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TR 30789
SHEET I NDEX No. SHEET TITLE TITLE SHEET FIRE PRoTEaTION, GENERAL NOTES DANIELIAN ASSOCIATES 954 (50,10ZAL NOTES ARCHITECTURE & PLANNING 6 GENERAL NOTES 7S.. .... O-A........................ .... GENERAL NOTES 51XTY CORPORATE PARK ENERGY REGUIREMENTS, SUMMARIES ENER&Y REGUIREMENTI) 5WHARIE5 IRVINE,C,441FORNIA q2606 I A �GUNA . .. ....... . :.* I LA (,q4q)474-60-90 rOUNDATOk.00R&LE FAX (-14-1)474-1422 11—IR I'LAN, ....... .... .. PARTIAL FLOOR PLAW FOUNDATION. k%Vl.0ANIELIAN.0OM A UTILITY PLAN PLAN qec�TN;Ns/moor F AN A-1.6 EXTERIORELEVATIONS A- EXTERIOR ELEVATIONS 0 PANIEOM A�IATES EXF��LY *-:,b PLAIN 16"ONTERZY' PARTIAL FOUNDATION PROFILE RESERVES M OO—ON LAW PARTIAL FLOOR PLAN$' OOI�(RIOW AND OTHER RROPEKTY EXTERIOR ELEVATIONS Si/ROOF 1:�L*N$' R*14�IN THESE PLANS. Q R Am . . A-4101 EXTERIOR ELEVATIONS$ PLAW�ARE NOT TO M RI!FRODWEP ' PARTIAL FOUNDATION PROFILE C�SW OR COPIED IN ANY FORM PARTIAL FLOOR PLAN YV EXTERIOR ELEVATIONS 161 ROOF PLAN v OR MANNIER MATSOE�R.NOR ... .... THEY TO ASSIWO TO ANY ITN EXTERIOR ELEVATIONS V PARTY Nl�FIRST OBTAININD THE E�99W WRITTEN PI!W�ION "iA Cr (ON PptoriLe AW CONBENT OF PANIELIAN A-1:1: ...PLAN FOUNDATION ..........I*-:�;k FLOOR PLAN, ASSOCIATES. A-2.6 PARTIAL FLOOR.PLAW FOUNDATION A-24 PARTIAL,FLOCK PLAN Eg A-25 UTILITY PLAN. x A-2.6 5MTIONS/ROOF PLAN EXTERIOR ELEVATIONS. ....... A-26 "PLAN 26 i,,mTmY- EXTERIOR ELEVATIONS A-2.-i PARTIAL FOUNDATION PROFILE A-:j 16 PARTIAL FLOOR PLAN'5- 'B'/ROOF PLAN EXTERIOR ELEVAT ONO A-2.2 EXTERIOR ELEVATIONS 1. fe . ...... OLM':ig�tkArTsmml PARTIAL.FOUNDATIONI PROFILE PARTIAL P40R.PLAWC TNLRc... ............... . EXTERJOR EXI�ATONIS Y,'l ROOF PLAN ...... AlF EXTEIRIOR FILEVATIOINS,Z' Na A-6 . .......... OF CWR" E� PARTIAL FOUNDATION rRpMLEOPTIONS.... ......... . NANIAN FORECAST HC)m ......-1-... .. ..... OLI �-w i� 4:43 e 55C.Ow FLOOR PLAIN A-53 PARTIAL FLOOR�"OPTOOS ....... ..... N ROAD, AINCHE5TER, CA C125ft V . ..... ......... .. ................. ............ ..... urriLJTy PLAN NO. DATE REVISION rIUTY PLAN OPTIONS SECTIONS I ROOF ........ .. . 26-q PROFILE PLAN 51 F AL FLOOR PLAN51FOUNDATION PROFILE..... .. --------- ...EXTERIOR ELEVATIONS'G'l ROOF PLAN6' ........ I -6.10 EXTERIOR ELEVATIONS'O'l ROOF PLAN it p .... ..... ....... ARCH I T'r-C"T, ...... .......... ::rLml 4A tomls1l; FOUNDATION PROFILE A- FIRST FLOOR PLAN ...... ..... . ..... . . 0 6wow FLOOR MAN, ........... . ..... 0imst mom UTILITY'PLAN . ......... PROJECT TITLE ........ .... ... ..... ........ Iw SECOND P!-OOR urluTY•PLAN tronsdanlellanx-om . . ....... . ... .... . ........... A-47 EXTERIOR ELEVATIONS LA LACUNA 46 . .. ....... . .. i r p A.4.1,0 PARTIAL FLOOR PLANS EXTERIOR ELEVATIONS W/mborl 0LAIN.W.-. . ..... ESTATE5 EXTERIOR ELEVATIONS W/ROOF PLAIN$"— . ...... -4 PLAN 46'CRAFTSMAN' PARTIAL FOUNDATION PROFILES. LARISE A A-41 PARTIAL FLOOR PLANS EXTERIOR ELEVAT ONS-6: ROOF PLAN Y ]EXTERIOR ELEVAT:045 ROOF PLAN'C1 . ....... ... .... ............. . ...... ..... .. .... . .... . ....... .. ' '� :*�::�� ......... .. ................ ... ... ......... ....... .. PROJECT NO. 0500a DETAILS DerA LS SHEET TITLE CODE ANAL"' 7F CONSULTANTS \VICINIT--r MAP DETAN DETAILS.. . .. ... ..... ... ... ..... ... OCCUPANCY TYPE R--5 U-1 STRUCTURAL ENGINEER ....... RAL SHEETS E51/FMr- TITLE CONSTRUCTION, TYPE V N 1500 E. I&TH 5TREE7 SANTA ANA, CA a.2-701 CITY OF LAKE ELSINORE SHEET CALIFORNIA BUILDING CODE 2001 EDITION (-714) 555-:2500 RECEIVED J U N 119 2003 CALIFORNIA MECHANICAL CODE 2001 EDITION ENF-Rey CONSULTANTpLANNING DEPT. HERITAGE ENERGYGROUP CALIFORNIA PLUMBING CODE :2001 EDITION 155-75 BARRANCA P<A'I', SUITE F-101 ORIGINAL DATE: IRVINE, CA 11:260(b SDTEAFFltR1Rt2AIPLIWN65MOIFTTTAAILIIS AN5 CALWTIONS 4 G JUN (O!4Ll) '7511--7221 HILL 5E SUl3MITTENllLP`g%REVlEkH APPROVAL CALIFORNIA ELECTRICAL CODE :2001 EDITION BY THE STAIR A TO INSTALLATION 61 CftY Of lAke EWm ft-hig Dlybi.Appm,,l Appmed By: PRINT DATE DYE 77- SHEET NO. T-1 pv�um I MAI SHEET INDEX 1 NO. SHEET TITLE i I T-I TITLE SHEET 6-I ABBREVIATIONS 4 SYMBOLS 6-2 FIRE PROTECTION 6-3 GENERAL NOTES 6- DANIELIAN ASSOCIATES A Q 1 UNA 4 ENERAL NOTES 6-5 SENEG ISENF RAL NOTES ARCHITECTURE & PLANNING 6-6 GENERAL NOTES 6-9 ENERbY REOUIREMENTS/NJ HARIE5 51X'Y CORPORATE PARK 6-8 LTIERbYREQUIREMENT9/SUMMARIES IRVINE,CALIFORNIA 92606 L L,, --' U A-I.I PLAN IA'SPAN15H' FOUNDATION PROFILE (949)474-8030 A-1.2 FLOOR PLAN FAX: (4149)474-1422 A . A-1.3 _ PARTIAL FLOOR PLAW FOUNDATION y�y�w.DAN1ELIAN.GOM A-1.4 .I UTILITY PLAN A-IS 5ECTIONS/ROOF PLAN ' A-1.6 EXTERIOR ELEVATIONS A-I.T EXTERIOR ELEVATIONS C DANIELIAN ASSOCIATES EXPRESSLY - ----- A-1.8 PLAN IS MONTEREY' PARTIAL FOUNDATION PROFILE R=SERVES I*5 COMMON LAW .. .. -- --- A-1.9 PARTIAL FLOOR PLAN'B' - --- COPYRIGHT AND OTHER PHESERtt A-I.10 EXTERIOR ELEVATIONS 5'/ROOF PLAN'B' _ - RIGHTS iN THESE PLANS.THESE A-1.11 EXTERIOR ELEVATIONS B' PLANS ARe Nor rO eE REPRorwcSD A-I.IZ PLAN IG'CRAFTSMAN' PARTIAL FOUNDATION PROFILE I _ A-113 PARTIAL FLOOR PLANG' cHAN6ED qe COPIED IN ANY FORM /\�/����\ 1Ifn11II //(/����\ AA 1.14 EXTERIOR ELEVATIONS'G'/ROOF PLAN'G' OR MANNER WHATSOEVER.NOR ARE - �\ u _ 1 A-I,19 EXTERIOR ELEVATIONS'G' THEY rD EE ASSI IRST rEI ANY THIRD SLAKL -.... t\�`�Jll,,_{( (,r- !7 PARTY WITHOUT FIRST OBTAINING ME EXPRESSED WRITTEN PERMISSION 9 A-2.1 PLAN 2A SPANISN' FOUNDATION PROFILE AND OOR ENT of DAN ELIAN I' --_ - .-... A-2 Z FLOOR PLAN A55OUArEs. A-2 3 PARTIAL FLOOR PLAN/FOUNDATION _ A X X -_ A-2.4 PARTIAL FLOOR PLAN R/ `�T / ?X7� X . - o A-2.5 UTILITY PLAN -.. _ _- -, - A-2.6 SECTIONS/ROOF PLAN _ A-Z.'I EXTERIOR ELEVATIONS _. A-2.8 EXTERIOR ELEVATIONS A-2.9 PLAN 2B MONTEREY' PARTIAL FOUNDATION PROFILE -_ O A-210 PARTIAL FLOOR PLAN'B' r Q�St E SSID,y¢ A-2.11 EXTERIOR ELEVATIONS W/ROOF PLANS A4.12 EXTERIOR ELEVATIONS'B' Lqc A-2.13 PLAN 20'GRAPT9MAN' PARTIAL FOUNDATION PROFILE " p yj1gy -__ i m A-2.14 PARTIAL FLOOR PLAN''C v A-2.19 EXTERIOR ELEVATIONS'G'/ROOF PLAN'C' --- - A-2.16 EXTERIOR ELEVATIONS'G �q Q - .. .... P .__ GL I = NA�N I AWN FOREGA�ST HOMES e �� A_31 FOUNDATION PROFILE R PL N _- � �A 9Z PARTIAL FWNDh'ION PROFILE OPTIONS ' per.+ 7� PLAN 3A'SPANISH' �} n E� 4 A 3.4 SEGONDL�OOR PLAN NCHE5TER, CA 125q& U . �� A-99 PARTIAL FLOOR PLAN OPTIONS - N ROAD, WI _ ..... _.. _ ITY PLAN Gp, __�_.ri•3�� UTILITY PLAN OPTIONS N0. DATE REVISION 5EGTIONS/ROOF PLAN .... FROFiLE AN B TSMAN' PARTIALFL mOORPLANDATION _____ '� _._._.._ EXTOR ELEVATIONS G'ERI /ROOF PLAN'O' A�i�GH I TEC H..:. D L I AWN ASSaG Lok-T- fS 1`'C 51XTY CORPORATE PARK, IRVN A 41 PLAN 4A'SPANISH' FOUNDATION PROFILE (�y,{�y / ,} ,(-- Q A-42 FIRST FLOOR PLAN g4g) 474-G030 FAX: (g44I 4744--is e 6 e v .. A 49 .. ... 5PGONO FLOOR PLAN _ _- a A 4.4 FIRST FLOOR UTILITY PLAN <OJECT TITLE -- -- "- - A-49 SECOND FLOOR UTILITY PLAN F - WEB wwW damellan com E Gt on®daniellan.GOm A-a6 EXTERIN5i LEV TIO S L - ---. _ A-4,T .. EXTERIOR FIEVATION9 LAGUN� A-4.8 EXTERIOR ELEVATIONS A-4.9 PLAN 45'MONTEREY PARTIAL FOUNDATION PROFILES GT G A-410 PARTIAL FLOOR PLANS �J I AJ / A-411 EXTERIOR ELEVATIONS'B'/ROOF PLAN'B' A-4.12 EXTERIOR ELEVATION5'B'/ROOF PLAN'B' ����� A-4.19 PLAN 46'CRAFTSMAN' PARTIAL FOUNDATION PROFILES A-4.14 PARTIAL FLOOR PLANS A-4.19 EXTERIOR ELEVATIONS'G' PROOF PLAN'G' A-4.16 EXTERIOR ELEVATIONS'G'/ROOF PLAN'G' . .. .. PROJECT NO. 05005 DETAILS TDETAILSGODS ANALYSIS ONSULTANTS VIGINIT ' A 09 DETAILS DETAILS OCCUPANCY TYPE R-3 / U-I 51RUCTURAL ENGINEER TT .TOTAL ARCHITECTURAL SHEETS E51/FME TITLE CONSTRUCTION TYPE V N 1500 E. I&TH STREET APPROVEu 5ANTA ANA, GA g2701 COTTF EFit ES&ASSOCATES,,NC. CALIFORNIA BUILDING CODE 2001 EDITION ('714) 835-2,500 //11 SHEET BY DATE h'�J• IiIP� These plans hav been reviewed for atlherenoe to tha applicable code end ordinance. Authorization le CALIFORNIA MECHANICAL CODE 2001 EDITION ENERGY CONSULTANT hereby g�nted o Issue a bArdln0 permit pending aPProval b all applicable City agencles. HERITAGE ENERGY GROUP The letuanoe Or granlin of a 153-15 SARRANGA PKWY, SUITE F-101 approval Of these plane shell Permit to CALIFORNIA PLUMBING CODE 2001 EDITION Permit or approve any vlolelion of the applicable ORIGINAL DATE: IRVINE, GA g2606 Codeauthority or Ordinance, No permit DEFERRED SUBMITTAL � �� �� (q4q) '7Sq-T221 authority to violate or cancel the prOVlflonB to uIv STAIR RAILINb DETAILS AN5 CALCULATIONS CALIFORNIA ELECTRICAL CODE 2001 EDITION Codes tf all be valid. BY THEESTAIR MANDUFAGTUREREP IROR TOIN15TVALLATION ® MAI 20 2003 PRINT DATE SHEET N0. T-I �: CONDITIONS OF APPROVAL FOR RESIDENTIAL PROJECT NO 2003 05 Prior to Issuance ofBuddaag/Gnd.,Permit, FORECAST HOMES"SHOREPOINT AT LA LAGUNA ESTATE Revised by the Planning COrrrmissian,April 15,2003 21.Prior to issuance of any precise grading pecan"or budding pertain,the applicant shall sign and complete an "Acknowledgment of Condidons" and shag tenon the executed original co the Community REVISION DEFINITIONS: '74ad'rr"denote an addition in the wording of the Conditions of App:oval,a Development Deparmrene for inclusion in the case records. "suihed>renyds'denotes s deletion from the text. 22.Applicant shall comply with an.esquremene;of the Ciry's Grading Ordmance. Construction generated dust and erosion shall be mitigated in accordance wide the peavisiota of Muaiupal Code,Chapter 15.72 PLANNING DIVISION dust using accepted eoneced techniques. Interim erosion cons,[measures shag he provided terry(30) days after the sire's rough grading,as approved by the City Engineer. (Note: For lbrrd u rbe Ciadrnanr sfApprora/arc rbe bur ernmanr aoailabrr ar rbr nmr oJep-pmr,a[rbe rxaujzr amovau-idbr nsimrd-rbr rimy sfbai[dingpmair ir--andm y br-u d.) 23.These Conditions of Approval shall be reproduced upon.Page One of the Budding Plans prior to their Ilk acceptance by the Building and Safety Division. 1. Design Review approval for Residential Project approval R 2. Th.von.lapse and v void unless a building DANIELIAN ASSOCIA TES permit is issued witlma one(1)year Of else approval dare. The Community Development Direeroe may grant an extension of time for up to one(1)yeti prior m the expiration of the initial Design Revieu..An 24.The applicant shall submit for revise.and approval by the Building Division buildng plans char tie ARCHITECTURE & PLANNING apphcavoa foe a alma extension and required fee shall be submitted a minimum of one(1)month prior to designed in current UBC and adopted codes. the capintian date. SIXTY CORPORATE PARK 25.Applicant shag provide a or ace pad or am.a minimum of 3'-0"by T-0"adjuenc ro each 2. All site improvements shall be constructed as indicated on the approved site plea and building elevations. dwelling.The storage pad or ues.a shall conceal the sash barrels from public view. IRVINE.CALIFORNIA 42606 Revisions to the so Loved site plan or budding elevations shall he subject to approval of the Community (R49)474-6090 Development Director or designee. 26.The building addresses shall be a minimum of four inches(4")high and shall be easily visible Eom the FAX: (e149)474-1422 Public right-of-way. Developer shall obtains queer addresses for all project lots prior to issuance of 3. Materials and colors depicted on the materials boards shall be used unless modified by the applicant and building permits. The addresses(a---Is at least four aches(4"high)shall be displayed a-the l`VM.VANIELIAN.COM approved by the Community Development Director or designee. - enermos and he visible from the franc of the unit 4. Applicant shall aubsut for review and approval by the Community D-clopmrnc Director or his 27.Prior to Building Permim the Construction Suprvvisor shall meet wish the Planning Division in review ®DANIELIAN A IATE5 EXPREs5LY designee,a detailed Plotting Plan prior to the issuance of building permits for each phase,which indicates the Conditions of Approval. RESERVES ITS COMMON L"IN COPYR16117 AND OTHER PROPERTY e style and color scheme to be used on each log Styles shall be evenly distributed throughout the sue. RIGHTS IN THESE PLANS.THESE The identical product or color scheme shall not be constructed directly across or adjacent to one another. 29.Landscaping Plans and Irrigation Details for each plan shall be required,Typical Front Yard Plans and a PLANS ARE NOT TO BE REPRODI)CED Carr Estimate shall he submitted for review,and approval by the Ciry's Lmd cape Arehiescr Consultant ONANGED OR COPIED IN ANY FORM 5. Applicant shall meet an.ADA(Americans with Disabilities Acr)requirements for access to the Model and the Community Development Director or Designee prior to issuance of building perati".A OR MANNER MAT50evER.NOR ARE Home Complex Landscape Plan Check Fee and Inspection Fee shall he paid for the entire project at the time of THEY TO BE ASSIGNED TO TO ANY THIRD submittalPARTY WITHOUT FIRST OBTAINING 6. Applicant is to meet all applicable Specific Plan requirements and standards,or where they are silent,City THE EXPRESSED WRITTEN PERMISSION Codes and Ordinances. 29.Under the provisions of SB 50,the applicant shall pay school fen to the Lake Elsinore Unified School AND CON5ENT OF DANIELIAN District prior to ixoance of building peas". ASSOCIATES. 7. A cash bond of j1,000.00 shall be required for any construction caikTs used during construction.Honda will be released after removal of mukn and rescotauon of the sire to an meepable avant,subject to the 30.All mechanical and electrical equipment on the building shall be ground mounted.All outdoor ground ar approval of the Community Development Director or designee. wall mounted udlicy equipment shall he consolidated a a central location and arehirecmrJly screened along with subsnndil landscaping,subject to the approval of the Community Development Director, 8. The project shall connect to sourer and meet all mquice rumis of the Elsinore Valley Municipal Water prior to issuance of building permits.if the equipment is placed behind the fencing,landscaping will not - District(EVIAWD).Applicant shall submit water and sewee plans to the EVMWD and shall incorporate be cequired.Air conditioning and related equipment located in side yards shall maintain a minimum of 3 OFESSIp all district ceadmons and standards,including payment of applicable water and sewer connection fees- E r of unobstructed,leveled cleasnce between the equipment and the adjacent property line. .p�oRP �igPn P'orro Final Approval UR C. x 9. Garages shall be constructed to provide a n m vnimu of nhimhe-feet-six-aches by naereen-feet-six-aches - AN (9'-6"x 19'-6'1 of interior clear space for two cats for a meal interior dear space of nlncceen-feet-six w 4829 n inches by ninerrea-feer-six-aches(19'-6"X 19'-G").Prior to the issuance of building perraitrs,the 31.The applicant shag meet an.Conditions of Approval prior m the issuance of a Certificate of y anc OccvP *d, i applicant shall submit Boor plans for the large models that indicate compliance with this requirement and release of utilities. ♦,F Of CAL1F0�a 10.All theme walls am required w he coated with anti-gnffiu plat 32.Prier-focal approva4 all wood fencing shall be paired�val or aranduarb a high-gra dr,r.kd body,F-miiiq train gpnued by the Cvrmnuniry Dna/spmear D.iertor sr hfr drrtgnrr. I L Any renting walls shall match the are for slump block wags in color and style. Related Cammirrisa on btY dx P/anein 8 Apnl 15,2003. 12.Walls or Fences located re any front yard shall nor exceed thirty-six aches(3G')in height with the 33.All front yids and the side yards on roroer lots shall be properly landscaped and irrigated with an NO. DATE REVISION exception that wrought-iron fences may be five Erec(5�a height Chain link Fences shall be prnhibacd, automatic underground inignion system to provide 1001/6 plant and grass coverage using a combination of drip and conventional litigation methods. Defe¢db0 rbr Pies..,Coatmirrion,April 15,2003. a. Planting within fifteen feet(15)of ingress/egress points shall he no higher,than thirry-s ixiches (36"). 14.The applicant shall abide by the approved Fuel Modification Plan for Tract 30788,and all conditions of b. The landscape plan shall provide for ground cover,shrubs,and tree and meet all tequiremrna of approval of said tote the Cstys adopted Landscape Guidelines. Special attention to the use of Xeriscape or drought 15.The applicanr shall revise the following elevation drawings for resubmital and approval by die resistant plantings with combination drip iaigauoa system to he used to prevent excessive watering. Community Development Director or his dnigncr. c. All landscape improvennenu for the Model Home Complex shall be bonded for labor and materials s. Where ins elevations present a rwo-dauuaional rooiline char is no[broken u b fox 2 years with a 120%Faithful Performance Bond prior to final approval of the Model Home fesnues,the applicant shall provide additional aschimeracal enhancements m compan tie for the Complex A page:band shill ey acceptable.The bond wall be released wo(2)years from the dare of PROJECT TITLE monotonous design,specifically,as follows: P the last Certifcau of Occupabcy. �s /►d. All landscaping and itegadon shall be it.called within an affected portion of any phase at the rime a LA LA6UI t/�i (1) Plan I(small)-Add shutien or For shelf and sconce. Certificate of Occupancy is requested for any building. (2) Plan 2 0.ge)-Add sheirters and sconce. E5TATE5 /Final landscape plan must be consicrenl with approved site plan. b. Whu<side ekvPresent,s psesen a long ehpanse of house wall below a.two-dimensional eootline this `is not broken up by any architectural fest res,the applicant shag provide additional architectural f. Ali exposed slopes in guess of thee feet is height within the subject extr and within private lox LAR6E enhanmments in compensare for die monotonous design,specifically,as follows: shall have a pemanent irrigation system and erosion control vegetation installed,as approved by the Ti (]) Plan 2(s Landscape Architect and Planning Division,prior w issuance of eerdficau of occupancy. ma9)-Add a..below with core or samound to the sou pardon of the left elevation. ENGINEERING DIVISION (2) Plan 3(small)-Add a widow with trim or surround to the rear portion of the left e�aaon' - 34. Residential project R2003-05 will be required to meet all applicable conditions of approval far �300Pj 16.Full architectural weatmen"as depicted on exhibits Or conditioned by these conditions of approval,shall Tract No.30788 at the appropriate development phase. PROJECT NO. w be required for both the first and second story el.vaniom.The applicant may submit to the Community 35. All Public Works applicable requirements shall be complied with as a candidon of developmentDev u SHEET TITLE �i) ) L LSINORE Q hidden from Duecmr,,Iva designee,For review and approval,evidence that a punity elevation it specified i the Late Elsinore Municipal Code(LEMC)priest to building pemtic REC D O hidden from public view,and i chose azances,to he determined by true Community Deoelopmenr WDirector o.bit designee on a case-by-cast basis,Ibis condition may be waived.Ele-Mans visible from 36. When the model complex parking lot is removed,Elie A.C.pavement shall be taken m a recycling J U N 1 003 t0 die community trail car as a result of elevation changes between homes will of this condition. e arn not be considered for waiv ye ,not a landfill Z< 37. Secondary emergency access on Sunsw•ept Drive shall meet the requirements of the Riverside County PLANNI EPT w 17.The applicanr shag revise the Phasing plan for resubmirnd and approval by the Community Development Fire Dcparunem. Diceaor or his designee as Follows: eO N`D I T I ON5 � 38. The applicant shall-built landscape plans For view and approval by the City Landscape Architect o that include the upslope on the north side of McVicker Raid The applicant shall,upon receiving O� N a. Sunswepr Drive shall be completed prior to the issuance of the Star Certifcar of Occupancy,from approval of said pions,isn na ll and man rho landscapingca or m that responsibility over to the © McVicker Road to the existing and adjacent Sum.ept Drive,including the Emergency Access 6omeownct's asspcleuon. APPROVAL aexam-lacesapproved by the City Council with Tentative Tract Map No.30788 as a cdal accessway. (L b. exam-laces Drive('A'Drive)shall be completed poor to the fast building permit in tx�secand-plisse Phase 5,from Ad"grdre Drkv to die northern intersection with Sunswept Drive,and construction vehicles and equipment shall uo]lac Ocotillo Drive to access the mma+nmg pauses of cars puler. mGENERAL ARCH175- IIRAL NOTES c c. end BrOni q aarb Phan 5,phasing shall commence in a clock rose progression b rive from PA-7,ronrinaing nos:I on Suoswepr Drive and ending ar the south ORIGINAL DATE: D end of Ocovllo 6ARA6E DOORS �j e. Za ALL _ to d ROLL-UP DOORS WIIT DOORroH DETAILSON AS SHOYMJr:lrT�N EACH ELEVATION. ALL.BE 5ECTIONAL ON. o Rewind bJ'rM P/onal q Commitrioa,Apri/15,2003, ARC441TWIVRAL ENHAWEMEN; ARCHITECTURAL ENHANCEMENTS SUCH AS SHUTTERS AND WIND OW Ili.Tine applicam shag consult with the Riverside County Fit.Depumtmt in order m meet pr imary and TRIMS OR SURROUNDS SHOWN ON FRONT AND PARTIAL SIDE D secondary access require--"of that agency during all phases of--auction once c rnbwribles are ELEVATIONS SHALL BE CARRIED THROUGH ALL FOUR SIDES OF y� brought ro the site. THE BUILDIN65. e ro 19.All signage shall be reviewed and approved by the Commutvey Developmenr Director or his deli c ALL SHUTTERS,WINDOW TRIMS AND SURROUNDS ON SIDE AND lira` Ciry Lyke C, REAR ELEVATIONS SHALL MATCH WITH FRONT ELEVATION IN PRINT DATE o P1anelttQ Divbion AP sTrLFs AND DETAILS.20.In accordance with the Mitigarion Program for 1a Iagrrna Places,the applicant shag submit,for review and approval by the Community Development Director or his designee,a design plan for the aterpmove cad signposts to be aanlled along the community read. The design shall include graphical, Approved By:photograph"and Rxmal applica Ines char educate sat users about the species in be observed,their .b-CL {alp-rta/�Jtd,� i] value to a balanced ecology,and the importl-ee ofriparian habitats. SHEET NO. lv r� T-,2 i A55REVIATION5: INTERIOR ELEVATIONS 5YM5OL5: A 6 Q E--SOFFIT(MAY OGGUR) DEPTH NOTED IF HOOD OR DEPTH NOTED IF ABV............ ABOVE GA................. GAUGE QT................ QUARRY TILE OTHER THAN MICROWAVE OTHER THAN AD.............. AREA DRAIN 6B................. GRAB BAR 2'MIN. STANDARD TYP (MAY OGC M STANDARD TYP. ADJ............ ADLACENT GD................. &ARBA&E DISPOSAL A/C........... AIR GONDEN50R 600............... &ARA&E DOOR OPENER TOP OF CABINET �0 PANEL �b, Nd MIRROR / AFF......... ABOVE FINISH FLOOR bH GREENHOUSE R DOOR / AL.. ALUMINUM 61................ GALVANIZED IRON R.................... REFRIGERATOR ALT........... ALTERNATE 6L .............. &LASS RAD..........._.. RADIUS SHELF INSIDE APPROX.....APPROXIMATE GL BLK......... GLASS BLOCK RA6...................... RETURN AIR GRILL CABINET APPRVD....APPROVED OR................ BRAVE RG .................. RESILIENT CHANNEL ARCH...... ARCHITECTURAL GYP BD ... GYPSUM BOARD RD...................... ROOF DRAIN m \ 4� REQ.................. REQUIRED SPCA / I SIDE \ FIXED I REV...................... REVERSE WW PANEL B I'I RM....................... ROOM TOP OF CUTTI FIXE1� D 0 RND.................... ROUND COUNTER BOARD PArL —— — / } SPLASH BA............. BATH H................ HALL RO....................... ROUGH OPENING X _ -- - DANIELIAN ASSOCIATES BALG......... BALCONY HIS.............. HOSE BIBS ........................ ROLLER SHADE [, 5T K /\ �d I F BD............. BOARD HG.............. HANDICAP(DISABLED) ARCHITECTURE & PLANNING BED........... BEDROOM HDR............ HEADER BLD6.......... BUILDING HORIZ ........ HORIZONTAL 0 R P W BLK6.......... BLOCK ING HR.............. HOUR TOE SPACE - OV _ SIXTY CORPORATE PARK W BL ........... BELOW HT............... HEIGHT 5/5ERV.........._.... 5ERVIGE IRVINE,CALIFORNIA 92606 BM............. BEAM SAT..................... SPRAYED ACOUSTICAL SOT........... BOTTOM TEXTURE �(- \ ,� (-749)474-601 EI....... 5A5EMEN7 W......................_ 50LID GORE A ,(� STAN......... BETY✓mN I 5D........................ SMOKE DETECTOR S pl'q`' ` '� .� S'� r�� �U� FAX. (449)474-1422 IN............._... INCH 56....................... SEMIdL055vy'¢��_¢p�'yy .�`' 'p�' .�i`' p� �5'.'Q pb {NWW.DANIELIARCOM INFO.._....._.., INFORMATION SH....................... SINGLE HUNG J r�+ U'q� 0 0` 9` Q ,(J� "[" 4' U H`- v` F U v` > U \� V'T V' A`� U INSUL.....-...... IN9ULATE/INSIJLATION SHY...................... SHEET co IN7................ INTERIOR SHWR................... SHOWER GAB........... CABINET SIM...................... SIMILAR FLOOR PLAN SYMBOLS: DANIELIAN A55 ATE5 E%PRE55LY GB............. GUTTINS BOARD SKYLT................. SKYLIGHT RESERVES IT5 COMMON LAW CL.............. CENTERLINE SL....................... 91-I0I146 WINDOW GL6............ CEILIN6 J 5L...................._.. 5LOPING GEILIN6 A REFER TO COPYRI6EIT AND OTHER PROPERTY GLR............ CLEAR J................... .UNCTION BOX SL DR............... 5LIDIN6 DOOR GENERAL NOTES RIGHTS M THESE PLANS.THESE GMU......... CONCRETE MASONRY UNIT 50FF................. SOFFIT -_ _ -. .. _ _ FOR BATH PLANS ARE NOT TO BE REPRODUCED Co.............. CASED OPENING SQ...................... SQUARE - .., / ` -- - FIXTURE,MAT., CHANGED OR COPIED IN ANY FORM GO_............ COMPANY 5PL...................... SPRING LINE / T_.. �/ -j,L .-.. �L it __. _- U _ _ r\.. /'I I� 'I -- _ 1 ETC. / 24" OR MANNER WHATSOEVER.NOR ARE GOL........... COLUMN I 5Q FT_............_. 5CIUARE FEET LINE OF UPPER 4G py� X �--X- LIN LIN GONG......... CONCRETE 5Q IN_............. SQUARE INCH CABINET /R\ P W\ /D\ - I PAPER HOLDER THEY TO BE ASSIGNED TO ANY THIRD KDT............ KNOCK DOWN TEXTURE �� GONSTR....CON5TRUGTON 55................_...... STAINLESS SYEEL LL-- - OO (MAY BE PARTY WITHOUT FIRST 05TAININO KIT................ KITGFEN Ury GONT.......... CONTINUOUS STD..................... STANDARD LINE OF BA ----, SHOWER Z�j' SHOWW THE EXPRESSED WWTTEN PERMISSION GRIP........... CRIPPLE STL...................... STEEL CABINET I CABINETS O PRYER MUST HEAD TYP. 15• IS" cN rEU AND CONSENT OF DANIELIAN 051,r.......... CASEMENT STOR................... STORAGE I SHELVES ABV BE VENTED TO . TOWEL BAR A5WCIATES. CT.............. CERAMIC TILE L STRI............. STRUCTURAL SOFFIT I I (MAY OGGUR) OUTSIDE IN ¢ (WITH LENGTH GTR........_.. CENTER 545..................... SURFACE FOUR ACCORDANCE WITH NOTED) LAV............... LAVATORY I WASHER SPAG LBS............... POUNDS SIDES (MAY OCCUR) CODE REQUIREMENTS LIN................ LINEN SW...................... SOLID WOOD DRYER SPACE-- PER T D LIVING............ LIVING ROOM LUMINOUS ENGINE ARE INFORMATION. LOW............ LOUVER DOOR CEILING,SEE 42° D................ DRYER LT.................. LIGHT T DETAIL DBL............ DOUBLE LTWT GONG..-LIGHTWEIGHT CONCRETE SIZE A5 NOTED ""``o.; DEFY.......... DEPARTMENT LUM................ LUMINOUS TB........................ TOWEL BAR �OFESSIO DF.............. DOU6LA5 FIR TG...................... TRASH GOMIA l MEET WIDTH 0��LEVATION'R FLOOR DRAIN 51ZE A5 NOTE1�eD6.............. DUAL 6LAZED TEMP.................... TEMPEREDREFERENCE PROVIDE ALL WHIRL ,, C.DH.............. DOUBLE HUNG THK...................... THICK FEET�I DB ONE PIECE SHOWER HEAD POOL TYPE TU05 W/ �, INC.DDIAMETER M TOG..................... TOP OF CURB IN. J HEIGHT (EXAMPLE 102"x42" ACCESS PANELS A............. DIMENSION TOW....._.........._... TOP OF WALL KIT."A"EL TUB/SHOWER SHATTER ROOF 42" PER MANUFACTURER MAS............... MASONRY m 'ry " DN.............. DOWN TYP....._.............. TYPICAL TYPE OF WINDOW SHOWN ABOVE) COMBO DOOR AND MAX............... MAXIMUM �— c ————— REQUIREMENTS. Nr DO.............. DRYWALL OPENING TOO...................... TONGUE AND 5L (SL=SLIDING ENCLOSURE 9 A M BA............. MASTER BATH FM OF CRLIF� DP.............. DEEP GROOVE ��SEi�SIN6LE HUNG M BED........... MASTER BEDROOM DR.............. DOOR YIP WAINSCOT(AS MG................. MEDICINE CABINET TEMP�A�y F6L=FIXED GLA55) INTERIOR ELEVATION KEY PONY WALL BELOW oRWG..........DRAWING NOTED)MIN.T2" D5............... DOWNSPOUT MUCHF ............. MECHANICAL OCCUR PER CODE GSMr=CASEMENT ONE PIECE TI�B SHOWER pVA�,'�m (MAY OCCUR) DTL............. DETAIL MIN ............... MANUFACTURER U REQUIREMENTS) (WP SEAT,SLIGHTLY MIN................ MINIMUM DW.............. DISHWASHER UBG..................... UNIFORM SLOPED TOWARD MISG.............. MISCELLANEOUS WINDOW FLOOR DRAIN MAY DWR............ DRAWER BUILDING CODE MTV............... MOUNTED M7L"""""""' METAL UMG MEFc~IGAL CODE H - --FLAT GEILINb OGGR.)U N0. DATE REVISION - LINE OF CEILING BREAK __ _........_ ... UNO...._............_. UNLESS NOTED IN,OTHERWISE FEE,]HEIGHT F T .......- .... L IEA......_...... EACH N UPC,.................... UNIFORMIN. '2 SLOPED CEILING E/ENT........ ENTRY PLUMBING CODE LLLEL.............. ELEVATION NEC,................ NATIONAL ELECTRIC CODE FEET `/• O.......... (TOPOSRAPHICALLY) N6 ............... NATURAL GRADE 5TARTIN&MEI&HT ❑O ❑ ELEG. ELECTRICAL NO................. NUMBER THRESHOLD PITCH MAY BE NOTED NT5.......... NOT TO SCALE HEIGHT NOTED TRIPLE SINK LAUNDRY PEDESTAL ELEV........... ELEVATION U (OCCURS AT ALL _.- EQ............... EQUAL VEST............-...... VE5TICAL EXTERIOR DOORS) ETC,............. ET CETERA VEST._................. veSTeuLe SWING DOOR VOL.UNE GL6 SINK SINK BAR SINK URINAL TILE FLOORING VINYL SHEET EvTa ..........ELEGTRIGALLY WELDED O VOL.__................. VOLUME FLOORING EXT........... WIRE MESH VS...................-.. VINYL SHEET _._..6060(TEMP) EXTERIOR CA.............. OVERALL VTO....._............. VENT TO OUTSIDE - OB5............ OBSCURE VTR...................... VENT THRU ROOF Ic ' LINE OF GL6 OG............ ON CENTER 1C 626 7r OPENING FPROVIDE CATWALK OD... ...... OVERFLOW DRAIN SLIDING GLASS DOOR / �I -` ..JC ACCESS PER F OH.............. OVERHEAD T --{�SHAFT(MAY COVE REQUIREMENTS •6'0"` - DIRECT VENT LA5 ONLYJE--MAY HEARTH PROJECI IIILE FAU.... FORCED AIR UNIT OL""""""' OUTLOOKtR U _ / OCCUR,SIZE u, MAY OGGUR --� MAY OGGUR OPNb........ OPENING FD.. .. .. FLOOR DRAIN OPP.............. OPPOSITE W............_........... WASHER /'-II A5 NOTED) U I —MEGH.DRW65 _ 6i� 6A5 LA LA6UNA FF.......... FINISH FLOOR W/....................... WITH da / FIXED PANEL SHAFT LINE OF SKYLIGHT 4 BY OTHERS F -I APPLIAW= APPLIANGB OPT........... OPTIONAL I F&.. FIXED GRADE OV.............. OVEN WD....................... WOOD W / RA& F6L...........FIXED bLA55 O/ OVER MA.................. WINDOW RL� SKYLIGHT IN I FIN. ...... FINISH WH...................... WATER HEATER LGL6 J _ _...._. - EST�4TE5 / FIX............_ FIXED WI...................... WROUGHT IRON -.. /► FIM............PIXTURE WIG...................... WALK IN CLOSET DOUBLE 5WIN6 DOOR L..-J (, 1 / LARGE FL................ FLUORESCENT P IWO__................. WITHOUT r-- A7TIG RETURN / B6•Box FLASH..........FLASHING WP.................._... WATER PROOF FLR.............. FLOOR P................. PANTRY AT.....__.............. WE16HT 150"x50" ATTIC ACCESS FAU AIR FND........... FOUNDATION P/PWDR........ POWDER ROOM 266E 56"BOX �'�X HEARTH FOG.._._...... FACE OF CONCRETE PB................. PUSH BUTTON C (SIZE ) - FOG............. PAGE OF CONCRE PH................. PAPER HOLDER L——J NOTED) MT- - ON RAISE FOM............. FACE OF MA50NRY PL......_......... PLATE POCKET SLIDER f——— I I WH f STANDARD GORP�� MASONRY FOS............. PAGE OF STUD PLYWD........... PLYWOOD I I ATTIC,AGGE55 IP19"TYPO 8, �J FP............... FIREPLACE PR .....•-••••••. PAIR 00'x54" WITH LADDER AT GARAGE R DR.........FRENCH DOOR PT POST TENSION I (SIZE AS FR............. FIRE RATED PTDF............. FRESEURE TREATED =,__,._5 L———= NOTED) PROJECT N0. O�JOOS FRM6...........FRAMING DOU&LA5 FIR FORCED WATER —_ .--__.__._.. F5................ FINISH SURFACE PVC,.............. POLYVINYL CHLORIDE ATTIC ACCESS AIR UNIT HEATER HEARTH HEARTH FT............... FOOT OR FEET BI-PASS DOOR FT6.............. FOOTING SHEET 111 LE FURR........._ FURRING VERIFY W/ MECH. C SHELF DRAWNN SS BOX BI-FOLD DOOR/SH ITTERS _.-_ - BY OTHER5 I,., ) L--_--XJ �..BOX HEARTH POLE _ HOTO pBL P DOUBLE POLE 2-WAY SWAY ¢WILY DUCT FIREPLACE ABBREVIATIONS OVERALL FACE g° 6ARAM DOOR ---- CHASE FLUE GH0169E FIREPLAGE5 (SIZE As NOTED) OF BUILDINGANGLE(NOTED) AND SECTION --DETAIL REFERENCE REFERENCE&RID ¢ CENTERLINE ELECTRICAL/LITILITY 5YMB-OL5: REFERENCE NUMBER SYMBOL5 A-10 D- (LETTERS HORIZONTAL- DIREGTION OF NUMBERS VERTICAL) s NUMBER DUPLEX CONVENIENCE OUTLET Q FLOOR DUPLEX CONVENIENCE OUTLET AML MINI LIGHT Q RECESSED CEILING FAN(EXHAUST LOOSE KEY SECTION SHEET NUMBER WHERE TO OUTSIDE AIR) DETAIL IS DRAWN PROPERTY LINE, REVISION NUMBER # 51N6LE POLE SWITCH y SHEET NUMBER WHERE CENTERLINE BTWN UNITS 5 - DUPLEX CONVENIENCE OUTLET(HIDDEN) y O WALL WASHER OR EYEBALL RECIRCULATING FAN CODE r FUEL&A5 SECTION 15 DRAWN AND/OR MATGHLINE >/,j THREE WAY SWITCH OR MINIMUM,FAN EXHAUST 1 "WP WATER-PROOF DUPLEX CONVENIENCE OUTLET SQUARE RECESSED INCANDESCENT TO OUTSIDE AIR PREFERE0 SECTION BUBBLE DETAIL REFERENCE DIMENSION GLWV INDICATES {P&FI W/6ROUND FAULT CIRCUIT INTERRUPTER �ls FOUR WAY 5WITGH LIGHT FIXTURE HOSE BIBB BUBBLE REFERENCE GRID AREA REVISED 7D (WP=WEATHER PROOF) [a (FL=FLUORESCENT) (GOLD WATER AT REFRI6) 1� tS DIMMER 5WITGH GEILIN&FAN W/INTE6RAL LIGHT ORIGINAL DATEMAy Rf�' /ooY N DUPLEX CONVENIENCE OUTLET(HALF HOT) _)L RECESSED STEP LIGHT M T L 4 o RAG RETURN AIR GRILLE(VERIFY NV t� OFF BIBB WITH SHUT m 1� L&IF FIXTURE(WP=WEATHER INCANDESCENT OS WALL SCONCE �_ I OFF VALVE WALL SYMBOLS 0, DUPLEX CONVENIENCE OUTLET MEGH.DRAWINSS) (� �/ = FEET WIDTH \ 'M (HALF HOT,HIDDEN) ®LIMA II 2 3 2003 / / i i ./i/. MASONRY OR CONCRETE WALL IN. HEIGI4T ... -Q I3 FAULT CIRCUIT 1GONVENIENGE011TLRET W/6ROUND LIGHT FIXTURE (WP=WEAPROOF)INCANDESCENTKkLL MOUNTED HOSE... O INTERCOM WITH ' YY FULL HEIbHT 2x4 STUD WALL FEET AFGI DUPLEX CONVENIENCE OUTLET IV ARC, FL ROUND RECESSED FLUORESCENT LIGHT FIXTURE- PI DOOR CHIMES IRRIGATION TEE FULL BRICK VENEER IN. T FULL HEIGHT 2X6 5TUD WALL T � O D DRYWALL OPENING 4) 1 FAULT CIRCUIT INTERRUPTER ®D SMOKE DETECTOR � ROUND RECESSED INFRARED TRACK LIGHTING (2XB MAY OGGUR) ADHERED BRICK OR 1� 220 VOLT OUTLET(DISCONNECTH BULB HEATER LOW bYP5UM BOARD WALL W AT A/C LOCATION 4 THERMOSTAT(VERIFY LOCATION Q STONE VENEER 220 J-BOX --- (HEIGHT NOTED,WOOD GAP J� J� DRYWALL OPENING W/FLAT TOP )^( SURFACE MOUNTED INCANDESCENT -(}-(}-(}LIGHT BAR W/MECH.DRAWIN65) o MAY OGGUR SEE PLAN INTERIOR SOUND WALL WITH M j..( Sl-Z. �y 220 220 VOLT OUTLET HIDDEW LIbHi FIXTURE ® ALARM BOX MIN B V2"BATTS V PRINT DATE m STUD WALL BELOW FSPRIN6 PEN(D PENDANT INCANDESCENT LIGHT FLUORESCENT TUBE 4 PUSH BUTTON —-- (HEIGHT NOTED,SEE PLAN) CRIPPLE WALL AT BOWED SOFFIT LINE NOTE' FIXTURE LIGHT FIXTURE AP ALARM PANEL HANDRAIL OR bU..IL REAR OF SHELF TOP AT 8'-O" (5PL) TELEPHONE _ THE REFERENCE"F.R."INDICATES THAT THE COMPONENT SHOWN MAY PENETRATE FIRE RATED MATERIALS OF A FIRE SPL AT T-6" p PADDLE FAN (SEE STAIR DETAILS) �? I.. WALL TO BOTTOM ---�� r- ASSEMBLY ON WHICH IT IS LOCATED.PENETRATIONS OF A FIRE ASSEMBLY MUST MEET CODE REQUIREMENTS WITH RESPECT L16HT MAY OGGUR SUB PANEL(vER1FY LOCATION SHEET NO. OF INTERIOR SHELF z Z z;r TO APPROVED MATERIALS,ALLOWABLE 512E AND THE SEALING OF THE SPACE BETYCEN THE COMPONENT AND THE FIRE TELEVIVOWGABLE W/GENERAL CONTRACTOR)DT _I -�I WALL MOUNTED HANDRAIL DEPTH NOTED RATED MATERIAL WHICH 15 BEING PENETRATED.THIS REFERENCE MAY APPLY TO ANY SYMBOL ABOVE.ALL FIELD CONDITIONS WHICH MAY POSSIBLY BE ENCOUNTERED ARE NOT NECESSARILY DESCRIBED,FIELD CONDITIONS ENCOUNTERED WHICH L ILLUMINATED ADDRESS LIGHT (SEE STAIR DETAILS) REQUIRE CLARIFICATIONS SHALL BE BROUGHT TO THE ARCHITECTS ATTENTION IN A TIMELY MANNER. ❑S 6ARASE DOOR SENSOR INTERIOR SHELF DRYWALL OPENINb W/BOWED TOP s FIRE ROTE�TI ON x 5ELF-GLOSIN6,TIGHT FITTING,SOLID WOOD DOOR, FIRE DAMPERS NEED NOT BE IN51ALLFU IN AIR DUGT5 PASSING THROUGH 8/8 INCHES IN THICKNESS,OR SELF-1-1-051N6 THE WALL FLOOR OR CEILING SEPARATING R-5 FROM U-I OCCUPANCIES, R-3 (DWELLING) TO U-1 (PRIVATE GARAGE) TIGHT FITFN6 DOOR HAVING A FIRE-PROTECTION PROVIDED SUCH DUGT5 WITHIN THE G STEEL( .OI ARE IN)AND CTED HAVE RATING OF NOT LESS THAN 20 MINUTES. OF NO.26 GALVANIZED SHEET GAUGE STEEL(O.OIR IN MIN)AND HAVE NO OPENI1165 INTO THE U-1 OCCUPANCY OCCUPANCY SEPARATION DOOR G.B.G.,5EG 802.4 p MECHANICAL PENETRATION G.B.G,SEC 902.4 NOTES- E1 A M VERIFY MINIMUM DOOR THICKNESS HR GONSTRUGTION v HR GONSTR GTION / WITH LOCAL SECURITY REQUIREMENTS � OCCUPANCY SEPARATIONS SHALL BE VERTICAL OR HORIZONTAL OR BOTH OR,WHEN NECE55ARY,OF SUCH OTHER FORM AS MAY BE R UIRED TO AFFORD A COMPLETE SEPARATION BETWEEN THE VARIOUS OCCUPANCY DIVI510N5 IN THE WILDING. WHERE THE OCCUPANCY SEPARATION 15 HORIZONTAL, 5/0"TYPE'X'GYPSUM WALLBOARD _ MINIMUM 2x4 WOOD STUDS MININAM 2x4 WOOD STUDS STRUCTURAL MEMBERS SUPPORTING THE SEPARATION SHALL BE PROTECTED BY EQUIVALENT FIRE-RESISTIVE C.ONSTRUGTION. (G.B.G.,5EG 502.2) APPLIED VERTICALLY OR HORIZONTALLY .�) AT 16"O.G.MAXIMUM AT 16'O.G.MAXIMUM THE INFORMATION SHOWN HERE 15 INTENDED TO ILLUSTRATE THE'GENERAL'FIRE PROTECTION REQUIREMENTS FOR R-5 TO U-1 OCCUPANCY SEPARATION NAILED WIT'6d COOLER OR WALLBOARD NAILS AT T"O.G.WITH END JOINTS �) 1/8'CEMENT PLASTER 9/4"DROP SIDING- AND THE MINIMUM APPLICABLE C.G.G.REQUIREMENTS.REFER TO G.B.G.CHAPTERS,5,5,6,7,0,9,2S AND 51 FOR DETAILED REQUIREMENTS. ON NAILING MEMBERS. (' (MEASURED FROM THE FACE OF STUDS) STAGGER JOINTS EACH 51 ` ON THE EXTERIOR SURFACE.PLASTER MIX DANIELIAN ASSOCIATES ALL FIELD CONDITIONS WHICH MAY POSSIBLY BE ENCOUNTERED ARE NOT NECESSARILY DESCRIBED.FIELD CONDITIONS ENCOUNTERED WHICH REQUIRE 1.4 FOR SCRATCH GOAT AND 1,5 FOR CLARIFICATION SHALL BE BROUGHT TO THE ARCHITECTS ATTENTION IN A TIMELY MANNER. MINIMUM 2x4 WOOD 5TUO5 AT (') BRONN GOAT,BY VOLUME,CEMENT TO SAND. ARCHITECTURE & PLANNING 24"O.G.MAXIMUM OVER METAL LATH OVER WILDING PAPER THE ARCHITECTMATERIALS RECOMMENDS,THAT ALL TRADES PERFORMING WORK A7 FIRE PROTECTION AREAS BE FULLY KNOWLEDGABLE OF THE CODE REQUIREMENTS 5/8"TYPE'X,GYPSUM WALLBOARD III TYPE'X'6YP5UM WALLBOARD 51XTY GORPOR.ATE PARK FOR MATERIALS AND INSTALLATION, FURTHER,IT 15 RECOMMENDED THAT THE GENERAL CONTRACTOR FIELD WALK THE ENTIRE LENGTH AND EXTENT ✓) MINERAL/6LAS5 FI ( APPLIED VERTICALLY OR HORIZONTALLY APPLIED VERTICALLY OR HORIZONTALLY OF THE FIRE PROTECTED AREAS WITH THE WILDING OFFICIAL DURING THE MODEL UNIT GONSTRRUCTION TO INSURE THAT ALL MATERIALS,INSTALLATION, IRVINE,GALIFORNIA g2606 BATT INSULATION PENETRATIONS,CONNECTIONS,ETC.ARE COMPLETE AND IN AGGBRDAFIGC WITH ALL GORE REQUIREMENTS. ALL'GENERAL'REQUIREMENTS,SHOWN SHALL R-9 �) U-I NAILED WITH 6d COOLER OR WALLBOARD NAILED WITH 6d COOLER OR WALLBOARD (q4q)474-6050 BE VERIFIED WITH LOCAL ORDINANCES AND REQUIREMENTS,THE MORE STRINGENT SHALL PREVAIL NON-RATED PENETRATION DI`EI.LING b RAILS AT 7"O.G.WITH END JOINTS NAILS AT T"O.G.WITH END JOINTS ALLOWED ON TH15 5117 �) ON NAILING MEMBERS. ON RAILING MEMBERS. FAX (q4q)474-1422 FOOTNOTES APPLICABLE TO DETAILS 5TA66ER JOINTS,EACH SIDE. STA66ER JOINTS EACH SIDE. u-I u-1 WWWDANIELIAN.GOM iE NON-RATED `) EXTERIOR 6ARA6 EXTERIOR G FINISH MATERIAL I. REFER TO SPECIFIC FIRE ASEMIBLIES FROM C.B.G.TABLE 7 FOR ALL ADDITIONAL FOOTNOTES,SPECIAL REQUIREMENTS AND PROPRIETARY MATERIALS. 2. REFER TO STRUCTURAL DRAWIN65 FOR ALL 5TRUGTIRALLY REQUIRED SHEATHING THICKNESSES,MEMBER SIZING AND SPACING BEYOND THE PIKE 1� GB.G.,TABLE 7$,IB-I.S(E�'F G.B.G.,TABLE 7-B,18-I.I re ® RRESERVE9 TS GGOIMAM�oN EXPRESSLY PROTECTION MINIMUMS NOTED HERE.CONFLICTING INFORMATION SHALL BE BROUGHT TO THE ARCHITECTS ATTENTION IN A TIMELY MANNER. GI INTERIOR WALL G.H.G.,TABLE T-B,17-I$ DI EXTERIOR WALL 1-1-IH(INf) EXTERIOR WAL1 IT-I.S(INT) COPYRIGHT AND OTHER PROPERTY EXTERIOR USABLE AREA UNDER *THIS ASSEMBLY HAS BEEN MODIFIED AS ALLOWED BY I HR FIRE-RESISTIVE CONSTRUCTION 1 HR FIRE-RESISTIVESE CONSTRUCTION RIGHTS IN THE PLANS.THESE �I HORIZONTAL PROJECTION OF ROOF EC.502.4,LIMITING THE REQUIRED FIRE-PROTECTION PLANS ARE NOT TO BE REPRODUCED OR FLOOR ABOVE. MATERIALS TO Be INSTALLED ON THE GARAGE SIDE ONLY, CHANGED OR COPIED IN ANY FORM STICK OR I HR CONSTRUCTION OR MANNER/HATSOEVER.NOR ARE INTERIOR / \ I EXTERIOR THEY TO BE ASSIGNED TO ANY THIRD TRU55 FRAMING WALLS BETWEEN GAR_ AGE WALLS WHICH SUPPORT OCCUPANCY SEPARATION _ (� PARTY YUTHOUT FIRST OBTAINING — � II �+ AND DWELLING WALLS WHICH SUPPORT THE STRUCTURE OF OCCUPANCY ABOVE TNDCONEN OF ERMI%I°" AND CONSENT DP AIR TTEN IPE AN ASSOCIATES. A L _- WESTERN ONE KOTE STUCCO WALL AAA I COATING MIN 9/6"THICK --- LA HABRA WALL COATING MIN 5/0"THI MINIMUM 2x4 WOOD STUDS FROM j ) AT 16"O.G.MAXIMUM- Lg G FOUNDATION TO A •20 GAUGE WIRE SE NAIL-LATH ( 112 F.L.P. LATH APPLIED HORIZ.WITH 11 GAUGE NAILS (�_ ROOF SHEATHING APPLIED WITH II GAUGE NAILS AT 6"O.O. DENSITY PAPER I"THICK 1.5 pci DENSITY EPS BOARD -�) 5/4"DROP SIDING I"TACK 1.5 pat DENSITY EP5--I' (� FACED MINERAL R-9 I U-I R-S U-1 WILDING PAP 1/2"GYPSUM SHEATHING(EXTERIOR DWELLING �© bARAb DWELLING I GA WILDING PAPER J j WOOL 6ATT5 �) QROFESS! EXPO ISM)RAILED WITH I S/4'BY ND.II ' 5/8"TYPE W WATER-RESISTANT GYPSUM (' WITH VAPOR 5/0"TYPE'X'WATER-RE515TANT GYPSUM (' 6AU6E BY"UI6"HEAD GALVANIZED NAIL5 BARRIER �_) ._ HUR C, y SHEATHING PARALLEL TO STUDS WITH II 6A ("� SHEATHING PARALLEL TO STUDS riITH II bA AT 8'O.G.FINISH MATERIALS NAILED WITH GALVANIZED ROOF IN&NAILS AT 4"OA. GALVANIZED ROOF INS NAILS AT 4"O.G. MINIMUM 7d GALVANIZED SMOOTH BOX IRAIL5 FI EINVH29 I STORY PLAN VIEW SECTION VIEW AT SEPSES,T'O.G.FIELD,TOP AND BOTTOM !j AT EDGES,7"O.G.FIELD,TOP AND BOTTOM �) NERIFY WITH MATERIAL MANUFACTURERI FULL WALL PROTECTION PLATES PLATES OVER WILDING PAPE .�) FOf CAUFOR FIR MINIMUM 2x4 WOOD STUDS AT 16"O.G. (` MINIMUM 2.4 WOOD STUDS AT 16°O.G. (� 5/8"TYPE'X'GYPSUM WALLBOARD --�- EXTERIOR USABLE AREA UNDER APPLIED VERTICALLY BR HORIZONTALLY /I HORIZONTAL PROJECTION OF ROOF MIN.I/2"TYPE'X'GYPSUM WALLBOARD 5/0"TYPE'X'GYPSUM WALLBOARD NAIL NAILED WITH bd COOLER OR WALLBOARD \,Er OR FLOOR ABOVE. NAILED WITH 15/8"LONG•19 GAUGE NAILS (� WITH 6d COATED NAILS 7"O.G.TO STUDS, (.r NAILS AT 7"O.G.WITH END JOINTS I STICK OR 6.O,G.TO 9ND5,PLATES,AND ElLOGKING ) PLATES AND BLOCKING.ALL JOINTS MUST ) ON NAILING MEMBERS. I INTERIOR /\I EXTERIOR TRU55 FRAMING ALL JOINTS MJ57 BE BACKED BY MIN 2x4 (� BE BACKED BY MIN 2.4 WOOD FRAMING (1 STA66ER JOINTS EACH SIDE. WI NO. DATE REVISION WOOD FRAMING-JOINTS AND j U-I ') U-1 AT WALLS WHICH PA9TENER HEADS 70 BE TREATED EXTERIOR (` 6ARA6 EXTERIOR (` GARAGE EXTERIOR GARA6 \ / 1)SUPPORT ANY FRAMING I WITH JOINT COMPOUND TO WHICH FIRE-RESISTIVE I 2 2 2 / L7 MATERIAL 15 ATTACHED,OR L-__ YE5TERN ONE KBT'E-EXTERIOR WALL SY5TEIM� LA HABRA-EXTERIOR WALL SYSTEM GB.G.,TABLE 7-B,ID-I.I(El 2)SUPPORT THE FLOOR OR EXTERIOR WALL. ICBO REPORT NO.5849 EXTERIOR WALL I.G.G.REPORT NO.4226 EXTMOR WALL _ _I'I-1.9(IN,T,22) I, \ / ROOF STRUGTIRE OF THE ---- -- D� DS �1�V OCCUPANCY ABOVE D �T,O� OPTTION HR FIRE-RE515TIVE GONSTRUGTION OPTION 2 HR FIRE-RESISTIVE CONSTRUCTION 1 HR FIRE-RESISTIVE CONSTRUCTION CH SUPPORT OCCUPANCY SEPARATION DYELLINb I, G DNVELLING i 6ALI ; 0 �LAH=CH SUPPORT THE STRUCTURE OF OCCUPANCY ABOVE s FUI STORY PLAN VIEW SECTION VIEW PROJECT TITLE PARTIAL WALL AND SUPPORT POST LESS THAN 8.6(NOMINAL) SUPPORT P05T 5x8(NOMINAL)MINIMUM FULL CEILING PROTECTION EXTERIOR USABLE AREA UNDER 4 NON-RATED SHEATHING R'S LA LACUNA LHORIZONTAL PRBJEG710N OF ROOF DWELLING OR FLOOR ABOVE. 5/5'TfPE'X'GYPSUM WALLBOARD NO ADDITIONAL PROTECTION REOUIRED- BATT INSULATION ESTATESEXTERIOR LINE OF STICK OR APPLIED VERTICALLY OR HORIZONTALLY FLOOR ABV TTRU55 FRAMING RAILED WITH bid COOLER OR WALLBOARD ----� AT WALL5 WHICH R-9 NAILS AT T'O.G.WITH END JOINTS ' LARGE \ / I)SUPPORT ANY FRAMING DWELLING ON NAILING MEMBERS. �1 / I TO WHICH NY RAMIN VE C. STA66ER JOINTS EACH SIDE. U-I I / I L7 MATERIAL 15 ATTACHED,OR/ 2)SUPPORT THE FLOOR OR r---- ROOF STRUCTURE OF B ABv jl OCCUPANCY�O� THE I fl BEYOND EI ISOLATED POST G.B.G.,TABLE 1-5,17-I S ISOLATED POST G.B.G.,SEC 605.E 2 GA RA6 PROJECT N0. O�JOOS O I HR FIRE-RESISTIVE CONSTRUCTION a HEAVY TIMBER GYPSUM ASSOCIATION 2 R-B I U-I I R-5 I U-I I HR FIRE-RESISTIVE GONSTRUGTION DWELLI / G 6A F ABV DWELLING I GA OPTION A FIRE RESISTANCE DESIGN MANUAL FG 5515 SHEET TITLE LATED POST WHICH SUPPORTS OCGUPANGY SEPARATION O PARALLEL CHORD WOOD TRUSSES AT 24"O.G.MAXIMUM -- CoNTi *)-Z5O-LATEV POST WHICH SUPPORTS THE STRUCTURE OF OCCUPANCY ABOVE O PERPEN�DIG LARR O TRUSSES ECURED WITH DOUBLE STRAND OF 2 STORY PLAN VIEW SECTION VIEWIB 6AU6E GALVINIZED STEEL WIRE AT 46"O.G. FULL WALL AND R-S NON-RATED SHEATHING R 9 O 5/8'PROPRIETARY TYPE'X'GYPSUM WALLBOARD(BY THE GELOTEX I I' PARTIAL CEILING PROTECTION NON-RATED SHEATHING(I/2"THICK MIND 12peLLING DWELLING O FIRE \ EXTERIOR USABLE AREA UNDER CORPORATION OR THE 6EOR61A-PACIFIC CORPORATION)OR BASE .11 HORIZONTAL PROJECTION OF ROOF VENEER APPLIED AT RIGHT ANGLES TO FURRING CHANNELS WITH \'41 1 OR FLOOR ABOVE. WOOD FLOOR J015T5 OR _ WOOD FLOOR TRUSSES OR _. _._..._.. __ I'TYPE S DRYWALL SCREWS AT 12"O.G.AND I/2"FROM EDGES INTERIOR /\. EXTERIOR I6OGMAXIMUMFTERS T 2244.0C.ROOF MAXIMUM --11 -11--II--11---1-II -1 AND END JOINTS LOCATED MIDWAYSETWEENFURRINSCHANNELS PROTECTION \----- I U SUPPORTT AHICH Y FRAMING BATT INSULATIO 1 �IV�� ! ^' 1^� �..I ^� , BATT INSULATION ~1 11f )^I 1^( 1 I S^! 1^,1 I 1,2 R-3 / U-1 TO WHICH FIRE-RESISTIVE .A i fl MATERIAL 15 ATTACHED,OR I.G.G.REPORT R0. ILLAN 0 OGGUPANGY �S� v v r ^- TRU55 JOIST NO.NER-2 / 2)SUPPORT THE FLOOR OR OPTION S A LIMITED PARTNERSHIP BASE LAYER 5/e'Tl'PE'X'GYPSUM SEPPtRAT I ON ROOF 5TRUCNRE OF THE O TJI JOIST(TJI/55,65,T5 OR 550) / I OGGUPANGY ABOVE 4 A U-1 WALLBOARD APPLIED AT RIGHT ANGLES U-I 5/8"TYPE W GYPSUM WALLBOARD NAILED TO 6A`RASE TO TRU5r AT 24'O.G.MAXIMUM WITH \ Y T STICK OR JOIST WITH 5d COOLER OR WALL BOARD RAILS 1 1/4"TYPE 5'OR TYPE'ri'DRYWALL O U56 RG-I CHANNEL AT 16"O.G. ORIGINAL DATE: AT W O.G.END JOINTS OF WALLBOARD 5GRENS 24"O.G. N I_ �1 \ I TRUSS FRAMING CENTERED ON-015T5 O 5/0"USE,TYPE'G'FIREGODE GYPSUM WALLBOARD ® MAY.2�200 LF-�G� \. I R-9 FADE LAYER 5/8"TYPE'X'GYPSUM WALLBOARD m ILF\\ I � /QA DWELLING OR VENEER BASE APPLIED AT RIGHT ANGLES TO NOTE: TRUSS THROUGH BASE LAYER WITH 1-1/6" THE USE OF THIS PRODUCT SPECIFIC ASSEMBLY REQUIRES THAT THE ® MAYL Q 2003 TYPE'S'OR TYPE'W DRYWALL SCREWS,AT AT W O.G. GENERAL CONTRACTOR: \ I F--�-- AT JOINTS AND INTERMEDIATE TRUSS.FACE A. INSTALLS THE ASSEMBLY IN ITS ENTIRETY 1t 11 LAYER JOINTS OFFSET 24"FROM BASE LAYER JOINTS, B. PROVIDES THE ARCHITECT,PRIOR TO INSTALLATION,EVIDENCE / \ FILOOR ABV I.__ WALLBOARD THICKNESS HAS BEEN INCREASED FOR THIS ASSEMBLY TO Vd EDBEYOND COMPLY WITH MINIMUM I HOUR RATING OF ASSEMBLED COMPONENTS I I/2"TYPE'W DRYWALL SCREWS PLACED 2'BACK OF A CURRENT FIRE TEST REPORT AS ACCEPTABLE TO THE f PER SEG.T-T,PART V. ON EITHER 51DE OF FACE LAYER END JOINTS AT 12"O.G. WILDING OFFICIALU-II U-I 1,2 1,2 DWELLI I/ GARAGE I avELL1RG ( � FLOOR/CEILING-ROOF/GLILIN6 G.B.G.,TABLE-1-G 15-1.4 FLOOR/GEILIN&-ROOF/C+EILIN6 G.B.C.,TABLE 7-G 21-1.1 FLOOR/GEILINS L FI MI THIS A5MBLY HAS BEEN MODIFIED A5 ALLO BY FZ 5E WED TH15 A55CMDLY HAS BEEN MODIFIED A5 ALLOWED BY TH15 ASSEMBLY HAS BEEN MODIFIED AS ALLOWED BY PRINT DATE 1 U SEG.502.4.LIMITING THE REQUIRED FIRE-PROTECTION SEG.502.4,LIMITING THE REQUIRED FIRE-PROTECTION 5EG.502.4,LIMITING THE REQUIRED FIRE-PROTECTION MATERIALS TO BE INSTALLED ON THE GARAGE 5117E ONLY. MATERIALS TO BE INSTALLED ON THE GARAGE SIDE ONLY. MATERIALS TO BE INSTALLED ON THE GARAGE SIDE ONLY. 2 STORY PLAN VIEW SECTION VIEW I HR GONSTRUGTION I HR GONSTRUGTION HR CONSTRUCTION I V PARTIAL WALL AND C CEILING SURFACE BETWEEN GARAGE AND DWELLING SHEET No. FULL CEILING PROTECTION mo r C� 2 r GENERAL NOTES SECTION IA--GENERAL REMIREMENTS(CONT) SECTION 5A--CONCRETE: REFER TO 5TRUGTVRAL DRAWING5 BY SECTION 515--STRUGIURAI_STMI.If r ulred stivctural encilnewil 2001 II. CJw An addition,d.lation, r than in the ace a of the work described b the lane enroll be OTHERS FOR GONGRETE SPECIFICATIONS NOTES,DETAILS AND GBG wnrgl... Any ad order el ppproge from the eulldln o}ilclal Por a than y In the work°hall EMEIMMENTS TO BE USED ON THIS PROJECT I. stops:Furnish uc sWctural stool sections,bolts,plates,stud bolt°,stairs,Installation templates,etc. bye the responsibility of the&*mar I Contractor. g g® as shown In structural drawings and details cm required to complete mark. SECTIONS IA - GENERAL REOUIREMENTS 2. standards. 12. Intention: Tina General contractor.hall Insure that all lobar,materiels,equipment and trw rrtatlon FOR EXT=RIOR FLAT AORK AND NON-5TRUCTURAL CONCRETE A.Fabrlcatlon and erectlon shall comply with the latest A.1.5.G.specifications. 2A - EARTHWORK shall be Included In the work far complete exacutlon of the project. The Architact ehot l not be B. All bolt°Por steel membara shall conform to A.S.T.M.A-507 union otherwise noted. BA - CONCRETE responsible for the means and methoda of con°tructlon. G. Ybldln99 Shall be by the electric.shielded ARC process,done by a cattIfled welder approved by 4A - MA50NRY I rxop the building departmemt. SA - METAL IB. Review of Drawings, The ben.rol Contractor and all Subcontractors shall review the Pull content of A. Furnlah,Install and flnlah concrete work complete,Including final radln and surface a oration D.Where Pinlsh Is attached to structural stool,provlde I/2"bolt holes at 4'-0"O.G.for attachment 5B - 5TRUCTURAL STEEL the plane for discrepancies and omissions prior to commencement of work. My discrepancies or under slabs,form work reinforcing,expansloe joints,molls me barriers etc. pr p oP nallers or stud bolts at 24°O.G.unless noted otherwise. See archite tural dr-Ings for oml°alons In the plans shall be communicated to the Architect within a reasonable time of discovery. B. Refer to final 501ls Re art provided Owner/Gllent for all rocommmdatlons recommendations Plnllshe°.Any diacrepan.ToB In the Finished structural steel dimension.and the ob lity to provlde 6A - ROUGH CARPENTRY The General Contractor and all Subcontractors Shall be responsible for any work not In conformance P Pr by necesaar II¢re far 4lnlahe5 shall be brio k to the Architect's attention prior to fabrlcalon. 65 - FIN15H CARPENTRY with the plans-In conflict with any code. po rtalning to alto preparation,and corroelvo properties of the soil. All contained In Solis Report y^O Pr 66 - CABINETS !! take precedence over details and Information Indicated. E. All field welding°hall have cantlnuaue Inepa.k[on. 6D - MOLDED MILLWORK 14. Use of the Dram".Detailed large Scale drawings on '0"sheets and not-an"G"sheets take G. Verify extent and location of all fiat work with Landscape drawings. 5, Materials, precedence over general small scale drawl d notes an"A"sheets. Dimensions take D.The General contractor shall eo-dinate and verify all concrete dimensions,°lope.,drams and A Structural tool shall.-Form to Standards-Pacification-for structural steal For bridges DANIELIAN ASSOCIATES 7A - ROOFING AND WATERF'ROOFIN6 Pr 9 ^g°�' with all trades prior to the placement o concrete. Pe go 7B - SHEET METAL c,kctsdne over scaled measurements. Details and sections an the drawhga are shown at specific E. Referato Lor d Civil Engineering drawls a far the.-tlruatlan oP retaining ells(yard and WlaTings AS.T.M.A-56. Pike cons and are Intended to show general requirements throughout. Details noted"typical•Imply plc ° g^e 9 t w' y°f B. HI-tenalle belt.,where Makatea!-the lane or details,Shall bar the Pri.tbn k and there Shall TG - INSULATION Ilk-conditions treated elmllprl,unless noted otherwise. The architectural details shown are mtonded walla)betty-em unl beyond what 1s IMmated. AI grade condlNOre surrounding unite era to be P y� ARCHITECTURE & PLANNING y -rT?I.d with GMI ratglns-Ing drawls Landscape drawls and Plaid conditions. Dlscre oncle. alnt,oil,lac tier or Ivanizln IIiii the contact Surfaces. HI-tans Is bolts shall TD - ELASTOMERIG MEMBRANE tO Further Illustrate the visual Gael t ma the minimum mewmmanded weather teetlon for alp qa p P 0. g° g gn eencep pro m olovallons ion are to be b-ou hE ko the attention o}the Mehnect i to caratrucelon. conform to A.S.T.M.A-325 or A.S.T.M.A-44O. TE - SKYLIGHTS this pro Building code requirements,atrueWral conSideratlor,s,trade aSS..latlon manuals and g Pr°r G. Plpo columns shall eenPorm b A.9.T.M.A-53-B t E or s. SIXTY CORPORATE PARK BA - FINISH HARDWARE publications and product manufacturer's written Instrvctlona shall also be canaldered m Order to P. Footings loco In proximity of the top of slope must extend In depth Such that the wtm top yPo d e oP the footings Is horiz°ntoll distance from the Pace of the slop., Specified In Solis D.TUbe columns shall conform ko A.S.T.M.A-501 or A-500 grade B. BB - DO complete the construction of the details,and In Some cases may at"Mode the details. Each ®g g° y° eO°°P°L IRVINE,CALIFORNIA 92606 contractor an the Job SiaiI lain all necamar chm 9 to the attention of the Ar.hlt-et Aar to Report,civil drawings and G.B.G.requirements,the more stringent shall p dal. BG - WOOD WINDOWS ge pp 6. Coordinate placement of concrete with Owner/Gllent Superintendent and other trades Including but 4. shot Drawings. 'abmlt I Set to Owner/Gliont,I set to Structural Engineer and I Salt to (94q)474-6030 construction. All encounpossibtered field which re conditions which may encountered are not eecttenti In of the bed. not limited to framin,sheet metal and concrete trade g Architect far-VI.w for cam?. nonca with the visual design concept prim to Fabrication. BG - ALUMINUMNINYL DOORS AND WINDOWS Field ect In encountered which require clarlPlaatlon shall be brought to She attention a{the g PAX: (R4°l)474-1422 6D - GLASS AND bLAZIN6 Architect In a tlm¢ly mann¢r. BE - WEATHERSTRIPPING AND THRESHOLDS 2. Standards. All work and materials shall meet the latest edition porformanao standards of the YVY VANIELIAMCOM BF - GARAGE DOOR HARDWARE 15. shop Drawmge, All shop drawings roqulr.d N the plans shall be submitted to the Architect tan(10) "Ame an ric Concrete Institute'-AGI. SECTION 6A--ROUGH CARPENTRY:REFER TO STRUCTURAL 9A - STUCCO or Ing day°prior to fabrbattm for review of compy-ce with the design concepL. B DRAWINGS AND TRU55 DRAWINGS BY OTHERS FOR LUMBER AND RB - &YP5UM WALLBOARD AND CEILIN6 BOARD 16. Orionis ,The General Contractor shall be re onSlbl-for coordinatln tins work between A.Concrete shall be worked In all forms,Into all corners,and around reinforcement. 0 DANELIAN ASSOCIATES EXPRESSLY -iG - RESILIENT FLOORING '�°V� °p 9 B. Gorrseke flat work Shall al c I/4°par foot minimum to drain al,as Indicated on the drawls GRADING 5PEGIFICATIONS TO BE USED ON TH15 PROJECT REERVE5 ITS COMMON IAA the dIPPeronk 5ubcontradt-.and requiring all Subcontractors to use the most current Wilding °P fP 9° 9D - TILE department approved set of plane. allowing w puddling to occur. Verify all slope conditions with all applicable disabled accessible COPrR15Hr AND onER PROPERTY RE - PAINTING AND FINISHING route requirement.. IOA - BUILDER 5PEGIALTIES/FINISH SCHEDULE IT. Model BuIldingtUnIt Constructlm, It to Intended that an Initial bulldingq//mIt 61.0.model)be con.tructeld C• Verify locations of raised and depressed slabs to recolve other materials prior to slab .�I p RISKS IN THESE PLANS.THESE 15A - PLUMBING for each plan,pion alternate,elevation or elavatim alternate su{floleMl In advance a the remaining placement. FOR ALL NON-STRUC I URAL CARPENTRY. PLANS ARE NOT TO BE REPROPXEP I5B - SPRINKLERS production Wllding./unit°for the purpo.a of re.olving dl.erapmelea,eemeeting ombslona and ng D.1'rovlde termite treatment of soil prior to pouring of concrete. GHANl OR COPIED M ANY FORM Mlts.idl clarIfIcatlon In the consktrrvveeti-documents Burl the.Omar tlom of Line(model)buildings/s/ 4 Finishing. Scrape, OR MANNER wHAT50EVER.NOR ARE ISG - HEATING AND AIR CONDITIONING P ^g ^g g 16A - ELECTRICAL A. A.detailed by Landscape Architect. A. Laying out of work,rough trim,along,et.. THEY TO BE ASSIGNED TO ANY THIRD 16. structural Observation: Owner/Gllent shall be responsible to fulfill the ragmrements of Section 1102 B. Furnlah and install all screws,nails,straps,ma°tic for muds111e,adastomal asaiant/caulking, PARTr WITHOUT FIR5T 05TAll of the G.B.O.to employ his designated Engineer to make site vislte t°obaervo general coon Ilene with S. Materials, Wilding paper,*SIP.eating elaotomerlc membr°na,Plashing material rod all^eceaaary THE EXPRESSED WRITTEN PERMISSION P y g g g P A.Cement: ASTM 0I50,Type 1(Verify with Soils Report). See Section I9O4B.1 and equipment.benaral contractor Sh.11 be responsible for-quenci and protection of AND CONSENT Of DANIELIAN TRADE COORDINATION MATRIX the approved at pima and l hangs orders. The Engineer shall submit l statement In a It.to Table Ill-B-S of the GBA.Par the proper comets/wator ratio for soils contamin ul ate weatherproofing materials from deterioration or damage roused Other trades,vmdalbm, the wave representative,nd I special Inspector rop contractor ands Building to the 1 best 0ng that the ells Pr Pe gg t ph .--oc1ATE5. slwl have been made and esollfying any reported deficiencies which,to the best of the englnear's concentration exceeding 0.1%. Verify with Soils Engineer prior to field mplementatlon. wind,rain,U.V.ray°and heat,prior di them being covered. knowledge,have not boon resolved. B. Aggregates: ASTM C G. Install all Interior and ra b standing and running trim,shelving boadng and all building G. Wa AN,go Gloan,fresh,suitable For domestic purposes. apwclalLies. Install all rough backing Oar finish attachments and Inlsh material.. Install p 5A 4A sA 6A 7A 78 7D 7E 8G RA 98 9D 15A 15G 16Aumen, D.Ralnforchg keel: A57M A615-40. aluminum or vinyl windows and aluminum or vinyl Sliding door.Including ccAl kingheatart. _ 19. Related al require E. no wire: Relnforcln °feel shall be...urel tied In lace with a16 doubt¢mnealed Steel wire. D.The General Contractor shall determine the location of Pull hallght balloon Framed walls in 9A Concrete X X X X X X X A.General requlr.manb of this document shall be the American Institute or Architects Standard y P accordance with the highest standard of construction and 4raml racticeS. Document No.201 Includln all supplementary general conditions. Bars shall be Stipp- d on well-cured concrete blocks or Landscape Architect approved E. install ante with t membrane waterproofing per details a and P.rg practical.. 7D.metal chalre. 4A Maep X x X X X B. Sella Report: Re{er to a current preliminary Sella Report a* ovlded bby{Owner/Gllent for all a''OF ES moll recomm.ndatlons. R.4ar to the Final°oils r art rovlded Owner/Gllent for PIIwI F. Exterior Flatwork: Driveways,walks,patios,eta.,to have axpanalm JolntS,reln4-ung,etc.,as F. Go-dlnate sequence°P framing Installation with Owner/Gllent Superintendent and other trades y QP ' ommall l tlen.. P specified in the 5o115 Report and as detailed by the Landscape Architect. Including Out not limited to sheet metal,roofing,stucco and concrete trades. :'40 SA Metal X X X X re° 6. The 6enoral Contract-and 5bcontractors shall be res nslble for Starting •,;Q 'P9� G.Energy Gomplonce: Refer to the current orargy compliance report pa provided by Owner/Gllent ISO HUf C. 3 6A Rough Carpentry x X X X X X X x X X x X f-conakrucklon componeMS necoasay for compliance. 6. Deal Mix: the materials on the site according to material atppllers-mmuPacturors'Instructions. _ E m A Compressive strength: 2$00 pal-minlmum at 20 days. The matmlals shall be kept socura and protects Prom moisture. o ELM ,Y D.Structural En Sao Item I Refer 1 the current SkrueWral calculations for backup structural B. Read-mix concrete: A5TM c94.7A Roofing X X X X X Acousticon.See Item IA,10 and II. 9 2 Grading Standards. Q E. Acoustical R sort: Refer to the current acoustical report For additional requirements,IF a A Framing lumbar: Each ace of lumbar shall boa reds mark of a o late a 7B 5hcet Metal X X X X X X X X X X X X F. The General ontractor shall obtain Pull letting-copies of all related document.not listed Trom B. Wood r.*:oathing Pmslap Shall bear the mark of '�Amsrlcm PI wood Asarloto a -APA,and Or CPII� Owner/Gllent,necessary to properly execute all was 5EGTION 4A--MASONRY Shall meet the latest edition of y 7D Elastomers X X X X X X X X X X X performance etwdarda. 20.Topographic trades,Lines and Leveie.The General Contractor shall compare the existing Site 5. rromrrgg Mat erlale/brade/Specls, 7E Skylights X X X X grades to the grades Shown an the plans. Any discrepancy In elevations rofara d on the piano I. Steps, A.Lumber.All lumbar to be Douglas Fin or Hemlock Fin or Southern Plne(verify with shall bar cammunlcated to the Architect f-review OOP-proceeding with the work. The&eneral A. Furnish and Install all masonry work complete,Including masonry veneer,glass masonry,grout, Owner/Gliont). Wood delivered to the alto shall b¢Field tested with a hydrometer for 8G WhdoHve/Doors X X X X Contractor shall bar responsible for the accuracy of all Wilding Ilse.and levels. m-tar,expansion Joints and masonry reinforcing,etc, a maximum--.tutu content at 14%. All wood.hail be adequately oparated from 9A Stuua X X X X X X X X X X X B. Refer to Landscape and GIAI Engineering drawlsga for the continuation of retainingg-11.(yard concrete and earth, IP not 1)shall be treated wood-;2)wood.11 natural reslstanca to decay 21. Cutting old Ppkehing. AII 5ubcontrackors shall do than own cutting,Pltting,patching' etc.,to make the walla)between unite beyond what is Indicated, All grade conditions eurrouMing unit are to be io protect against deterloratlon in accordance with Sactlan 2506 of the G.B.G.. All NO. DATE REVISION 9B 6yp-Board *. ..X X X X X several parts come together properly and fit It to recall--be received by work of oth¢r trades. verified with GMI Engineering drawings,LaHatil drawing and Nold cordltl°rm. D1....pa lea wood shall be protected from landscape Irrigation. In elevations given are to be brought to the attention oP the Architect prior to construction. B. Wall Pressure treated or foundottan grade redwood,set all extent-..It.1I1.In RD 711E X X X 22.Glean-up All trades shall,at all times,keep the premises free from accumulation o4 waste materials Top oP footings given are approximate. mastic. rube eh caned by their work Subcontractors shall remove all rubbish,tools,scaffoldingg,aurplus 0.Provide Suitable surface,cant strip.,etc.,at ret°Ining walls where waterproof membranes are to 0. Vertical Fr rungg. No.2 ggrade Or better,unless noted otherwise. 15A Plumbing X X X X x matorlale and leave the job In a broom-clean condition. All fixtures,equipment,glazing,frcal etc., be apPlod a.r.c.-mendod by waterproof membrano manufacturer. D.Horizontal rTonTnn99. No.2 race P-Framing lumber 2 to 4 Inches wide by 2 Inch-°shall be left clew and ready for occupancy upon comp)skim of the project. D.All reef-cod-ritlnuou°footings and walls shall be adequately tied at corners and Intersections and tailor or No.T grade for all framing lumber Alder than 5 Inches,unless noted 15G Hvac X X X per standard masonry cometructlan practices or per Structural Engineer's requirements asotherwise. Set all ample supported horizontal members with crown side up, 23.Trrade Manuals acid Publlcatbns. The plans refer to vorlouo pro?...Tonal Trade Assoclation manuals requested by the General Contractor. Mllevere with crown aide dawn. I&A Elsctrlcal X X X X and publications. The Genaral Contractor and all Subcontractors shall be familiar wlth and refer to E. See GMI Engglnaermg drawings for design of a complete drainage system,hdePend-t from other E. 911eath9lg and Subfloa•. the trade publication.In the performance OF their portlan of the work. Trade maruals are hereby drainage ago alms,to remove nuisance water from behind all rataning walls,me tiding:French drain (U Exposed Eaysa and Rakes.Ix6 T 4 6 Docking,or 15/52"thick:APA rated rePerenaed for each eectlw of.hones General Notes. layout,alopo,clean-outs,rod outlet information. wood mtrucWral pwals,A-G exterior,span rating:24 unless detailed F. Provide el. -art,LInbrar»waterproofing at rstalning wall condition.par details and per otlterwlae. K.HOVNANIAN FORECAST HOMES 24.storage eP Materials. The baneral COnkrg.icon and Suxontract-a shall be ramponalble F-Storing 5-ctim 7D. (2)SubFloor at Interior Floors: Glue and nail. Provide"sanded{ace'where the materials on the site according to material suppliers'or manufacturers'Instrvctlons. The materials 5ubfloM nonI textile flooring(51-occu a Tina b.rovi Contractor shall wher Owner/Gllent throughout these&eneral Notes. shall bo kept secure and protected from moisture,past.,and vandals. Any toes arising out OF 2. Standards.All mark and material.shall meek the latest editor.performance standards of the ratalliextent and compatibility in wbPlcar surface texture and material wivwlf th all materials a red at the*I shall be the responsibility of the General Contractor or 5ubcantractor "Masonry Institute of A-I.."-MIA. .palled floor mpatif1mi it Aho skorod the damaged or look materials. (5)Sublloan at Waterproof Floors: 25/52"thick,APA-Rated,A-C exterior,I 3. A. Masonry span rating 46/24 minimum or as speafFled by waterproof surface PROJECT TITLE SECTION IA--GENERAL REAUIREMENTS 25.IMlltratlan Control:All openings In the building envelope must be caulked,gaeketed or weather A. Masonry shall 4omplg with GH.G.Ginapter 21. manufacturer. Hold deck edge level with ang edJacent atalr treads and feather stripped In accordance with mandatory energy requirements. B. Masonry veneer shall comply with G.B.G.Chapter 14. all slope art-sections along Plow lines over broad areas in avoid abrupt floor ��/► G. Work shall be plumb,level and true to Ions with consistent Joints. break°In surface. LA LACUNA I. Ownar/Gllent Roe orelbilltles, RaPeraroe Is made throughout than General Note.to responsibilities D.Rlork shall shall be accurafoly placed,and had m position top and bottom. (4)all slope and Intersections along g flow thick,APA-Rated, re exterior grade;slops andthis.Lindads of Aare Cl be fulfilled by those proVoing aervlcae In the development and wnstrudtlan SECTION 2A-EARTHWORK E. All manufactured Stone,thin sot pavers,adhered veneers,etc.,Shall be Installed Over a wltable, I/4" foe!min.,Or a°shown on drawings. of ld. D erect. r,&am...I shall be r,Sul n iblo to adherence to those requirements t.tin°Owner, structurally sound,weatherproof substrate per the manufacturers Instructons. F. Metal Gorn"tms, All framing connectom Including but not limited to Prammg.ciao, E5TA�5 / Builder,Developer,6enoral Contractor,Subcontractors and other professional Consultant.net P. Expossd exterl-mortar joints shall be dimensionally camn.tent and weather Struck. R retained by the Architect. b. Pro do uses a.re ulred highest quality f-..- trudtian. and plywood c o rr approved to the local Building. p11 metal Irotat rs s air, I. 5copi: P 0. by 9h q ty O y cons be accordinc to current manufacturers apeclficatloro. AII metal contractors sub act k° /�'` 2. Builders Set: The atop¢of this Set°P plane b to provlde a"builder's set"of construction documents A a 6aner°I Cwtractor shall take all necessary measures to Fully protect adjacent properties. 4. Maksrlals. exposure shall be galvanized,properly primed and painted or other.[..protec�d LAI�l7L and general notes hereinafter reformed to as"plans". This act of plans is sufficient to obtain a B. The mark aOnslets of Furnishing all labor,equipment,materials and performing all opsratlona aaggaainst runt,corrosion and deterioration. Provide rotated airapa are approved by the recess. for all e-thwork. A.Masonry units:Manufactured store/Glass back/Thin Set"adhered veneer"povar/Full brick/Stan. Structural Encloser whore protruding bolts cannot be tat concoalad!aj finish Wllding permit;however,all materials and methods of construction neca°aary to complete the project wJ a as selected the Architect. Structural-ASTM,G-90,Grade N.are no necessayy described. Tho plans dellneatm and describe only lOcat one,dlmanslona,types of 0. All eke Walt,grading,axcavaking,cuttln9 Pllling compaction,etc.,shall conform 4o v®^B materlala. matsrlale and eneral methods of assembling or fastening. They are not Intended to specify articular recom-mal.tima If the Sole Report noted In 5ectiam IA. deviation from those B. Water: Clem,fresh;suitable for domestic auras.-.. b. Interior Non-beWrg Walls. Shall have T/32"Shot Ins at 48"O.G.;Ie.:Ramset er p gg y p p Implementation recommendations Is the Sole responsibility of the 6aneral Gm 0. Portland cement: ASTM GI50,Typ.I. LC.G.Report No.ER 1699,unleae noted otherwls on structural picas. P products or la ar methoda of w s=cola material,product or method. The Iicable.ion pP the P°^° tJ acts'• D.Sand: ASTM GI44. H. Shear Wall Mate.ER Shall extend the full length OF wall plane to provide uniform plans requlrea a Owner/GlenY/Gonkrackar tin-ou¢�19 knowledgeable with the applicable Wllding codes 2 ���bns E. Lions: Hydrated-A57M G20T,Typa S. base for flnlah materials. and methods of construction apeclNc to this product type rod type of conStructon' F. Gommt mortar: ono pat cement;5 arts maximum sand,I/4 put minimum to I!2 part maximum A.Excavations For footings shall toe made Te the width,length,and depth required. h drated Ilona. All is volume. p e 5 or N mart-for lass block or as required code I. No Finger joint material to be used for exterior trim a{roming mat-Iola. 9. Building Maintenance. The exposed materials used In the construction of this pro scL will deter)-eke Flesh with Ievei bottoms. ay P- Typ 9 0. by J. All wood expand t°weather shall be Cedar,are detailed. AfI to surFaws to be PROJECT N0. are the ca lsted ro act ag ea unless I d routln.l malntalned.Owner/ Ilent Shall Ids B. Excclatlons Shell be kept Preo of standing water. d manufacturer's requirements. beveled or sloped to facilitate water runoff. Soar drawings for silo. mp p J g proper y an y prow S.Grbut: One part cement to 5 parts sand. Add water to produce donslstenc For I without g O�OOv ar cause the development oT a comprehensive malMananca manual which shall be glen to each G.'hare excavation-e made to depth greater than indicated,such additional depth y P°u'^9 w K Fascia ant Boras Beads. Kiln dried,select appearance grade,as detailed. All t homeowner which a ecIPlcall describes required perlodlc Ire ectlon,malntmwce,repair and Shall be filled All concrete as specified for footings. Sepanatlan. surfaces to be velod a sloped to Facilitate wARer runoff See drawngo for slze.� y p H. Reinforcing steel: ASTM A615-40. Glass block Joint reinforcement shall be hot-dipped galvanized. L Exterior Skiing. H-Izontal hardboard siding,factory primed/sealed with embossed SHEET TITLE epla r_ r l W Iding and surrounding components. Special attention shall be given to landscaping, 1. To Wlre, A5TM A82,IB gau black annealed. textural over building paper IS recommended by manufacturer. Paint par Architect'° Iwd.ca�Na Imlgatlon,site drainage,Wllding water runrolP control,m °r skrucWral components,fire S. FIII and Eakfllh J. Veneer ties: G-rugated galvanized Stool,Steal-Tex or Owror/Gllent selected Substitute. color schedule. No 7aisle In aiding f-wall areas less than 16'Ion All hardboard assembllsa,sound aa.emblee,waterproof walking surfaces and exposed wood and metal. Adequate A.FIII materials°hall be Pree from debris,vegetable matter and other foreign substances. (U In brick masonr It, out cos 2 nches-car er,2 t ea ravel 7 funds shall be allocated by.Faso reatonslbls Par such maintenance te Insure roquinod maintenance le B. Badkfllling f-trench..shot]be compacted to derolty recommended In SOT15 Report. y H gr spa 9 Parts P 9 may typal all shall be thoroughly wulkedPoealed at all joints and pometrotians with pmrPormad In a timely-wrier. G. BackP111 for pipe trenches shall be compacted on both.Idea of pipe In six-Inch layer. be added' P.G.B.couTking a other elaslonark,mon-hordenl^g type caulking as recommended -as recommended In 5.11.Report. K Waterproofing:Provide elastomerkc membrane waterproofing per Section 7D at rolcl wall by manufacturer. 4. Gads-, All construction*Fall cO I ttl:the moat Mrin t- [r...rts of all currant applicable D. Ail tradee shall boa Ill their own trenches,unless otherwise directed. dondltlons. M. Gtderlon PI 3/8"thick exterior grade,respwn texture one side. np y ry 9'^ 0.0 -I 9mood gr city county,state rod Federal laws,rules,codes,Ordlnande.and rsg latone. IF the&eneral E. Trmchea Por water and newer aervlce from ato...Ik to house shall be water Settled N. Exterior Decking: 2xb spaced decluncc7y,led-,kiln dried,select appearance grade. Contractor or any Subcontractor performs any work In conflict with the alcove mentioned laws,rules, and compacted after services are Installed-Specified In Sol.Report. 0. SoPNt at saves o,d rakes, Sae detalTa. Enclos-d SOFFIt.to be flreblocked per C.D.C.- codes,ordlnaanceo and regulations,them the contractor In vlolatl l shall bear all costs of repair P. provlde Sermite treatment of soil prior to pouring of concrete. SECTION 5A--METAL Bectlon 708. GENERAL arising out of the non-conf-ming work. A partial Ilst of the applicable codes are listed on Sheet T-I. P !Itl ICI per 19 pwnd(60 Section 1402 minimum, rbcaI walLh GBBG.Standard 4. bensral Grading and Drainage. S. ide I Permits. The,general Wilding permit and plan check shall bs Secured and paid for by Ownor/Gllent. A. Sae 0VII Engineering drawing°and notes. 1. Scalps, Furnish all metal shapes,supports,angles,bars,plates,bolts and attachments as they relate layer 50 pound felt For the first two.arse.from grade. Building paper 1t�- All other permits shall be secured and paid For by the Subcontractor directly responsible. B. Flnl.h grade aurr-mdtng units shall be graded to direct surface run off away from to grille,gat.s,rallIng.,etc.,that are not a part OP stmatural steel or other metal framing system.. shall carry dantknuous Identification. Provide 2 layens Will paper,brad.D NOTES found.Io far a minlmum dl.tance of feet,sloped at(2%),.swede a water Furnish all welding,shop prim"and Include Installation m requlr¢d ko complete work. minimum,over wood based Sheathing to red*Via exeiran lath. 6. Insurance,The 6snaral Contractor and every Subcontract-performing mark or providing.ervidea disposal or..-9ubdr.Im system op oved by the Civil and Soils Engineers. Verify O.Flashing at Taminap, Par G.B.G.-Section 1402 and In compliance with G.B.C. / ` and/or materials For the work are required to purchase rod maintain In force"All Risk"EuiId.- requirements with final Solis Rs Fart,the more stringent shall prevail. 2. Aside.Wald.shall b°ground smooth,.11 Hold splatter removed. All work and materials shall meet Standard 14-. Flashing material sealed to flashing Pin with minlmum 2"lap at (GBG/Insurance prior to commmcament OF the mark and/-Purnlahmg lab-,services and materials. Each G. See Civil Dr.Imecring drawings P-design of a complete drainage System,Independent the latest edition performance standards of the"American Welding 5o laity,Inc."-AYf5. horizontal joints,minimum b"lap at vertical Joints-sae details. Flashing materials \ / "AII Risk" ollcy shall be In an amount Sufficient to cover the roopplacemeM value of the w-k being from other dd lingo syystems,to remove nuisance water from behind all retaining shall be barter coated reinforced and shall provide Pour(4)hour minlmum protector perf-meC and/-the labor,-I...and material°being sup led by the&moral Contractor, walls,Including but not llmlted to:french drain layout,slops,cladmro ts,and outlet S. Materials.See drawings or shop drawings by others f-sizes,material and attachment°.Ail hardware from water penetratkm when tested In accordance with ASTM D-779 or other Subcantr1.d S,Architect,rod all professional Consultants. Information. connectors subject to weatner/molature exposure shall do hot dipped galvanized or properly primed pproved test. Flashing material Shall Cary continuous Identification. and painted to prevent rust or corrosion.Owner/Gllent sha11 provide a metal specialist to review R Solf-sealing elaekpmerlc membrane.Provide I lays Pvlly adhered Self-aaaling T. Insurci Own-/GIIent shall cause the&eneral Contractor aid avery Subcontract-performingg locations of all OmamaMal and mle-II necus metal eultjact,to weather/moisture exposure and shall I. tomaric membrane at all exterior Surf...other}hm vertical. Provide T layer cJgRENT I55UE:OlAr/03 work or providing services md/or matorials For the work to purchase and maintain General LIabIllty specify material.and/or treated with protective doattng So as to prevent rust or corrosion. self-sealing elpstomeric momb-an.behind all exposed wood trhl over Wlldin9 paper, Insurance,an an occurrence baels,In on amount not lose than me mllllm dollars and shall memo Installed per manufacturers recommendations. Minimum Slope of substrate Is T/4" �+ Own.r/Glient and Architect as additional Insured*to sold policy. 4. rbrk W Others. Per Foot. 5..details and Section TD. ORIGINAL DATE: A. AII Iockin to madely.attachments shall be provided under roughar mtr. S. Overlap Franlng,Overlap framing areas at roofs Shall allow Far app nings In the roof �/IIV e/1 p` 8. Named Products,The Architect makes no guarentoo for products Identified bJ trade name or B. AII ela.fAmeric membrane and Flashing shall bs confirmed by rvro hk Iron contractor aril-to sheathing between the main attic and overtop area as allowed by tFna structural ® -MAY w a.00V manufacturer. Installation of materials. englnsor,to provlde full attic ventilation and access. T. Tn»ses, R. stops, The&oneral Contractor and Subcontractors,Shall furnish all labor,equipment,and material $. 3hop Drawings.Contractor Shall submit shop drawings of de .tI o Iron work to Owner/Gllent and (1) 59e manufacturer's truss drawings for materials by others. ? pYoY -. indicated an the plane and reasonably Inferred or required by the applicable codes. Architect for nevi..f-.-F. anae with visual design concept prior to Fabrication. (2)Tmss manufacturer to provide attic'true-S and required dearande for horizontal ® L ,'lL//tVt F.A.U... 10. Slbstitutlm. No substltutlers shall be made without written authorization by Owner/Client. Any U. brae B-Relnforesmmt,Provide solid backing at future grab bar mounting points Substitution shall be made known to Owner/Gllent and Architect In advance to avoid my delay In the at units where disabled access Is rsqquksd. See drawings. pr Jcct schedule. The 6amoral contractor and any Subcontractor shall not make the structural V.Nailing s.hoduls. Per CB.G-Table 23-II-8-1 fa common a box malls. If altemate aul»tkukbns Or.hangs!without prior written cukhor[zatim from the structural engineer rod written malls are used,contractor shall submit IA.G.approved teat reports of specified nail tip long with alternate mall.PadifkOtens Por Structural Englnill review prior to noti4lcatlon to tins Architect. 41.Id use. PRINT DATE SHEET NO. G-3 TABLE 25-11-B-1 NAILING SCHEDULE SECTION&A-R:OU&H CARPENTRY(CONT) SECTION 7B-SHEET METAL SECTION 7D--ELASTOMERIC MEMBRANE GONNEGTION NAILING E.The topp f handrails and handrail extenelws shall not be placed less than 54 Inches not I, Scope. 1. e khan 98 Inches above I-Ing and the nosing of treada. Handrails shall be cuntl v the full A frovids miscellaneous corrosion resistant metal work as Indicated and specified,Including flashing, A. avid.fully adhered salf-sealing elaatomerlc membranes as Indicated In coMhuous places I. Jolst to sill or 9g1rder,toenail 9-8d fligght of 9taire. The hendc�grip portion of handrail.shall not be less than 1 1/4 Inches nor more than gavel stops allows,scuppers,gutta-,downspouts oundy chutes and mlacellaneou.yenta. where possible and a.required to make work completely waterproof using the highest standards 2. Brldggin9 Vale?,toenail each end 2-8d 2 Tnches in croas aectlO l dimension or the shape shall provide an equivalent griping sur-P.- S. Provide all flashing and counterffashing Items as Indicated In continuous places where posslbla of cor,tructton Pratt.co. D. I"x b"% m•152 mm)>UOlocr or less to such Joist 2-8d Hanctalls par Jetting Prom a wall shall have a space Of not less than 1 1/2 Inches between the wall and as required to make work completely waterproof using the highest standard.Of eonst ,an B. All ganerd roqulremants as printed In the current W.R.Orate Waterprooting Products Manual er 4. Wider than I"x b"(25 mm x 152 min)wbFloor!o each JoleL,face nail 3-ed and ths handrail. Practice. incor oraEed In these notes. S. 2"MI mm)wPPI-to 7ol.t or girder,blind and face nall 2-Ibd P.The top of guardrails shall not be less than 36 Inches In height at R-9,42 holies at G.Flash and counte,flash at all roof to wall condli loro. Flash and caulk wood booms and outiookers G. Provide Fully adhered aelf-seoling el-tomeric membranes as Indicated In details and In areas 6. Sole plate to Joist or locking,typical face nail 16d at la"(406 mrJ o.c. R-I. Open gguardrails shall have Intermediate ralls or an ornamental pattern such that a sphere par J cting through exterior walla or roof surfaces. which conform to standards oP local construction practice,Including any and all horizontal Sot.plate to Jolat or blotking,a braided wall panels 5-16d per I6'(406 mm) 4 Inches al dlo peter cannot pass through. D. l..h all exterior trim,door and window openings with approved method and materials whldi surfaces In order to meet appllcable code roqulrements. 1, Top plat.to stud,anal nail 2-16d 6,Minding stairways may not be used IF the requlred width of run la provided at a conforms to standards of local and applicable wads and as detailed. 8. Stud to tole plate 4-bd,toenail or 2-I6d,and wall point not more than 2 Inches from the side of the stairway where the treads are narrower,but In E. Incorporate alastomeric membranes materials per dolI and par S"tion 7D. 2. Standards and Installation, 4. Double surds,face Hall 16d at 24'(610 min)oc. no cave shall the width of turn be lees khan 6 Inches at any point. F. Coordinate Installation of sheet metal with Owner/011ant Superintendent and other trades Including A. Install fully adhered self-sealing elostomerlc membranes per manufacturer's Installation tor 10. Double top plates,typical face na11 lad at 16"(406 mm).- but not limited to framing,roofing and concrete traces. rocomm®ndaEkxm,Including preparation of all surfaces to recolve materials,sealing of edges, Double top plat.,lap splits 8-18d sealing seams,Formation of corner.,protection oP Installed materials. II. Blockingg be£w.en IIolsts or rafters to top plate,toenail 5-ed 2. Standards.All work and materlala shall meet the latest edition porFormanco standards of the'Sheet 8. Any contractor or sub-contractor shall confirm the..[at.-of adequate slope fin drainage 12. Rim J let to top par t.,te-all lad at 6"(152 min)oc. Metal and Air Gondltloning Contractors National Association,Inc.'-SMAGNA. pro to Installation of.1-tomerlc m.mbrano material. 19. Top ppalates,laps,and mtersectlons,face Hall 2-16d SECTION 68-FINISH CARPENTRY DANlEL1ANASSOCIATES 14. Ziml lnuous header,two places ad at 16"(406 min)o.c.along each edq 9. Workma-hip, 9. Materals. 15. 0.1IIng Joists to plate,toenail 9-8d 1. Sapp. A.Work shall be accurately fabrmated to match d.t.11 and fitted to Job canditlars. A.Fully adhered seU-aealing elaatomarlc membranes referrod to in these Notes and In details ARCHITECTURE & PLANNING I6. Continuous header to stud,11 small 4-ed A. Furnish and install all finish carpentry complete,Including trim,door from&.,paneling and shelving. B. Molded and brake-formed members shot 1 be finished true and straight with sharp lines and angles. re4dr to'6rac.Ice t Water ShI* ,manufactured by W.R.brace 4 Co:Goan,Conatructlon IT. Gelling JOII laps over partElo:m,Pace real 9-Ibd B. Inet.11atlen of finish hardware,bath.-alaaorles,cdbl,.t pulls,ate G. Lock seams,flat and true to line,1/2 Inch wide,sweated Full with sander where overlapping doe. Produce DI II 18. Gelling Joists to parallel rafters,Pace nail 5-Ibd 2 Workmarh t provide water tight connection. Q Use all primers and surface prop-ditlon materials recommanded by manufacturer. 51XTY CORPORATE PARK I-1. Rafter to plate,toenail 3-8d iP' D.51 metal work shall be designed to provide complete weather and waterproof comectlons. IRVINE,CALIFORNIA 42606 20.I"(25mrIU brace to each stud and plate,face net 2-Hd A. All Joints shall be tight and true and securely to.tened. Cornero shall be neatly mitered,butted, E. All galvanized metal&ha11 be shop primed with one coat of zInd du.-zinc oxide prime over all 250 I. I"x B"(25mm x 203mm)sheathing or Ieaa Lo each Waring,Pace nail 2-8d or coped,with Walla set and wrPacea Pros o tool mrb. Pace.and as recommanded by metal specl.h.t. SECTION 7E--SKYLIGFfT5 �t14c1)474-60- 22.Wider than I"x B"(25mm x 209mm)sheathing to each boaring,food pall 5-bid B. Wood work shall W accurately scribed to fit adjoining surface.. F. Sheet metal used as flashing adjacent to wood surfaces shall be set In high quality sealant to 2S.Bullk-up corner studs 16d at 24"(610 mm)04. G. All work shall W machined or hand-sanded,sharp edges and splinters removed,and completely Iroure waterproofing between such materials. I FAX M44)474-1422 24.Built u girder.end beans 20d at 52"(618 mm o.c.at top and prepared for Finl.h. P g 2- D. Full ten th contlnuous boards aH.11 W used whor.vor applicable or specifically noted. A. urnlsh and Install skylights r manufacturers ap eaficatlons where Indicated In drawing.. k~.12ANIEL.IANl bottom and staggered 20d 9 PP P y 4. Inapp.ctlan. Owror/client shall provide a Waterppro Ping Specialist to revlow bullt-up roofing, B. Coordinate Installation of a Ill with Owner/Cllent Superintendent and other trades Including at end.at each spit,. wateroprool'decking,foundation wall waterproofing,and Plashing details and provide continuous but not limited to framing,sheet metal and roofing trades. 2S.2"(51mmU planks a 2-Ibd at each bocrIng 9. Fitting end Ffalging Doors, Inspe tlon during Pl.ld Installation of all waterproof and Plashing awPacoa and materlala to Imura 2, Materlals: 26.Wood structural panel.and p-ticloboad, A Each doors l be accurately cut,trimmed,and fitted to Its respective Frame and hardware with adherence to manufacturer's opediflcatlons and the highest standards of construction practice. A. 'Brletollta"low profile skyll t,by Bristol Flberlits Industries,LG.G.No.ER-2461 or O DANELIAN-1-1ATE5 EXPRESSLY SubPloor and wall sheathing(to Pranln due allowance for pointer's finishes. 9 9)' a Owner/Cllent selected subs II Size as Indicated In drawings. REEERVES ITS OOMMON Lnw I/2'(12,7mm)and less lad B. 0I.-and.at the lock and hall atlas and at the top shalt not exceed 1/5'. Clearance at the COPYRIGHT AND OTHER PROPERTY 3/4"(ISmm-19mm) 8d or lad. bottom shall be adjusted for finis floor covering sc000 led,Including carpeting. S. Materials, 1/8"-1"(22mm-25mm) 4 ads G. Lock stil.edge.s all W beveled. A.Shoat metal and flushing to be corrosion resistant metal as specified by Owner/talent provided RIGHTS IN THESE PLANS.THESE I I/8"-I I/4`(29mm-32mrrtl IOd or 8d D. Door shall operate freely,but not loosely,without atickhg or binding,without hinge bound condition.; metal aP-1.11.t. SECTION 8A--FINISH HARDWARE FLAN5 ARE NOT TO BE REPRODUCED Gombinakbn-WI.--umaerlayment(to framing): s and with all hardware properly adjusted and functioning. B. Minimum thickne.ses: Not less than No.26,U.S.gauge par C.B.G.1505 ,HANGED OR OOF4ED IN ANY FORM 9/4"(19mm)and Ieaa ads G. Flashing and halet metal thlckneaae..hall W app prlate for the ape ific condition In accordance 1. Scope.Furnish all finish hardware complete. Each living unit shall be keyed separately. oR HANIAM INHATSOEVER.NOR ARE 1/6"-I'(22mm-25mrn) 4 lads 4. M.tsrlas. with the recommendations of the"Architectural Sheet Metal Manual"but In no case less thin the 2, TT11�&O.. As selected by Owror/Glient. 11/4, (29mm-92mm) IOd or 8d A.Door Frame.: listed minimum or per requirements of the G.B.G.. 9. Fnil A.selected by Owner/Cllent. THer TO BE ASSIONED TO ANY THIRD 27.Panel acting(to framing): s I. Frames shall be set plumb and true,rigidly secured,and protected owing the D.!older and flux It necessary: 50%lead,50%tin,standard brand solder. Flux shall be muriatic PARTY WITHOUT FIRST OBTAINING 1/2'(12.1 mw)ar lose 6ds a0-..of construction Fuld. THE EXPRE55EO M177EN PERMI55ION 5/5"(I6 m) 8d 2. Kiln dried vertical grain Douglas Fir,"B"or better. E. Fastenere: Gorroslon resistant scrowa and other Pastenere compatible Par use with base metal 28.Flberbord sheathing: s B. Door Stops and Caeing: Clear pine. Size and pralle as selected by Owner/Cllent. Used for steel metal and flaehln9. �J'E/iTION 60--DOORS o++D CONSENT OF Dna+IELIAN 1/2"(12.7 min) No.II 9.4 I. All vortical and horizontal trim member.shall be In longest practicable lengths. F. Elostomerlc membrane:See Section 70. A550G1ATE5. gd O.Shelving: IS'deep at wardrobes unless noted otherwise. Particle board,edge banded or Ix 1' Scope 6. butters and Downspouts: Provide corrosion resistant gutters and downspouts as requlred by the 5.11. A. Furnish and Install all doors complete as Indicated an plena. The f.11General Contractor shall No.I11 gas clear pine. .-ollnate Door Supplier and Frami Contractor Par Installation of all doore. 25/92"(20 min) No.II a. D.Shelf Pole: 1 5/8'diameter,solid wood. Double pole as indicated with"DBL P'on drawings. Report and as noted on roof plan. Downspouts shall discharge Into a separate aubauMace drains9a PP ^9 �4 system or onto s lash block locations approved the Civil and Salle Engineers Downspout.shall B. Provide elast--Ic membrane materials per details and section 7D. a, E. Shelf and Polo:Metal shelf and pole system as selected by Owner/Cllent. Provide doublo pole aye p pprve by g No.16 ga. -Indicated with"DBL P"drawing.. t dlacharge onto waterproof walking surfaces,access paths,stairs or Into planting rags adjacent 2 Standards and 1-tallatlan,Per manufacturer'.Installation recommendations. Door as...blles shall 211. Interir ppanalkkgg F. Wood El.... 2-1/4"high colonist profile clew pine with shoe molding at shoot vinyl window to structural Foundation.. I/4"(6.4 V 4� asing as detailed or as noted otherwise. meet or exceed a desiggn wind prdaewe of 20 P.S.F. All exterior door shall comply with mandatory * Inf lltrato,standards. ,All exterior do-5 to W In conformance with acoustical requirements a. / yl)t ESS/p 9/B'(q5 rcnn) 6d b. In Wood Trim, Z O V�^t' Indicated In acoustical report AND/OR Be.security requirements. PR I. Wood mile-clear material,finished to match casework. A.Provide al cross ventilation at all attic areas per most stringent requirements of applicable P t1 q I Common or box Falls may be used except where otherwise stated. 2. Whdu.stool and apron-Ix clear pine to match casework(veify with Owner/Cllent). City,County,G.B.G.or roof material manufacturer. Vent openinggs&hall W covered with corrosion YP y P reastant metal mesh with mesh In of 1/4"In dimension. 7Tn.General Contractor shall notify 5. Neaeuremanls, Ver14y all dimensions by taking field measurements prior to Installation. URC 2 Nails.paced at 6 Inches(152 min)an center at edges,12 Inches(905 min)at intermediate supports Openings a g& y e<a k 6 Inches(152 mm)at all supports where a ens we 40 Inches(1219 mm)or more. For rolling the not b Architect should wy prior to t area be discovered m the Field Pw which roqulrod vaMllatlon nELUW m eP upP P has not been o Idea rlor to the application OF finish materials. 4. Type s Sizes, As Indicated In drawings. ggg2g aF wood structural panels and particleboard dlaphragins and shear walls,r.Far to Sections 2315. P ver and 2915.4. N.H.for wall sheathing may W common,box,or cash SECTION bC--CABINETS B. Pitch Roof: ovine low profile screened dormer vents(vent ties)sae drawings for locations 9 Common or deformed shank g y g. and size. D. Moterlals.as selected by Owner/Gliont. P 4 Common I. Scope: FumisIn and Install all cabinet work complete.Verify all dimensions by taking field G. Eaves: (0-1/2"diameter adreened opening.at Fri...black per truss rafter spade.Opening A.Glass In Hazardous Area.: Provide tempered glass per Chapter 24,G.B.G.as Indicated In msaauremsnts prior to fabracation/hstallatlon. Verify appliance and fixture sizes with owner/Gliont locations must be compatible with structural drawl and details.Discrepancies shall be brou ht drawings and a.noceasary. All glass In operable down.hall be tampBred. S Deformed shank. and supplier prior to Iabrlcatbn. Pg B. Loworad Doors: Size and material to match Ical Mterlor doors. Louver Idea at b Carroolon resistant all or cos nails conform) to the requirements of Section 2904,9. to the Architect's attention In a timely manner. 9"continuous screened soffit vent as detailed or typ i prow g q owner/Cllent selected substitute. other a room.shall provide a iced y C.M.C.aq.a net opening fw make up air 1n the door r by 1 Fasteners spaced 5 Inches fib an tooter at exterior edges and 6 Inches(152 mrU an cantor 2 .y, D.Gable End: Screened with louver blade ofile to t Intrusion of wind driven rain Into Interlor thew approved memo us required by G.M Section 906. at Intermediate support.. A All work and materials*hall meet the latest.dIElan performance standards of the'National par proven - Water heatar/FAU Comportment Douro: Shall W weathors ri ed to separate unconditioned O GOrnosion resistant roofingalls with-1/16 inch diameter(II mm)head and 1 1/2 inch(ea mm)Ian P .pace. Sod drawings for...and location.fan. P PP P ^ 9th' Kitchen GcbInek Adeoclallan"-NKGA. owner/client selected panel down,unless noted otherwise. E, Sof11t: Screened vents-see drawls for size and location&. spaces receiving combustion air from conditioned .Pace.. for 1/2 Inch(13 min)sheathing and ec Inch 52.1. length 4-25Yd2 Inch(20 min)sheathing D.Oars Door to LIVIn Unit I-9/8"(veil Ith securiW requirements)thick,solid wood or 20 conPormh to the req Iremnnta of Section 2525.1. F. All venting to W In can/ormancd to Fcausklcal r.qulromants as Indkated In acoustical report. 9d y w 9 q NO. DATE REVISION 9 ! 9. Watanarhip: Motor fire raked,kigh fitting dew with self closer,R-N-I. q Gorroslon resistant a spies with nominal 7/Ib Inch(II min)crown and I I/8 Inch(29 mrrU length for I/2 A,All Joints shall be tight and true and secwely Pustwed. Garners shall be mitered,butted,or b Vents, E. Meter Enclosure Door: endlo.uro doors shall be vented and/or provided with view plates as Inch(12.1 mm)aheathlrgg and 1/2 Inch(58 mm)length for 25/52 inch(20 mm)sheathing can orming to c .d,nabs set,and surfaces Pree of tool marks. ArW. re Trod Utility company. the requirements of Section 25049. oP A Da a er per U.M.G.,manu4actursre specifications and local Jurisdictional requirements.Length of 4 by tiJ P^y q B. Uae concealed faeteningga where posslbla. a number of bends to be minimized. Duct runs exceed) maximum allowed code shall be F. Wood axtorlor out swinging door shall W capped with painted corrosion resistant metal flushing 10 Panel supports at 16 Inches(406 min)J20 Inches(508 mmU If strength axis In the long dimension of G. All cabinat work schoaluled For alnt or stall finish aholl be smooth) dressed and sanded. rum to match door,be weed with self closer or Owner/Gliont selected substitute to event wake the panel,use»otherwise marked]. Casco or finish halls spaced 6 Inches(152 mm)on P y oversized to Insure adequate air Plow. Pro par p g pace pane D. Install all work level,plurrb and true. Scarab.membero au-ately In place to Pit ad olning s-fuses. B. Dr duct.hall have a backdraPt dam GMG Intrvalan Into door edge. edge&,12 Inchoe(305 min)at Intermediate supports. E. Cabinets scheduled far point finishes*hall be primed and back- anted Prior to In$ llatlen. year p-per 6. Exit doom shall be O enable from the mold.without the use oP a key,special knowledge or 11 Panel t at 24 Inches(610 mm). casingfinish nails aced 6 Inches(I52 mm)on panel G. Dryer duct shall te of metal and shall have smooth InteriorCMr,surface. P 9 P 9 edges,,supports (905 min)at hkermetliate suport. � P F. Plywood and particle bond shelves shall W hardwood edge banded on all exposed edges. D.Dryer duct shall terminate an the outside of the building per GMG effort per G.B.G. 4. Mail and Deaign:as seldctad by Own-/Uient. al. Cromis; 'Foundation'Vent/Access, Provide croas ventilation at all oncloal areas exposed to rade par code requirements of the G.B.G.Section 250. Vent openings shall be covered with S. Hardware. Shall W selected Owner/Cllent. corrosion resistant metal mesh with mash openings of I/4"dimension. The General Contractor shall SECTION W-VINYL DOORS AND WINDOWS SECTION bA-ROUGH CARPENTRY(CONY) wtIy the Arthiteat should any enclosed area be discovered in the field for which required 4. Fran b. Gaunter Tope, Shall W selected by Owner/Gliont. ventilat1or has not been provided prior to application of finish materials. Provide minimum 24"xl8" I. 5cops: A.Blockinngg and Bridging: access hole per requirements of the G.B.G.. A. Furnsh and Install all vinyl or aluminum doors and windows complete as Indicated o^plane. The (1) Surd Walls: Per section 2520,C.B.G. Full height walls shall have continuous studs from bottom banoral Contractor shall coordinate Window Supplier and Framing Contractor for Installation of to to late. SECTION 7G-- INSULATION all window.and doors. P P SECTION bD-MOLDED/PORI'�D MILLWORK B. Provlds slustomerlc membrane materials per datolls and Soctlw 7D. (2)Ceiling.blot: Per section 2920 and 2906,G.BA. Us.solid bridging. I. Scope: Furnish and Install thermal and soul Insulation complete,Including all EraI Compliance (5)Backing, Provide..lid backlog at all pendant-surface-mounted electrical fixtures,rolls, I. Scope. Furnish and Install all molded millwork complete. quirements OR Insulation requirements Indicated In GF-IR forms to supersede a1I Information given. 2. Standards and Installation, PROJECT TITLE grab bars,both accessories,etc. A.Per manufacturer's Installation recommdndatlan&. B. Firestopp In Per section 708,G.B.G. 2. I-tallatlan, 5to 9' 2. I-tallalen, A. Thermal Insulation: Install Batt between ol.ts,at all calllin s exposed to roof or attic S. Window and do-assemblies shall meet or exceed a de.lgn wind pressure of 20 P.S.F. ►'A G. Draft Pe: Per'105.5 G.B.G. Where there is usable space above and below the concealed A. Installation and finish application orwfacturers rewmmendatlons includingbodkin ort, read includin tidal wall area.separating living g ear from attics between dellin d G. All windows and doors shall coin with mandator state InPlltrakl-standwda. LA LAW A .pace of a floor telling assembly,draft stops shall W Installed so that the area of the concealed oink relnforcin surface r aroklan and adhesives/attachment. 9/6VPP g any year p n'9 ng spaces ge an comply w y a ace does not exued sse square Poet. Drafts In hall divas the concealed s ace I g' peepp ro 4 4cr,eo oval le-and between etude at all exterior walla. Batts shall be Securely Installed and D.All joint&and penetration&around windows and doors caulked and sealed(non-hwdoning)P so... qu tOPP 9° P B.Product to be compatible wlth exterior use,adjacent finishes,and of suFfIclent structural strength tightly flitted without tom resin the normal loft hickness. Provide Insulatlon eta Muffles ae state ever requirements. ESTATES / Into approximately equal teas. for location used. g y P 9 Pa gy regI roman D.Stud Walls: Per section 2320,C.B.O. All studs to have full Berinngg on plate. All atuda to be at requlred te prevent obstruction of vent. E. Lapping ono sealing of Walling Pin.to Plashing material and lapping to building paper shall be In 16"O.G.unless noted Otherwise. Studs to be sized per requlremant8 oP!action 2920 G.B.G. S. MOEerlais,provide molded nhapea to roeeive exterior finish as Indicated In drawings and detalla. Bo nd IroWation: Install butt.bet...n auras,securely and tightly Fitted at wall*as Indicated on accordance with code minimums,manufacture's literature,the Callfornla Association of Window E. Use c-tlnuou>,full height,ballooned framed studs In accordance with the highest standard of Install expanded polystyrene Vefo Incorporated,molded I ethane foam Uu Nesco Manufacturing drawings MoruFacturars or State Trade Association r.commandations. LARGE xpan p y>tiJ' by uorP Pa yn'n E 9 G.Plumbing Inaulatlan: Fully Insulate all stud and Floor cavities containing waste lines from Foundation F. All n bottom of headers at all adjacent windows and doors unless noted otherwise on framir F�v co-tructlon and framing practices. Inc.,molded highdensity of on Molded Millwork or Owner/Cllent selected substitute. g J g All I wall.to W at 45 degrees unless*noted otherwise. is polymer e it d a to flow above. Ana. F. 9 9 Provide reinforced limey us required n human traffic local a su jstons.d to bumping,scraping, D. Part Wall Insulator: P S.sSullthou up roofs,waterproof balcony deco and exterior horizontal areas t pu dill lvea and dentin t<. Provide a II-high deneat Pocm at all trim a Ilcatlons. G. All windows shall o in conformance with acousklcal requlremant.as Indicated in acou>kbal shoulders'are s s framed with slope censuresyf water drainage without puddling g'e g y PP I.a all batty per ,tor s and code ractors shall report AND/OR See secwity requirements. H. Provide cricket as Indicated and a.necessary near proper wake drainage and to re-erect b. The General Contractor and Subcontractors shall be roa�sarmible for storing H. Install non-corrosive banner between materials subject to corrosion by ad7acsnt materials. channeled or run off water away Prom vertical surfaces. the material.on the site according to material wppllere or manufacturers'Instructions. 1, Install threshold pan flashing with Plashing fins fully Integrated Into adjacent walls,floor and 1. Provide stripping whore required to provide uniform surface where Flush Joists and beams are SECTION 7A-ROOFING AND WATERPROOFING Th.materials shall be kept secure and protected Prom moisture. al-ka. alfterent depth.. S. Materials: I. 5ad e: J. Uae"Gang Nall"straps at bottom OF 4uscla splices and owners. pp A. Thermal I-ulatlom 9. Measurements,Verify all dimensions by taking fled moaaurementa prior to Installation. PROJECT NO. O�JOO�J K.Use mitered Joints a P...to spikes. A. Purnish and Install roofing and notterprooFing work complete,Including cant strips and 1.Thermal ewergy tom Ilanco r art and sadlon notes. L. All dime-Ions given we to face of framing,unless noted otherwise. Incorporating other trades flashing,sleeves and Jacks. General contractor shall be responsible tlo p MO 4. e t llzns. A.Indicated an the drawls a. K Align bottom of all adjacent window and door headers,unless noted otherwise on framing plan. far sequencing and protection OF weathor=:Ping materlal.from deterioration due to wind,rain, S. Blown Insula n: Ehiformly distributed with minimum weight consistent with requirements and TP g U.V.rags and Fheat, for to them bolo covered. manufacturer's label. SHEET TITLE ay Pr , 5. Materlala: 5. Trve..s, S. coordinate Installation of rooF with Owner/Ghent Su tntendent and other trade.including but G. Foam Insulatlon: Expansive typos used to seal She exterior building envelope per energy par 9 requirements must W tom at la for use with ad scent materlala ilea.,window francs)an Installed A.Glass 1n hazardous areas: Provide tempered glass per Chapter 24 CB.G.requirement.,as A. The General Contractor shall coordlnete the Installation of all telling drops with the not limited to framing,sheet metal and plumbing trades. p J Indicated In drowinngq99 and as necessary. All operable doom to be tempered. Thus&Manufacturer and the FramingContractor. so as not to Interfere with Installation of finish materlala. B. Aluminum or Vln I eQdln doom: Complete with aluminum-vl lift.finish,Install with B. were true*framingand conventional framingoec- ether In a continuous roof 2. Standards,All work and materials shall meet the latest aditlon erformancis standards of the D. Plurrbing Insulation: Use R-11 butt InsulaElon to fill stud or floor cavity. y 9 p• ^y screen;w P E. Fur= Room&: R-II butts for sound control. Line cold air return der furnace with black threshold(sill)pan.. plane,the General Gontrustor shall coordinate with the Twos Manufacturer and "National Roofing Gantraclor&Asaoclatlan"-NRGA and"Asphalt Roofing Manufacturers Association" plenum under G. Aluminum or Vinyl operable windows: Complete with aluminum or vinyl screen;white PhIsh. Framinngg Contractor to eliminate differential deflection between the truss and -ARMA. duct linen-adFesNa applied. D.Aluminum or Vinyl fixed sash, Match operable windows. derverktonal framing membero. F. Sound Insulation when Indicated on floor plan adjacent to living areas: Minimum R-Il. G. where truss Praml and conventional framl occur to ether In the*ame rooF,the S. Installation. Install roof and wall corrosion resistant metal flashin factursr's S. All Insulation material shall have a flame spread rating not exceed T5 and a smoke density net to ng ng g Ins g per menu excasd 450. 6. Egress, MaruPocWrsr/&uppller shall provide wlndowm that meet all emergency exiting requrementa o pplate height as no well W malntalrod Far the deeper conventional member with the Radom d inane Indudingg the use oP Pustonere and anchoring devices h high wend areas,and per the G.B.G,and notif ArchltecY IF drawings we In conflict prior to Fabrication or delivery.Esca�e or GENERAL bottom trues chord matehin the rafter soot cut. Truss mawFacturer shall rovlde heel L.B.G.,Cho ter 15,caref ll incor alln elastarcerid membranes,flashin asks,.leaves, N. Mineral Fiber Installatl: rescue 9 a g p p y par g g,s�uppers,j 1.Install mineral fiber Insulation butts at ails details and de requirement.. windows shall have minimum net clew apanable area IF 57 square feet.The minlmwn t s required to maintain con-khuous roof plane alignment. roof drains,.kyllghk>,etc.,Supplied by oth.ro. Party ova per per coclear operable height dimension shall b.24 Inches.The minimum net clear operable width dimension D. The General Contractor shall have Glty/County approved truss plans on the Job site shall be 20 Inches.Kier windows are provided as a means of antape or rescue,they shall have a NOTES prior to foundation Inspection. The Truss Marwfa Lmr shall submit calculation., 4. Irrpectl-.Owner/Linen!shall provide a Hoterproo4ing Speclallat to revlow bullbup rooFing, flnshed will height not more that 44 inches above the floor. .hdr drawings,details,bridging and eredtlon b-In I9 ed by a registered Engine- waterproof decking,foundation wall waterproo ing,and flashing details and provide continuous to the Building Department and Structural Engkaor,for their review prior to Iropoctbn during Field installation of all waterpir and Plaehing.-face.and materlala to Ino r. 1. Flushing Materlak See 5eatlon 6A. (G BG)fabrication. ne set Of shop drawings shall be submitted to the And ltect far review adherence to manufacturer.spoclflcatlons and the highest standards of construction practice. far aanf-mar-with the V..I design cO-.Ft prior to trues rubricatlon. E. The Truss Manufacturer shall be r-ponalbls for framing around openings In the roof 5. 5peclal Conant-. or floor,shot l provide ladder frdminqq at non-standard truss member spacing to keep A. Provlda cant strips at all v.rtical"'Faces . wlNln the span ratinngg of the roof Or loor sheathing and shall submit details and B. Provide crickets ao Indicated,and as necessary for proper water drainage and to .-direct hangers as roq free. ahomeled or runoff water away from vertical surfaces. P. The Truss Manufacturer shall be responsible For verl4ying the location,size and G. Roofing contractor shall be responsible for determining that appropriate fasten-a we used far CURRENT ISSUE:0V15/09 weight Of a oc attic located mechanical equipment and 1- p-ate such In4-mation the project wind condition.. Including required clearances Into the attic truss design and calculation of trusses supporting it, Including attic..cease.. 6. Materials,as selected by owner/Olient ORIGINAL DATE: _ 6.Non-bearingg wall.shall be held short to allow For rafter-truss deflection with Clips A.TIIe Roof: Glass"A"rated rooP assembly. (Floneer Roofing TIIe,Inc.,Report No.,ER-4696) MAY''2 2003 approved Cy the Structural Engineer to stabilize the wall. (Eaclle Roofing Products,Report No ER-4660) (Fbnler Llfetlle,Inc.,I.G.G.Research Report H. Trues manufacturer ahall provide members of adequate Waring area In such a width No. R-2093) N.S.TIIe Co.,I.G.G.Research No.ER-5529)approx.9.5 lbs.per sq.ft.as selected to Insure against over-atressing of supporting timber,multiple joist.,girders and by Owner/chant. Install Over minimum 90 pound felt or per manuFactu-er's specifications. Color, plates or provide bearing plates and details to do some. textwo and pattern as seeded by the Architect. Refer to color schedule. I. The General Contractor shall coordinate with the Trust Manufacturer,Framing, B. Wet-proof Decking: Glaaa"A"rated Flare aaaembly. Furnish and apply balco deck covewrg Electrical,Plumbing and Mechanical Gontrustore at fire protected areas to maintain tempplate and watertight,as recommanded bJ the manuPacWrsr. Install Owner/Cllent aelsoted, requlred fare protection without penetrati-e uness allowed by-do and local Il.C..approved,trd4lc bdarin9g elustomeric membrane dock*yotem by"Dex-O-Tax "Mar-Kate' JurlsdKtlon. or Owner/Client selected*ubsEltute. Strictly follow all recommendations regarding stablllW oP floor,po.ltive sl a away from living areas,flushing at all edge and corns,and Eions,re nforcing z b. Stairways lope at aubPloor�olnt,one metal relnfrcl^g at Inside an outelda"Is.,stair no&Ing"corner.,etc. A. General Every stairway having two or more rlsere serving any building w p.rtlan thereof shall ,4 am raof deck shall be flood tested. Color and texture as selected by the Architect,raf- ,wnpl with the-qui-meet.of the G.B.G,Section 1005.5 to color schedule. B. The Rise of steps and stairs*hall not be loss than 4 Inches nor more than 6 Inches at R-5 G. Foundatlon?tall Waterproofl^g: Install complete,and Owner/Ghent selected,W.C.approved (T inches at R-1) The greatest roar height within any Plight Of stain shall not exceed the amalleet waterproofing system where indicated In drawInes. Protect waterproofing material during by more than 9/8 inch. The run shall not be less than 9 Inches at R-9(II Inches at R-1) Stair backFllling op rations with non-dot-Irating protection board. Ref-to Section 2A-4.G for treado shall be of uniform size and shape,except the largest tread run within any flight it stalro nuisance water drainage system Informatlon. PRINT DATE mshall not exceed the smallest by more than 5/8 Inch. D.Flashing: 26 gauge corrosion rasistant metal min.,lap Joints and?III with roofing cement,unless G. Every et.rway&halt have a headroom clearance OF net nos*than 6 feet 8 Inches. noted otherwise. oD.Every landing mhall have a dimension measured In direction OF travel not less than the width E. ElastommMa Membranes:Install per details and per Section-ID. i o4 the stairway. F. Roofing Nalls: Corrosion resistant,sized Par G.B.G.requirement and local wind conditions. 6,butt-re and Downspout, Sao Section 15. SHEET NO. G-4 5EGTION 60--GLASS AND 6LAMN6 5EGTION 41B--GYPSUM WALLBOARD 4 CMUN6 BOARD(GONT) SECTION IOA--BUILDER SPECIALTIES SECTION 15A--PLUMBIN6(GONT) I. Scoppe, Furnish and install all glazing and mlrrora okhor than factory glazatl door and 5. Materials: I. 5-loo. Furnish and Install complete In w-king order the Items Indicated on the drawings and as B. Maleriala, windows. Glazln shall be done during Plnleh work. A. 6ypaum Wallboard and Gelling Board: I/2"thick throughout unless noted otherwise. specllled hersln. The General Contractor to vorlfy compatibility of all adjfacent Plnleh materlale with A.corrosive prop-tied of SOIU Follow all recommendations In the Final Bolls Report for all g B. &ypeum Wallboard and Calllrug Board: 5/8"thick fire rated"X"with taped joint*at Fire/sound all eelectetl fixtures and appll.no... All fixtures and appliances to be GCG COrtifled. materials placed within or In proximity of soll as necessary. 2 SStanda,d e. rated walla as detailed and at other walls and callingwhere noted n dr.Mngs. Provide multiple B. Waste and wll Alpo: otherService weight,cast Iron no-tub at Plrot lion of a Ewootry unit A.BS. Galwlatins. blazing at exterior opening*shall bon a label certifying the corresponding layers a*detailed,with nails sized accordingglyy,5.0 sheet 6-2 far additional note. 2. Oath 4 PluMahg Accossarlas,a selected by Owner/Gllant. with A.B.S.solvent all other arose. 'U"valve AND/OR See security regNrememta. G. Gypsum Wallboard and Gelling Board: 5/B°thTck,flre rated W'with taped Joints at oncloaed A.Water Gloaet:"'gal; Shower Head:25 gal; Fauteta:22 gal.A*wlected by Owner/Gllent. G. Vitrified clay pipe: First grads,wit glazed;conform with A.9.T.M.GIB;outside and within 5'-0' sable nee below.talro. S. Tub/Showor Combination, As selected by Owner/Client,Wbhhower with tempered,mhakterprooP of building. 9. Materials,61abb and 6lazmg ae per Chapter 24 of the G.B.G.and Energgy Compliance D. At callings, Provide 5/B"g eum wallkwmtl when framing spacing exceed.16"O.O.. glass enclosure,minimum 72"high above stain,Halle to height Indicated on inkerlce elevations, D.Glsanouts, Accorn or Owner/Gllont selected subaltute. - A. blaea In hazardous Wean: Provide tempered glass per Chapter 24 O.S.C. E. MOISWra Rc Provt Wallboard and Gelling Bond: Use In vest arena as recommended by&ypeum minlmum'I2"high above drain. E. Domestic watt piping: Typo"L'or"K'capper tubin9 below grade and t cb- r or with all requlremanb,as Indicated In drawings and a.nececwry. All operable doors to ba Bond Manufacturer.See Section ICA,Note 2 f-additional note. G. Tub, Par S.lacted by Owner/Gllent with tampered,Shatterproof glass enclosure,minimum'12"high compatlblllLy;all other copFper tubing shall be Type M". Fitting* wrought copper cast bronze tempered. R. Exterior Use, Exterior grade,}Ire rated,gypsum Sheathing,P-areas Subject to moisture at ilro above drain te height Irxllcakeof on Interior elevation. Use no I* solder,OR,Polyethlone,and GPVC piping and tub mg g accessories!or hot and cold B. Fixed and Operable Window*: Single strength"B"or better. Duel glazed t9pieal annembllea as detailed. D.Shower Enclosure: ,Aa selected b Owner/Gllent. Size as Indicated on drawings with tsmpsred, water. unlea*naked otherwise In energyy caleulatlona. Divided IlYee as shown on oxEerin S. Metal corner bead,easlng Old tellm-galvanized and nailed. shatterproof glass encloxre, Walla to height Indicated on Interior elevatona,minimum 92'above F. Dielectric Isolators, .d a"FX","PS"or"6X"dielectric unions. slevatlonm. All windows clear glass,unlace noted otherwise. N L-shaped trim at exposed edge.typical. drain. Frame as asloctd by Owner/Gllent,minimum Tto high above drain. 6.Vent piping: ,. D2661-68. G. Dooro: ns. thick tempered glass. Dual glazed typical. DNld.d Ilkoa ae shown on (�Corner bead at external cceners as selected by Owner/Gllant. E. Medicine Gdblrets, Mirrored don,recess mounted,top at♦T2". H. Valve►,stops,clocks, Antl-scalding showx and Wb valves are required per U.P.G.Chicago or exterior elevations. H. Resilient channels: provide at fire/sound rated floor/selling a»emsbllee as detailed. F. Water Heater: A.selected by Owner/Gllent with preenur-/Esmperature rella}valve piped to owns/ulemt.elaatd Sub.tltua. DANIELIAN ASSOCIATES D. MITOro:1/4'polished plate. See Interior elevation f-size. I. Tape and compound: As recommended by 69paum Board Manufacturer f-use Specified. exterior OF building with Insulation blanket No pan and dial^Ilno to outside. Install an minimum 1. Roof Plashing: Sae Section T6. E. Shower Enclo.uraa, Approved tempered,shatter proof,obscure,(clear at models). J. Nailing: Per G.B.G.,also see drawing.for special nalling roqulromentb at shear Hall*and flro/sound IB"high stable platform at garage. Rotor to Seckln ISA for additional Installation requirements. 1 Providrlt_e nd ssedfargs, See Section she ARCHITECTURE & PLANNING rated aassmbllee. The Contractor,at nab option,may use Hal bawd*crews In Ileu oP mall*as K Provide recessed faucet box at washer. Provide pan and drain line to oublds at wood floor P. 01-uro Slaw, So.plan for Iocatlona. P G Inet.11atlone. 9. Kitchen FlxWras and licrlco., As selected Owner/Cllont. O. Mirrored wardrobe*bore: 5afatyy gglees per G.B.G.requlremenb, allowed by the rated ab.embly and local Bodo req ement.The Contractor shall make changes APP 4 &lass or Acrylic Black, Minimum 9S'thTE PARK II sized as Indicated on plans. Pattern to t nalling and size when necessary due te different substrate materials. L. Drains: Sized a*required. heads.,shotI be as Indicated on drawings and as neuaary. SIXTY CORPORA be wave/dl.tortd or Owner/Gllent selected. Block to be factory set In ma uPactured 4. Finish Nmdwmam As aalected by Owner/Gllent. M.Air Chamber*at each end 1 headers,shall be pipe shoe long,one pipe size brger than Fender (RVINE,GALIFORNIA�I260b window frame complete.Install flashing material,reinforcing,expansion material, Individual chamtero shall be IB Inched long,one pipe size Ingg-than branch to P xture. grout/mortar and plate.sealant Install recommended material, manufaoturer. With minimum 20 5. House Numlociro. As selected by Ownar/011ent.Approved rombers or addresses shall to provided H. Wgtor heaters shall canlmm to energy regulations and shall be GEG listed. (a4q)474-6030 minute}Ire round frame re commended me SECTION 9G--RESILIENT FLOORING f-.11 new building*In Such a position as t be plainly ASIA.and legible from the street or road I. Fire Rated: tin thick wire glass assembly.fixed metal Maine Per GB.G.requirements with Fronting the property and to meet all local code requirements. 4. Colaulatlons and DroN1'Egs.Contractor to suppply and Submit to the Building Department load FAX: (94Q)474-1422 minimum ed minute thick ratln calculations and drawings far approval prl-ko commencing Sunk. Submit I set to the Architect Far )Aly lyvOANIELIAN.COM 9. I. Scope, 6. Mailboxes: A.selected bg Owner/Gllent. review f-.-fcemance with the visual design concept prior to commencing work. J. Caulking Compound, bun applied non-hardening,non-mtldewing. A. Furnish and install all resilient flooring matrlal.-plot.as scheduled. S. General Contractor of Owner/Gllent shall coordinate Flooring Subcontract-with Framing and 5. Metene.Verify all requirements rilth governing utility company. Gd"e"a Contractors to Insure compatibility of adhesives and subs loor surface texture,materials T. Decorative&as Appliance.. Shelf meet.11 applicable requirement.For gas appll-..as r.q-lrod ZJ DAREt1AN ASSOCIATES EXPRE55LY SECTION DE--WEATHERSTRIPPING AND THRESIHOLDS and preparation. by the G.M G.Elevation and size as detailed N Architect,Sao drawings.Forge decorative gab RE...ITS contwoN L. appliance by(SuperloA(MargaO)IT-ma- Mee llakor)(Neat-N-61o)(Majestic)shall be ILL.approved. SECTION I=JB-FIRE SPRINKLERS(IF REGIUIRED SY CITY/COUNTY) r.OPYRI&HT AND OTHER PROPERTY 2. Irotallatbn: Glemahcs t combustible materials,Installation and venW4lua terminctlon Shall be par mnufacturer'e I. Dome. All door*aepanating conditioned apace from unconditioned Space shall be fully A. Subllooro shall be Glen,Free of dusk and perfectly dry,level and smooth. requirements. Inste11.1:1 n and Inspectlon shall ba baj a certified gad hearth appliance specialist. RI6NT5 IN THESE PLANS.rHESE woothsrotripped with mortleo-typo as manufactured by"Pomko"or Orvnor/Gllont Selected B. Surfaces shall be primed..r-ammondod by the manu actu,ar. PLANS ARE NOT To BE RB'RODUCED eWstltte. G. Material.shall be otppllod In..colons.withh the m."Aacturer'a Instruction.. 6. Finish Schedule, As selected by Ownor/Gllont. 9aaaem Supply and Install complete Piro sprinkler system according to the beat practiceb Of the OHANbEo OR COPIED IN ANY FORM D.Caved edge.at walll. ale OR MANNER wNAT50EVER.NOR ARE Z 7hrseholdam FLOOR WALL WALL GEILIN6 GEILINS 2 Materials and Standard, THEY TO BE ASS16NED TO ANY THIRD A. Aluminum,bronze anodized,to meet all applicable disabled accessible route S. Materials. ROOM MATERIAL TEXTURE PAINT TGXIURE PAINT A. stem Shall meet ail requirements d*required 41 /count Flre Marshall and/orgoverning requirements where realylred. A.VIn I Sheotln As selected by Ownsr/GIeM. 1 4 q. y PARTY WITHOUT FIRST EN PERI I5 by a nab* THE EXPRESSED WRITTEN PERMI5510N B. Thresholds to be separated from direct Intact with concrete as requlrsd to prevent 8. Ad*Slued, a recommended the mawfacWrer of the flan covering. ENTRY G7 EC FLAT A5 PLAT 9e r Ion. G.RS/er to action IOA for finish schedule. KITCHEN V5 SELECTED 56 5FlEGTED 56 B. Sprinkler heads shall be concealed typo with the head and toyer plats Plnleh the same ae AND CONSENT OF DANIELIAN C. Thresholds shall be set In corrosion resistant s111pans,caulked and coaled-otherwise M.BATH CARPET BY OWNER/ 56 BY OWNER/ 56 adjacent eurf.css. Installed to prevent water Intruelan. TOILET COMP. V5 CLIENT 56 CLIENT 56 A55ociA'fES. O. Provide elabtanent motel miter materials per details and Section TD. �� SEC.BATH CARPET 56 56 5. Sprinkler Plans,Shall be drawn and submitted to the Building Department and Fire Department For PoPtDER CARPET FLAT FLAT approval. Submit one(1)Set of pino to Architect For review for conformonco with the visual demlgn LIVING CARPET FLAT FLAT concept price to commencing work. FAM.ROOM CARPET FLAT FLAT SECTION 8F-GARAGE DOOR HARDWARE 1. 9copo, Furnlah and Install tile,grout,mastic,mortar,*color etc.complete. Work shall be 6REAT ROOM CARPET FLAT FLAT lam,plumb,level,except at areas Intended to drain,true to line wlth consistent joints. DEN CARPET PLAT FLAT 5TUDY/LI5. CARPET FLAT FLAT SECTION 15ro--HEATIN6 AND AIR CONDITIONING I. Scapa.Furnish and Install all door hardware complete and operational. Door.shall be 2. Standards. All walk and materials Shall meet the latest editln performance standards o9 DINING CARPET FLAT PLAT ad mtad and comterbalanced for Operation. See aecurlt Iraments. the"Tile Gouncll of America"-TGA. NOOK V5 FLAT FLAT JOF�ut c55/ps j proper p y requ MORNING RM. VS FLAT FLAT I, Scope 2. Materials. B. Irotll:atlenm HALLS CARPET RLAT PLAT A,Supplyy ell labor,transportation,materials,etc.,for Installation of a complete heating and air A.The la floor,slab sir vaod Premed shall bo Installed er the Tllo Gomcll of America ctandande. M.Bin CARPET PLAT FLAT condlElning system to operate-ccedng to the best practice.oP the trade Including,but not TH I C. g A.Provide, door hardware. P SEC.BED CARPET FLAT FLAT m B. Dooro to be operated by automatic garage door opener with 2 trnamlttero as selected B. Install mud set tile at counters,LWe and showers per the Tile Goungl of America standmda. DRESS/WARD CARPET FLAT FLAT IMlted te: mechanical units,duets,registers,catwalks,grille&,boob,vent piped,dampers, D LYW by Owner/Gllont. G. Provide waterproof membrane beneath the over water resistant backing board as recommended SERVICE v5 Bb 56 combustion y with ll requirements ofgall Ireg�y constitutedrpubl c authorities having Jurisdictioon, t 6• S.0 4819 p G. Lock, Center key.d look with Pre.spinning handle ce as required by local security by manufacturer and Ceramic Tile Inbtltute and Tile Countll of Americo nEandards at all arwe bAR,s.6E CONCRETE TAPED TAPED requirement*. Subject to moisture and water'I.e.,tubs/showers"minimum'12 above drain. V.rlfgng all it and I tat ordinances. emi and Install all equipment complete and los. l D. Springs and containment devices,Shall be permanontly labeled to Indicate the maximum D. Provide positive slope at the..at.within Showers and at!loon towards flow drain. Not,Ghangee In floor material shall occur at the centerline of the door batwoen adjacent rooms,unless Verity all materla and Installation requlramsnts and limitations at fire and sound assemblies. recommended stretch of spring.. E. Refer to Section IOA for finish schedule. Indicated oth r.l..on plans. B. Provide e(astomerlc membrane materials at all penetration d the water-red*Elvo membrane at exterior walls. 4 /,,.Tile Materials,nd gr wner out as selected by O /Gllent. Legend G.VfarerlFy that"attic"trueaeb provide required clearances} horizontal F.A.U.b. SECTION 41A--STUCCO B. Refer to 9ackln ICA for flniah Schedule. KDT•Knock Down T.A re CT •Ceramic Tile V5 -Cushioned Vinyl Shooting OPT-Orange Pest Texture 2. A.Fulakbn, I. Scope, 56 =Semi-bloc* SAT•Spr ed Awustl.al Tile A.Furnace to be Installed In attic OR on 16"high platform at Wing aroma,OR on IB'high platform N0. DATE REVISION F Texb.7s.LI`G tat(LT)Medlum(M)Heavy(H) at garage as required N the G.M.G.. A. urnlsh and install all plastering work complete,Including grounds,Scroada,expansion Joints, SECTION 9E--PAINTING AND FIN15HINS 9. All work to be In conformance with acoustical requlramenb as noted In acoustical report. casing,corner guards,etc. An attic furnace Shall comply with Section 515 of CM C.M.G.and the}oliowing. (so.Gtall 2/6-6 B. Provide elaetomerlc membrone-tarlalb per details and Section'ID. and 5/0-6) G. Provide slostomaric membrne at all penetrations of stucco and water-resistive membrane. I. Scoppe, r�EGTION ISA--PLUMBING G. (U Provide required clearances for duct work and t combustibles. D.C.mdnate Installation o!stucco with Owner/011sntc Superintendent and other trades k Provide painting work as Indicated and specifled,complete Including preparation oP surface* (2)provide minlmum 50"x50'attic access opening with Fully weatherotrlpppad don and Include but not limited to Pram shoat metal and concrete trades. other than those that are fact-y primed. paenagmway continuos to the 4urriace and Its controls. A 2Z'x 90"accedb opaning fully g B. All painting to be In accordance with the point handbook. 1 5cop� 2 9toldmd.0 A.Sum I all labor,Iran ortation,materials, }n Installaton oP tom late lumbm aEem fo weathsrbtrppad door may be used provided the largest piece Of equipment can remove Fly SP P Pa! through the opening. A.All Sunk and material►shall meet the latest edition performance standards o!the"Plastering 2. Fbrlanarhipu operate aecnding t the boat praegces of the trade nd Including but noY Invited Plxtureb,hot (g)provide an unobbtructsd eontirwou**olio flan paaageway not loss than 24"wide not to Infnmatlon Bureau"-PIS and the"Lathing and Plastering Contractor'*Association'-LPGA. A. Each coat shall be unl4ormlgg applied,well brushed out and free OF brush marks,rune,saga-.klpa. bard cold water piping,exhaust hues,combuatlon air,gw piping,lag Ilgghterb,dralnb,Boll and vent exceed 20'from the attic accede opening to the furnace. B. All walk*hall c with Cha er 25 of the G.B.G.. B. Paint finishes Shall bs out aharply to lino Protect adjacent surfaces. piping,hot water heatsro,ppipe Insulatlon,mstera,valves,vaults,etc. All materlale,work,etc.,to (4)provide a level working platform BO"deep In Front of the entire firebox side of the furnace 6. All walk shall comply with the installation Standards of the manufacturer of the plaster G. Mix and apply paint and stain.In accordance with the mnufactrer's Instructions. comply with all roqut.mmnki of all legally con.tltuted public authnitlob having Jurlsdlctlon Including and to all serviceable controls,Plltoro etc. (InSulaklon)products provided. D.Hardware shall ba mwksd or removed prim to Painting n staining. all county ad skate ardlnancsa. Furnlah and Install pplumbing Sunk couplet and opperable,Including Cy)provide a permanent electric outlet and*witched light fixture. D.Application of waterproc,F barrier shall be the roopon*Iblllty of Owner/Gllent based on the E. Subcontracter will be responsible for any damage resulting Pram overepray,and for all neces*ny tranohing and backfllling. VerlFy.11 matorlal and inakaliation requirements and Ilmitatlon.at}Ire D.No alterations t the Structural frame,diaphragms connections or show panels*hall be made recommendatlona of the stucco in r.pr...nt.tl-. cloce-up. and Sound aeSenbllea. which would compromise the designed Structural Integrity of Such elements without prior written �Su E. Provide elaston.of membrane materials per detail and Section'TO. F. Semi-glos paint to be roller or brush applied. B. Provide alaetomerlc membrane materlale par I Penis and S.OF 9D. approval from the Structural Engineer. R. Slope of lostom ric It not noted t drawing.,the minimum elope o'Substrate on which Stucco G. Frovldo e,tatem.".membrane matrlala at all psneLratlon.of thw waterYemistive membraTe at E. Fuel burning equipment located In garages and Subject to mach-Icai dam" from the normal 9. aatlon o!Surfaces. extent.,walls. vahl"lar path shall as protected as Indicated In drawings and do required`�b MC.. PROJECT TITLE may be applied la I/4"per foot. D. Protect s from freezin Place all water line*and wants Iln-S within"conditioned"space and A. Maces shall be clan and dry,ad In aultable condition Por flniah specified. Remove all oil, ppo g p" P. Provklo high and low combustion air In accordance with manufacturor'S requlromsnts and the G.M. 5. Materials-a Goat Extorter Meet— ggrrease,bond breaking agents,dusk,mill S 4 and oFPlnesoonae. where approved thermal Insulation Is between"lima'and unheated area One opening shall bo located within the upper 12 Inches of the enclosure and ans opening shall ��/� A. Walls: Minimum 7/6"thick,three..at application Hlth Integral col-coat(paint at accents B. wood,,holes,and knob shall be Pilled,sanded smooth,aid coaled. Wood Surfaces,except resawn be within the lower 12 Inches of the enclosure. LA LA&UNA onlu)over I-1/4"corecolon resistant metal wire mesh evor I layer 15 pound felt minlmum,at wood,shall be sanded perfectly smooth. Sanding dust shall be completely removed. 2. Installation. 6.All penetrations OF fire aaaemblles Shall moat the requirements at the G.B.G.-Chapter'I and C walls,1 labor aide merit membrane at surfaces other than vertical. G. Trim and other finish work end b.bxkybalnted prior t Installation,t minimize Inconsistent A.Roughing-In*hall be completed,tested and Inspected as requlrsd by code I-P.-cloning-In with Section TD. ESTATES / S. 5a.PIb,Use hl-rib lath aS recommended by ewcco marwfocturer. shrinkage. other work. H. provide elastm.eld membrane materials at all penetration.of the water-r-Isti-membrane at G. Corrosion resistant metal base mended at foundation as detailed. B. Oponinga In pipes,drains,and fittings*hall be kept covered during eoretruetlon. exterior walla. D.corners, All outside corrars to be reinforced with bullnosed owner guards,as selected by 4. Materials. G. Provide solid backing for securing 7lxtures. All fixtures to be set level. I. All HVAG equipment Snail be approved prior to Installation par nationally recognized standardsiLAR.&E Owner/Gllent. A. Submit list of material.and manufacturer*Por Owner/Gllant and Architects review. D.Provide cloonouts at ends of all Tines and where required by codes. and evidenced by listing and Iabo1 of an approved agency.GMG 502.1 E. Expnelon.blots: Install expan6lon/weep Jolnta as recommended by Stucco Contractor. B. All materials shall bo dell-red to the alto In sealed original manufacturer's containers. E. Ooppar Eubing shall be fully sweated to flttinga. J. Gombvbtion air from oufaIda shall as suppllsid t all fuel burning appllof per GMG'7012. Architect to be notified of locations prior to Installation. G. Stain shall be m-F-turod by'Olympic Stain"or a Owner/Glent selected Substitute. F. Black Iron and g[�alvantzod steel pipe Joints Shall be made with approved pipe thread compound. K. All fixed appliances are required to be securely Fastened In place.Provide seismic traUng or F. 0...ratt o corcoabn resatant metal ch-.1 screed*: A.Indicated on plans and as detailed. D.Paint as Selected by Owner/Gllent. O. Provide shut-off valves at each fixture. anchor unit to platform. H. Provide condenwte Iles at each F.A.U..AA.location. Provide primary&secondary condensate the to O. Flnlsh:M*elected bbyy Architect. Provide Architect with minimum 24"x24°field applied sample L. Pad supporting condenser ce compressor from ground must not be leas than B"above grade. pprrior to field iicatlon an unite. Dolor as Selected Architect,-Far to color Schedule. 5. Colorom To be selected by the Architect,refer to color schedule. an approved Z I ro s receptacle at attic F.A.U.locations. OMO 504.6. H. Kiip 90 f fielded. ^stall Garroelan resistant metal drip ecyrdedS at underside of all disco I. Provide cold water Tine to refrigerator space In recessed box ce In cabinot Immediately adjacent a, The"moral Contractor and Subcontractors shall be responsible for Staring rNOTES .ofPits and recesses. 6. Exkorl-Painting and Staining, to refrigerator apace. the materials on the site according to material aupplbre r maufacWrers'Instruction. I. Exposed Goncreto Foundotloro Plnleh col-cook all ex o&ed surfaces. A. Extrlor ex dcontra-Ee and maaonrg: Two coats mown dint. J. Isolate all pplpirg from structure with fiber padding and at all penetrations with elastic caulking or The mat-lamb shall be ke t-sure,ad otect. Prom moisture. PB. Extrlora ,Ina-dingsiding,garage door,ratings,Faecbixposed beams,all trim,etc.: two ...no Iaolato e. B. LoweredDooro, Size and material to maateh typcal Interior doors. Louvers provided at3008 coats. K. All vents te load te outside air,where possible,locate all roof venke te rem side or rldgee. rooms&hall provide a minimum 100 eq.in.net opening f-make up air In the door or by G. Exp...d metal,Including vent pipes,exhast vonto,hooting and all conditioning unite,grille,etc.: Vents to termints a minimum of W-C"from windows. SECTION 4B-GYPSUM WALLBOARD 4 CEILING BOARD two coat*oP paint ov-are coat of primal. Gol-t match adjacent surface.. L. All horizontal A.B.S.piping shall be hung with approved hangero at W-O"on center minimum and All exposed edges oP trim te be dame colce m face. Spaced to permit expn*iTn and controctlon Sul out hltfing adjoining pips. Vortical piping shall beA.Ducts: Constructed,Installed and Insulated per Chapter 6,G.M.G..No thinning oP matorlal shall bs acceptable. euppontad at B'-0"on center with wrought steel"U"atrape necurely laetenod to building Prone. D. Da Provide roved automaElc Flre dam ere or minlmum 26auge corrosion resistant SeepP. Subcontractor shall seal all six sides of all doors. M.Provideair cndrrbera at lavatory,dlshwaehor and clothes washer water eonneetloro. Set verticallymelts material with u.�o edges at all ductwork penetrating fire rated Halle,floors sir telling. S Furnlah and install all gypeum wallboard work complete. V.rlfy all*pecialty matrlala, 6. Stucco accents p-Architects color schedule. a6 close to fixture a.poselbio. as raqulred and allowed bj the G,M.G.. All}n systems oxhousting air Prom the bulldlrg envelops iling and Installation sequencing at.ound/Pire aaaembNas and Structural.hoar walls prior to H. Tie number a costa noted above Shall be considered minimum. Apply oddltbnal costa If required N. Provide 5/4"tee for Irrigation at main shut-of}. to the outside shall be provided with backdrolt dampers. oommencng work to provide Full nd even coverage throughout. O. Provlda water heater seismic restraint.. Strapping shall be at points wlthin the upper one-third S. Coordinate Installationo!gypsum wallboard with Owner/Clients Superintendent and other trades 1. Fullysealand prime all ct ends oP wood mombers In contact with other wood members. and lower ono-third o4 Its vertical dimensions. At&Ia lower point,a minimum dlstanu of 4'ShallIncluding lot not Ilmltd to Traning and Iroulatln traded. 4. Lalwlaklwa Ind Drcw m Gonfrackor to su ly and aubmlk to the Building Department,ith th visuabd maintained above the control*with the*trapping ae rsqu red bJ tho G.P.C.In asl.mlc zone&5 >-f. Interim PaMlng and Finishi g. nd 4 only.(Se.detail 1/6-6J an�dSldraowlonnog�F-a�p to commons ing work.o 1pmenE a"it tom`I*with stat 4anoancee it irement.toL 2. Standards, A.ceiling9s tend Walls, P. Provide water heater with pro-re/tampsraturs relief valve and pan and drain line piped to the V1`lcienc Ouuttwork"R"value Shall also c�y withState energy requirements.Sy quA. All work ad mat-Ials shall meet tha latest edition parformance standard.of the"bypaum (1) Kltthem,nooks,bathrooms and Interim Service rooms: One coat aoaler and one coat s terior o1 the buildings. At garage Installation water heater shall be an a minlmum IB high y'Association"-&A,"Recommended Specifications ice the Application and Finishing o}bypsum Semi-glow enamel,unio.a noted otherwise. stable platform.Wallboard." (2)All other room&: One coat sealer and ono coat}fat paint,unlea noted othorwlee. G.Fuel burning aqulpmont located In garages and subJact to mechanical damaoggee Prom the normal B. All work shall comply with chapter 25 0!the GB.G.. B. Wmdrobea/Gloeets, Finish as apwlPlad for adjoining roam,except ehslIinq vehicular path.hall be protected a*Indicated 1,drawings and as mequlred-by Yho G.M.G.. G. Dow%,frames,wood base,shell cleats, One coat primer,are coat saml--glo.s mn.-I. R No.Itera Iona to the structural Frame,dlaphrogms,connections or she-panels shall b.made (GBG) 9. 1^brkman", D.Stain grade cabinets: One coot nanding sealer,one coat stain,two coats locquer, which would compromise the designed structural Integrity of such elements without pride written A.All joint*In finished surface.shall b-taped and finished with J.Int cement. Reinforce all a.--. G Stain grace wood hand railing.,wood cap*etc, One coat Sanding sealer,ano eoaE stain,two approval from the Structural Engqlneee. B. Provide metal trim at all exposed edges and external camera. .oaksl oquer. S. All penetrations aP Piro asaemblT a *.I]meet the reqq,lrememis of the GB.G.-Chapter T. Provide G.Metal trim shall be tight to wallboard edged,plumb,level,and true to plane,securely attached. F. paint grade cabinets,railings,wood caps etc: One coat aoaler and one cook semi-gloss enamel. oltatemarlc mombrme materials at all penetrations oP the water-reelotive Interior of exterior D.Com.al sxp-.d-IT or sar.w head.with Z compomd. 6. Metal Surfaces, Prime and paint Same as adjacent surfacsa. wall.• E. Protect all exposed wood beans,post,railings etc. H. Lumlwus tolling recesses are to be painted with one(U coat*color and ona(U coat white enamel T. Provide non-ramovabie backtiow device an all extorlor hose site.CPC 605.0 and 609.1 P. All gypsum w.11bomd at tubs/.honor ncloaures to be metalled inSuch a manner that there are no high gloss. U. A 12"minimum acres*panel to bathtub trap comecti.n 1.required.CM 405.2 CURRENT 155JE:0IA5/09 surfaces out of alignment with adjacent surfaces and the true plane of the wall 1.maintained. 1. API exposed Interior wood beams to be painted to match tolling or solid stein per Owner/Gllent. V.Hot mop almoner pan shall be Inspected upon completion of hot mopping and shall be filled with O. The&enrol Contractor and 5ubcontractore shall be rosPonblo for storing J. Rater to Section IDA far finish Schedule. water}or In*pe.tlon. the materials an the Site according to material supplier*or marufacturere'n*tructlons. 1C The number of toots noted above shall be considered minimum. Apply additional coats R required K Pravida pressure regdator for water service where pressure exceeds 60 pill.OPO 6062. ORIGINAL DATE: The materlale shall be kept secure and protected teem moietae. to provide lull and even coverage throughout. Plane*how gas piping Sizing based upon BTU demand on the plan.. MAY 92 2003 o N 4. Finish". A. Rear to section IOA f-finish schedule. V MAY 2 0 200 N PRINT DATE m 0 SHEET NO. G-5 s SECTION 16A--ELECTRICAL I. stop., / \I A Supply all labor,transportation,materials,otc.,for Instal laden of complete electrical system to F- operate accordlrg to the best practice.DP Eha trade and luluding Lvt not limited ko: Fixtures, l appliances,wiring,switches,outlmta,tel.vlelon Jacks,service.,grounds,temporary power,Junction 2"x2"ANGLE IRON boxes,condut,aub-panel.,etc. All work,makarlals,Dirt.,ko comply with all 1t qulremonts of all - TO(2)STUDS N/ \ legally conatlWted autharltlea having JurUdKtlon IncludMg all County and State ordinances. Fumish 9/8"x5"LAS AT \r.. and install electrical work complete and operable. VCriFy all material and Installation EACH STUD requlrementss and IMItaElona at fire and sound aaaembllea. I B. Provide elaetomerla membrane materials at all penetrations Of the water-resistive membrane 1-1/2"ANGLE 5LIP at extarlor walla. FIT OVER HtG TAPS j Standa.dim 2x4 LEDGER TO ���n A.Electrical services: UdsrgrouTd. (2)STUDS NU �Y""� B. Work and equipment shall Lro In accordanco with the best practices of the trade and conform to 5/82x9 LAO O O all local governing 5IMPSON C516 STRAP G. Materials and equipment shall be U.L.approved. AT TOP 1/5 OF TAW �o DANIELIAN ASSOCIATES D. ,Orr..ive proportles of soil: Follow all recommendations In the final So11.Report far all materials plaeee within er In pro Imlty oP sou as'*""or'. ARCHITECTURE & PLANNING E. Should a conflict arlse between tnl.apecifIl.tIon,the drawlr�gs or another electrical speufkatan I/4"BOLT Issued as a part Of these documents,the more stringent shall provall. PLAN 51XTY CORPORATE PARK S. instant IRVINE,CALIFORNIA g2606 A Provide separate circuits each for dlahwaaher,garbage disposal,refrigerator,washer,dryer, SIW50N C516 STRAP FA.U.and microwave over. AT 807TOM 1/5 OF TANK (q4q)474-6030 B. Swlw ed outlets.nail be I)2 hot. (� FAX: (q4q)474-1422 G. Bathroom and Servlce Room fans: Where permitted code,switch Pan.sep arately Prom II t. Provide exhaust Pans at areas with tuba,shower.and sundries with minimum five complete or 2.4 LEDGER 7O M".DANIELIAN.COM changes per hour where natural ventilation does not Occur. At areas with lavatories arxi (2J STUDS W/ -- toilets whore natural ventilation does not occur,provide a rodroulating Pan per code 5/8"x5"LAS — —— requlrem.nt9 minimum-.xh-It Pan tD Dotal..air p:t rr.d. All exhaust vents to lead to Outside aM and be B'-O"minlmrm Prom any opening or SOGtIOn 120S.S G.B.G.. Q DAWELIAN A55aGIATE$E%PRESSLY D. All flxWrea,outlets,receptacle.etc.,penetrating fire....mbllas shall be rated and Installed RADIUS air 5/4" RE5EWE5 IT5 COMMON LAN to meet the requirement.of She GB.G.-Chapter"I. Outlet boxes,and oppo.lte sides of fire PLYWOOD CRADLE O COPYR16HT AND OTHER PROPERLY aa.embly walla shall b.separated by a horizontal distance of at least 24'. PLATFORM GL�AND 0 Q 0 RIGHT5 IN THESE PLANE.THESE E. All equipment Installed outdoors and ed to weather shall be weatherproof. TO 2x4 LEDGER G� O F. Providdee ground fault circuit Interrupt'M_.1.,at all bath.,R.N.ges,outdoor and at arm 5HALL EE PLANE ARE NOT ro BE REPRODULED Outlets.All branch circuits that supply 125-volt single-phase,I and 20 ampere rocepkacle ANCHORED CHAN5ED OR cOPIED IN ANY FORM tleta Installed In dwalling unit bedrooms shall b.pprrotected a!an orc-fault c1.01;Interniptar(s). OR MANNER wHAT50EVER.NOR ARE 6. Provide low voltage stub Out for house numbers If local code r Iulroa IlluminatlOn. THEY TO BE ASSIGNED TO ANY THIRD H. Kitchen and bathroom Ilghtln9 shall be In accordance with energy mandatary requo-mment.. PROVIDE BOLT I. Each conductor d every eyakem shall be rmanently tagged In GOmpIIGmGe with 0.5.H.A. 70 GINGN STRAP PARTY WITHOUT FIRST 06TAININ6 J. All conduit shall be Installed concealed where physically possible. All exposed condulE shall be THE EXPRESSED MITTEN PERM1551ON Intermediate metal conduit or E.M.T.and Irstalled parallel to ar at right angles with th0 bulidmg ELEVATION PLAN AND C9NSENT OF DANIELIAN Ile. If viewed by the public,paint Co match 9u-Hato to which It I.at cache ASSOCIATES. K The complete electrical systam shell be grounded In accordance with the presently aOopt.d edition oP the N.E.G.,Art.a250.UPer ground roqulrms a4 cops wire,20'-O"long,ombeddad Into concrete and provide bond to gee or water Iins. L. Penetrations to fire-rated materials shall be restored to equal roting as re ulrac local enforcing aggee cyy. Flame seal as manufactured by Notion Electric or Owner/C lent ae acted ^1I�-�II 1myl �Ay �I..IF }sue .ubskltute. Allnelectrlcal system cond�ctoro shall be tletalled In approved raceways. / I r 1/1 ' / �NGI IORA,57E Non-meta111c,sheathed cable"Romox"Is not approved Por penetratono OP fire rated O998mbll.e. 1 M. Use only competent and skilled persomel and perlO_all work,includin aasthaklc ae well as N15 QAOFESSPO, .Isatrlcal and m.chanlcal aspects to standards conslatmnt with the best practices of the trade. Q4} N. All conMlt only matallatlons shall have a pull rvlre ar rope. 1pC i 0. No alterations to the structural frame,dlaphragm8 comscklons or shear panels shall be made A hich wood<Ompromiae the deal9ned structural IntegHky of rvlthout prior— elements wrli[an j ':� CM 2 approval from the Structural Engineer. ....'I P. Provide.IastomeriG membrane materials at all penetrations of the water-rosl.tive membrane at - extarlor walla. O. Exposed NM cable(ram..)shall be protected Pram phyalGal damage per N.E.G. 5ATCHED FOFCAI'. 4. Irotallatbn H.IdRs All helglrts given are to bottom of fixture or outlet. Heights to meet all L16HT applcabls dl lsd/acceasiblltty requlr.ments. A. Exterior II t PI.Wr.s to be+92"from finish floor-unl.ss noted otherwbe B. Typical w I outlet.to b.+12"Prom Flnleh floor G. Typical wall switches to be+56"from finish floor D. Above-counter outlets at kitchen to be+44"from Flnish floor E. Above-mounter outlet.at bath to be+Be"from finish floor NO. DATE REVISION F. Mall outlet Por range hood to ha+"IB"from finish floor 6. Smoke detectons located per manuFacturero requirements 20'MAXIMUM H. Door ahlmes located wlthin 12"of ceiling FROM ACCESS I. Push buttons to be+56"from finish floor J. Above-counter outlets at I'_or other miscellaneous counters to be+44"from finish floor _ K Outlets at as....areas to be+45"from finish floor 50"WORKING L. Thermostats to be at+60"from finish floor _ SPACE AT M.Wall outlet far microwave/range hood to be+'18"from finish floor,when lhay occur CONTROLS N. Light bare In bathrooms to b..54"from finish floor,when they Occur 0 0.Step ligghts to be+6"above skirt board,when Shay occur P. Refer ED LanMcape drawhgs For all common area walla and exterior Ilghling surrounding 5. 1/ and Loeati: All outlets prlor to Installation o1 9ypatmi wallboard. Locate all switches and Fixture.from finished floor per.lectrleal plans and notes. 6. MaGrlals: I sPwroH A.St—lor: Silent type. B. E.t.ar outlets: Duplex typo,I5A,125 volt. PROVIDE POSITIVE 24'WIDE G. Exterior outlets: Sl.. weatherproof type,G.F.G.I. ELECTRICAL DISCONNECT Soup PROJECT TITLE D.Outlets antl pull boxes: Galvanlzsd AND N GONJIENCE OUTLET FLOORING E. Panel boxes: Glrp It breaker tw.,r.y sga. flush mounted,galvanized and prime coated with WITHIN 25'OF FURNACE „ L,4 LA6UNA latch. Provide tlly.written carcfldentlf In Ircu". F. GOntlult,cable,w re: Parr proaently adopted.dltbn of the N.E.G. OPENINS a. Fluoreec.n' tubes and bulbs: Full spackrvm 3500K. EST A TE / H. Recessed Incandescent Ilght fixtures:In the proximity of atElc,telling or floor Insulation shall b. SWITCH LOCATED LJ �1 t LJ I.G.tie zero clearance Insulation cover. AT OR NEAR ACCESS I. All materlal9 shall be new and of the some manufacturer for each class or group of equlpment. L�tRC7E Materials shall be listed and approved by underwrlterb laboratories and shall hear.the Inspection label where aubJect to such approval. Materials shall memt with the approval of the dlvlelon of Industrial..fusty ad all gay.ming bodls.havtrlg JJ ladlctlon. Materials shall be manufactured In accordance with applicable standard.aska611ahad by A.N.S.I.,UL.,N.E.M.A.and NJ3.FU.. Install per manuPacturoro'recorcmendatlom. I L J. Conductora shall be code grade,600 volt claas,copper,marked 24"alongg It's length.howing manufacturer's name,maximum allowable voltage card alza. Conductors ehalrbe type"THWN"- K Ift. Call—the wlra to the site In unbroken ackages. See Note-I,J. J� alwnlnun feeder wnductors are approved Igor subs"'On,copper only wtthin units,and TT I G FURN/�GE PROJECT NO. 03005 Installed,Final Gonnectlona to vibrating a Upm.nt shall be copper only and all alumiram tsrtnimklons shall be made u.ing a%pr tool ar Other mOnUPOGkurorb reGDTTendatlgla. Provide mtl-oxide compound on all alluminum terminations. Na aluminum conductor smaller NT5 SHEET TITLE than a4 AW6. L. Bathroom r.ceptaUo outlets shall be supplied by a minimum of a 20 amper.branch circuit. such circuits shall have no other outlets. This clrouit may aarva more than one bathroom. NEG Art.210-52 M. All 125-" single phase 15 and 2O ampere racepto,als Installed In bathroom,garage,basement, outdoors,kitchen GPhntsro and wet bar sinks shall ba 6.I.F.1.G.. N. For a one Pomlly dwelling and each unit of a two-famll dwelling that I.at grad.larval,at least one_Pta.1.outlet acc.,..able at ode level and not more than 6 Peat,b Inches(1.48m) above grade shall be InaHtallod at from and back of the dwelling.See Section 210-6(a)(5) 1t�— �•y O.A dedicated 20 AMP circuit shall be provided at laundry room. GENE R�`L P. Provide 2-20 AMP small appliance circuits for Kitchen. NOTES PROVIDE SWITCHED LIGHT ^� �^CLE (GBG) T. House 5-1— 51ze per requirements,MIN.IOOA I"dia.,5 W service. 8. Colors and Dealgn: A. Switch late.,covens,etc.: As.elected Owner/Ghent. B. Fxturoe: Aa a.I.ct.d by Owner/Glleot. CURRENT ISSUE,0I/15/09 R. Fire Warning System, Smoke detectors and alarm aipkem shall be hard-waned with battery back-u ORIGINAL DATE: p power and T battery signal and installs.as required by G.B.G.-Section 310. Detectors shall be MAY a� �ft placed In corridors,adjacent rooms and sleepping rooms"par manufacturer's--mendatlons. —.__.- p m 2 Detector.shall ba pia d In c1os.proximity a tolrw.9 when bedrmma are located on upper �( floor. Ali detectors'hall ba Intercommted to aountl a slmultaneau.alarm audible In all sleeping EO'x50"WORKING FURNACE - MA 1 �o areas of the dwelims unit. SPADE O 10. Meters. Verlfy all requirements wlth governing utility comparg. II. Elmctrkal Plano and Galculotloro: Shall be drawn and submitted by the Electrical Subcontractor DISTANCE FROM ACCESS to the Building Department far approval. SubmR ore (I)set to the Architect for review for SOLID FLOORING NOT TO FURNACE NOT TO Hermance with the visual design concept. Electrical Subcontractor.hall coordlnate his dravings LESS THAN 24'WIDE EXCEED 20'. with the Architects. 90'x50'MINIMUM A0GE56 OPENING ,o PRINT DATE SHFFT W) 3 TTIG FURNACE (5-6 NT5 CERTIFICATES OF COMPLIANCE PLAN 2 W PTI NAL BEDROOM OFFICE PLAN 2 PLAN I W OPTIONAL BONUS ROOM PLAN I 10 0 00 510 C 1 0 US 00 h�1= CERTIFICATE OF COMPLIANCE. RESIDENTIAL Page 1 CF-IR CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 1 CF7IR CERTIFICATE OF COMPLIANCE- RESIDENTIAL Page 1 CF-1R CERTIFICATE OF COMPLIANCEt RESIDENT IAL Page 1 CF-1R ___________________s=====______________________________________________________ ------------____--------------------__--------------------______----------_____ _ _ _______ __ _______________________________ w/0 ________ Protect Title.......... Plan 2 w/Opt.Bed.5/Office Dn--------------01,27 ProJect T1tl........... Plan 2 Date.---------- 1--- 57 Project T1t Le......... Plan 1 pt. Bonus Room Date..-----03 16,54,56 ProJect Title.......... Plan 1 Date..03------ 19,--- ProJec{Address.....:.. La Laguna Estates/Large wwwkkwk --------------------- ProJect Address::.....: L. Lnpouna Estates/Large ••k1al: --------------------- Project Addrwss........ La Lagguna Estates/Large kkkkkk. 1 ------------------- Protect Address.:...... La aL.gur.Etsl Estates/Large kkwkkww --------------------- E wv6.Oiw I Lnke Elslnore, CA •v6.O1• 1 Lnke Elslnore, CA •vb.Ol• _________________ I Lak¢Elslnore, LA kv6.Ole- I _________-_______Coke lslnore. CA _________________ ----------------- w...... I Hulldin Permit M I Oocumenintlon Author..: RO I.ntl Gonzalez wwwwwww I Building Permit N Documentation Author... Roland Gonzalez wrwMwww 1 Bullding Permit N I Documentation Author... Roland Gonzalez •www.ww I Hu1Lding Permit# Documentation Author... Roland Gonzalez p Heritaggee Energy Group I _______ ______ I Heritage Energy Group I _________________ Meritsga Energy Group ____ I Heritage Energy Group I -----____________ - 15375 Barrnnc.Pkwy, Suite F-101 I Plan Check / Date I 13375 Bnrrancn Pkwy, Su 1te F-101 I Plan Check /D.te 15375 Barranca Pkwy, Suite F-I01 Plan Check/Dnte I 15375 Bnrrancn Pkwy, Suite F-I01 I Pton Check/ Date Irv-ne, CA 92618 1 _________________ I Irvine, CA 92618 I _____-___________ Irvine, CA 92618 _________________ I Irvine, LA 92618 I _____----___-_--- I 949-789-7221 1 Fleltl Check/ Onte I 949-789-7221 Fle ld Check/Date 949-789-7221 Fleltl Check/Dote I 949-789-7221 I Field Check/O.te I - Cllmate Zone......:.... 10 _____________________ Climate Zone........... 10 _____________________ CLIMatr Zone........... 30 _________-___________ Climate Zane.......: Comp-,once Method...... NO v6.01 for 2001 Standards by Enercamp, Inc. Compliance Method...... MICROPAS6 v6.O1 for 2001 Standards by Enercomp, Inc. Compliance Method...... MICROPAS6 v6.01 for 2001 Standards by Enercomp, Inc. Compliance Methotl..::.. MICROPASG v6.01 for 2001 St.nd.rds by Enarcomp, Inc. .=====c=e________ _______________---------_____________ _______ ............... _ ___________ __:: ____________ I MICROPAS6 v6.0 1 Flle-23098P20 Nth-CTZ10S92 Program-FORM CF-1R I I MICROPAS6 6.01 FILe-e3098P2 Wth-CTZ10S92 Program-FORM CF-IR I MICROPAS6 v6.01 F,Le-23098P10 Wth-CTZ10S92 Pr.gr.m-FORM CF-1R I I MICROPAS6 6.01 FILe-23098P1 Wth-CTZIOS92 Progro,-FOM=CF-IR 1 TITLE 24 ENE%Y CONSULTANTS I UserN-MP09a0 User-Herr it Energy Group Run- i I User#-MP0940 User-Her lt.ge Energy Group Run- I User#-MP0940 User-Heritage Energy Group Run- I 1 Users-MP0940 User-Herlt.gv Energy Group Rump- ------------- I _________________ _______________ _______________-_______________________________... ...._......______ ____________-______ ----------------------- _______________________________________________________________________________ GENERAL INFORMATION GENERAL INFORMATION GENERAL INFORMATION GENERAL INFORMATION ------------------- ------------------- ------------------- ------------------- 15375 Barranca Pkwy. Conditioned Floor Ara...... 2232 sf Conditioned Floor Are...... 2032 sf Conditioned Floor Area..... 2074 sf Card l tlon.d Floor A........ I871 Of Bun ltling Type.............. Single Family Detached Hulldlnp Type.............. Single Fomlly Detached HUI Id Ing Type...,..,....... Single Family Detached Hulltll ng Typv.............. Single Family Detached Suite F-101 Construction Typp¢.. ... New Construction Type..... ... Nrw Calnet l"ctlnn Type..... ... New Cons truCtion Ty a .. . ... New Bulldin0 Front Orlent.{Ion. Cardlnnl -N,E,S,W Building Front Or,ent.t,on. C.rdln.l -N,E,S,W B.I ltling Front Or l.nt.teon. C.rdln.l -N,E,S,W Hulldlnp Front�rlentatlon. Cardinal -N,E,S,W Number of Dwelling Units... 1 Number of Dwelling Units... I NNMber of Dwelling Units... I Number of Dwelling Units... I Irvine,CA 926 18 Number of St,rle........... I Number of Star l es.......... l Number of Stories.......,,. 1 Number of Stor,es.......... I Floor Construction Type.... Slob On Grade Floor Construction Type.... Slab On 0r Floor Construction Type.,,, Slab On Grade Floor Construction Type... Slab On Grade i; 949-789-7221 Glazing Percentage....,..., 13.9 R of floor ores Glazing Percentage,,,,,,,,, 14.3%of floor area Glazing Parevnt.pv......... 15.4 L of floor area Gl.zing Percentage........, I3.2'/.of floor area Aver.9 GI.., U-fatter,,, 0.55 Btu/hr-sf-F Aver.g¢Gl.zing U-Factor... 0.55 Btu/hr-sf-F Average Glaz,np U-factor... 0.55 Btu/hr-sf-F Average Glnzing U-factor... C,55 Btu/hr-sf-F Average Glazing SHGC......, a45 Avenge Glazing SHGC......, 0.45 Average GL.zing SHGC....... 0.45 Average Glazing SHGC....... 0.45 F: 949-789-7222 Average Cel ling Height..... 9.1 Ft Average Ceding Height..... 9.1 ft Average CeILing He Ight..... 9.1 ft Average Ceiling Height..... 9.1 ft BUILDING SHELL INSULATION BOIL➢ING SHELL INSULATION BUILDING SHELL INSULATION BUILDING SHELL INSULATION _________________________ ------------------------- _________________________ _________________________ Component Frame Cnvlty Sheathing Total Assembly Component Frame Cavity Sheathing Total Assembly Component Frame Cavity Shenthl no Total Assembly Component Frame Cnvlty Sheathing Total Assembly Type Type R-value R-value R-value U-factor Locate on/Comments Type Type R-value R-value R-value U-factor Location/Comments Type Type R-value R-value R-value U-factor Locotlon/Comments Type Type R-v.lug R-value R-value U-factor Location/Comments _________ _______ ___ _______ ___________________ ______________________________________ _____________-___________________________________________________________ ____________ __________-____________ ------- ------- _-______________________ Wall Wood R-13 R-n/. R-13 0.088 exterior, Wall WoId R-13 R-n/n R-13 0.086 extrrlor, Wall Wood R-113 R-n/. R-13 0.088 exterior, W. Wood R-13 R-n/. R-13 0.088 exterior- Moll Wood R-13 R-n/. R-13 0.082 Garage/house Wnll Wood R-13 R-n/a R-13 0.08a Gnrnge/house W. Mood R-l3 R-n/a R-l3 0.082 Gnrape/house Vnll Wood R-13 R-n/. R-13 0.082 Garage/house Roof Wood R-30 R-n/n R-30 0.031 At{10 Roof Wood R-30 R-n/a R-30 0.031 Attlo Roof Wood R-30 R-n/n R-30 0.031 Attic Roof Wood R-30 R-n/n R-30 0.031 Att10 Door Wood R-0 R-n/. R-0 0.330 frt door, garage door Door Wood R-0 R-n/. R-0 0.330 frt door, garage tloor Door Wood R-0 R-n/n R-0 0.330 frt door, garage door Door Wood R-O R-n/. R-O 0.330 frt door, garage door SI.bEdge Non. R-0 R-n/. F2=0.760 to outside Sl.bEdge None R-0 R-n/a F2=0.760 to outside SlabEdpe None R-0 R-n/n F2=0.760 to outside Sl.I,Edge None R-0 R-n/. F2-0.760 to outside S lobEdge Nona R-0 R-n/a F2=0.510 to 9...ge SlabEdge, None R-0 R-n/. F2=0.510 to garage SlabEtl9. None R-0 R-n/. F2=0.5I0 to gor.ge SlabEdge None R-0 R-n/. F2=0.510 to garage r FENESTRATION FENESTRATION FENESTRATION FENESTRATION Ili' Uv... ____________Over- Ov.r- Over- Area U- Exterior hang/ Arva U- Exterior hang/ Are. U- Exterior hang/ Are. U- Exterior Mang/ Orlent.tlon (sf) Factor SHGC Sh.d In Fin c tion/C M ents f Shn I in ate <sf) Factor SHGC Shading Fin Locotlon/Comments rl en{tl on sP) F.c{or M h in Fine ion/ ants g s Lo a o Orlent.tlon-_---Cs) Factor SHGC d no F s Loc on/Comments Orientation 0 0 a < S GC Sad g ne Location/Comments Comm ________________ ___ ____________________ _____________ __________ ______-____ ___ ____________--------______________-________________ ________-_______ _________________ _____________ ________ _____________________------______-------- ___ ____ -------- Wind Back (S) 60.0 0.550 0.430 Standard Yrs Alumn/Operable/Low-E Vtntl Back (S) 60.0 0.SSO 0.450 Standard Yes Alumn/Operable/Low-E Vl ntl Hack <S) 35.0 0.550 0.450 Standard Yes Alumn/Dpe..ble/Low-E Wind Back (S) 35.0 0.550 0.450 Standartl Yes Alum./Operable/Low-E Door Bock (S) 96.0 0.550 0.450 Standard Yes Alunn/Patio Door/Low-E Door Bock (S) 96,0 0.550 0.450 Standard Yes Alumn/Patio Door/Low-E Door H.ck (S) 88.0 0.550 0.450 Standard Yes Alumn/Patio Door/Low-E Door Back (S) 88.0 0.350 0.450 Standard Yes AIuMn/Patio Door/Low-E Word Right(W) 40.0 0.550 0.450 Standard None Alumn/Operable/Low-E Wind Right<W) 40.0 0.550 0.450 Standard None Alumn/Op-iota/Low-E Wl ntl Rlgnt(W) 32.5 0.550 0.450 Standard Yes Alumn/0per.ble/Low-E Wind Right(W) 22.5 0.550 0.450 Standard Yes Atumn/Ope..bl./Low-E Mind Front CN) 40.0 0.550 0.450 Stantlard Yes Alumn/Operable/Low-E Wlnd Front(N) 20.0 0.550 0.450 Standard Yes Alumn/Operable/Lew-E W1 ntl Right(W) 43.5 0.330 0.450 Standard None Alumn/Operab lv/Low-E W1ntl Right(Y) 43.5 0.550 O.450 Standartl None Alumn/Operable/Low-E r/� W1 ntl Fron{(N) 20.0 0.550 0.450 Standard None Alumn/Operable/Low-E Wind Front<N) 20.0 0.550 0.450 Standard None Alumn/Operable/Low-E We ntl Front CN) 80.0 0.550 0.450 S{nntlnrd Yes Alumn/Operable/Low-E Y1ntl Front tN) S5.0 0.550 0.450 Standartl Yes Alumn/Operable/Low-E V/ W1 ntl Left <E) 42.5 0.550 0.450 Standard None Alumn/Operable/Low-E Wlnd Left (E) 42.5 0.550 0.450 St.ndard None Alunn/Operable/Low-E Wlnd Left <E) 40.0 0.550 0.450 St.nd.rd No Alumn/Opernbl•/Low-E Wind Left fE) 40.0 0.550 0.450 Standard None ALU./Operable/Low-E Wind Left (E) 12.3 0.550 0.450 Standard Yes Alumn/Operable/Low-E Win Left CE) 12.5 D.550 0.450 Standard Yes Atumn/Operable/Low-E T 1 CERTIFICATE OF COMPLIANCE- RESIDENTIAL Page 2 CF-1R CERTIFICATE OF COMPLIANCE. RESIDENTIAL Page 2 CF-1R CERTIFICATE OF COMPLIANCE, RESIDENTIAL Page 2 CF-1R CERTIFICATE OF COMPLIANCE- RESIDENTIAL P.ge 2 CF-1R U Project Title.. PL.n 2 w/Opt.Bed.5/Off Ice Date,.03/20/03 17-01-27 Project T1tie.. Plan 2 Date..03/20/03 16-581 57 ProJect Tit Le.- PLan 1 w/Opt. Bonus Room Date..03/20/03 1&54-56 ProJvct Title.. Plan 1 Date..03/20/03 19,13,15 ______________: __- _ SLAB SURFACES SLAB SURFACES SLAB SURFACES SLAB SURFACES Are. Pre. Area Area Slab Type (sf) Slab Type (sf) Slab Type (sf) Slab Type (sf) Standard Stab 2232 Standard Slab 2032 Standard Slab 2074 Standard Slab 1871 HVAC SYSTEMS HVAC SYSTEMS HVAC SYSTEMS HVAC SYSTEMS [� J R¢frlg¢r.nt Tested ACCA Refrigerant Tested ACCA Refrigerant Tested ACCA Rrfr I9-ht Tested ACCA f� Equipment Minimum Charge.ntl Duct Duct Duct Manu.t Thermostat Equipment Minimum ChnrpD and Duct Duct Duct Manual Thermostat Equipment MInIMUM Cnorgg¢nntl Duct Duct Duct Manual Thermostat Equipment Minimum Chargge and Duct Duct Duct Manual Thermostat Type Efficiency Airflow Location R-v.Iue Leakage D Type Type Efficiency All low Location R-value Leakage D Type Type EfFlc,.h.y Air f low Location R-value Leakage D Type Type Efficiency lc linty Al rP low L.c.t,on R-value Lenknge D Type ________________________ _______ _______________________________ __________ _________________-________-_______________ ______________________________ _________________________-___-_______-____ _______ _______ ________________ ------------ ------------_______ ------------------_______ Furnace 0.800 AFUE n/a Attic R-4.2 No No Setback Furnace 0.800 AFUE n/n Attic R-4.2 No No Setback Furn... 0.800 AFUE n/. Attic R-4.2 No No Setback Furnace 0.800 AFUE /a Attic R-4.2 No No Setback O ACSp I I t 10.00 SEER No Attic R-4.2 No No Setback ACSpLIt 10.00 SEER No Attic R-4.2 No No Setback ACSpllt 16.00 SEER No Attic R-4.2 No No Setb.ck ACSpllt I0.00 SEER No Attic R-4.2 No No Setback T Minimum Heatingg Load- 42,726 Btuh Minimum Heating Load- 37,3117 Btuh Minimum Heating Load, 40,461 Btuh Minimum Heatini Load, 35,428 Btuh l 1 Cooling Load, 28,213(Senslble), 33,856(Tot.l) Cooling Load, 25,725(Sansl b Le), 30,870(Tota L) Cooling Load- 26,263(Senslb le>, 31,515(Totat) Cooling Load- 3,429(Sens,ble>, 28,115(Total) �../ Note- The loads shown are only one of the criteria affecting the selection of Note, Th. Leads shown. e only an of tha cr l ter ea affecting the selection of Note, The loads shown ore only one of the criteria offectln the select,,,of Not.- The loads shown are only one of the crlterin nffectlnp the selection of HVAC equipment. Other relevant tlr:,gn£attars such n .1r flow requirements, HVAC equipment. Other relevant tles,pn f.c{ors such as air f low requirements, HVAC equipment. Other ry levant design factors such as n1r flow requirements, HVAC.qulp,.nt. Other relevant design factors such n .'r flow r.qul rvments, outdoor dellg,temp¢r.tures, coil sizing, oval lab,lily of equipment, o rrslzing out deslpn temperatures, toll sizing, seal lnbl lily of equ,Dmen{, overslz,np outdoor tles,Bn temperatures, till sizing, nvnitab,lily of .quipm.nt, o rs,z,ng outdoor deslpn temperatures, coil sizing, .vnllab111ty of equipment, ,rrslzing safety Morpl n, etc., must also be considered. It is the HVAC designer's safely Mnrgi n, et[., Must also be consid-ol IS Is the HVAC desipn.r's s.Fe{y M.rg 1n, etc., Must also be c nsetler.d. It l•the HVAC aestgner'/s safety Marp,n, etc., Must also be considered. It Is the HVAC deslpner'�s r esponslblll ty to consider all Factors when selecting the HVAC equ IpMent. Th.t r.sponsib,llty to consider all Pnctors when s.lvctl np the HVAC equipment. That espons,bll,ty to coast tler all factors when selecting the HVAC equ tpmenS. That responsib,l,ty to consider.Il factors when selecting the HVAC equ'phen{, That I ndi vidu.l Is required to provide Form CFO R, an Instollatl on Cer{1F,cate, Ind,v,dunl is required to provide Forts CF-6R, an Instal latlon Certlf lcnte, Individual Is requ,red to prow ltle Forts CF-6R, on Instntlat,on Lertif-[ate, IndIVIdU.I ,s required to proved.Forts CF-6R, an Installation Cert,flcat., which must br posted at the building sit.prior to ..su.nce of the occupancy which must be posted at the but id s,t.prior to Issuance of the occupancy which must be posted at the bulldlno site prior to i....nce of the occupancy which Must be posted at the but ld lap sl to prior to Issuance of the occup.ncy perMlt. The CF-6R Is not'equ lead for permit submittal. It Is 1n{ended to prrM,t. The CF-6R 1s noL requlratl For perMlt subml tta 1. It 1s lntentletl to perm l t. The CF-6R Is not rvqu-red for per,It subm,tta 1. It 1s I,t.ndrd t0 perMlt. The CF-6R Is not required for perms{ submlttal. It Is Intended to Insure lnstallation of equipment that meets the eff iclency requirements of She Insure Instal lateon of equipment {hat Meets the efficiency lclency requirements Of the Insure Install.t,on f equipment 1pmen{that meets the efFic linty requirements of the Insure Installation of equipment that meets the ePf lclency requirements of the -l c ompll ante document.ti , compliance documentation. compliance documentation, ..Mpllance documentation. W WATER HEATING SYSTEMS WATER HEATING SYSTEMS WATER_HEATING SYSTEMS WATER HEATING SYSTEMS Number Tank External Number Tank External Number Tank Extern.- Number Tank External In Energy Size Insu lnilon in Energy St.. Insu late on In Energy Size Insulation In Energy Slze Insula{ion Tank Typo He.t.r Type Distrlbuti on Type System Factor (got) R-v.lue Tank Type He.t.r Type ➢lstrl buteon Type System Factor (pal) R-vo Lue Tnnk Type Heater Type Distribution Type System Factor ()I I) R-va(ue Tank Type Hants Type Dl str l but i on Type System Factor <go 1) R-vatu. _ _________________________________ ____________________ __________ ____________-_______________________________________-____-------------- ______________________________ ______________________________ _______________________------------------- ------ -------------------- storage Gas Standard 1 0.62 40 R-n/. Storage Gas Standard 1 0.62 40 R- n/a Storage Gas Stantlard 1 0,62 40 R- n/a Storage Gas Standard 1 0.62 40 R-n/. Rhesm Water Heater RHG PR040-40(or equal) Rheem Water Heater RHG PR040-4U(or equal) Rh-Water Neater RHG PR040-40(or equal) Rheam Water Heater RHG PR040-40 Car equal) First Hour Rating, Gollons<68) First Hour Rating. Gallons(68) First Hour Rating, Gallons(68) First Hour Rating, Gollons(68) l As per UPC chapter 5. As per UPC chapter 5, A' per UPC chapter 5, As per UPC chapter 5, � V The min,hum capacity For water heaters shall be In accordance with the first The minimum capacity for water heaters shall be in accordance with the first The minimum cap.clty for wet r hinters shall be in accordance wI th the first The Mtn I Mum capacity F r wet r heaters shall be in accordance with the first hour rating listed In Table 5-1 below. hour rating listed In Table 5-1 below. hour rating listed In Table 5-1 below. hour rating Listed In Table 5-1 below. INumber of Hnthr,oMs 1 1 40 1,5 1 2 to 2.5 1 3 to-3.5 1 INumber of Bathrooms___---_I i t 1:5 1 2 to 2.5 1 3 to 3.5 INumber of Bathrooms I 1 to I.5 2 to 2,5 3 to 3.5 I INumber Of Bathrooms I I to 1.5 1 2 to 2 5 3 to 3 5 I __===•=I==':___:_.:.==:i 1======.==____=====v-_____=I===========1=====_____=====1=====_ __=====11.=.==__._____......__=.==.I..===_=••==1==•==_ __=====1'--'-"-------'I INumber of Bedrooms 1 1 1 2 1 3 1 2 1 3 1 4 1 5 1 3 1 4 1 5 1 6 1 INumber of Bedrooms 1 1 1 2 1 3 1 2 1 3 1 4 1 5 1 3 1 4 1 5 1 6 1 INumber of Bedrooms 1 1 1 2 1 3 1 2 1 3 1 4 1 5 1 3 1 4 1 5 1 6 1 INumber of Bedrooms 1 1 1 2 1 3 1 2 1 3 1 4 1 5 1 3 1 4 1 5 1 6 1 1==== _____________=====1===.==I...I.==I.==1===I=.=1=.===.1==.I===1 = =1===1===1===1===1===1===1===1===1===1 ______________-=====1===1===1=== I 1 I I I atln Gallons 142 154 154 154 167 167 180 167 180 180 180 1 t. H I 142.154.154 Ilst. Hour Rnting, Gallons 142 154 154 154 167 167 I80 167 180 180 I60 I Ilst. Hour Rating, Gallons 142 154 154 1.. 1.. 67 I80 67 180 180 180 11st. Hour R g. ------------- Its our Rating, Gat ions 154 I67 167 I80 167 180 IBO 180 I SPECIAL FEATURES AND MODELING ASSUMPTIONS SPECIAL FEATURES AND MODELING ASSUMPTIONS SPECIAL FEATURES AND MODELING ASSUMPTIONS SPECIAL FEATURES AND MODELING ASSUMPTIONS wkM ItfMS In thls section should be documented on the plans, w•w Items In this sectlan should br documented on the plans, •w• •w• Items In this act l on should be documented on the plans, w [hems In this section should be documented on the plans, wkw lnst.tied to manufacturer nntl CEC spec)f lc at,ons, and kww w•k Inst.11ed to m.nuf.eturer antl CEC specifications, and w Installed to manufacturer and CEC Lprciflcat,ons, and www installed to n,nu ctur and CEC specifications, and kww NON ver-fled during plan check and Field Inspection. www www verified during plan check antl Fie Ld inspection. www wss ver,fled during plan check antl F1rld Inspect,en. www we-•verified tlurinp pL.n check and Field Inspection. www This Is a Multlp Le Orlent.tl0n building with no or lentatl on restrictions. This IS a multiple orientation building with no orientation restrictions. This is n multiple orientation building with no orientation restrictions. This is a multiple orientation bullding with no orientation restrictions. This pre,tout is for the front Facing North. This printout ,•for the front Facing North. This printout is for the front facing North. This pr lmtout Is for the front fact no North. sawallaws- MANDATORY MEASURES SIGNATURES w Maidptwy Measures ChecMlst I Resklen4k1 MF-2 DESCRIPTION ®u MUM CERTIFICATE OF COMPLIANCE. RESIDENTIAL Page 3 CF-1R w Q apace Condltl on,p,Vakr Neat,p one Phwip Syskn WON—'. ProJect T 1 tl........... La L.guno Estates /Large Date.C3/20/03 19,13,15 ID7E,Lom,tt m IeItl l WIIdires s,elnt k ale StartlorM oust contain these.awes rtW dews of teal lorce ===e___________________________________eo=___________________________________- wR s rem carp J110 1 III WVAC,WipM.,na,haters,showedwads one Faucets c flea by the Canintan 1`-G( approod,,xcd Ilea nerNN.Ito W nkrlfk<p,ny h tr. t I lone Nis,nmis % listed on tlr Cart,Flak.F Cwpilwtu.wen thlc cMdlist Is Ircaporeke 1rRo w prrmlt Eoammh,the inters SsalIw(N,Nntlrg ortl/v canllrg Iwws nlalafM In accaaor,cv s1M ASNVL,SMwMd Of MCA COMPLIANCE STATEMENT tNi Anil h corclderee by II partlK K o biM,re nlnlww capwrnt per10ro �ec,flmti-f.the J 13d 0,kmnd thr.ctet moll a kitimble leat,re stir whs % Mobley neawK ahrthrr iFwY ors sbn elserAme In the 4xu.niz m m tl,ls ch&list only. JIUJ).P,R mJ 7orA 1„a+lntlm . ____________________ U W 1.Sims ton YN.krs a m Orr f.c ,yCss man terms wst h ntwmlly mwfea•Ion Th iscertificate of c mp l I once l I sts the bu I(d I•',9 features and performance Iwu4iaR°�iav°rpminstel5a r' 1rcs1 Rr•• p-Pications ended to comply with 71 tie-24, Parts I and 6 of the 2 Flrnt 5 fat M plps 6.1ft k nW hatm kwt,mwneclnLlalire rystmz,ImutaiaIi(RM m grater) Ca 11 fora I a Co den of R.gu la{Ions, and the atlm 1 nl steal l V¢ regulations1, to I IacMq taMz ion alms udlrcd stewg Wks,. IM-thot wi rtwks hour R-12 % Im lament them. This certificate has been signed b the Indlvld..l with w W CFO sly e,derMl raw kt,. R-6 cwblrN I,rtrrrwl/eatrnel Iatlm P a ene y 1.At I bm.ed m espad InW,n reclwlatug Oh i let M hot nkr sycteM over.L L deals, respons I b i l I ty. When this hIs c t if I cat.of comp I I ante I s WII&V l.1w N.- 5 cmllrg sY,%h p,plrp geSa�'F lMulated subm Itted for a single bull ding plan to be built in multiple orientations, e N lSpt o).Mwl w,R-19 cal l 1p Iw IeS1m PI,ro.-I.w Main hotlp salve And-,direct ht ntm iww ny shad l no feature that I s var led is indicated in the Special Features % yy a r ]5 A t( 4iawd Foro Model rag Assumptions sectIOn. lVbh L-flit Ir•Ylakm m.4ixbrer's labeled R-Value. 1.All ducts ar4 peeves IMktltlll-ld and I,m1,1m m net 11r repllr�Mnk ai th 199e C1C secllons 601,(m3, b % a tl M,aM Mp'l,d 6I.' d is IMuhted I..m,ww IMWLK level M Rt 2 o ed w.lrt ly In II,,,,ccad,,a.space ern, mwtse�1� th1MSS�c tip&I<M0 snloM.,lair dxt claws sKkn DESIGNER or OWNER DOCUMENTATION AUTHOR .5"Wo,mho R-13 ntl Ireulatlm In .sons irtMd ails m we.lwlwh ewaln 1n Mki Mw ails. X 11wt yr opp11c6bie 1{�,LLlbl m lets 1�mastic or tape,z usN b tnl W.I ros % <don not I k 13 W w fla wImA ton 1/l,rtlu we- 1 t, oP n kc.rd t m tape A.II h uwd WHd, rev loll di t ------ Name.... Roland!Gonzalez .b11am,NI�r�-R-13 n.sed slam emalat,m In aalwa Hams, % IN a"rvll tmK 1 ,dewed In Ortk an3 nnnz"'o€ch I"7 mtl tlw j �_ l rot Name.... ------ ------ h sn led r1m clam ,nwber adrrsln act topes mlett sub,tape,z used m caws-mTi milq nspc Company. Sorveas{M,Mas Company. Heritage Energy Group b IWD,Slab edam IM.lat,m-nkr rbsmpt,m rck r.mister tlmn a 3X,,ter wpm 4aweHsl., °ntl awwbr,th. Address. 3536 Concourse St., .100 Address. 15375 Barranca Pkwy, Suit.F-101 nb M Beat.man 20 pww A/A 22 DE�dd,,opat ion sysk.h badtrwM m outarokc Dopers. Ontar 1 o, CA 91764 I ry I ne, CA 92618 S3 aVeM wl.e1 i s sells Ilg cvdltim space have either autowtic m.11,accessible, Phone... 909-483-7320 Phone... 949-789-7221 b 11H IMubt,on ge,,flN m Ir ktled nets IMuleSion qi skdANs Indlrok tffl and four Y N/A L i sense. _ % S11k Pool Sm Nntlre System antl EWIpneM ____________________ :its, .Siate,Is bet,fied with TeX tlwnal elIklaq,on df"vkh,smile p imF apratI%Irctrtakim., - lxl - b11617,FmK tie P.A h.,ExkN.pours u,l IMIItrAt .1 ilHnt,m Controls ..1,trk m.stmd Feting wd N pilot light Signed.. ------------------------- Sigreed.. > 1.➢ours artl e,Mns hkeer-cm4ltlonN and u,cartl ikon spa.bs, k Ilnit air I __---_-- .•d -"` I 2 SAtttA Is kak,,wl tlr Cdat!) 2.Fenstnt,m (e t Fle ldiabrlpkmh Lebe1 with ce.f.al IFwlue,cetlfl.d Sal.hat n At tract 36'Pip.b«m felt.wd halm fur fudre aim hallp N/A G-7 ln. lo- 11n, -I.ppt..11e ove fur. td- l ago, ENFORCEMENT AGENCY li),Va.,boars aM•Irgnc wntA.twt,Z ed,al l N MS aM perctntlms Iwllkltl and SN led P°0 c m - b leIXp1.Ypm harems MrdotmY In Clipk Zones 1(aM 16 only. % I Poel ryskw Iks MI n reAsImal inlets and a cir hunk,pu,p tin news beta hsilrcb cenirpl fuwrce,Pal hrot.,;.Ir.tem m hr,eelwld woltip appllmu hn M Name.... __________ b I50(0,Spec lnl IMI Itntlm heel.IMt�led m ewply.Ion I51 nwek tamistlm a•Ilty ete,derde. N/A mnt,ww.ly blwmg pilot Light(lxcept,m Nerekctrimt Wdtug appllwxe nth<150 bbYh.) % T i t le... __-___-- R lonld.IM41lat1m ae Fireplaces prcmat err Gas Appel wvxs wtl Gas lops Llphtire mmwr.w 1.No wd/wdwytait�f,replw¢s have, bISIX WI,Lm,M,rcs f0r�pe.0 I kp1rtl ,n k,tdrM sh ll hen lops wi%einauy of w Iww HIV,m prcaor fm - ---- a Clneoble.tat m plKs am penervl Ilphtlre In knit, Ills ptnersi llght,p ftit be txdrolIN by.nitN m a read,ty naen,blr lld,tkg control Phone... _________________________ b Whlk ur'MON rim.4uoer wd control % NMI at on e114aI[e nit, kl tdw, a Flue doper antl control bl w2,Ra{ats 1;a d.nrt�mtr�rt www,t eithr hagwe awl aM�,mglwn,rc dth logs lion m Hfl®ry of % Signed- _________________________ L a cmtlnrous bmnlp pat pl Iotz alloMd .I 1ARSOLwz ON rKnes'ud rziHlle fl ages ve IC t 1I4YI.W cpym.) altahtl ws f0 mH rcgllrmwnt <tlat a> CERTIFICATES OF COMPLIANCE PLAN 4 WIOPTIONAL DEN l BEDROOM 6 PLAN 4 PLAN 3 TOPTIONAL BEDROOM 6 I DEN PLAN 3 L'ERTIF ICATE OF CONPLIANLE, RESIDENIIAL Ppge 1 CF-IR CERTIFICATE OF' CDMPLI ANCE, RESI➢E NIIAL Pnpa 1 LF-IR CERT IF 3CATE OF COMPLIANCE, RESIDENTIAL Page 1 CF-1R CERT IF'ICATE OF COMPLIANCE, RESIDENTIAL Pope 1 CF-1R :_:......_•:...•==son............................ :___:._.....__________ ___ ..uv.o•=......•••.....•a....__.________...s................ : `==•.son== _______________=:===xxx•xxx===.=_______:_ __ ______`___:______:__________________:___________ ProJrct Title.......,,. Plan 4 w/Opt ➢en/B.d.6 Date..03/20/03 17,AS 58 Pro--------------------- Jvet Title.......... Plan 4 a.wwarwD.tr_03/20/D3-17_a0,14 Project T,ilr.......... Plan 3 w/Opt. Bed.6/Dsn Dote. 03/20/03_17,32,03 Prof act Tlt le.......... Plan 3 Date�_�-03/20/03-iT 28_28 \ ,,:,,!NI"n 11,1111� De Pro inn Estates/Large wwwawrw ProJec{ Address........ Lp La unp Estates/Large wwwrwrw .; I, s, � Prof ect Address..,.,,. L.Lopuna Estates/Large aaaawv ProJrct Address....... La LaGun.EstptCs/Lae Ject Addrsss.,,.,,., La Lap Q Lak.Elsinore, CA wv6.01w I LokN Elsl nor., LA wv6.Olw 1 I Lake Elsinore, CA rv6.Olw I Lake Els snore, CA rv6,Olw I I Documentation Author... Roland Gonzalez wwwwwwr Hw kiln Permit N I Documentat Ion Author... Roland Gonzalez -------------- ------n ---___--- Heritp a Energy Group - wwwwwww I -------Pernli N I Documentation Author.,, Roland Gonzalez wwrwwww Building Permit # I Documentation Author... Roland Gonzalez wwwwrww I Building Permit N I ii g ________ i Herlta7a Energy Group 1 Plan_----__ I Hvrl toppe Energy Group I Heritage Energy Group I _______________ I . I5375 Borranco Pkwy, Sul to F-101 Plgn Check/Date I 15375 earrarca Pkwy, Sul to F-101 1 Plan Check/Dote I 15375 Barran,,Pkwy, Sul to F-101 Plwn Check/Dote 15375 earranca Pkwy, Suite F-101 I Plnn Check/D.Se I Irvine, CA 92618 _____ I Irvine, CA 92618 I Irvine. CA 92618 _________________ I Irvine, CA 92618 949-789-7221 Feld Check/Date I 949-789-7221 F,v ld Check/Dnte I 949-789-7221 1 Ft e ld Check/Date 949-789-7221 Field Check/Dote I Climate Zone.....,.... 10 _____________________ Climate Zane........... 10 __-__________________ Climate Zane.........,. 10 _____________________ Climate Zone... .... l0 CompllnnGt Meehod.,,.,. MICROPAS6 v6.OI for 2D01 Stpndartls by Enercomp, Inc. Compllarce Nrthod...... MICROPAS6 v6,Ol for 2001 S{pndarda by EnerCOmp, Inc Compliance Method,..... MICROPAS6 v6 01 for 2001 Standards by Enercomp, Inc, Comps lance Method...... MICROPAS6 v6,O1 for 2001 Stantlartls by Enerconp, Inc. .. ANN ...............•s•.••....•...Nv...:........•..:._____________`_:__:....•.... .:...................•_ ::_ _____•:•••.••••••••o...• M,CROP ______=====xs.=.ons•.===___====.xxx.•.•.=xxxxxs=====______________•._••.._:__•`_ ___________-___=====x=====_____=====x=x==_ AS6 v6.01 Fi1r23098P40 Wth-CTZ10S92 Program-FORM CF-IR 1 I MICROPAS6 v6.DI F,le-2309BPa Mih-CTZIOS92 Program-FORM CF-SR I I MICROPAS6 v6,01 File-23098P30 W{h-CTZIOS92 Program-FORM CF-1R 1 MICROPAS6 v6,01 Flty-23098P3 Nth-CTZIOS92 Program-FORM CF-1R TITLE 24 EfVffiGY CONSULTANTS 1--------------Us.rN MP0940 User-Herltope Energy Group Run-___-_-_____-____I I_--_---------_Use-N_MP09-- User-------pe Energy Group Run--_-__-----------I I Us.r#-MP094O User-Heritage Energy Group Run- User#-MP0940 User-Herltage Energy G,'oup Run- I _____________________________________________________________________________ GENERAL_INFORMATION GENERAL_INFORMATION GENERAL INFORMATION GENERAL INFORMATION __ --_________ __ __________ CoedItloned Fla.,Area..,,, 2763 sf Conditioned Floor Ar.a. 2558 sf 15375 Barranea Pkwy. Building Type.............. Single Family Detached Bul ld,np Type.....,,....,, Single F.nlly Detached Conditioned Floor Area,,,. 2521 sf Conditioned Floor Area,.,,. 2311 sf Construction T e,. .,., New Construction T ..,. Building ldinp Type,,,,,,,,,,,,,, Single Family Detached Bulltlin T eon.....,,...,,. SIn le Family Detached Ypp yp. New Y ° 0 ° y Suite F-101 Hul lot Ing Front Orientation, Card InaI. -N,E,S,W Building Front Orientation, Card l Hal -N,E,S,M Cons}ruction Type ..... ,,. N.w Lonsiruct,on Typr., ,,. New Number of Dow l I.l no Unl'to, 1 Number of Dwelling Units... 1 BUlltl,ng Front rlentatlan. Card l nos -N,E,S,W Building Front Or l entatI on. Card Inal -N,E,S,N Number of Stories.......,, 2 Number of Storl.s....,..,., 2 Number Of Dwelling Unles... 1 Number of Dwelling Unl{s, . 1 Floor Construction Type.... Slab On Grade Floor Construction Type.,,. Slab On Grade Number of Stories.......... 2 Number of Stories..,,,,,,,, 2 Irvine,CA 92618 Glaze no Prrc_t.p.......... 14,7'/.of floor a ea Glazlno Ptreentagv......... 14.9 z of fto..are. Floor Construct l on Type,.,. Slob On Grade Floor Constructlon Type..,. Slab On Grade Average Gl.z,ng U-fatter... 0.55 Btu/hr-A,f-F r AV...0.Glnzing U-factor,.. 0.55 Btu/hr-sf-F Glnzing Prrerntoppe......... 16.5 z of floor.... Glazing P.... ntap...,..,,.. 16.3 Z of floor area T� 949-789-7221 Average Glaz,rp SHGL..,.... 0.45 Avrrapt Glnzing SHGL.,.,,,, 0.45 Average Glazlnp U-faetor,,. O.SS Btu/hr-sf-F Aver.gv Glazing U-factor.,, O.SS Btu/hr-sf-F r Average Culling Height,.... 8.6 ft Average Cot slap Heiphk,,,, 8.5 ft Average Glazlnp SHGC....,.. 0.45 Average Glazlno SHGC....... 0.45 F. 949-789-7222 Average Ceiling He I ght,,,,. 8.6 ft Average Ceiling Height.,.,. 8.6 ft BUILDING SHELL INSULATION BUILDING SHELL INSULATION BUILDING SHELL INSULATION BUILDING SHELL INSULATION _________________________ ------------------------- Component Frame Cavity Sheathing Total Assembly Component Frame CnvitY Sheathing Total Assembly ------------------------- y------------------------- Typo y Type R-vplu. R-value R-valu.U-factor LOcatlo,/Comments Type Type R-value R-value R-Vti U-factor location/Comments Component Frame Cavity Sheathing Total Assembly Component Frame Cpvit Shrothln Tot n! Assembl Type Type R value R value R value U factor Locotion/Comments Type Type R value R value R value U factor Location/Comments Nall Wood R-l3 R-n/a R-13 0.088 exterior, Wall Vontl R-13 R-n/o R-l3 0.088 extvrlpr, ___________________________ _______________ _______ __-----___-- ------ Wall Wood R-l3 R-n/n R-13 0.082 Garggt/house Wall Yoetl R-13 R-n/a R-13 0.082 Gnrapt/house Moll Wood R-13 R-n/n R-13 0.088..tfrlor, W. Wood R-13 R-n/a R-13 0.088 exterior- Floor Wood R-l3 R-n/a R-13 0.064 0/Garage, Floor Yootl R-13 R-n/a R-13 0.064 O/Garage' Mall Wood R-13 R-n/a R-13 0,082 Garage/house Wall Wood R-13 R-n/a R-13 0.082 Garage/house Roof Wood R-30 R-n/a R-30 0.031 Attic- Roof Yoetl R-30 R-n/a R-30 0.031 Attic Floor Yootl R-13 R-n/a R-13 0,064 0/Garage, Floor Yootl R-R3 R-n/a R-13 0...4 0/G..... Door Wood R-0 R-n/p R-D 0.330 frt door, garage door Door Yootl R-0 R-n/o R-D 0.330 frt door, garage door Floor Wood R-11 R-n/a R-19 0.049 Expo Fir, Floor Wood R-19 R-n/a R-19 0,049 Expo Fir, S labEtlpv None R-0 R-n/a F2.0.760 to outside SlabEdge None R-0 R-n/p F2.0.760 to eutsl tle Roof Yootl R-30 R-n/a R-30 0,031 Attic Roof Mood R-30 R-n/a R-30 D.031 Attice S lnbEdge None R-O R-n/a F2.0,510 to garage SlabEdge Non. R-0 R-n/. F2.0.510 to garage Door Mood R-0 R-n/a R-0 0.330 frt door, garage door Door Yootl R-0 R-n/a R-0 0,330 frt door, garage door FENESTRATION FENESTRATION SlabEdge Nonr R-0 R-n/a F2.0.760 to ouesld. SlabEdge None R-0 IRI F2=0.760 to outside _ __ SlabEdge Nonr R-0 R-n/a F2.0.510 to garage SlabEdge None R-0 IRI F2=0.no to garage Over- Over- FENESTRATION FENESTRATION w Area U- Exterior hang/ A... U- Exterior hang/ ------------ ------------ Or,entatlon (sf) Factor SHGC Shadl ng Fins Locotion/Comments Or,.nt.tlon Csf) Factor SHGC Shad l ng Flns Locatlon/Comments Ovrr- Over- -------- T 1 _________________________ _______________________________________ __---------- --------------- -------------- __________-____-______----___-_ F.1..� Door pack (S) 80,0 0.550 0.450 Standartl Yes Alumn/Patlo Door/Low-E Door Back (S) 80.0 0.550 0,450 Standard Yes Alumn/Patio Door/Low-E Aren U- Ex{error hang/ Area U- Ex{error hang/ Wend Hock (S) 15.0 0.550 0.450 Standard Nonr Alumn/Operable/Low-E Nlnd Hack (S) 15.0 0.550 0.450 Standard None A1um,/Oprrnble/Law-E Orlentatlon (sf) Factor SHGL Shad,np Flna Location/Comments Orl enigtlon-_---Csf> Factor SHGC Shnding Flns Locatlon/Comments Door Back (S) 48.0 0.550 0.450 Standard Nonr Alunn/Path Door/Low-E Door Hack (S) 48.0 0.550 0.45 Standard None Alumn/Patio Door/Low-E '--"------'---------------------"'-"'- ------------------------"---"- '---------- ---------------------- "'-'"-""'-----"'-'-------- Wind Back (S) 32.0 0.550 0,450 Standard Yes Alumn/Opernble/Low-E M,nd Hack (S) 32.0 0.550 0.AN Standard V.s Alumn/Operable/Low-E Wind Back (S) 90.0 0.550 0.450 Standard None Aluo% Operable/Low-E Wind Back (S) 90.0 0.550 0,450 Standard None Alumn/Oper..b le/Low-E Wend Right(Y) 36.0 D.530 0.150 Standard None Alumn/Operable/Low-E W,nd R,pht(V) 36.0 0,550 0.430 Standartl None Alunn/Operable/Low-E Door Hack (S) Bl.3 0.550 D.430 Stantlard Yr: Alumn/Paten Deer/Low-E Door Hack (S) 81.3 0.550 0.450 Standard yes Alunn/P.tlo Door/Low-E '^ Wlntl R,phi fW) 22.0 0.550 0,450 Standard Y.s Alumn/Operable/Low-E Wl ntl Rlph{(y) 22.0 0,5S0 0.450 Standartl Yea Plunn/Opernb le/Low-E Vlnd Hack (S) 56,0 0.5S0 0.450 Stantlard Yes Alumn/Opergb le/Low-E yl ntl B.Ck (S) 36.0 0.330 0,430 Standard Yes Alumn/Operable/Low-E V I Wind Front(N) 103�0 0,5S0 0.450 Standartl Yes Alumn/Operable/Low-E W,ntl Front(N) 78.0 0.SSO 0.450 Standard Yra Alum,/Operable/Low-E Nlnd Right(Y> 54,3 0.330 0,430 Stantlard None Alumn/DPfrab le/Low-E Wl nd RIOht(W) 54.3 0.SSO 0.450 Standartl None Alumn/Operable/Low-E Wlntl Left (E) 3D.0 0.550 0,450 Standard No Alumn/Operable/Low-E Wlntl LeFt (E) 30.0 0,550 0,450 Standard None Alum,/Operable/low-E Vlnd Front IN) 95,0 0.550 0.450 Standard Yes Alumn/Fixed/Low-E yintl Front(N) 70.0 0,550 0,450 St.ndard Yes Alumn/Flied/Low-E rT, Wlntl Left (E) 41�0 0.550 0.450 Standartl Yes Alumn/Operably/Low-E Wind LeFt (E) 41.0 0,550 0.450 Standard Yes Alumn/Opernb le/Low-E W,nOR Left CE) 39.0 0.550 0,450 Stantlard None Alumn/Fixed/Low-E Wintl Lef{ CE) 24.0 0,550 0.450 Standartl None Alumn/Flied/Low-E w CERTIFICATE OF COMPLIANCE, RESIDENTIAL Page 2 CF-lR CERTIFICATE OF COMPLIANCE, RESIDENTIAL Pape 2 CF-1R CERTIFICATE OF COMPLIANCE, RESIDENTIAL Pwge 2 CF-1R Project=Title. .. Plan 4 w/Opt. Den/Bed.6 Date,.03/eO/O3 17,45,58 Project Title. Plan 3 w/Opt• Bed,6/Don Dote..03/20/03 17,32,03 ProJ ect TIt le.......... Plan 3 Oq{...03/20/03 1h 28,28 ..••.•------. x=====__.........• _____ ______.. CERTIFICATE OF COMPLIANCE, RESIDENTIAL Page a CF-SR son•.••.•====e==•:.._._:•:•..:•xx::x:.xx===x=====__•:_______-----==s==.•=_..::_ :_•..•___.....•..••..••son..•..................... ....••.......:••.ono••..•...:. Protect T-c le_ _a_.c P. .• Dote..03/20/03 17,40,14 SLAB SURFACES _______ _________ __ _________===============.......... -- SLAB SURFACES SLAB SURFACES _ Area SLAB SURFACES Area peen Slab Type --- ------------- Slab Type (sf) Slab Type - St.hol ______ Area ________________ __-___ --------------------__ ` Stantlard Slab 1348 Slob Type (of) Standard Slab 1360 Standard Slab 1130 HVAC SYSTEMS Standard Slab 1143 HVAC SYSTEMS HVAC SYSTEMS ^ , ------------ ------------ RefrigerantP�1 Tested ACCA HVAC SYSTEMS Refrlp,r,,tDuct Tested ACCA Refrigerant Tested ACCA Equipment Minimum Charge and Duct Duct Duct Manual Thermostat ------------ Type Efflclency Airflow Location R- Rue Leakage D Type Refrigerant Tested ACCA Equipment Minimum Charge and ..ti Duct Duct Mnnunl Thermostat Equipment Efficiency Charg9e ontl Duct Duct Duct Manual Thermostat ------------------------------ ----------- ---------- Equipment Mlnlmun Char a pad Duct Duct Duct Nanual Thermostat Type Efflclency Alrf low Locntlan R-value Leakage D Type Type Eff lcl.ncy Air?low Locatlon R-va lu.Leakage D Type ____________________ __-___-__-_____-___ _________--_____-----____ ______ ___________ __--____ ________________________ __________________ ________ ________________ Furnace 0.800 AFIRE n/. Attic R-4.2 No No Setback Type Eff lc,.ncy All low Location R-value Lepk.0. D Type Furnace 0.800 AFUE n/. Attic R-4,2 No No Setback Furnace 0.800 AFIRE n/. AMC -4,2 No No Setback O ACSpllt 10.00 SEER No Attic R-4.2 No No Setback -------------------------------------------------------------- ---------- Furnace 0.800 AFIRE n/a Attic R-4.2 No No Setback ACSpllt 10.00 SEER No Attic R-4,2 No No Setback ACSpllt 10.00 SEER No Atile R-4.2 No No Setback Zone 1 - 1st Floor, Minimum Heating Loam 26,586 Btuh ALSplit 1a 00 SEER No Attic R-4,2 No No Setback Minimum Hentlnpp Load, 47,362 Btuh Minimum Hvailnpp Loam 41,188 Btuh ) Cooling Loam 15,445(Senslb lv), 18,534(7o}a l) COOiln Load, 33,791(Senslble), 40,549(Totnl) Coolie Loodi 30,644(Sensib(e), 36,773(Total) �../ Mlnlmum Meatlnpp Load- 43,964 Btuh 0 0 Zone 2-2nd Floor, Minimum HeatlnB Loam 20,453 Btuh Cools no Loam 28,988(Sens,ble), 34,785(Tot.l) Coollno Loam 15,161(Senslbl.>, 18,193(Total) Note, The loads shown are only one of the criteria affecting the son lectlon of Note, The loads shown a only one of the criteria affectlnp the selection of Note, The toads shown are only one of the criteria affecting the selection of HVAC equ pment, Other relevan4 design factors such as air flow requirements. HVAC equipment. Oth.r relevant design factors such as.1,flow roqu seamen}., Notei The loads shown are only one of the criteria affec}IrW the:,lectlon of HVAC equipment. Other relevant design£.[tors suth a air flow requirements, outdoor deaigm temperatures, Coll sizing, aVallgblllty Of equipment, overslzing outdoor design temperatures, coil sizing, ...I..toIt I of eq.,pmerrb, ov......no HVAC equipment. Other relevant design factors such ps air flow requlrenents, outdoor design temperatures, colt "zing. ova,labs llty of equipment, overslzing safety margin, etc„ must also be tongs Bored, It Is{he HVAC designer's safety m rppin, etc„ Hunt also be cona,deretl, It Is the HVAC Best pner's outdoor design temperatures, Coll sizing, avallabl llty of equipment, overslzing safety n ®in, etc., must also be c nsidered. It Is the HVAC designer's rvsponelb,lsty to cons,dvr all factors when son lectln the HVAC equipment. That responslblll{y to consltler all factors when ae lectln {he HVAC equipment. That No. margin, etc., must also be cons,alered. It is the HVAC designer's ,spans fib,llty to c slaer ate factors when se lecting the HVAC equl pment, That Individual is required to provide Form CF-6R, on Installation Certlf,tat individual 1s required to provide Form CF-6R, an Installation Certificate, responslbl llty to consider all factors when se lecting the HVAC equipment. That individual ,s required to provide Farm CF-6R, on Install Lert,flcate, which must be posted at the bus ltl lno site prior {o Issuance of the occupancy which must bon posted a{ the Lou:ld lag sl to pr l or to Issuance of the occupancy Inalviduat is roqu seed to provide Form CF-6R, pn Installail on Lert,ficote, which onus{bon steel at the but ld,np site pre or to Issuance of the o cupnncy permit. The CF-6R is not rrqu,retl for permit subnit{a 1. It is intsnded to permit. The CF-6R Is not required for perms{ subm,ttq 1, Ii ,s In ended to welch must be posted at the but lding site prior to Issuance of the occupancy porn,t. The CF-6R Is not required for pern,t submittal. It Is Intended to insure Installation of equipment that meets the vfflclency requirements of the Inouye Instal lots on of equipment that meets the efficiency requirements of the perm l t, The CF-6R Is not required for permit submittal. It IL Intended to Insure Installation f equipment that meets the efficiency requlrenents of the compliance documentation. compliance documentation. Insure in.ta,to tion of equipment that meets the efficiency requirements of the compliance documentation, comp L.....documentation. WATER HEATING SYSTEMS WATER HEATING SYSTEMS WATER HEATING SYSTEMS --------------------- --------------------- WATER HEATING SYSTEMS --------------------- Number Tank External Number Tank External Number Tank Extern.l Number Tank External in Energy SIz. Insulation In Energy Slze Ins.lotion (T 1 In Energy Size Insulation In Energy S,ze IHsu lntson Tank Type Heater Typr Distribution Type System F.c{or (g.l) R-value-_- Tank Type Heater Type Distribution Type System Factor (gal) R-value F.L� Tank type Heater Type Distribution Type System Factor Cga l) R-value Tpnk Type ----------- ___________-------------------______________------ ------ Storage Gas Standard 1 0.62 40 R- n/a Stange ei.. Standard 1 0.62 40 R-n/a Storage Gas Standard 1 0.62 40 R-n/a Storage a.. Standard I D.Se 40 R-n/. Rheen Water Heater RHG PRI340-40(or equal) Rheen Water Heater RHG PR040-40(or equal) Rh.rm Wa<.r M.Ot.r RHG PR040-40(or equal) Rheem Water Heater RHG PR040-40(or equal) F,rst Hour Ratio Gallons(68) First Hour Rtil qua Flrsi Hour Rating, Gallons(68) FI rat Hour Rating. Gallons(68J ^7 B ng, Gallons(68> l V As per UPC chapter 5, As per UPC chapter 5. As per UPC chapter 5, As per UPC chapter 5, The minimum cappcl ay for water h,pt¢rs shall be in accordance with the first The minimum capacity for water heaters shall be in accordq ace with the first The minimum oapaclty for water heaters shall be In accordance with the first The minimum pp ac by far Ater heaters shall be In aeeordpncr with the first 7 1 hour rating listed In Table 5-1 blow. hour rating Ilstetl In Table 5-1 below, hour rating Its{.p n Table 5-1 below. hour rating Listed In Table 5-1 below. ._________________ ..............________:..._:.........................oleo==•==xx=:=:=.x::.=.__:.._ ______••.......______..__`________:._-___�__...._________.__.._....__.= a -__________________.__'._•__•___ Number f Bathrooms i l to 1.5 1 2 to 2.5 I 3 to 3�5 INunber of Bathrooms I 1 to 1.5 1 2 to 2.5 1 3 to 3,5 1 I Number of Bathrooms 1 to 1.5 2{0 2.5 I 3 to 3.5 ,Number of Bathrooms 1 1 tp 1.5 I 2 to 2.5 I 3 to 3.5 I _ ===_== _ _______ I...x=.x==:•=_===.:x='==x:.l=====_=====1====••____=====I=====_____=====I i=====_____===.=x.....==..=1.•..=__...=1=:____=x.====..I:====::�__...=.I 1 I 1 _•_ I Number of Bedrooms 1 1 1 2 1 3 1 2 1 3 1 9 1 5 1 3 1 4 1 5 1 6 1 INunber of Bedrooms 1 1 1 2 1 3 1 2 1 3 1 4 1 5 1 3 1 4 1 5 1 6 1 ,Number of He Brooms 1 1 1 2 1 3 1 2 1 3 1 4 1 5 1 3 1 4 1 5 1 6 1 (Number of Hedr Dons 11 1 2 1 3 1 2 1 3 1 4 1 5 1 3 1 4 1 5 1 6 1 1'====______:_:_______=====1===,.==1...I:a=i==•1t41=1.xx1=a=1==:1:.xlxx=l 1Numb=. _ - __ ___ ___ ___1=====___..w= I = Pell_.:._. ___..=..I.._1 _ _xl..=1"`I===1 --1-'-1'--I-'-I-'=1 11 H In Gallons 12.1 42 154 154 154 167 167 I80 7 180 IB 1st. Hour Rating, Gallons 142 154 154 154 167 167 180 167 180 180 180 Ilst. Hour Ra{Ing, Gallons 142 154 IS4 154 167 167 180 167 Igo 180 I80 I our Ra g 6 0 180 I 11st. Hour Rat,ng, Gallons 142 134 I54 154 167 167 180 167 180 180 180 SPECIAL FEATURES AND MODELING ASSUMPTIONS SPECIAL FEATURES AND MODELING ASSUMPTIONS SPECIAL FEATURES AND MODELING ASSUMPTIONS SPECIAL FEATURES AND MODELING ASSUMPTIONS -in* Items In eh,s section should by documented on}he pto,ii I • Items In this section should bon documented on the plans, www emir Itrns ,n this arc{Inn should be documented on the plans, www wwr Items In this section should be documented on}he pions, www installed to manufacturer ontl CEC ..cif stations, and a Installed to manufacturer and CEC specifications, ontl www MNtr Installed to manufacturer and CEC specifications, and wsr wwr Installed to manufacturer and CEC sp.clflcatsons, and wr .won,,.rifled during Plan check and field Inspection. www www verified OR ,np p,.c.check and field inspection, wwr wsr vet if led Burlap plan check and field Inspection, www www verified during plan check and field Inspection. wsr 7hls Is a multiple orientation bus ldlep with no orientation restrictions. This Is a mutt 1pl.orientation bu,ldtng with no orientation restrictions, This Is a multiple orientation bulldtng with no orientation restrictions. This Is a multiple orientation building with no orientation restrictions. This printout Is for the front facing North. This printout Is for the Front facing North. AA This printout Is for the front facing North. This printout is for the front facing North. MANDATORY MEASURES SIGNATURES MgfNlatory Measures Checklist,ResldenWl MF-IR DESCRIPTION ®o o®En CERTIFICATE OF COMPLIANCE, RESIDENTIAL Page 3 CF-1R w .nNn Space Conditioning,Yotr Mmt,m ontl PI,Ning Syn.Neamo Project T I t le. La Laguna Estates /Large Date..03/20/03 19.13,15 �1 Eons 1�ImD Lorin res,denu.,m,le,egs wwJwt to m stwdarm Nnt Conan thw ne.wns rtg.a,na d Wrgllontt fi11ai N3 xfK w„ipnm4,row ho.ws,showeheds ontl Faucets ceNfied by tar Cone-on, =_:__•___________:____.•.....=x__________________________====xxx=====_________ Ippraad,awn Item,weed non ant artor,sk<n w 6r warmrdr�M so-,ngtm(o,9l�ance mia,irmmto % istoa on pw terufiutr d Crell Atio,Mm this Cwd,Ilst is ircarpawtN,Ma tM pxnM axwnts,ew lane,: 991SIX N,Watlna dd/r waurq I.etls alwlaad in accrm„u.I s,AS/1uE,W11CNA OR ACCA COMPLIANCE STATEMENT tweed Ball w cweiaeretl by 11 peens n a bin iro n,nl tep.ient pwf.nnn ipeih utias fa p1e 113R 11,SelMd thenaatot m all oplitoble hwtlro sysbrs, S we►try Hoagies th.wr iMy.rc dew,,,:Mire In tlai"idotw,mis or m Mils cMrkI u!only, 115IXJ),Plpr m4 Took IMNatim ....... ---__________ 1,S! tr hotom 111, F then Sg,gist w,swami ly rppetl aIth wr°4'a1°Sav,npm ustalSo cal Ite"r pea This certIf l cote of comps lance I Ate the but td,np features and performance C_ t firs!5 feet of pipe clowb to rater hew red,,nmreclralollro ry,ten,IraulatN(R-/.tr,.w) spec F I eat I ons vetletl to comp l y w i th T I t 1v-24, Parts 1 and 6 of the !A 3 pe(kvp twwf.sal.rys teA ulflntl stria t.Ha,r open lMlnct lot rotor Sold haw R-12 Cat,fornto Code of Regulations, and the atlas nlstrotive regulations to Q ®Wllw s>S11 vxtvrrgl Inulation or ING ce,b='intrnl/extermiI'np _ x I mp l ement them. This...t,f l cat.has been s i gned by the Individual. with w W t All wiled rvgwaM&4i ,Deed,n hol-i't1%wctirrt of het mite ry,tm overall design responsIbIl ty. When th Is certIf cote of complIante! Is BiNainp Emelape P.- S Odi aystetpip,p .-F:-I.ed submitted far a dingle bus lding plan to be built In multiple orlentations, .9150W,NlnINA R-19 a,II m.Lot,m p¢Plniro inuloted wpaym hot,ro spite oM lMlrttt het pw toda any shading feature that Is vari.d Is be built In the Spacial Features ro X .g150 w1,psis oM Fwa Made l I ng Assumption.sect 1 on. fi ISIXM,Lww fill Im,latlm wNwod,rers IaMled R-Yalw. I All aids eY pl=Iiwblletsi ntl i-Lot".b meet the req,-U of ow 1990 00:eased 601,603, % ON!to60M1,And sfenderdry 6t-I dxtr Im,ilotM b o nin,NN Instal IN(ml d R62 r lo.e adinty in DESIGNER or OWNER DOCUMENTATION AUTHOR s$,SOW,NMtM R-I3 mil l If6ulotlm In goods rnNd mills r p,Iwlmt U-w sue,n ntol Rened.(Is % pat nitsonlh'e appl l Ieps I c seeIeM clam cib"'"tewYwlw9lm�st111,p'�'PiFlLtr°Ofi�It11fE to4yn>tk ayi tle bbm al m�w X (does not apply to mArl.w,s wild. oMatw ppn 1//,nh,pt``tiSlaw.air.JoiniasMel,alsmi,M dice,syAte,'h',ivtl t{s'elydc shif�ra' Nnme... __ Noun..... Roland Ganzn l.z e fi 150(d),NInIM R-13 m,IFN Flat,Imiulptiw in freed Flows. X not w amid f. I ToW ------ - --------- w smi1ed iN dot qi�e'�i none edsws,w act tapes finless such Is usM In coNlw Iw non nesbc Company, Forecast Homes Company. Heritage Energy Group }IWD,Slab edge Imitation-ww obfoeptI.mite n prwtr than a3T,nor Vq r thine vim AM esibantli Address. 3536 Concourse St,, NS00 Address. 15375 Borranc Pkwy, Suite F-101 a mite n gnaw Awn t o P-od, N/A g Esho fan stow ho bukemft r wmwt,t 'IV Ontgr i o, CA 91764 I ry l ne, CA 92618 S3 8oV=11 t s srvl,g cantllUon space hove rltM oWaatic r rwdl ly eaettible, Phone... 909-483-7320 Phone,,, 949-789-7221 fi 116 Invitation specified r itsfAlled needs imulatiw aelity slaldefds Indluto type wW for. nPoo Y apro N/A % S 114 Pool ord�o Nwtlnp SysMw eM Epilgmt 1.lisle,is cwrtmsd yid 7dx pwewt,ffl-ii,.-.Ff wia4,swdOP.of apwotlne,rctrw:t,_ ' fi116-17,Fenernotion Preducb,Ettrl.Roars And I,di,trotion"I Ibat1„Commits n wtr,c mm staaw hating And n pilot light $I gned.. ____ S i gned,. 1.I.aS will cod. belwm coid,Aleied and r.rditipn span de, to H.,t air Iwkwgt. t NO,Is In alled aNw (date) t pwts}�elm prgyt��(e fl IFfatriuteOla laws rA pMEled U^NIw,eer idled Sol.Nn< % .pt loos!%• I bawm it iw aed haw fr fulwN mil.het, Geln Wefhclmt IBfA and IM l�tratI.air, olti a Covr for died r 1 N/A 3 Eswlr doors ant nirbw enihrsplppea tit Joints ant Rentntions aaulwtl end Ni No s on sw ENFORCEMENT AGENCY 913NO),Yap.betters n A&twY In Clint.Ian,t4 ntl 16.1y. X 3 Pool syrkn hog dlhorIl l inlets AM o dralat1.p n,inn 1.1th fi it$INS-flrel cenlral fined,Not NOW spa hoer Co,houli camp Appliance hove w Nome,,,. GRONS fizo,&p,ti41641Itrat Ion wmlr lnt+tedtoawply.Ir, 131 wens fanlnlon awl Ily:t w.* RyA cantlnixoslyb.Ieepumught(Exctptlon N"lttc llcotlnng.ppNmtt.re,(iwwtuA..) x Title.., _________________________ � vv fi I5ae),Intollotion of nrpines,gef4rat,re G.00,11 w ant Co.Lags udn,p Nam. ., 1.Mo and/tctryiul It Nrs,loo Iww, fi13IXWi,Lu,l roles fr 111 tl in ki ttlen db ll Ya I AgencY.. _________________________ l# oweble„ems.glow air 1A^q W."e11h effl y a a luwr/nn r loiter it I,wta,r sir,mew nth toper ant control % pe,eeal I,pht,ro,n x,td,ee klhls niww light"sell be an roNed by o milt i.a rmdNy ass:nk Ny,t„g t.n+r.l Phone... of e panel at.minors to ik MIAd4n __________ ____________ 't ,•u :..., c F,n dai,per ant control fi15IXWt R?�s rIM o ddwr r b,eMW nwt elUwr how At Iwst ae,Mlnln al th lop rl dt.tfflacy of Z Signed,. _ z Na t.dlmxi,bunlro gd Vims.Nowa ;4, 'C3o(i*i2°f`. reKlewtd"d6«il re�i.t'ws ter` („wYted°`cdmerp>e.°plpnto"wdNw,sa al,nq,,,ni,me ------------------Cdate) A B A-I.S I.S GONG.STOOP NC PAD 1 r__ ___________- VERIFY I B,_2n�i-0• I 4 w GENE GONG.STOOP I DANIELIANASSOCIATES n GONTRAG OR AT OPT. DooRi n ARCHITECTURE & PLANNING SIXTY CORPORATE PARK IRVINE,CALIFORNIA 92606 (94R)474-6030 FAX: (944)474-1422 WWW.DANIELIAN.GOM AT OPT. IO AT EXTERIOR SLAB AT EXTERIOR SLAB, 6"MIN(GBG 208 4 1806.1) ® DANIELAN A55ccIATES ExPRE55.Y 6'MIN(CBC 208 4 1806.0 '1 1/2'MAX RESERVE5 IT5 COMMON LAW 7 1'..MAX 2"BELOW SCREED 2'BELOW SCREED SEE DETAIL COPYRIGHT AND OTHER PROPERTY BEE DETAIL r 1 RIGNTS IN THESE PLANS.THESE 14 I PLANS ARE NOT TO BE REPRODUCED 14 D2 I CHANGED OR COPIED IN ANY FORM D2 I OR MANNER WHATSOEVER.NOR ARE THEY 70 DE TO ANY PARTY WITHOUT FIR5TD05TAN IRD THE EXPRE55ED WRITTEN FEW 55ION AND CONSENT OF DANIELIAN A550CIATE5. L VERIFY ELECTRICAL REQUIREMENTS AT OQROFESS/py KITCHEN ISLAND Vv GENERAL CONTRACTOR ARTH"M C. �T D NIEI - Q 4M 7 OF E"ll SLAB ON GRADE. (REFER TO 5TRUCTURAL DRAWINGS BY OTHERS) NO. DATE REVISION Q Q h a 3 PROJECT TNLL AT EXTERIOR SLAB: 6'MIN(GBG 208 4 1806.0 LA LACUNA 7 I/2"MAX 2. A SCREED WE VE ESTATES / SEE DETAIL 4 D2 LARGE 4 FOUNDATION NOTES FOR d DIMENSIONAL INFORMATION ONLY. THIS PROFILE 15 S'-10"XS'-0" `r Q PROJECT N0. O3OOS GONG.STOOP -- REFER TO PF BY OTHERS FOR ALL Q Q SHEE( TIl LE IN6B STRUCTURAL INFORMATION.57RV-TURAL ENGINEER SHALL PROVIDE ARCHITECT WITH FINAL DRAWIN65 I PRIOR TO CONSTRUCTION. ���� REFER TO CIVIL AND LANDSCAPE DRAWINGS p W FOR ENTRY PORCHES,PATIOS,STOOPS,WALK5 (T DRIVEWAYS,WALLS,STEPS,ETC.HOT 5HONW HERE 0' e- REFER TO CIVIL DRAWING5 FOR ALL BUILDING LOCATIONS, GRADING,AND FINISH FLOOR ELEVATION INFORMATION. O REFERENCE NOTES 4 FOUNPATION POR: REFER To: PROFILE SHE;.; ....................... SYMBOLS AND SHEET -1 ABBREVIATIONS p 4 FOUNDATION T-I(INDEX)FOUNDATION PROFILE ----- _ - 'A' / 4'-0" INFORMATION STRUCTURAL DRAWING DETAILS 4 BY OTHERS. GENERAL NOTES SECTION SA .-. ..-_ ..... _. —.___........ ORIGINAL DATE: PRAMING STRUCTURAL DRAWINGS/DETAILS INFORMATION BY OTHERS GENERAL NOTES SECTION 6A B Y 32 2003 A-I.S ELECTRICALT-I(INDEX)ELECTRICAL PLANS INFORMATION N 6-I and GENERAL NOTES SECTION 16Aal A CEILING VOLUME) 6-I,and FLOOR PLAN INTERIOR SHELF NFORMATION s INTERIOR FINISH GENERAL NOTE5 SECTIONS R,IOA c 5GHEDIILE ~ 20'-8" 24'-4" EXT.HARDSGAPE, LANDSCAPE DRAWINGS BY OTHERS STEPS,PLANTERS, CIVIL DRAWINGS BY OTHERS _ ETC. .._— 4510" r PRINT DATE - FIREPLACE 6-1 and 6ENERAL NOTES SECTION IOA INFORMATION NOM EXTERIOR ELEVATION'A'SHOWN SHEET NO. BEE ALTERNATE PLAN SHEETS FOR ALL FOUNDATION PROFILE ALTERNATE PLAN AND ELEVATION SCALE• I/4 H I ISO I I A—I.1 CHANOE5. m s 45'-O" J 12-4 A A-I.5 I A/C PAD VERIFY Q 5L(TEMP) wNTRAC OR 1EL150 - 16�SH OPf b PR (TEMP, p DANIELIANASSOCIATES boBo D(TEMP n ARCHITECTURE & PLANNING I V _ ON PIECE - OPT.hoe FIR DRR(TEMP) TILE FIREPLACE L_--- SIXTY CORPORATE PARK 1Tou28/si ovER m soPPl 96-Boo L�— L L L IRVINE CALIFORNIA 42606 To e' LG.B.o. L L L_L L L L (444)474-boao GONeo 0 0' »ER5I5q Ii'OO L o FAX: (444)474-1422 a'o V-0• 4`K/V1� r AM.DANIELIAN.GOM -7 L L. M BA A -0' L5'J,4-- L n » L qtckl L L» I ®DANE_IAN A55 ATES EXPRESSLY 9'-0" CLG M BED FAMILY L ri RESERVES ITS COMMON LAW COPYRIGHT AND OTHER PROPERTY 9'-0" CLG 9'-0" CLG I L-L_ = RI&HTSPLANS IN THESE PLANS.THESE I YL � PLANS ARE NOT TO BE REPRODUCED " LL_L ; • CHANGED OR COPIED IN ANY FORM OR MANNER WHATSOEVER.NOR ARE _pp n ` = 42"HI m I ILL_L' 1 y a R TFgY TO FE ASSIGNED TO ANY THIRD COUNTEII f—L TOP Pv O I L L L PARrY WITHOUT FIRST OBTAINING 9,7-L _.__._._.__._._ '' 2X6 WALL I '✓T" L THE EXPRESSED YL¢ITiEN PERMI5510N :: r --I BELOyI AND CONSENT OF DANIELIAN GOATS I50 x9O'I L 1 I a ASSOCIATES. . } LL_ILL_LL� O m l0-" ;'d� g'I 2'II• 2111" 2'-8• . LYVALK IN� E R ii- '-p" L ` LI�_ oQROFESS�py'p! I 2 ii 2 L-LIL LINEN n PANTRY --� * o o BED 4 L L I ` �°0 n°r d 1-0» ---- 1O v Eor caL)F'�p Ll 9'-0" CLG I 711 y r- I SOFFIT t I - •✓6A AT 5'-0" Q L - tl� BED 2 9-G' U --_-_ -_- a n COATS DINING N0. DATE REVISION 9' 0" CLG 19' „LCLE m Y 9'-0" CLG _ a� Q f/ OFT '6 O -266H 4 �/ m BED 3 s 9'-0" CLG LIVING - S i 71 „ SOFFIT OPTIONAL BED 4 5 ♦DRYER VENT I " AT B'0" PROJECT TITLE TO OUTSIDE AIR AT DEN/NO 50.FT.ADDE7 (PROVIDE A ii DEN PROTECTIVE SLIEEVE F x OR 5" 9'-0" CLG a' " LA LACUNA CHASE) M WH SETLE E OPT.BED 4 Q f 1 ESTATE5 / I A FT Q 10'-5" 2'-I• '-2' 9'-S" Y 14'-S" LARGE n T VERIFY SIZE NV PLUMBER 6050 SL 6050 5L SOFFIT AT .Ib"PLATFORM P S-0 I - AREA GALGULAT I ONS DRYWALL BEHIND SOFFIT AT 1 O'-O" SOFFIT PROJECT NO. O3OOPJ 1-5/4"THK 2066 r7 a / Q SHEET l ITLE SW TIGHT FITTING STANDARD PLAN W/SELF CLOSURE 4 ❑ ❑ TOTAL LIVING AREA IBTI so.FT 2— G GAR ARAGE m STANDARD 2-GAR GARAGE 420 50.FT v 14'X6" PLAN I coRRosloN 9'-0" CLG COVERED PORCH 105 50.FT RESISTANT (FROM T.O.C.) '-6• a'-o" 1'�•'-0 6'-4" 1'-B• EXHAUST VENTS EI 6"MAX ABV. 20--0".20b"Cl-R.MIN. BOWED SOFFIT SLAS REFERENCE NOTES �j SEE SHEET b-2 FOR ELEV. FIRST STANDARD LIVING AREA 18TI 50.FT. FIRE PROTECTION OF SEE EXT m O OPTIONAL BED 4 NO SO.FT. ALL GARAGE SURFACES FOR REFER TO: TERMINATE VENEER OPT 2-1-AR GAR W/BONU52 FLOOR .:: AT FENCE LINE,SEE SYMBOLS AND SHEET b-I CIVIL DRAWING FOR SEE OPT S -CAR GAR ABBREVIATIONS TOTAL LIVING AREA 18r1 50.FT. PENCE LOCATION SHEET A-15 PLAN FOUNDATION T-I(INDEX)FOUNDATION PROFILE ❑ - Q _ I I INFORMATION STRUCTURAL DRAWING,/DETAILS I60T0 ❑ ❑ BY OTHERS. 8,_2. I'-B" 4'-0. 1'_B" T'_2" I,_B. 4 GENERAL NOTES SECTION SA 2 STANDARD LIVING AREA 15"11 SO.FT. - i1Li i1L1L1 U % 1 __ INFORMb STRUCTURAL DRAWINGS/DETAILS ORIGINAL DATE: //� R INFORMATION BY OTHERS STUCCO BOWED SOFFIT MAY L �OOV GENERAL NOTES SECTION bA OPTIONAL BONUS ROOM 205 50.FT. WAINSCOT SEE A B o SEE EXT. ELEV.. � ELECTRICAL T-1(INDEX,)ELECTRICAL PLANS TOTAL 20'74 50.FT. ELEV. A-IS A-15 INFORMATION 6-1 and GENERAL NOTES SECTION 16A © 0 2-GAR GARAGE 45550.FT. f;ld-: r ...,. MAY 7 .2003 CEILING VOLUME/ 6-I,and FLOOR PLAN o INTERIOR SHELF .:Y- INFORMATION TOTAL LIVING AREA 2014 50.FT. INTERIOR FINISH GENERAL NOTES SECTIONS 9,IDA I'-9' I6'-2" III I c' SCHEDULE ~ EXT.HARDSGAPE, LANDSCAPE DRAWINGS BY OTHERS 2018" _- 2414' NI N1Y .. a STEPS,PLANTERS, CIVIL vRAwlNbs BY OTHERS O 5TANDARD LIVING AREA 1891$O.FT. - ETC. OPTIONAL 5-GAR GARAGE 655 50.FT. p PRINT DATE FlREPLACE 6-I and GENERAL NOTES SECTION IDA co J - ca INFORMATION auN�r;r:1y Ic; 0 s11 nr NOTE TOTAL LIVING AREA IBTI 50.FT. cares s1� -, ... ... .'.. „. .•.' EXTERIOR ELEVATION'A'SHOW SHEET NO. N SEE ALTERNATE PLAN SHEETS FOR ALL FLOOR PLAN ALTERNATE PLAN AND ELEVATION SCALE; 1/411=I ISO 11 1n A i—1.2 CHANGES. I TL DEN LIVING ' �f ALDEN LIVING ----- - g,.5 9'-0" CLG 9'-0" CLG -- 9'-0" CLG 9'-O" CLG ry If/� IT T b'-I" P r 5obb S SOFFIT AT 10'-0" -t SOFFIT AT 10'-0" �v m DANIELIAN ASSOCIATES ❑ ������z ❑ 4 ❑ ❑ ARCHITECTURE & PLANNING 1 4 F?4 SIXTY CORPORATE PARK A/, IRVINE,GALIPORNIA 92606 5 — GAR GARAGE 5'-N" b (q44)474-6030 9'-0" CLG SEE EXT. FAX: (944)474-1422 4 0 (FROM T.O.C,) ELEV. 4 m AWM.DANIELIARCOM 2 — GAR GARAGE n 9'-0" CLG ' v (FROM T.O.C.) BONUS ROOM T ® DANIELIAN ITS COWOS LAIN 4 RESERVES ITS COMMON LAW 9'-D" CLG ry RIGHTS,SHIN T ANV OTHER PLANS,THESE PLANS ARE NOT TO 5E REPRODUCED ❑ ❑ ❑ ---""- -❑ CHANGED OR COPIED IN ANY FORM OR MANNER WHATSOEVER.NOR ARE I--"L 4'-0' 4 9'-II" 1'-b" 4'-0" I'-0" b'-1' I'-8" •� THEY TO�AMONED TO ANY THIRD PARTY WITHOUT FIRST OBTAINING fV b0T0 ry THE EXPRESSED WRITTEN PERM155ION O AND CONSENT OF DANIELIAN O O 16070 1 L o A550CIA1Es. BOWED 50FFIT b SEE EXT. ELEV. 512" �oQROFESSI I'-9' 2-2" 6'-0" 2,_2• /'WP iM1R C. �2 I'-9" IT_1• I'4" w'-0' '-4' .io IELM 20'-b' 10'-4" 19'-O" 2 m 50'-0" OF CAALIE�a NO. DATE REVISION 2 OPT. oBONU5ARcOOM / 2—GAR GARAGE OFT. B OARcGARAGE 7 _10 " 5-10" 10 2G�7• .._ ,_Tl" 19'-0" PROJECT TITLE B" ry CUNA LA LA -- E5TATE5 / LARGE .Y o 4 9kul ku PROJECT NO. 05005 • 9'-II" I'-0" II'-9" I'-b" ;p� _ 541" Ib' II'A" I'-b' VARIES - 4 4 SIILLI IIILL " m PLAN 1 F v ry 0 "L" 1 I PARTIAL 22-`.-5�• 9'-IP ..TI��•I 4�-0„ 1,_6„ ._.b_I•.__ I'-b" O 5'-II" I'-D' � ...I,I'-b' 0 'I' r * `�-0• '-° ° - - FLOOR PLAN ry - ------ ry FOUNDATION ORIGINAL DATE: Ib'_2' b'_2' ® 1AM 32 2003 FOUNDATION NOTES solo" rn THIS,PROFILE IS,FOR o DIMENSIONAL INFORMATION ONLY. REFER TO DRAWINGS BY OTHERS FOR ALL Q�=BONUS ROOM / 2—GAR R GAAGE OPT. 5—GAR GARAGE PRINT DATE STRUCTURAL INFORMATION.STRUCTURAL ENGINEER SHALL c PROVIDE ARCHITECT WITH FINAL DRAWINGS, 5CALE: 1/4°=I'—O N PRIOR TO CONSTRUCTION, REFER TO CIVIL AND LANDSCAPE DRAWINGS FOR ENTRY PORCHES,PATIOS,STOOPS,WALKS SHEET NO. DRIVEWAYS,WALLS,STEPS,ETC.NOT 5HOWN HERE I 3 REFER TO CIVIL 0RAWING5 FOR ALL BUILDING LOCATIONS, 6RADIN6,AND FINISH FLOOR ELEVATION INFORMATION. z O I Ls \ _DEN LIVI -------------�1 ----------- . . 9'-0" CLG 9'-0" E FIR FR FIR' r_--� I FIR df I DI T AT OPT.1 —"x l CD A - A I L—L_L_L—L—L_AFGI APGI L—L-'L_L—L L_L- / DAN/ELIAN ASSOCIATES / s 6FI �� ARCHITECTURE & PLANNING BA �, 1 L_L_Lr L—L L 51XTY GORPORAT>=PARK 5 GAR GARAG� / 1 L` L IRVINE GALIFORNIA 42606 d A R 9' CLG M ED I `�- (a49J 474-6030 s'-0" CLG �+ L - � FAMILY L L' AT OL6.FOR 9 FAX: (a4QJ 474-1422 A (FROM T.O.C.) OPT 6DA 9' CLG I 9'-0" CLG 7; M'PR WYVW.DANIEL IAN.GOM AT GL6.FOR /fFT. L_L L \ k OPT.6.D.0. /X OPT. AN/LT. / I Q VANIELRESER ES ABSCOWIOS EXPRESSLY L � RESERVES ITS LOMMON LAW FAR/LT. / I LOPYRI,sw AND OTHER PROPERTY AFGI I / j 6FI `` L R16HTS IN THESE PLANS.THESE ❑ ❑ r L PLANS ARE NOT TO BE REFROO,LW GHANSED OR COPIED IN ANY FORM _-L_L OR MANNER WHATSOEVER.NOR ARE L 1 / .�InC`L� THEY TO BE ASSIGNED TO ANY THIRD NO PACK—INii 1 I ® I / _.L '• L- L— \ TTEEPARE RE SSE Mr FIRST EN TPAEIRAIISNON AND CONSENT OF DANIELIAN L A%OLIAIES. 0 0 0 / AFGI i T?�y 4PI I --- OPT. BONUS ROOM / .2 GAR GARAGE �GDE T _� ® OQRpfESSlpy�/ OPT. W LT ` II Q- D No,64829 `m' i ^I f rauf� ;I `� f 9FCLG ® I - DINING BED 3 1- Vf , " ' AFGI �-� I 1 •� (FROM CLG 9'-0" CLG v r V —in \® 9 1 _r �i8, 7� MGI AF�i GI % NO. DATE REVISION FTb / TL ®� DEN L I V s'-°"CLG /- �- Q �� LIVING _.. ------ ------- ------- -- -- r , x T FR n 9'-0" CLG 9'_O„ ( OPT.FAW LT / II F� / Qr. AFGI II / / 1 1 �.` I; `I DEN f L � (FROM CLG r `\ \ - L-L_ OPT. OPT. %,% ❑ FR J 1 -�-�-- PROJECT TITLE AFGI LA LA(WNA I\�\AFGI / 1 6FI r I P E5TpA�T�E5 / IG PR r 10'-0" LARGE 2 - GAR GARAGE OFT.FAW LT. g (FROM CLGo6I/PR ❑ a ❑ (FROM T.O.C.) ATCwl/m ON S F, O OPT.6JJ.0. (FROM CLG 2-GAR GA�AC E PROJECT NO. 05008 ❑ ❑ 9'-0" CLG r - Akl 6 (FROM T.O.C.) / o wl/FR SHEET 711LL GI AT GL6.FOR / Q OPT.6.0.0.Ehzi / PLAN Vll77T1�� 277Z7ZTISZ77TI o / (MIN.l0O AMP WITH LIFER ELCG. 2 OPT. 3-GAR GARAGE 5E70 sA N.T. 4 ❑ El Elm/ ...... UTILITY Z//-/Z p ,�� PLAN � WP WP �� --- 1AI ORIGINAL DATE: L-L BED 4 \, MAY^2 2003 L 9' C AFG ® MAY 20 2003 AFGI OPT.FAW LT. L AFGI PH vai J:, Q PRINT DATE appi l m cc... a , UTILITY PLAN call:::s6,li uc.. SHEET N0. OPTIONAL BED 4 50ALE: 1/411=1'-O" A-1.4 DI 1 9 TIGHT EAVE I' RAKE I I I 2 RAKE D-I (1YPJ I I DANIELIAN ASSOCIA TES ARCHITECTURE & PLANNING 5.1 a 2 12 a 5/XiY CORPORATE PARK IRVINE,CALIFORNIA 42606 MXINGs M44)474-6030 © TO VERIFY TRUSS DIRECTION. FAX, (c1417)474-1422 (TRuese-.—_.._.. HOR N To A/JfAL F.AU U 0DAYE I I � WWW.DANI EL I AN.GDM P — HD FL C�DANIELIAN A550C,AM5 E%RRE55Lt' RESERVES ITS COMMON LAW OOPYR16K 1. LI OF WALL SPIL R.I 8.2 R16NTS IN THESE PLAN S.THESEER NE PLANS ARE NOT TO BE REPRODUCED CHANGED OR COPIED IN ANY FORM OR MANNER WHATSOEVER.NOR ARE GARAGE 5 H M. BED AININs 5 12 THEY TO BE ASSIGNED TO ANY THIRD VALLEY DPI LINE OF ROOF 7 - q C THE E%PRESEEP MITTEN TPERMISSION I a „ AND CONSENT OF DANIELIAN B ASSOCIATES. D-1 --- ���— -- --T jIo ——— / Qpof cssrOWi 0-1 Ln — LL l ��) or CAL%' � ROOF PLAN 'A' SECTION A 50ALE: 115"=1'-0" N0. DATE REVISION ROOF PITCH AT 4:12 U.N.O. AREA I - ATTIC VENTILATION CALCULATIONS Area I Attic Vont Requirements PROJECT TITLE Attic Area•25,12 sq.Pt.x144.544445 sq.In. Total Attic Vent Requlred, LA LACUNA Section 1505.9(I/BOOth Rule)• 514.05 Sq.InAlgh Vent 514.Ob Sq.InLow Vent ESTATES / 1146.16 Mlnlmum Total High+Low Vent Total Attic High Vent Provided(U500th Rule), LARGE 5 Dormer Ventm(Holt Round)24"xl2"each a 155 sq.In.615 Oct.In. 12 12 High Attic Vent Provided(I/900th Rule), 615 eq.In. 4 I— \ 4 Total Attic Low Vent Provided(1/900th Rule): \ 5.1 5 Dormer Vents,(Hall Round)24"x12"each a as eq.In.6-5 Oct.In. ..........._ ........ ................_—...___.. _ _.._...—_ Law Attic Vent Provided(1/900th Rule) 615 sq.In. Total Attic Vent Provided 0/900th R.W, 1550 sq.In. \ PROJECT N0. O'JOOS SHEEI 111 LE PL --__- PLAN 0.2 4.1 P LI\/IN& FAMILY r Y.I 6.1 SECTIONS/ ROOF PLAN 'Al NSEGTION B ORIGINAL DAI E: SCALE: I/4"=I'—OI1 MAY 322003 dd NOTE, IIAAY�,/t A4 GENERAL CONTRACTOR SHALL VERIFY THE NET FREE VENTILATION OF THE VENT ® MAY:��Y. /oOY PRODUCT SELECTED AGAINST THOSE NOTED ABOVE. THE REQUIRED VENTILATION .......: <�'. b V c SHALL BE MAINTAINED. SEGTI ON NOTES �7 PROVIDE INSULATION STOP SUCH THAT INSULATION DOES NOT OBSTRUCT a FREE AIR MOVEMENT AS REQUIRED BY THE DUILDING OFFICIAL. LL ALL OVERLAP FRAMED ROOF AREAS SHALL HAVE OPENINGS BETWEEN THE_ ROOFING: CONCRETE SLAB: INTERIOR MATERIALS, ADJAC.ENT ATTIOS IN THE OF 5HEATHINIS E50LATED ATTIC SPACES N&INEER)TO ALLOA AIR SMALL BE VENTED(AS ALLOMP BY THE INDEPEND)> TLY TO UBG REQUIREMENTS. S.I SEE RO PROFILE TILE ROOF AT 4.12 SLOPE U.N.O. Y.I SEE A, FOR ADDITIONALATION AND INFORILE AND RATION GENERAL NOTES 9.1 FRAMING IS(5/6"6RE O RCTHA AT o.W SEE ROOF PLAN,DETAILS AND GENERAL NOTES SECTION 9A AND STRUCTURAL DRAWINGS BY OTHERS I/2"GYP BD(5/b"GYP BD AT CEILING IF 5.2 PITCHED FLAT TILE ROOF AT 4,12 SLOPE U.N.O. INSULATION, M.2 AT WET AREAS PRINT DATE m SEE ROOF PLAN,DETAILS AND GENERAL NOTES 1/2•MOISTURE RESISTANT GYP BD AS i THE FOUNDATION AND FRAMING ELEMENTS SHOWN HERE SECTION 1A. 6.1 EXTERIOR HALLS, PER ENERGY GALLS RECOMMENDED BY MANUFACTURER. 0.2 CEILING WITH ATTIC ABOVE,PER ENERGY CALC9 cc,l ARE GENERIC NATURE ARD MAY NOT BEG WOOD FLOORS, 9S FIRE PROTECTION, WITH THE ACTUAA L STRUCTURAL ENGINEERED REEQUIROUIR EMMEE NTS b.9 VAULTED CEILING, PER ENERGY GALLS SEE SHEET 6-2 FOR FIRE PROTECTION FOR THIS PROJECT.REFER TO THE STRIIC7URAL DRAWINGS, &I AT TYR INTERIOR CONDITION. b,4 KNEE WALLS BETWEEN ATTIC PER ENERGY GALLS OF ALL GARAGE SURFACES. SHEET NO. DETAILS AND CALCULATIONS BY OTHERS FOR ALL FLOOR 5FEATHING OVER FLOOR TW55E5. g STRUCTURAL INFORMATION. SRTRUG 7OAbE 1N6BY STI 6A,AND AND LIVING SPADES, A_I.� b.5 FLOOR OVER GARAGE PER£NER6Y GALLS m DANIELIANASSOCATES ARCHITECTURE & PLANNING 2 STUCZO ROE w SIXTY CORPORATE PARK P-1 YV TAPERED SILLIRVINE,CALIFORNIA 12606 W 12 4 M41q)474-60.50 12 M FAX: (q4q)474-1422 41- "IM.DANIELIAN.COM 1 M 0 DANTL]AN A550CIATE5 EXPRESSLY �, ._= RESERVES ITS COMMON LAW ......... ....... .......... AT OPTIONAL OR W#KIT MONTS IN THESE PLAN5 THESE FLANS ARE NOT TO BE REPKOMCED CHANGED OR COPIED IN ANY FORM �- +--i F--+--i ❑ TISHT CAVE ❑ OR MANNER WHATSOEVER.NOR ARE —IT Mmlmll� \Ity V THEY TO BE A5516NED TO ANY THIRD 12 PARTY WITHOUT FIRST OBTAINING 4 4 THE EXPRESSED WRITTEN PERMISSION AND CONSENT OF VANIELIAN Q A55001ATE5. k at 2.2 =DDEID7711. I' - - - 2� .. P.P. 1E A 01`11111111111" OPTIONAL FIR PR ALL DASH TRIM OPTIONAL 5LIDiN& OCCURS ONLY AT &LASS 1700 OR THUR C. ELEVATIONS rAeIN& FRENCH DR ;E - I'UWC-VIEW AND RI"T N - Or WAY' REAR FRONT 29 SCALE. 1/4":C1'-0-- NO. DATE REVISION IB 4F /7% 12 4 22 0--0--- --------- • ----- -- ---- j SOFFIT/MDRPROJECT TITLE Ir -MLA LACUNA 'a V Y-Z: ❑ I� � F Z3 ❑� �� � " I IF LARGE I❑-1E1F-1F-1F-T:1=IMF F PROJECT NO. FRONT SHELI 11ILL PARTIAL FRONT PARTIAL FRONT �2 OPT. 5—GAR�6ARA6E AT OPTIONS/WITHOUT PENCE WITHOUT FENCEPLAN I ....... City(W Lake Elsinore Planning Division Approval 12 Approved By: EXTERIOR 4 ELEVATIONS 'A' 00 - -------------- ORIGINAL DAT ELEVATION NOTES - *Y 3 2 2003 FXTERIOR MATFRIAL5t CHIMNEY,ai �.1 5TUC-00 4.1 P\N 7\\\❑F\71 7\\\ 01 2 0 2003 .2 MANUP WIRED ADHERED STONE VENEER I A0 ❑ w ScOl.,1s MANUFACTURED ADHERED 15RICK'�`MNEEP. ROOM". 6 1.4 - IL-ILIFI 1.5 SOFFITS/BOTTOM Or CANTILEVERED AREAS. 5.1 PITCHED PROFILE TILE ROOF AT X,12 SLOPE. SEE ROOF MAN,DETAILS AND GENERAL NOTES Ly STUCCO SECTION'7A. =EILIEL]EIDL-1 M 5.2 PITCHED FLAT TILE ROOF AT X.12 SLOPE. v!— 0 2.1 PAS-11A,2.6 REFER TO DETAIL. BE SEE ROOF PLAN,DETAILS AND&ENERAL NOTES a prwa by,,,, co 2.2 DOORS AND WINDOWS, STUCCO WRAPPED SECTION TA. 2"x4"FOAM U.".,SEE DETAILS. NOTE To ALL SUBCONTRACTORS: P�INT DATE REFER TO ARCHITECTURAL DETAILS FOR d, r &UTTERS, LOCATION OF CLAWOMERIC,MEMBRANE VT5 FRONT SHEET NO. 5.1 ALL ROOFS TO BE GUTTERED WITH 120M SPO UNDER EXTERIOR MATERIALS, AS INDICATED ON ROOF PLAN AND DETAILS. OPT. 2—GAR GARAGE / 5 ROOM A-1.6 I5"a25"CORROSION Q RESISTANT LOUVERED VENTS D-I / DANIELIANASSOCIATES ARCHITECTURE & PLANNING PL PL - - SIXTY CORPORATE NEW -- ---_--- --'-' IRVINE,GALIPORNIA 92606 (444)474-6090 TERMINATE VENEER 2'-O° FAX, (94q)474-1422 --- , -- — — AT FENCE LINE,SEE kvY"X7ANIELIAN.GOM -- -- — ---- -- — ZIVICDKAYVINGFOR-1 FENCE LOCATIONIL C1 C ® DANIELIAN ASSOCIATES E%FRESSLY 10 14"x&"CORROSION RESERVES ITS COMMON LAW RESISTANT COPYRIOW AND OTNER PROPERTY EXHAUST VENTS RIGHTS IN T109E PLANS.THESE (2)LOCATIONS PLANS ARE NOT TO 5E REPRODUCED F.F. 6'MAX ABV.SLAB TOC/W CHANGED OR COPIED IN ANY FORM _- - OR MANNER NHAT50EVER.NOR ARE T1EY TO BE ASSIGNED TO ANY THIRD LEFT PARTY WITHOUT FIRST OSTAININ6 THE CONSENT PERMISSION SCALE: 1/4 N—I I—O N AND CONSENTT O OF DANIELIAN ELEVATION NOTES ASSOCIATES. EXTERIOR MATERIAL5: CHIMNEY. I.I 5TUGC0 4.1 1.2 MAWFACTURED ADHERED STONE VENEER OYpUt Laoluy., 1.9 MAWFACTURED ADHERED BRICK VENEER ROOFING. 1.4 - y.l PITCHED PROFILE TILE ROOF AT X,12 SLOPE. Ib"x26"CORROSION r�u HURC. 3 I.S yOPP1T9/DOTTOM OF CANTILEVERED AREAS, SEE ROOF PLAN,DETAILS AND GENERAL NOTES RESISTANT LOUVERED VENTS O ..C482 STJCGO SECTION 1A. 18 12 12 ¢I TM. 5.2 PITCHED FLAT TILE ROOF AT X,12 SLOPE. D-I 4 2'1 FASCIA,2x& REFER TO DETAIL. SEE ROOF PL.Aµ DETAILS AND GENERAL NOTES 9 OF CAUF�a 2.2 DOORS AND WINDOWS, STUCCO WRAPPED SECTION 1A. 2"x4"FOAM U.N.O.,SEE DETAILS. NOTE TO ALL SUBCONTRACTORS, - REFER TO ARCHITECTURAL DETAILS FOR OUTTER5, LOCATION OF ELASTOMERIG MEMBRANE 5.1 ALL ROOFS TO BE GUTTERED WITH DOWN SPOUTS UNDER EXTERIOR MATERIALS. y A5 INDICATED ON ROOF PLAN AND DETAILS. PL _—. -_ _--_F°L _... SOFFIT ------ HDR NO. DATE REVISION ---------- --- --- ------- - - --- - - T n I - 0 T Q I 0 n I- 4 I m TOG —LLFP PNOJ ECl 111 LE y2 RIGHT LA LACUNA ESTATES / LARGE mou PROJECT NO. 05005 :Re�nO SHELI TITLE ItAoiddV ucrygAM"-Md 12 FLAN I 4 r--- �i PL .._. .__.. PL SOFFIT .............— --..... WINDOW OCCURS EXTERIOR AT SO"RM. J r"Lr-------- — — — — ---- -------------- ---- ELE1/ATIONS 2•_D, -- — ---- — a JI Q IF 'A' c I Q ORIGINAL DATE, TOG/PF �' ® Mk nAY 3�y 2 2003 City Of Lake Ebinorc ® SAY C'.I�2OOJ Planning Division Approval ----- Approved 8r; y FI, _ �O�tLtJC.�� Kerr I v I 1 I n ® 4! polm t I.-IUnly ^ �/1 ^/ apt• vat m 1 PRINT L L OPT. 2—GAR GARAGE / BONUS ROOM OPT. 2—GAR GARAGE / BONUS ROOM PARTIAL RIGHT RT T 0 OPT. 3—GAR GARAGE OPT. 3—GAR GARAGE SHEET NO. I. LN B„ DANIELIANASSOCIATES ARCHITECTURE & PLANNING ORPORATE PARK v �v SLASH �� v kill �H o SRI W CALIPORNIA 42606 (944)474-6030 PAX: M411)474-1422 I 4 p II Q �QP iiVI"DANIELIAN.GOM I In ES IQ 0 i 0 DAN:LIAN ASSOCIAT EXPRESSLY VWII 1y�r RESERVES I15 COMMON LAIN VARIES COPYRIGHT AND OTHER PROPERTY RIGHTS IN TNE5E PLANS.THESE PLANS ARE NOT TO BE REPRODUCED _ CHANGED OR COPIED IN ANY FORM OR MANNER WHATSOEVER.NOR ARE THEY TO 8E A5516NED TO ANY THIRD PARTY WITHOUT FIRST OBTAINING m THE EXPRESSED VlRll-fEN PERMI55ION AND CONSENT OF DANIELIAN ASSOCIATES. QPpEESSfpy- �k� 4D NUI?c s A NN 0 IEL 0.C �T 1'-2' I'-0' 4110" I'-0' I'-0" B'-]" I'-0' 4'-10' I'-8' OF CALvit� W-0" 8'-b' 64i" 812' 2'-2' 4'-O" 81-15' 101-4" I9'-O"_ _ _ 20:-8:: 10'-4' 19'_O• NO. DATE REVISION n OPT. 5-GAR GARAGE 2 OPT. BONUS ROOM / 2-0AR GARAGE PROJECT TITLE LA LACUNA E5TATE5 / m m LARGE FOUNDATION NOTES LL THIS PROFILE 15 FOR PORCH !r DIMENSIONAL INFORMATION ONLY. y♦ Y v SLAB v PROJECT NO. 05005 REFER TO DR.MIN65 BY OTHERS FOR ALL j. 5TR1 INFORMATION.STRU ENG CTURAL INEER SHALL SHEEI III LE CNRAL PROVIDE ARCHITECT WITH FINAL DRAWINGS q PRIOR TO CONSTRUCTION. 111ppp11U���Ij _ REFER TO CIVIL AND LANDSCAPE DRAWINGS IFLAN I FOR ENTRY PORCHES,PATIOS,STOOPS,WALKS DRIVEWAYS,YLALLS,STEPS,ETC.NOT SHOINN HERE REFER TO CIVIL DRAWINGS FOR ALL BUILDING LOCATIONS, GRADING,AND FINISH FLOOR ELEVATION INFORMATION. REFERENCE NOTES PARTIAL FOR: REFER TO, FOUNDATION5 SYMBOLS AND SHEET G-I ABBREVIATIONS FOUNDATION T-1(INDEX)FOUNDATION PROFILE INFORMATION STRUCTURAL DRAWING/DETAILS Ia I BY OTHERS. J..J GENERAL NOTES SECTION SA FRAMING STRUCTURAL DRAWINGS/DETAILS ORIGINAL DATE: o INFORMATION BY OTHERS GENERAL NOTES SECTION 6A ;2 2003 ELECTRICAL T-I(INDEX)ELECTRICAL PLANS ® MAY INFORMATION G-I and GENERAL NOTES SECTION 16A ®.CEILING IE/ G-I,and FLOOR PLAN SHELF .:; INTERIOR SHELF SAY 20 2003 INFORMATION 1'-10' 4'-10" I'-10" I'-8" I b'-8" . a INTERIOR FINISH GENERAL NOTES SEGnONS 9,IOA � SCHEDULE T,$:: 8,.6• 8'-4" ,. - ::I,r• i:. EXT.NARD5CAPE, LANDSCAPE DRAWINGS BY OTHERS STEPS,PLANTERS, CIVIL DRAWINGS BY OTHERS -..�.. , ETC. 24,-4n 11 1 y F:n:i t Jiiig 1 FIREPLACE 6-I and GENERAL NOTES PRINT DATE SECTION IOA >,.y: - INFORMATION NOTE: I' i..�,,.e .,t .. IS EXTERIOR ELEVATION' PARTIAL FOUNDATION PROFILE '"''"� "'1'°`_,I, SHEET N0: SEE ALTERNATE PLAN ALTERNATE PLAN AND SCALE: 1/4'=I'-O" CHANGES. LLL BED 3V='L L DEN Y LIVING 9'-0° CLG iA" ILL 9'-0" CLG it $�yL 9'-0" CLG 9'-0" CLG ZxalFT N y DEN LIYINb 9'-0" CLG 9'-0" CLG 11 DANIELIAN ASSOCIATES ARCHITECTURE & PLANNING f' I! SIX7Y CORPORATE PARK _ _ Q IRVINE,GALIFORNIA 42606 10'-0" (4441)474-6000 FAX: (44-1)474-1422 ❑ _ � L:/ ITO F 1� WWW.DANIELIAN.GOM 3-GAR GARAGE Y � DANIELIAN ASSOLIATES EXPRE55LY RESERVES IT5 C ON LAY/ '- COPYRIGHT AND OTHER PROPERTY 9'-0" CLG R16HTS IN TiE5E PLANS.THESE (FROM T.O.C.) FLANS PLANS ARE NOT TO BE REPRODUCED - 2 — GAR GARAGE BONUS t W OM CHANGED OR LDPIED IN ANY FORM OR MANNER WHATSOEVER.NOR ARE 9'-0" CLG 9'-0" CLG THEY TO BE ASSIGNED To ANY THIRD (FROM T.O.C.) m PARTY WITHOUT FIRST OBTAINING U 4 THE EXI-RE55M WRITTEN PERMISSION O AND WN5E4T OF DANIELIAN ASSOCIATES. bolo e4l '� /gOfESSIp 160'70 ..-._. .._ -. HURL s _ � n a.C EO EO 2'-2' J. Q VW 4110" I'-b' 16'-�' 4,_II I'-b' OF CA0 I'-4' Il,_7• I'-q' 4'-0' 8'�' 6'-6" I'-IP IT-2' I'-9' 6'-2" 2'-2' 4'-0" 51-6' 19'-O" 20'-b" NO. DATE REVISION OPT. 3-GAR GARAGE 2 OPT. BONUS ROOM / 2-GAR GARAGE PROJECT TITLE x o I LA LACUNA '�' ESTATES / F - ---- - LARGE - - Iris 10'-0 PROJECT NO. 05006 Ll " SHEEI HILL 2-GAR GARAGE PLAN 9'-0" CLG - (FROM T.O.C.) ARCH SOFFIT BRICK SEE REFERENCE NOTE5ELEV PARTIAL PLAN FOR: REFER TO: FLOOR P!",�/ •N TERMINATE VENEER SYMBOLS AND SHEET 6-1 AT PENCE LINE,SEE ABBREVIATIONS CIVIL DRAWING FOR FENCE LOCATION FOUNDATION T-I(INDEX)FOUNDATION PROFILE INFORMATION STRUCTURAL DRAWING/DETAILS BY OTHERS. 160'10 6ENERAL NOTES SECTION SA FRAMING, 5TRUC7URAL DRAWINGS/DETAILS ORIGINAL DATE: INFORMATION BY OTHERS ® MAY 3 2 200 GENERAL NOTES SECTION 6A BRICK VENEER ELECTRICAL T-I(INDEX)ELECTRICAL PLANS V INFORMATION 6-I aNd GENERAL NOTES SECTION 16A EEEv EXT. mA 1 ,o 200 CEILING VOLLME/ 6-I,and FLOOR PLAN INTERIOR 5HELF INFORMATION 1'-10' 4'-10' INTERIOR FINISH 6E4ERAL NOTES SECTIONS 9,IOA SCHEDULE EXT.HAROSCAPE, LANDSCAPE PRAV41NSS BY OTHERS 201b' 24'-4° STEPS,PLANTERS, CIVIL DRAWINGS BY OTHERS ETC. PRINT DATE FIREPLACE 6-1 and GENERAL NOTES SECTION IDA INFORMATION -•- NOTE: EXTERIOR ELEVATION'A'SHOWN SHEET N0. SEE ALTERNATE PLAN SHEETS FOP.ALL PARTIAL FOUNDATION PROFILE ALTERNATE PLAN AND ELEVATION SCALE: 1/4D-l I-011 _ .a CHAN6E5. i APPLIE77 LOUVERED SHUTTERS APPLY ELASTO-MERIG MEMBRANE UNDER ENTIRE 16 IT 20 AREA OF SHUTTER g2 12 41— PL DANIELIANASSOCIATES 4 F 12 ARCHITECTURE & PLANNING SIXTY CORPORATE PARK PL 2 SOFFIT IRVINE,CALIFORNIA IT2606 ---'- M49)474-60-90 SOFFIT FAX: (114Q)474-1422 I ?~.VANIELIAN.GOM LIP0 � � ® I ❑❑ I ®DANIELIAN ASSOCIATES EXPRESSLY V 4 I Q RESERVES ITS COMMON LAW 9 � O I O COPYRIGHT NIP OTHER PROPER Y r RIGHTS IN THESE PLANS.THESE PLANS ARE NOT TO BE REPRODUCED 4 CHANSED OR COPIED IN ANY POTPt OR MANI ARE A. /FF I� 1A FI THEY TOW ASSI6 ED TO MY THIRD IN PARTY WITHOUT FIRST 05TAININO THE EXPRESSED WRITTEN PERMISSION AND CONSENT OF DANIELIAN D-2 SIM ASSOCIATES. FRONT t QPOfE 0 5GALE: 1/411=11-0 HURC. - - IELNN N CGffi9 r F_CPL\F� I I I I I I I I �IIIIIj IIII - _ E -- � NO.. VI PL T ( SOFFI TYP) SIO AT '- VALLEY Q q a- PROJECT TITLE F..__J g T.- Linn v ILA LACUNA A 0 0 F.F E5TATE5 / L L JL -L_1� LARGE=�� --- - --T1 _ I � 1- I I I j DI -- 2 FRONT --1 OPT. 2-GAR GARAGE / BONUS ROOM PROJECT NO. 03008 I D-I (TYP) SAVE SHEE'1 117 LE City Of Lake re Plemusiing Division Approval Approved By: PLAN DI 2 PARTIAL ROOF ROOF PLAN _ 12 EXTERIOR -- OPT. 2-GAR GAR. / BONUS 5GALE: I/8"=I'-O" 4 12 4 I E ELEVAT1 ON5 OPT. 3-GAR GAR PL ELEVATION TI ON 1,1OTE5 -- ORIGINAL DATE: - MAY 92 2003 _ � � m ❑ '. EXTERIOR MATERIALS: CHIMNEY: 6 MAY t 2003 o KG0 oi I.I 5T 4-I - F 12 MANUFACTURED ADHERED STONE VENEER O 1..9 MANJFAC7URED ADHERED BRICK VENEER ROOFING. 1.4 - g,l PITCHED PROFILE TILE ROOF AT X,12 SLOPE. p; Q O O O q 15 SOFFITS/BOTTOM OF CANTILEVERED AREAS: SEE ROOF PLAN,DETAILS AND GENERAL NOTES 1 57000.0 SECTION TA. m j0 TRIM. 5,2 PITCHED FLAT TILE ROOF AT X,12 SLOPE. TA /FF �• "-`' 0 2.1 FASCIA,2.6 REFER TO DETAIL. SEE ROOF PLAN,DETAILS AND GENERAL NOTES F.F. 2.2 DOORS AND WINDOWS: STUCCO WRAPPED SECTION TA. m 2"x4"FOAM U.N.O.,SEE DETAILS. NOTE TO ALL 5UBGONT72AGTOR5: PRINT DATE o REFER TO ARCHITECTURAL DETAILS FOR 6UTTER9: LOCATION OF ELASTOMERIC MEMBRANE 5.1 ALL ROOFS TO BE GUTTERED WITH DOWN SPOUTS UNDER EXTERIOR MATERIALS. AS INDICATED ON ROOF PLAN AND DETAILS. ��, FRONT SHEET NO. OPT. 3-GAR GARAGE -_._- DANIELIAN ASSOCIATES ARCHITECTURE & PLANNING _..._.. ._._..7 SIXTY CORPORATE PARK IRVINE,CALIFORNIA g2606 (q4q)474-6030 -- — ————— -- — ———————— ——— ———— -- FAX: (q4q)474-1422 c YV NAZDANIELIAN.COM �1 DANIELIAN A550CIATES EXPRESSLY 4 RESERVES ITS COMMON LAW m COPYRIGHT AND OTHER PROPER Y ® TOC/PF R16HT5 IN THESE PLANS,THESE -- PLANS ARE NOT TO BE REPRODUCED CHANGED OR COPIED IN ANY FORM OR MANNER WHATSOEVER.NOR ARE THEY TO BE A5516NEP TO ANY THIRD LEFT PART'WITHOUT FIRST OBTAINING THE EXPRESSED WRITTEN PERMISSION AND CONSENT OF DANIELIAN 5GALE: 1/4"=I'-O" ASSOCIATES. iQµGFE55�uyq� ego Yp URC. FLWN R C 4829 Y 12 4 J OL CAL\F� 12 4 r 12 4r— PL _...___...._�.�..___...__._...._.,.—.-_. N0. DATE REVISION r -- SOFFIT ——— ——— —————————————————————.————————— —— Q p � iLaaas i 4 m � TOC/FF PROJECT TITLE RIGHT LA LACUNA E5TATE5 / LARGE PROJECT NO. O-9005 SHEE I 111 LE U PLAN 1 12 a r EXTERIOR ELEVATI ON5 ,IT J Ig1 ORIGINAL DATE: ELEVATION NOTES TOG FF MAY 3 2 2003 --- - EXTERIOR MATERIALS: CHIMNEY: ® 91 �?!Fj 1.1 IYIAY a 5TUGGO 4.1 - city of Lake Elsie .u3���� I.2 MANIFAI—TURED ADHERED STONE VENEER planning Division Approval 1.5 MANIFACTURED ADHERED BRICK VENEER ROOFING: s 1.4 5.1 PITCHED PROFILE TILE ROOF AT X:12 SLOPE. 1.5 SOFFITS/BOTTOM OF CANTILEVERED AREAS: SEE ROOF PLAN,DETAILS AND GENERAL NOTES Approved BY:�,61h.A-f.IJ 6JON-R�/ SECTION-TA. @. TRIM: 5.2 PITCHED FLAT TILE ROOF AT X:I2 SLOPE. ./�`� 2.1 FASCIA.2x5 REFER TO DETAIL. 5EE ROOF PLAN,DETAILS AND GENERAL NOTE5 Data 2.2 DOOR5 AND WINDOWS STUCCO WRAPPED SECTION?A. PRIN,'T'.DATE j 2*x4"FOAM U.N.O.,SEE DETAILS. NOTE TO ALL SUBCONTRACTORS: PARTIAL RIGHT REFER TO ARCHITECTURAL DETAILS FOR 23 OPT. 2-GAR GARAGE / $ONUS ROOM &UTTER5: LOCATION OF ELASTOMERIG MEMBRANE 5.1 ALL ROOFS TO BE&UTTERED WITH DOWN SPOUTS UNDER EXTERIOR MATERIAL5. AS INDICATED ON ROOF PLAN AND DETAILS. OPT. 5-GAR GARAGE sHEEf No. A-I.II z DANIELIAN ASSOCIATES ARCHITECTURE & PLANNING _rL PGRCH III L PORCH SIXTY CORPORATE PARK IRVINE,CALIFORNIA-12606 i FAX (44R)474-1422 e� b 4 ANYV.VANIELIAN.COM I m olLL Y Q DAME IAN AS AGIA ES E%PRE551-Y RESERVES ITS C-0MMON LAW VARIES COPYRIGHT AND OTFER PROPERTY RIGHT5 IN THESE PLANS.TlffSE PLANS ARE NOT TO BE REPRODUCED CHANGED OR COPIED IN ANY FORM OR MANNER WHATSOEVER.NOR ARE THEY TO BE AS516NED TO ANY THIRD PARK AITHOUT FIRST OBTAININ6 O_ O THE EXPRESSED YRITTEN PERMI5510N AND CONSENT OF DANIELIAN ASSOCIATES. N�oQROFES5l0,ggl THURC. x (�Ar� rvo.c P a 4'-10' 1'-S' I'-H" 5'-2" 4'-0" V-6' I.,. S'-2° 2'-2" 4'-0" 19'-O" 20'-6' 10'-4" N0. DATE REVISION OPT. 3-GAR GARAGE 2 OPT. BONUS ROOM / 2-GAR GARAGE PROJECT TITLE LA LACUNA ESTATES / m LARGE FOUNDATION NOTES f5L Y PORCH TH15 PROFILE IS FOR a SLAB a DIMENSIONAL INFORMATION ONLY. ;r PROJECT NO. O3OOS r REFER TO BY OTHERS FOP.ALL STRUCTURALL INFO INFO R RMATION.STRUCTURAL ENGINEER SHALL SHEEI III LE PROVIDE ARCHITECT WITH FINAL DRAWING5 4 4 PRIOR TO CONSTRUGTON. I — PLAN REFER TO CIVIL AND LANDSCAPE DRAWINGS �� ^y' I FOR ENTRY PORCHE5,PATIOS,5TOOP5,K4LK5 I DRIVEWAYS,WALLS,STEPS,ETC.NOT SHOWN HERE REFER TO CIVIL DRAWINGS FOR ALL BUILDING LOCATIONS, GRADING,AND FINISH FLOOR ELEVATION INFORMATION. REFERENCE NOTES n PARTIAL FOR: REFER TO: ---------- - FOUNDATIONS SYMBOLS AND SHEET 6-1 ABBRE/IATION5 FOUNDATION T-1(INDEX)FOUNDATION PROFILE I�1 INFORMATION STRUCTURAL DRAWING,/DETAILS BY OTHERS. 6ENERAL NOTES SECTION SA o FRAMING STRUCTURAL DRAWIN65/DETAILS ORIGINAL DATE:�on Lys 1w'y/{ /)� INFORMATION BY IERAL N MA 1 Y L 2003 GENERAL NOTES SECTION bA ELECTRICAL T-1(INDEX)ELECTRICAL PLANS MAY -. INFORMATION 6-I and GENERAL NOTES SECTION 16A O a l �p L,W O„ CEILING,VOLUME/ 6-1,and FLOOR PLAN f,lU S INTERIOR 5HELIF I'-10" 4110' 1110' 6'-0" Ib' INFORMATION INTERIOR FINISH GENERAL NOTES SECTIONS 9,ICA 7'-6" 9'-0" S,-4n SCLgDULE F EXT.HARDSCAPE, LANDSCAPE DRAWINGS 5Y OTHERS 20'-S" 24'-4' f_. STEPS,PLANTERS, CIVIL DRAWIN55 5Y OTHERS ETC. 1- FIREPLACE 6-1 and 6ENERAL NOTES SECTION ICA PRINT DATE INFORMATION � NOTE: EXTERIOR ELEVATION'A'SHOWN PARTIAL FOUNDATION PROFILE SEE ALTERNATE PLAN SHEETS FOR ALL SHEEP N0. ALTERNATE PLAN AND ELEVATIONCHANSE 5. SCALE: I/411=I'-O" A-1.1 2 ALTERNATE L L L.. 1 1- +1� L BED 3 .'I yX's iL L DEN LIVING s'—o" CLG °X� v 9'-O" CLG i! - $s��lr_l 9'-0" CLG 9'-0" CLG ( �"IH J ��� , o W" TL�/� DEN LIVING -- - 9'-0" CLG 9'-0" CLG DANIELIAN ASSOCIATES b I- 1- SIXTY CORPORATE PARK 10'-0" 10--0„ RVINE,GALIFORNIA 9�606 (944)474-60-90 1M.DANIELIAN.GOM 5-GAR GARAGE a 't a Y Qd DANIELIAN A550CWE5 E%PRE55LY .._.... .. RE TS GD CLG COPYRI6iT AND oTHER PROPERTY (FROM T.O.C.) RI64T5 IN TMSE PLAN5.THESE DUCED 2 - GAR GARAGE BONU5 ROOM PLANS ARE NOT PI BE NAVY FORM LHAN6ED OR OARED IN N1'FORMM OR MANNER MA.T50EVER.NOR ARE 9'-0" CLG 9'-0" CLG m TO ANY (FROM T.O.C.) ;� PARTY WITHOUTFIRRSSTOBTAININS THIRD O b THE EXPRESSED WRITTEN P6WI5510N AND OON5ENT OF DANIELIAN A550OIATES. 6070 QpOFESS/�;}' 7NUt C. Ss O O ELM P* 9 OFCAL_ 1'-0' 612" Ib' 4'-104 I'-0" I'd" B'-2" I'-6' 4'-IO" I'-&' ]Ob' 10'-4' _ _ 19'-0" 70'-0" 1, l0'-4" IR'-0" NO. DATE REVISION n OPT. 3-GAR GARAGE OFT. BONUS ROOM / 2-GAR GARAGE .J G PROJECT TITLE 9'-0" CLG i! *s�` - 9'-U" CLG 9'-0" CLG 1X a� LA LACUNA WH �� ESTATES / LARGE PROJECT NO. 05005 OSHEEI TITLE 2-GAR GARAGE PLAN 9.-0" CLG _._. (FROM T.O.C.) SOFFIT AT 6'-O" STONE SOFFIT AT VENEER REFERENCE ELEV.NOTES SEE . PARTIAL FOR: REFER TO: _•___•___•_•______ :_:_..:____••••____:•_._•= TERMINATE VENEER FLOOR P AT FENCE LINE,SEE LAN SYMBOLS AND SHEET b-I CIVIL DRAWING FOR ABBREVIATIONS FENCE LOCATION FOUNDATION T-I(INDEX)FOUNDATION PROFILE INFORMATION STRUCTURAL DRAWING/DETAILS Ig0T0 1� SY OTHERS. 6E1•ERAL NOTES SECTION SA PRAMIN6 STRUCTURAL DRAWINGS/DETAILS O- 11 C ORIGINAL DATE- INFOR IATION BY OTHERS MAY 2 2003 6ENERAL NOTES SECTION 6A ELBOTR C-AL T-1(INDEX)ELECTRICAL PLANS o INFORMATION 6-I and GENERAL NOTES SECTION 16A NAY^0 7003 CEILING VOLV W 6-I,and FLOOR PLAN INTERIOR SHELF I'-10' 4110' I,-10' y, NFORMATION s INTERIOR FINISH GENERAL NOTES SECTIONS 9,IOA 716• 8'-6' 6'-4" c SCHEDULE .' _._ STEPS S PLANTERS, LANDSCAPE DRAWIN65 BY OTHERS ZO'-6" 24'-4" c STEPS,PLANTERS, CIVIL DRAWIN65 BY OTHERS - _--- - - ETC. m FIREPLACE 6-I and GENERAL NOTES SECTION IOA h � ::n„ 4'IN�II pe: INFORMATION in EEXXTMIES.OR ELEVATION'A'SHOWN PARTIAL FOUNDATION PROFILESHEET u SEE ALTERNATE PLAN SHEETS FOR ALL NO ALTERNATE PLAN AND ELEVATION CHANG SCALE: 1/4 N C I I-OII ,. A- m m z I I o I EAVE 14 9 D I (TYPJ D_5 _5 LINE OF WALL OUTLOOKC-R 12 DANIELIAN ASSOCIATES 12 4 PL ARCHITECTURE & PLANNING VALLEY LINE OF ROOF 4 F_ Q 51XTY CORPORATE PARK 5 n Ia 4 r IRVINE,CALIFORNIA M2606 1p_DI - D-I • PL (M4M)474-6030 PL ® • 5 9" aL, I vu SOFFIT FAX: (114M)474-1422 D1 WYVW II co SOFFIT ' COle4l o r ❑❑ - DANIELIAN ASSOCIATES EXPRESSLY RESERVES ITS COMMON LAW DI ——— V 4 4 ITCOPYRIGHT AND OTFiER PROPERTY ES O RIGHTS IN THE FLANG.THESE �� _ PLANS ARE NOT TO BE REPRODUCED CHANGED OR COPIED IN ANY FORM 5 EAVE - T4ffY TO BE ASSIGNED TO ANY TF#IRD D-I (TYPJ ,O /FF - FF PART'WITHOUT FIRSTI 15 THE EXPRESS®MITTEN EN PER PERMISSION AND CONSENT OF DANIELIAN 16 AssoclATEs. D-2 - 51M - SIM FRONT PARTIAL ROOF PLAN 5 SCALE: 1/4"=P—O" pepOfHURRc SCALE: 1/8"=I'—O" NUN oc�� I I W 9 ~aT IL II II I I I I NO. DATE REVISION I I FL I I I I 5OFF1T SOFFIT F -.— T I I P 0 0 0 4 P m PROJECT TITLE TA LA LA6UNA ESTATES / I I LAR6E I _ 2 FRONT — -- — --� OPT. 2—GAR GARAGE / BONUS ROOM PROJECT NO. 0500e) PARTIAL ROOF SHLLI ,TILE @(D—OFT. 2—GAR GAR. / BONUS OPT. 3—GAR GAR PLAN I PL EXTERIOR ELEVATIONS ------------- SOFFIT m SOFFIT _ ORIGINAL DATE: ELEVATION NOTES — -- — MAY 72 2003 EXTERIOR MATERIAL5: CHIMNEY: q -. I.I STUCCO 4.1 - Q - v ® MAY 9�L l 1,2 MANUFACTURED ADHERED STONE VENEER 1.5 MANUFACTURED ADHERED BRICK VENEER ROOFI146: 1.4 - 5.1 PITCHED PROFILE TILE ROOF AT X:12 SLOPE. Q � � 1.5 SOFFITS/BOTTOM OF CANTILEVERED AREAS: 5EE ROOF FLAN,DETAILS AND GENERAL NOTES u1 m 5TUC00 SECTION TA. _ FF 71 .,- TRIM: 5.2 PITCHED FLAT TILE ROOF AT X:12 SLOPE. 2.1 FA5GIA:2x6 REFER TO DETAIL. SEE ROOF PLAN,DETAILS AND GENERAL NOTES .,., 2.2 DOORS AND WINDOWS: STUCCO WRAPPED SECTION TA. 2"x4"FOAM U.N.O.,SEE DETAILS. NOTE TO ALL%51,ONTRAGTORS: 71 PRINT DATE TO A re GUTTERS: L�O�R ION OF ELITFrTURAL DETAILS FOR City Of ASTOMERIG MEMBRANE PIPMinH Division APPro� 5.1 ALL ROOFS TO EE GUTTERED WITH DOWN SPOUTS UNDER EXTERIOR MATERIALS, AS INDICATED ON ROOF PLAN AND DETAILS. FRONT SHEET NO. OPT. 3—GAR GARAGE A—I .14 12 [tot 4 � P DANIELIAN ASSOCIATES ARCHITECTURE & PLANNING -...................... ---.. - - SIXTY CORPORATE PARK -- IR�/INE,GALIFORNIA Q26015 — ——————————————————————— -- -- (11441)474-6080 FAX: (11441)474-1422 c c YONADANIELIAN.GOM ® DANIELIAN ASSOCIATES EXPRESSLY RESERVES ITS COMMON LAW COPYRI6HT AND OTHER PROPERTY P.P. RI6HT51N THEEE PLANS.THESE PLANS ARE NOT TO BE REPRODUCED CHANGED OR COPIED IN ANY FORM LEFT OR MANNER WHATSOEVER NOR ARE THEY TO BE A5516NE12 TO ANY THIRD PARTY WITHOUT FIRST OBTAININ6 THE EXPRESSED WRITTEN PERMISSION AND CONSENT OF DANIELIAN ASSOCIATES. Wo � THUR C. i 0 IELM _—. m � ll� R o.0 12 4 r— N0. DATE REVISION ——————————-——E-- I--- i i 4 i n PROJECI 1 Il LE RIGHT LA LACUNA SCALE: 1/4' I'—O" ESTATES / LARGE PROJECT NO. Q'✓OOS SHEEI 111LE ELEVATION NOTES - PLAN I EXTERIOR MATERIALS: CHIMNEY. 1.1 STUCCO 4.1 I.2 MANUFACTURED ADHERED STONE VENEER I.S MANUFACTURED ADHERED 5RIGK VENEER ROOFING: 1.4 5.I PITCHED PROFILE TILE ROOF AT X:I2 SLOPE. Pi 13 50FFIT'S/BOTTOM OF CANTILEVERED AREAS: SEE 5T1CC0 ROOF PLAN,DETAILS AND GENERAL NOTES ..... SECTION TA. EXTERIOR TRIM: 5.2 PITCHED FLAT TILE ROOF AT x:12 SLOPE. 2.1 FASCIA:2X9 REFER TO DETAIL. SEE ROOF PLAN,DETAILS AND GENERAL NOTES �I ELEVATIONS 2.2 DOORS AND WINDOWS: STUCCO WRAPPED SECTION TA. J 2'X4'FOAM U.NA.,SEE DETAILS. NOTE TO ALL SUBCONTRACTORS, REFER TO ARCHITECTURAL DETAILS FOR T 11 101 6VTTERS, LOCATION OF ELASTOMERIG MEMBRANE v 11 5.1 ALL ROOFS TO BE GUTTERED WITH DOWN SPOUTS UNDER EXTERIOR MATERIALS. - 4 AS INDICATED ON ROOF PLAN AND DETAILS, Q ORIGINAL`DATFVAY^2 2003 n - � TOC/FP City Of Lake CSlsie°T,< pbming Division Approve) i ��{. T1 ,,I,Ir. , •I Approved By: appucn"la hereUY 0ran!nU 1 r.,.a4:II �;u:.l i. approval by III,appli ti m elt prov Al ; PARTIAL RIGHT Of II IPRI TI,e lT.eaance NP DY�ITE I „, 2 OPT. 2—GAR GARAGE / BONUS ROOM `utho°'O, t !. aatBorily to v�. o c:,r u.l IhU ploano of •'I' OPT. 3—GAR GARAGE ODtla ahcNl t° SHEET N0. 1,-„ E A GONG.STOOP VERIFY ��` LOCATION "I c"oNxaG oR DANIELIANASSOCIATES ARCHITECTURE & PLANNING 5IX7Y CORPORATE PARK AT EXTERIORSLAB. IRVINE,CALIFORNIA-72606 6"MIN(CBO 206 4 1606.1) (949)474-6050 2•'SEL OA SCREED FAX: (449)474-1422 SEE DETAIL 14 AAA.DANIELIAN.COM ® DANIELIAN AS50CiATE5 EXPRESSLY RESERVES ITS COMMON LAIN COPYRIGHT AND OTHER PROPERTY RIGHT5 IN THESE PLANS.THESE r—— PLANS ARE NOT TO OE REPRODUCED CHANGED OR COPIED IN ANY FORM OR MANNER AHATSOEVER NOR ARE THEY TO BE ASSONED TO ANY THIRD THE EXPRESSLM MITTS,PERMISSION AND CONSENT OF DANIELIAN ASSOCIATES. I I I I L__ J �OQpWESS/py- VERIFY ELECTRICAL dr ,�? H',9 REOUIREMENT9 AT C y 'Q KITCHEN ISLAND l'V �1 GENERAL CONTRACTOR "' C Pp L"CA0 SLAB ON GRADE. (REFER TO STRUCTURAL NO. DATE REVISION DRAWINGS BY OTHERS) pQp oQ 1Y AT EXTERIOR SLAB, PROJECT 1NLE T6"MIN(C6C 208 4 1806.1) "'�°" LA LA6UNA 2"BELOW SCREED SEE DETAIL IS ESTATES / 4 - LARGE SL U FOUNDATION NOTES II n " SLAB al� 'MIS PROFILE IS FOR �WWr ""XS'-O" PROJECT NO. 05005 DIMENSIONAL INFORMATION ONLY. 20�-b" GONG.STOOP ROPER TO DRAWIN6B BY OTHERS FOR ALL N SHf F III 1.E STRUCTURAL INFORMATION.STRUCTURAL ENGINEER SHALL PROVIDE ARCHITECT WITH FINAL DRAWINGS PRIOR TO CONSTRUCTION. N REPER TO CIVIL AND LANDSCAPE DRAWIN65 O FOR ENTRY PORCHES,PATIOS,STOOPS,WALK5 PLAN �N 2 DRIVEWAYS,WALLS,5TEP5,ETC.NOT SHOWN HERE Q ry REFER TO CIVIL DRAWINGS FOR ALL BUILDING LOCATIONS, Q GRADING,AND FINISH FLOOR ELEVATION INFORMATION. REFERENCE NOTES FOUNDATION :FOR. REFER TO PROFILE 5YMBOL5 AND SHEET 6-1 A55REV IATIONS FOUNDATION T-I(INDEX)FOUNDATION PROFILE 'A' y INFORMATION STRUCTURAL TH DRAWING/DETAILS L BY OERS. GENERAL NOTES 511 SA '!v o FRAMING STRUCTURAL DRAWINGS/DETAILS !V ry ORIGINAL DATE: ® N INFORMATION BY OTHERS GENERAL NOTES SECTION 6A MAY 32 2003 ELECTRICAL T-1(INDEX)ELECTRICAL PLANS an B A INFORMATION 6-1 and GENERAL NOTES SECTION 16A MAY 0.. CEILINb VOLUME/ b-I,and FLOOR RAN 16'-2" 6• ® '"MA" 7 2003 INTERIOR SHELF INFORMATION INTERIOR FINISH 6ENERAL NOTES SECTIONS 9,IOA SCHEDULE 2A'-4• 3D'-0' _.. 0 EXT.M,ARD5CAPE, LANDSCAPE DRAV41NOS BY OTHERS STEPS,PLANTERS, CIVIL DRAWIN68 BY OTHERS sol-o° I, .•I,y PRINT DATE m FIREPLACE 6-1 and 6ENERAL NOTES SECTION IOA INFORMATION 1^ EXTERIOR ELEVATION'A'SHOWN FOUNDATION PROFILE ;' SEE ALTERNATE PLAN SHEETS FOR ALL SHEET N0. ALTERNATE PLAN AND ELEVATION SCALE: I/4"_�'-O" A-2.1 r± CHAN6E5. 4b• B A -2.6 2.6 QL OF NB NG PAD VER PY LOG TION � ¢'ANTO6Oo SOSO XOX DANIELIAN ASSOCIATES L L L ARCHITECTURE & PLANNING ONE Plecc ,� OPT.6oeo FR v6 Olt It (TEMPJ SIXTY CORPORATE PARK L L L L L L1 IO2"X42• L L L L L Ln� ., COMBO '^ IRYINE,GALIFORNIA 42606 L L L L L L L L L (444)474-60W FAX, (444)474-1422 L L L L L I---- BA SOFFIT FAMILY L L L " " - AT M BED NI{IPN•DANIEJ-IAN.00m Z�_g. a2 HI6FI 9'-0" CL 9'-0" CLG COUNTER 9'-0" CLG TOP W/ _ N ®DANIELIAN ASSOCIATES EXPRESSLY L �_,• L '_ • RESERVES IT5 LOMMON LAW L L L L L L L L•..i O R&HT51 N THESE PLANS It COPYR6HT AND OTHER THESE r FIREPLACE- I L L L ry PLANS LACHA 6ED OR ARE T TO B NRANY FORM "511PERIOR" L L I I L L L '6 OR MANNER WHATSOEVER.NOR ARE I.G.B.O. L L L L L :11 l THEY TO EE ASSIGNED TO ANY THIRD +ERBIS9 B-b�S 1'-10• 1010, PARTY WITHOUT FIRST OSTAININ6 TILE4 L L I I L L L 1 THE AND EXPRESSED OF MITTEN I RMIS5ION TL HEARTH h L L I I O L L L O !� ASSOCIATES, SHELF LL TOPTOP ATT-4' 007 AT b'-b" I I r/\ L L 50"X50' l oPEN To _ �Arrlc I! o DINING, kk II �AG�'9 I� �/ I! - LLLL_LLLLI \ y� L7V1i.1�_II� n MEDIA 0VLLLL '}. !': ""�--�1._ BED 2 �QpOFES510,y ----------- 1 A"V' PAtI ' �� 4Pn / 9'-0" CLG $ '�wi L — l 1 SEE OPTIONAL v_ a !PRETREAT4'-4• L AT 5HT A-2.4 OFCADINING9'-01, CLc n LL� L2�, vAt5FAC�14,-4" ,���g: �_O. TTO D ITC" II'-II g'_6J�• Z660 6068 ,I N0. DATE REVISION OFFIT ._._ .....__.�.RA6 / SSOOFFITAT 0� AT 6b• 9,_O. L RIP�T =_===n==__r a_r.a_ 17Y p 171/ 7 ell 9 NICHE SovED TOP AT SOPFIr O Y 3 H SPL AT"6" j:F AT 6'-0' ry 4 }'� I� M SOT I T 9'-0" .56"LOW WALL BEE) 3 SOFFIT AT 8'-O" 2'-10' 6'-O' S'-1" �' S MIN --- '--Ag•A. 1� (FROM CLG _�� LIYIN6 § 9'-0" CLG L-Q_0 `x(oi 1 4 p TERMINATE WAINSCOT 9'-O" CLG q 4'-6" OPT�ONAL L L L ll 11 q g•p DRYER VENT PROJECT TALL AT FENCE LIME,SEE AT SHT A-2.4 I— TO OUTSIDE AIR CIVIL DRAINN6 FOR L II �OTE`T� LA LACUNA FENCE LOCATIONS L L yu.I j1 n 5L�OR .SG,"LOW WALL OPT.5000 g° 1 1. j . ESTATES / -- Q - IS"PLATFORM P _ ._...._. WITH FIRERATED ry ILAR&E AREAGALGULAtTI ON5 �°S' o O DRYWALL BEHIND Z 8- -- (Y,// SW n6Hr FITTIH6 STANDARD PLAN a �o 9-0 LG I a'-B" 2'-P 2'-l0" �SELF cLoSURE� ' ' PROJECT N0.TOTAL LIVING AREA 2052 SO.FT S� 6'-4• la'-4^ 03008 6ARASE 425 50.FT ...- .... .. _..._....-. COVERED PORCH 61 50.FT ❑ VERIFY SIZE SHEET TITLE ¢ Q W/PLUMBER SOFFIT SEE OPTIONAL GARAGE Y BED 5/OFFICE oI �� ♦ ` ' ^ O 4 AT SHI GARAGE® (FROM CLG � FLAN 1 STANDARD LIVING AREA 2092 50.FT. q SOFFIT_gg AT 9HT A-2.4 (FROM T.O.C.) OPTIONAL BED 5/OFFICE 200 50.FT. EXT.ELEV. 20'-O"x2O'-O"Cot MIN. T-2" 2'-0' 1'-6" 2'-0" q I2'-0' SEE SHEET 6-2 FOR I4"xb' - FIRE PROTECTION OF CORROSION REFERENCE NOTES TOTAL LIVING AREA 2292 50.FT. ALL 6ARA6E SURFACES RESISTANT _ ..yy2'-0" EXHAUST VENTS FIRST •L,„-b„ 6'LOCATIONS b'MAX ABV. FOR___________ __ __R.�......•_•__,_____,___�_ ❑ ___ ❑ _ SLAB FLOOR SYMBOLS AND . SHEET 6-I ® AT PENCE LINE,SEE STANDARD bARA6E 425 SO.FT. 0 TERMINATE VENEER PLAN TI ABBREVIATIONS OPTIONAL S-GAR OARASE 200 50.FT. ! FOUNDATION T-I(INDEX)FOUNDATION PROFILE S'-0' I'-6' 4'-O' ILO' IS'-9" n 160,0 CIVIL DRAWING,FOR INFORMATION STRUCTURAL DRAWING/DETAIL5 -- FENCE LOCATION IA BY OTHERS. - PENCE.._. —......___ GENERAL NOTES SECTION 5A TOTAL 6ARAISE AREA 625 50.FT. o FRAMING BY OTHERS DRAWINGS/DETAILS n ❑ H ORIGINAL DATE: 92 Y003 "Q INFORMATION BY OTHER( B 57UCC0 A + bENERAL NOTES SECTION A WAINSCOT 50FFIT-SEE RY ���� ELECTRICAL T-I(INDEX)ELECTRICAL PLANS STANDARD LIVINS AREA 2052 50.FT. mQ � INFORMATION b-I and GENERAL NOTES SECTION 16A � -Zb SEE EXT. EXT.ELEV. -2,6 CEILING VOLUME/ 6-1,and FLOOR PLAN OPTIONAL BED 4 NO 90.FT ELEVATION o INTERIOR SHELF INFORMATION I'A' IT-2" I'-9" ® ...• INTERIOR FINISH GENERAL NOTES SECTIONS 9,IOA TOTAL LIVING AREA 2252 50.FT. i EXT.HANDSCAPE, LANDSCAPE DRAWIN65 BY OTHERS i STEPS,PLANTERS, CIVIL DRAWIN66 BY OTHERS o ETC. it STANDARD GARAGE 425 60.FT. PRINT DATE N FIREPLACE 6-I and 6ENERAL NOTES SECTION IOA INFORMATION O OPTIONAL RETREAT NO 50.FT � NOTE: PLAN EXTERIOR ELEVATION'A'SHOWN TOTAL GARAGE AREA 625 50.FT. FLOOR I LAN SHEET N0. SEE ALTERNATE PLAN SHEETS FOR ALL ALTERNATE PLAN AND ELEVATION CHANSES. 50ALE: 1/4I I—-II—011 A-2.2 0 0 L L.. L L L L . SLL V LLD BED 3 , I 9'-0" CLG iL LIYINS L� x� I LIVING DEN �S-�; , „ BED 3 9'-0" CLG DEN L / �� 9'-0" CLG 9'-0" CLG L9- Ll /xr I ii 9'-0" CLG LLL__i ll 9'-0" CLG L i L L L ji ARCHITECTURE O ITECT RIELIAN OES& PLA'NNIN�G I n $ L L it V SIXTY CORPORATE PARK $ IRVINE,GALIPORNIA-12606 O BoSo M44)474-6090 PORCH Q BoSo - FAX: (a4Q)474-1422 19'-0" CLG --- ----- --- _ / PORCH YVYVW.DANIELIAN.GOM G Y/ 9'-0„ CLG /T 5060 6' � DANIELIAN ASSOCIATES E%PRE55LY T�/ ❑ ��.ii.. ROPY AND OTHER PROPERTY / BED ✓/ ❑ ❑ RIGHTS IN THESE PLANS.THEAW F PLANS ARE NOT TO ISE REPRODUCED OFFICE &ABASE OR MANNER OR COPIED IN ANY FORM OR MANNER WiAT50EVER.NOR ARE TO *NEV TO 9'-0" CLG 9'-0" CLG n '7p PARTY AISTNour FIRSSTT OETA�NS I� (FROM T.O.C.) 3—GAR &ABASE N THE EXPRE55EP WRITTEN PEW15SION SOFFIT-SEE AND CONSENT OF DANil Q EXT.ELEV. 9'-0" CLG ASSOCIATES o (FROM T.O.C.) O�ql S&O ._—._ ❑ q �40 q9 9'6° 11-8• 4,_O• I'-0• 2'-O' TFNpi C. y ` 80,0 y NI, 4050 SL rz ]Y ,'-2" II'-8" 1016" 2p'6• N0. DATE REVISION 18'-10' SI'4' OPT. oBEDA 5/DOFF I CE/ 2—GAR GARAGE 2 OPT. 3 OF 6 GAR GARAGE RA6E ADDED PROJECT TITLE G LA LACUNA ME FOR SPECIFIC CONDITIONS ESTATE✓ / Q A-2.1,A 3A1 AND AA-2214 4 4 $ 4 0 $ LARGE SL Q PH � n Q PORCH v� PROJECT NO. O�JOOS v < SLAB SHEET TITLE FQN n n PLAN 2 4 4 PARTIAL FLOOR PLAN/ FOUNDATION 'A' q16' 1,-8' 4,-0• 118' 2,-0' in 9,6. 1,_8. 4.-0• 1,6. ,-0' — ORIGINAL DATE' ® 'MAY 12 2003 N N N N ry ry ., 2,-0• ,_2. MAY. 0 2003 0 112" II'6" 10'-6" 2018" T-2" II'-D' IO'6' rSHEET IdOPT. BED 5/ OFFICE/ 2—GAR GARAGE 2 OPT. 5—GAR GARAGE FOUNDATION NOTES SCALE: 1/4N=II-011E THIS PROFILE IS FOR DIMENSIONAL INFORMATION ONLY. REFER TO CIVIL AND LANDSCAPE DRAWINI t FOR ENTRY PORCHES,PATIOS,STOOPS,WALKS . REPE'R TO DRAWINGS BY OTHERS FOR ALL DRIVEWAYS.WALLS,STEPS,ETC.NOT SHOM HERE "��•� o STRUCTURAL INFORMATION.STRUCTURAL ENGINEER SMALL ��- PROVIDE ARCHITECT WITH FINAL DRAWINGS REFER TO CIVIL DRAWINGS FOR ALL BUILDING LOCATIONS, ap PRIOR TO CONSTRUCTION. GRADING,AND FINISH FLOOR ELEVATION INFORMATION. H ' DANIELIAN ASSOCIATES ARCHITECTURE & PLANNING L L L_ L SIXTY CORPORATE PARK R L IRVINE,CALIFORNIA R26O6 (Q49)474-60.90 `,i�,� BW �f L L c L L� x l FAX: (944)474-1422 LI Y I O 99''-00""�CLG'T -+ -�I�� BED 3rrl: YVWWDANIELIAN.GOM 9'-0" CLG ii L L_ 1 L \X ii 9'-0" CLG II LIVING II 0 DANIELIAN ASSOCIATE5EXPRE55LY CLG --�- — �� RESERVES ITS COMMON LAIN _ I COPYRIGHT AND OTHER PROPERTY .. ......._ � I, RIGHTS IN THESE PLANS.THESE PLLL .._L_ I PLANS ARE NOT TO BE REPRODUCED -_ !, CHANGED OR COPIED IN ANY FORM LL Q OR MANNER PAIATUMVER.NOR ARE I 9'-0° CLG _: THEY TO BE ASSIGNED TO ANY THIRD II 5068 PARTY WITHOUT FIRST OBTAINING Q _ _ 1-5/4"THK 2866 THE EXME55ED ARITTEN PERMISSION p/119050 SH BIN TIGHT FITTING AND CONSENT OF DANIELIAN PORCH __________ Y W/SELF CLOSURE A55OCIATE5. PORCH " 9,-O" CLG 9'-0" CLG �G�U ❑ ❑ f50IFFIT C.IEL4WOFFICE &ARAGE OPTIONAL BED 4 -SEE FOF CALF EXT.ELEV. 9'-0" CLG 9'-0" CLG AT DEN/NO 50.FT.ADDED (FROM T.O.C.) NO. DATE REVISION --- PTO" 410' VWX NEXT. " I M BED Q 5 ---- 20 M BA PROJECT TITLE 9'-0" CLG 1e�-10• -- -....._. _. ........... gp_2, 9'-0" CLG LA LASUNA ESTATE5 / - OPT. BED 5 / OFFICE W/ BED 4 LARGE 2'-0• 2'-0'LI SCALE: I/4"=I'—p 11 PROJECT N0.7�j 03008 W�' u WALKISNLLI IIILL 9' PLAN 2 7..... O - - RETREAT PARTIAL 9'-0" CLG FLOOR PLAN 'A' IIII--L- - N,, ORIGINAL DATE: ® MAY 12 7993 4 OPTIONAL RETREAT m CIAY003 AT DEN/NO 50.FT.ADDED PRINT DATE FOUNDATION NOTES THI5 PROFILE 15 FOR 12IMEN51ONAL INFORMATION ONLY. REFER TO CIVIL AND LANDSCAPE DRAWINGS """"""11 E c 0 i FOR ENTRY PORCHES,PATIOS,STOOPS,WALKS SHEET NG' REFER TO DRAWINGS BY OTHERS FOR ALL DRIVEWAYS,WALLS,STEPS,ETC.NOT SHOWN HERE A ��.� v STRUCTURAL INFORMATION.STRUCTURAL ENGINEER SHALL �"� V PROVIDE ARCHITECT WITH FINAL VRMIN65 REFER TO CIVIL DRAWING5 FOR ALL BUILDING LOCATIONS, PRIOR TO CONSTRUCTION. GRADING,AND FINISH FLOOR ELEVATION INFORMATION. S L—J �I IIC/\ ArCl re II: I0AF LIC— \ '� AT OPT. � � D AFG YP. OFT. OT , I9 _ DANIELIAN ASSOCIATES L 2 V ARCHITECTURE & PLANNING L ' _ CoRpo ; � FGI AFGI L `,�♦ L- L L IRVINE GAUFORNIA W2608 -�- 9'-0" CLG _ �� \♦ L L L LI , D (q49)414-6090 Aral L L L L L L L FAX: (949)474-1422 \♦ L L L L L L�---- - �E D MKOANIELIAN.GOM --- - FAMILY LL LL B�` _ • �, ;Fu s'-o" c L L L L L 9-O O / \ 9-O CLG DANIELIAN A550LIA ES E%PRESS Y A )" CLG ---._ 1 LG -.- .. 1 \ L L LE L L, ` t' ® RESERVES ITS GOMMCN LAW `�• ` COPYROW AND OTHER PROPERTY _ =--=__ L L L� FGI AFT.FAW LT. � R6HT5 IN THESE PLANS.TlffSE OPT,FAW LT. L L PLANS ARE NOT TO BE REPRODUCED �� I L— ♦ OR MANN OR COPIED IN ANY FORM L L L � + I OR MANNER WiAT50EVER NOR ARE ❑ I ❑ I 1` L IL L _ i' L ' TIEY To 8E 06516NED TO ANY THIRD 1 BED 5/ 1 I` L li L L L II / I / PARTY WITHOUT FIR5T OBTAINING AFGI BED s/j I I , I— 1 Tie EXPRESSED WRITTEN PERMISSION AND CONSENT OF DANIELIAN OFF' OFFIGE�, I LL L n. AFGII ASSOLIATES. 9 CL / A ( _C oPT. ' I 4 \ 6 i; iii 1 1 ..AFGI G� / pP, ' 9,`, CLG - ' OP FRC � � LLL L L LFT O S ' QPOFE551 Pti-1�L`�` 0 � -'IH- �' GtG / 9 -�9Q_-- L L ��t -_ --- =��--_�a_ so I BED 2 L L L L I- 9'-0" CLG ❑ i/' ❑ AFGI./' 'i _ I_ 6F AFGI AkGI �� G L L __ DIM L 1 OPT OPT.FAW LT. ATJ _9- 4— - PEND. LG / AF OPT. BED 5 OFFICE BED 4 OPT. O ���-5/ OFFICE /, � ♦\- � 9 0 � � _ N0. DATE REVISION BED •OFT L IL, OPT AFGI F I AFj LEI Xl \� 0' LG I OPT _... —_ i / 1 li _. AF ® ' ' L L L L I _' 9'-0' ac �IA AFG I �` � ;�� T. L L O BED 4 9-0" CLG PROJECT TITLE OFT.FAN/LT. ♦ UUU .' \ F I 9'-0" CLG L L__ ,\ L AFGI I, LA LACUNA L L;I -------- -=- =-------_==---=- ► e ESTATES 6rI LARGE L L , • O \` L L FR Wp % \ _..-- ♦\ PROJECT NO. 03008 AR GARAG OPTIONAL BED 4 E El ❑ ♦�� SHEET TITLE M Lam' 9'-0" CLG ........ � GRACE AT GL6.FOR (FROM T.O.C.) AT GL6.FOR \ PLAN � A ,I OPT.6.0.0. OPT.S.D.O. PL ii N I 9'-0' CLG 2 I , `1 AT GL6.FOR 6A5 OPT OPT.&D o. ♦ METER _ I-- s UTI LTY _.__... a ❑ , � \ AFGI ❑ ELEG. (MIN. AMP WITH LIFER PLAN ..��♦♦ ////1111 E GROUND.ND.SEE SHEET 6-5, O 1 \ �PV ME7ER�SECTION 16A,NOTE'rJ 'A' 2 OPT. 3—GAR GARAGE AEG' RETRE T' ♦�, ❑ ❑ ORIGINAL DATE: 9-0' CLG ® MAY 02 2003 WP WP Al. MAY 2 0 2003 s —�Tli-tT`�fi'LAN SCALE: 1/4"=1'-0" ,. = 4 OPTIONAL RETREAT — PRINT DATE , I ...• _city N.o.c l.': ``uue pruvlslon5 of xucu 4 / •—`3 I - I I I I I I I I DANIELIAN ASSOCIATES ARCHITECTURE & PLANNING 0„ I * TYP SIXTY CORPORATE PARK IRVINE,CALIFORNIA 42606 I (444)474-6030 I 4 r122- FAX: (444)474-1422 I I i2 yVVV{N.DANIPLIAN.GOM 74 SEE STRUCTURAL DRAWINGS C DANIELAN ASSOG.A ES EXPRESSLY T RESERVES I75 COMMON LAN DI P I _ - NORM'IZONTAL FSES TO AGLOMODATE LINE OF ROOF COPYRIGHT AND OTHER PROPERTY RIGHTG IN THESE PLANS.THESE PL —- PPL LANS ARE NOT TO Be REPROGVGED IN ANY FORM - 14DR OR MANNER AHATS�OEVER.NOR ARE 5 THEY TO BE A5516NED TO ANY THIRD D-I 8.2 9.1 PARTY PLTHOUT FIRST OBTAINING -74 VALLEY 2 RAKE .._. -- - THE EXPRESSED MITTEN PERMISSION D-I (TYP) AND CONSENT OF DANIELIAN L� __ ' _____--_ P GARAGE BED 5 BED 2 M BED m P ASSOCIATES. I I I I I I I I 1 D-I (T1?) q3 1.1 oQ.0VESS/0 _LJ I TOG _ Wei THUR C. 9q? r O• _ NIT �n TYP. P' I EJ F Q� I 1 I I r A ' SECTION A m NO. DATE REVISION 2 RAKE D-I (SIM) ROOF PLAN 'A' 50ALE: 1/5' I'—O" ROOF PITCH AT 4:12 U.N.O. ATTIC \/ENTILATION GALCULATION5 RROJECI TITLE 50%HIGH AND LAW VENTILATION /I' NA Attic Area-2512 eq.Pt.X144•S'10568 aq.In. LA LAGU 5.1 5.2 Total Attic Vent Roqufed: 4 f 2 ESTATES / Section Was(I/800kh Rule)- 611?b 5q.In.High Vent - � 12 LAG/E 611.26 Sq.In.L..Vent _..__... ._ _..__ __ a R-I& 125456 Minn—Total High♦L.N Vent Total Attic High Vent Provided(I/500th Rule): 5 Dormer Vent..(Ha"Round)24".12"each Y 155 a.1.In.615 sq.In. High Attic Vent Provided(I/300th Rule): 6'I5 aq.In. PL- -----PL HDR PROJECT N0. Q3QQ�j Total Attic Low Vent Provided(1/900th Rule): 5 Dormer Vent.:(Halt Round)24".12"each a 155 aq.In.615 aq.In. SHEET TITLE Low Attic Vent Provided(1/500th Rule)• 615 act.In. PO H Total Attic Vent Provided(I/EI Rule). 1550 sq.In. , LIVING DI NG FAMILY H4 P PLAN 2 4 8.1 TOG PP 5EGT1 ON5/ ROOF PLAN 'A' NOTE: ORIGINAL DATE: GENERAL CONTRACTOR SHALL VERIFY THE NET FREE VENTILATION OF THE VENT PRODUCT SELECTED AGAINST THOSE NOTED ABOVE. THE REQUIRED VENTILATION V MAY (L M 1 V SHALL BE MAINTAINED. 32�003 PROVIDE INSULATION STOP SUCH THAT INSULATION DOES NOT OBSTRUCT ot ., FREE AIR MOVEMENT AS REQUIRED BY THE BUILDING OFFICIAL. A9 MAY O 1 ' 3 ALL OVERLAP FRAMED ROOF AREAS SHALL HAVE OPENIN65 BETWEEN THE ADJACENT ATTICS S IN THE ROOF SHEATHING(AS ALLOWED BY THE STRUCTURAL ECT I ON NOTES ENGINEER)TO ALLOW AIR PASSAGE AND ATTIC VENTILATION BETWEEN THE TWO OR, 5 150LATM ATTIC,SPACES SHALL BE VENTED INDEPENDENTLY TO UBC REQUIREMENTS. ROOFING: CONCRETE 5LA5: INTERIOR MATERIALS: 5.1 PITCHED PROFILE TILE ROOF AT X:12 SLOPE U.N.O. 1.1 SEE FOUNDATION PROFILE AND GENERAL NOTES 4.1 TYPICAL WALLS AND CEILINGS: THE FOUNDATION AND FRAMING ELEMENTS SHOWN HERE SEE ROOF PLAN,DETAILS AND GENERAL NOTES SECTION 5A AND STRUCTURAL DRAWINGS BY OTHERS 1/2"GYP BD(5/8"GYP BD AT CEILING IF c ARE GENERIC IN NATURE AND MAY NOT BE GONSISTANT SECTION'TA. FOR ADDITIONAL INFORMATION. FRAMING 15 GREATER THAN 16"0.0) - o WITH THE ACTUAL STRUCTURAL ENGINEERED REOUIREMENTS 5.2 PITCHED FLAT TILE ROOF AT X:12 SLOPE U.N.O. IN5ULATION, 43 AT YET AREAS: I PRINT DATE FOR THI5 PROJECT.REFER TO THE STRUCTURAL DRAWINGS, SEE ROOF PLAN 8.1 EXTERIOR WALLS PER ENERGY GALLS,DETAILS AND GENERAL NOTES 1/2"MOISTURE RESISTANT GYP BD A5 � : :i L:,.setl DETAILS AND CALCULATIONS BY OTHERS FOR ALL SECTION lA. REGO E7J MMDID BY MANUFACTURER. STRUGTIRN_INFORMATION. 6.2 CEILING WITH ATTIC ABOVE:PER ENERGY GALLS qg FIRE PROTECTION: 1' WOOD FLOORS: 6.5 VAULTED CEILING, PER ENERGY CALC5 SEE SHEET 6-2 FOR FIRE PROTECTIONi� 6.1 AT TYP.INTERIOR CONDITION: OF ALL GARAGE SURFACES. "=V i of sucn FLOOR SHEATHING OVER FLOOR TRUSSES. 8.4 KNEE WALLS BETWEEN ATTIC PER ENERGY CALC5 SH.�Ei` t�d REFER TO GENERAL NOTES SECTION 6A,AND AND LIVING 5PAII STRUCTURAL DRAWINGS BY OTHERS. 85 FLOOR OVER GARAGE: PER ENERGY GALLS s e e 12 2'-o°x5-O" DANIELWNASSOCIATES APPLIED LOUVERED D_5 s.l v-I v-1 SWTTER5 APPLY ARCHITECTURE & PLANNING ELA5T0-MERIG 12 " 12 - ME113RANE 1 4 UNDER ENTIRE IS SIXTY CORPORATE PARK 412 AREA OF SHUTTER g I� 2O� V-1 IRVINE,CALIFORNIA 42606 ��— 2 12 (R49)474-6050 FIL I 1 I 2 4 f 14 FAX. (11411)474-1422 AT OPTIONAL DR s'o° \ �/«12° D I T 19 = _ \ Y#VV.VANIELIAN.GOM 20 RESERVES IT5 COFMON LAW I I I I I lV/ COPYRI6FR AND OTHER PROPERTY IGHTS IN TIE5E El Q R .THESE PLANS ARENOT TO BE REPROLVLm CHANSED OR COPIED IN ANY PORM Y OR MANNER ARATSOEVER.NOR ARE THEY TO BE ASSI&NED TO ANY THIRD 1 I I I I I n' 2 Q s r ❑❑❑❑❑❑❑ 12 � 'a � PARTY WITHOUT FIRST OBTAINING I 1 I I I I 1 I I ❑❑❑❑❑❑❑❑ r i I i i I i r I THE EXPRESSED WRITTEN PERMISGION IIII I iI I I I I II I I I I I I 1 6 5 ANp CONSENT OF DANELIAN IL II L__ --J L--1--J ❑❑❑❑❑❑❑❑ TOG ASSOCIATES. OPTIONAL 5LIDING OPTIONAL FIR DR 16 GLA55 DOOR OR FRENCH DR D �'7h�Rss,p Le C. �? REAR FRONT ° .C� 50ALE: 1/4"=I'-011 NO. DATE REVISION 12 4 2 T— /,12 12�4 / p� i� ---CRICKET 12 //...._ � 4� 4f— 12 0 00 10 D-5 � PROJECT TITLE FOR HDR HDR 5 10 m -- LA LACUNA o _ R a o o ❑❑❑ ® ❑❑❑❑❑❑❑❑❑ ESTATES / Q v Ell 20 ❑❑❑❑ ❑❑❑❑❑❑�❑ LARGE LID Qe9l ❑❑❑ ❑❑❑❑❑❑❑❑ TOG PROJECT N0. 05005 19 I5 II FRON SHEET INLE PARTIAL FRONT PARTIAL FRONT OPT. 3-GAR GARAGET I AT OPTIONS WITHOUT FENCE WITHOUT FENCE PLAN 2 - ,12. 4 CRICKET I2 EXTERIOR _ 4� ® 4r 24 ELEVATIONS PL 00 0 r 1^ 0 0 I PL l�l �., ORIGINAL DATE: m ELEVATION NOTES HDR OFF © MAY�(2 2003 EXTERIOR MATERIAL5: CHIMNEY: = O❑ ..._� .©��Ay 1 flJ�003 I.I STUGGO 4.1 - 0 1.2 MANUFACRED ADHERED STONE VENEER 7 ❑❑❑❑❑❑❑❑ r 19 MANUFACTURED ADHERED BRICK VENEER ROOFING: T- 10 IA SOFFITS/BOTTOM OF CANTILEVERED AREAS: 5.1 PITC E HED PROFILE TILE ROOF AT X,12 SLOPE- 5 ❑❑❑❑❑❑❑❑ 57UGG0 E ROOF PLAN,DETAILS AND GENERAL NOTES al... . SECTION TA. j oz TRIM, 5.2 PITCHED FLAT TILE ROOF AT X,12 SLOPE. , ❑❑❑❑❑❑❑❑ T I'r PRINT a 2.1 FASCIA.2xS REFER TO DETAIL. SEE ROOF PLAN,DETAILS AND GENERAL NOTES W -- - nl 2.2 DOORS AND WINDOW5, 5TU000 RAPPED SECTION TA. L DATE 2"x4-FOAM U NO,SEE DETAILS. NOTE TO ALL SUBCONTRACTORS: City 7{[Ake F 6hta� ^ -_ — REFER TO ARGHITEGTURAL DETAILS FOR p[oppj�[NvL4[oR APProral / 1 ` _ FRONT ': r GUTTERS: LOCATION OF ELA5TOMERIG MEMBRANE I ' L 9.1 ALL ROOFS TO BE&UTTERED WITH DOWN SPOUTS UNDER EXTERIOR MATERIALS. OPT I O1.I A 1 BED 5/OFFICE U� ,$H��NO. AS INDICATED ON ROOF PLAN AND DETAILS. ApptGved BYE mot,, �L, I��11/1L L/ (,JOrc.a.lc ,ii` L 2 G-/9-03 DECORATIVE-- VENT 12 _ 14 12 00 ..._..._.............. 4 Ilk DANIELIAN ASSOCIATES sF PL ARCHITECTURE & PLANNING __.._. -- TERMINATE vENE:ER -- — _ — SIXTY CORPORATE PARK AT FENCE LINE,SEE -- w CIVIL DRAWING FOR IRVINE,CALIFORNIA g2606 PENCE LocI'll 12 (q4q)474-6030 ———————————— ————— --- — G = FAX. (414q)474-1422 P e NIWW.DANIELIAN.GOM h O T ®DANIELIAN ASSOCIATES EXPRESSLY _2 RESERVE5 ITS LOMHON LAW COPYRIGHT AND OTHER PROPERTY TOG RI6HT5 IN THESE PLANS.THESE PLANS ARE NOT TO BE REPRODUCED CHAN5ED OR COPIED IN ANY FORM OR MANNER HHAT50EVER.NOR ARE 15 THEY TO BE A55I6NED TO ANY THIRD _ PARTY WITHOUT FIRST OBTAINING LEFT THE EXPRESSED WRITTEN PMWIS6ION AND LON5ENT OF DANIELIAN 5GALE: 1/4"=I'-011 '0 ::Z_24 ........ C. 12 1 ELM e 'Aill _g ELEVATION NOTES HDR N0. DATE REVISION I4"X6"CORROSION EXTERIOR MATERIALS, CHIMNEY, 2'-0" RESISTANT 1.1 STUCCO 4.1 EXHAUST VENTS ATION4__————— —— '4 ———— —— — ————— —— — ———— ——————————————————————— 12 MANUFACTURED ADHERED 5TONE VENEER :r 6"MAX ABV.5LAB 1.a MANUFACTURED ADHERED BRICK VENEER ROOFING: C Q 13 5OFPIT5/DOTTOM OF CANTILEVERED AREAS: S.I PITGhE:D PROFILE TILE ROOF AT X,12 SLOPE. 10 4 STUCCO SEE ROOF PLAN,DETAIL5 AND GENERAL NOTE5 Q - SECTION TA. ill TRIM, 5.2 PITCHED FLAT TILE ROOF AT X,12 SLOPE. 2.1 FASCIA:2x5 REPER TO DETAIL. SEE ROOF PLAN,DETAILS AND GENERAL NOTES O 22 DOORS AND WINDOWS: STUCCO Y`dRA.PPED SECTION TA. T 2"x4"FOAM U.N.O.,SEE DETAILS. NOTE TO ALL SUBCONTRACTORS, REFER TO ARCHITECTURAL DETAILS FOR TERMINATE VENEER PROJECT TITLE GUTTERS: LOCATION OF MI.ASTOMERIC MEMBRANE AT FENCE LINE,SEE 5.1 ALL ROOFS TO BE GUTTERED WITH DOWN SPOUTS UNDER EXTERIOR MATERIALS. CIVIL DRAWING FOR RIGHT AS INDICATED ON ROOF PLAN AND DETAILS. PENCE LOCATION LA LA&UNA E5TATE5 / LARGE PROJECT NO. Q�jQQgj SHEET TITLE PLAN 2 EXTERIOR City Of Lake Fbinom ELEVAT I ON5 Planning DivW-Approval I A 1 Approved By: ORIGINAL DATE: ® MAY 3 2 2003 DW: ® MAY^0 2003 S hcrr:bY A 7hc Is„ia,•,r:• PRINT SATE ,`.. oar,ovol co los 1J AU,Il Ol1y IUdIkU 1 O C ucodes shill boVve., 1A�ovin o / \-LN. I Fi a DANIELIAN ASSOCIATES ARCHITECTURE & PLANNING SIXTY CORPORATE PARK IRVINE,CALIFORNIA 92606 LIN (a49)474-6030 rAPX,N(4411)474-1422 n (1 DANIELIAN'4 OM IELIAN A—IATE5 E%PRESSLY {{ll11 III ERVES ITS COMMON LAW AND 4 pORCH �It 4 PORCH r HTS IN THESEPI OTHER5.TIC5ERTM SLAB ``��� `� 5LA5 yU31 N5 ARE NOT To 5E REPRODUCED NGED OR COPIED IN ANY FORM OR MANNER MAT50EVM NOR ARE VTHEY TO BE A55I6NED TO ANY THIRD lR NT PARTY KTMOUT F THE EXPRE55ED WRITTEN PERMIS510N A550CIATE5T OF DANIELIAN T T IRC. s_ LM C NO. DATE REVISION T-2" II'-8' I.. __. 20'-5' 50,-0. 5o,-0" 2 OPT. 3-GAR GARAGE I OPTIONAL BED 5/OFF I GE PROJECT TITLE LA LACUNA E5TATE5 / LARGE FOUNDATION NOTES TH15 PROFILE 15 FOR O PROJECT N0, 03008 DIMENSIONAL INFORMATION ONLY. — ry REFER To DRAYUN55 BY OTHERS FOR ALL ( SHED TITLE STRUCTURAL INFORMATION.STRUCTURAL EN5INEER SHALL 2,-0" 5:1:: 5L Q PROVIDE ARCHITECT WITH FINAL DR."IN65 PRIOR TO CONSTRUCTION. _ 0 REFER TO CIVIL AND LAND5GAFE DRAWINGS Y1 PORCH 7 FLAN FOR ENTRY PORCHES,PATIOS,STOOPS,YVALK5 � -� FL %N DRIVEWAY5,WALL5,5TEF5,ETC.NOT SHOWN HERE REFER TO CIVIL DRAAIN55 FOR ALL 5UILDIN6 LOCATIONS, GRADINS,AND FIN15H FLOOR ELEVATION INFORMATION. 4 lY REFERENCE NOTES m� PARTIAL FOR, REFER TO: 7'-2' 2'-0' 5 -0'-6° 2' " .............................................. FOUNDATIONS SYMBOLS AND SHEET 6-1 O ABBREVIATIONS C/ FOUNDATION T-I(INDEX)FOUNDATION PROFILE (�I INFORMATION STRUCTURAL DRAWING/DETAILS BY OTHERS. GENERAL NOTES SECTION 5A FRAMINS STRUCTURAL DRAWINGS/DETAILS ORIGINAL DATE: INFORMATION BY OTHERS MAY 02 2003 GENERAL NOTES SECTION 6A ELECTRICAL T-1(INDEX)ELECTRICAL PLANS -. INFORMATION 6-1 and GENERAL NOTES SECTION 16A Lq4u M.AY 200CEILING VOLUME/ G-I,and FLOOR PLAN __ _ __NTERIOR SHELFLT NFORMATIONINTERIOR FINISF16EYlERAL NOTES SECTIONS 9,IOA -SCHEDULE EXT.HARDSCAPE, LANDSCAPE DRAWINGS BY OTHERS 21-4"5TEP5 PLANTERS, CIVIL DRAWIN65 BY OTHERS ETC. y5p'-p" :,ry EmFIREPLACE 6-1 and 6ENERAL NOTES SECTION IDA INFORMATION i"I EXTERIOR ELEVATION'A'SHOWN PARTIAL FOUNDATION PROFILE SEE ALTERNATE PLAN SHEETS FOR ALL ALTERNATE PLAN AND ELEVATION CHANGES. SCALE: 1/411—I I-O II _ i L� � � II L 1lll r o a a a 4 IATES PORCH 4 %' PORCH DANIE ARCHITECTURE &O PLANNING 9'—O" CLG (� 9'-0" CLG ARCHITECTURE & PLANNING SIXTY CORPORATE PARK IRVINE,CALIFORNIA R2606 n ❑ ry ❑ ��� ❑ soEe FAX. (944)474-1422 AM DANIELIAN.COM BED 5/ 5-GAR GARAGE OFF I GE GARAGE m RE5ER IAN ASSOCIATES EXPRESS Y ITS COMM LAN 9'-0" CLG 9'-0° CLG 9'-O° CLG COPYRIGHTAND OTHER PROPERTY (FROM T.O.C.) (FROM T.O.C.) RIGH75IN THESE PLANS.THESE PLANS ARE NOT TO BE REPRODUCED CHANGED OR COPIED IN ANY FORM OR MANNER WHATSOEVER.NOR ARE THEY TO BE ASSIGNED TO ANY THIRD PARTY WITHOUT FIRST OBTAINING THE EXPRESSED WRITTEN PERMISSION AND CONSENT OF DANIELIAN A550CIATE5. ry oQaoeEssla�/ HURL. ¢: IELUW - W.C 4829 `. 4 10'-6" 20'-5" T'-2" I I'-S" 101-6" 20'-6" 50-0• -0" 2 OPT. 5-GAR GARAGE I OPTIONAL BED 5/OFFICE NO. DATE REVISION /Z- L .L— L—L� x LL—L—i � > I LIVING DEN -.L_ =[S1T_ BED PROJECT 111LE 9'-0" CLG 9'-0" CLG L9 _i \x� 9'-0" CLG LA LACUNA L � ESTATE5 / L_L_ LARGE SOFFIT-SEE EXT.ELEV. POTSNELF PORCH �/ , PROJECT N0. 03005 Q V 9'-0" CLG IY� PorsL 2'-0" 5'-7' SEE Exr. SHEET TITLE F1EV. ❑ ❑ PLAN 2BRICK - VENEER SOFFIT_BEE GARAGE VENEER EXT,ELEV. 5'-10• B'-10' SEE EXT. REFERENCE NOTES ELEVATION (FROM T.O.C.) PARTIAL FOR ". ........:=:ft To_____________________» FLOOR SYMBOLS AND SHEET G-I ABBREVIATIONS PLANS DNS FOUNDATION T-I(INDEX)FOAIDATION PROFILE INFORMATION STRUCTURAL DRAWING/DETAILS la I BY OTHERS. �J GENERAL NOTES SECTION 5A —TERMINATE R NCE FRAMING STRUCTURAL DRAWINGS/DETAILS GIVILER IN DAAS OR ORIGINAL DATE: INFORMATION BY OTHERS FENCE LOGATI GENERAL NOTES SECTION 6A MAY 3 2 2 ELECTRICAL T-I(INDEX)ELECTRICAL PLANS ❑ ❑ IN INFORMATION T 11 11 and GENERAL NOTES SECTION IbA INMAY `H CEILING VOLUME/ G-I,Ond FLOOR PLAN o INTERIOR SHELF >, INFORMATION BRICK SOFFIT-VENEER EXT.ELEV.. •.,...,.. ®.\.•.,..". .. INTERIOR FINISH GENERAL NOTES SECTIONS 9,IOA SEE EXT. " c � E ELEVATION EXT.HARDSCAPE, LANDSC A P E ORAWIN&SBYOTNERS i STEPS,PLANTERS, CIVIL DRAWI '-S' I1'-8"NGS BY OTHERS Ib 20'-H" 9 ETC. o FIREPLACE G-I and GENERAL NOTES SECTION IOA i PRINT,PATE. o INFORMATION H: pn o cc� I u- t p suU�eU-to ylvo NOTE; xuil[ ty o c—I If--poi—S Of cuch EXTERIOR ELEVATION'A'SHOWN cc.H.,sh.II a v.,�.. SEE ALTERNATE PLAN SHEETS FOR ALL PARTIAL FOUNDATION PROFILE SHEET No. .a ALTERNATE PLAN AND ELEVATION SCALE: I/41I_I I_O II -2.1 O c d CHANGE5. a` s I I I _ ' APPLIED LOUVERED SHUTTERS APPLY 5.2 ELASTO-MERIG MEMBRANE AREAENTIRE Ib 17 IH 12 4 DANIELIAN ASSOCIATES _... — ARCHfTECTURE & PLANNING 4 r -..2.1 5 D-I 23 S v-I 2� 2xb SIXTY CORPORATE PARK PL SOFP g - P� IRVINE,CALIFORNIA g2606 (a4g)474-6050 _ � I 4" 1.2 5OFF FAX: (g4g)474-1422 I I - LINE OF KAu I I ® - ----- - ~q-VANIELIAN.GOM LINE OP ROOF I I VANIELIAN r Q I I tr ® RESERVESTS GOIWON LAA DODO t 4 OOPRITS IN THESE PLAN5.PROPERTY B N PLANS ARE NOT TO BE REFROPKED D-1 VALLEY OR MANNERR%HATSOEVER.NOR.ARE PP TIITf"-��fff+++rrf T THEY TO BE ASSIGNED TO ANY THIRD TYR PARTY WITHOUT FIRST OBTAINING -- ——— THE 5®WRITTEN PERMISSION SIM g IH 19 AND 00145E CONSENT OF DANIELIAN A55OOIATE5. I HI B �E, — I D-I h"rP) I I � — FRONT SCALE: 1/411=1'-O" ��QpQILS5m.r9� -- me is ---- caBzv I ar t.,:teoR CRICKET ROOF PLAN SCALE: I/81I-1'—OI' _ 14 N0. DATE REVISION PL � P- _ ---_— 50FF I I 0 0 PROJECT TITLE LA LACUNA 51M 4 ESTATES / H EAVE LARGE D-I (TYPJ FRONT OPT. BED 5 / OFFICE PROJECT NO. 05005 rfp' SHEET 117 LE I I II I PLAN 2 - O p- CRICKET 12 PARTIAL ROOF a EXTERIOR 2 OPT. BED 5 / OFFICE PL 50FF- PL ELEVATIONS .. OPT. 3—GAR GAR SDFF IB I ELEVATION NOTES a o °— = � ------ o � ORIGINAL DATE: ti EXTERIOR MATERIALS: CHIMNEY. i :P Q V '�/ n (j(y 0 1.1 4.1 - o 0 MAY MANUFACTURED ADHERED STONE VENEER _ 4 r :®. ^p,�71r1�^3 1.5 MANUFACTURED ADHERED BRICK VENEER ROOFINS: F 1.4 - 5.1 PITCHED PROFILE TILE ROOF AT X:12 SLOPE. CO'I F f 1.S SOFFITS/BOTTOM OF CANTILEVERED AREAS: STUCCO SEE ROOF PLAN,DETAILS AND GENERAL NOTES I¢ E' T _ SECTION'IA. TRIM. 5.2 PITCHED FLAT TILE ROOF AT X:12 SLOPE. 2,1 FASCIA:2xH REFER TO DETAIL. SEE ROOF PLAN,DETAILS AND 6ENERAL NOTES 2.2 DOORS AND WINDOWS: STUCCO WRAPPED SECTION TA. NI(o al by eli a, 0 2"x4"FOAM U.N.O.,SEE DETAILS. NOTE TO ALL SUBGONTRAOTORS: Cjq� e �yl T!'O ir.^r m PRINT DATE ?,swingmkimAppto on:rnval of r.., m REFER TO ARCHITECTURAL DETAILS FOR 1: P It o ap LOCATION ER ER MATERIALS. MEMBRANE code or Ord I 1 GUTTERS: : 5.1 ALL ROOFS TO BE GUTTERED WITH DOWN SPOUTS UNDER EXTERIOR MATERIALS. �gy; q_ , �C�._� a �, i- AS INDICATED ON ROOF PLAN AND DETAILS. ° 1. -A-� C des$y to vial o aric 1 I W,�L.�� m—/'f FRONT �°��s`�e11 a Yu1i� SHEET NO. Dm: OPT. 3-GAR GARAGE A-2.1 I 12 S 12 5 DANIELIAN ASSOCIATES - - -- — — — ARCHITECTURE & PLANNING TERMINATE VENEER 5/X7Y 60RPORA7E PARK AT INGE LINE,SEE IRVINE,CALIFORNIA g2606 CIVIL DR4WING FOR b FENCE LOCATION Is (q4q)474-6030 Ll Lj -- -- ------ --- -- -------- FAX: (q4q)474-1422 s Q u a rQD"ANIELIAN AN'ELIAN.GOM Y A550GIATE5 EXPRES`AY VE5 ITS COMMON LAW RIGHT AND OTHER PROPERTY TOG 5 IN THESE PLANS.THESE ARE NOT TO BEED OR COPIED IN ANY FORM NNER WHATSOEVER NOR ARE ELE1/ATION NOTES 5 TO ASSIGNED TD ANY HIRDLEST ITTOBTAXPRESSED WRITTEN PERMISSION AND CONSENT OF DANIELIAN EXTERIOR MATERIALS: CHIMNEY: Sr—.ALE: 1/'4'I*I_O 11 ASSOCIATES. I.I STUCCO 4.1 - 1.2 MANIFACTURED ADHERED STONE VENEER 1.5 MANIFACTURED ADHERED BRICK VENEER ROOFING: -Is 5'1 PITCHED PROFILE TILE ROOF AT X02 SLOPE. 50FFIT5/BOTTOM OF CANTILEVERED AREAS: SEE ROOF PLAN,DETAILS AND 6ENERAL NOTES 5nl-w SECTION TA. Q OF E55lC,G TRIM: 5.2 PITCHED FLAT TILE ROOF AT X:12 SLOPE. ^/ 2.1 FASCIA:2x& REFER TO DETAIL. SEE ROOF PLAN,DETAILS AND 6ENERAL NOTES 2 HRC A? 2.2 DOORS AND WINDOYLS: STUCCO WRAPPED SECTION TA. .--.-- - D NIEUAN 2"x4"FOAM U.N.O.,SEE DETAILS. NOTE TO ALL WfX-ONTRAGTORS: REFER TO ARCHITECTURAL DETAILS FOR GUTTERS, LOCATION OF ELASTOMERIC MEMBRANE 12 5.1 ALL ROOFS TO BE&UTTERED AITH 120M SPOUTS UNDER EXTERIOR MATERIALS. 12 4 FOF CAl1f�' AS INDICATED ON ROOF PLAN AND DETAILS. 4 r PL 14"XB"CORROSION - - RESISTANT _ NO. DATE REVISION EXHAUST VENTS (2)LOCATIONS —&"MAX ASV.5LAB —_— -- -- — -q ---- -- — ------ -- ----------------------_.-- c v 10 2 TOG TERMINATE VENEER AT FENCE LINE,SEE CIVIL DRAWING FOR PROJECI 11l LE FENCE LOCATION RIGHT LA LACUNA ESTATES / FLARGE PROJECT NO. 05005 SHEET 111LE PLAN 2 EXTERIOR City itL"e&wnam ELEVATIONS Pluming DiAsion ApWoYal ORIGINAL DATE MAY 12 20PI Y202003 T 'I a PPINT•'.;DATE 1I m el I permt or a1r p,. '. codes or ordh�,. I d I 4•ve. authorrty to vir.. �-•�• : -- "' codes shall ba-1h, SHEET NO. -2.12 DANIELIAN ASSOCIATES ARCHITECTURE & PLANNING 4 51XTY CORPORATE PARK IRVINE,CALIFORNIA42606 4 SLAB a PSLAB a I FAX:M4K)474-1422 MA,DANIELIAN.GOM 4 Q Q DANIELIAN A55=ATES EXPRESSLY RE5ERVE5 ITS COMMON LAW O I COPYRIGHT AND OTHER PROPERTY — R&HT5 IN THESE -IIW. PLANS.PLAN$ARE NOT TO BE REPRODUCED 'Q T CHAN6ED OR COPIED IN ANY FORM ;0 OR HANNER WHATSOEVER.NOR ARE THEY TO BE A5616NED TO ANY THIRD PARTY WITHOUT FIRST OBTAINING THE EXPRE96M WRITTEN FERMI96ON -- AND CONSENT OF VANIELIAN A55001ATE$, �ORpOF�58i�y, LIAN ry ry ry 0.C OF CALVi WAY. 10'-6' ZO'-E• NO. DATE REVISION 2 OPT. 3—GAR GARAGE I OPTIONAL BED 5/OFFICE PROJECT In'Lt_ LA LACUNA ESTATES / LAR6E FOUNDATION NOTES 4 _o THIS PROFILE Is FOR — — PROJECT NO. 05008 DIMEN51ORAL INFORMATION ONLY. REFER TO DRAWINGS BY OTHERS FOR ALL SL $ SHEE I I II LC STRUCTURAL INFORMATION.STRUCTURAL ENGINEER SHALL PROVIDE ARCHITECT WITH FINAL DRAWINGS PRIOR TO CONSTRUCTION. PLAN REPER TO CIVIL AND LANDSCAPE DRAWING9 a PL�.y N 1 FOR ENTRY PORCHES,PATIOS,STOOPS,WALKS DRIVEWAYS,WALLS,STEPS,ETC.NOT SHOWN HERE REFER TO CIVIL DRAWING UILDING S FOR ALL B LOCATIONS, 6RADIN6,AND FINISH FLOOR ELEVATION INFORMATION. -El W REFERENCE NOTES • � PARTIAL FOR, REFER TO: Q ....... ..:...............:.:.::. .:........ - FOUNDATIONS SYMBOLS AND SHEET 6-1 ABBREVIATIONS FOUNDATION T-1(INDEX)FOUNDATION PROFILE I�1 INFORMATION STRUCTURAL DRAWING/DETAILS BY OTHERS. 6ENERAL NOTES SECTION SA -- FRAMING BYSTRUCTURAL DRAW ORIGINAL DATE: DRAWINGS/DETAILS MAY 3 2 1003 INFORMATION BY OTHERS GENERAL NOTES SECTION GA ELECTRICAL T-1(INI ELECTRICAL PLANS.. INFORMATION 6-1 and GENERAL NOTES SECTION 16A MAY"0 7jO0�J/Q� CEILING VOLUME/ 6-I,and FLOOR PLAN INTERIOR SHELF Q a INFORMATION INTERIOR FINISH 6E1 NOTES SECTIONS A,IDA 9CMEDULE EXT.HAROSCAPE, LANDSCAPE DRAWINGS BY OTHERS o STEPS,PLANTERS, CIVIL DRAWINGS BY OTHERS hr !I ,III: ETC. III',f: al 11,n:l '^ rPRINTATE FIREPLACE 6-1 and GENERAL NOTES SECTION IOAINFORMATION s EXTERIOR ELEVATION'A'SHOWN PARTIAL FOUNDATION PROFILE -! I e: SEE ALTERNATE PLAN SHEETS FOR ALL ALTERNATE PLAN AND ELEVATIONC-HANSE 5. SCALE: 1/41I—I I—O I1 _2. 3 ALTERNATE m R__ . x� I LIVING, DEN l-L==F BED 5 LIVIN_G B_ ED 4 _�� BED 5 (FROM CLG (FROM CLG �x{' ji (FROM CLG (FROM CLG (FROM CLG / !' xl !i 9'-0" CLG L��}AlL L L Ilk l .._ _ LLL If LL L ;; DANIELIANASSOCIATES L i ARCHITECTURE & PLANNING SIXTY CORPORATE PARK 50" IRVINE,CALIFORNIA 412606 PORCH PORC FAX.H r/ FAX: (949)474-1422 9'-0" CLG 9'-0" CLG DVWYV.DANIELIAN.COM e)DANIELIAN A55OCIA7ES EXPRESSLY —��� ❑ +-�� ❑ 5060 RESERVES ITS COMMONPLANS LAW COPYRI6HT AND OTHER PROPERTY RIGHTS IN THESE PLANS.THESE __. .... PLANS ARE NOT TO BE REPRODUCED BED r2/ O4AN6E0 OR COPIED IN ANY FORM OR MANNER WHATSOEVER.NOR ARE 5-GAR GARAGE OFFICE GARAGE THE TO BE ASSIb1 TO ANY THIRD PARK WITHOUT FIRST OBTAINING 9'-OM CLG 9—O" CLG 9'—O" CLG THE EXPRESSED WRITTEN PERMISSION (FROM T.O.C.) OPTIONAL BED 5/OFFICE (FROM T.O.C.) AND CONSENT OF DANIELIAN OCCURS ONLY WITH ASSOCIATES. BED 4 OPTION �OQpGFESJiL�,. tiQ T EL IELMY �. cz, Of CALMr�� II'-6. 101-6' ?O-8�, T"2' II,-V IOW NO. DATE REVISION 2 OPT. 3-GAR GARAGE I OPTIONAL BED 5/OFFICE L"" L PROJECT TITLE L L L� LA LA&UNA LLLI x�l LIVING, DEN LS-L = {/ BED 5 ESTATE5 / 9'-0" CLG 9'-0" CLG L9T�I \XIp ii 9'-0" CLG LARGE LL_LLI r I Ll I L - I I L L WH PROJECT NO. 050105 Q 0 � $ SHEEi 111LE Q P0T5HELF jj PORCH hIEM. LAN i j (FROM- CLG LG 1 POTSHELF SEE EXT. ELEV. REFERENCE NOTES PARTIAL STONE FOR: REFER TO: ...........................................:.... VENEER G,ARAG,E FLOOR SEE ATI SYMBOLS AND SHEET 6-I ELEVATION (FROM CLG PL4N5 ' ABBREVIATIONS (FROM T.O.C.) FOUNDATION T-I(INDEX)FOUNDATION PROFILE I�I INFORMATION STRUCTURAL DRAWING/DETAILS BY OT/iERS. GENERAL NOTES SECTION SA o FRAMING, STRUCTURAL DRAWINGS/DETAIL( f IWORMATION BY OTHERS ORIGINAL DATE: GENERAL NOTES SECTION 6A ® MAY � h: ELECTRICAL T-I(INDEX)ELECTRICAL PLANS TERMINATE VENE R INFORMATION 6-I and GENERAL NOTES SECTION 16A EECEILING ME/VOLU 6-I,and FLOOR PLAN AT FENCE LINE,CIVIL DRAWING, OR m MAY INTERIOR SHELF O JJ INFORMATION FENCE LOCATI INTERIOR FINISH GENERAL NOTES SECTIONS 9,IOA ❑ i c' SCHEDULE . a EXT.HARD56APE, LANDSCAPE DRAWINGS BY OTHERS Z:-0' Si-Z„ —... e.i y I i I ___.. _ _ 0 al n all n1; a z STEPS,PLANTERS, CIVIL DRAWINGS BY OTHERS 'STOW! EE EXT. FIREPLACE 6-1 and GENERAL NOTES SECTION IOA _ _ _ 20'.B" - _.—_ SE TIC. VENEE 1 o L i• PRINT BATE II . 59 _. ELEVATIMN uli. J IJ c INFORMATION :1 or a i ��, authority to vin t cancel Ills proelsiuns of sucl: EXTERIOR ELEVATION'A'SHOWN PARTIAL FLOOR PLAN SHEET N0. CHAN SEE ALTEM.RNATE PLAN 5HEET5 FOR ALL cotlos shall ba valiU. ALTERNATE PLAN AND ELEVATION SCALE: 1/4 N=I I—O II A— /.14 m W I I I I I I I I s2 I I I I I T.P. D-I D-I D-I APPLIED LOUVERED 9 14 EL MCRIc,Y 9 DANIELIANASSOCIATES 6&ABLEG END 6ADLE END 12 MEMBRANE VENTVENTS 4 r— UNDER ENTIRE ARCHITECTURE & PLANNING ' AREA OF SHUTTER 12 2 19 ,\I I.5 S Ib n la 4 —I 4 D I SIXTY CORPORATE PARK LINE of TALL v-1 D-I IRVINE,GALIFORNIA R2606 LINE of ROOF SOFF (94eV 474-6030 FAX: (944)474-1422 - -....... .�__. SOFFIT ki, 2" WWW.DANIELIAN.GOM I - D - ❑❑ i ® 0 � 0 q = S ®PANTRESERVES ASSOCIATES SOCI TES LAW�SLY ON VALLEY -- D-I (TYP.) 4 a I I I (� C WPM OHT AND OTHER PROPERTY m m _ I _ "2 (� T RIGHTS IN THESE PLANE THESE PLANS ARE NOT TO 12 T CHAN6ED OR OOP E BE ANY FORM _ NOR ARE m TOR HEY MANNER B MATSOOED TO ANY THIRD AWION I 9 EAVEpitp 0 0 0 - - D-I FAVETYPj T TY PAR AITHOVT FIRST OSTAININ6 THE EXPRESSED MITTEN PERMISSION L 1_ -L J �B 51M 51M q 18 A�ANSENT OF DAME AN 2 TYP. ❑ FRONT 5GALE: 1/4"=1'—O° r----- -1 �Q L_i _._ ----___ 1J T tbLW i Na C r Q� f OF CAL1F�� ROOF PLAN 12 12 CRICKET 4r- �a 5GALE: I/8"=I'—O" 12 712 N0. DATE REVISION PL 4r- 41 �4 I � I soPF - � _ PROJECT TITLE 9 _ RAKE D-I (TYPJ I FF � LA LAGUNA ELI I O D D E5TATE5 / LARGE +-- -�-41/ o � I FRONT OPT. BED 5 / OFFIGE TYP. —.---- III PROJECT NO. 05005 SHEEI 111LE L I PLAN 2 Q 12 12 CRICKET 4 4 2 12 PARTIAL ROOF u O 2 OPT. BED 5 / OFFIGE swo -- p` EXTERIOR ELEVATIONS OPT. 3—GAR GAR 12 _ _ __ 9DPP_ Q ORIGINAL DATE: ELEVATION NOTES ® NIAY o00000 EXTERIOR MATERIALS: CHIMNEY: ,r` p� o I.I 5TXZO 4.1 TOP TO EXTEND 2'-0"MINIMUM ABOVE ANY 0 MAY ZoUJ 1.2 MANUFACTURED ADHERED STONE VENEER ROOF WITHIN 10"0". PF O O FF 0 1.9 MANIFAGNRED ADHERED BRICK VENEER ROI �^ 1.4 HORIZONTAL SIDING 5.1 PITCHED PROFILE TILE ROOF AT NE SLOPE. 1.5 50FFIT5/50TTOM OF CANTILEVERED AREAS: c,�ROOF PLAN DETAILS AND GENERAL NOTES S" � = STUCCO SECTION 1A. l _ Ib EXTERIOR OR OM OF CANTILEVERED D AREAS: 52 PITCHED FLAT TILE ROOF AT X,12 SLOPE. al.ai[aE� 7 ' 3 EXTERIOR GRADE RESAWN PLYWOOD c�ROOF PLAN,DETAILS AND GENERAL NOTES 7City '? TRIM. SECTION 9A. Planning Division Approval n. m 2.1 FASCIA,XXX. REFER TO DETAIL. NOTE TO ALL SUEG RS ONTRAOTO : NI" 2.2 DOORS AND WINDOWS, MAP PED APPED UU PRINT DATE X"xX"FOAM U.N.O.,SEE DETAILS. REFER TO ARCHITECTURAL DETAILS FOR 1 l Approved By: 2.5 TRIM, LOCATION OF ELA5TOMERIG MEMBRANE S7 Il. UNDER EXTERIOR MATERIALS. 7 I oI &UTTERS loll SHEET'",NOS F„ 5.1 ALL ROOFS TO BE GUTTERED WITH DOWN SPOUTS / FRONT //� ^t'J AS INDICATED ON ROOF PLAN AND DETAILS. OPT. 3-GAR GARAGE coc:. I I uc 4 A-2•I v i I� 4 5 FL DANIELIAN ASSOCIATES _- - - ARCHITECTURE & PLANNING TERMINATE VENEER AT FENCE LINE,SEE 51XTY CORPORATE PARKRAW CIVIL DING FOR I,2 0 FENCE LOCATION 1RV1NE, 4-60CALiPORNIA 92606 -- -------------- -- ------ --- -- - ('i44)474-6030 FAX: (949)474-1422 k*".DANIELIAN.COM T - ® DANIELIAN ASSOC,ATE5 EXPRESSLY _ RESERVE5 ITS COMMON LM _ TOG COPYRIGHT AND OTHER PROPERTY RIGHTS IN THESE PLPNS.THESE PLANS ARE NOT TO BE REPRODUCED _ CHANGED OR COPIED IN ANY FORM S OR MANNER IN HATSOEVER.NOR ARE _ THEY TO EC A5516 TO ANY THIRD PARTY WOU ITHT FIRST OBTAINING LEFTTHE EXPRE55EP MITTEN PERMISSION AND CONSENT OF DANIELIAN SCALE: 1/4"=I'-O" AS O IATE5. 18 (2)14"x24"CORRO51ON D-I RESISTANT LOUVERED VENTS Q�oQµili:air��� s _ Lux C4&1 IY R 12 12 ✓ 4 F 14 .,OF CALti� PL __ FL ELEVATION NOTES a°xe"cGRRo51oN NO. DATE REVISION RE515TANT EXHAUST VENTS _ EXTERIOR MATERIALS: CHIMNEY: (2)LOCATIONS -- I.I STUGCo 4.1 TOP TO EXTEND 21-0"MINIM)H ABOVE ANY -2 12 MANUFACTURED ADHERED STONE VENEER ROOF WITHIN 10'-0'. c 1.5 MANUFACTURED ADHERED BRICK VENEER ROOFING: 1.4 HORI20NTAL SIDING 5.1 PITCHED PROFILE TILE ROOF AT X:12 SLOPE. IS SOFFITS/60TTOM OF CANTILEVERED AREA5: SEE ROOF PLAN,DETAILS AND GENERAL NOTES "yrj - -2 5TUCCO SECTION TA. 1.6 SOFFITS/BOTTOM OF CANTILEVERED AREAS: EXTERIOR GRADE RESAM PLYWOOD 5.2 PITCHED FLAT TILE ROOF AT X,12 SLOPE. FF SE TRIM E ROOF PLAN,DETAILS AND GENERAL NOTE5 _To'' 'k SECTION TA. 2.1 FASCIA.XXX REFER TO DETAIL. NOTE TO ALL SUBGONTRAGTORS: 22 DOORS AND AINDOWS: STUCCO WRAPPED TERMINATE VENEER ILAR6r= OJECT TITLE X'.X"FOAM U.N.O.,SEE DETAILS. REFER TO ARCHITECTURAL.DETAILS FOR AT PENCE LINE,SEE 2.5 TRIM: LOCATION OF ELA5TOMERIC MEMBRANE CAVIL DRAWING FOR RIGHT UNDER EXTERIOR MATERIALS. FENCE LOCATION G GUTTERS:LL 5.1 A ROOFS TO BE GUTTERED WITH DOM SPOUTS AS INDICATED ON ROOF PLAN AND DETAILS. "" ' PROJECT NO. 0500ij SHEET TITLE PLAN 2 EXTERIOR ELEVATION5 101 ORIGINAL DATE: City Of Lake Ekdwm- � MAY�2 Z 003 4—ing Division Approvai /` © h Approved By: �lef'K6 F.J�B)lsL1C.tEJ Fay'.':•: - . k-l9-0� D.W _.. a hereby approval by a.,al:alit.,_ PRINT DATE1� The 1 ace or to P „_t lie Provsi�ns of Yuen codos or ord n:H�..: - 1H authority to viorate NO. A codes sP�all be valid. �y—2.1 6 ..._..._. 42''O" -- _ OPT.COLUMN FOR DECK ABOVE-TYP. GONG.STOOP VERIFY 1V LOCATION ;o W/GENE GONTRAG OR DANIELIANASSOCIATES ARCHITECTURE & PLANNING SIXTY CORPORATE PARK AT EXTERIOR SLAB IRVINE,CALIFORNIA 92606 6"MIN(CBG 200 4 1606.1) 1 1/2'MAX M440 474-6030 2"BELOW SCREED FAX: (44ai)474-1422 SEE DETAIL 14 WWW.0ANIELIAN.COM C DANIELIAN AS IATE5 EXPRESSLY RESERVES ITS COMMON LAW COPYR16HT AND OTHER PROPERTY RI6H75 IN THESE PLANS.THESE SLAB ON GRADE. 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DIMENSIONAL INFORMATION ONLY. 1 W L LU a SYMBOLS AND SHEET 6-1 INTERIOR T-I(INDEX),INTERIOR ELEVATIONS '^ IN,95 BY OTHERS FOR ALL ABBREVIATIONS ELEVATIONS 6-1 and 6ENBRAL NOTES 5EOTIOH5 STRUREFEC T'NRALWINFORMATION.STRUCTURAL ENGINEER SHALL FOUNDATION PROFILE 61311 60,9,IOA, PROVIDE ARCHITECT WITH FINAL ORAWI1465 POUHDATION T-I(INDEX)FOUNDATION PROFILE INFORMATION STRUCTU WI RAL DRANG/DETAILS INTERIOR FINISH GENERAL NOTES SECTIONS R,IOA PRIOR TO GONSTRUGTION. Zffy BY OTHERS, SCHEDULE REFER TO CIVIL AND LANDSCAPE DRAWINGS GENERAL NOTES SECTION 6A FOR ENTRY PORCHES,PATIOS,STOOPS,WALKS EXT.5,PLAN E",APE, LANDSCAPE DRAWINGS E OTHERS DRIVEWAYS,WALLS,STEPS,ETC.NOT SHOWN HERE FRAMING STRUCTURAL DRAWINGS/DETAILS STEPS,PLANTERS,ETC. CIVIL DRAWINGS BY OTHERS INFORMATION BY OTHERS REFER TO CIVIL DRAWIN6S FOR ALL BUILDING LOCATIONS, GENERAL NOTES SECTION 6A FIREPLACE T-1(INDEX)FIREPLACE ELEVATIONS GRADING,AND FINISH FLOOR ELEVATION INFORMATION. INFORMATION G-I and GENERAL NOTES SECTION ICA 1' ELECTRICAL 7-1(INDEX)ELECTRICAL PLANS INFORMATION 5-1 and GENERAL NOTES SECTION 16A PRINT,DATE 1 Yo 0 T' CEILING VOLUME/ 6-I,and FLOOR PLAN EXTERIOR ELEVATION'A'SHOWN Ions of suon INTERIOR SHELF SEE ALTERNATE PLAN SHEETS FOR ALL SHt 'f NO INFORMATION ALTERNATE PLAN AND ELEVATION CHANGES. _ g F -1 I I I I i I I / I I FW L_—J {L PORCH 4,_2. 10'-T _......,.......... 144 0. Vllr ; a SLAB DANIELIAN ASSOCIATES " ARCHITECTURE & PLANNING SIXTY CORPORATE PARK irl �° it IRVINE,CALIFORNIA 9260E - I--- —n 41 b PAX (949)47401422 ----1---------------------y- - '- 'kQ n MA.VANIELIANI R 0 DANIELIAN A5-VVATE5 EXFRE551-Y RESERVES ITS COMMON LAW CONC.STOOP COPYRIGHT AND OTHER PROPERTY R16HT5 IN THESE MANS.THESE MANS ARE NOT TO BE REPRODUCED VAR II rN CHANGED OR COPIED IN ANY FORM N OR MANNER WHATSOEVER.NOR ARE TIEY TO BE A5516NED TO ANY THIRD 'a PARTY WITHOUT FIRST OBTAINING L THE EXPRESSED YRIT7EN PERMISSION AND CONSENT OF DANIELIAN AS VATE5. � C. _ LIAN � C 4 n CAUF�� 12'-4" 4'-2" 10'-4" 20L8" NO. DATE REVISION 4T-6' OPTIONAL BED 5 / DEN AT FLEX I I I PROJECT TITLE I I _ LA LASUNA ESTATES / al P50: 4 2- __..._ 24'_4.—_..._.____ LARGE y♦♦Ir � � __- ___ _*QI PROJECT NO. 05005 Qlal J—q* Q n SL SHEEI TITLE --------------------- PLAN 3 OONO.STOOP FOUNDATION PROFILE v OPTIONS 'All 131 1 'Cl ORIGINAL DATE: -- - JE ® MAY�Q�l�G 112-4" 412" 10'-4" N NOTE, �,.., PRINT DATE . m REFER TO THE FOLLOWING SHEETS FOR m INFORMATION NOT SHOWN HERE. 4T-6" 0 FOUNDATION PROFILE -5EE SHEET5 A-S.I AND A-5.2 FLOOR PLAN -5EE SHEETS A-SS AND A3.4 c c ELECTRICAL PLAN -SEE SHEETS A35 AND A-5.0 SHEET NO. ROOF PLAN -5EE SHEET A3.8 OPTIONAL 3-GAR GARAGE AT FLEX EXTERIOR ELEVATIONS -SEE SHEET A-5.9 a a � ✓VALE: I/"P11—I I—OII �4-3.2 2'-10" 5'-0" OFT. DECK — ABOVE B A A/C PAD AS, 12'-0" ASb I.,. 2'-0• VERIFY LOCATIO ( �0 GONTRAG OR 2-C�" 2-0" 6050 5L 64 5L 6060 56 (TEMP) SL DMIELIAN ASSOCIATES 4 OPT 6060 Fit OR(TEMP) ARCHITECTURE & PLANNING _ SIXTY CORPORATE PARK IRVINE,CALIFORNIA 92606 4-74-60-930 LIVING DINING i o T'�' FAMILY PAX)(449)474-1422 9'-O" CLG 9'-O" CLG i BOT®6'-e" 9'-0" CLG YYWW.DANIELIAN.GOM I OPEN TO DINING PROVIDE(1)5/6"LAYER SEE OPTIONAL ' TYPE"X"GYP BOARD AT 2-SIDED')REPLACE ®DANIELIAN AS90CIATES ExpRE55LY Q ALL WALLS AND CL6 OF THIS SHEET TILE HEARTH Q Q 4 RESERVES ITS COHMON LAW TILE .p ENCLOSED USABLE AREA ,p .p COPYRIGHT AND OTHER PROPERTY HEARTH ��\' - BELOW STAIRS. - - RIGHTS IN TI-Ew PLANS.THESE CLIPPED GL6 OCCURS. - Q y in PLANS ARE NOT TO BE REPRODUCED CHANGED OR COPIED IN ANY FORM •SUPERIOR" ryry STAIRS: OR MANNER WHAT50EVER.NOR ARE I.G.B.O.•ER51 T'I THEY TO IT A59IG 5T TO ANY THIRD Ib EQ.RISERS®+T I/2"EA. PARTY WITHOUT FIRST OBTAINING 15 EO.TREADS o 10 1/2,EA. 4-4• AN EXPRESSED WRITTEN PERMIYaION 1—'C' L I—L AND CONSEM OF DANIELIAN I__,, ASSOCIATES. 4__ BTHS SHEET 7 1-1,AT /2' Y L- � UI �U OPTIONALini—L 70' - L --- --- 0 L ED c�c" �r TWO 51 DED 4 L a< - L L L c�c, L L L L L W QpOFESWp --- --- - �GLGL / FIREPLACE n g 5 - - -5 ., L L L e./ - -4 �. L L I iv HURL. 01 L �;X� L li - -5 Y�`C._ "0 _ Z X�� LL ISLAND �LLAT040 1. 11:40 P&L A 0 9 o.C4829` : --- -- --------- ck L ---e ------ °X h I L L � L a!r5"41 0UDRYER n1�i¢r p ------- OO .. „ L L (PROVIDE A ID�in L O SLEEVE SOFFIT-SEE ________ _*_ � �� 9-O" CLG/ _ L L; I I�l. EXT.E-EV. - WALL L—Li 1 L C L OR — L L I ! �X 0 b 9}0" CLG T i iL LiI �R g N0. DATE REVISION ?� L L I - LINE OF FLOOR °1 I._. ABOVE -..-2x4 FLAT STUD ... .. ... ❑ L�A>d A.G=' 4 ❑ ❑ m 970RA6E L— ——— — +IHF P •O/PLATFORM ry 1111TH r1RERATED 2866 DRYWALL BEHIND STUCCO WAINSCOT LINE OF FLOOR SEE EXT. SOFFIT 9'-T' I'-10 g,�. 6'-6' 2'-I' ABOVE ELEVATION - SOFFIT-SEE VERIFY SIZE EXT.ELEV. W/PLUMBER PROJECT TITLE 1-5/4°THK 2565 SW TIGHT FITTING LA LA6UNA pU SELF CLOSURE OPTIONAL BATH 5 G 4cRA&E r ESTATES (FROM T.O.C.) / LARGE 20'-O"x20'-0' 14 GLR.MIN. "xb° CORROSION SEE SHEET 6-2 FOR RE515TANT FIRE PROTECTION OF EXHAUST VENTS ALL GARAGE SURFACES (2)LOCATIONS 6'MAX ASV. SLAB BM&/DEN I TERMINATEPROJECT NO.INATE WAI 05008 3GAR GARAGE® AT FE LINE 5d, AT 9H7 NCE A-5.5 CIVIL DRAWIN&FOR FENCE LOCATION SHEET 10LE 16oT0 REFERENCE NOTE n ❑ ❑ ry PLAN 3 - FOR: REFER TO: FOR REFER TO: _-_-ccc...........__________ccc: SOFFIT SEE STUCCO T EXT.ELEV. SYMBOLS AND SHEET b-I INTERIOR FINISH GENERAL NOTES SECTIONS 9,IOA � FLOOR ABBREVIATIONS SCHEDULE ELE Asb ELEVATION FOUNDATION T-1(INDEX)FOUNDATION PROFILE EXT.HARD51-AFE, LANDSCAPE DRAWINGS BY OTHERS 2'-0+ 8'-T I 1'A' I112" PLAN INFORMATION STRUCTURAL DRAWING/DETAILS STEPS,PLANTERS,ETC. CIVIL WN DRA N65 BY OTHERS BY OTHERS. GENERAL NOTES SECTION SA 12'-4" q'-O" 2p'-b' IA FRAMING STRUCTURAL DRAWIN65/DETAILS 42'-0• INFORMATION BY OTHERS GENERAL NOTES SECTION 6A ELECTRICAL T-I(INDEX)ELECTRICAL PLANS AREA CALCULATIONS ORIGINAL DATMAY 02 2001 INFORMATION (5-1 and GENERAL NOTES SECTION 16A NOTE: EXTERIOR ELEVATION'A'SHOWN STANDARD PLAN ('j�t'j GEILIN6 VOLUME/ 6-I,and FLOOR PLAN SEE ALTERNATE PLAN SHEETS FOR ALL O STANDARD 2-GAR GARAGE 426 50.FT. JG� OPTIONAL DECK -12 50.FT. ® (���i bUUJ �+ INTERIOR SHELF ALTERNATE PLAN AND ELEVATION FIRST FLOOR II50 SO.FT 'F'9 UIJJ INFORMATION CHANGES. SECOND FLOOR 1161 50.FT OPTIONAL 3-GAR GARAGE 20550. FT. TOTAL LIVING AREA 251I 90.FT ®, STANDARD 2-CAR GARAGE 426 W.FT WINDOW NOTES COVERED PORCH 105 50.FT TOTAL GARAGE AREA 6B1 So.FT, O OPTIONAL BATH 3 W/NB NO 50,F?. I) ALL WINPOW5 SHALL BE DUAL GLAZED TYPICAL UNLESS NOTED OTHERWI5E IN ENERGY CALCULATIONS. FIRST FLOOR PLAN m 2J ALL WINDOWS SHALL BE CLEAR GLASS UNLESS NOTED OTHERWISE. O STANDARD LIVING AREA 2511 5O.FT ® STANDARD LIVING AREA 2311 50.FT. 5 A I E: I/ii II=I I—O II PRINT DATE o O JV1�L 'T 5) PROVIDE TEMPERED GLASS PER UBC ALL OPERABLE DOORS TO BE TEMPERED OPTIONAL BED 6/DEN 210 50.FT. OPTIONAL BED 5 NO 50.FT. OPTIONAL 2-51PED FIREPLACE NO 50.FT. 4) DIVIDED LITES A5 SHOWN ON EXTERIOR ELEVATIONS. SEE SHEET G-4,5EGTION bG AND 617,FOR WINDOW AND GLASS NOTES. SHEET NO. TOTAL LIVING AREA 2521 so.FT. TOTAL LIVING AREA 2511 50.FT. _3 3 42'-0' 10''6" _2''6° _.................._....II:_0:: ..........__... .._...__ 1Y_6:'... S'-2' ��__—___= f�== __ ___--- -- II B II I� II ASL I, '6 I DECK I, DE�I II I li AT 5HT A-S.4 I 5040 SL I 4040 SL 51- 5040 SL ao4o sL DANIELIAN ASSOCIATES ARCHITECTURE & PLANNING iI I LO INr cL OVER cL OVER IRVIW CALIFORNIA 42606 BED in (444)474-6030 8'-0" CLG 8'-0" CLG 1_I I. in BELOW u EEO wvw eeLow FAX: (444)474-1422 j i 8'-0" CLG 4 iNWYV.DANIELIAN.00M _ n 4 LINEN n WHEN SEE OPTIONAL p� BED 4 BED 5 ® - DANIELIAN A55001A E5 EXPRESSLY 8'-0" CLG ry AT LEFT 4'-2' a'-6' 9'-II" RESERVES ITS�ON[w RISHT AND On ER LAN PROPERTY o `� RIbNT5 IN Tf�SE PLANS.TNESE N 5066 6 FACEB SHELVES 2'-6" I'-6° +2n PLANS ARE NOT TO BE REPROWOED G44AN5ED OR COPIED IN ANY FORM NOR MAW R MATWEVER D - e J 4 4 TNEY TO E T FIR T TO ANY THIRD DO PARTY WITHOUT FIRST OBTAINING N' - - _. H THE EXPRESSED WRIrMK PERMISdON 0 I��L -KV 6� L , \/-p�/\//1IIII p AND CONSENT OF DANIELIAN 6'_6" 4 g aNi L _ 5( -' ---8 O- ... in , IyH I� ICI r 4 ASSOCIATES. _ jAATTTv I 1- 4f6O� 6 -g ATTIC FAV I LACC SSJ OPTIONAL BED 5 2 6066 &UAHRORAIL LvERI °o� " 6 —¢OF TUB n p�OQROFfSS'Q "TP �/ I£y Cv AT LOFT �"HILL I 4 y I�1 BA "u� " C. N I -S B � o.C � r -- --p O 8'-0" CLG DIN 16 KtV Q 2 61_6. 5:_6. 6,$:: I1 l.6,-0 a 4'-0r 4 BED n II K-�N II U 8'-0" CLG 6 Co.RISERS ® BED 2 i' 8'-0" CLG 1` 'i R NO. DATE REVISION ��j•T 1/2"EA. -I6' I 8'-0" CLG iI ii la EO.TREAD'' IL__-__ s 10 1/2"EA. 1 1 SOSO SH I I DECK Q __. O 90 F6L ❑ / E W.H.VEN F6L _ I R I I I I I ----- I POTSHFIF SOFFIT- - - -L- ¢INT ¢TEXT SOFFIT-SEE ¢TINT SEE EXT.,4E . EXT.ELEV. - - EXT.ELEV. PM EXT. 5066 f(EMP) SEE EXT.ELEV. � OPT 5066 FK OR (TEMP) 4' 4 9'-O': T-0. Ib�" 10'-O' LINE OF BELOW PROJECT TITLE LOFT M BED v LA LA6UNA 8'-0" CLG 8'-0" CLG R ESTATES LARGE I I I I I I , OPTIONAL DECK I I I I PROJECT N0. 03008 12 50.FT. DECK ADDED I I I I SHEEN TITLE I I I I PLAN 5 - B A SECOND A5.6 FLOOR PLAN 'A'1 12'-4" 9'-0" 1016" f'� 42'-0" REFERENCE NOTE WINDOW NOTES ORIGINAL DATE: N FOR: REFER TO: FOR: REFER TA IJ ALL WINDOWS SHALL BE DUAL GLAZED TYPICAL UNLESS NOTED OTHERA15E IN ENERGY CALCULATIONS. B � � � �� m .........:__________..:................:_::..... ................................:...:.............. 2J ALL WINDOWS SHALL BE CLEAR&LASS UNLESS NOTED O7HERWIBE. c SYMBOLS AND SHEET G-I INTERIOR T-1(INDEX,INTERIOR ELEVATIONS ,I�(� :+� p/��'I f<� ABBREVIATIONS ELEVATIONS 6-1 and 6ENERAL NOTES SECTIONS 5.) PROVIDE TEMPERED&LASS PER UBC ALL OPERABLE DOORS TO BE TEMPERED ®_ MAY � 206:,7 0 � FOUNDATION T-I(INDEX)FOUNDATION PROFILE 65,6C,9,IOA. 4) DIVIDED CITES A5 SHOWN ON EXTERIOR ELEVATIONS. INFORMATION STRUCTURAL DRAWING/DETAILS INTERIOR FINISH GENERAL NOTES SECTIONS 4,CA s BY OTHERS. SCHEDULE SEE SHEET 6-4,5E0TION 6C AND 612,FOR WINDOW AND&LASS NOTES. F GENERAL NOTES SECTION 9A EXT,HARDSGAPE, LANDSCAPE DRAWINGS BY OTHERS FRAMING STRUCTURAL DRAWINGS/DETAILS 5TEP5,PLANTERS,ETC. CIVIL DRAWINGS BY OTHERS o INFORMATION BY OTHERS FREPLACE T-1(INDEX)FIREPLACE ELEVATIONS GENERAL NOTES SECTION 6A INFORMATION 0-1 and GENERAL NOTES 5M TION IOA PRINT-DATE ELECTRICAL 7-1(INDEX)ELEGTRIGAL PLAN5 INFORMATION G-1 and GENERAL NOTES SECTION 16A I . NOTE: CEILING VOLUME/ 6-I,and FLOOR PLAN EXTERIOR ELEVATION'A'5HOWN cr�:o:::.I SEE ALTERNATE PLAN SHEETS FOR ALL SECOND FLOOR PLAN ALTERNATE PLAN AND ELEVATION SHEET N0. INTERIOR SHELF jAj-3�}INFORMATION CHANGES. SCALE: 1/4"=1'-O" / ♦ .4 0 -- i; --- --- -------- ._L L ;� J i L L L L L L L BED 3 --- --- --- --- BED 2 I K—IN PORCH ------- ' -------- _ x I 11 9'-0" CLG ---- L I L L L L KIaL L L 5'-b• 8'-0" CLG 8'-0" CLG 2'-I" 8'-0" CLG ii i �� F-F,78a I Bo (B)VEN H• iiLZ"Q\ IL :". --- • ---- - 1 �L.OV� y ✓Z 9050 5H = Q 0 O -% 'ILJL=ILJQ __..- _L_L I-9/4"THK 2565 ..... ... . .. ... Q .. _______ _ __— 5W TIGH7 FITTING H I I I 132/ QL INT ❑ m Q y Yt/SELF CLOSURE -----------L—J I p �, �L e b DANIELIANASSOC/ATES I 1'-b DID" L-*,, - ARCHITECTURE & PLANNING I Hob® Y it S1XTY CORPORATE PARK IRVINE,GALIPORNIA 42606 y 4• (-144)474-6050 �i FAX: M4-1)474-1422 I a'-1o' b'b• r-r 2'-r s'b" WWW.0ANIELIAN.G0M I I 2—GAR 6ARASE 0 DANIELIAN ASSOCIATES EXPRE55LY y 8'-0" CLG RESERVES ITS COMMON LAW (FROM T.O.C.) C2PYRI6HT AND OTHER PROPERTY t RISHr5 IN THESE PLANS.THESE ANS ARE T TO BE REPRODUCED CHANGE ORN COPIED IN ANY FORM BED (6/ OR MANNER WHATSOEVER.NOR ARE DEN 1 THEY TO M A95I6NED TO ANY THIRD I I PARTY rvlrHDlrr FIRST 06TAINING 8'-0" CLG THE EXPRESSED ARTTEN PERMISSION AND CONSENT OF DANIELIAN ASSOCIATES. I I I I L------------ 1----------------------I 5050 SL ❑ _Ls ❑ �O9 OFESSre h W� 9F LwN I �l g .CA829 1712' 12'-4' 412" 10'-4" PARTIAL SECOND FLOOR PARTIAL FIRST FLOOR NO. DATE REVISION OPTIONAL BED 6/DEN AT 'A', 'B' 4 'C' 0 OPTIONAL BED 6/DEN AT 'A', 'B' 4 IV 210 50.FT.OF LIVING AREA ADDED I-- --- - -- PORCH V/// --- --- ------- _ °x1! 1 L L L L L O --- --- -- --- 01, — KITI L L 5'_b" BED 3 _-- _-- -- -__ BED 2 K—IN s_G" cLG -- -------- " 8'-0" CLG 8'-0" CLG 2'-I" i 8'-0" CLG ij i L Li 1��L -0" CL L O � � R .' PROJECI MILE (B XVENTH ii ii a L Li O O --- LA LACUNA 0 I I I 505D 5H . LA Fu ❑ —- . n ESTATES / I I I I ----------L—J 1 I LARGE •1'-JV" �-4� 7" W-IO" 2-_r 12-_I" 5��• 42•-0" I PROJECT NO. O3QQPj I I LINE OF i SHEET TITLE KALL I aeLow—�I v 3—GAR GARAGE 8'-0" GLG PLAN 3 (FROM T.O.C.) FLOOR PLAN I OPTIONS COTO 1A 1, 151 `j�r 101 L------------ —I r----------------- J 4 m L-1----------------------1—� ....., ORIGINAL DATE: 0 coV ti MAY a 2 2003 9 m 0 1214' 412" 10'-4' MAY n c Y m 4T-6" m REFER TO THE FOLLOWING SHEETS FOR PARTIAL SECOND FLOOR PARTIAL FIRST FLOOR PRINT DATE m INFORMATION NOT SHOWN HERE. m FOUNDATION PROFILE -SEE SHEETS All AND A-5.2 2 OPTIONAL 3—GAR GARAGE AT 'A' 'B' $ 'G' �, OPTIONAL 3—GAR GARAGE AT 'A', 'B' 4 'G' FLOOR PLAN -SEE SHE 3 ETS A .5 AND A-5.4 ELECTRICAL PLAN -SEE SHEETS A-5.5 AND A-5b L 205 50.F7.OF GARAGE ADDED SCALE: I/4"—I'—O" ROOF PLAN -SEE SHEET A-SA SHEET N0. EXTERIOR ELEVATIONS -SEE SHEET A-5.9 r. _._... cUiL'-T". t>ECK ii g i OPT. A GrP. — ' '- AFGI ii AFGI �_ AFGI AFGI - GI II AFGI L�JT BED 5 AFGI :v DANIELIAN ASSOCIATES oPr.FAw Lr. � AFcI " � ARCHITECTURE & PLANNING GI j- AFG MoBED e'-YCL ___ Lls VING DINING FAMILYGI oPr.TAW Lr. 1:1 SIXTY CORPORATE PARK T.FAW LT,� 9 9'-O" CLG 9'-0" CLGI R` �7 IRVINE,GALIPORNIA 42606 Ci�% , i-= oP.FAN/Lr. ,/ / ,\� �`\. PEtm. (4441 474-6090 ® `\ (J j IpJ.FAW LT. / PAX: (444)474-1422 0'CLG '♦ 1 ` ` r%//�� / MIIAVANIELIARCOM ® \ AFGI G y� \` ` ♦/ �. OPi \ ` V/ / ®DANIELIAN ASSOGIATES EXPRESSLY — M\ \ '♦� __ _.._ -- � � \ ♦ RESERVES irs COMMON LAN R16 YS IN T ANDESE OTHER PROPERTY APGI - . � ♦ I _ R16HT5 IN THESE PLANS.THESE FIL- \ \_ _�__ / ♦/ L L L L L L L IJOEV GHANNOED OR GORED NS ARE NOT TO SE RANNY FDORM PROVIDE AT _ L_L_ 1 , / ����/�/ L OR MANNER MATSOEVER.NOR ARE L L_ _ 8 G _ _ r -, a L_L L SD ♦//♦ ♦ L_L_,F`pbn�d4-w� PTHEYAR TO 6E UT FIRST TO ANY THIRD _ - 1 1 / ///111 ♦ - L L 1� L I�--}-y-� PARTY WITHOUT FIRST OBITAININ6 ` L_-J ...... L L L L L L- THE CONSENT ON E NT O WRITTEN PERMISSION _ _.-.... _... A N9 NT F DANIEL AN NO GO E O L J -----_------ ,po' _ F ITLT - LL LL LLL LLLL ASSOCIATES. --, ® - ------ - L� --- ' - LL 8'- Ls L yL LLL LLL L APOI Au'cI � ' II G --- - L CLG ( OPT _-. -- L LLLLLL !; - -- L L L L. LLL / -- - 8'-0" CLG _ - -- f� L Im L 1 ye HURC 9= L L L _ � ICLWV OPT.PAW LT. Arcl AFGI . / ♦ ii OPT. BED 5 ___ __ ________ \ Q e��FA LT ,. ;I L L L L L Qr BE ;.'� - --- ----;- �% wA -I N RG H - - - -- -------- L I L ILL LLGLL '-o" CLG L I I �L G L AFGI��♦ _.._'I 8'-0" CLG I; ;i Y I �L LiI AnrGI AFGI u El H I gp� 11, N0. DATE REVISION , I L-1-----------L—J I / I I I I ` DECK 1 AP I I \ I I ` I I GARAGE PROJECT TITLE f 8'-0" CLG ��/� \ o(wOM T.G.G.) LA LACUNA AT GL6.FOR GAS METER E5TATE5 / OFT M BED '\ 4 LARGE 0" CLG 8'-D" CLG (MIN.100 AMP WITH LIFER ELEG. &ROUND.SEE SHEET 1 -5, METER SECTION IbA,NOTE T) PROJECT NO. 03005 ...._...__.,.------------ \� ❑ ��� ❑ o sHELt trILE NIP PLAN 3 SECOND FLOOR '�-----' ./♦ UTILITY PLAN OPT. DECK UTILITY PLANS REFERENCE NOTE FOIi, REFER TO. FOR: REFER TO, 5YMBOL5 AND z....SHEET 5-1 INTERIOR INTERIOR T-I(INDEX),INTERIOR ELEVATIONS Z ABBREVIATION5 ELEVATIONS &-I and 6ENERAL NOTES SECTIONS eel bell v,IOA. ORIGINAL DATE: N FOUNDATION T-I(INDEX)FOUNDATION PROFILE MAY INFORMATION 5TR44TURAL DRAWING/DETAILS INTERIOR FINISH GENERAL NOTES SEGTION5 A,IOA ® ^1 �2 1O� BY OTHERS. SCHEDULE F I R5T FLOOR �r n hpV (1✓j/�GENERAL NOTES SECTION SA EXT.HARDSGAPE, LANDSCAPE DRAWINGS BY OTHERS UT I L I T I/ PLAN rp MAY ^ FRAMING STRUCTURAL DRAA N65/DETAILS 5TEP5,PLANTERS,ETC. CIVIL DRAWINGS BY OTHERS INFORMATION BY OTHERS SCALE: 1/4"=1'-O" GENERAL NOTES SECTION eA FIREPLACE T-I(INDEX)FIREPLACE ELEVATIONS INFORMATION 6-I and GENERAL NOTES SECTION IOA s ELECTRICAL T-I(INDEX)ELECTRICAL PLANS LL INFORMATION G-I and GENERAL NOTES SECTION 16A CEILING VOLUME/ 6-I,and FLOOR PLAN INTERIOR SHELF PRINT DATE o INFORMATION NOTE, EXTERIOR ELEVATION'A'SHOWN SEE ALTERNATE PLAN SHEETS FOR ALL SHEEP N0. ALTERNATE PLAN AND ELEVATION CHANGES. . a` 0 -- L L LV LLL LLL II LLL I LLL LL LLLL LLL -- ----- LL�/"I LLLLISLTLLL O ' L L 09 [ARCHITECTURE ELIANASSOCIATES LL` —_______- & PLANNING ❑ ❑ _-__� _ -" —L —L ^` I 51XTYGORPOR�4TEPARK L L IRVINE,CAL.IPORNIA a2606 (-149)474-6030 FAX (444)474-1422 AMDANIELIAN.COM WP DANIEL.AN A'5001ATE5 EXPRESSLY �\ I AFGI SF I \ HP RESERVES ITS COMMON LAW AFGI / , COPYRI6HT AND OTHER PROPERTY T R16HM IN THESE FLANS.THESE ' L� GARAGE PLANS ARE NOT TO 9E REPRODUCED .2 /^ _ A CHANGED OR COPIED IN ANY FORM 8'-0" CLG il OR MANNER WHATSOEVER.NOR ARE i/ oPr.FAW LT. (FROM T.O.C.) w THEY AR 1 eE UT FIRST TO ANYrHIRD Wr PARTY WITHOUT FIRST OBTAINING N / AT OL6.FOR\ 6A5 THE EXFREGSED WRITTEN PERMISSION/ / OPT.6D.0. HATER AND CONSENT OF DANIELIAN ICJ ASSOCIATES. I7EN 8,-0" CLG A�tl ' (MIN.100 AMP WITH UFER ISLE/-. GROUND.SEE SHEET 6-5, AFGI SECTION I&A,NOTE TJ METER _......_ _.__._ r ESStp Ilme la rP Of cALV6' NO. DATE KEVISION FIRST FLOOR OPTIONAL BED 5 / DEN '- - L r, i LLL LLL --- --- ! �"� i LLL L L T7 ------ -------- L LLL L L GH ----- ----- -- L y ,X LLL L L L L -0" CLG --____-- �-Ty L L L L I�LTL L L PROJECT I ITLE L L; �_��L GL L � LA LACUNA L LI -- LL X O — ESTATES / ❑ "°I— - '� -- ------------- LARGE PROJECT NO. 03008 1 / , fR WP HCt 6FI SHEET TITLE PLAN 3 -- w 8'-0" CLG w UTILITY AT CLG.FOR (FROM T.O.C.) AT GL6.FOR 6A5 \ OPT.6.0.0. OPT.6D.0. METER PLAN T, � s t OPTI ON5,\ I^ I l� \ (MIN.100 AMP WITH UFER ELEG. bROUND.SEE SHEET 6-5, �\ SECTION 16A,NOTE T) METER e ❑ ___ ❑ V� ORIGINAL DMAY 2 7003 WP LL F I RST FLOOR NOTE: I� REFORM TO THE FOLLOWING FOR / OFTI ONAL 3-GAR GARAGE INFORMATION NOT SHOWN HERE.ERS. ! )1 PRINT DATE m FOUNDATION PROFILE -SEE SHEETS A-9.1 AND A-9.7 L SCALE: I/411=I I-O" FLOOR PLAN -SEE SHEETS A-3.3 AND A-9.4 ELECTRICAL PLAN -SEE 5HEET5 A-5.5 AND A-9b ROOF PLAN -5EE SHEET A-9.8 EXTERIOR ELEVATIONS -SEE SHEET A-5.9 SHEET N0. a` x ti II 1`F-LINE OF OPT.DECK I I AREA I LINE OF WALL 4 1" \\ �4 SEE STRUCTURAL DRANIN65 L'"�of,�°� T T pA�. DANIELIAN ASSOCIATES HORIZONTAL FAUJ ARCHITECTURE & PLANNING PL 51XTY CORPORATE PARK v-1 HDR IRVINE,CALIFORNIA g2606 9.1 b2 (g4g)474-60W 12 VALLEY 12 1 �J FAX: (g4g)474-1422 BED 2 M BED _ AM.VANIELIAN.COM I I I _ TOILET � m ,Q DANIELIAN A5WCIATES EXPRESSLY —— RESERVES ITS COMMON LAW .._..._—..____— — _...__......_. LOPYRI6MR AND OTIffR PROPER71' T L 1——_... __ RIGHTS IN NOT PLANS TIESE m H T PLANS ARE NOT TO SE ANY FORM SAYE OR MNNER WHATED IN SOEVER.NOR ARE AREA 2 v-1 (rYPJ PL -- OPEN TO DINING, HDR THEY TO BE ASSIGNED TO ANY THIRD PARTY HITHOUT IRST MIDR TOP THE EXPRESSEDPMITTEN TPERMISSION AREA 3 -- 4.2 AND CONSENT OF DANIELIAN ;�." ©; GARAGE KITCHEN OK FAMILY _ ASSOCIATES. _ p r O MEDIA Q I I eaaFE C. �s IELM 0. 29 P* ROOF PLAN 5EGTION A 5GALE: I/BII�I1—OII NO. DATE REVISION ROOF PITCH AT 4:12 U.N.O. AREA I - AREA 3 - ATTIC \VENTILATION CALCULATIONS ATTIC VENTILATION CALCULATIONS S.I s2 50%HIGH AND LOW VENTILATION - ---'- 12 12 Area 1 Attic Vent Requirements I. TOTAL ATTIC SPACE CALCULATION: 4 f— 4 Attic Area•1269 sq.ft.x144-182 136 sq.In. A _29__50.FT.N 144= __5bO0___So.IN.OF ATTIC Total Attic Vent Required: Sectlon 1905.5(I/SOOth Rule)= 50456 5q.In.Hlgh vent 2, TOTAL VENTILATION REOUIREO: PROJECT TITLE 504.56 Sq.In.LOW Vent PL 609.12 Minimum Total High.LoW Vent A _— _—50.IN.:150= 24 TOTAL 50.IN.OF VENTILATION REQUIRED �- Total All High Vent PrOVldad(1/500th Ruie): _ _ _ V1DI¢ LA LACUNA 5 Dormer Vents,(Half Round)24"AX each a 195 sq.In.405 sq.In. High AM,Vent Provided(1/900th Rule), 405 sq.in. 9. TOTAL VENTILATION PROVIDED: Total Attic Low Vent Provided(I/900th Rule): A. VENTILATION PROVIDED: _ I'-0�10'Io1�" p:_p• . _ ESTATES / 5 Dormer Vente,(Half Round)24"R12"each a 155 sq.In.405 sq.In. _O AT 155_50,IN.EACH•—___�—So.IN.OF ROOF DORMER VENTS 8.1 H BED 5 LARGE Low Attic Vent Provided(1/500th Rule): 405 sq.In. AT_G�50.IN EACH•____6O_—So.IN.OF SAVE VENTING,(5"N22") a Q m •••••••••••••••••••••_•_• 'e Total Att1G Vent Provided(I/BOOth Rule): 810 sq.In. (REFER TO DETAILS) _—_60_TOTAL 5p,IN.VENTILATION 6.1 AREA2 — FF PF ATTIC VENTILATION CALCULATIONS PL PL PROJECT NO. 03008 50%HIGH AND LOW VENTILATION —.._._ HOR 1. TOTAL ATTIC,SPACE CALCULATION, SHEET l it LE AL So.FT.x 144• _64,944—_so.IN.OF ATTIC 2. TOTAL VENTILATION REQUIRED: PLAN 3 -- (ASSUMES GORE REQUIREMENT OF A MIN.OF 90%OF HIGH VENT. - AREA W�VIDED TO BE A MIN,OF W ABV.EAVE VENTS) D I N I N6 'v P Q A. _ 64,94a__50.IN.,500• 216 TOTAL 50.IN.OF VENTILATION REOUIRED SECTIONS/ B. 50.IN:2. __1O8_MIN.So.N.AREA OF HIGH VENT-. NOTES T 1 ROOF PLAN LN (BALANCE REO.IN LOW VENTILATIOW SECTION S. TOTAL VENTILATION PROVIDED: A. HIGH VENTILATION PROVIDED: ROOFIN64 INSULATION: 'A' I So.IN EACH•—0____So.IN.OF&ABLE END VENTS 5.1 PITCHED PROFILE TILE ROOF AT 6:12 SLOPE U.N.O. 8.1 EXTERIOR WALLS: PER ENERGY GALLS r AT 195 ED.IN.EACH=-_ 15___So.IN.OF ROOF DORMER VENTS SEE ROOF PLAN,DETAIL5 AND GENERAL NOTES 82 ORILINS WITH ATTIC,ABOVE:FER ENERGY GALLS (TU9T BE 9'ABOVE LOW ......................... 5EGTION TA. (A ELEVATIONS) 8.9 VAULTED CEILING, PER ENERGY CA-05 V�ITILATION) _ 155--TOTAL 50.IN.HIGH VENTILATION 5.2 PITGHm FLAT TILE ROOF AT 6:12 SLOPE U.N.O. 8.4 KNEE WALLS BETWEEN ATTIC PER ENERGY CAL45 SEE ROOF PLAN,DETAILS AND 6ENERAL NOTES AND LIVING SPADES: B. LOW VENTILATION PROVIDED: SECTION TA. (B d G ELEVATIONS) 55 FLOOR OVER&ARA&E, PER ENERGY GAL05 AT 155 So.IN.EACH-_ 155___90,IN.OF ROOF DORMER VENTS LIN.FT.x 55 50.IN._ ----5_—_So.IN.OF EAVE VENTING, A°DD FLOORS: SECT O B ORIGINAL DATE: (REFER TO DETAILS) .• ..• 6.1 AT TYP.INTERIOR CONDITION: INTERIOR MATERIALS, 1 _ •155 yi.___TOTAL 50.IN.OF LOA VENTILATION FLOOR SHEATHING OVER FLOOR JOISTS. 9,1 TYPICAL WALLS AND CEILIN65: REFER TO GENERAL NOTES SECTION 6A,AND I/2''Syr BD(5/8"bYP BD AT CBILINb IF SCALE: I/411_I I_O 1I MAY 2 Z�o3 0 STRONCR UCTURAL DRAWINGS BY OTHERS. FRAMIN6 15 GREATER THAN 16"0•G) MAY 6. TOTAL VENTILATION PROVIDED, 2T0 so,IN. CONCRETE SLAB: 92 AT WET AREAS, &1 MA! C,0 2003 -. (H16H VENT.*LOW VENT) SEE ROOF PLAN T.I SEE FOUNDATION PROFILE AND 6EFJERAL NOTES I/2"MOISTURE RESISTANT GYP BP AS 5E0TION SA AND STRUCTURAL DRAWINGS BY OTHERS RECAMMENDED BY MANUFAGNRER. FOR ADDITIONAL INFORMATION. 95 FIRE PROTECTION: SEE SHEET 6-2 FOR FIRE PROTECTION OF ALL&ARA&E SURFACES. NOTE, GENERAL CONTRACTOR SHALL VERIFY THE NET FREE VENTILATION OF THE VENT PRODUCT SELECTED AGAINST THOSE NOTED ABOVE. THE REQUIRED VENTILATION PRINT DATE SHALL BE MAINTAINED. PROVIDE INSULATION STOP SUCH THAT INSULATION DOES NOT OBSTRUCT THE FOUNDATION AND FRAMING ELEMENTS SHOWN HERE FREE AIR MOVEMENT AS REQUIRED BY THE BUILDING OFFICIAL. ARE OrNERIG IN NATURE AND MAY NOT BE CONSISTANT ALL OVERLAP FRAMED ROOF AREAS SHALL HAVE OPENIN&5 BETWEEN THE WITH THE ACTUAL STRUCTURAL ENGINEERED REQUIREMENTS ADJACENT ATTICS IN THE ROOF SHEATHING(AS ALLOWED BY THE STRUCTURAL FOR THIS PROJECT.REFER TO THE STRUCTURAL DRAWI46S, SHEET NO. ENDINEER)TO ALLOW AIR PASSAGE AND ATTIC VENTILATION BETWEEN THE TWO OR, DETAILS AND CALC,ULATIONS BY OTHERS FOR ALL ��•GL. ISOLATED ATTIC SPACES SHALL BE VENTED INDEPENDENTLY TO UBC REQUIREMENTS. STRUCTURAL INFORMATION. v c� I'-6"x4'-O'APPLIED SHUTTERS APPLY 2'-O"x5'-2"APPLIED SMJTTER5 16 IT 20 ELASTO-MERIG 16 IT la APPLY ELASTO-MERIC MEMBRANE MEMBRANE UNDER UNDER ENTIRE AREA OF SHUTTER ENTIRE AREA OF SHUTTER 12 12 �4 -9 4� 4� ® 1 � 15 I 12 29 PL 2' 51-6" 4„ 90PF " g1R FIR ° ARCHITECTURE &s 6 i 52 DA NIEUA NAS OC PLANNING o SIXTY CORPORATE PARK r J 4 \\t IRVINE,CALIFORNIA 42606 (444)474-,&OW 'o FAX: (444)474-1422 r` =4 6 -- y va-I AM.12ANIELIANI PL 4 PL HDR _ SOPF PL SOFF r PL $DANIELAN ASSOCIATES EXPRESSLY 1 D-I RESERVES ITS COMMON LAW HDR \ COPYRIBM MID OTHER PROPERTY " s-O" ....,......-- IR I -- ._....__ r....._ ............._ ._._.... .._..... � RIbHrS IN THESE PLANS.THESE ❑ D-I ������� PLANS ARE NOT TO BE REPRODUCED Q 7 � � � � � \ \� LHANSED OR COPIED IN ANY FORM FI .NOR ARE 9 R Q P 4 10 12 ❑❑❑❑❑❑❑ m TOR MANNER NHA NEY TO BE )T FIRST O ANY THIRD .. 1- r PARTY WITHOUT FIRSt OBTAINING FOAM 4 4 4O THE EXPRESSED WRITTEN PERMISSION B-6" TRIM N n n ❑❑❑❑❑❑❑❑ 9 AND CONSENT OF ARAMELIAN TPF lT ❑❑❑❑❑❑❑❑ 700 ASSOCIATES. LEFT 2 2 FRONT -_ OFES5.gj RTHURC ANLUAN n 12 .f OF CAL\F�' 4 12 00 �4 PL PL ____..... PL — NO. DATE REVISION HDR AT OPTIONAL DR-7 HOR Q Q Q Q ~ O 0 POT'SHELF r• � _____ _____ y j�RT�r T'I�Ir RT f'If tl l `b I III II II III II II II II II II II III II II II II II II II I I III II II++I II II II II II II II II III II II II II I II III I III IIIIII II IIp nIn II II II III nn II II II II II OPTIONAL n u u l II u n n n n II u u u u II OPTIONAL SLIDING ALL DASH TRIM 14' DEI:K Null uuuullfuuuuu uuuuu uuy I GLASS DOOR OR OCCURS ONLY AT FF FF II-Ld u d_u n n_d�d d_u u_u- u u_u u u u x d d1 III OR ELEVATIONS'FAGIN6 FF PL PL I-`_______ __ PUBLIC, WAY'IEW AND RIGHT PL IIIII��I PL VCR i NDR PROJECT TITLE 14"XS"CORROSION LA LACUNA 2'-0' RESISTANT r- -1AfN}7*-______________ ____ __ ___ ____ _ ______ ____ ____ ___________________________________ I II I I II VIA 2)LOCATIONS ESTATES / 6"MAX ABV.SLAB O +�—TERMINATE VENEER LARGE 1I AT FENCE LINE,SEE - T CIVIL DRAWING FOR - j FENCE LOCATION PP L __J OPTIONAL PR OR PROJECT NO. 05008 RIGHT REAR'R SHED 111LE 5CALE: 1/4"=1'-0" PLAN 3 ELEVATION NOTES EXTERIOR PL ELEVATIONS EXTERIOR MATERIALS: CHIMNEY 1.1 STCCO 4.1 HDR 1.2 MANUFACTURED ADHERED STONE VENEER LE ........._. .. _._.__.._ ...._.. 1.5 MANUFACTURED ADHERED BRICK VENEER ROOFING. i i BEYOND 1.4 - 5.1 PITCHED PROFILE TILE ROOF AT X,12 SLOPE. B L y 4 I3 5OPPIT5/9OTTOM OF CANTILEVERED AREAS: SEE ROOF PLAN,DETAILS AND GENERAL NOTES = -4 57UCCO SECTION'IA. q - d� TRIM, 5.2 PITCHED FLAT TILE ROOF AT Xi 12 SLOPE. '� m SEE ROOF PLAN,DETAILS AND GENERAL NOTES 2.1 IF 2x8 REFER TO DETAIL. 2 2003 2.2 DOORS AND WINDOWS: STUCCO WRAPPED SECTION TA. ORIGINAL DATEMAY G I I I I I I 2"x4"FOAM U.N.O.,SEE DETAILS. NOTE TO ALL SUBCONTRACTORS: FF REFER TO ARCHITECTURAL DETAILS FOR GUTTERS: LOCATION OF ELASTOMERIC MEMBRANE PL ® ' f1 op� ^ 5.1 ALL ROOFS TO BE GUTTERED WITH DOWN SPOUTS UNDER EXTERIOR MATERIALS. MAY o AS INDICATED ON ROOF PLAN AND DETAILS. NORN/�'19�0 CI 0/Lake Elsinore r T=T...r —T--' iY I p1mInaDMbionApproval I 1 I I I I I I I I I I .. h 4- 1 k 4- Appmred av: ble ,. .c. n t by,dl 'IJT�DAATE... m I...... -I--t I I I I �' m c r r-- --, !22 — OFT. DECK a y 9MEET ND a` z I L- - - — I I I I I = ❑ DANIELIAN ASSOCIATES I I � ❑ II-LJI ARCHITECTURE & PLANNING FEQ _` SIXTY CORPORATE PARK I'-0" _ IRVIW CALIPORNIA g2606 (q4q)474-6090 I FAX: (114g)474-1422 YW111.12ANIELIAN.00M PL 4 ' I PL G'2 DAN�EJAN A550LIATES EXPRESSLY OON T hIER PROPERTY RI&HTS IN THESE PLAN5.THESE El 1-1 H ❑❑❑ �� ❑❑ 'N 62 ❑❑❑❑❑❑❑❑ THEY TO NOT M REPRODUCED LF _ OR MANNER WHAT5DEVER.NOR ARE P TO ANY A ^ 2 r T S� PARTY WITTHHOIR F R5TT OUTAINI"THIRD THE EXPRE55ED WRITTEN PERMISSION ❑❑❑❑❑❑❑❑ CONSENT OF DAILEWAN TT?. I ❑❑❑❑❑❑❑❑ T I I FRONT AT OPTIONAL DEN / BEDC. 6 LWN o.C A829 FOF CPAli ROOF PLAN AT OPTIONAL BED 6/ DEN PL ROOF PLAN AT OPTIONAL B-OAR GARAGE - - NO. DATE REVISION SCALE: 1/8"=I'-O" ROOF PITCH AT 4:12 U.N.O. [�J ELEVATION NOTES - ---- ---- ---- - EXTERIOR MATERIALS: CHIMNEY: ' I.I STUCCO 4-1 - PL Wa 1.2 MANUFACTURED ADHERED STONE VENEER L:. IB MANUFACTURED ADHERED BRICK VENEER ROOFING: SOFF 1.5 - 5.1 PITCHED PROFILE TILE ROOF AT X12 SLOPE. skslel SEE ROOF PLAN DETAILS AND 6ENERA I. SOFFITS/BOTTOM OF CANTILEVERED AREAS: , I_NOTES STUC60 _ - LA LACUNA SECTION TA. TRIM: 52 PITCHED FLAT TILE ROOF AT X:12 SLOPE. O 5 ❑❑❑❑ � �� ESTATES / 2.1 FASCIA:2x8 REPER TO DETAIL. SEE ROOF PLAN,DETAILS AND GENERAL NOTES II i 2.2 DOORS AND WINDOWS: STUCCO WRAPPED SECTION TA. 51 a -5 ❑❑❑ ❑❑❑❑❑❑❑❑ Q °�' LARGE 2"x4"FOAM U.N.O,5EE DETAILS. NOTE TO ALL SUBGONTRAGTOR5: '' REFER TO OFARCHITECTURAL DETAILS FOR N ❑❑❑❑ ❑❑❑❑❑❑❑❑ n - bUTTERB, LOCATION OF ELASTOMERIG MEMBRANE 5.1 ALL ROOFS TO BE GUTTERED WITH DOWN 5POUTS UNDER EXTERIOR MATERIALS. El El ❑❑❑❑❑❑❑❑ A5 INDICATED ON ROOF PLAN AND DETAIL5, FF T PROJECT NO. 05005 AREA 2 - FRONT AT OPTIONAL 5-CAR GARAGE SHEET TNLE ATTIC VENTILATION CALCULATIONS 50%HIGH AND LOW VENTILATION 12 1. TOTAL ATTIC SPACE CALCULATION: __1 4 PLAN 3 A. _665_50.FT.x 144 a _ g5AT2___50.IN.OF ATTIC, 2. TOTAL VENTILATION REQUIRED: (ASSUMES CODE REQUIREMENT OF A MIN.OF 50%OF HIS"VENT. OPTIONAL AREA PROVIDED TO BE A MIN.OF B'ABV.LAVE VENTS) A. g5,4T2 50.IN:BOO s 91S 2-O City of Lake EIs am EXTERIOR TOTAL 50.IN.OF VENTILATION REGUIRED B. _—_518 _50.IN.:2. _—_1`A--___MIN.50.IN.AREA OF HIGH VENT. Pip IKY�108 APProYaf ELEVATIONS 5. TOTAL VENTILATION PROVIDED: (BALANCE REO.IN LOW VENTILATION) AFT. LB � Y: AND ROOF A. NIGH VENTILATION PROVIDED: -/9- O AT_150 SQ.IN.EACH.__0_SQ.IN.OF 6ABLE END VENTS PLAN IA _AT _SQ.IN.EACH.__2�O__SQ.IK OF ROOF DORMER VENTS Datc: (MAST BE V ABOVE LOW ....................====_ VENTILATION) _ 260_TOTAL 50.IN.HIGH VENTILATION -I 12 ORIGINAL DATE: B. LOW VENTILATION PROVIDED, 1 O AT 0 SO.IN.EACH= O SQ.IN.OF ROOF DORMER VENTS 4 ® ���"�7 LOO� N 3 AT 60_50.IN.EACH s lbo__S0.IN.OF SAVE VENTING S"x229 PL SOFF PL ~o (REFER TO DETAILS) ....I;;............ -.-..___._ TOTAL 50.IN.OF LOW VENTILATION G. TOTAL VENTILATION PROVIDED: 450 50.IN. W 2-0• WINDO OCCURS 2'-0' 2'-0" s (NIGH VENT.+LOW VENT) ROOF PLAN �______ _____-. --. ___________ ___ _ 1.2 AT DEW BED OPTION F I p NOTE: in :he c...n;:y PRINT'DATE REFER THE FOLLOWING SHEETS FOR INFORMATION ION NOT SHOWN HERE. FOUNDATION PROFILE -SEE SHEETS A-3.1 AND A-3.2 FF ® ® TO FLOOR PLAN -SEE SHEETS A-93 AND A3.4 _ ELEGTRIGAL PLAN -SEE SHEETS A-5S AND A-5.6 SHEET NO. ROOF PLAN -SEE SHEET A-5.8 -5.I O EXTERIOR ELEVATIONS -SEE SHEET A-5.q RIGHT AT OPTIONAL 3-CAR GARAGE LEFT AT OPTIONAL 3-GAR GARAGE AND BED 6 / DEN SCALE: 1/4"=I'-O" -- I --==------- ---= j \-- -- L LLL . L.L L L L L L L L L -- L-J M BA _-- -- L LLL LLLLLLLLL _ L LLL LLL' - - --- -- 'L "" L i� LLL LLL -- --- r�/ LLL L L elk r Y � LLIo x LLL LLL -- --- --- ---- ----- -------- L L�� ��I I L L L L L L L L L BED 3 -- _ _-- _-- BED 2 ;; K-IN i� ---- ---- -------- �-,-- 8'-0" CLG 8'-0° CLG ��-1. �i 8'-0" CLG t L Li I I �1R AIL L L L L-L �RCIHI�ECATUREAS&�LA'NNIN�G 3 18"xb"W.M.(8)VENTIi I! L Lj I I �x'� 5040>SL � DOBO BH _ --L=-- -__.J.- L L I I l - O O --- SIXTY CORPORATE PARK � IRV(NE,CALIFORNIA-12606 ry a FOIL - 4 M44)474-6030 FAX: (a44)474-1422 POINT QcIN7 H �� ry 7 I I I I {NWW.DANIELIAN.GOM ParBHELF- SE EXT.EV. PANIELIMA5 O EZPREBSL g INT RE55RYE5 ITS COMMON Y LAW COP/R16W SEE EXT. AND OTHER PROPERTY ELEVATION RIGHTS IN THESE MANS.THESE MANS ARE NOT TO CHANGED OR COPIED IN ANY FORM OR MANNER WHATSOEVER NOR ARE •y THIRD PARTY WITNO7f FIRST OBTAINING f THE E%PRf-%W WRITTEN PERMISSION R I AND CON5ENT OF DANIELIAN I Y I I o I I - I I I I I I �oQaorEss/ I I ye C. I I a C4M829 I I l Li L-1-------------------- -L—J BRICK N0. DAIE REVISION VENEER SEE EXT. ELEVATION PARTIAL 5EGOND FLOOR PLAN PARTIAL F I RST FLOOR PLAN --- - L-� L_J M BA CLG r---I NfloJtcr HILL - --- O I I , LA LACUNA E5TATE5 / L__J BED 3 -- -- -- --- BED 2 K-IN LARGE B'-0" CLG 8'-0" CLG 2'-I" 8'-0" CLG0)VENT iI 7 SLAD IB"x6"W.H. ,I iI e - - PROJECT NO. 03008 5640 H _ Q SHEEI 111LE I I I I I I 4 4 v sL L- ----------J--J fN tN I I PLAN 3 LLB OF 5�«W PARTIAL AND OPTIONAL FLOOR m PLANS I 151 I I ORIGINAL DATE: I I I ® MAY^0 ME I I I ILi L_1__ ----L—� c REFER TO THE POLLOWI146 SHEETS FOR PARTIAL SECOND FLOOR PLAN I PRINT DATE ' ^� INFORMATION NOT SHOWN HERE. FOUNDATION PROFILE -5EE 5HII A-5.1 AND A-5.2 @ OPTIONAL 3-GAR AND BED 5/ DEN PARTIAL FOUNDATION PROFILE . FLOOR PLAN -5EE SHEETS A3.5 AND A-5.4 EL 4TRICAL PLAN -5EE 5HEM A-5.5 AND A-5.6 II— I 11 ROOF PLAN -SEE SHEET A-8.8 SHEET NO. EXTERIOR ELEVATIONS -SEE SHEET A-5.9 5GALE:14 -I -O A! : a - a'_O::xS:_O" A-O"x5'-O" APPLIED LOUVERED 4I APPLIED LOUVERED APPLIED L;_D ` TTE�`' 16 17 20 4�4 f?_ SHUTTERS B ��� 12 -'' -•' 16 I? 4PL D_I -. `pL PL SOFFIT DANIELIANASSOCIATES I ARCHITECTURE & PLANNING FIXED '4 SHUTTER ' 2 I I I 2,5 _ SIXTY CORPORATE PARK " o I I OQ 4 o IRVINE,CALIFORNIA 92606 (q4-1)474-6030 FAX: (944)474-1422 r\ 1z c- , s1M i= -"� z (S.2) YW".DANIELIAN.GOM -- --------- FF FF 1 �4 FF 8 4f��� ��4 PL PL 4" D-I 1.2 \ ®DANiELIAN ASSOCIATES EXPRES`xY _.._ RESERVES T5 PL er r/ PL LOP(RI6M AND COMMON11R PROPERTY - _ D-1 R16HT5 IN THESE PLANS.THESE .- _._ _.... -_ -_.....-. _-...........___ PLANS ARE NOT TO SE REPRODULED COPIED IN Y FORM - -_ ----- _ _ 2 \ \ \ \ \ \ \ \ ORMH RRWHATSOEVER.NNOR RARE S I• O F FIXED = b ..... 7 THEY TO EE A5516N TO ANY THIRD (� SHUTTER I O PARTY WITHOUT FIRSTT 06TAININ6 O O �JI THE EXPRESSED MKITTEN PERMISSION AND CONSE OF vANIELIAN a ASSOCIATES. S. FF I T TOG 1. I5 8 4 FRONT ��o gOf tSS p�;9 LEFT V P C. am B No.C u 0.1 I�------ LINE OF OPT.DECK ♦E DTCn1`_ 4 III II II IL I I N0. DATE REVISION AREA I I Iz 12 19 LINE OF WALL 4 LINE OF ROOF FI_ MAR PL I I lTn - I I op I 5 I 0_1 4 PROJECT TIT►LE ��/� VALLEY O r LA L,AAWNA ------ -L=�- FF 4� ESTATES / T_ 4 - PL LARGE Q L_L_ __...._ - J__J Q 5 FAVE PL 0EWO D-I A 2 14"XB"CORROSION 32 RE51STANT © �LOCATIONS________________ ____ _ ____ ___ ___ __ _______ (2 MAX A LOCATIONS SLAB - ' PROJECT NO. Q3QQgj TYR --nl v TERMINATE lO SHEET T11LE AT FENCE LINE,SCE CIVIL LOCATION ------ PLAN 3 L - ------- ROOF FF PLAN RIGHT EXTERIOR SCALE: 1/5"=I'-O" 50ALE: 1/4"=I'-O" ELEVATI ON5 ROOF FITCH AT 4 IJ t A ^ ATTIC, VENTILATION GALGULATIONS (ATTIC VENTILATION GALGULATIONS AND ROOF PLAN50%HI6H AND LOW VENTILATION 50%H16H AND LOW VENTILATION I. TOTAL ATTIC,SPACE CALCULATION: I. TOTAL ATTIC,SPADE CALCULATION: Ia 1 A. ��50.FT.x 144• 185,328 _50.IN.OF ATTIC, A. __' _So.Fr.x 144• __64,224 50.IN.OF ATTIC, i L - h Of bake YiLsinore 2. TOTAL VENTILATION REQUIRED: 2. TOTAL VENTILATION REQUIRED, ?I-Ming Division Approvai ORIGINAL DATE: (A55JMM CODE REQUIREMENT OF A MIN.OF 50%OF HIGH VENT. (ASSUMES CODE REGUIREMENT OF A MIN.OF 50%OF HIGH VENT. ELEVATION NOTES 0 MAY 200 AREA PROVIDED TO BE A MIN.OF 5'A5V.EAVE VENTS) AREA PROVIDED To BE A MIN.OF 5'A5V.EAVE VENTS) Approved By: EXTERIOR MATERIALS: CHIMNEY. 1L.-�T�[.K.[ ® MAY A 1003 m_ q, __105•�.`28_50,IN.,900• 61B TOTAL 50.IN.OF VENTILATION REWIIRED A. 6�4 _50.IN..900• 214 TOTAL 50.IN.OF VENTILATION REQUIRED IB! B, _---M__50.IN.,2• _ BOR __MIN.SO.IN.AREA OF HIGH VENT. 5. �1'a-_50.IN.:2• ___IO7_MIN.so.IN.AREA OF H16H VENT. 1.1 STUCCO 4.1 - - 9 G✓ (BALANCE REG.IN LOW VENTILATION) (BALANCE RISC. IN LOW VENTILATION) 1.5 MANUFACTURED ADHERED STONE VENEER Dace: 5. TOTAL VENTILATION PROVIDED: S. TOTAL VENTILATION PROVID : I.S MAW/FAGTURED ADHERED BRICK VENEER ROOFING: ED 1.4 - 0 5.1 PITCHED PROFILE TILE ROOF AT X,12 SLOPE. ED AREAS: SEE A. NIGH VENTILATION PROVIDED: A. NIGH VENTILATION PROVIDED, ID 5OFFIT5/507TOM OF CANTILEVER ROOF PLAN,DETAILS AND 6ENERAL NOTES -I-AT IBS 50.IN.EACH•_ 05 4 _90.IN.OF ROOF DORMER VENTS I_AT_I35_S0.IN.EACH.__IaS_50'IN.OF ROOF DORMER VENTS ST1CG0 SECTION TA. (1`A15T BE S'ABOVE LOW •••=••••................. (MUST BE 5'ABOVE IOW ..........••••••••••••••• TRIM: 5.2 PITCHED FLAT TILE ROOF AT X:12 SLOPE. a VENTILATION - 401E TOTAL 50.IN.HI6N VENTILATION VENTILATION) -_1 _�_TOTAL 50.IN.HIGH VENTILATION 2.1 FASCIA:2xB REFER TO DETAIL SEE ROOF PLAN,DETAILS AND GENERAL NOTES N 2.2 D KG DOORS AND WINDOWS, 5TO WRAPPED SECTION TA. PRINT DATE m B. LOW VENTILATION PROVIDED, B. LOW VENTILATION PROVIDED: ROTE, 2"x4"FOAM U.N.O.,SEE DETAILS. REFER TO THE FOLLOWING SHEETS FOR AT__Q_•A.IN.EACH•____0 50.IN.OF ROOF DORMER VENTS I_AT_T _50.IN.EACH•____I95___50.IN.OF ROOF DORMER VENTS NOTE TO ALL SUBCONTRACTORS: INFORMATION NOT SHOWN HERE. _,b4�_AT_.92_S0.IN.EACH•___�'b___S0.IN.OF EAVE VENTIN6(5"x22") O LIN.FT.x 55 SO.IN• _�_0__�50.IN.OF EAVE VENTING REFER TO ARCHITECTURAL DETAILS FOR RREFER TO DETAILS) • --- --- - LOCATION OF ELA5TOMERIG MEMBRANE FOUNDATION PROFILE -SEE SHEETS A-5.1 AND A-5.2 ..::.--• --••:••••••---:- (REFER TO DETAILS) _•.._•: ::•:.••••••.••••: GUTTERS, FLOOR PLAN -SEE SHEETS A-95 AND A-8.4 240 195•• 9,1 ALL ROOFS TO BE GUTTERED WITH DOWN SPOUTS UNDER EXTERIOR MATERIALS. ELEGTRIGAL PLAN -SEE SHEETS A35 AND A-5.6 " TOTAL 50.IN.OF LOW VENTILATION TOTAL S0.IN.OF LOW VENTILATION AS INDICATED ON ROOF PLAN AND DETAILS. ROOF PLAN -SEE SHEET A-5.5 SHEET NO. C. TOTAL VENTILATION PROVIDED: 645 50,IN. G. TOTAL VENTILATION PROVIDED: 2'10 50.IN. EXTERIOR ELEVATIONS -SEE SHEET A-SA A-3•12 (HIGH VENT.i LOW VENT) ( SEE ROOF PLAN HI6H VENT.♦LOW VENT) SEE ROOF PLAN � i I'-10•x9'-S" APPLIED LOUVERED APPLIED LOUVERED 12 �4 I I HOR DANIELIAN ASSOCIATES I I I _ ARCHITECTURE & PLANNING oIXTY q o c Rv NEGRPO CALIRATE FORNIA �—� — 12 �4 FAX) 60�(949) 1422 4 T— YJWW.DANIELIAN.GOM I I P 4 RAKE L RE5ERVE5 IT5JC0 COMMON LAW�55LY HT AND-MEq PROPERT� a O u -. RIGHTS IGNTHESC PLANS.THESE PLANS ARE NOT TO BE REPRODUCED F. 1— —1 • L— ; a a OR MANNER WHATSOEVER.NOR ARE O CHANTED OR COPIED IN ANY T THIRD THEY TO I � I PARTY WITHOUT FIRST OBTA N NT THE EXPRE55M WRITTEN PERMISSION TYP. I I AND CONSENT OF DANIELIAN H O TOG ASSOCIATES. I I I I FRONT I AREA 2 � �QPpFESSIp��g9 HUR C. 9 EAVE D-I (TYP) 4 f 12- 12 12 rEGi CPLSC —4 4 1 -_ PL ROOF PLAN AT OPTIONAL DEN/ BED 6 _ HDR No. DATE REVISION OPTIONAL 3—GAR GARAGE . SCALE: 1/8"=1'—O" Iwo = s ROOF PITCH AT 4:12 U.N.O. m ELEVATION NOTES —, 12 12 I 4� I4 PP EXTERIOR MATERIALS: CHIMNEY: 1.1 5TUCCO 4.1 - PL 1.2 MANUFACTURED ADHERED STONE VENEER 1.9 MANUFACTURED ADHERED BRICK VENEER ROOFING: 1.4 - 5.1 PITCHED PROFILE TILE ROOF AT X.12 SLOPE. ' - L5 90FPIT5/BO7TOM OF CANTILEVERED AREAS: PROJECT TITL SEE ROOF PLAN,DETAILS AND GENERAL NOTES ❑O --.STUCCO SECTION TA. \ \ \ \_._... \ TRIM, 5.2 PITCHED FLAT TILE ROOF AT Xd2 SLOPE. LA LA6UNA 2.1 PAWA,2x6 REFER TO DETAIL. SEE ROOF PLAN,DETAILS AND 6ENERAL NOTES O ESTATES / 2.2 DOORS AND WINDOWS, STU000 WRAPPED SECTION TA. r� 2"x4'FOAM U.NA.,BEE DETAILS. NOTE TO ALL SUBOONTRACTOR5� _ - !� LARGE REFER TO ARCHITECTURAL DETAILS FOR GUTTERS: LOCATION OF ELASTOMERIG MEMBRANE 5.1 ALL ROOFS TO BE GUTTERED WITH DOWN SPOUTS UNDER EXTERIOR MATERIALS. _.._ TOG /� AS INDICATED ON ROOF PLAN AND DETAILS. AREA 2 — FRONT PROJECT NO. 03008 ATTIC VENTILATION CALCULATION5 SNEE, TITLE 50%NIGH AND LOW VENTILATION 12 I. TOTAL ATTIC SPACE CALCULATION: 4 A. 65_6___SQ.FT.x 144 a —94,752 __so.IN.OF ATTIC PLAN 3 2. TOTAL VENTILATION REGUIRED: city Of Lake ELsinuvt (ASSUMES GORE REQUIREMENT OF A MIN.OF 50%OF HIGH VENT. rJymh*DMsioo Approvw AREA PROVIDED TO BE A MIN.OF 5'ABV.CAVE VCNT5) _ OPTIONAL A. g4,T52 __W.IN.:500= 916 TOTAL 50.IN OF VENTILATION REWIRED Approved By. S. 316__50.IN.,2. __I55 MIN.50.IN.AREA OF HIGH VENT. Iq-. EXTERIOR (BALANCE �: REQ.IN LOW VENTILATION) ELE i// •TI ON5 S. TOTAL VENTILATION PROVIDED, A. HIGH VENTILATION PROVIDED: O_AT 158 5O,IN.EAOH._ O _5O,IN.OF GABLE END VENTS AND ROOF ?AT 195_W.IN.EACH•____T_)o__50.IN.OF ROOF DORMER VENTS PLAN IB(MUST BE WABOVE LOW ..............___________ l VENTILATION) _ KO--TOTAL 50.IN.HIGH VENTILATION B. LOW VENTILATION PROVIDED. ORIGINAL DATE: _ MAY 142 2003 �_AT_�_9Q.IN.EACH•__�_9Q.IN.OF ROOF DORMER VENTS PL. Q � _9_AT_6Q_5Q.IN.EACH c`ISO SQ.IN.OF SAVE VENTING - -- m (REFER TO DETAILS) ................� ccccccccc o _160_TOTAL 50.IN.OF LOW VENTILATION MAY 3 -' G. TOTAL VENTILATION PROVIDED: 1�50.IN. r________________________________ _____ _ _______ ___ ___ ________ NISH VENT.-LOW VENT) SEE ROOF PLAN q 2 Q m NOTE' TOG ® PRINT DATE ., REFER TO THE FOLLOWING SHEETS FOR m INFORMATION NOT 5HOWN HERE. _. FOUNDATION PROFILE -SEE SHEETS A-3 AND A-5.2 FLOOR PLAN -SEE SHEETS A-F5, AND A-5.4 ELECTRICAL PLAN -SEE SHEETS A-5.6 AND A-S.T o ROOF PLAN GSHEET NO. A r� EXTERIOR ELEVATIONS -SEE SHEET A-5.12 PARTIAL RIGHT AT 3—GAR ARAGE iI 1"l"J.�3` AND DEN / BED (6 SCALE: 1/4I =II—O LLL LLL LLLL LLLLLLLLL _-- - ------- L L L L L L L -� LLLLL_ -- 8'-0" CLG L L LLL LLL - - --- -- "" L L L L L L L I rt� -- --- - r =_ II =--- ;; -- -- ------ _L L�Q X h LL L L L L L L L -y - - -- ---- ------ -------- _L L�z�� L L L L L L L L L O BED 3 __ BED 2 ;j K-IN --- ---- -------- DANIELIAN ASSOCIATES LL -- --- 8'-0" CLG 1 8'-0" CLG i� 8'-0" CLG ii L Li �L-AIL L L L L L ID ARCHITECTURE & PLANNING �--- --- _ i LLL, xl I - --- SIXTY CORPORATE PARK 5040 SL ! ! ' ' — O O IRVIW CALIFORNIA 42606 4 0 � L .. r------� 4 —• -- -- - - - - (g441 474-6030 y 5040 x � 4 _ FAX: (444)474-1422 —k ¢III i 4 ❑ ❑ 4 in -- -------J kV".DANIELIAN.COM IY ¢11�'IT NEE POTSHELF- ¢IEXT LABOVOrE FLOOR - LINE OF FLOOR SEE EXT.0XV. I STONE ABOVE ® DRE5ERVIE5 IT5 COMMON LAAAY VENEER COPYRIGHT AND OTHER PROPERTY SEE EXT. RIGHTS IN THESE PLANS.THESE ELEVATION PLAN5 ARE NOT TO BE REPRODUCED CHANGED OR COPIED IN ANY FORM OR MANN WHATSOEVER.NOR ARE THEY TO M ASSIGNED TO ANY THIRD PARTY WITHOUT FIRST 05TAININ6 THE E%PRESSED YRWTTEN PERMISSION AND CONSENT OF DANIELIAN v ASSOCIATES. I - I I I I I I Qv'V s510 WQ� HUA C. Pni w CE829_ OF --ki � STONE NO. DATE REVISION PARTIAL SECOND FLOOR PLAN SEE EXT. ELEVATION PARTIAL FIRST FLOOR PLAN SCALE:I/4"=I'-O" L--] --__------ O M BA 8'-0" CLG PROJECT TITLE E -- i 1 LA LACUNA -- --- -- --- =-_= E5TATE5 / -- --- — --- LARGE - BED 5 -- _-- __ --- BED 2 K-IN it 8'-0" CLG I 8'-0° CLG it 8'-0" CLG j I I i� Ii I I iI ii 1 I Il__ 5040 5L i —.I- _ —-T PROJECT NO. 05005 4 0 9040 SL SHEET TITLE I I I I ¢TINT I _L J I I TNT— I ¢TEXT IFLAN 3 `Y OF WLL BELOW— PARTIAL FLOOR PLANS IG I I I I I I I ORIGINAL DAT MAY 12 2003 I I I I I I MAY 2 0 7003 L----- — r � I L ', NOTE: REFER TO THE FOLLOWIN&SHEETS FOR PRINT DATE o '"FORMATION NOT SHOWN HERE. PARTIAL SECOND FLOOR PLAN FOUNDATION PROFILE -SEE SHEETS A-S.I AND A AT OPTIONAL 3-GAR AND BED 5/ DEN FLOOR PLAN -5EE SHEETS A-S.5 AND A-$.-5.4 ELECTRICAL PLAN -5EE SHEET5 A3b AND A-S.l SHEEP N0. ROOF PLAN -5EE 5HEET A3.12 _ .I "i EXTERIOR ELEVATIONS -SEE SHEET A-5.12 2 1 4 APPLIED 5.2 4 f APPLIED q 14 5 . 12 SHUTTERS 12 -9 -9 J 8" 4 PL � PL .. F_ W-b" 51-10" NOR i °2 DANIELIANASSOCIATES T i o ARCHITECTURE & PLANNING o q F o 4 I 4 SIXTY CORPORATE PARK 0 0 6 42 o IRVINE,CALIFORNIA 412606 D-I \ (q49)474-6050 PIP - ----- -- _, p r� FAX: (444)474-1422 e AMOANIELIAN.COM PL V-O" PL 1q D-1 PL D_I 10 r / PL $OFF D 1 DANIELIAN A550GIATcS EXPRESSLY .. '.— RE59RVE5 ITS COMMON LAW 1.2 f __..... .....,. WHITSCOPYR IN T AND OTHER RIGHTS IN NOT PLANE.THESE PLANS ARE m _ TO BE REPWIXCED OR MANNER OR COPIED N ANY RFORM ARE T C SHUTTER m THEY MANNER WATSAS5f6N EVER.NOR ARE O i- O 4 THEY TO BE ASSIGNED TO ANY THIRD 4 PARTY WITHOUT FIRST EN PERMISSION ERT IS N - - - THE EXPRESSED CONSENT OFD NIE i ERMI5510N ASSOCIATES. PP T PP TOG C. 5 LEFT b , _2 FRONT - �QpOFE55h^',,`�t� jC.-------114 LINE OP OPT.DECK =' T two o.C 4929 I I TP. NO. DATE REVISION I AREA I I LINE OF WALL I LINE OF ROOF GABLE END GABLE END VENT VENT I I I I 4 RAKE D-I ITr°J II 18"x24"GORROSION 5 D-1 RESISTANT LOWERED VENT I D-1 I VALLEY 12 12 PROJECI II1LL -- - --- ----- 4 4� ® —,4 LA LACUNA PL HsR E5�TpA/TE5 / D-I EA°�J __... __._._..__.. ....- - __.._ LARGE I AREA 2 I I I I � P �o TYR r -- PROJECT NO. 05005 PP SHEET 111LE LL---- ----1.J PL PL PLAN 3 B 14"X8"COR RO51ON RESISTANTROOF PLAN ----e s - --- - - ---- .-...-.-_-_- ... - lcym -------------------------------- 2LOCATIONS -- ---- ---- --- o EXTERIOR 50ALE: 1/51I=I'—O" _ MAX ABV.SLAB T ROOF PITCH AT 4:12 U.N.O. T ELEVATION5 TERMINATE VENEER AT FENCE LINE,SEE AND ROOF CIVIL DRAINING FOR FENCE LOCATION PLAN FF ELEVATION NOTES ORIGINAL DATE: RIGHT MAY 32 2003 EXTERIOR MATERIAL5: CHIMNEY: City Of Lake EWnom SCALE: 1/4 N=I I-O II 1.1 .0 4.1 - 1.2 MANUFACTURED ADHERED STONE VENEER iP1a11111i1¢Division Approves W IS MAWFACTURED ADHERED BRICK VENEER ROOFING: 1.4 - 5.1 PITCHED PROFILE TILE ROOF AT X,12 SLOPE. �/� /�- ` i• i IS SOFFITS/BOTTOM OF CANTILEVERED AREAS: Appruv�ily STUCCO SEE ROOF PLAN,DETAILS AND GENERAL NOTES SECTION'IA. - TRIM: 5.2 PITCHED FLAT TILE ROOF AT X:12 5LOPE. rmm: 2.1 FASCIA:2x8 REFER TO DETAIL. SEE ROOF PLAN,DETAILS AND GENERAL NOTES NOTE: 2.2 DOORS AND WIND W WINDOWS: STUCCO RAPPED SECTION TA. REFER TO THE FOLLOWING SHEETS FOR ' 2"x4"FOAM U.N.O.,SEE DETAILS. NOTE TO ALL SUDGONTRAGTORS, INFORMATION NOT SHOWN HERE. PRINT DATE REFER TO ARGHITEGTURAL DETAILS FOR FOUNDATION PROFILE -SEE 5HEET A-5.1 6UTTERS: LOCATION OF ELASTOMERIG MEMBRANE FLOOR PLAN -SEE SHEET5 A-SS AND A-5.4 5.1 ALL ROOFS TO BE GUTTERED WITH DOWN SPOUT'S UNDER EXTERIOR MATERIALS. ELECTRICAL PLAN -SEE SHEET A-S.8 A5 INDICATED ON ROOF PLAN AND DETAIL5. ROOF PLAN -SEE SHEET A-5.8 $HEFT N0. EXTERIOR ELEVATIONS -5EE SHEETS A-5.11 .-_-_ m a s i F LINE OF OPT.DECK 12 12 2 2 4 4 I I a r- -I a PL PL HOR HDR I I -- --- DANlEL1ANASSOCIATES ARCHITECTURE & PLANNING m o - SIXTY CORPORATE PARK °� ° IRVINP,CALIFORNIA 42606 m (1149)474-6030 FAX: (414A)474-1422 -- -- --- - ---, - 4 r- a12 12 a PP iNWYV.DANIPLIAN.GOM PLFU- OAN,ELIAN A550CIATE5 EXPRE55LY PL tA RESERVES ITS COMMON LAW --- SOFP COPYRI5HT AND OTHER PROPERTY R1GHT5 IN THESE PLANS.THESE PLAN5 ARE NOT TO BE REPRODUCED EE== = CHANGED OR COPIED IN ANY FORM M OR ANNER YWAT50EVER.NOR ARE THEY TO 8E A5516 ED TO ANY THIRD 1 AREA 2 1 4 O PARTY WITHOUT FIRST OBTAINING THE EXPRE55W WRITTEN PERMISSION A CONSENT OF DANIRIAN h I'-0' - - ASSOCIATES. ©� IFF 0 0 0 =RQ- LTOG I � I H I T FRONT AT 3 GAR GARAGE OPTION UR C. W c () * 4 s d 12 12 41212 1214 r OF CPIIFOP 4 -1 4 PL PL ROOF PLAN AT OPTIONAL DEN/ BED 6 4 HDR HDR -_..._._ _.- _..._....._._- N0. DATE REVISION OPTIONAL 3-GAR GARAGE SCALE: ROOF PITCH AT 4:12 U.N.O. 0 9 4 u ELEVATION NOTES - 12 12 12 � --� 41- 4�- -14 FF EXTERIOR MATERIAL5: CHIMNEY: LI SNG�O 4.1 - PL 1.2 MANUFACTURED ADHERED STONE VENEER � ___ I.5 MANUFAGTNIRED ADHERED BRICK VENEER ROOFING: so" TITLE 1.5 SOFFITS/BOTTOM OF CANTILEVERED AREAS: 9.1 PITCHED PROFILE TILE ROOF AT X:12 SLOPE. 5TUC40 SEE ROOF PLAN,DETAILS AND GENERAL NOTES LJ O O O FY SECTION IA- r -- 4 LA LASUNA TRIM: 5.2 PITCHED FLAT TILE ROOF AT dI SLOPE. � - Y ESTATES / 2.1 FASCIA:2x5 REFER TO DETAIL. SEE ROOF PLAN,DETAILS AND GENERAL NOTES 2.2 DOORS AND NINDOWS: STUCIA WRAPPED SECTION IA. 2"x4"FOAM U.N.O.,SEE DETAILS. NOTE TO ALL SUBCONTRACTORS: - - - - LARGE REFER TO ARCHITECTURAL DETAILS FOR GUTTERS: LOCATION OF ELASTOMERIG MEMBRANE FF TOG 5.1 ALL ROOFS TO BE GUTTERED WITH DOWNSPOUTS UNDER EXTERIOR MATERIALS. A5 INDICATED ON ROOF PLAN AND DETAILS. - AREA 2 FRONT AT BED (6 / DEN OPTION PROJECT NO. O�JOOS - ATTIC VENTILATION GALOULATION5 city()f tAke EII SHLEI ,NLE 50%HIGH AND LOW VENTILATION L,jamR1g DiAsim Approv®i 4 12 I. TOTAL ATTIC.SPACE CALCULATION: A. _ 65T _50.FT.x 144= 140OB_So.IN.OF ATTIC 'Approved By: _ PLAN 3 - LL�tc-o--t.y Ta/u.-��-�- 2. TOTAL VENTILATION REQUIRED: pL (A55UME5 OODE REQUIREMENT OF A MIN.OF 50%OF HIGH VENT. "L'- - AREA PROVIDED TO BE A MIN.OF 5'ABV,SAVE VENTS) D.W. A. - UkOH-_SO,IN.:goo. 515 TOTAL 5O.IN.OF VENTILATION REQUIRED EXTERIOR 5. __ 515-___50.IN.:2. 155_`MIN.60.IN AREA OF HIGH VENT. (BALANCE R50.IN LON VENTILATION) - E LE V IbtT I ONS S. TOTAL VENTILATION PROVIDED, A. H16H VENTILATION PROVIDED: _ AND ROOF O AT_I58 1 IN 1•_- _ 5Q.IN.OF SABLE END VENTS _ _AT_155 55,IN.EACH:__ 2Yo___W'.IN,O-ROOF DORMER VENTS (MUST BE S'ABOVE LOW =_________________••___.= FIF -I PLAN G VVMLATIONN __-210___TOTAL so.IN.HIGH VENTILATION m ORIGINAL DATE: o B. LOW VENTILATION PROVIDED: PL MAY 32 2003 AT O 'A.IN.EACH•- O ___50.IN.OP RDOF DORMER VENTS --. D_AT-fig--50.IN EACH•_ 180 50.IN.OF EAVE VENTING (REFER TO DETAILS) :••... : :.::.•..••.:••. I80-e TOTAL 50.IN.OF LOW VENTILATION o G. TOTAL VENTILATION PROVIDED: ®50.IN r ___________________ _____ __ ____ _ .' . (HI61 VENT.♦LOW VENT) `SEE ROOF PLAN - -�- " . -• ,. '..�. - NOTE: - - .: ...it REFER THE FOLLOWING SHEETS FOR -_ EaPRINT DATE INFORMATION ION NOT SHOWN HERE. FOUNDATION PROFILE -SEE SHEETS AT AND A-5.2 FLOOR PLAN -SEE SHEETS A-5,A-5.4 AND A-53 ELEGTRIGAL PLAN -5EE SHEETS A-Bb AND A-5.1 ROOF PLAN -5EE SHEET A-5.15 SHEET N0. 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O - T d03N1, ........ ...... POST FOR l.-W ------------- A DANIELIAN ASSOCIATES --- ----- IS OPT.DErK 1 1 ARCHITECTURE & PLANNING K I 5612(TEMP) 6040 6L . OPTIONAL SIXTY CORPORATE PARK AT T.,. LINE OF IRVINE,CALIFORNIA 42606 "ALL (449)474-61030 BED 4 FAMILY FAX. (q4ll)474-1422 9'-0" CLG 9'-0" CLG AMDANIELIAN.COM e-L m BED so L gox BED5 PANICLiAN A65�IATEZ E%PRES�Y 8'-0" OPT.6066 E�D OR RESERVES I COMMON L- 6065 FR DR(TEMP) COPYR r HT AND OTHER PROPERTY Fm—E o-p-Ti-o-KA R*HTS';N THESE PLANS.THESE - i- ck INT PLANS An HOT TO BE RZ�W LOFTI'AM.I.S&FT j CHA146W 0 OOPIED IN ANY FORM 8-011 OR MANNER WHATSOEVER.NOR ARE 5066 • THEY TO A6516NEP TO ANY THIRD mBED/� �s/= / THE EXPRESSEDWRITTEN PERMISSION �r It :E 0- AND CEN OF VANIELIAN ;D ASSOCIATES. T T.,�f PARTY WITHOUT FIRST OBTAINING r T] 15-Ar IN 49 5 A -ARZ>RAI 2 OPTIONAL BED 4 ONAL BED 5 4N 266 THILIRC. q 0 P—T' AT LOFT/NOADDEDryW t4 C 4829 Tr 2'-4" • OF II -7-N 1-4 lIO* ------------ LI L L L OFT DESK 2x iv 50 FLAT L L 17, iTlil 4' 1 MI. NO. DATE REVISION 2: 1 C, 1 LOW 4 MAA"LL 14-11 1 -4.6 4404' Lop WALL 1'r 1 ji jj r 141 x OPTIONAL LINEN INE BASE 4'-2- W-W AND IIIIFIF�ER- '411, c L 46 L/ERI M 5A a m Bw 7 ry 81-01, DE P 4 AND DI RAIN A 0 2466 IS LINE TO'.' PRCJEcl lln, L= OPTIONAL FIRE PLACE LA LACUNA Z,0I` AT M BEUli �4 4--Il�' 5"'. [0 4"' r �4 E5TATE5 ISEV 2II LARGE 8'-D" CLG 8'-0° CLG -0" CLG l in PROJECT NO. SHEET TITLE I JI 26i6-M.(TEMP) ARDRAIL 20aO vril- 2UO M. a DECK PLAN 4 LINE OF A� FLOOR BELOW BONED SOFFIT LINE OF TOPAATT l.-6. FLOOR' bod'a$60(7rmF) ISPL SM EXT T'-6" F ELEVATIONS SECOND OPT 60"FIR DR(TE -------- FLOOR @ ? 4.A PLAN ,,�_IONALDEOK 'A' ORIGINAL DATE: MAY 202001 PRINT DATE 5EC0ND FLOO PLAN SHEET NO. SrALE: 1/4R"=I'—O' A-4.5 i - � L—L. L_l_LL_ __ -- LLLLLLL - L -- LLL L LL x FR � 1-��I --� PR _y -- w FR. rR � I _. . ..q DANIELIAN ASSOCIATES \ ARCHITECTURE & PLANNING L-;)INING ! 9'-O" CI-G I SIXTY CORPORATE PARK 1 ♦� IRVINE,CALIFORNIA 112606 `\ ♦� I ____ (q4q)474-60E0 I ` \♦ I '_..____..__� i �, FAX: (q4q)474-1422 WWW,DANIELIAN.GOM \ 3-G GAR1 GE OPT. 1 ' I - tttl[[[���JJJ���♦�rr J -- ♦� 9-O" CLG �♦ _-�— .__LL_.! �0 - .L ZJ DANIELIAN ASSOCIATES ExPRE55LY (FROM T.O.C.) � _..._ vo I. RESERVES ITS COMMON LAN Ak .'b'M.FR AFGI �♦ AFGI _. L.-L_. L L_L L GOPYRI6 T AND OTMER PROPERTY AT GL6.FOR AT GL6.FOR \/ N` OPT.6 D.O. OFT.&.12.0. SAS r �� (nT PLANS IN THESE PLANS.TNESE Y (' ✓'� ♦ �- L - PLANS ARE NOT TO BE REPRODUCED (rt()" C�(�-,\ _♦�L ([ L CHANGED OR COPIED IN ANY FORM 9'-0" CLG \`x / ` L_.L� - L L ftL OR TO MANNER 64ATASSI I vTwo ANY 1TM Rv PARTY WITHOUT FIRST OETAMINS L L.._. TW EXPRESSED WRITTEN PERMISSION1 P LI �_L_LL (MIN.100 AMP WITH LIFER ELEG. `\ - /E AND CONSENT OF DANIELIAN �I L A:fACIATES. _.J-�_-- -�-J J AFGI OPT.FAN/LT 1I A _AM I L`/ lF�l I_l FG -- L_ -T , F- /--- ___ - Q OFT�® r1. , _♦� /? / QporLSspN 9 bR0 T FI-� // `� '- / T ` ''TION 16A,NOTE TJ /�/�/ A��._ //_ 'i `V Ilk �- Tl���/j /�� r 1 'T OPT.FAN/LT O G ., l�L/1U/1� ����� LL �� �WP_ WP ♦\_ L OW VOLTAGE / '_\ �_--�- f• �_-��-/- LUMINOUS LIGHT C:'_G:L:'• '� FL.� L. ❑ -\ - Lb I= /r,� % �- ALL . -_- L♦ __._. LI_LL LLL a ,� � --p -- �___ L. NO. DATE REVISION ,1./� P . I I I I O�i LI T�i i i i ' FI/ FR L - L L I-.L L L _"_p PROJECT TITLE P 1 - GARAGE I 111, I 1 1 I x -J I -/ \ ,1 A ---.L-_- I I <�y - PR \ --"� ♦d(FROM T•O.C.) LA LA�UIV't l► E5TATE5 / LOFR AT GLb.FOR a" LARGE t� \ L I V I N& OPT GD.O L METER /-�I N I NG "===9 , 1 �\ 9'-0" CLG Q ' 9'-0" CLG FIR m ` / 1/ GF PROJECT N0. O3OOS GARAGE ♦ (MIN.100 AMP WITH LIFER ELEG. `, AFGI ♦ �I•_0 — \ 6ROUINO.SEE 5HEE�j-5, - ', \ (FROM T.O.CI) ♦ ---- -. METER SHEET 111LE 7� T--� _ ... ` _ 1 r OI�IG NOTE --... LJEIr _J- L J pp L ♦� //� WFI / i/T PLAN 4 - OPT.FAW LT. \ MA I-ORV H ,.,� ..� //1LlL��[i AFGI �4 ♦ AT GL6'FOR GAS (/•'�' .._.. ;.', LOW VOLTAGE .GD.O. �r� Y LUMINOUS LIGHT L I V I h�G - 9.-0" CLG F AFGI I R5T„ ❑ ;1 %L/11/L� %L.�%j% :I I-_� "�" UTILITY MIN.100 IAA, T bF ER ELEG. 9EION.56A 5,O TJ METER FLAN 11 I/� I PGI Yi X [Ell� F1 a ORIGINAL G% DATE:I} /�/�q •�� LOW VOLTAGE MAY 20 2603 LUMINOUS LIGHT FY MAY P-� nI nUl l:. r,. PRINT DATE y ions or FIRST UTILITY PLAN SHEET NO. f SCALE: 1/411=1'-0" A-4.4 DANIELIAN ASSOCIATES ARCHITECTURE & PLANNING SIXTY CORPORATE PARK IRVINE,CALIFORNIA 92606 (-74'1)474-60,50 E3 E E)--4 FAMILY FAX: (44-7)4-14-1422 AMI F �^M.VANIELIAMCOM 9'-0" CLG Al.I I AFOI % M 5E '9 --.1 buIy 0 DANIELIANA550C,AT5EXPR Y IAIII LT% Fc'I OOPYR*HT AND OTHER PROPERTY RESERVES ITS 4 AMON LAW N�XOFITIA LT. R16HTS IN T PLANS,THESE PLANS ARE NOT TO BE REPR,=rEO % L 0 F- CHANSEV 0 COPIED IN ANY FORM OR MANNER WHATSOEVER.NOR ARE THEY TO BE A5516NEV TO ANY THIR� ....... PARTY rffHOVT FIRST OBTAINING AP�'l 7i M 5E:) THE EXPRESSED ARITTEN PERMISSION OPT.FAN/LT. AFC-I AND rONSEN OF OANIELIAN % 2 IA-IT AFGI 17— OPTIONAL BED 4 OPTIONAL BED 5 'HLRc LAN e e FIRST FLOOR AT DEN/NO 50.FT.ADDEDKl/ AFGI LLL \ FL-H, % NO. DATE REVISION Li .4 1 1 1 L8, M E3 A L . x 1.0 �l BED L L L l�/ -)JI % 8'-0" R 1� I 0. 8'—0 L L. -PROVIDE AT LL Arric rAuPG L PROJECT TITLE OPTIONAL FIRE: PLACE LA LACUNA ESTATES 111T IAN Arr-I 5 E D 2 Aftl NA'L -I N Ji LARGE APC OPT.PAW LT. _12N PROJECT NO. AFG1 AFOI SHEET TITILL W. .I L DEC< PLAN 4 ILr-------�' i SECOND UTILITY 6 OPTIONAL DECK PLAN 'A' ORIGINAL DATE: MAY 90 W! MAY 20 2003 PRINT DATE SEGOND UTILITY PLAN SHEET NO. Sr-,ALE: 1/4"=I'-O" A-45 i D-I I —1. ...—..-_..—L_--... 4 FA SOCIATES - - gn ———' & PLANNING -- ATE PARK I RNIA g2606E�l LINE of WALL 5. 0 AREA I LINE OF ROOF BED 2 M BA M BE� m FAX: (g4g)474-1422 m IM.DANIELIAN.COM OO Y RE5ERVE5 ITSGOHMON LAW SSL AND OTHER PROPERTY . -_.. ..__ RIGHTS IN THESE PLANS.THESE PLAN5 ARE NOT TO BE REPRODUCED CHAN6ED OR COPIED IN ANY FORM OR MANNER WHAT50EVER,NOR ARE T�y To TO ANY PARTY WITHOUTSFIRSTT OBTAINING THIRD I I THE EXPRE55W WRITTEN PERMISSION 2 RAKE 7 D-1 (TYPJ FAMILY AND CONSENT OF DANIELIAN C ASSOCIATES. ; GARAGE AN I 1 ° I D-1 I m V 1 �oPaoFEssio'� --- - ---- -L--Z ---- --_._.. — - Ya y — _ I l n II II I s -4.6 AREA 2 SECTION A NO. DAIE REVISION ROOF PLAN 'A' _ SCALE: AREA I — ROOF PITCH AT X:12 U.N.O. ATTIC VENTILATION CALCULATIONS PROJECT TITLE LA LACUNA —..-----___ - E5TATE5 / LARGE M BA 5 4 6 PROJECT NO. 05005 SHEET TI1LE. PLAN 4 - �i I�T ` r. SECTIONS/ NI ROOF PLAN 'A' ORIGINAL DATE: MW�to 202001 Lin NOTE: 2.0 GENERAL CONTRACTOR SHALL VERIFY THE NET FREE VENTILATION OF THE VENT cl PRODUCT SELECTED AGAINST THOSE NOTED ABOVE. THE REOUIRED VENTILATION G G N SHALL BE MAINTAINED. SECTION NOTES PROVIDE INSULATION STOP SUCH THAT INSULATION DOE5 NOT OBSTRUCT FREE AIR MOVEMENT AS REQUIRED BY THE BUILDING OFFICIAL. ALL OVERLAP FRAMED ROOF AREAS SHALL HAVE OPENIN55 BETWEEN THE ROOFING: CONCRETE SLAB: INTERIOR MATERIALS: ADJACENT ATTICS IN THE ROOF 5HEATHING(AS ALLOWED BY THE STRUCTURAL 5.1 PITCHED PROFILE TILE ROOF AT X:12 SLOPE U.N.O. -1.1 5EE FOUNDATION PROFILE AND GENERAL NOTES AJ TYPICAL NALL5 AND 0EILIN6S. EN&INEER)TO ALLON AIR PA55A&E AND ATTIC,VENTILATION BETWEEN THE TWO OR, 5EE ROOF PLAN,DETAILS AND 6ENERAL NOTES SECTION 9A AND 5TRLGTURAL ORAAIN65 BY OTHERS 1/2'GYP BD(5/B"bYP BD AT CEILING IF ISOLATED ATTIC SPADES SHALL BE VENTED INDEPENDENTLY TO UBG REQUIREMENTS. 5ECTION TA. FOR ADDITIONAL INFORMATION. FRAMINb 15 GREATER THAN 16'O.GJ c 5.2 PITCHED FLAT TILE ROOF AT X:12 SLOPE U.N.O. INSULATICM: 1.2 AT NET AREA5: PRINT DATE SEE ROOF PLAN,DETAILS AND GENERAL NOTES 8.1 EXTERIOR WALLS: PER ENERGY CALLS 1/2"MOISTURE RESISTANT GYP BD A5 o THE FOUNDATION AND FRAMING ELEMENTS SHOWQI HERE 5EGTION"IA. RECOMMENDED BY MANUFACTURER. ARE 6ENERIG IN NATURE AND MAY NOT BE CAN515TANT 8.2 OUILIN6 AITH ATTIC ABOVE, :PER ENERGY CALC5 q,3 FIRE PROTECTION: WOOD PLOOR5: 8.5 V/VJLTED CEILIN6. PER ENERGY GALLS SEE SHEET 6-2 FOR FIRE PROTECTION WITH THE ACTUAL 5TRUGTURAL ENGINEERED REQUIREMENT5 6.1 ,AT TYR.INTERIOR CONDITION: OF ALL GARAGE SURFACES. c SHEET NO c.. 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Lzbl-bLb(bbb) °XV1 L I I ❑ea ❑ ❑ ❑ OE09-bLb(bbb) q I I 909Zb VINMO-J1-TV.7 3NV\Ml I I oil >0avd Z.vaoda u o� xre Ma" JNINNVId V 3N(11D311HONb ,d "or, ; \ / ,d S31V/100SSV NV1731NVG 9 I-a I'G P sM3unls s1 ro,a3nddY /J OL LI ql 12 12 4T— --14 DANIELIAN ASSOCIATES ARCHITECTURE & PLANNING SIXTY CORPORATE PART: PL PL IRVINE,CALIFORNIA 112606 _. (q4q)474-6090 — HDR FAX (IT44)474-1422 Ir 11 ❑ - WWW.DANIELIAN.GOM O (Q DANIELIAN ASSOCIATES EXPRESSLY RESERVES ITS COMMON LAW `fl COPYRIGHT AND OTFER PROPERTY R16H75 IN THESE PLANS.THESE PLANS ARE NOT TO BE REPRODUCED CHANGED OR COPIED IN ANY POW FF FF OR MANNER WHATSOEVER.NOR ARE PL PIL THEY TO BE A5516NED TO ANY THIRD ELEVATIONNOTES PAR TYWITHOUT FIRSTI NS HDR $OFF THE EXPRE$5ED YIRITTEN EN PER PERM15I5610N 5 AND COlYENT OF DANIELIAN -2 ASSOCIATES. EXTERIOR MATERIALS: CHIMNEY: I.I 5TUC —J—————————————————————————— CO 4.1 - 12 MANUFACTURED ADHERED STONE VENEER 15 MANUFACTURED ADHERED DRIGK VENEER ROOFING; c T Q R r 1.4 - 5.1 PITCFEiD PROFILE TILE ROOF AT XJ2 SLOPE. C-2 Q jIp IS STUCCO TOM OF CANTILEVERED AREAS SEE ROOF PLAN,DETAILS AND GENERAL NOTES Q OQpOFESS/p�,_ SrOTION?A. in " yy TRIM: 5.2 PITCHED FLAT TILE ROOF AT X:12 SLOPE. 2.1 FASCIA:2x5 REFER TO DETAIL. SEE ROOF PLAN,DETAILS AND GENERAL NOTES C 22 DOORS AND WINDOWS: STUCCO WRAPPED SECTION IA. FF �; N Gffi9 N 2"x4"FOAM U.NA.,SEE DETAILS, NOTE To ALL fJJBGONTRAGTORS: P REFER TO ARZ.HITSrMRAL DETAILS FOR 15 �f Uf CA05 &UTTERS. LOCATION OF ELASTOMERIC MEMBRANE 9.1 ALL ROOFS TO BE 6UTTERED WITH DOWN SPOUTS UNDER EXTERIOR MATERIALS. AS INDICATED ON ROOF PLAN AND DETAILS. LEFT NO. DATE REVISION 12 12 12 12 4r--- --14 4= 14 PROJECT TITLE LA LACUNA FIL E5TATE5 / LARGE HDR - _.-- - - HDR Q PROJECT NO. 05005 12 SHEET TITLE FIF \ 3I— FF FF PL \\1 PL HDR PLAN 4 14"XS"CORROSION RESISTANT -EXHALST IIENTO_____________ _____ __ __ __ _______________________ _____ _____ (2)LOCATIONS 6'MAX ABV.SLAB - Q V I S 1 TERMINATE VENEER Q EXTERIOR io CIVIL DRAWING FOR AT FENCE1] FENCE LOCATION ELEVAT I ON5 T n T F ORIGINAL DATE: ® MAl 12 7003 PARTIAL RIGHT RIGHT MAY 202003 2 OPT. 2-GAR GARAGE / BONUS ROOM 50ALE: 1/4"=1'-O'I OPT. 5-GAR GARAGE ° City Of Lake Ekh ore P9anniag DiWioo APPno�ai PRINT DATE ArroTo..a By:�lyw s 1/IO lr�.o SHEET NO. �" A-4.8 �T �T 0 m m 20'41� - -- I''6" 'O " DANIELIAN ASSOCIATES ARCHITECTURE & PLANNING SIXTY CORPORATE PARK IRVINE,CALIFORNIA 92606 (444)474-6030 VARIES VAR ES 7 FAX: (444)474-1422 4 FF y A 9 AAA.DANIELIAMCOM � o Qy DANIELIAN ASSOCIATES EXPRESSLr RESERVES ITS COMMON LAW COPYRI6HT AND OTHER PROPERTY RIGHTS IN THESE FLANS,THESE PLANS ARE NOT TO BE REPROD O D -------- -"-"' CHANGED OR COPIED IN ANY POW OR MANNER AHATSOEVER.NOR ARE THEY TO BE A5516NED TO ANY THIRD PARTY WITHOUT FIRST OBTAINING THE EXPRESSED WRITTEN PERMISSION AND CONSENT OF DANIELIAN ASSOCIATES. P0�}H PORCH Q SLAB Y � o SLAB 7 Q p�OFpOFESSI(y_4s 6 AUNUR C. am .No.C 48 WI 2'-T" 6'-6" B,,,o. _.... _. -I¢''2 __. 2", ty0f CAUF�A 24'-II° N0. DATE REVISION 3 OPT. 5-GAR GARAGE 2 OPT. DEN/BED b/ 2-GAR GARAGE m PROJECT TITLE -� LA LACUNA E5TATE5 / LARGE FOUNDATION NOTES CARIES Iyy�l - THIS PROFILE IS FOR PROJECI N0. O�JOOPJ I`1 DIMENSIONAL INFORMATION ONLY. "IY�7f REFER TO DRAWINGS BY OTHERS FOR ALL SHEEI I Il LE STRUCTURAL INFORMATION.STRUCTURAL EN61NEER SHALL PROVIDE ARCHITECT WITH FINAL DRAMN65 PRIOR TO CONSTRUCTION. REFER TO CIVIL AND LANDSCAPE DRAWIN65 FOR ENTRY PORCHES,PATIOS,STOOPS,AALKS FLAN 4 DRIVEWAYS,WALLS,STEPS,ETC.NOT SHORN HERE REFER TO CIVIL DRAWINGS FOR ALL BUILDING LOCATIONS, 6RADIN6.AND FINISH FLOOR ELEVATION INFORMATION. REFERENCE NOTES PARTIAL FOR: REFER TO: FOUNDATIONS 5YM 01-5 AND --=SHEET 6-I.....:_________________ ABBREVIATIONS 7I PORCH �Ir sLAe i FOUNDATION T-I(INDEX)FOUNDATION PROFILE m la I INFORMATION STRUCTURAL DRAWING/DETAILS LJ BY OTHERS. 6ENERAL NOTES SECTION SA iv ORIGINAL DATE: g FRAMIN& BY OTT RAL DRAWINGS/DETAILS MAY 3 2003 INFOIRMATION BY OTHERS GENERAL NOTES SECTION 6A ELECTRICAL T-I(INDEX)ELECTRICAL PLANS INFORMATION 6-1 and 6ELERAL NOTES SECTION 16A -' CEILING VOLUME/ 6-1,and FLOOR PLAN o INTERIOR SHELF INFORMATION INTERIOR FINISH GENERAL NOTES SECTIONS R,IOA SCHF_DULE EXT.HARDSCAPE, LANDSCAPE DRAWIN65 BY OTHERS STEPS,PLANTERS, CIVIL DRAWIH65 BY OTHERS Erc. PRINT DATE FIREPLACE 6-1 and 6ENERAL NOTES SECTION IOA INFORMATION NOTE / EXTERIOR ELEVATION'A'SHOWN PARTIAL FOUNDATION PROFILE SHEET NO. SEE ALTERNATE PLAN SHEETS FOR ALL SCALE: ,F ` / ALTERNATE PLAN AND ELEVATION SCALE: 1/^11-I 1-OII /y—4.q CHANGES. ."� /� -T - L LLLLLLLL --- I j L�L�TrGLLL _. i � �� ^ --- LI — ! ItI - L:L L_LL L L_LL-L �III --� r- — 1 I II I I I I ���IIII I I I I I �x� I TT 11 1 1 1 1 1 I E _LI I � � I I � I I I I � __Jt) I I I IG- 0 Q 206H DANIELIAN ASSOCIATES ARCHITECTURE & PLANNING DINING 9'-0" CLG 9'-0" CLG �A�A�� SIXTY CORPORATE PARK IV 1�1�7 IRVINE,GALIPORNIA 92606 (444)474-6010 9'-0" CLG FAX: (449)474-1422 5-GAR GARAGE - _ (FROM T.O.CI) -� BED 6 � YVWYv.DAN1ELIAN.GOM 9'-0" CLG DEN (FROM T.O.C.) LI i ING ® DANIELIAN ASSOCIATES CxPRE55LY L `, I RESERVES IT5 COMMON LAW I Y I G I 9'-0" CLG CO'I6HT My OTHER PROPERTY 9'-0" CLG I I RI6NTS IN THESE PLANS.THESE PLANS ARE NOT TO BE REP OXW LHAN&ED OR COPIED IN ANY FORM OR MANNER WHATSOEVER.NOR ARE I I TNEY TO E3E A5516NED TO ANY THIRD - ---' - I PARTY WITHOVf FIRST OBTAINING GON5ENT OF DANIELIAN THE EXPRESSED WRITTEN PERMISSION A550GIATE6. I 6010 6010 16010 5050 5 IF------ oFessio i !/� V ----- -----� — / CA l II -- NO. DATE REVISION OPT. 3-GAR GARAGE Cf OOFT_DEN/ BED 6 / 2-GAR GARAGE PROJECT 11TLE LA LACUNA -4 t_. L.IK x I I '-- L-L_L _ B L_L =�� $-° - DINING E5TATE5 / L L_L L s'- ' ac 2466 L_L_ L4 9'-0" CLG LARGE 5Z'X60' -I_ I O - 5060 _____T j GARAG K-Iiyl Q (FROM T.O.C.) PROJECT NO. 05005 8'-0" CLG SHEET TITLE BED 5 BED 2 LIVING �I 8'-0" CLG CLG 1469 i! 9'-0" CLG PLAN 4 K-W 8'-0" CLG I� 1 n - - _- - _- PARTIAL 2050 F6L 2050 F6L 2050 FISL -J I �_ FLOOR - ---- --- 4 I ILi Ll I 1 L �J ❑ 'T,,,_� ❑ 4 --,� H ORIGINAL DATE: - ---�-� _ � _ MAY 20 2003 9,-II• I��. S�,.H. I��. 1612" 2'-5' - PRINT DATE PARTIAL SECOND FLOOR PLAN PARTIAL FIRST FLOOR PLAN SHEET NO. SCALE: I/4"=I'-O" A-4•1 O DANIELIAN ASSOCIATES ARCHITECTURE & PLANNING 5� 51X7Y CORPORATE PARK IRVINE,CALIFORNIA 42606 (-149)474-60-90 FAX, (949)474-1422 WWYV.DANIELIAN.COM PL P PL 4X6 bXb PL m _._...__..._ ..__........... .. _._. ...___--____.- 5OPP MDR ed DANIE— A55OVA7E5 EXPRE55. Y HDR T N RESERVE5 ITS COMMON LAW �-O' _ KI&HT5COPTR N AND PLANS PROPERTY Ir--- 4 PLANS IN TN NOT PLANS.THESE T - ' m PLANS ARE NOT TO D I REPRODUCED y CHANGED OR COPIED IN ANY FORM C n 01 Q 4 OR MANNER Yk{ATSOEVFR.NOR ARE 0 THEY TO IASSIGNED TO ANY THIRD PARTY WITHOUT FIRST 05TAININS bxb THE EXPRESSED WRITTEN PERMISSION AND CONSENT OF OANIELIAN IXb FF ASSOCIATES. PL PL / \ 2X8 PL 50" 51 12" !}IDR SOFF 5 50FF 5 -2 - GA T 6 \ \ \ \ \ \ \ \ i �oQaoF¢ssq b Icy NN 4 JR � TOG/FF FF T NO, DAIS REVISION FRONT FRONT 2 OFT. 2—GAR GARAGE / DEN �e PROJECI TITLE LA LACUNA ESTATES / LARGE PL PL HDR _ �� PROJECT NO. 05005 HIM SHEET TITLE 'T T PLAN 4 FF PL PL SO /HOR 10 DR -9 SOFF - _ EXTERIOR DR E:lC .C� �- �� 0 - ELEVATIONS 151 m ELEVATION NOTES Y �� � L � � � � � ORIGINAL®ATE:MAY 0 L 2003 0 o EXTERIOR MATERIALS: CHIMNEYS 1.1 5TKG0 4.1 - 1.2 MANUFACTURED ADHERED STONE VENEER ® MAY `.. 1.5 MANUFACTURED ADHERED BRICK VENEER ROOFING: 13 - 5.1 PITCHED PROFILE TILE ROOF AT X:12 SLOPE. S..l.. "AZ-KAa.�i'..;:JOi;II�I�E.S,II'di;. IS 50FFIT5/BOTTOM OF CANTILEVERED AREAS: gg ROOF PLAN,DETAILS AND GENERAL NOTES STKGO SECTION TA. ... TRIM: 5.2 PITCHED FLAT TILE ROOF AT X:12 5LOPE. 2.1 FASCIA.2xb REFER TO DETAIL. SEE ROOF PLAN,DETAILS AND GENERAL NOTES •�I +�� oe 0 2.2 DOORS AND WINDOWS: STUCCO WRAPPED SECTION'IA. City Of Lake ELOnom FRONT 2'x4'FOAM U.N.O.,SEE DETAILS. NOTE TO ALL SUBCONTRACTORS: pigming Divisiu5 Approvgi :oY PIRINT'DATE91 REFER TO ARCHITECTURAL DETAILS FOR OFT. 3—GAR GARAGE WrTER5: LOCATION OF ELASTOMERIG MEMBRANE 5.1 ALL ROOFS TO BE GUTTERED WITH DOWN 5POUT5 UNDER EXTERIOR MATERIAL5. ApprovetiBy: SCALE: I/411_11_O N _ I,,,. •Io / !.�y1•L.ck.ac� t� 4iva AS INDICATED ON ROOF PLAN AND DETAILS. �'�/9-a� ;�r SHEET JMQe a l o p o s is o such Dre: ad o J. m o DANIELIAN ASSOCIATES ®� ARCHITECTURE & PLANNING SIXTY CORPORATE PARK IRVINE,CALIFORNIA 42606 (449)474-60E0 FAX: (444)474-1422 ....... """-' .....-" WWW.DANIELlAN.GOM HDR Q DANIELIAN A55O EXPRESSLY Q RESERVES 1T5 COMMON LAW COP��� 7 •� RIORT'SRI INT AND OTHER PROPERTY THESE PLANS. O Q O PLANS ARE NOT TO BE REPROWOED _ CHANGED OR COPIED IN ANY FORM A. OR MANNER WHATSOEVER.NOR ARE THEY TO BE A951GNED TO ANY THIRD PARTY WITHOUT FIRST OBTAINING FP THE EXPRESSED WRITTEN PERMISSION FL AND CONSENT OF DANIELIAN PL ASSOCIATES.NDR 50FF ELEVATION NOTES EXTERIOR MATERIALS: CHIMNEY, F THUR C. �s 1.1 STLC 4.1 - O NIELVIN 12 MANUFACTURED ADHERED STONE VENEER No.0 IB MANJPAGTURED ADHERED BRICK VENEER ROOFING, I OF CkL1f S 5OFFITS/BOTTOM OF CANTILEVERED AREAS: 5.1 PITCHED PROFILE TILE ROOF AT X:12 SLOPE. OQa STUCCO We ROOF PLAN,DETAILS AND GENERAL NOTES FF SECTION TA. TRIM, 5.2 PITCHED FLAT TILE ROOF AT X02 SLOPE. 2.1 FASCIA:2x5 REFER TO DETAIL. SEE ROOF PLAN,DETAILS AND GENERAL NOTES 2.2 DOORS AND WINDOWS: 5TUCCO WRAPPED SECTION TA. 2..x4'FOAM U.N.O.,SEE DETAILS. NOTE TO ALL SUBCONTRACTORS, REFER TO ARCHITECTURAL DETAILS FOR LEFT NO. DAIS REVISION GUTTERS, LOCATION OF ELA5TOMERIC MEMBRANE 5.1 ALL ROOF5 TO BE GUTTERED WITH DOWN SPOUTS UNDER EXTERIOR MATERIALS. AS INDICATED ON ROOF PLAN AND DETAILS. [PROJECT TITLE � A LACUNA STATES / LARGE PL \PL PROJECT NO. 05005 T of i0 SHLLI WILL GXG PLAN 4 FF FF IX9 2X8 2XS — FL FL -- 12X0 ... ........ r------------------------------------------------ �/ p p -- -- ------------------ r------------------------------- ------ ----------M ------------------------ ----- ---- ---- EXTERIOR P II P I ELEVATIONS i I � IBI i I i I I„ TOO/PP roC/FF ORIGINAL DATE: MAY 32 2003 ® MAY 20 20 PARTIAL RIGHT RIGHT 2 OPT. DEN /BED 6/ 2-GAR GARAGE City Of Lake Elsimom SCALE: I/4"=1'-O" OPT. 3-GAR GARAGE planedngMvlslooApprovai m ApporoaBy: GJl/N-a-lcd-eJ .q•p:ovnl'by�. h, SHEET"NQ. //� s I in O �T �T y 4 / m � m _ o sa- DANIELIAN ASSOCIATES ARCHITECTURE & PLANNING - - - SIXTY CORPORATE PARK IRVIW CALIFORNIA a2606 (94Q)474-60a0 ARIES -t�, ARKS FAX: (41441)474-1422 It I eM.DANIELIAN.COM 0 DANICLIAN AS5—IATL:L\FRE5SLY WI y RESERVES ITS COMMON LAW COPYRIGHT AND OTHER PROPERTY RIGHTS IN THESE PLANS.THESE PLANS ARE NOT TO BE REPRODUCED _ GHANSED OR COPIED IN ANY FORM OR MANNER WHATSOEVER.NOR ARE THEY TO BE ASS16NED TO ANY THIRD PARTY WITHOUT FIRST OBTAINING THE E%PREMED WRITTEN PERMISSION AND CON5ENT OF DANIELIAN ASSOCIATES, IIIPPP T C,_. SLAB = N SLAB � Q`u� Yp THLR C. ELM No.C/8" 2 OF CM1!if!� '.2 1- L NO. DATE REVISION 52'-O„ OPT. 5—GAR GARAGE 2 OPT. DEN /BED 6/ 2—CAR GARAGE m PROJECT TITLE LA LACUNA E5TATE5 / LARGE VARIES FOUNDATION NOTES �I THIS PROFILE 15 FOR A PROJECI N0. O3OOb DIMENSIONAL INFORMATION ONLY. REFER TO DRAWING5 BY OTHERS FOR ALL SHELI TITLE STRUCTURAL INFORMATION.STRUCTURAL ENGINEER SHALL PROVIDE ARCHITECT WITH FINAL DRAWINGS PRIOR TO CONSTRUCTION. REFER TO CIVIL AND LANDSCAPE DRAWING5 PLAN 4 FOR ENTRY PORCHES,PATIOS,STOOPS,WALKS DRIVEWAYS,WALL5,5TEPS,ETC.NOT SHOWN HERE REFER TO CIVIL DRAWIN65 FOR ALL BUILDING LOCATIONS, GRADING,AND FINISH FLOOR ELEVATION INFORMATION. REFERENCE NOTES — ---� PARTIAL FOR, REFER TO, --- SYMBOLS AND FOUNDATIONS SHEET 6-I ae.asaasaaaaaaaaaa � PORGN r a SLAB ABBREVIATIONS Q FOUNDATION T-1(INDEX)FOUNDATION PROFILE Q I/ I INFORMATION 5TRUCTLERAL DRAWING/DETAILS �./ BY OTHERS. 6ENERAL NOTES SECTION 5A PRAMIN6 57RUGTURAL DRAHIN&S/DETAILS 4 ORIGINAL DATE:(, INFORMATION BY OTHERS ® mAY 12/J�IL003 GENERAL NOTES SECTION 6A :4 ELECTRICAL T-1(INDEX)ELECTRICAL PLANS _ r I'A" INFORMATION 6-1 and GENERAL NOTES 55CTION 16A o V^0 2003 CEILING VOLUME/ 6-I,and FLOOR PLAN IV-*. 20'-D" _ I':ill.'; ;' ��;{`� o INTERIOR SHELF INFORMATION F.,,y a INTERIOR FINISH GENERAL NOTES SECTIONS 9,IOA SCHEDULE Puln'I paHUtrly II. rf.,V•by.,. .,,:E:i rS(,i,)„,JNf,,ti5.HARD5GERS, LANDSCAPE DRAWINGS OTHERS STEPS c 5TEP5,PLANTERS, CIVIL DRAHIN65 BY OTHERS m ETC r PRINT DATE: . nol bn rane m 10 FIREPLACE 6-I and GENERAL NOTES SECTION IOA U �"""'�I �' o INFORMATION rr,, ..I. .. NOTE u,r,Iu,,ry ur EI'vr; 'A'SHOWN catles shill uo 1, the plroort',iuns of such EXTERIOR ELEVATION SEE ALTERNATE PLAN SHEETS FOR ALL PARTIAL FOUNDATION PROFILE SHEET NO. ALTERNATE PLAN AND ELEVATIONI_O11 _4 a 3 CHANSE5. m _i._.. LLLL_LLLL --- _ �U '..III. L L.....L.. --- �1- L E _ �L L L. I LL LL_LL LLLI- _.L.LL I� � �` -- I I I I I I I /"— I l li I � i� r I I I I I I II I I I I O II �— y tl1 I Ij _�Ilu 0 � I / I LL flININ6 20,,, " 6„ DINING m D ARCHITECTURE & PLANNING -`-- - _� IATES ARCHITECTURE & PLANNING 9'-0" CLG $ 9'-0" CLG SIXTY CORPORATE PARK I $ GARAGE IRVINE,CALIFORNIA 92606 —�— M44)474-6030 9'-03—GAR GARAGE Q� (FROM TLO.CI) { FAX: (a44)474-1422 a LLD G I A WWW.DANIELIARCOM 9'-0" CLG BED V (FROM T.O.C.) DEN I f'J DANIELIAN A550LIATc5 EXPRESSLY RESERVES ITS COMMON LAW COPYRIGHT AND OTHER PROPERTY LLIVINGLIVING i RIGHTS IN THESE PLANS.THESE — IED IN MY FORM CLG PLANS ARE NOT PI BE REPRODUCED 9'-0" CLG I OR MAN ECHANGE RR-APTSOEVER.NOR ARE THEY TO BE ASSI6NED TO ANY THIRD _._......._ PARTY WITHOUT FIRST T I ----- THE EXPRESSED WRITTEN PERMISSION AND CON5ENT OF DANIELIAN ASSOCIATES, —J 16070 160T0 ,- Li y HLti� U �%/I �El El El 1lq.. 210" ' - -- N0. DATE REVISION OPT. 3—GAR GARAGE C�j OPT. BONUS ROOM / 2—GAR GARAGE Im U rT—I L_ ... L...�. - III 8'�0��� T M BA 0 PROJECT TITLE L_L_L _ _. B L��'�y e'-0' LA LACUNA L_L LL ..L 8— 2"6 LL U DINING s'—o" CLG ESTATES / LARGE -L I — 6ARACGE 4 I 9'-0" CLG K—III _- (FROM T.O.C.) PROJECT N0, O3OOS 8' CLG I II LI BED � I --..... ..-. Y IN6 SHEET TITLE 8'-0" CLG 8'-0" CLG 6. 9'-0" CLG J'"G„ CLGIli PLAN 4 I — 5056 SL 0 j i / 2020 Fd L PARTIAL -- ------ ------ ---- I I � 1 1 �;1�1G1;1f � ,",1 . ❑ FLOOR v G/ STONE VENEER Y/ `I KAI xe" °T PLANS F_, I ELEVATIONS Yj 's G --- 4 ' ❑ /i%; "U ❑ ORIGINAL �yq y 2 L—�— --- —L i 1 202003 ,,.,. ,,-W. A. 610, MAY?0 20Q� W-O" 16'-0" - 6'-O" 1612,I'-9' S'-II" I'-R" _—_S'-II" I'-q" I'-R" I- PRINT D{+Tp `n PARTIAL SECOND FLOOR PLAN PARTIAL FIRST FLOOR PLAN SHEET NO 0. SCALE: 1/4"=I'—O" A 4'.�4 nI 52 I'-d'x4AW APPLIED DANIELIANASSOCIATES ARCHITECTURE & PLANNING 4� 12 12 9 4 124 4r- 14 B -B 5IXTY CORPORATE PARK PL PL RVINE,CALIFORNIA 92606 PL_ _ — ___-- ------- PL (94Q)474-6030 soFF HVR — '— l` eoFF FAX: (a4R)474-1422 - YVWW.DANIELIAN.GOM I w 7 C Q Q n T Q j q ® RESERVES I S COMMON EXPRESSEr RESERVES ITS COMMON LAW �. OOPYRIBHT AND OTHER PROPERTY m*HTS IN THESE PLANN.THESE i PLANS ARE NOT TO BE ANY FORM / i� `� / 12 — OHANNED OR COPIED IN ANY FORM PIP OR MANNER WHATNOEVER.NOR ARE / THEY TO BE ASSIGNED TO ANY THIRD PL PL PL PL PARTY WITHOUT FIRST 05rAININS THE EXPRESSED WRITTEN PERMISSION _.,,........ AND CONSENT VANIELIAN 90PF SOFR SOFF SOFF ASSOCIATES. ❑❑ � DOC� o� 00 00004 � r4 00 0000 4 ` ESS n CCC7 C C= -1 0 0 CCC7 CCC] CCC] per° �� FP N0.C 18rJ ' POF Csl�� FRONT FRONT 2 OPT. 2-GAR GARAGE / DEN N0. DATE REVISION 2 2 4I— �p PROJECI HILL PL PL FmR - 50FF LA LACUNA E5TATE5 / LARGE --------------- FF PL PL PROJECT N0. 05005 SHEEI 111LE SOFF 50FF ❑❑ r—� 00 PLAN4 EXTERIOR ELEVATIONS FRONT G ELEVATION NOTES OPT. 3-GAR GARAGE ORIGINAL DATE: �n EXTERIOR MATERIALS: CHIMNEY: N 1.1 STUCCO 4.1 1.2 MANUFACTURED ADHERED STONE VENEER MAY 2 0 2003 IS MANUFACTURED ADHERED BRICK VENEER ROOFING,: 0 1.4 - 5.1 PITCHED PROFILE TILE ROOF AT X,I2 SLOPE. ED IS 5OFFITS/BOTTOM OF CANTILEVER AREAS: SEE ROOF PLAN,DETAILS AND GENERAL NOTES STUCCO SECTION'TA. i- TRIM: 5.2 PITCHED FLAT TILE ROOF AT X:12 SLOPE. " a, 2.1 FASCIA.2x8 REFER TO DETAIL. SEE ROOF PLAN,DETAILS AND GENERAL NOTES 22 DOORS AND WINDOWS, 9T11000 WRAPPED SECTION'1A. City Of Lake Elsinore 2"x4"FOAM U.NO.,SEE DETAILS. NOTE TO ALL 5UBCONTRACTORS+ Planning Division Approval PRINT DATE REFER TO ARGHI7ECTURAL DETAILS FOR " 4'"I• '• I•,'I�Ii', GUTTERS, LOCATION OF ELASTOMERIC MEMBRANE App—d 6y. 2 5.1 ALL ROOFS TO BE GUTTERED WITH DOWN SPOUTS UNDER EXTERIOR MATERIALS. AS INDICATED ON ROOF PLAN AND DETAILS. SHEET NO. Da° A-4.1 5 0 d FiOr 4 r 12 12 DANIELIAN ASSOCIATES ARCHITECTURE & PLANNING SIXTY CORPORATE PARK IRVINa CALIFORNIA g2606 M441)474-6080 PL *L FAX: (q4q)474-1422 YVM.DANIELIAN.COM NOR DANIELIAN A55OCIATES EXPRESSLY RESERVES ITS COMMON LAW O Q Q COPYR16W AND OTHER PROPERTY RIGHTS INTHESE PLANE. :p PLANS ARE NOT TO 9E REPRODUCED CHANGED OR COPIED IN ANY FORM OR MANNER YNATSOEVER.NOR ARE THEY TO BE A5516NED TO ANY THIRD PP FF. PARTY WITHOUT FIRST 05TAINING PL PL THE EXPRESSED WRITTEN PERMISSION _ AND CONSENT OF VAHIELIAN MDR 50FF ....__......./ ASSOCIATES. ELEVATION NOTES EXTERIOR MATERIALS: CHIMNEY. $ P I.I STUCCO 4.1 - 'p O Qppl'Lb. 13 MANUFACTURED ADHERED STONE VENEER 1.3 MANUFACTURED ADHERED BRICK VENEER ROOFIN&� _ Up C, 1.4 - 1 PITCHED PROFILE TILE ROOF AT X�I2 SLOPE - - j -' 1.5 SOFFITS/E 5. . OTTOM OF CANTILEVERED AREAS: Nol.C4829 SNCCO SEE ROOF PLAN,DETAILS AND GENERAL NOTES FF PIP , SECTION TA. J' r TRIM: 5.2 PITCHED FLAT TILE ROOF AT X,12 SLOPE. FOF C0.lR�� 2.1 FASCIA:2x5 REFER TO DETAIL. SEE ROOF PLAN,DETAILS AND GENERAL NOTES 2.2 DOORS AND WINDOWS: STUCCO WRAPPED SECTION 7A. 2"x4"FOAM U.N.O.,SEE DETAILS. NOTE TO ALL SUBCONTRACTORS: REFER TO ARCHITECTURAL DETAILS FOR LEFT &UTTER5. LOCATION OF ELA5TOMERIG MEMBRANE NO. DATE REVISION 9.1 ALL ROOFS TO BE&UTTERED WITH DOWN SPOUTS UNDER EXTERIOR MATERIALS. AS INDICATED ON ROOF PLAN AND DETAILS. PROJECT TITLE 12 4� �4 LA LACUNA 4r E5TATE5 / — LARGE PL PL _.-..... .... ....... Iron .. ..... PROJECT N0. 0300pj i0 4 O SHEE1 TITLE FLAN 4 �' FF i FF �, PL P I T------------------------------- ------ ---------- -- -- ------------------------- ----- ----- ---- EXTERIOR a 4 ELEVATION5 I _ I o TOC/FF Q O T 0 O PP ORIGINAL DATE: MAY 02 2003 MAY 2 0 2003 PARTIAL RIGHT RIGHT `J OPT. DEN/ BED 6/ 2—GAR GARAGE k Of aim Ewnm SCALE: 1/4"=1'—O" OPT. 3—GAR GARAGE ` ingDi calm pfonnlna DivlElon Approval PRINT DATE c Approved By: y �. 'HE Nd FRAMED CORNER BOX-OUT TO STUCCO OVER -- _ USE OF TIi): ARCMITEG 1 URAL VE7AIL.5 FLUSH W/EAVE TO ALLOW FOR FLAT TILE OVER -- --- METAL LATH OVER EXTERIOR FINISH 4SHI_N6_ STARTER FELT OVER PER STANDARD DETAILS BUILDING PAPER OVER ROOF SHEATHING 4 FLASHIN6—"""" '-- THE DETAILS SHOWN ARE INTENDED TO FURTHER ILLUSTRATE THE VISUAL 2X FRAMINb---" ---"-- � ---------- X DE5I6N CONCEPT AND THE MINIMUM RECOMMENDED WEATHER PROTECTION 2x&OR 50LID BLOOKINb- FOR TH15 PROJECT. 9L CORROSION RESISTANT METAL STUCCO OVER-- +• F�_ Eq� gO GORR0510N RESISTANT METAL-- t-- I d EDGE FLASHIN6 WITH DRIP--- THE GENERAL GONTRAGTOR SHALL INCORPORATE THE REQUIREMENTS METAL LATH OVER SL FLASHIN6 -BAR FLASHIN6 OVER g OF THE BUILDING CODE,STRUCTURAL CONSIDERATIONS,TRADE ASSOCIATION BUILDIN&PAPER 4 __, ®� V PAN FLAGHIN6 I N _---. _. MANUALS AND PUBLIGATIONO,AND PRODUCT MANUFACTURERS WRITTEN ,� 2x4 FLAT Fdi AT 24"O.G. STUCCO WRAPPED ADHERED II \ - ' \\ Ix CURB ---'- = RETURN 2 RAFTER SPACES IN5TRUGTION5 FOR THE COMPLETE CONSTRUCTION OF THE DETAILS. FOAM TRIM MAY OCCUR I ` -. PROVIDE MASTIC WHEN TOP I I VERIFY W/STRUC.DETAILS ALL POSSIBLE FIELD CONDITIONS WHICH MAY BE ENCOUNTERED ARE SEE EXT.ELEV.FOR SIZE — PROVyDE ELA9TOMERIC \\ TILE LUb DOES NOT OCWR - y V. in NOT NECESSARILY DESCRIBED.FIELD CONDITIONS ENCOUNTERED WHICH SEAL FLASHIN6 L \MEMBRgWE AT ROOF TO \ FLAT TILE OR 2.6 BARGE BOARD-- REQUIRE CLARIFICATION SHALL BE BROUGHT TO THE ATTENTION OF THE MATERIAL TO I T BOX-QUIT ,\ y �1 ARCHITECT IN A TIMELY MANNER. NAILING FIN I I ER5EG SON O _ PROFILE TILE OVER I_IJ 1'IL�'h _ --'�-y - \.. PAN FLASHING OVER 1 _ �LLyd�Yf' 1 I Ix T t G 1,-0, DANIELIAN ASSOCIATES BUILDING PAPER OVER - 0 \ I ROOFING FELT OVER 'LI lU LIJL IL. LI y U.NO \ - ROOF SHEATHING :. - .._. I GABLE END TRUSS ARCHITECTURE &PLANNING FLA5HIN6 MATERIAL \ \ \I -.l - -- OVER NAILING FIN \ \ROOF TOO \ PAN FLASHIN6 -- J \ II !VERIFY W/9TRUCJ— WRRO51ON RESISTANT dHILL FLASHIN6 I � SIXTY CORPORATE PARK \ \ NOTE:I.THE I'RETURN MUST �,ROOF I III META O OVER IRVINE,CALIFORNIA 42606 LOWERED VENT NOT BE DEFORMED. METAL LATH CORROSION RESISTANT--- \ \ \t ROOF TO O \ 2.NO NAILS ARE TO MANUFACTURER 1 )1 II BUILDING PAPER TEL: (q4R)474-6030 SCREEM,/4"MFSH - � O•SEQUENCE OF, \ �I WALL FLASHING - \ PENETRATE THE PAN FLASHIN6. I�I FAX: (Q44)474-1422 WEATHERBOARD\ \ \ I/ LAPPING \ \ _ \ ELASTOMERIG MEMBRANE OVEE I d Y#".0ANIELAIN.G0M BUILDING PAPER OVER ROOF TO 5OLID BAGKINS,SEE DETAIL HEAD AT VENT OWALL FLASHIN6 l�DANIELIAN A55DGIATS EXPRE55LY mew, 12 ROOF_ INTER5EGTION off® 8 ROOF F A5HING ;.A 16:� 4 TYPICAL RAKE o':=DDD �R6�AD`� D ■ NUTS. 3••' AT ELEVATION'B'8 'G' I '■1'-O' 3' 1'-0• Ar eoxour 1-0' yi SECURE ROOF TILE 3 GOAT STUGGO SECURE ROOF TILE G 2X FRAMING --"- - - - PTYP.ALLUDETALS PERTYP ALL F.INSTS CHANGED OR COPIED IN ANY FORM SECURE VALLEY FLASHIN6 WITH OR MANNER WHATGOEVER.NOR ARE CLIPS.NO PENETRATIONS INTO VALLEY FLASHIN6. THEY TO BE ASSIGNED TO ANY THIRD PROFILE TILE OVER CURB PROFILE TILE OVER PARTY HITHOUT FIRST OBTAINING ROOFING FELT CORROSION RESISTANT METAL TRIMMED FLAT VALLEY TIES ROOFING FELT PERMIWION THE % 55ED W IT Z-BAR FLASHIN6 OVER AND CON5ENr OF DANIELIAN METAL OVER 24"WIDE,PRE-PRINTED CORROSION INSULATION NOT TO OBSTRUCT AS .ATES. METAL LATH OVER 12"STARTER FELT OVER PAN FLASHIN6 RESISTANT METAL VALLEY FLASHING ROOF SHEATHING PENT HOLES AS REQUIRED e'f BUILDING PAPER p WITH MINIMUM I" F CRIMP,BLIND NAIL THE BUILDING DEPARTMENT CORROSION RESISTANT METAL A V" EACH SECTION O VALLEY ALONG ED6E FLASHIN6 N/DRIP AND �\tL UPPER END STAGGER NAILING 3" 12"STARTER FELT OVER STUCCO WRAPPED ADHERED I-- BIRD STOP WITH WEEP HOLES I-PIECE ROOFING FELT OVER ROOF SHEATHING FOAM TRIM MAY OCCUR I PRE MANUFACTURED VALLEY STRIP FELT SEE EXT.ELEV.FOR 51ZE—� I EV&E FNUFACTA2ED G.R. CORR0510N RE515TANT METAL pF ESSION EDbE FLASHIN6 WITH DRIP CORROSION RESISTANT P EDbE FLASHIN6 W/DRIP AND C '4( I METAL DIVER TER BIRD STOP WITH WEEP HOLES FIN TO FLASHIN6 I� &UTTER MAY OCCUR /' 1 i LAIC SEAL NAILING CORROSION RESISTANT MATERIAL- (SEE ROOF PLOW CUTOUT SIRDSTOP n. / .` IN �' C ROSION RO I aH m = UR TO DRAIN—-.- (SEE ROOF PLAN) BUILDING PAPER OVER PLYWOOD / i` e NAILING FIN OVER 2x STUCCO STOP M RESISTANT / i �\ T 2x0 FASCIA FLASHING MATERIAL / MEETALTAL PAN FLASHIN6 F CPIFF x T!G ELASTOMERIC MEMBRANE CORROSION RESISTANT 6"MIN.BEYOND FASCIA ROOFING FELT (3)W VIA.VENT HOLES LOWERED VENT (V CONCRETE TILE PER TRUSS BAY ERIFY 1'-0" FRIEZE BLOCK W/STRUGT) STUCCO OVER CORROSION RESISTANT (SEE ELEV FOR ttPE) CORROSION RESISTANT METAL LATH OVER METAL E06E FLASHIN6 MINIMUM 30"WIDE LAYER OF ASPHALT- N0. DATE REVISION SATURATED UNDERLAYMENT CENTERED IN VALLEY,NAILS SrUcco METAL LATH OVER SCREEN,I/4'MESH BUILDING PAPER SHALL BE HELD BACK A MINIMUM OF 14"FROM THE VALLEY WHEN METAL LATH I2"STARTER FELT OVER UNDERLAYMENT MUST BE LAPPED,THE TOP SHEET SHALL OVERLAP THE BOTTOM ROOF SHEATHINb SHEET BY A MIN.OF 12'.BLIND NAIL AGRO55 THE TOP PORTION OF 0014 OPE SHEET,AND ADHERE THE LAP WITH A VERTICAL-6RADE ASPHALT ROOF CEMENT. JAMB AT VENT DA°M„ 1 IGHT EAVE oA DIVERTER ® VALLEY FLASHING oo I TYPIC AL SAVE V�JGb DA•1D00 9'■I'O' I R7 lit •I'-0' ■1'-O' •I''O' AT ELEVATION'A' Il!'■1'-0' PROVIDE FIREBLOGKIN6 AT FLOORS _ PROFILE TILE OVER—---- - GEILIN6,ROOF AND 6ETWEEN ATTICLD OOF SADD�LSE FLSH'6 12"STARTER FELT OVER ROOF 5HEATHIN6 5PA0E AND CHIMNEY PER UBG'100 2X FRAMING I NAILER PER MANUFACTURER STUCCO OVER METAL LATH OVER CORROSION RESISTANT 2x6 OR SOLID BLOGKINS SEE DIVERTER �� 13UILDINO PAPER % _ CORROSION RESISTANT METAL PROJECT TITLE EDSE FLASHIN6 WITH DRIP LOWERED VENT -..._ STUCCO OVER DET OVERAIL ABOVE 4 �.� 2x0 OR SOLID BLOGKI ._......-.__..__ CORR0910N RESISTANT CCC METAL LATH OVER STEP t rLASHHIN 3 T CORROSION RESISTANT METAL W Z 4 T AT 4 5CREEN 1/4"MESH ...__.. ELA9TOMERIG MEMBRANE OVER -- - Q LA LACUNA �1 i RETURN 2 RAFTER SPACES PLYWOOD I iN I<I TURNED UP WALL 5 - Z-MAR FLASHIN6 YV SEALANT - _ NAILINb FIN OVER I `F I f PAN FLASHIN6 Z ' VERIFY W/STRUG.DETAILS LARGE FLASHIN6 MATERIAL RETURN FJ.A9TOMERIC MEMBRANE UP 3 TURNED UP WALL CONTINUOUS Ix CURB - T OVER BUILDING PAPER— gL ANY ADJACENT SIDEWALLS 4"MIN, —�� F 2x8 BARGE BOARD ROOF MATERIAL CORROSION RESISTANT METAL SEAL NAILING FIN TO - EXTEND'SELF SEALING' �� ' 6T TO I 7PROVIDEOP STI6HT SEAL TO TILE) ' S ROOFING FELT Ix T b FLASHIN6 MATERIAL H ELASTOMERIC MEMBRANE I L DOWN WALL b"MINIMUM SEE EAVE DETAIL LAND I � FLAT TILE OVER SABLE END TRU56 5TXC0 WRAPPED ADHERED I� I NOTE, I I < 7.ROOF SHEATHING I ROOFING FELT OVER fi OR BALLOON WALL FOAM TRIM MAY OCCUR II I I HORIZONTAL y STUCCO SURFACE I I 8-ROOF FRAMING "! ROOF 9HEATHIN6 (VERIFY W/STRW) SEE EXT.ELEV.FOR SIZE 1 I TO BE 7HHOROU6HLY CURED It1 I SEALANT ST1C40 OVER AS RECOMMENDED BY I _ I w I MEMBRANE OVEOMER B - STUCCO OVER PROJECT NO. 0500& METAL LATH OVER - I MANUFACTURER TO INSURE - I BUILDING MATERIAL '' PROVIDE MASTIC WHEN TOP METAL LATH SIALDIN6 PAPER HARDNESS CAPABLE OF RESISTING 9 AT WALL C.ONTIN0005 9 LU6 DOES NOT OCCUR BUILDING PAPER SURFACE DAMAGE �R BEHIND FIRST RAFTER G EN PER TILE— SHEET TITLE 2X FRAMING - 1.-4' - MIN. I-O'.MIN. MANIFPROVIACTUREDE R INSTRUCTIONS STUCCO OVER METAL LATH OVER BUILDING PAPER SILL AT VENT �� Pz�° �� �� _ VHRlLlc GHIM•I DA c -0 ERI-IB � DA®RRT , ,� CHIMNEY SHOULDER DA®MSG WALL PROTECTION � ROOF FLASHIN6 DA NRG „ TYPICAL RAKE DAO]cV0 d I 3 GOAT 5TUCG0 3'■IW � 3 GOAT 5TUGG0 1 V2'■I'-0' 10 AT ROOF TERMINATION IlS'•1'-0' � AT WALL S'■I'-O' L AT ELEVATION'A' II<j'•I'-0' ARCH WRAPPED FOAM TRIM MAY OCCUR .d SECURE ROOF TILE NO PENETRATIONS AT' SECURE ROOF TILE DETAILS PER MANUF.IN9TR. FIELD OF 5AT. FLSH'G PER MANUF.IN5TR Q ttP.ALL DETIAL9 TYP.ALL DETAL9 M STUCCO OVER - 57KC0 OVER S FRAM1N6 METAL LATH OVER ry FLAT TILE OVER METAL LATH OVER PLAT TILE OVER N it ROOFING FELT BUILDING PAPER ROOFING FELT BUILDING PAPER v STUCCO OVER = INSULATON NOT TO OBSTRUCT WIC METAL LATH OVER INSULATION SNA5 REQUIREDIRY 2x6 OR SOLID BLOCKING VENT HOLES AS REQUIRED BY In BUILDING PAPER 2x 50LID BLOCKING THE!BUILDING DEPARTMENT CORROSION RESISTANT METAL THE BUILDING DEPARTMENT 6"VIA.PRE-FOB Z-BAR FLASHIN6 W/SEALANT n MCVLDED DECORATIVE 12"STARTER FELT OVER I 12"STARTER FELT OVER f/ N PIPE W/FALSE VENT BY"NESCO'OR ROOF 5HEATHIN& CONTINUOUS Ix CURB z ROOF SHEATHING T ORIGINAL DATE ��� �a� 7Y5j APPROVED ALTERNATE.SEE EXT.ELEV. 3 �F CORROSION RESISTANT CORROSION RESISTANT METAL CORROSION RESISTANT tnQ� p ADHERED FOAM OVER FOR NUMBER AND LOCATIONS METAL SAVE RISER AND TOP FLASHIN6(UNDER-BENT TO M METAL EAVE R15ER AND BROWN COAT W/COLOR ZZ EDGE FLA5HIN6 W/DRIP EDbE FLASHING W/DRIP " DOLOR COAT FINISH OVER F O PROVIDE TIGHT SEAL TO 71LFJ b lil o < CORROSION RE515TANT MORTAR CORROSION RESISTANT REINFORCING MESH PER fr F II .yIII 2003 MANUFACTURERS INSTRUCTIONS II &UTTER MAY OCCUR--y- ,�'1 &UTTER MAY OGWR L MAY 7 0 (O -I (SEE ROOF FLAW PROFILE TILE OVER (SEE ROOF FLAW--� MAY OCCUR,SEE EXT.ELEV. I ■ 1 ROOFING FELT OVER : 1. a FOR SHAPE AND SIZE �1 I O -- 2xN RAFTER 1 2xD FASCIA ' AT 32"O.G. 1__ ROOF SHEATHING - - J a..,, . 1 � "SELF SEALING"ELASTOMERIC PROVIDE MASTIC WHEN TOP I x T 4 G ZZO MEMBRANE OVER BUILDING PAPER w I x T 4 IS TILE LUb DOES NOT OCCUR I"\ (3)Ili"VIA,VENT HOLES r sCORROSION RESISTANT 2"BEYOND NAILINb FLANGE(ALL 1'II (3)1fy"DIA.VENT HOLES I'-O' PER TRUSS BAY(VERIFY I'-0' FJ' m CORROSION RESISTANT METAL SIDES) PER TRU55 BAY(VERIFY FRIEZE BLOCK Y4 STRUCT) DRIP SCREED OVER I UNA. "L"BASE FLASHIN6 PRINT DATE:3-21-2003 IN FRIEZE BLOCK Y'1/STRUCT) STUCCO OVER PRINT TIME:3:56 PM Q ELASTOMERIG - aM 2x FRAMING > PROVIDE BATTEN PER TILE STUCCO OVER METAL LATH OVER pMETAL LATH MANUFACTURER INSTRUCTIONS &11LDIN6 PAPER BUILDING,PAPER R "` ti•NHo o4o-m SHEET NO. O SOFFIT D®A DEGOR,4TIVE PIPE VENT © TYPICAL SAVE D":'^' ` ROOF FLASHING DAQw!I TYPICAL EAVE PA D—� 3 GOAT STUCCO 114'• MALL MOUNTED-EMERIOR IyJ'■I'-O' I I AT ELEVATION'B' Ike'•Iti0' \ ' AT WALL 3'■I'-0' ` .� r AT ELEVATION'B'b 'G' IHj'•I'-O' U W/WRAPPED FOAM TRIM 0 2X FRAMING .. .._. .. 'Z.6' Wi� ....... GYP'BOARD 2X FRAMING -- DOOR FRAME SET STUCCO OVER 2X FRAMING ► 'Ys INSIDE SILL PAN. SEAL DOT PERIMETER METAL LATH OVER AT SILL PAN BUILDING PAPER STUCCO OVER —> BUILDING PAPER PROVIDE SEALANT-- METAL LATH OVER STUCCO OVER OVER SILL PAN PER ENERGY REQUIREMENTS BUILDING PAPER BUILDING PAPER _ 'y, WALL FLANGE ADHERED FOAM- I 2x4 FRAMING— METAL LATH OVER SILL PAN f BEYOND ADHERED FOAM-(MAY SEE ELEV FOR SIZE-OVER SL (SEAL ALL PAINT TO OCCUR,5EE ELEV FOR SIZE) STUCCO OVER— SEE SL PENETRATIONS � MATCH BROWN GOAT WITH < OVER BROWN GOAT WITH 9L I METAL LATH OVER �-- INTO PAN) COLOR COAT FINISH OVER COLOR GOAT FINISH OVER tr� BUILDING PAPER PLAN THRESHOLD REINFORCING MESH PER --- ADHERED 4'k4"FOAM OVER REINFORCING MESH PER --- 1 2x REDWOOD RECESSED di PLATE 1 1 -"-I MANUFACTURERS INSTRUCTIONS BUILDING PAPER OVER BROWN GOAT W/COLOR ( FINISH MANUFACTURER'S INSTRUCTIONS FLASHING MATERIAL COAT FINISH PER MANUF.INSTR. CORROSION RESISTANT I-PIECE MATERIAL I '.I II j METAL 51LL PAN(PAINTED EX- ( BUILDING PAPER OVER 1 -:1 II DANIEL/AN ASSOCIATES (SEE ELEV.FOR SIZE a SHAPE) I I OVER NAILING FIN POSED FADE TO MATCH STUCCO) I FLASHING MATERIAL 1 / SEAL FLASHING II ' I ARCHITECTURE BC PLANNING j CORROSION RESISTANT — — SEAL FLASHING MATERIAL ! ':I MATERIAL TO it / DRIPCOR 5010N RESISTANT i9W THRESHOLD DRIP SCREED TO METAL FLASHING NAILING FIN L__ I/2"REVEAL MIN. - t 7�" x5 REDWOOD SPACER - SEAL FLASHING - SIXTY CORPORATE PARK CORROSION RESISTANT METAL _ BUILDING PAPER OVER MATERIAL TO IRVINE GALIFORNIA 92606 BASE SCREED BEYOND �_ _3 FLASHING WITH DRIP ADHERED MANUFACTUD STONE BRUSH GOAT STUCCO f / NAILFLAING FINING ATERIAL OVER 1 / NAILING FIN— RE TEL: (4149)474-6030 VENEER OVER FINISH BELOW 5GREE - i• DOOR CASING- PROVIDE SEALANT PER ' ... FAX: (94Q)474-1422 BROWN COAT PER MANUFACTURERS PROVIDE SEALANT PER I ENERGY REQUIREMENTS K"�FT MAX SLOPE SEALANT ----- - —�J INSTALLATION INSTRUCTIONS — CONCRETE STOOP ENERGY REQUIREMENTS _ —. DOOR FRAI-�- _ __ GYP.BOARD GYP.BOARD - FINISH GRADE ((J DAN,ELIAN ASSOCIATES EXPRESSLY MAtI.9 I'm d YIDYQ-0 NDYQ-I RESERVES ITS COMMON LAH MATERIAL TRANSITION DA Q THRESHOLD DA o DOOR HEAD DA Q 17 WINDOW HEAD DA© WINDOW HEAD Dec =2 �OPYRI�T AND OTHER PROPERTY 3 GOAT STUCCO AT Ikj'■I'-0' I✓ 3 GOAT STUCCO-IN SW DR 8'• �I J 3 GOAT STUCCO S'■I'-0' 15 3 GOAT STUCCO 3'■ I 3 GOAT STUCCO AT O4'' R1e"s'" HESE P A"s. "ESE �_/ PLANS ARE NOT TO BE REPRODUCED ADHERED VENEER W/WRAPPED FOAM TRIM W/WRAPPED FOAM TRIM STANDARD RECESS CHANGED aR cOPIEv IN ANr FORM b' I THEY TO BE ASSIGNED TO ANY ITH Rv STONE GTURED ADHERED PARTY WITHOUT FIRST OBTAINING STONE VENEER � � � I DOOR FRAME SET 2x FRAMING 2X FRAMING �4 I IN51DE SILL PAN. STUCCO OVER SEAL SOT PERIMETER GYP.BOARD PROVIDE SOLID BLOCKING THE THE exPREssEv W1urrEN PeRMIGGION T= AT SILL PAN FULL WIDTH OF FLASHING LAP AND I HSENT OF DANIELIAN METAL LATH OVER I PROVIDE SEALANT Ae'CwiEs BUILDING PAPER �.,\ I BUILDING PAPER PER ENERGY REQUIREMENTS STUCCO OVER —' 2x FRAMING I INA R SILL PAN METAL LATH OVER PRESSURE TREATED SILL RATE SILL PAN i BEYOND PROVIDEFULL Y410 Or LASHIN LAI' BUILDING PAPER i (SEAL ALL ,ZU YL PAINT TO Q ADHERED FOAM-(MAY 2x FRAMING OFESSI CORROSION RE5ISTANT METAL PENETRATIONS pH,Ar� STUCCO OVER I P 0'Yq� BASE SCREED NV K"DIA. INTO PAW THRESHOLD METAL LATH OVER _ _ OCCUR,SEE ELEV FOR SIZE) STUCCO OVER SEE QUO •� WEEP HOLES AT b"04.OR 2a REDWOOD RECESSED PLATE I FINISH BUILDING PAPER -- OVER BROMY�GOAT WITH ^__ I METAL LATH HUR C. ?� COLOR COAT FINISH OVER PER CODE REQUIREMENT CORROSION RESISTANT I-PIECE I i I BUILDING PAPER PLAN 6 oFC 4829 WHERE MORE STRINGENT METAL SILL PAN(PAINTED EX- I MATERIAL BUILDING PAPER OVER I � REINFORCING MESH PER I I U � FLASHING MATERIAL MANUF.INSTRUC710N5 '7 BUILDING PAPER OVER z qyI POSED FACE TO MATCH STUUO) I BRUSH COAT STUCCO I 4 ADHERED FOAM- I I 1 �`.� NAILING FIN OVER �tP < CORROSION RESISTANT = SEAL NAILING FIN OVER I FLASHING MATERIAL FINISH BELOW SCREED 'p ' Z- SEE ELEV FOR SIZE-OVER -1 I Y THRESHOLD I THE FLASHING MATERIAL F CAU BROWN COAT WITH II-� < Iz3 REDWOOD SPACER 2X4 FRAMING— GRADE,PER CODE-—I t-� , COLOR COAT FINISH OVER - W BASE SCREED BEYOND i , i REINFORCING,MESH PER NAILIBALDING PAPER OVER - SEAL NAILING FIN j BRUSH COAT STUCCO �. = MANUFACTURER'S IN5TRUGTION5 _ FLASHING FIN OVER �..,,. TO FLASHING MATERIAL --- FINISH BELOW SCREE -- PLASHING MATERIAL- FINISH VERIFY ALL SUBSTRATE REQUIREMENTS l;":FT MAX SLOPE DOOR CASING W/STUCCO MOLD / PROVIDE SEALANT PER PROVIDE SEALANT PER FOR ADHERED VENEER PRODUCTS WITH SEALANT ENERGY REQUIREMENTS N0. DATE REVISION CONCRETE STOOP / ENERGY REQUIREMENTS GYP,BOARD— MANUFACTURER PRIOR TO INSTALLATION FINISH GRADE DOOR FRAME - GYP.BOARD--- B/9a1-0 v0N1-n vmM]-T /mwD4 0 Q� BASE DETAIL DAQM., , A THRESHOLD DAQDDOO , ., DOOR JAMB DAQI«, WINDOW JAMB DA ©mD= WINDOW JAM_ B_ 9A($'- V 3 GOAT STUCCO 1 4 3 GOAT STUCCO-SL OR �'•I'-0' I V 3 GOAT STUCCO 3'•I'-0' �/ 3 GOAT STUCCO S'■1'-0' 2 3 GOAT STUCCO AT I!4'■I'-0' W/WRAPPED FOAM TRIM W/WRAPPED FOAM TRIM STANDARD RECESS 77 SOLID BLOCKI 2X FRAMING FOAM TRIM _ -_ _ GYP.BOARD SEE DETAIL T ---- STUCCO OVER MAY OGGUR PROVIDE SEALANT PER WALL BEYOND-SEE PLANS -- METAL LATH OVER ENERGY REQUIREMENT5 STUCCO OVER BUILDING PAPER NAILING FIN OVER STUCCO OVER _____ METAL LATH OVER Zx6 PROJECT TITLE BUILDING PAPER 2x FRAMING - FLASHING MATERIAL METAL LATH OVER 5L I --'�� OVER BUILDING PAPER ELASTOMERIC MEMBRANE OVER FRM6 y U 9L PRESSURE TREATED SILL PLATE II I _ tom_ PLYWOOD(RETURN ELASTOMERIG =__ �- LA LACUNA E_. I1 I SEAL NAILING FIN OVER I___-. MEMBRANE UP WALL 4"MIN) Ur BUILDING I 1 THE FLASHING MATERIAL I' J , LARGE ADHERED 2"x4'FOAM OVER CORROSION RE5ISTANT METAL PAPER I II 1 PROVIDE ELASTOMERIG II BROWN GOAT Al COLOR BASE SCREED WITH Vj"DIA I 7 ADHERED FOAM-(MAY�" MEMBRANE OVER BUILDING GOAT PER MANUF.IN5TR INEEP HOLES AT b"O.G.OR tL-_" V I PAPER,b'MIN BEYOND 11 A (SEE ELEV.FOR SIZE A SHAPE) PER CODE REQUIREMENT I ry plc OG'UN,SEE ELEV FOR SIZE) WHERE MORE STRINGENT CORROSION RESISTANT II;:. APPLIED TRIM II 1 OVER BROWN GOAT WITH METAL DRIP SCREED L=__ �� COLOR COAT FINISH OVER ADHERED FOAMa�I-_------ BRUSH COAT STUCCO P > d REINFORCING MESH PER (MAY OCCUR,SEE 11 i < MANUFAGTURER51N5TRUGTIONS 1 FINISH BELOW SCREED -3 _ f STUCCO OVER SIZE AND SHAPE) �� RAN Vy"MIN.REVEAL Rµ{1 _ __ 'a5 ELEVATION FOR II_ SEE 9 B' a METAL LATH OVER / STUCCO OVER It I ADHERED THIN SET BRICK GRADE PER CODE �� n BUILDING PAPER / METAL LATH OVER � PROJECT NO. 03008 VENEER P. BROY'AI GOAERPER MANUFACTURERS BUILDING PAPER 2X FRAMING 1 VERIFY ALL SU65TRATE REQUIREMENTS STUCCO STOP INSTALLATION INSTRUCTIONS PROVIDE SOLID BLOCKING THE STUCCO OVER $HEEL TITLE FOR ADHERED VENEER PRODUCTS WITH AEATHERSEAL FULL WIDTH OF FLASHING LAP METAL LATH OVER MANUFACTURER PRIOR TO INSTALLATION GARAGE DOOR TRACK ---- --__._..... 2X FRAMING BUILDING PAPER MATERIAL TRANSITION oA® BASE DETAIL D©''I«, N11CT;ONAL RAGE DOOR HEAD D®:,, W D® DA "'aDDa 3 GOAT STUCCO AT U�'■1'-O' I 3 GOAT STUCCO 3'•I'-0' I I T STUCCO W/WRAPPED FCAM TRIM S'•I'-O' 3 SOW SILL �.■Imo, �� WINDOW SILL ARCH 3 GOAT STUCCO AT I!<j'■I'-0' ADHERED VENEER DOOR W/WRAPPED FOAM TRIM STANDARD RECESS A TYPICAL WNDOW SILL DETAILS STUCCO OVER SEE 2X FRAMING METAL LhTN OVER 45L PROJECTION e 8 BUILDING PAPER - (SEE PLANS FOR SIZE) u STUCCp OVER ' METAL LATH OVER I f p BALDING PAPER _ I -� ADHERED FOAM OVER _ -1 �\ 5L ADHERED FOAM TRIM I BROWN COAT WITH C1f f P1 <— 1 - COLOR COAT FINISH OVER FC I!AZEKAS N AS 30G AT( IPaC 2x6 REINFORCING MESH OVER O FOAM OVER HALF FOAM Ix FRAMING _.-_�__..-.___ MANUFACTURERS INSTRUCTIONS 2" aYnl. I to i:;,®'ATE ORIGINAL D xb" � ADHERED 4 HALF ROUND I IM�- (MAY OVER DROMPU COAT WITH CONCRETE SLAB I h�I+aMAY 02r 2003COLOR COAT FINISH PER MANUFACTURERS INSTRIJG710N5 BUILDINS,PAPER ADHERED FOAM TIt PRAESSURE TREATED SILL RATE OCCUR,SEE ELEV) _. ...... zp4ioi�,r' N� �y 0 ?' rN 2X FRAMING ,TS STUCCO OVER perm t o S CORROSION RESISTANT METAL METAL LATH OVER BUILDING PAPER BASE 5GREED MV IFj'DIA INEEP STUCCO OVER cun�'ac sI< Z HOLES AT W O.C.OR PER CODE .........., METAL LATH OVER ® Fp REQUREMENT WHERE MORE STRINGENT = H 57LC STOP BUILDING PAPER z BRUSH COAT 5rucco '■ E a wEATHERSEAL PRINT DATE:3-19-2003 FINISH BELOW 51-RBED �--- a _ PRINT TIME:11:05 AM O HORIZONTAL TRIM GRADE SEE DETAIL IL PROJECTED BA GARAGE DOOR J o " BASE GARAGE DOOR JAMB D o «, NOT USED ,r POTSHELF p® SHEET N0. 3 GOAT STUCCO-2 STEP I 3 GOAT STUCCO 3'•I'-0' 8 ` r AT WINDOW SILL 114'■I'-O' �_�3 GOAT STUCCO Il5''I'-0' 114'•I'-0' \-� V W/WRAPPED FOAM TRIM AT SECTIONAL DOOR AT SPANISH ._�._. SEE DETAILMAx A MIN GROSS SECTIONAL AREA MATCH HEIGHT -- - IX 50LID BLOCKING 2-PREPIECE OF BASEBOARD FOR FLA5HIN6 __._- � x�qQ SEAL ALL PENETRATIONS I -- COR-MAROSION RESIST SEE DETAIL 14 -, - HARDWOOD H NDRAIL SEE SHOP DRAWINGS BY 2 ? S 1 CORROSION RESISTANT METAL OTHERS FOR ALL RAILING SEE DETAIL I GRUNTER FLASHING G• TO MEET LODE ATTACH P 11 AND FOR TYPICAL NOTES F I Ix4 OVER 2x8— Y� ' TO MEET IP REQUIREMENTS i 1/4"TURN DOWN EDGE BARGE BOARD % APPLRAILLOADS PER 0 r---- IED I INSET INTO SAWCUT AT 4x12 OUTLOOKER I'SQ.- -- 'I 545 PAINTED CODE REQUIREMENTS. - ' I OIlTLCOKER ALL 4 SIDES i SEE ELEVATION I BALLUSTER5 AT 4"O.G. J M SEE 9TRUGT DRW6S FIXED WOOD SHUTTER `. RECESSED INTO TOP RAIL FINISH SURFACE < FOR ALL FRAMING SEE LEVATION I FLASHING SET IN SEAUNT ► NOTE:SEE STRUG DETAILS -_ I WITH 2"xl"BASE AT NOSING AND ATTAGFMENT5 m FOR ALL ATTACEMENTS AND 16 -- I AT OUTLOOKER ALL 4 SIDES I\ �' 1 CAP ------- 2x SOLID BLOCKING I I WI FZA171US IX IS SES bxl2 SHAPED EXPOSED JS 2.12 NOTCHED STRINGER 7 DANIELIAN ASSOCIATES 2x SOLID BLOCKING K IW MOULDING - M 2X VERTICAL NAILER I OUTLOOKE I I I ARCHITECTURE &PLANNING SAME LENGTH A9 SHUTTER I I ``mil I I (2)2x4 COW.PLATES "- EXPANSION GAP (PROTLVVIDE(2)NAILER9 PER SHUTTER) 1 COUNTER FLASHING PROVIDE 5EALANT PER ENERGY I 7 I I ' DYi CODE REQUIREMENTS,12"WIDE I FILLED WITH LAPS 2"MIN OVER \ ELASTOMERIC MEMBRANE GYP.BD. CAVLKINb(TYP) 5/X1Y CORPORATE PARK MEETAL LATH OVER � BASE FLASHING i n= (SEAL ALL PENETRATIONS) Ix SKIRT BOARD IRVINE,CALIFORNIA 42606 BUILDING PAPER -_ -- - I \ �04- 14 I STUCCO OVER 2.125TRINGER-- TEL: (449)474-6030 ELASTOMERIC MEMBRANE -- - -- PRE-MAWFAL7URED METAL LATH OVER %"TYPE"W GYP BD. CORROSION RESISTANT METAL BUILDING PAPER FIRE PROTECTION AT ALL WALLS AND CEILING i / I FAX: (-149)474-1422 2X FRAMING - - - --- - -____ m MAY OCCUR SEE PLAN OF ENCLOSED USABLE SPADE i YVWW.DANIEL/AN.GOM I BASE FLASHING �__-_-_ UNDER STAIR i I WALL FRAMING 777 i� I WOOD SHUTTER S7' DANIELIAN A550LIATE5 EXPRESSLY ATTACHMENT D o°N. BEAM FLASHING o®'° OUTLOOKER "�""' �° STRINGER ©,,. �oP RI61 AND OTNER PROPER T DA Q H,e HANDRAIL nn"o RESERVES ITS COMMON LAW 3 GOAT STUCCO II}�■I'-0' OUTLOOKER AT b'S'■1'-O" C Ily■I'-0' INTERIOR Ill'■I'-O' (DI AT LANDING-INTERIOR IIy■■IF"O' P-AN6 IN THESE PUNS.THESE PLAN$ARE NOT PLANS. N REPRODUCED CHANGED OR COPIED IN ANY FORM STU'CGO OVER FIN15HED SURFACE -- - OR MANNER WIATSOEVER.NOR ARE METAL LATH PLAN VIEW r I I BUILDING PAPER R SMOOTH,SHAPED IK"PLYWOOD TREADS PAam wBTI+CJf FITO E RSiD TO ANY OBrAIN THIRD, 1 HARDY"H GUARDRAIL SEE SHOP DRPYNIN65 BY �'��� rNE EXPRESSED WRITTEN PERMISSION Ix BLOCKING TO MATCH HANDRAIL p AND ODNSENr aF DANIELIAN OTHERS FOR ALL RAILING SEE STIRUGT DRW69 SEE PI AN SEAL ALL PENETRATIONS -_ I - 9TL'GGO OVER 2xb DETAILING, ATTACHMENTS AND H FOR ALL FRAMING LINE OF FASCIA BEYOND PRE-MANUFACTURED -- CORROSION RESISTANT METAL AND ATTACHMENTS r - -- A550CIATES. I METAL LATH OVER TOP RAIL TO WITHSTAND COUNTER FLASHING m BUILDING PAPER APPLIED LOADS PER EXPANSION GAP ■ TYP 2X SOLID BALKING I -.___....... I_ W I'9Q.545 PAINTED CODE REQUIREMENTS. FILLED WITH I /4"TURN DOWN EDGE BALLU3TER9 AT 4"O.G. CAULKING(TYP) INSET INTO$AWG1T AT 1 SL 1_ r---i �a ---- - - -- -- . - I STUCCO WRAPPED I� RECESSED INTO TOP RAIL 3 .. ........ _............. . FypFESStp OUTLOOKER ALL 4 SIDES I I I I WITH 2'xl"BASE ILL J I (I' FLASHING SET IN 5EALANT 1 ADHERED FOAM TRIM IX GAP WITH Y- 2.12 NO7CHE STRINGER APPLIED SHUTTER—� ` /' AT OUTLOOKER ALL 4 SIDES _I V RADIUS ED6E5 METAL LATH OVER I I w 4.12 SHAPED EXPOSED SEE ELEVATION FOR SIZE -- - !I Iiy MOULDING ___P_.F_LR OUTLOOKER SEE ELEVATION --" fii"PLY RISERS I AND=C48 .No.C.4829 BUILDING PAPER ----- 0e I I ELA5TOHERIC 6. 1 - I .. .... I}•-� COUNTER FLASHING __L—_ ...._. (2)2x4 f.ONT.ULNA. F p\ I , i l CF CAM P ELA5TOMERIG MEMBRANE LAPS 2"MIN OVER C0RRO51ON RESI5TANT I - APPLY OVER I BASE FLASHING METAL DRIP SCREED / GYP.BD. PLYWOOD UNDER ENTIRE I I ___.._ 1/4"DRIP CUT / AREA UNDER SHUTTER—i PRE-MANUFACTURED CORROSION RESISTANT SEE 91N&5 FOR _......! CORROSION RESISTANT METAL I J ��� 1 WINDOW OPENING BASE FLASHING WEATHERWAL FLOOR AN17 MALL TYPE•X"GYP�' I NO. DATE REVISION SUPPORT FRAMING AT ALL WALLS AND CL6 I SEE STRUCTURAL DRAWINGS 6ARA6E DOOR TRACK.. - - OF C L05ED AND .-...- _...- BY OTFIEIiS FOR ALL CONNECTIONS SPADE BELOW STAIRS APPLIED SHUTTER "R, BEAM FLASHING " GARAGE DOOR HEAD '"�"' GUARDRAIL RAIL�� mA■H4 DAQ YNp AM 11 D.,QH,D Dn(D'R.6 ., STRINGER Dn Q I. *1 � AT WINDOW JAMB sR■1-0' I OUTLOOKER AT INj�■I'-0� I O 3 GOAT STUCCO W/WRAPPED FOAM TRIM ■II.O' NTERIOR I(/Y■I' l L I AT LANDINb-INTERIOR ■I� WITH PROJECTION 3 GOAT STUCCO WALL AT SECTIONAL 170OR �� 3105"MAX. FIN15HW SURFACE — STUCCO OVER - METAL LATH OVER BUILDING PAPER 111.M N GLR "PLYWOOD TREADS EQUAL TREADS CROSS ISEE STRUCT DRWGS SEE PUN PROJECT TITLE STUCCO OVER SECTIONAL IFOR ALL FRAMING - - SEE ELEV FOR FINISH METAL LATH OVER BUILDING PAPER ly"x SPACER AREA A.EXPANSION GAP SIZE LA LACUNA 2X FRAMED RECESS K SIZE AND SHAPE--- 2t6 SMOOTH,SHAPED HARDW FILLED WITH LARGE HANDRAIL TO MEET(NTTOOD CAULKING(TYP) _ ELASTOMERIC MEMBRANE f' HAND&RIP REQUIREMENTS SEE t 14 2x12 NOTCHED STRINGER ---- AND 2x SOLID BLOCKING FULL - F IRMLY SECURED TO WALL JS WIDTH TO 6"MINIMUM AROUND EL 5TUGC0 WRAPPED 1 (3 STRINGERS MINIMUM I ADHERED FOAM TRIM 1 FRAMING AT 32"O.G.TO AT RECESS. (RETURN-3 SIDE5 , - WITHSTAND APPLIED LOADS � AT EACH STAIR RN ELA5TOMERIC MEMBRANE UP I MAY OCCUR 1 'I PER LODE REQUIREMENTS a WALL 6"MINIMUM). St. SEE ELEVATION FOR SIZE 1 O..._.... :Iy ;g"PLYWOOD RISERS _ PROVIDE SOLID BLOCKING ELASTOMERIC,MEMBRANE OVER -- T AT HANDRAIL SUPPORTS SECURE NOTCHED STRINGER TO SILL PROJECT NO. 03006 BUILDING PAPER OVER CORROSION RESISTANT IF NOT A STUD PLATE WITH FRAMING ANCHORS.SECURE 50LID BACKING !6 "J"5011 PLATE TO SLAB WITH SHOT PINS.ALL GYP.BOARD -- WOOD IN DIRECT CONTACT WITH CONCRETE SHEET TITLE 2X FRAMING WEATHERSEAL TO BE PRESSURE TREATED OR PROVIDE 2x FRAMING IMPERVIOUS MEMBRANE SEPARATION AS y GA ALLOWED BY CODE. _ © NOT USED GAGRANG DD DOOR JAMB ®'«° HANDRAIL o'®..° ��STRINGER 5TUCCO REGE55 IL AT 3 GOAT STUCCO II<j'■I'-0' I I 3 GOAT 5TUCG0 W/WRAPPED FOAM TRIM ■Itio' WALL MOUNTED-INTERIOR Ily■I J AT FLOOR-INTERIOR■I`'� ARCH IX SOLID BLOCKING - __ PER MANUR�INSTR DETAILS q -I TYP,ALL DENIALS rn SEAL ALL PENETRATI BLOCKING(TYP)-- -- 20 I-U PROFILE TILE OVER O WHERE REQUIRED O SL - 1 ROOFING FELT N - � I I I II,.I GYP BOARD 1 V 1 1 1 1 12"STARTER FELT OVER SEE ELEVATION I'iI ROOF SHEATHING FOR SIZE AND STYLE �I PLYY4000 Ix SKIRT BOARD--' SCOT I LiVS A A, JGI!1E.S,NJC. I S' '^ I. ORIGINAL DATE. M ' A PLY UNDER MEMBRANE 1 I j 5I RR STOP TH MEANT METAL PY MAY 02 I �I I I J EDGE FLASHING YV DRIP AND A'1 t � FIXED WOOD SHUTTER APPLY UNDER ENTIRE I I � I I I w BIRD STOP WITH WEEP HOLES _, EXT 2X FRAMIDETAN6 ELIL EVATION 1 AREA UNDER SHUTTER \\\ IT I I i CORROSION ROOF 1 - / / IK°PLYWOOD RESISTAN TREADS .. TI' t^y,I 2.8 FASCIA UND. 2x 12 STRINGER p 1 I 1 1 r 1 2X HORIZONTAL NAILER I I 11* I I I F �' SAME ri1D7H AS SHVrtER I I ,I.-.--4:—. a I I I..I I OVER 2X SPACER m (PROVIDE(2)NAILER$PER SHUTTER) 1 \V SHAPED EDGE ms I _ 1 II.II ADHERED BROWN COAT VV SHAPE 2x FRAMING 8 STUCCO OR FOAM -_--_-_-_ ______ _ ®FINISH PER MANF INSTRUCTION METAL LATH OVER �ol(SEE EXTERIOR ELEVATION FOR SF� BUILDI1,16 PAPER 912E AND DIMENSION OF PRAM) WHERE—I-,, %"TYPE w GYP.so. PRINT DATE:3-19-2003 g EU _ _= AT ALL AALLS SrOMERIG MEMBRANE I REFER T STUCCO OVER OF ENCLOSED AND CEILING PRINT TME:3:05 PM p I WINDOW ELEVATION METAL LATH OVER SPACE BELOW STAIR BUILDING PAPER WOOD 5HU I ER - s+nR-II ■IIR-Is eRI-Ion mAIRI-s SHEET NO. ATTACHMENT DAQ MOULDED SHUTTER DAQ -6 NOT U5ED TYPICAL EA\,/E DA. SKIRT DAQM16 D-3 3 GOAT STUCCO■I AT ELEVATION"X' I•■I'-0' 2 AT ELEVATION'A' IlSR I'-0' AT WALL-INTERIOR IIf■■RC °1 U .. . . - ., Q ONE-PIECE WFZRO51ON STUGCA OVER METAL LATH OVER RESISTANT METAL SILL PAN j ELASTOMERIC MEMBRANE GAP OVER BUILDIN6 PAPER OVER DEL 2.4 TRIM Ys'EXT.GRADE 5L \ SLIDING DOOR THRESHOLD PLYWOOD - �] ___.... CORROSION RESISTANT-. 2xFRAMING '--- 1 -PIECE METAL SILL PAN - 1 I ry z 2x6 LOW WALL-.— �.� 1I SOLID BLOCKING PROVIDE ELA5TOMERIC.__......._______, MEMBRANE AROUND WALL I I SEALANT DOWN WALL 6'BEYOND 1 1 2X SPACED DECKING 'v Fei I I STUCCO OVER - _ I I METAL LATH OVER a DECK JOIST BUILDING PAPER o (SEE STRICT OR""" I DANIELIAN ASSOCIATES SEE 5TRUCTURAL FOR ALL coNNEGnoNs) ARCHITECTURE &PLANNING 2X LEDGER DRAWINGS FOR - ALL ATTACHMENTS CONTINUOUS - i= SIXTY CORPORATE PARK P.T.P05T BEYOND WIT7 ELASTOMERIC MEMBRANE I _ IRVINE CALIFORNIA 926O6 CORROSION R 515TANT `>�-R OVER BUILDING PAPER I -- METAL SLEEVE -- - - 6'MIN BEYOND LEDGER TEL: (944)474-6030 ---- -_-- - I FAX: (-149)474-1422 CONCRETE SLAB -. --..-. m 51-0 EIN BUILDING PAPER AV4A.0ANIELIAN.001-f FIN15H&RAVE I 2X FRAMING -- 4J DA1I_LiAN h:V OGIAiLS EXPRESSLY EXT. AING WALL -' , 5PAGED DECKING -II RFRVE511<i COMMON LAW I 3 GOAT 5TUGG0 w® II'0■ AT THRE5HOLD ft®I-W RI&HT5 N T ANv PLANSHBI P ESEam — ■ � RIGHTS IN rHESE PLANS.THESE AT PATIO AT SLIDINb DOOR PLANS ARE NOT TO BE REPR=OED 6. PRANGED OR COPIED IN ANY FORM GM.U. 9 2x6 D.F.DECKING OR MANNER HWAr EVER NOR A- SLOPE 70P FOR SEE _ POR GUARDRAIL THEY TO BE ASSIGNED TO ANY THIRD POSITIVE P FOR&E � _ SCREWED TD PARTY WITHdIT FIRST OBTAINING _ 2x TRIM(3 SIDES) THE EXPRESSED WRITTEN PERMISSia ADHERED FOAM CAP 2x RIM 2x JOIST EA. COIT DANIELIAN OVER FOAM TRIM OVER 5IDE OF POST BROWN COAT WITH y COLOR COAT FINISH PER bx BEAM MANUFACTURERS INSTRUCTIONS (SEE STRICT ORW05 2x BLOCK (SEE ELEVATION FOR SIZE) FOR ALL CONNECTIONS) BEHIND POST Z bxb CONTINUO US POST Qf ON C.R.POST BASE FESSf STUCCO FINI5H OVER (SEE SrRUGT.ORW&5) HAISERS� J .��QgO Uri l9 CONCRETE BLOCK p( Q 9 O 2x6 PRESeURE TREATED LEDGER 70 STUDS CONCRETE BLOCK WALL LL COLLAR OVER CONGEALED SEE DETAILS C�� n HARDWARE(SEE STRUCT DWG) 2 (SEE PLAN FOR SIZE) < e e R w 1\ III III ' OF WO w - II_L__=JIB 507 OF POST GRADE II ap f II II II N0. DATE REVISION NOTE:ALL MATERIAL TO BE RESAWN EXCEPT JOISTS AND DECKIN& (SEE STRUCTURAL DRAWIN&5 FOR ALL HARDWARE.LA66 AND%REW5) LOW HALL o© t L P051T BA5E CONCRETE MA50NRY UNIT I!<j■ I'-O■ �� ■ 2x6 CAP(SLOPED TO 4" DRAIN)OVER 2x4 TOP RAILS SL MAX � I I PROJECT TITLE 2x4 TOP RAILS I LA LAGUNA- 2x2 PICKETS LARGE 4'CLR.MAX.SPACIN& 4x4 SUPPORT F05T PER W ELEVATION OR 4'-O'O.C.MAX-11 6x6 POST BEYOND 2x6 BOTTOM RAILS SEE ACED ING PROJECT N0. 03008 2 SHEET illLE i d m N I�"'I 17 � �� NOT USED 3 GUARDRAIL �^"�_ DA©I1Ps AT DECK I■■II-0■ ARCH 2 A PROVIDE SEALANT DETA I L5 AROUND PENETRATION o BEFORE INSTALLATION OF VERTICAL 5UPPORT STUCCO OVER METAL LATH -- "I=1 OVER BUILDING PAPER PLA11 I 11EKAS h J U(,IAI ES,INC, C2X WOOD FRAMING VIFJY 7 V -'• ORIGINAL.DAT LAG BOFRAMING LT THROWH 5 _ rF�el {,I o INTO ` - h pp V iO 1"^ "�'�� ID MIN.6'X6'ELASTOMERIC - al U` )I UI;:�( nUl 4 0 FO PENETRATION TNT Ti _ MAY b 0 2a03 n IX SPACER W/KEY SEALANT I I E O 4 VERTICAL xEOJRED ITH LAAS BOLT / ® Q 6UARORT z 5 PANEL I PRINT DATE:3-19-2003 SECURED 70 oVERTICAL SUPPORT TRIM i PRINT TIME:10:52 AM I 1 I I LINE OF TOP RAIL ABOVE 2 6 2 8 NOT USED 4 RAIL CONNECTION rL&, SHEET NO. D-4 o: 23.ALL IROIIOH OR RSSAUN BEAMS ARE TO BE FREE O I �< GENERAL NOTES CONCRETE LUMBER/CARPENTRY GRWANG STAMP JOISTSWALL Np FREE OHEMPSON TER FOUNDATION/SITEWORK LATERAL SHEAR NOTES: L ALL STRUCTURAL LUMBER SMALL BE GRADED IN ACCORDANCE CE 14.ALL NAIJGMG RS UNI SHALL BE N11N'WITH SR1R TUN. (MOST CBL) I.THE GENERAL CONTRACTOR AND EACH SUBCONTRACTOR 64ALL I.ALL CONCRETE SHALL CONFORM TO THE LATEST EDITION OF "CUTS"HANYEFB UND,AND 9IMP9GN"ITT"FOR TJI'a,UND. FRAMING��� WITH THE STANDARD GRADING RULES N0.16 FOR WEST COAST L THE FOUNDATION DESIGN I6 BASED ON THE FOUNDATION �' YEAIICAL: aT011GLd5 FIR-LARLH I 16'DO VERIFY ALL DIMENSIONS AND SITE CONDITIONS BEFORE STARTING THE UNIFORM BUILDING CODE LUMBER AND IBC STANDARD NO.23-I. 25. ALL BEARING WALLS ON A WOOD FLOOR ARE 70 BE SUPPORTED INVESTIGATION BY SOIL REPORT SUBMITTED: WITH DOUBLE JOISTS OR SOLID BLOCKING UNLESS NOTED OTHERWISE. I. 2 LAYERS 50 BLOCKED DRYWALL WITH bd COOLER NAILS AT 9"OL AT 1.CONCRETE SMALL BE DESIGNED AND TESTED AS OUTLINED IN PER: ALSUS-KEEF 4 ASSOCIATES EDGES 4 FIELD AT BASE LAYER OL Sd COMER NAILS AT 1'OL AT EDGES-Q5 PLF WOW,iHIE ARCHITECT OR E9YF4,E INC. SHALL BE NOTIFIED OF ANY DISCREPANCY, a.ALL WOOD REARING ON CONCRETE OR MASONRYSHALL BE 16. ALL BEAMS TO BE SUPPORTED WITH FULL BEARING,I PROJECT NO.: III AID FIELD AT FACE LAYER THE SPECS. PRESSURE TREATED DO p FIR OR REDWOOD. DATE: NOV.IS,20M 2. U2'DRYWALL WITH W COOLER MAILS AT 1'OL AT EDGES AND FIELD - �� �-aszm 3-T-m3 2.DIMENSIONING SHALL TAKE PRECEDENCE OVER SCALES 21. ROOF 5WEAT14MG 16 TO CONTINUE UNDER CALIFORNIA FRAMING,TYP_ (TABLE 25-1 UBG 3.ALL CEMENT SHALL CONFORM TO A5TM C-I50. 3.HOLES FOR BOLTS SHALL BE BORED WITH A BIT V32-TO 3. 5/8"DRYWALL WITH bd COOLER NAILS A7 7'OL AT EDGES AND FIELD- 56 PLF ESI/FIE,INc. SHOWN ON DRAWMC,3.TYPICAL DETAILS AMC GENERAL 2B. APPLY SHEAR WALL PLYWOOD PRIOR i0 ALL BOX-OUTS, 2.THE ALLOWABLE SOIL BEARING VALUE 16 2000 P5F FOR (TABLE 25-1 UBC) TABLE-19-A-3 REQUIREMENTS FOR CONCRETE UW'LARGER THAN THE NOMINAL BOLT DIAMETER FUR-OUTS,SOFFITS OR ANY OTHER FRAMING THAT MAY NOTES ARc MMMLPi FE(2UIFEHENTS TO BE USED WHEN - 63 PIP EXPOSED TO SULFATE-CONTAINING SOLUTION MfER81Pf CONTINUITY OF THE PLYWOOD. CONTINUOUS FOOTINGS. 4. V!°DRYWALL WITH 9d COOLER NAILS AT 4'OL AT EDGES A1'ID FIELD f1f��� (GL�� CONDITIONS ARE NOT SHOIIN OTHERWISE. NORMAL WEIGHT LIGNNWEIGHT 4.ALL BOLTS SHALL BE RE-TIGHTENED PRIOR TO APPLICATION (TABLE 25.1 MCI 15MV_'^a4� m 2s PROVIDE FURRING AS NEEDED 70 ALIGN NON-SHEAR WALLS WATER-SOLUBLE AGGREGITE AGGREGATE cent. E PLF 1800 E.METH STREET 3,NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE welm"m I PLYWOOD,PLASTER,M. WITH BFEAR WALLS 5. 5A3"DRYWALL WITH bd COOLER NAILS AT 4.OL AT EDGER AND FIELD- SANTA ANA,CA 91101 SULFATE SULFATE(SO4)IN CEMENT Whr-e•m+HlReu• .�=wmhlH 3.ALL SITE PREPARATION,EXCAVATION AND COMPACTION$HALL (TABLE 25-1 LOW OVER GENERAL NOTES AND TYPICAL DETAILS.WHERE NO EXPOSURE SOIL,PERCENTAGE TYPE ugNN+h R,n•,M Ugm.M 30. PROVIDE 4X OR DOUBLE 2X MEMBERS UNDER SOLE PLATE BE DONE UNDER THE SUPERVISION OF THE 901E ENC,REER _ T5 FLF PHONE.1I4-835-2e00 BY WEIGHT w•gnN-Normal wdyM r F A.-P. i 5.STRUCTURAL MEMBERS SHALL NOT BE CUT FOR PIPES,ETC- b. W'BLOCKED DRYWALL WITH 6d COOLER MAILS AT a OL di EDGES FAX:114-535-268 DETAILS ARE SWORN CONSTRUCTION SMALL CONFORM TO Aoorw.f•Cenenh o"' •Pd UNLESS SPECIFICALLY NOTED OR DETAILED. NAILING AT 2-OL AMID FIELD.(TABLE 25-1 UBL) SIMILAR WORK ON PROJECT. Negligible 000-0.10 - - 31. DOUBLE TOP PLATES w(MN 48"LAP SPLICES TO BE PROVIDED.41IN 4.SEPARATE PERMIt3 SHALL BE OBTAINED FOR ALL FENCES 1 B/S'BLOCKED DRYWALL WITH bd COOLER NAILS AT 4°OL AT EDGES - 88 PLF b.2X SOLID BLOCKING SHALL BE PLACED BEIUIEEN JOISTS OR AND WALLS,AS REQUIRED. AND FIELD.(TABLE 25.1 U5L) 4.ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS (8)Kd'A PER TOP PLATE SPICE. MOdefetel 0.10.010 II,I )IS 050 dfIA10 RAFTERS AT ALL SUPPORTS,EXCEPT WHEN LEDGERED. S. 1S'STUCCO OVER APPROVED LATH WITH 16 GAUGE STAFLE5 OF THE Y O EDITION UL THE CALIFORNIAAGENCIES BUILDING CODE, 31. TOP RATE BREAKS ARE SHALL OCCUR OVER A STUD OR POST, g,PROVIDE NONE-EXPANSIVE FILL AS REQUIRED t0 LEVEL PAD. AT b'O.C.AT TOP AND BOTTOM PLATES,EDGES OF SHEAR WALL, -IW FM.F AMID ANY OTHER REGULATING AGENCIES WHICH HAVE ALTHO- Severe 010.2ID0 v 0d5 43¢0 1.CROSS-BRIDGIG 614ALL BE PROVIDED At W-O"OL.MAX AND FELD(TABLE 25-1 USC) RIT7 OVER ANY PORTION ON THE UK)RC,INCLUDING THE E OVER 1000 V P W g9 0.15 45W FOR ALL FLOOR JOISTS OVER I IN DEPTH AND ALL ROOF 33. SOLID BLOCKING BETWEEN PERPENDICULAR JOIST AT BEARING AND AT 6.SURFACE WATER WILL ORAN AWAY FROM BUILDING.DRAINAGE _260 PLF 9 1/8'STUCCO OVER APPROVED LATH WITH Ib GAUGE STAPLES AT 3"OL STATE OF CALIFORNIA DIVISION OF INDUSTRIAL SAFETY,AND t lei.+r weL�r�.41How melw Ml•I.-eF Me-•erergu,+eybe regglree JOISTS OVER II DEPTH.USE SOLID BLOCKING OR AN SHEAR WALLS. SHALL BE 2%FROM&ALONG TO alALE LNE.MALE SHALL DRAM AT TOP AND BOTTOM PLATES,EDGES AND b'OL AT FIELD. THOSE CODES AND STANDARDS LISTED IN THESE NOTES ror la.p.m.ebnNy or rw pro-1-agalne eare•len or sebeelCed Itsa• APPROVED TYPE METAL BRIDGING. 34. ALL EXPOSED ILEUMS AND IEAVY TIMBER RECOMMENDED TO BE AT 1%(MIIW FROM REAR OF BUILDING i0 STREET. ICSO REPORT NO.Q54(OR E(AIAL) H++szing+nd wwwg<Tebl+15-A-v FREE OFHEART CENTER m. 3/8"WOOD STRUCTURAL PANEL WITH 8d COMMON NAILS AT 6"OL AT AND SPECIFICATION&. 2�eiw++•. _160 PLF y poualan uwL H••b+si delengwtl by Le.e ee.vly.ire a MP.E..e."vee B.ALL STRUCTURAL PLYWOOD SMALL BE STRUCTURAL It OR C-O 35. ALL ISOLATED POSTS AND BEAMS TO HAVE SIIP80N FB'E AND/OR T.THERE SHALL BE NO UTILITY TRINE NEAR THE BUILDING FOUNDATION EDGES AMID II AT FIELD(TABLE 23-11.1-1 UBC) u Wr:en wed In conoeHe ow,whwg type 5 unem T. 3/8"WOOD STRICNRAL PANEL WITH 8d COMMON NAILS AT 4'OL AT 5.APPROVAL By THE INSPECTOR DOES NOT MEAN APPROVAL rw•un GRADE WITH EXTERIOR GLUE UNLESS NOTED OTHERWISE.AND BCe MNIMM,UNLESS NOTED OTHERWISE. WHICH EXTEND DEEPER THAN A 45 DEGREE LIE PROJECTED DOWN �Eg ODAND 12'OL AT FIELD(TABLE 23•IOM IBA -350 PLF 4.FINE AND COARSE AGGREGATE SHALL CONFORM TO ASTM C-33 CONFORM TO P6-1-81 EACH SHEET SHALL SE NDENTIFIED ALL SIMP`SON HD,II AND CB HOLDOWNS TO BE FASTENED TO AND AWAY FROM THE BOTTOM OUTSIDE CORNER OF M7 FOOTING. OR ALOUABLE FAILURE ES COMPLY WITH THE PLANS AND FA 12. EDGES D'C C AT F PANEL M 8c1 COMMON!NAILS AT 3.OL AT I SPECIFICATIONS.ANY DESIGN WHICH FAILS TO BE CLEAR OR FOR STANDARD WEIGHT CONCRETE AND ASTM 0-330 FOR LIGHT B7 A REGISTERED STAMP DFPA OR APA 4x4 POST MIN,UND. -490� WEIGHT CONCRETE. EWES AND Q'OL AT FIELD(TABLE 13.11-I-I IIBCI IS AMBIGUOUS MUST BE REFERRED TO THE DESIGNER OR e.PROVIDE&MIL VISQUEEN UND.UHDER SLAB(EXCEPTION GARAGE 13. 3/8'W10OD STRUCTURAL PANEL WITH 8d COMMON NAILS AT i"OL AT ENGINEER FOR INTERPRETATION OR CLARIFICATION- 5.ALL AGGREGATE 614ALL BE COMPARABLE To"8AN GABRIEL 9 ALL BOLTS BEARNG ON WOOD SHALL HAVE STANDARD CUT 31, ALL EXTERIOR WALLS ARE TO BE SECURED UTH 8/8'DIA x Q' SLAB AS RECOMMENDED BY SOILS REPORT). EDGES AND Q"OL AT FIELD(TABLE 23.11.1.1 UBC) _140 PLF LL4454IER5 UNDER HEAD AND NUT UNLESS NOTED OTHERWISE. ANCHOR BOLTS AT 11"OL,UND.(WB 1210 RAMSET/REDHEAD vALLEY•Af><REGAIE.TINE SHRINKAGE GRUEL BE A5 F'ER A9TM MAYBE USED IN LIEU OF ANCHOR BOLTS) 14. V2"(CR 15/32)WOOD STRILIURAL PANEL WITH III COMMON NALS AT 2'OL A7 6.SEE ARCHITECTURAL,ELECTRICAL AND MECHANICAL DRAWINGS %ALL HOLDOWN ANCHORS,POST BASES AND HO,DOLLN BOLTS SHALL _T10 PLF C-151 WITH TVIE AVERAGE DRYING SHRINKAGE Ai 28-OATS EDGES AND Q"OL AT FIELD(TABLE 13-II•I.1 UBC) 10. ALL METAL AOM SIRS,FASTENERS AND TMI SUB ORB ETC, BE TIED INTO PLACE PRIOR TO FWNDATION INSPECTION. ' FOR PITS,TRENCIE9,ROOF OPENINGS,DEPRESSIONS ETC. NOT EXCEEDING 0ID4%. 3A ALL INTERIOR WALLS TO BE SECURED WITH KNOT PINS PER NOT SWORN ON STRUCTURAL DRAWNGS. SHALL BE FROM 8A'IP5Q15TRSMC-TIE Y E SUBSTITUTIONS MANUFACTURER,B MECOMMENDATIOR UND.CALCULATIONS GOVERN B. EDGESVVTOR AND 1STRUCA I WOOD PANEL WITH bd COTTON NAILS At 1'OL At ale I b.DRYPACK SHALL BE COMPOSED O DE PARE PORTLAND MUST BE PRE-APPROVED IN WRITRG BY E6UFMIE. M ALL CASES.RECOMMEND RAMSE7/REDHEAD BSD AT 24"O.C. 10.PLACE 20.0-WEAR IN FOUNDATION AT SERVICE LOCATIONS. EDGES AND 12'OL AT FIELD(TABLE 23-II-I-I I$G 1.VIBRATION EFFECTS O MECHANICAL EQUIPMENT HAVE NOT CEMENT TO NOT MORE THAN THREE PARTS SAND. PER ICOO REPORT NO.1141. STUB UP REAR ABOVE THE FLOOR BY ELECTRIC SERVICE PETERS. NOTES' BEEN CONSIDERED BY E9UF'%E NG II. ALL STRUCTURAL LUMBER SHALL BE DOUGLA9 FIR-LARCH, A WOOD STRUCTURAL PANEL:MATERIAL APPROVED BY APA,TPS/IECO OR PITTS(d1FG 1.ANCHOR BOLTS,HOLOOWN BOLTS,DOWELS,INSERTS,ETC, 19%MAX MOISTURE CONTENT,OFTHE FOLLOWING GRADES 3S ALL CONVENTIONAL FRAME PORTIONS OFN•FIR STRICTURE ARE TO BE II.FOR THE LOCATION OF CONTROL JOINTS,REFER TO THE FOUNDATION TESTING LABORATORIES(THIS INCLUDES OSB)TWE8E VALUES ARE FOR DO LARCH 8.THE DESIGN ADEQUACY AND SAFETY OF ERECTION BRACING, SHALL BE SECURELY TIED N PLACE PRIOR TO POURING CONCRETE. UNLE66 NOTED OTHERWISE: CONSTRICTED PER SECTION 2320 OF THE UNIFORM BUILDING LODE,UND. PLAN(ZIP STRIP OR BGUI MINIMUM OF 20'-0'CO.EACH WAY OR SOUTHERN PINE,OTHER LUMBER SPECIES MAY DIFFER IN SHEAR CAPACITIES. SHORING,TEMPORARY SUPPORTS,ETC.19 SOLE RESPONSIBILITY IS RECOMMENDED. B. PROVIDE 2X BLOCKING AT HORIZONTAL WOOD STRUCTURAL PANEL PANEL JOINTS. OF THE CONTRACTOR,AND HAS NOT BEEN CONSIDERED BY S.CONCRETE 5HALL BE CARED BY KEEPING CONTINUOUSLY WET 2X4 BIDS(UP TO V')_ "STUD GRADE'OR BETTER 40. ALL SHOP DRAWINGS ARE TO BE REVIEWED BY THE CONTRACTOR AND 3X BLOCKING WHEN NAILING IS AT 3"OC.OR LESS. ESVMP INC. THE CONTRACTOR I6 RESPONSIBLE FOR THE FOR I0-DAYS OR BY AN APPROVED LURID COMPOSD. 2X4 STUDS(OVER 60')_ °CONSTRUCTION GRADE" THE ARCHITECT PRIOR TO SUBMITTAL FOR ENGINEER REVIEW 12.DRIVEWAY PAVING SHALL BE d"PORTLAND CEMENT CONCIRETE. (5 SACKS MAW. G WNER:IUa'1D STRUCTURAL PANEL 19 APPLIED ON 507N FADES OF WALL AND NAIL SPACING 9.REFER TO ARCHITECTURAL,MECHANICAL,ELECTRICAL AMID 2X PLATES "STANDARD GRADE'O2 BETTER 16 LESS THAN 6"O.C.PANEL JOINS SHALL BE OFFSET TO FALL ON DIFFERENT FRAHM STABILITY OF THE S7Fd1GTURE PRIOR TO THE APPLICATION 2X6$NOS N 02 A TRUSS MANUFACTURER TO PROVIDE CALCULATIONS,SHOP DRAWIGS, MEMBERS OR FRAMING$HALL BE 3X OR WIDER AND NAILS STAGGERED ON EAC44 SIDE O ALL SHEAR WALLS ROOF AND FLOOR DIAPHRAGMS PLUMBING DRAWINGS FOR MISCELLANEOUS ITEMS i0 BE LAST DETAILS.TRUSS MANGERS,BRIDGING AMC ERECTION BRACING. 13.FOR POST-TETSION SLAB,REFER TO APPROVED PLANS INTO CONCRETE AMID FLOOR DEPRESSIONS,PITS,ETC. 2X JOIST NO2 PREPARED BY OTHERS. AND FINISH MATERIALS.HE SHALL FRCOCE THE NECESSARY ME"yyg NJD STRRYERS - D.WHERE MAILS ARE SPACED AT 3.Of.THEY SMALL SE STAGGERED AID 3X OR UNDER 41. PROVIDE DOUBLE 1x SOLE PLANES WTN SOLE PLATE NAILING AS FRAMING MEMBERS SMALL BE USED AT ADJOINIG PANEL EDGES BRACING 70 PROVIDE STABILITY PRIOR TO TFIE APPLICATION m. g�ARCHITECTURAL DRAlUNGS FOR LOCATIONS OF EXPANSION 4X60 AND SMALLER- NOI 14.MINIMUM SLAB REINFORCEMENT AMID PAD REQIIRBMENT 9NKL OF THE AFORE"ENtIONED MATERIALS.OBSERVATION V151T5 4XQ AND LARGER- Rai SPECIFIED ON THE PLANS AT BOTH PLATES WHERE I IR"LIGHT uEIGHT la.FOgy TO THE SOILS ENGINEER'S RECOMtENDAT10N9,UNO- (RJGLUENG HORIZONTAL SLOOI JOINTS,SCORING,Eta FOR CONCRETE WALKS AND SLABS. CONCRETE IS USED At TINE FLOOR TO THE STYE BY E�F#E,NG SHALL NOT INCLUDE INSF'Ec110N bX AND Bx NO) E. 10d SHORT BOX VIALS MAY BE USED M LIEU OF 0d OR 10d COMMON NAILS+SHEAR WALLS ONLY. OF THE ABOVE ITEMS IL ALL STRUCTURAL CONCRETE F'c'30M PSI POST AND TIMBERS- NOR MASONRY N0. DATE REVISION F'c•2,500 P51 ROOF RANKING AND DEQCMG.LOMDEX 43. WHERE BOTH TOP PLATES ARE BROKEN,STRAP WITH 6T6224 MIN UND, f. 1"x 2"x GALS°STEEL PLANE WASHERS ARE REQUIRED ON EACH BOLT(III SECT.18066.0 9.CONTRACTOR SMALL INVESTIGATE SITE WRING CLEARING AND ALL SLAB-ON-GRADE F.•2,500"1 BOARD WTG AND STRIPPIWaSUITASLE FOR INTENDED USE C. USE 3z MIDSILL HATE AT SHEAR WALLS Q• Ig(NAILING,3'OG OR LE55) Q 5/5/03 ALL CONTINUOUS FOOTINGS AND PADS 4<. COTTON NAILS SMALL BE USED FOR ALL PLY SSEAIHRG TOP PLATE SPLICES 4 L ALL MASONRY WORK SHALL CONFORM 70 THE LATEST EDITION EAR H IIORK OPERATION5 FOR FILLED EXCAVATIONS OR BURIED ALL CONCRETE SHALL FREAC14 MINIMUM COMPRESSIVE STRENGTH I ND6 STRE 3 VALUES FOR pOL SOLE PLATE NAILINI,ALL HARDWARE SHALL BE INSTALLED WITH NAILS THE UNIFORM BUILDING CODE. HOR CINTAL _AS FIR LAK STRICTURES SUCH A5 CESSPOOLS,CISTERNS,FOUNDATIONS, 2B-DATE. PER THE MANUFACTURERS SPECFILATIONS AND RELOMM'ENDATION9. ALL ROOF AND FLOOR SHEATHING TO BE EXPOSURE I OR EXTERIOR SMGLE/REPETITIVE 1,CONCRETE BLOCK SHALL BE OF STIES SHOWN ON ARCHITEC7U24L (TABLE 23•I-J-I AND 13-1.6-1 UBL) ETC.IF MAY IL EN INFER SMALLURES ARE FOUND, E9 IMMEDIPME.IATELY. NC. 6 GLUELAMS/MFR. WD. PROD. DRAWNGb AND/OR CALLED FOR M SPECS.AND CONFORM TO ROOF: JOIST SPACING EQUAL TO OR LESS THAN 24.OL:I597'000D STRUCTURAL PANEL PII 2410, 12. ALL CONCRETE WITH F'c GREATER THAN 29A0 PSI SHALL 2X4 Q:Po.13S/610 P51 L Fv96 P91 E.Ib%I0 AND THE 901E ENGINEER SHALL BE NOTIFIED IMMEDIATELY. HAVE SPECIAL INSPECTION PER SECTION 1102 OF THE UNIFORM 2X6 +2:Po.114OA310 PSI ASTM CW-86,GRADE N-1"NORMALWEYaHi WITS WTH MAXIMA WITH Bd's AT 6'OL AT EDGES AND BOUNDARIES,Q"Or,FIELD. 0.CONSTRICTION MATERIALS$HALL BE SPREAD OUT F PLACED ON BUILDING CODE UNLESS NOTED OTHERWISE. 2X8-2.Fb•I055A210 FSI FRAMED FLOORS OR ROOF.LOAD SHALL NOT EXCEED THE DESIGN 2xI0 @:Fb 965/IG5 PSI I.ALL GLUED LAMINATED MEMBERS SHALL BE MADE OF 1-1/2" LINEAR SHRINKAGE OF 0U86%r'm=B00 F51 GROUTED FLOOR:•JOIST SPACING EQUAL D A LESSEDGES THAN 16" UN SOP WOOD STRUCTURAL PANEL iG 6HTG, B. CONCRETE FOR BLAB ON GRADE 814ALL HAVE A MAXIMUM OF 4" 2XQ 4,Po= 815A005 FSI DOUGLAS FIR LAMINATIONS,COMBINATION 24-F PER AITC. REINFORCED CELLS. PII 32/I6,w/I0d'e AT b'OL AT EDGES AND BOUNDARIES,I0"OL HELD. LIVE LOAD PER SQUARE FOOT PROVIDE ADEQUATE SHORING, OF SLUMP PER ASTM L-143.5 SACKS OF CEMENT PER CUBIC 2XM Q:Po• 190/W5 PSI AND/OR BRACING WHERE STRICTURE HAS NOT ATTAINED DESIGN YARD OF CONCRETE.CEMENT ASTM C-SO TYPE I OR 2 2.IND,APP.GRADE:Fb=2400 P$Is Fv=165 P91e E=IBXIO PSI 3.MORTAR MIX SHALL BE COMPOSED N ONE PARS PORTLAND 1/4 JOIST/PAGING's AL TO ON AT THIN D MI FSr32"WOOD S1RICTARAL PANEL iG SWIG, 4Xi 7:Po:IIdO PSI cE7•IENT AND THREE PARTS SAD AND NOT LESS THAN I/4 Pill 40R0,wn0d'e AT 6'OL Ai EDGES AND BOUNDARIES,10°OL FIELD. STRENGTH. 4X0 7:Po•1140 PSI 3.INDUSTRIAL APPEARANCE GRADE SHALL BE USED,WITH - PART NOR MORE THAN V2 PART LIME FUTTY FOR TYPE'V J016T SPACING EQUAL 70 OR LESS THAN 24"OL:23,32'WOOD STRUCTURAL PANEL TG SHTG, II.CONSTRUCTION pOLUMENT9 IDENTIFIED AS"BID SET"ON ANY OR 4XD 2:Po.I050 PSI MOISTURE CONTENT BETWEEN T-M PERCENT,UNLESS PROJECT TITLE STRUCT. STEEL PII 4W4,.10d'•AT 6"OL AT EDGES AND BOUNDARIES,10"OL FIELD. ALL SHEETS MAY BE SUBJECT TO RENEW iHl6 REVIEW MAY FIERILY 4XQ 9:Fb-IIOO PSI NOTED OTHERWISE. MORTAR MINIMUM COMPRESSION STRENGTH TO BE P.,2000 LA LACUNA - LARGE 4XM 9:%.[OW PSI 4.FABRICATOR SMALL BE A MEMBER OF AITC AND ALL FABRICATION �I' PANEL EDGES SHALL HAVE APPROVED TG JOSTS ET SHALL BE SUPPORTED WITH M CHANGES WHICH MAT BE MADE To THE PLANE PRIOR TO THE L THE DEPICTIONS OF ALL M15LELLANEOUS FABRICATED META,PfEDIlLT9 AXIS M:Po•1000 PSI BLOCKING NOT REQUIRED WHEN LGHNEGHT CONCRETE IS PLACED OVER SLEFLOOR ISSUANCE OF THE FINAL CONSTRICTION SET WHICH WILL CONTAIN SHOWN HEREON ARE NOT INTENDED 70 BE USED d3 FABRICATION 6XI0 9:F6=1350 PSI SHALL BE PERFOPPED IN ACCORDANCE WITH THE LATEST EDITION OF 4. GROUT MIX SHALL BE COMPOSED OF ONE PART PORTLAND FRAMING LEGEND: NO 130 SET'DESIGNATIONS.CONSTRUCTION DOCUMEN DRAWINGS TS IDENTIFIED AS SHOP DRAWS.THE METAL FABRICATOR SHALL BE RESPONSIBLE 6XQ•I:Po=1321 PSI 'TIMBER CONSTRUCTION STANDARD'BY ALTO SH-LUMBER ALL BE CEMENT TO 2J TO 3ID MAX PARTS SAND AND NOT "BID SET'ARE NOT CONSTRUED AS BEING THE COMPLETED OR FINAL MARKED WITH AN AITC QUALITY MARK INDICATING CONFORMANCE WITH LESS THAN TWO PARTS PEA GRAVEL,MAX GROUT LEFT.W-0' �` ^{�, FOR ALL METAL FABRICATION DESIGNS M ACCORDANCE WITH ALL t V 1 INDICATES SPAN AND DIRECTION OF FOR 12. ALL NAILING DI BE PER TABLE NUMBER OTHER OF THE LATEST THE COMMERCIAL STANDARD'STRUCTURAL LAMINATED LUMBER SPECIAL INSPELi1 C SMALL BE REQUESTED FOR NIGH LIFT THE FORECAST DRAWNGS AND THEY SHOULD NOT M MIT WAY BE USED AS SWOL NATIONAL,STATE AMID LOCAL LODES AND POLICIES Ab WELL AS TVE ROOF JOISTS AND RAPIERS Q.ALL GUARD RAILS AND HANDRAILS SHALL BE DESIGNED TO WTH$TAND UNIFORM BUILDING CODE,UNLESS NOTED OTHERWISE, GROJTRJCv MINIMUM COMPRESSION STRENGTH TO ME f'e= AMERICAN INSTITUTE OF STEEL CONSitR1GTION AND ANY OTHER S. GLUED LAMINATED MEMBERS SHALL BE ACCOMPANIED BY d INDICATES SPAN AND DIRECTION O A LATERAL LOAD OF 20 PMNC6 PER LINEAL FOOT APPLIED HORIZON- INDUSTRY STANDARDS G�ALL METAL FABRICATION DESIGNS ARE TO BE 13,PLYWOOD FLOOR AND ROOF SWAT14N SHALL BE LAID CONTINUOUS CERTIFICATE OF INSPECTOR CONTRACTOR SHALL BEAR EXPENSES 2000 PSI' TRUSSES GROUP . ^ ` 10670 GIVIG CENTER DRIVE TALLY AT RIGHT ANGLES TO TOP RAL.(50 PLF RE FOR COMMERCI SUBMITTED TO AND APPROVED BY THE LOCAL BUILDING INSPECTION OVER TWO OR MORE SPANS WITH FACE GRAIN PERPENDICULAR TO OF INSPECTION AND TESTS.A CERTIFICATE OF INSPECTION SHALL 5.PROVIDE CLEANOUT OPENINGS At BOTTOM OF ALL VERTICALLY ♦ V I INDICATES SPAN AND DIRECTION O RANCHO CUCAMONGA,GA-11TB0 B.THESE PLANS ARE INTENDED SOLELY FOR THE USE OF THEE OWNER (DEPARTMENT RESPONSIBLE FOR THE PROJECT PRIOR TO FABRICATION SUPPORTS(UNLESS SHOWN OTHERLISE).STAGGER ALL PLYWOOD BE SUBMITTED TO THE BUILDING DEPARTMENT. FLOOR JOISTS GROUTED CELLS IF GROAT LIFT EXCEEDS 4'-0'. FOR CONSTRUCTION AND ARE EXPRESSLY NOT INTENDED FOR USE ALL DIMENSIONS,DETAILS,ETC,WOUN HEREON ARE INTENDED TO BE PANELS A MINIMUM OF W-0'. N MAICE7MG,EXTERIOR ELEVATIONS AND OTTER DETAILS 6.THE FABRICATOR SHALL SUBMIT COMPLETE SHOP DRAIIPNG6 TO UNDULATES SPAN AND DIRECTION OF ARCHITECT 9LHEMATIC AND THE DESIGN IS TO BE VERIFIED WITH ALL MELTED 14.WHENEVER LATERAL BRACING OF WAS MEMBER M TRUSSES IS REQUIRED, 6.ALL REIFORLING SHALL HAVE A MINIMUM,AVERAGE O IQ' CEILING JOISTS ON THESE PLANS ARE ONLY A REPRESENTATION AND MAY VARY THE LATERAL BRACE MUST END ON AN EXTERIOR BEARING WALL. BUILDING DEPARTMENT AND ESUPME,NO. FOR APPROVAL PRIOR GROUT DAN I ELL I AN 6U3OCNTRACTORS,MELD CONDITIONS,AND THE REQUIREMENTS O ALL INDICATES SPAN AND DIRECTION O SIGNIFICMITLY FROM THE ACTUAL CONSTRICTION f0 fABIRNATION DECK JOISTS(SLOPED AS REQUIRED) GOVERNING,AGENCIES AND FABRICATION STANDAFDB. 15.FRN•IIMY,CONTRACTOR SHALL PROVIDE BACKING AS REQUIRED FOR ALL 1.BOLTS SHALL BE GROUTED WITH I"OF GROAT BETWEEN 80.T 14,SLAB ON GRADE TEQUIREIIENTS TO BE PER THE SOIL ENGINEERS FABRKATION AND ERECTION OF STRUCTURAL STEEL SHALL BE 1.ALL GLUED LAMINATED BEAMS WILL HAVE A STANDARD CAMBER AND MA5GNRY LIGHT QUIRE EQ CABINETS,WARDROBES,D AND REQUESTED BY GENERAL CONTRACTOR ONTRACTOR BARS,AND HANDRAILS A 2X6 AT Q"OL I-JDIST TABLE �COMENDATIONS SOLELY.THE SEAS ON GRADE IS A N ACCORDANCE WITH*SPECIFICATION FOR THEAS REQUIRED DFSGN, BASED ON 4 RADIU9.Ib0ID UCE68 NOTED OTHERWISE. PROJECT NO. 3590 NON-T14E STRUCTURAL ITEM AND THEREFORE HAS NOT BEEN DESIGNED FABRICATION AND ERECTION OF STRUCTURAL T STEEL FOR S.NO PIPER PE DUCTS SHALL BE PLACED IN MASONRY WALLS B 2X6 AT Ib"OL SIZE 4 Ie.EXTERIOR WOOD POSTS AND COLUMNS SUPPORTED BY A CONCRETE e.PARALLAM PSL RIDS BY Tfd15 JOIST MACMW1Ml PER VIER 792 MldgC SPACING MANIFAL111RER OPTIONS BY THE STRIICTIRAL DESIGN ENGINEER BIIILDMGS."AIBC CURRENT EDITION STEEL TO COFF0R1 i0 IN•2SM P51,N.250 PSIL E.2ID UNLESS SPECIFICALLY NOTED OR DETAILED. c IX6 AT 74"OL ASTM A 36 SLAB SHALL BE ISTALLED A MINIMUM OF 6"ABOVE EXPOSED EARTH Q- I-JOIST•Q"OG SHEET TITLE 15.N THE ENEMY OF CONFLICT BETWEEN THE ARCHITECTURAL GENERAL AND AT LEAST V ABOVE SLAB ON METAL POST BASES.(EXCEPTION: 9 DOWELS IN CONCRETE FOR MASONRY WALLS SHALL BE THE D 2X8 AT Q"OC 1.ALL WELDING 5MALL SE PERFORMED BY CERTIFIED WELDERS, 9.PROVIDE MULTIPLE E T SQUASH BLOCKS UNDER BEARING LPONTEVEL. a) 9 IQ'TJI/1110 NOTES AND THE STRUCTURAL GENERAL NOTES(SHY SDI), F05T9 OR COLUMNS OF APPROVED WOOD UtH NATURAL RESISTANCE SAME SIZE AND SPACING A6 MASONRY WALL FERFOFCMCs E 2XB A7 S"OL USING THE ELECTRIC SHIELDING PROCESS AND CONFORMING TO LOAD FROM ABOVE 70 TOP PLATES BELOW AT FLOOR LEVEL R- I-JOIST+S"Or- b) 9 IR'LPI/150 THIS MORE STRINGENT REQIfEMEMJi SHALL GOVER-L TO DELAY OR TREATED W.DWI. EXISTING OR GRADES RESTING ON CON- I0. ALL MASONRY,EXCEPT VENEER SMALL BE REINFORCED f 2X8 AT 14"OL cJ 9 4 BCI/450 STRUCTURAL ALB SPECIFICATIONS,E10XX ELECTRODE. O TSABOVE ADJACENTERS GRADE FER UBL.BECT.2331 SMALL ALL ISO-BE A MINIMUM 10.IRIS 2S2 MAC MILER 401.PRODUCTS PER MER MIS,HER 126, GROUTED MASONRY,GROUT CELLS CONTANMG REINFOR:MG G 2XI0 A7 Q'OL S. I.bIST+I92"OL. dl 9 IR'SJ/Be REINFORCING STEEL 3�OF A LICENSED L STRUCTURAL FAABBRIICATORL BE FABRICATED N THE A14D SHOP DRAWINGS 6H "ER 39�AND"�R"� GENERAL LSTED INTERIOR AND EXTERIOR WOCD POSTS ATTACHED DIRECTLY i0 ULE55 NOTED OTFHERIASE.GROAT SOLID ALL MASONRY H 2XI0 AT 16"OL U- -J015i+Q"OL. I.ALL REINFORCING SHALL BE ASTM d-615-40 FOR•d BARS AND SUBMITTED TO EL'WR.E,NG THROUGH THE ARCHITECT FOR CONCRETE SHALL BE SECURED WITH SrFSLN'PB'OR EQUIVALENT. II.PROVIDE DOUBLE TUN OR DOUBLE TJI BLOCKS WHEN 16d SOLE RETAINING EARTH UP TO b'ABOVE RETAINING WALL. a) II 1/8'iJl 11'0 J 1XI0 AT 24"OL NOTES PLATE NAILING IS LE66 THAN 4"Or-AT SHEAR WALL ABOVE. V- I-JOIST+16'OG b) II Vd'LPI/150 SMALLER ALL REINFORCING SMALL BE ASTM A-615-60 FOR 5 APPROVAL PRIOR TO FABRICATION.STEEL FABRICATOR SHALL 11.PROVIDE 2x4 FLAT HEADERS AT ALL INTERIOR NON-B54RITG OPENINGS 11. ALL VERTICAL REIMFOFCRNG M MASONRY'WALLS NOT RETAINING K (112XI0 AT S"OL d 80/450 BARB AND LAYER WELDED WIFE FABRIC TO BE ASTM A-I05, SUBMIT SHOP DRAWIN25 TO THE GENERAL CONTRACTOR AND UP TO 36 INCHES N WIDTH AND 4z4 HEADERS FOR OPENINGS 12.REFER TO TRIES JOIST MAC MILLAN SPECIFICATION FOR DRILLING EARTH SHALL BE LOCATED N THE CENTER O THE WALL,UNO. L 2M2 AT Q'OL UL WOIST+IW'Or- d) 111/B•SJ/60 LAP 6I/2 SPACES,9"MIN FOR STRUCTURAL SLABS ALL OWNER FOR REVIEW PRIOR TO FABRICATION ANY PROP06ED 3 TO b FEET N WIDTH. O'HOLES T4 RU TA WEB. WOOD TRUSSES N 2XQ AT SLOE RENFOR:MCG 5 AND LARGER TO BE ASTM A-615-60 DEVIATION,ADDITION OR QUESTIONS SHALL BE NOTED Q. REINFORCING SHALL ME SECURELY HELD AND BRACED M X- I-JOIST+Q'OG CONSPICUOUSLY AND CLEARLY ON THE SHOP DRAWINGS S PROVIDE MINIMUM V2'CLEARANCE(VOID SPALE)FROM TOP OF ALL PLACE TO PREVENT MOVEMENT WHILE PLACING MASONRY. N 2XQ AT 24"OL a) H"iJl/350 2.ALL BARS SHAM BE DEFORMED AS PER A5TM A-305, INTERIOR NON-BEARING PARTITIONS 70 ROOF AND CEILING FRAMING ABOVE. P (2AXQ AT S'OL Y- I-JOIST+IS-OG 1,) N"LPI/250 SH STEEL FABRICATOR 54ALL FIELD CHECK ALL DIMENSIONS PRIOR 1.MANUFACTURER ALL SUPPLY TO THE ARCHITECT/ENSINEER 13. MASONRY TO HAVE SPECIAL INSPECTION PER SECTION 1102 c) I4"BCI/450 3.ALL BARS SHALL BE CLEAN OF LOOSE FLAKY RUST,GREASE OR TO ERECTION TO PROVIDE FOR A PROPER FIT. M ALL EXTERIOR WALLI ADJACENT i0 VAULTED CEILINGS SHALL OF AND THE BUILDING DEPARTMENT,CALCULATIONS AND SHOP OF THE U13C WHEN SPECIFIED. 7 TRAS AT 24"OL Z. -JOIST+151'Or- d) H"SJ/B0 DRAWANGS FOR APPROVAL PRIOR TO FABRICATION.ALL r,: f '•"�: OR OTHER MATERIALS LIKELY TO IMPAIR BOND. ALL FIELD WELDING EXCEPT MINOR AND TACK WELDING SHALL SE BALLOON FRAMED UT14 CONTINUOUS STUDS TO BOTTOM CHORD OF /%oo� /RIB/S G•L INDICATES(U 13/4"x II l/8"GANCGLAM LVL IH E I F 1 h/S&A Lv tAJ L:i, I::: CONTRA)O1SLY INSPECTED By AN APPROVED WELDING INSPECTOR TRUSS OR RAFTER CALCULATIONS AND SHOP DRAWNG6 SHALL BE SIGNED BY L 1`r/_ IV_ GL INDICATES GMY-LAMM LVL 20 E d.ALL BENDS SHALL BE MADE COLD. A CALIFORNIA REGISTERED PROFESSIONAL ENGINEER IT SHALL M•L INDICATES(U 1 3/4"x II 1/e" MICROLAM LVL It E ,. SEISMIC FACTORS PER SOAR DO M P•L (OR PSL) INDICATES PARALLAM PSL 2ID E FY - - 5.SPLICING Cr-BARS M LONILFtEYE SHALL HAVE A LAPPING OF: 4.USE 3/4"FD1NID MACHINE BOLTS,13/I6°ROUND HOLES,FOR 70.WHEN PLYWOOD SIDING 18 USED AS MI EXTERIOR�INTERIOR WALL BE THE RESPONSIBILITY OF THE MANUFACTURER i0 OBTAIN T ORIGINAL DATE: V•L INDICATES CU 13/4"x II 1/8"V'ERSALAM LVL RID E 48 DIA FOR 4 BARB<SMALLER ALL coNJEC710N5,UNLESS OTHERWISE SHOWW.ALL BOLTS COVERING,PROVIDE SOLID BLOCKING AT ANY HORIZONTAL JOINS BALDING DEPARTMENT APPROVAL FOR CALCULATIONS AND ! PARAMETERTABLE ND. UL INDICATES VERBALAH LVL 2D E ' 12 DIA FOR 5%BARS SHALL CONFORM TO ASTM A-301 FOR UNFINISHED BOLTS, BETWEEN SOLE PLANE AND ANT TOP PLATE'Z'BAR METAL SHALL SHOP DRAL IWS PRIOR TO FABRICATION. S•L INDICATES(D 1 3/4'x II 1/8"BTRUCLAM LVL 1,9E h- I ® W CIA FOR'I BARS 4 LAYER BE USED AT EXTERIOR HORIZONTAL JOINTS. SL INDICATES STRUCLAM LVL 2ID E EXCEPT WHERE SPECIFICALLY NOTED AS HIGH STRbW.aTH 16-I SeMmlc Zone Factor Z 0.4 r. OR 14-MIN.MASONRY REINFORCEMENT SMALL HAVE LAFPINGS OF 2.17RIS9E9 SHALL BE DESIGNED M ACCORDANCE WITH THE TSR INDICATES I EDGE BY DEPTH OF JOIST TIMB£FE9TRAND RIM BOLTS WHICH SHALL CONFORM TO ASM A-325 OR ABTA 40 CIA.OR 1'-0"WHICHEVER 19 GREATER 71.INSTALL FIREBLOCK6 TO CUT OFF ALL HORIZONTAL AND VERTICAL LATEST LOCAL&111"DNG CODE FOR ALL LOADS IMPOSED, 16-J Soll ProFlle Type Fb 0.40 EN. INDICATES EDGE NAILING+6.O.C.O ° A-4W,HI TENSILE BOLTS SHALL BE THE FRICTION TYPE AND DRAFT OPENING$BETWEEN TWO STORES AND ROOF ATTIC SPACES. O HEADERS AND BEAMS,REFER TO ENGINEERING CALLS. b.ALL REIFORCING BARS SHALL BE ACCURATELY AND SECURELY THERE SHALL BE NO PAINT,OIL,LACQUER OR GALVANIZING INCLUDING LATERAL LOADS.UND MECHANICAL EQUIPMENT LOADS. I6-6 Narer Source Factor N, 130 I• n FIREBLOCK6 SHALL BE OF 2 NOi NOMINAL THICKNESS.LOCATION ■ ■INDICATES INTERIOR BEARING UALL c) PLACED BEFORE POURING CONCRETE. BETWEEN THE CONTACT SURFACE. OF RREBLOCKS SMALL INCLUDE: 3.ALL CONNECTORS SHALL BE ICBO APPROVED AND OF I6-a Solamlc Coefricbnt(G.) 052 Ak APPLY SHEAR PRIOR TO FRAM IG O '",:...• H''v". 1.CONCRETE PROTECTION FOR REINFORCEMENT SMALL BE AT LEAST A.STUD WALLS AT FURRED SOFFITS,CEILING AND FLOOR LEVELS. ADEQUATE STRENGTH TO RE515T STRESSES DUE TO THE I6-U Sel+mlc Scurce Typa< B PERPENDICULAR WALL AND/OR BOX-Glib.(WHERE APPLICABLE) c.>C...::..r valiu. S.ALL STEEL EXPOSED TO WEATHER SMALL BE NOT-DIPPED GALVANIZED B.AROUND TOP,BOTTOM,61DES AND ENDS OF SLIDING POCKET DOOR$ LOADINGS INVOLVED. FRAMW EQUAL TO THE DIAMETER OF THE BARS.COVER SMALL BE AS FOLLOU AFTER FABRICATION. NOBS L.EC2EI'D A POURED AGAINST EARTH 3" C.BETWEEN STAIR STRINGERS AT TOP AND BOTTOM OF RN AND 4.TOTAL LOAD DEFLECTIONS SHALL BE LIMITED TO L/240 WPM�!CRITERIA HARK: DESCRIPTION F E J <„ upi BETWEEN STUDS N A WALL PARALLEL AND ADJOINING RN O STAIRS. 6.PIPE COLONS SHALL CONFORM TO A6M A-53.6(TYPE E OR 6) B.POUTED AGAINST FORM BELOW GRADE 2" 5.LR05S BRWMG AND/OR BRACING SHALL BE PROVIDED AND SFNQe Ibd SOLE PLATE NAILING+11"O.C. 1M08P® E:EOSLAE 'y PRINT GATE c 5 AND LARGER Y' 1.TUBE COLUMNS SHALL CONFORM TO ASTM A•501 OR A-500 22.FASTENING O MULTIPLE MEMBERS. DETAILED A6 RFAUIIRED i0 ADEQUATELY BRACE ALL TRUSSES. SPN60:Ibd SOLE PLATE NAILING+F9"O.C. A� C(V ?� 0 5 AND SMALLER III DOUBLE 4 TRIPLE JOI6t5t GRADE B. b.PER UBC SECTON 237L4"EACH TRUSS SHALL 0E LEGIBLY BRANDED, 10 MPH C SPINS:Id SOLE PLATE NAILING+8"O.G. Q (n {T: G FOR'ED SLABS I" IIIFOUR NAILS AT Q'OL STAGGERED(BOTH SIDES FOR TRIPLES). NO. 5 07 tD TrT FOUR OR MORE 18"Ds MARLED OR OTHERWISE HAVE TE WIT14 NT2 F AFFIXED THERETO iNE SPN6:II SOLE PLATE NAILING+6"O.G. EX 5T,2004 D] D.SEARS ON GRADE(FROM TOP 6 SLAB) I" 8.WHERE FINISH 19 ATTACHED t0 STRUCTURAL STEEL FTROVIDE �"D10.MB'N AT IS"OL STAGGERED. FOLLOWING RFOR1ATION LOCATED WITHIN 1 FEET O THE CENTER P ' E.COLUMNS AND BEAMS TO MAIN BARS 2" 1/2"SOLT HOLES AT 4'•0'O/C FOR ATTACHMENT OF NAILER9. 4X OR LARGER BEAMS' OF THE SPAN ON THE FACE O THE BOTTOM CHORD S1FN H II SOLE PLATE NAILING+4"=. SHEET N0. `J U F.WALLS-EXPOSED TO WEATHER 2" SEE AR:HITEGTURAL DRAUNG6 FOR FINISHES.(OR NELSON IW DIA MB'A AT II 67AGGEFED. a)IDENTITY OF THE COMPANY MANUFACTURING THE TRUSS 6FN3:ISO SOLE PLATE NAILING a 3'OL. Q`* NOT EXPOSED TO WEATHER-I AND SMALLER 1' STUDS V2'X 3"CPL). b)THE DEW 4 LOAD C(Uf t-�Q�• o+ '14 AND LIB 1 N' c)THE SPACING OF THE TRANS 8PN2:Ibd SOLE PLATE NAIL IMYs+2"O.C. FOAL``" uli-,1 :._) Ai°iAi(I Il tY AM' FOUNDATION NOTES: ALL DIMENSIONS SHALL BE VERIFIED WITH THE ARCHITECTS DRAWINGS ANY DISCREPANCIES 514ALL BE RESOLVED PRIOR TO COMMENCING OF LOW L ALL EXTERIOR WALLS ARE TO BE SECURED WITH 5/9'DIAMETER BY 10"LONG ANCHOR BOLTS EMBEDDED AT LEAST T"INTO CONCRETE WITH A MAXIMUM SPACING OF'1V O.G. THERE SHALL BE A MINIMUM OF TWO BOLTS PER PIECE OF FOUNDATION A PLATE PROPEWITH RLYO�SIZE PUT AND WASHER$HALL BE TIGHTENED ON EA.BOLT -03 TO THE PLATE. 2.ALL SHEAR WALL$ARE TO BE SECURED WITH ANCHOR BOLTS ESI/FME,INc. SPACED PER FOUNDATION PLAN 4-•4 FDl FDI 3.ALL INTERIOR NON-SHEAR WALLS ARE TO BE SECURED WITH SHOT PINS S'RZN�1W1IJ IWE D INSTALLED PER MANUFACTURERS RECOM9ENDATIONS,UND.STRUCTURAL 1800 E.I6tH STREET ENGINEERS CALCULATIONS GOVERN M ALL CASES. SANTA ANA,CA S2T01 r--- ---"I 9 PHONE:T14-M'2Wo L--- --J 4.INSTALL M ALL SIMPSON(OR APPROVED EOl.DE FOUNDATION HARDWARE FAX:TH-835-2BI$ PER MAALR"Y T PRO RECOMMENDATIONS.ANCHOR EMBED DEEPEN FOOTMG WHERE NECE58ARY TO PROVIDE ANCHOR EMBEDMENT AT HOLDOWI LOCATIONS. r --------- ------------ -- -----------------------------, 5.PROVIDE RE TES HE"DIAMETER BY I2"ANCHOR BOLTS AT 3X FOUNDATION I I PLATES WHERE OCCURS.VERIFY WITH FRAMING PLANE. 6.USE 2`a.. THICK WANE"AT ALL ANCHOR BOLTS. I I SOIL INFORMATION: I.%uND�ATH $ �WTH THE DEPTHS, DEvEL S S AND REWOIRCEMENT o oILS ENGINEERS REPORT. I 2. HEW EI E BOILa POOPER AND Rt�PRIO ro CT O�M`MCC ARE WG CONSTRICTION IT B THE RESPONSIBILITY OF THE OUNER DEVELOPER AND SUBCONTRACTOR TO VERIFY THAT THE REPORT DATE ABOVE 18 CURRENT AND PLAN REQUIREMENTS ARE CONSISTANT WITH ANY UPDATED SOIL REPORTS. I FIDI I I ----------, NON-SHADED FTCi INDICATES p"WIDE x b"DEEP Fra 1 FDI L---------J m/(U•4TOP4-'I MCONT. h 2 ANCHOR BOLTING: 1 a I i' I22 - AB64 :5/8"DIA X 12"ANCHOR BOLTS AT 64'O.C. --- i._. I 4556 :S/9"DIA X 17`ANCHOR BOLTS AT 56.O.G. AB4& :5/8"DIA X 12'ANCHOR BOLTS AT 48"O.C. A540 :5/8"DIA X 12•ANCHOR BOLTS AT 40"O.C. A532 :5/8"DIA X 12'MICHOR BOLTS AT 32"OG.I ' m U! I ii p AB24 :5/8"DIA X 12'ANCHOR BOLTS AT 24"OL, I I - A5I6 :5/8"DIA X 12•ANCHOR BOLTS AT 16"O.G. NT'722 I '+ I 1U I IyTT22 ABS :5/8`DIA X 12•ANCHOR BOLTS AT 8"O.C. I 2AII (2)3/4"DI CH OLTS.A X 12"ANCHOR BOLTS. 3A5XX :!3)3/4"DIA X 12"ANCHOR B N0. DATE REVISION 7i I I I Q 5A5/03 FDI I = _—— —— I 2`4 :PROVIDE A TOTAL OF 2-4AT TOP AND I I 2'4 AT BOTTOM OF FCOTMG,3'PAST POST$. I I FDI 3--4 :PROVIDE A TOTAL OF 3 44 AT TOP AND I I 3`4 AT BOTTOM OF FOOTING,V PAST POSTS. - ---- I HTT22 ® 4A4 :PROVIDE A TOTAL OF 4.4 AT TOP AND m ® I ( 9 6 4 4 AT BOTTOM OF FOOTING,3'PAST"TO. I I m HD2A :(1)91MP$ON HO2A PER POST. HDSA :!V SIMPSON ND5A PER POST. 406A :!b SIMPSON ND6A PER F'05T. _... Ii I HDSA :(U SIMPSON HDSA PER POST. PROJECT TITLE HDIOA :(D SIMPSON FOIOA PER POST. I I WD14A :!U SIMPSON PD14A PER POST. LA LACUNA — LARGE MD20A :(1)SIMPSON WD20A PER POST. 3 � FDI i! I VITt22 HPA :(1)SIMI HPAHD22 PER POST. I i HPAHIPI:(1)SIMPSON HPAHD22-2P PER POST. FOR 21IPA :(2)SIMP50N HPAHD22 PER POST. L------ ---- -- J------ —, i MTT288 :CD SMF--CN MTT28B PER POST. THE FORECAST HTTI6 :(1)SIMPSON HTTI6 PER POST. C7ROUP r —, I 10670 CIVIC CENTER DRIVE I Q I LTTI9 :(1)$IMF50N LTTI9 PER POST. RANCHO GUGAMONGA,CA 91130 " J L— --------- ————————— ------J HTT22 :(D SIMPSON HTT22 PER POST. 9 2 V FDI i NT>7j ARCHITECT 3xSILL I V AN I ELL I AN I v 20"$a.x 12"OP. '! I 6 CONC.PAD i I I -� FD1 "6 PROJECT N0. 3590 SHEET TITLE ' L a W.C. 1' ..'-0 6'-4` I'-8" y FOUNDATION FDI I Hfi11 ;= PLAN 17 22`x 36"x 12"DP. 9 I FDI LONG PADS ® To �6 I m $ I I I I I I r,p:pr'oVLG j r to FOR PE.rIMIT ISSJANCE. I u Ik- _.J L_.I = SCOI T FAZEKAS&ASSOCIAIES,1•i E. 9 DATE ORIGINAL DATE: Aron is T Pe ,2 r2A.712 r .I�.. Cay as I s n ntlin� FDI 2--4 FDI FDI 2-V T :•,d on 3xSILL 3x81LL •iit c 91- " such I6'-2' 6. f a 20'-1" 74'-4` 0 oQQOFE N PRINT DATE FOUNDATION PLAN 1A ��Q`` ,oPE"Fo WALE:I/4"•I'-0" w 3140 4TA m9 SHEET No. S1-JI TkSl CIVIL �\P* 4 . 1 i�<L LATERAL SHEAR NOTES: (2001 CBL) FRAMING MEMBERS USE(20)16d NAILS PER TOP PLATE SPLICE A ? DOUGLAS FIR-LARCH AT 16'OL tt L 2 LAYERS 5/8•BLOCKED DRYWALL WITH&d COOLER R41LS AT 9"OL AT " w•� wg w EDGES 1 FIELD AT BASE LAYER 8d COOLER NALS AT T"OL AT EDGES-0 PLF 3x6ILL 11FSa�SS 1Xka AND FIELD AT FACE LATER vx% L.T'-0„ VX !'AI ft 5( 2. U7"DRYWALL WITH 5d COOLER NALS AT T'OL AT EDGES AND FIELD - 50 PLIF .H-;yam j _03 4 (TABLE 25-1 IBC) 03o z e Gan oho 3. ?TA DRYWALL C) 6e COOLER NAILS AT 1"OL AT EDGES AND FIELD- ESI/FME,INC. (TABLE WA UBC) - 63 PLF I 2 4. VY DRYWALL WITH 5d COOLER NAILS AT 4"OL AT EWES AND FIELD _ 4x6 _ _ 4xB 0_ 4z6 _-�„ 4EB 6 _ 4z10 _ (TABLE 25-I IBC) 67RCMA EW61WF�` 5. 5/5'DRYWALL WITH 6d COOLER NAILS AT 4'OL AT EDGES AND FIELD- 13 RP IWO E I&TH STREET (TABLE 75-1 UBC) SANTA ANA CA S210I `` - 15 PUP PHONE:1I4-835-2800 AN CONT.TOP PLATE 6. N BLOCKED DRYWALL 5d COOLER NAILS AT 4"OL AT EDGES PAX: TI4.835.2819 NOOK AND FIELD.(TABLE 25•I UBBC)C) T. 5VB'BLOCKED DRYWALL WITH 6d COOLER NALS AT 4°OL AT EDGES - 88 PLF C I U, n AND FIELD.(TABLE 25-1 UBC) 9-D" CLG I S. T/8'STUCCO OVER APPROVED LATH WITH 16 CLAUSE STAPLES AT 6'or'AT TOP AND BOTTOM PLATES,EDGES OF SHEAR WALL, - ✓r AND HELD(TABLE 25.1 UBC) 9-O' CLG M ED FP�MI L1' 9 AT TOP AND BOTTOMEDGES AND 6,I/V STUCCO OVER APPROVED LAT14 WITH 16 OICA FELD.S AT 3.OL-2"PLF 9'-0" CLG g'-0" CLG ICBO IMPORT NOJW(OR EGLeL) 10. 3/8"WOW STRUCTURAL PANEL WITH 8d COMMON NAILS AT 6'OL AT EDGES AND U"OL AT FIELD(TABLE 23-11.1-1 IBC) -260 PLF T IL 3/8"WOOD STRUCTURAL PANEL WITH 8d COMMON NAILS AT 4'OL AT I EDGES AND U'OL AT FIELD(TABLE 23-II-1.1 USC) i 9'-0" 2. 3/8'WOOD STRUCTURAL PANEL WITH 8d COMMON NAILS AT 3'OL AT Ay.A I L EDGES AND VOL AT FIELD(TABLE 23-11.1-1 UBC) -490 PLF r--1 13. 31W WOOD S7RICIURAL PAWL WITH Sd COMMON NAILS AT 2.OL AT II I EDGES AND 12"OL AT FIELD(TABLE 23.11-1-1 UBC) -640 PLF I M 14. )LL TAWTH U COMMON NAILS AT r OL at L EDGES A1L OL AT FIELDABLE 23. BC) 'Me PLF J IT 11 15. IRE"(OR 15132)STWUCT.I WOW PANEL WITH Wd COMM NALB AT 2.OL AT- °13 it WALK-INN; D" CLG r u EDGES AND U"OL AT PEW(TABLE 23-II-I-I UBC) BT0 PLP ___. l`=C}=C-Ef,---J� `� A WOW STRUCTURAL PANEI,MATERIAL APPROVED BY APA FIFOO OR PITTSBURG II a TESTING LABORATORIES(THIS INCLUDES Oft)THESE VALUES ARE FOR DOUG•FIR LARCH a RN OR SOUTHE PIPE,OTHER LUMBER SPECIES MAY DIFFER IN SHEAR CAPACITIES. J J B PRONDE 2X BLOCKING AT HORIZONTAL WOOD STRUCTURAL PANEL PANEL JOINTS. "6 A p� 3X BLOCKING WHEN NAILING IS AT V O.C.OR LESS. Qd j G WHERE WOOD STRUCTURAL PANEL IS APPLIED ON BOTH FACES OF WALL AND NAIL SPACNG IS LESS THAN 6"OL,PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRMMNGMEMBERS OR FRAMING SHALL BE 3X OR WIDER AND NAILS STAGGERED ON EACH SIDE L 6-I D. 04M NAILS ARE SPACED AT 3'OL,THEY SHALL BE STD'RED A D 3X OR WIDER SDI FRAMING MEMBERS SHALL BE USED AT ADJOINING,PANEL EDGES 9'-G' ________ yl (INCLUDING HORIZONTAL BLOCKS). v E. 10d SHORT BOX NAILS MAY BE USED N LIEU OF 8d OR 10d COMMON NAILS.SPEAR WALLS ONLY. BED 2 I F. 2'x 2•x 3/16'STEEL PLATE W4SFERS ARE REALIR ED ON EACH BOLT(UBC SECT.1006bL gs N0. DATE REVISION 9'-0" CLG DI NG eD1 I A 9�-O� CLG pOSM G. USE 3z MUDSILL PLATE AT SHEAR WALLS QW -Q(NALING 3'OG OR LESS) Qj 5/5/03 -0" CILS HORIZONTAL+ K BDI ALL ROOF AND BOOR SHEATHING TO BE EXPOSURE I OR EXTERIOR (TABLE 23-1-J-1 AND 23-1.5.1 UBC) _.. BE p--T ROCK WITH SEALING"OL E G LESS THAT 24.OL:,U*OC FIE STRUCTURAL PANEL PII 24/0, L { � T�I II � WITH ed'e AT i"OL AT EDGES MIND BOUNDARIES,Q'OL FIEND: 9'-O" CLG 6mit ..{. [„ V J FLOOR:'JOIST SPACING EQUAL TO OR LE66 THAN W"OL-IW32'WOOD STRUCTURAL PANEL TKs BHTG, FM132/16,.A0d's AT V OL AT EDGES AND BOIDARES,IB"OL FIELD. } ...9'' CLG } JOIST SPACING EQWeL TO OR LESS THAN 20°OC:IW2"WOOD STRUCTURAL PANEL TAG SH1'G, SDI 11 { .,. A%APII 40120,wAOd'.AT 6'OL AT EDGES AND BOUNDARIES,10'OL FIELD. i ,I9'-0' 22 - P JOIST SPACINGG EQUAL TO OR LESS THAN 24"OL:23/32•WOOD STRUCTURAL PANEL TK9 SHTG, PROJECT TITLEN PII 4004,vi/'Od's Ai 6'OL AT EDGES AND BOUNDARIES,10.OL FIELD.ILI NTA1L:I'ERTNOPT?f:'ATTEBPLIOE?:.:... PANEL EDGES SHALL HAVE APPROVED iKs JOINTS OR SHALL BE SUPPORTED WITH LA LACUNA - LARGE } BLOCKING NOT REC UIRED WHEN LIGHTUEK.Hi CONCRETE IS PLACED OVER 61BFLOOR G�; T °` }k•� ,I„ �a FRAMING LEGEND: W ROOF EX tl DL.•6100• ( FOR 13 INDICATES SPAN AND DIRECTION CF : A." #' I {: Ro�JOISTS AND RAPIER6 THE FOREOA5T DRAG TTRBS N _4.E _ 47tTp /L�� INDICATES 6PAN AND DIRECTION O' GROUP ./ROOF Ex Y `J 1/ TR1S5E6 DL.•2400' r 1061IO CIVIC CENTER DRIVE l` I 22 -11 I I fl.. INDICATES SP.W AND DIRECTION OF RANCHO CUGAMONG A,GA-IMO -')c^'�, 602 ..gg,�, `f FLOOR JOISTS 1-p T T,-G„ I 31 PLATE INDICATES SPAN AND DIRECTION Cf ARCHITECT 9 8D1 u CEILW.JOISTS m r T DANIELLIAN INDICATES$PAN AND DIRECTION OF T a 4xi DECK JOISTS(SLOPED AS REQUIRED) e. +� / p*A{ =-= =- A 2Xb AT 12"OL I-JOIST TABLE OQC L.-l/ R G�R?�GE P/'i9 ____ - B iXb AT I6.OL PROJECT NO. 3590 {C MARK SPACING TU E 1 9,-O•, C �+� C 2X6 AT 24"OL MANUFACTURER OPTIONS j 8D1 (FROM .O.C. NO S D 7XB AT 12"OL Q- I-JO16T.0'OG SHEET TITLE n / GIRDER TR188 E 1X0 AT M"OL e) 9 N'TJI/150 R- I-JOIST.K°OG b) 9[I LPI/ISrB A <\ 1y,4 t F 7X8 AT 24'OL 0 9 112.BCI/450 ROOF ,> C POg G Doc AT 17"OL S• 1-JOIST.H2.Or- d) 9112'SU/150 Q yj� 1 H 2XI0 AT 16'OL U• -JOIST.0"OG e) 111M TJI/60 FRAMING `t �I J 2XIO AT 24"OL T K (2)2XIC AT 16"OL V• I-JOIST.16"OG b) II 1/6•LPI I ISO PLANS .) 0 TB•80/4M ❑ ❑ L 2XI2 AT 17'OL W- I-JOIST.193"OG d) 0 VB'SJ/W M 2XD AT 16'CC CCNT. 4x1414DR L•20'-6'.� N 2XI2 AT 24"OL X- I-JOIST.U"oz. e) N"Tit/2" -�_-_ --_ _ -_---_-- __.__-'- P f212X2 AT 16"OL 7- I-JOIST.li•Or_ b) 14'LPI/250 O 17 U N"BCl 1410 SDI :'Si T'FALL!,K/ &ASSUOIAT ES,UNC. raj �p T TRUSS AT 74.CC Z- -JOIST.W.OG d) 14"SJ/50 FULL VIL YkD O 13LO DEPTH Xy M•L INDICATIE CIA G-L x It VB" MICRO AML LVLI�.9 E DnrF__-_- 4 I-1 BLOCKING a¢ 12 NOTE, GL INDICATES G)1 3/4'x WL 2.0E F+Y L=2'-0" SDI •WALL u✓F'LY L•2-0" _ .._ 6 3x SILL 3x bILL T',' AT GABLE IS WALLS IF P•L (OR PSL) INDICATES)13/4w PI/V-VE M FLA 2ID E , ORIGINAL DAT£': '• I P 19 EXTEND PLY. EXTEND PL7. PLY SHEAR IS E V•L INDICATESS V I SAL x It VS"vERSALAM LVL 2.0E b Y'. I �I• J porn I H6nd nU '-0"PAST P09 UP TO AND NAILED YL S•L INDICATES( IRS/4' 1/b"STMi1CLAM LvL 1.9E :�✓ii�..'Q r.ny n,i::itties. '-0"PAST POb TO SOT.CHORD OF TRBB ." -OK TO OMIT ASS'.AND SL INDCATES STPIUCLAMI LVL 20 E r: PLATE SPICE NAILING TSR INDICATES 1 1/4'BY DEPTH OF JOIST TIMIBERSTRAND RIM T"` EN. INDICATES EDGE NAILING.6'O.C. 1 01 c O HEADER5ADBEAMS,REPERTOEN4IIEERINGCALCS. cu<'. c t 'd to ■M■INDICATES INTERIOR BEARING WALL Lill p,cv,��u::::of s c n ® APPLY$HEAR PRIOR TO FRAMING OF FfRBENDICWM WALL AND/OR BOX•OUTS.(UAEFE APPLICABLE) cnuv�s� U6 valid. O ERA"NOM LEWO MARK: DESCRIPTION pF SI g ROOF FRAMING PLAN 1A SPNI2,Ibd BOLE PLATE NAILING.1 Ci I N 9GALE I/4"•I'-m" bF'N1®,IBd SOLE PLANE NAILING.1 10"OL. � 63 PRINT DATE 2 bFiNB:16d SOLE PLATE NAILING.b"OL. No. - UT N 9 M 31,2004 bPN6:Ibd SOLE PLATE NAILING a 6"O.C. SPINA,Ibd SOLE PLATE NAILING.4"OL. F* SHEET NO. S1-i� SPN3:16d SQL£PLATE NAILING•3'Or- S'j' CyV11. J I L m SPN2:16d SOLE PLATE NAILING-2"O.G. OF CAU "3 �1�1Ni 1 y i.Uuvl i - II I I BED '>':: F�x' DEN LI ING ............... . .................. ................. . .................... ..................... .................... 9'-0" C ::::.-_::::::::.:-::::..::.r}7»;:::'::>: v 9,-0,. CLG 9'- " CLG ... a x atip >t 11 / S ....:.:.:.. — ------- --, ; ESI/FMEaNc. ----Vq r-------------------- emur STFIET L I i I 8 l - - - - - �- - L----------- ------------------J swTa caffiTol -- - I I Fax,iu-nae.aph I I P � T „ T I I r-11 t > 2-C R GARAGE I 1 9•_0" G I I COW—fi i p (FROM .O.C. I I a7"x 36"x 12"OP. - - _ - - -^- - - I I Cg4C.Pape I I I I T I I I I I I L------------------------ I'-10' 4'-10' I'-10' i'-p' I,-p• 6Di I'-p• K'-4• I'-p' T-i" 16'-10' I NO. DATE REVISION 'I ROOF FRAMING PLAN 1B _ FOUNDATION PLAN 1B _ SCALE:1/4",I'-i SCALE:I/4'.I'-0" :'; .. . _-_._.. - - - FOR ADDITIONAL AND SPECIFIC - FOR ADDITIONAL AND SPECIFIC - NFORMATICN NOT$WOLIN HERE INFORMATION NOT St., HERE REFER TO MAIN PRAMMG PLAN REFER TO MAN FOUNDATION PLMI PROJECT TITLE _- LA LACUNA — LARi :!9::::i ..... `1?11................. FOR BED DEN Lt:::: .. G THE FORECAST 9-O C ....,rl. v 9'-0^ CLG ' gs: ei"::etis:. GROUP .................. .':,F.;r...... T 106'70 GIVIG CENTER DRIVE I I f.: I RANCHO GUGAN10N6"4,GA 9-190 ........ .. — _o' - --I I ARCHITECT ::::::.-:::::::::::::::::::::::::::::: :.• .:. .::::::::::::�. .:::::::::.:::::::::.:::::::::::::::::::::a:.............: . --------- --------- ------ r------------------------ I ......:.::.:........................................... I I I DANIELL L----------- -----------------J I I PROJECT NO. 3590 I I , II I p II I I I 10,_0�• SHEET TITLE P I I I II I I T -- -- --s�— — — � ELEV. B & C 2-C,AR GARAGE __ __ a j m ' 201 Imo.x n"DP FOUNDATION 9'-0" CLG I I COW-PAD & ROOF (FROM T.0 C.) I I 14"x 30`x M!"DP. FRAM I I cONc.Pacp I I I I PUNS I APPROVED FOR PERMITISSUANCE I I COTT FAZEKAS&ASSOCIATES,INC. ' I I I BY pATF, DATE L------------------—————— These p ans have been ���� CQII. 4x11 _L•1O'-p's --- ved,le r adherence to th ap)e'I)V r ocbes �tl o Author�=_a�io W ROOF FA ---- — — — —_-- o o h=r.11 +�tl to isF 1i DL•630' appro"ai y ,je_. int i a�� rmll baceb e 6-3 •MALL p. ppl 11 W F'L7 Oh I E 1'-V W-4• I'-d' I'-IO• 4'-10• I'-Im' i'-p' 1'•p" c :i< OFESSI h Z PRINT DATE ROOF FRAMING PLAN 1C FOUNDATION PLAN 1C W o "°' ' N m ,, N SCALE:I/4`.I'_0• SCALE:I/4",I'-0' FOR ADDITIONAL AND BPECIFIC ADDITIONAL �� SHEEP N0. S1- INFORMATION NOT 6NOIIN HEAN aTION EW R TO MAIN FRfU'•IRJG PLAN REFER TO MAN FOUNDATION FLAN R�E ' MAY 19 Z003 I q 'x 1 I�r—T 4, I-------- --- W« xx ---- 1 1 1 I I I I _sue I I )+I 03 IL----r------ -----------------� Fo, -----, ESI/FME,INc. I 67R.MR4 EAEiM0;e5' IWO E.16TL4 STSMET I I SANTA ANA,CA 92101 I I PHONE:IW-835-28M FAX: 114.035.2915 I I ❑ ❑ ❑ v I m I I a � i I I I I 5 FDI 24•x 3B•x DP. 24'SO,x IS"DP. GONG.PADS LONG.PAD I I FDI I I �22 I I I I I I I I I I I I L——————— ---------------� o L_ FDI 12 F2-AB-1 12 AB = FDI 2--4 1 FDI 2-V USILL USILL 3-CAR GARAGE FOUNDATION PLAN 1B N0, DATE REVISION Qj 5/5/03 SCALE:1/4"•1'-0" FOR ADDITIONAL AND SPECIFIC INFORMATION NOT SHOUN HERE REFER TO MAIN FOUNDATION PLAN PROJECT TITLE y I I I LA LACUNA - LARGE I wH l x\ I I I WH r \ I ---- -------- I r------r------ FOR ------ --------�L-- I r------r ----- � I I I —s------ -----------------J I L---- ------- ----------------- � THE FORECAST DI L I I 7 I I ? I0670 VE RANCHO CIVIC CUGAMON&A GA 91'I30 I I I I I I I I I ARCHITECT —, �— DANIELLIAN e I ❑ ❑ Elv I I L❑ I I❑1 i 24-SQ x IW DP. 1 PROJECT NO. 3590 CONC.PAD 24"9G.x IS"DP. 24"S x DP. I 9 CONC.PAD LONG. PADD I I I 2C� "x30"x S"DP. I FDI I SHEET TITLE I 5 I I FDI I 5 I i N FD1 i Nam' OPTION I I FOUNDATION ❑ ❑ ❑ PLANS I I I I L------- ---------- t__ J o :�.I. e• :�.. ..�: rol r IJrI:, 1hr Y F0 C'Y 1 2AB = T 12 2 17 2AB T 12 AB ORIGINAL.DATE. FDI 7-•4 FDI FDI 2--4 FDI 2--4 FDI FDI 2--4 3xSILL USILL USILL 3xSILL T i. .. r, . M Es 3-CAR GARAGE FUePpFE ��Q�� 6>2� PRINT DATE FOUNDATION PLAN 1C 3-CAR GARAGE y m FOUNDATION PLAN 1A Q Ll. , f! m '? SCALE:1/4"•I'-m" c' Exp.M FOR ADDITIONAL AND SPECIFIC 1.2004 INFORMATION NOT SHOLLN HERE SCALE:I/4" I'-0" REFER TO MAIN FOUNDATION PLAN FOR ADDITIONAL AND SPECIFIC , SHEET N0. e•�� q INFORMATION NOT SHOUN HERE \ A� J I REFER TO MAIN POINDATICN PLAN OFCAt� / i , w '1 IS i 3EDR .. eF31 :- I �\ DEN /{:.. :::: ... i \\ sD, t . I . �; I L1�/INz3 OM I y t _ I �I L ----- I 1 DRAG TRJ89 4 h 4x6 4�6 DRAG TRue9 ..?.. - .......... .: ...... \.\ s22 2 v W ROOF EA rv2 ROOF Ex .:.:. - \ 01.,6T20' DL.•612m" I D T � \ 13 t i DRAG TRUSS 4x6 '.:::�:'i.''ii.iF`?:? _,y16 W ROOF EX ROOF ESI/FME,iNc. DL 350M D 4 V<11 I _ /1 1 22 5D2 i »QI t�OR9 \\\ T i $ IWO E. H,STREET L_p $ANTA ANA,C4 9210I I �\ I 1 T I \ I I PWOIE:714-635-2emm FAX: 114-835-2519 T a I 4.1 3-GAR G9 o AG L_ E i „m l I - \I 2-G G G AR ARAE BONUS ROOM I I 1.1x�.______1______J I \ \ GAPER T6A 6 1*A _- --_ G.T. \ \ 04 I 6DI OTIS Iir SDI \\ \ sD2 \\\ I \ I CS64xI4 L•2m'-m'>: ___ CONT.4xl4 L•2m- - --- r- --- ------- ----------- — —� 1.1 SDI 1-1 SDI :.SILL :.SILL IXTEND PLY. EXTEND FLY. '•0'PABi PO6 0"PAST Fb6 PARTIAL BONUS ROOM 3-CAR GARAGE ROOF FRAMING PLAN 1A, 113, & TROOF FRAMING PLAN 113 N0. DATE REVISION SCALE:I/4"• 1'-0" SCALE:I/4"=1'-0" Q 5/5/03 FOR ADDITIONAL AND SPECIFC FOR ADDITIONAL AND SPECIFIC INFORMATION NOT SWOU.N WERE INFORMATION NOT SHOWN HERE REFER TO MAIN FRAMING PLAN REFER TO MAIN FRAMING PLAN _ ............................. ' :::.:::..:.: W I / ...i 1 16 1 B�iSROOM \\ W I 16 1 1_ \ /- 1 SDI I I /GLG 9'@ ._- ..._ �� I SDI �. ... ..,. I �a . "r.?::F:4?i. ?i`1i::ii`i?iiiE`}i:'r.5iiii:i:ri.: `:I \. I /f TT I �\ I !. f \ PROJECT TITLE I 1 6D1 ". / ... .k ........::::::::.:::::.....::....::::::.... �I f.... .t.:::.\ EL?F pQ ........... ................. ...\ I ............►:: k 1 o m !::;:::. I. ... -.__..-. n �::� ...::. I ".:;;: n I p \ LA LACUNA - LAFrE / \ 22 I F ?7`1 �...... I l.'.':.';:3;.`rr;: :..;i': -----�' 4: ::a::::..:::.::::. ecz 1':: 'f . ::.. ..:: T L`x »:;: I r------L \ sD2 r.ra::iPiiiii::. :.. ::.:::..::...:. ,;;;;_ 0 :.r._r,t... I ..:LF Y IN&, RAM I DRAG TRIM I 4x6 .. ..;: 0 �I VAU {E:R:.:.. L3' kf`1C^.� 1 00M - DRAG TRU89 I _Is/ROOF EX .\\ SM. II: KI I NAUL'I" D \ lu/ROOF EN. ...I..— IID nI /. VAU/.�E.P \ E sDT f 1 \\ 3 DL.•bl2m= I T E S I I /� t \\ 3 FOR T = 9-0' L. DI - ' ' - GLG 0' E SDI I�DRAG TRU88 yi ...: - .. ., .._ ...... 4xyl:: I Axb..1 I I I ! _�. .. :.::.: .... ..'� I , DRAG rFEA I 4x6 :.... ... f .. f�.. :: THE FOREGA5T o ,�x Ir I - ---- I iRooF� (� I - f I GROUP IOIrUnAVRIaGHT RANCH CMON,-,A,CA 13O I al I PORCH <I I I I I >I cLG.= e'-o• �I I T I ARCHITECT SDI I \ I I I DANIELLIAN T T \ 9 PROJECT NO. 3590 c�G. •e'-m' I � ✓-GAR GARAGE\\ I 7,'k* I I \ GLG.= 9'-(O' m{ I 1.1� SHEET TITLE I h ;1\ GIRDER TFd,66 CARDER TRUSS \ I P I P I ®{!J // vG.T`( \\ \ n ^ I I \...... OPTION I ` ROOF FRAMING T I ere T � I I \ \ OTIS I PLANS p 9 \ SD2soII C'Sw __ .e _ _ I I i --c'� PRK=i EX -~ _— —_—_ I --L_e-m —_ ~ ------ -----� I --- — — — _ CONT.4.1 L•20'-m't _ D.ROOF 0- DL•153m" L -- -------1--- --- — — — 1-I SDI ,`�- s SDI I2 p 12 M _ O L.22 6-2 x x 12 61 x I2 r ORIGINAL DATE: SDI L•._m, L_,_m, 6DI f s :.SILL 3xSILL 3xSILL 3x81LL r,. O .. EXTEND PLY. EXTEND PLY. EXTEND PL7. EXTEND PLY- -m"PAST POS '-0"PAST P09 -m"PAST POS -0"PAST POS T O - 3-CAR GARAGE 3-CAR GARAGE ROOF FRAMING PLAN 1C ROOF FRAMING PLAN 1A o gQOs ESsrp ,:� SCALE:1/4"=1'-0" SCALE:1/4"=1'-0" m FOR ADDITIONAL AND SPECIFIC to FOR ADDITIONAL AND SPECIFIC o `� � PRINT DATE $ INFORMATION NOT 6WOILN HERE INFORMATION NOT SHOWN HERE REFER TO MAIN FRAMING PLAN REFER TO MAIN FRAMING PLAN m Gc.N th 314G SHEET N0. S1-5 OFCAL� � I a y F r[iX\v---- — —I — -- T _ x v JN.-3190 3-�-®3 ESI/FME,INc. O fix:i O x\ F7I l'x l STRWO E.1i T ENGAGERS --- ISOD EA A, STREET T WH i�tT-v T WH i�-r-v T L------- wH �r-y --- SMITA ANA,CA 97101 _ 1 pNCNE:Tl4.3S-261%0 - -_. - �------- ---------- r--, I FAX TI4.83S-7819 r----- I II I I I ---- _ I 3 I I I I I I I I I I I I I 3 I FDI I Ham? I I I I ............ L------------ -------- i I I I I I I I I I I I FDI I I I I I I I I I I I I I I I I I I I I FDI I I I I I r o 0 NO. DATE REVISION T FDI Qj 5-03 PARTIAL BONUS ROOM PARTIAL BONUS ROOM PARTIAL BONUS ROOM FOUNDATION PLAN 1C FOUNDATION PLAN 113 FOUNDATION PLAN 1A SCALE:1/4"=I'-0" SCALE!1/4"-1'-0" SCALE:1/4"= I'-C" . - FOR ADDITIONAL AND'SM -IC FOR ADDITIONAL AND SPECIFIC - _. - FOR ADDITIONAL SP AND ECIFIC INFOWATION NOT Z.HERE INFORMATION NOT SHOUN HERE INFOR'1ATION NOT SHOW HERE PROJECT TITLE REFER TO SHEET 6I.4 PLAN IG REFER TO SHEET 6I-4 PLAN IB REFER TO SHEET 81-4 PLAN lA LA LACUNA — LARGE FOR : - --. .. -------- .__ --- ----------- --------------- --- --- - ,-------•-------- - THE FORECAST ------------------- - BED 3 BED 3 i ♦ GROU1p 9'-0" CLG I \ IOSTO CIVIC CENTER DRIVE 5 9�-0° CLG � I �/9'-0" CLG I 5 \\ RANCHO GUGAMON6A,GA 41730 J \ ARCHITECT DANIELLIAN r------✓ \ DEN DEN DRAGTW88 axa 4.* `,DEN W RDOF Ex I I 9'-O" CLG 9'-0" CLG OL.-6110- I I 9♦-0" CLG PROJECT NO. 3590 DRAG TRJSS I I \ ` SHEET TITLE I I r- j, i OPTION FOUNDATION 0 I I FRAMING PLANS F e�. ♦ �{ Pos 2 - GAR GARAGE B0NU5 ROOM 2 - GAR GARAGE B0NU5 ROOM i - GIRDER TFiW ♦♦ I 11 (FROM T.O.C.) (FROM T.O.C.) POST I OM T.0 ) \\`\\ B® 5 R®®M 9'-O" CLG 9'-0" CLG 9'-O" CLG 9'-O" CLG qxb ® CLG / \ // \♦ 9'-O' LG \ I ORIGINAL DATE: -- I T `\ T `\ I Q o I / CONT.444 L.70'-m. \ ♦ ------------- ♦I c h I -- ------------ I 0 0 �----------------------------\� M flFE Sl PARTIAL BONUS ROOM PARTIAL BONUS ROOM PARTIAL BONUS ROOM �,���°w PRINT DATE ROOF FRAMING PLAN 1C ROOF FRAMING PLAN iB ROOF FRAMING PLAN 1A =s wo C-Ra,T up vSCALE:I/4"- 1'-0" SCALE:I/4"=1'-0" SCALE:1/4"-1'-0" 9t.200< SHEET NO. ,o fOR ADDITIONAL AND SPECIFIC fOR ADDITIONAL AND SPECIFIC FOR ADDITIONAL AND SPECIFIC p. S1-6 N RFOR9ATION NOT SHOU.N HERE INFDR-7ATION NOT SHOLLN WERE IWO t0 SHEET SI AN IAA o REFER TO SHEET 5I-5 PLAN IC �FER TO SHEET SI-5 PLAN IB P OF Q IL AB24 3x 51LL ------------------- ---------- --------------- --1 _3590 I 3-t-03 I 1 I FDI ESI/FME,INC. I I SRRXnPAL EvYsIN M I I IWO E.I&TH STREET I I SANTA ANA,CA 92101 Hrr PHONE:� TM-83S-a800 PAX: TM-635-281 EF I I II I i ' j I I I I I i 1 I I n I I I I I I I I I I FOUNDATION PLAN 2B Ii SCALE;1/4" - 1'-0' j I ' ❑ ❑ J i (i I NO. DATE REVISION Qj D(5(®3 > It I> I =)N I � I 1> I 12 I I pol it I FDI FD1 FDI 1 3x SILL( --- -- --------- -----J � 1 I I s L-- -------- --- ------------------ I I PROJECT TITLE 0 u0 0 LA LACUNA - LARGE � I i I I FOR THE FORECAST a GROUP 10610 GIVIG CENTER DRIVE Ell! I ❑ I I m I RANCHO CUCAMONIGA,GA 9I.150 � I 5 I ARCHITECT CONG.PAD I s PDI I DANIELLIAN w 2.4 EAU •BOTTOM FDI I I 12 I I PROJECT NO. 3590 FDI I i; i� I FOUNDATION PLAN 2C SHEET TITLE ❑ ❑ I ' 2 D T 12 J Z h 13x SILL FDI FDI FDI 1 3x 61LL( SCALE:1/4'= I'-0' 1 1 J � FOUNDATION �- -------- ---------- --� PLAN FOUNDATION NOTES: Li ALL DIMENSIONS SHALL BE VERIFIED WITH THE ARO-41TECTS DRAWINGS ANY DISCREPANCIES SHALL BE RESOLVED PRIOR 7O COMFIENCMG OF WOW LALL EXTERIOR AWALLS CHOAIETO bEDDEDWITHAre"1"INTO R FOUNDATION PLAN 2A BY L 10•LONG ANCHOR REBOLTSTO EMBEDDED AT LEAST D INTO CONCRETE -. WITH A MAXIMUM SPACING OF 12.OO. THERE SHALL BE A MINIMJ'1 OF TWO BOLTS PER PIECE OF FOUNDATION PLATE WITH CNE BOLT LOCATED WIT14N 12.OF EA END OF EA.PIECE. SCALE I/4" I'-0" : , A PROPERLY SIZED WJT AND WASHER SHALL BE TIGITENED ON EA BOLT TO THE PLATE. 2.ALL SHEAR WALLS AM TO BE SECTJRED WITH ANCHOR BOLTS SPACED PER FOUNDATICN PLAN ANCHOR BOLTING. ORIGINAL DATE: 3.ALL NTEROR NON-SHEAR WALLS ARE TO BE SECURED WITH SHOT PINS INSTALLED MR MANUFACTURERS RECOMMENDATION"," NA.STRICTURAL ENGINEERS CALCULATIONS GOVER4 IN CASES. AB64 :5/8"DIA X 12"ANCHOR 5OL75 AT 64"O.C. 4.INSTALL ALL SIMPSON(OR APPROVED EQUAL)FOUNDATION HARDWARE A856 :5/8"DIA X 12"ANCHOR BOLTS AT SW Of, PER MAMFACTURERS RECOMMENDATIONS.DEEPEN FOOTING WHERE A848 :5/8"DIA X 12"ANCHOR BOLTS AT 48'O.C. NECESSARY 70 PROVIDE ANCHOR EMBEDMENT AT 14OLDCUN LOCATIONS. AB40 ;5/8'DIA X 12"ANCHOR BOLTS AT 40"O.G. H02A :(U SIMPSON HD2A PER POST. 5. PLATES DIAMETER VERIFY WITH FFRRAM�ING PLANS. FOUNDATION A532 :5/9'DIA X 12"ANCHOR BOLTS AT 32"Of- HDSA :(1)SIMPSON FD5A PER POST. 6.USE 2"x2"x3A6•THICK WASHERS AT ALL ANCHOR BOLTS. AB24 :5/8"DIA X 12"ANCHOR BOLTS AT 24'O.C. HO A :(V SIMPSON HID6A PER POST. �q A516 :I DIA X 12"ANCHOR BOLTS AT 16"O.G. HDBA (1)SIMPSON HDBA PER POST. SOIL INFORMATION: A58 5/8"DIA X 12"ANCHOR BOLTS AT 8"O.C. HDIOA (1)SIMPSON HDIOA PER POST. QPOFESS/QN 2ABXX :(2)3/4"DIA X 12"ANCHOR BOLTS. HDI4A :(1)SIMPSON HDM OR A PER POST. N4e`%O�, EN - °` I.FOUNDATION 511 DEPTHS,AND REINFORC81EN7 ARE c AS RELOMMIEIIDED UTHN THE OWERiDEVELOPER'S 501L8 ENGINEERS REPORT. 3ABXX :(3)3/4'DIA X 12°ANCHOR BOLTS. H020A :(U SIMPSON H020A PER P05T. h v PRINT DATE HPA :(U SIMPSON HPAHD22 PER P05T. 2.OII.NER/DEVELOPER AND SUBCONTRACTORS ARE 7O HPAHD22-2P:(1)SIMP50N HPAHD22-21 PER P057. Q E .March 3, m REVIEW THE 60ILS REPORT PRIOR TO COMMENCING CONSTRICTION. 2-'4 :PROVIDE A TOTAL OF 2-4 AT TOP AND IT IS THE RESPONSIBILITY Gf THE OWNER DEVELOPER AND SUBCONTRACTOR 2141 ;(2)SIMPSON HPA.HD22 PER POST. TO RE VERIFY THAT THE REPORR DATE ABOVE IS CURRENT AND PLAN 2 4 AT BOTTOM OF FOOTING,3'PAST POSTS. MTT2815 ,(1)SIMPSON MTT28B PER POST. ' RE ARE CCWSTANT WITH ANY UPDATED SOIL REPORTS. c 3-'4 :PROVIDE A TOTAL OF 3 4 AT TOP AND HRH ;(1)SIMPSON HTT16 PER POI A SHEET N0. ———————— NON-SHADED FTG.INDICATES 3'4 AT BOTTOM OF FOOTING,3'PAST POSTS. la r 12"WIDE x I8"DEEP PG. LTTI9 :(1)SIMPSON L"S PER P05T. OFC/RL1W- o, L---_-----J W(1)a TOP 4 BOTTOM CONK. 4-'4 :PROVIDE A TOTAL GF 4•4 IN TOP AD HTT22 :(U SIMPSON 14TT22 PER POST. 4 4 AT BOTTOM OF FOOTING,3'PAST POSTS. "3 } USE(I6)Ibd NAILS PER TOP PLATE SPLICE LATERAL SHEAR NOTES: 19 3x SILL N L•M'-0" Q (2001 LBL 1 FRAMING,MEMBERS 17 M1,�y+o- ryfi+p ICE- DOUGLA4 FIR-LARCH A A s D l� l A716"QC _ I. 2 LAYERS 50 BLOCKED EDGES 1 FIELD AT BASE LAYER,SdL Wf.00LER NAILS VIOL AT EDGES 7 -175 FLF H 1�9 M BA --'---- -- 4x8 AND FIELD AT FACE LAYER I I ___ — 2. V2'DRYWALL WITH 5d COOLER NAILS AT 1'OL AT EDGES*0 FIELD — SO P"' s9a 3 o� (TABLE DRYWALL L WITH ESI/FME,INc. (FROM CLG I I �* (TABLE25-ILBC) I I v I 3 SA3'DRYWALL WTH 6d COOLER NAILS Ai T OL AT EDGES AND REED- `58 FF 2 SD1 4. IRE E 25-1 WITH 5d COOLER NAILS AT 4'OL AT EDGES AND FIELD - 63 FLF (TABLE 15•I IBC) $W�•��� A5t A'J'' 73 FLF IBM E.I&TH STREET OPT. TUB/SHOWER A� FAMILY M P` I M BED 5 5S'DRYW ALL WITH 6d COOLER NAILb AT 4"OL A7 B2GE6 AND FELD— SMITAANA CA 52101 NOOK 9'-O' CLG I (TABLE 25-I UBL) 6. IRE BLCLKED DR7WA.L WITH 5d COOLER NAILS AT 4.OL AT EDGES - �� PHONE:114.835-1800 9'-O" CLG 9'-0" CLG AND FIELD.(TABLE 25-1 UEC) FAX: 714-835-2819 SSo mp CALE:1/4"=1'-0" 9'-0° CLG ,^ 1. B/S•BLOCKED DRYWALL WITH 6d COOLER NAILS AT 4•01 ar EDGES — FOR ADDITIONAL AND SPECIFIC 9 I0 DRAG LOAD 3DRAG TRUSS W RROO EN' BDI w�`��; AND FIELD.(TABLE 25-1 LBW INFORMATION Not SHOWN HERE 'a TYP. ) �, I DRAG TRUSS m/ROOF EN. A T/B'STUCCO OVER APPROVED LATH WITH K GAUGE STAPLES —w PLF 1 < DREG LOAD 4430• AT b'OL AT TOP AND BOTTOM PLANES,EDGES 6 SHEAR WALL, REFER TO MAIN FRAMING PLAN J ) ` 40FI D(TABLE 25.1UBC) I) Q < 9-0" 9. 1/6'ST=OYER APPROVED LATH UMTH 16 GAIGE STAFLES AT 3'OL-2"PUP t) O I AT TOP AND BOTTOM PLATES,EDGES AND 6"OL AT FELD. ) ICBO REPORT N01254(OR-141) b ) g ( it. 3/8"WOOD sTRCTU2AL PANEL WITH ad COMMON NAILS AT 6'OL At EDGES AND 12"OL At FIELD(TABLE 23-11.1.1 WIC) -260PLF K IL 3/8'WOOD 5TRETURAL PANEL WITH ad COMMON NAILS AT 4'OL AT _�o MF v EDGES AND U"OL AT FIELD(TABLE 23•11.1-1 UBC) I U, 3/8'WOOD STRCTURAL PAEL WnN 5d CLMMTON NAILS AT 3.OL AT el 9'-0" CLG r 6 EDGES AND O"OL AT FIELD(TABLE 23-II-1-1 LOCI -490PLIF L• 11'� 13. 3m.WOOD STRC7U COMMON �AL PANEL WITH ad COON NAILS AT 2'OL AT M BED EDGES AND U'Or,AT HELD(TABLE 23-11.1.1 LAC) —640 PLF CLG 20 14. IR'(02 SW Sol STRUCIURAL PANEL WITH Ibd C M"NAILS At r OL A7 M BA I 9'-O" CLG SpI 'TYR BED 2 EWE S ANDI2'OZAT19ELD(TAME 23-11.1.1UBW -Tie FLF (FROM CLG --- 9'-0" CLG A S. IQ"(OR 592)SiRCT.I YIOOD PANEL WITH IPA CO'F'ION NAW.B AT 2'OL At Rom- A'l EDGES AND 12'OL AT FELD(TABLE 23-11.1-1 IBC) -8T0 PLF NOTES: m A WOOD STRIOWR4L PANEL:MATERIAL APPROVED BY APA,PFS/1EC0 OR PRT88URS TESTING Y I B THESE V&ES AIM FOR DOUG-PI 2 8DI ORSCVTHELABOW PINE,OTER LUMBER SPECIESBMAT DIFFER IN SHEAR CAPS E&R LARCH 'a D I N I NG " A7I e. PROVIDE 2X BLOCKING AT HORIZONTAL WOOD STRUCTURAL PANEL PANEL JOINTS. 9'- CLG 9 m (FROM CLG 3X BLOCKING WIEN NAILING IS AT 3'OL.OR LESS. v C. WERE WOOD STRZ1WRAL PANEL IS APPLIED ON BOTH FACES OF WALL AND NAIL SPACING 6*At 22 IS LESS THAN 6"OL,PANEL JOINTS SHALL BE OFBEt t0 FALL CN DIFFERENT FFWING 2 J I I C MEMBERS OR FRAMING SHALL BE 3X OR WIDER AND NAILS STAGGERED CN EACH SIDE ——————— I I 9'-0" D. W3ERE NAILS ARE SPACED AT 3'OL,THEY SHALL LE STAGGERED AND 3X OR WIDER WALK-I 801 FRAMING MEMBERS SHALL ISE USED A7 ADJOINING PANEL EDGES (INCLUDING HORIZONTAL BLOCKS). , ___-___ 9'-0" CLG E. 10d SHOW 00X NAILS MAY BE USED M LIEU of ad OR Led COMMON NAILS•CT.w WALLS ONLY. / / 477, N0. DATE REVISION � F. 2'x Y z 3A6'STEEL PLATE WASHERS ASS fffG711PoFD ON EAGI BOLL NBG SECT.10866U D B I G. USE 3.M MSILL PLATE AT SHEAR WALLS p,- 1S(NAILING 3'O-OR LESS) J DEN GABLE 2-O CLG AI HOFiQONZAL: ALL ROOF*0 FLOOR 23"AT t II II BE EXPOSURE 1 OR EXTERIOR Dy it: 11 S 1 AND �)TO RE �f ... 9 DO NO B1RE 9 �' JOIST SPACING EQUAL TO OR LESS THAN 24"OL,6/32WOD STRCTURAL PANEL PII 2", BA G Lk V INV7` 9'-0' CLG T OP PLATE WTN Bel'.AT b"OL AT EDGES AND BOUNDARIES,tl'OL FIELD. 9'-0" CLG ^ RE THE A 9' 0 C C M T60 W�L F OOR'JOIBt SPACING EQUAL i0 0R LESS THIN 16 OL:RA2'WOOD bTRUCNRAL PA EL 713 BHTG, 1 L �•:` S ra. BD2 m Fill 32/W,.oi a AT 6'OL AT EDGES AND 50WDARIES,18"OL FIELD. DI 9'-O' CLG WALL A JOIST SPACFill 4040, ING TO OR LEST�'OCBA/32"SW WOOD STRCNRAL PANEL T W SHTG. . OC AT ,III OC FIELD. _ F� PANEL iNG bHTG, Pill IS/11 uUlOd eE AT�b" OR LESS EDGES AND BOUDARES,IU'OOP S C-� JOI G FIELD.FI �- ROJECT TITLE O _ DRAG,LOA ER TRJSS F72gF ETL OL sxa_.... 4xWk _4xe DRAG LOAD.36o-aA LACUNA - LAR6E _. PANEL EDGES SHALL HAVE APPROVED IGH JOINTS OR SHALL.8E°IM'PORTED WITH \ 4{4 ^ BLOCKING NOT R:LLIFiBD WHEN LIGHTWEIGHT CONCRETE IS PLACED OVER 91BFLCCR 17 II I P GH I �ll ,B �r �;�.-, BRM FRAMING LEGEND: OPT. RETREAT @ BEDROOM 2 NI _ �' 32 / FOR S 2D "TI 19 LG I I 8 O 3%ISILL" j T10P PLATER `I 5D2 —N -.-� INDIGAIEb SPAN AND DIIECtICN OF ROOF J°'S75 AND RAFTERS THE FORECAST V r �\ r ^i W/O HANGER �--(�- INDICATES SPAN MID DIRECTION OF GROUP SCALE:1/4"z I'-0" ----__ �� - - FOR ADDITIONAL AND SPECIFIC ❑ ❑ P NC 13 I ... INDIca7EaSPANAND DIRECTION or 10670 CIVIC,CENTER vRh/E RANCHO GIGAMON6A,GA 91-f30 INFORMATION NOT 5HOWN HERE --- m ' FLOOR Joists REFER TO MAIN FRAMING PLAN GA AGE \ / INDICATES SPAN ANDDIT�CTIONOF ARCHITECT OISTS 9'-0" CLG INDICACEILINTES SSPA DANIELLIAN —� (FROM TD.C.) 1 �' DECK JOISTS(SLOPED DIRECT ON USE(15116d NAILS PER 70P PLATE SPLICE SDI DINING BED 2 B 2X6 AT 12'IC OIC I-JOIST TABLE SIZE 1 PROJECT N0. 3590 (FROM CLG (FROM CLG A r n b°4L MArACTUPEROPth" Ay- L 2X6 At 14"o1 SHEET TITLE D 2XB AT O"OL O- I-JOIST•U'O.C. a1 so. TJI/150 I I H r- 1 E zo AT 16"OC R- I-JOIST a I6"OL. b) S VY LPI/80 I I 8DI ► F 2xS AT 24"OL 0 S N'BCl/480 I I 9'-0" --J AT GABLE END WALLS IF 'edJ� DRAG T,WUSS.ROOF EN ; ROOF FRAMING G 2wo AT O^OL S- I-JOIST•H2.OL d) 9 Vi'9J/80 PLY SHEAR I8 RLN DRAG LOAD•182®' UP 70 AND NAILED N 2XI0 AT E"OL U. 1-JOIST a 12"of PLAN Ht TO BOY.CHORD OF TR189 CCNT.4x14 U II 1A3'Till/80 -OK TO OMIT A35'e AND L.20'-b"W J TXIO AT 24"OL PLATE SPICE NAILING K (22IXIO AT 16"OL V- I•J018t•16'OL. b) II 1/8"LPI/88 OPTIONS c) II T/8"BCI/490 L 2XW At IVOL W. I•Jo •192E OL. d) II 1/6'SJ/60 A --- - --- --------- BED 4 M 2XD AT 16'OL (FROM CLG BED L•Y-3" b L.2'-3" X- I-JOISTe WOO. LIVING 3x SILL SDI 6DI 3x B LL N 9(12I2 T I OL a) 14"TJI/150 9-0" CLG 9'-0" CLG EXTEND PLT EXTEND PLY P (2)7XU AT 6.OL Y- I-JOIST•W"Ob b1 W'LPI/250 U lt•0CI 1450 4'-0"a HDR 4'-0"•HDR T TRBS AT 24'OL Z- I-JOIST a IB2'OL. d) 14"S1/BO G.L INDICATES((1)1 3/4-'x II 1/8"GAN6LAM LVL I9 E NIl'I JVr.'01 Cal. NDICATES CsANCa-LAM LVL 20 E 1'01i PF.R^Ai( M•L INDICATES(D 1 3/4'x II 1/8" MICROLAM LVL LB E ( is c P.L (OR PSL) INDICATES PARALLAMT PSL 20 E O�161 DATE':" V.L INDICATES((1)1 3/4"x II 1/8"VERSALAM LVL 2ID E vL INDCATES VERBALAM LVL 20 E PY ... ..........®.______._._._._.._DATE S.L INDICATES(U 1 3/4"x II 1/8"STRUCLAM LVL LB E T1:. i.,, b'L."i�•,:'.r,�v:•U for uc1hT%t�o_i the SL INDICATES STRUCLAM LVL 20 E Is TSR INDICATES 11/4"BY DEPTH OF JOIST TIMBERBTRAND RIM I, 1 1 ,a1,1 I nit ins EN. INDICATES EDGE NAILING a 6"OG. n I.:y �,.N City a.l. •ies I u O6 HEADERS AND BEAMS,REFER 7o ENGINEERING cA cS. II--II PORCH I ' 0 m INDICATES INTERIOR BEARFIS WALL T" 1. ,'c, on ® APPLY SWEAR PRIOR 7 I NG OF PEWENDICULAR WALL AND/OR BOX-CUTS.(WHERE APPLICABLE) (FROM CLG I FRA"NOTES LEWD -d. I I GARAGE c ------ MARK: DESCRIPTION • n (FROM CLG SPND,16d SOLE PLATE NAILING.D^o.C. O POf ES (FROM T.O.C.) ROOF FRAMING PLAN 2A m Ill 111 1III AlN �y. PRINT DATE SCALE:1/4" I'-0" SPNIO,Ibd SOLE PLATE NAILING .0 a 10"O . (O v 9 o _ SP118:Ibd SOLE PLATE NAILING a 8"OL:. SPNb:Ibd SOLE PLATE NAILING.6"OL. IJ C.No. -30407 N m . ar h31.208W 30 ^ /� OPTIONAL BEDROOM 4 @DEN �Pl`cw`AT' TIONAL AND SPECIFIC SPN4,Ibd SOLE PLATE NAILING a 4"O.C. SHEET N0. S2-eN [ON NOT SHOWN HERE 0PN3:16d SOLE PLATE NAILING a 3"O.G. Vv/L L REFER TO MAIN FRAMING PLAN q -l F�`P SCALE:I/4"=I'-0" 91°N2:lid SOLE PLATE NAILING•2"01. OFCAL�` 35W 3-1-03 /11-'� ESI/FME,INC. STRICIU A D6WR5 IWO E.10FI STREET SANTA ANA,CA 9210I PHONE:1I4-835'800 1 FAX: 114435-2919 FAMILY NOOK MBA M BED FA I NOOK M 5 M ED 9'-0" CLG 9'-0" CLG 9'-0" CLG 9'-0" CLG 9'-0" CL 9'-0" CLG 9'-0" C -0" CLG J� 1 �LS`1 L T I < \Q I) 0'I A > t i 4 ) r I WALK—IN1 W LK—IN T KIT s'—O" CLG IT t 9'-0" CLG BED 2 9'- ,• CLG BED 2 9'-O" CLG 91-01• C IDLE DINING BA 2 s' oNc eG B ' 9'-0" CLG Q t I 9'-0" CLG I � 9'- CL 0 sDi SDI ( �1 N0. DATE REVISION I Qj 5/5/®D 16 SDI a T a 16 Q Q p 8°' � p :. L DEN 51 BED 5 LIVING DEN 5 - ED 3 g 0"CLG- ..._...-- g'_0" , 0„ CLG 9'-0" CLG 9'-0" CLG 9-0. 9' 0" CLG _. .. ...:.. .. GIRDER TRU88 PROJECT TITLE ... A LACUNA — LARG ............ ._.,.,.:...:.:............................... ..............................................._.. .................:...................:,:<:....,::::.,....::._.:.:....,-.::. SDI .:::... -............................. .......... :...........:....:i 1 b 4 ....:.......: -::p - .. .. FOR IRDEWTF........_-._....._ _._...::._.:.... e THE FORECAST GROUP RAMC CIVIC CENTER DRIVE G _ G.T. I-# _ 1 RANG+iO GUGAMONGA,GA 91?90 ' 13 9'-O" LG 9'- CL '-9 2 L=15Y !� ARCHITECT 1 3x SILL T APPLY PLYUIOOD DAN I ELL I AN BEFORE BOXING OUT PROJECT NO. 3590 GA R AGE GA AGE SHEET TITLE 9.-0" C G 9-0" O ti�y< (FROM T O.C.) (FRO .) GIRDER TFNS5 PARTIAL ROOF .` FRAMING PLANS ry+h B & V T —_ _---_—_—_ - --_ _— F(1.q PEin.lil l:�.cU<11C . P. L_Z0_6_ CONL 4xl4 -Q-__ SCOIT FALLKAS&ASSOCIgIE 1JC CY -r 12 I I2 ORIGINAL DATE: :-ta rile SDI 8DI 9DI 3x 81LL 3x 81LL EXTEND PLY EXTEND PLY ®.. �.•n n y��QpROF S lFy In PARTIAL ROOF FRAMING PLAN 2C PARTIAL ROOF FRAMING PLAN 2B Qy 9�c PRINT DATE SCALE:1/4"=1'-0" -',--ALE:1/4",I'-D" �w Uc.No. - 7 to m �n FOR ADDITIONAL AND SPECIFIC 37•200[ 33 FOR ADDITIONAL AND S�CIFIC INFORMATION NOT 5N0111N HERE INFORMATION NOT SHOLLN HERE ' O ER REF T MAIN FR.AMINC% PLAN REFER TO MAIN FRAMING PLAN gVI L M * SHEET N0. C n- JL m I I I \ I i \ • / I \ I I 'L V N i 4 ' I an ' I ESI/FME,INc. 9'-O" CLG II I s'-d+'\cL , I 9'-M CLG S1iFIC1UR4L 9167 EFR0 / 9'—m CLG I / I \ / \ emm E.16TH STREET I I NG I \ / I ♦ I I u_ I ENn / T \ I SMTA ANA,CA W101 / 9'-0" CLG I ` ,� 6 1 uW-L \ , \ / \ PNGN-:114-635-2000 / I \ / \ I Ilm 1-2 , I FAX: 114.835.2815 n„� I SDI I +a MST60 22 I , zs W/o�_� \ I \ 1 8D2 I a 9D2 v 4x6 4x6 x61 I I M5T60 22 \ �•` `M14 I CLG I �' I u I I _4x6_ 4x6 4x6 I _4x10 I I I DRAWSIRDER TRIM m ROOF Ex \ I I I I 4x10 DRAG LOAD•3205• \ I I ! I DRAG/GIRDER 3205TRIMw/ROOF Ex ', i \I IM DRAG LOAD3205= 12 8D2 L•14'-C" 11 GH a 77 I mxl 1 I a+ 8D2 I a I I t 12 II '-0"ICLG r 14 8-3 M5T60 �I CLG ^ M8T60 / I 3.I81LLY l a I 8DI 501 I T I T I T I I r I p+a� ❑ i I❑r l /'� \`\ i --------i= --- BED 5/ L_______— --____7 BED 5/ , �, I I OFFICE I GARAC7 I `M1 GIRDER TR1188 .. .. ..� ........ e" a _ —0" CLG I 9'-0" CLG I 1. O I I (FROM T.O.C.) 0{ ,/ ®tL / FROM TIO.C.) lo r m=13 I T n 6 I / r // I BDI I 66DI I _ ! sD1 18 I I < I BD7 DRAG TRW m/ROOF E` SDI8DI I , L•6" DRAG iR199 m/ROOF Ex 1 c A35L4x6 I ...._.._.._.._.._,._.._,. 4 KAW. I / 4x6 4414 DRAG LOAD=1130= I c,r a'OL. 1'1 I NO. DATE REVISION It I 25 P+p I I I Gc II �2 --- 1--------------� 5/5/03 L.10'-4 8DI 8D2 J L.10�_4�� ----------- 2-CAR GAR. / BR 5 OPT. ROOF FRAMING PLAN 2C 2-CAR GAR / BED 5 / OFFICE ROOF FRAMING PLAN 2A SCALE:1/4".1'-0" FOR ADDITIONAL AND SPECIFIC FOR ADDITIONAL AND SPECIFIC INFOR1ATION NOT SHOUIN HERE REFER INFORMATION NOT SHOLLN HERE FP� TO 2A/2-CAR OPTION FRAMING PLAN REFER TO MAIN FRAMING PLAN PROJECT TITLE LA LACUNA - LARGE LLL LLL LL LLI I I , I FOR L�� I\ / I THE FORECAST LL� GROUP LIVING BED 4 �_�� ;I BED 5 I I I \ � 10670 GIVIG CENTER DRIVE l I I RANCHO CUCAMON&A,CA 91150 9'—O" CLG 9'-0" CLG �L \xl I ii 9'-0" CLG // LLL--I��ry ii SDI TYP. I I 9'-0" I LLL L �/ING B 4 ARCHITECT / I BED 5 I I I 9'-0" CLG 9'-0" CLG DANIELLIAN o I -- L L L — —'�--- ------------� I '� I �' I �'—'� Lt /' I I I //' I PROJECT NO. 3590 L—————————— -- — — ---- / I Z------J SHEET TITLE ----- _[—--------- I a 2 PORG �___.__._____._ I I i I GIRDER Tfum D 9-0" CLG �, I I I I I [- GIRDER Tf;uw c I! I I �, 2-.4 I I I/ ' I 2 CAR GAR I -- -t==-==---------- --------- FDI I B22 DI I T �-0" CLG\\ M1+o- rr BED 5/OFFICE OPT. PLANS BED 5/ I I /' axe OFFICE I C�ARA6E I I, _ _—_ I \I // \ I 9'-0" CLG I 9'-0" CLG I �— BED 5/ I I (FROM T.O.C.) FOR PE.FiMIT ISBUnNCE�1 BDI c� I / GIRDER TRu88 I I I ��(� scoT r FAZLnns s nssounl Es n ; G.r. \\ e�' �fR1cINSL_nAiE_ FD1 7i MY I I I r T a, FDI ❑ ❑ I'i I /'/ 5D2 /'/ // SD2 r —_----__ _._____________ v 12 A 40 1 IC_____________ I �r FDI Y-•4 / 4.14 \ I �t —�---- PRINT DATE _2- AR GAR / BED 5 OFFICE FOUNDATION PLAN 2A 2B & 2C 2-CAR AR. / --'Ty� C G BR 5 OPT. ROdt7zl AMING PLAN SDI ; FESSlpN otg' SCALE:1/4" =F-0" SCALE:1/4''=1'-0" �Q.. ��'��� SHEET NO. /\�/%� FOR ADDITIONAL AND SPECIFIC FOR ADDITIONAL AND SPECIFIC °5 S2-4 g INFOWATION NOT SHOILN HERE INFORMATION NOT SWW4 HERE REFER Q 31 MN REFER TO MAIN FOUNDATION PLAN TO 2A/2-GAR OPTION FRAMING PLAN w -OWL r- I I --------------------- 16 I — SDI II s-o — I " "� ��----- 9IDI I x x l L I NG DEN 5 D 5 L I V I N DEN 5 F=_ ,�� I; D 5 ESVFME,INc. -0" CLG 9'-0" CLG 9'-0' I/x li 9'- ' CLG 9'-0" CLG II 9'-D" CLG '-0" I 9'- CLG SiRiCTUR4�EwaaI&-" ! IWO E.I&TH STREET SANTA ANA,CA 97101 ,I NMIall® i� A PW";114-035-2500 jI 9x BILL PAX, 114.533-20M u xx,I- L•11'- WMST4B II R O T60 17 14 4x6 i y ll-+ SD2 22 602 J L II DRAGK•IRDER 1Po195 u✓ROOF EN. DRAG LOAD•4360 PO zz GH - --- RGH p+► p+p 3I 9'-0" CLG : -0" CLG S 3 sa I_9 a I SDI SD7 ❑ ____ ___ ILUI T -GAR GARAG 5-GAR ARAGE 9'-0" CLG 9'-0" CLG (FROM T.O.C.) (FROM T.O.C.) T p+p.� y+p.� �DRAG TR1B8 m/Ia�OF EN.� P b+pC 1 DRAG LOAD•7000 4x10 CONT.4x14 L•22'-0"s ❑ Ell D 12 NO. DATE REVISION --------------- ---- I ----_ -___ ---L• LL 3-CAR GAR. OPT. ROOF FRAMING PLAN 2C EMENDIPLY EXTENp PLY Q 5Fa/03 4'-0" SCALE:1/4".I'-0' _ 3-CAR GAR OPT. PART.. ROOF FRAMING PLAN 2A .. ,FOR ADDITIONAL AND SPECIFIC - - INIFOR`1ATION NOT SHOWN HERE REFER TO 2C 2 CAR/150 5 FRAMING PLAN FOR ADDITIONAL AND SPECIFIC INFOR'1ATION NOT SHOWN HERE REFER TO MAIN 2A 2-CAR C.AR.BED 5 FRAMING PLAN PROJECT TITLE H_ LA LACUNA - LARGE I I 9'-O" I l Cl FOR l THE FORECAST GROUP I I 10610 CIVIC.CENTER DRIVE I I X RANCHO CUCAMON&A,CA 91750 I F i ARCHITECT LIVING DEN 5 =_ y I BED 5 9'-0" CLG 9'-0" CLG 9'-0° I �x II 9'-0" CLG l l �, y DANIELLIAN I 7 16 FD1�: 2-'H ---- -- ---- -----------J PROJECT NO. 3590 fu sx I � L---------------- ----- ------ ---J I SHEET TITLE 0 0 I TYP. 3 I -__- I 3 P GH 3-CAR iI -0" CLG r FRAMING & FDN PLANS aA, B, & C 4x0 I I I l I 5-GAR GARA I I 9'-0" CLG 5 I (FROM T.O.C.) ..._ F'DI 9 �y I PoI I ORIGINAL DATE: I I I 1 D 1 17 2-•4 I PDI FDI 2-•4 ro FDI iDl r.' 3x 81LL c I � 12 ❑ ------- -—-—-—-—-—-—-—- n �I ❑ P PRINT DATE g 3-CAR GAR OPT. PART. FOUNDATION PLAN 2A, 2B, & 2C 3-CAR GARAGE OPT. ROOF FRAMING PLAN 2B SCALE;I/4" I'-0" SCALE:1/4''=I'-0" F10FE !0 �QP SHEET NO. eI�-5 FOR ADDITIONAL AND SPECIFIC FOR ADDITIONAL AND SPECIFIC htve' 'cO Fyo JL yytt INFOWATION NOT SHOWN HERE 3" TO 2A CAR//BDR4 INKS PLANER y v REFER TO MAIN FOUNDATION PLAN alc p Li.No. 07 s lye ClVtL���Q* I FOUNDATION NOTES: ALL DIMENSIONS SHALL BE VERIFIED WITH THE ARCHITECTS DRAWINGS -- -- I ANY DISC�PMIGIE5 514 L BE RESOLVED PRIOR TO COMMENCING OF WOM - --- I I.ALL EXTERIOR WALLS ARE TO BE SECURED WITH 5/8'DIAMETER ________ i WITHle.A MAOXIFAYM SANCPRINBOLTS G OF(EMBEDDED AT LEAST T'IMO CONCRETE Qf MUM OF TS PER ECE OF ATION U U PLATE OATH ONE BOLTILOCA DnIWIITH�12'OF EA MEND OF EA.P ECE I- r A PROPERLY SIZED NUT AND WASHER SHALL BE TIGHTENED ON E4.EOLT -------- I I I I .�--+ I 70 THE PLATE. - ---- I I -----I I I I I I I I L— L— 2.SPACED PER rooSmAA I�a°PL�w ��D WITH aNcuoR BOLTS ESI/F INC. 9 LOT IB 24"50.x 12"OP. 24"5Q x 12"DP. FJ7i�JC1UR4l E�kiIN ER$ —--—J L—_______--_J FDI ONLY CONC.PAD CONC.PAD 3.ALL INTERIOR NON-SHEAR WALLS ARE TO BE SECURED WITH SHOT PINS IWO E.I&TH STREET L---.+�-------- F1 INSTALLED PER MAMEACTIREAS WCOMMENDATIONS.UNO.STRUCTURAL FDI ENGINEERS CALCULATIONS GOVEFM IN ALL CASES 5ANTA ANA,CA W101 PHONE:TI4-835-1800 4.(PER MM,UFACTURERS RECFO CMIMENDATALL ALL SIMP50N(ORDIONS.DEEPEN FOOTINLINDATIONG WHERE FAX: TI4.835-2BI0 J.J i✓',�^� " " �^ -�-.---v-v v v-v-v-..- - - NECESSARY TO PROVIDE ANCHOR EMBEDMENT AT HOLDOWN LOCATIONS a o - __ —- _; ., —_ r"PLATES,UXA E IOCCUR.4 BED WIITIimFR41MMG PLUS ( ; r I "THICK WASHERS Al ALL ANCHOR BOLTS. x I SOIL INFORMATION: I - - - 1 TYP. F REC WITHIN aREERCEEVELOOPERTS SSOOLS ENGINEERS REPORT. 12 I •,_ ,-�' I /.,.,FDI 2' TO AR IEEWW TTHEELS°OIILLs PORT PRI AID OR O COMMMMING.CONSTRUCTION I �7 IT IS THE r85FLTI5181LITY OF THE OINK DEVELOPER AND SIOCONTRACTOR TO VERIFY THAT THE REPORT DATE ABOVE IS CURRENT AND PLAN RE4MIREMENTS ARE CCNSISTANT WITH ANY UPDAD SOIL REPORTS. -------- NON-SHADED FTC.INDICATES } (A I I F— _j 12"WIDE x I8"DEEP FfC Lid I i J w/(1?4 TOP(BOTTOM CONT. L_:__ I 3x SILL 3x SILL I, LL- } 3 I 2 } 2 J J L ANCHOR BOLTING: 5 I I °0_ `I AB64 :5/8'DIA.X 12"ANCHOR BOLTS AT 64"O.C. I L—__— — ------ ---- ------ — — ---- m� li AMC, :51W DIA X 12'ANCHOR BOLTS AT 56'O.0 L-----------------------J r r-- --- I_ ) r --J L—_--� ---_ — --__---_--�-, T(1 A848 :5/8"DIAX12'ANCHOR BOLTS AT 49"O.C. - , , --- i N �i A540 :5/8'DIA X 12"ANCHOR BOLTS AT 40"O.C. ❑ _� I I I I : I ^ �.^ A532 :5/8"DIA X 12'ANCHOR BOLTS AT 32"Or— I I I I A524 :5/8'DIA X 12'ANCHOR BOLTS AT 24.OC. I ABI6 5/8•DIA X 12'ANCHOR BOLTS AT 16'O.C. — I ABS :5/9'DIA X 12"ANCHOR BOLTS AT 9"O.G. 2A5XX :(2)3/4"DIA X 12"ANCHOR BOLTS. NO. DATE REVISION 3A5XX :(3)3/4"DIA X 12"ANCHOR BOLTS. 515103 FOUNDATION PLAN 3B p' D 2-•4 :PROVIDE A TOTAL OF 2 4 AT TOP AND —��y� 2 4 AT BOTTOM OF FOOTING,3'PAST POSTS. f ( -----1 _ I _ _ 3-•4 :PROVIDE A TOTAL OF 3'4.AT TOP AND - - SCALE:1/4"=I,_0:, .. .. _.._ - - I A��I I I �— � 3.4 AT BOTTOM OF FOOTMC,3'PAST POSTS. FOR ADDITIONAL AND SPECIFIC _ - CO SO.x I6^DP. , < I` CONS.PAD i I X Q Q I 4-4 :PROVIDE A TOTAL OF 4•4 AT TOP AND INFOrd'1ATION NOT SHOLLN HERE a/B--4 E/W L---------4j L_---ri—JI 4•4 AT BOTTOM OF FOOTING,3'PAST POSTS. REFER TO MAIN FOUNDATION HD2A :!U SIMPSON HD2A PER POST. HD5A !U SIMPSON HDSA PER POST HA !U SIMPSON HO PER POST El: HOSDSA :(U SIMPSCN HDBAHDIOA PER"T.PER POST. PROJECT TITLE (U SIMP5ON❑ I 12 �" J A 16 � I HDIOA LA LACUNA - LARGE WDI4A :(1)SIMPSON HDI4A PER POST. ----————— -- -- I 24-Sa x 18"OP. Q I �l / I W020A :(I)SIMPSON WD20A PER POST. - --- CONC.PAD I -`-^-' I HPA :lU 91MPSGN HPAHD22 PER P09T. w/2-4 EAU --- s BOTT. I I HPAHD22-2P :!U SIMPSON HPAHD22-2P PER P09T. FOR - - --- -------- ------- ' --____-- I I I 2HPA :CZ)91MP5GN NPAHD22 PER POST. THE FORECAST ---- I ------ ____1 I I i Q M77285 :lD 5IMPWN MTT25B PER POST. GROUP RTTI6 :lU 51MPSON HTTI6 R PER POST. IObTO CIVIC CENTER DRIVE I I I I I LTTI9 :lU 5 MPSON LTTI9 PER POST. ANCHO CUCAMONOA,CA QI130 HTT22 :lD SIMPSON HTT22 PER POST_ i t I I I I L--_��—_—___------J L-----------J ARCHITECT 5 I I FDI , DANIELLIAN I I PROJECT NO. 3590 I � I I FpI I SHEET TITLE I I I I I I I I L----------- -----------J FOUNDATION PLAN 3A 3x SILL I PDI 3x SILL I I � I I I I �JiTrA_ KI.S6rSSL),I\-L.FJ�;. ORIGINAL DATE: I I L ; L------------------------J ❑ ❑ FOUNDATION PLAN 3A a SCALE:1/4"=1'-0" M ����0�'�R 2� PRINT DATE FOUNDATION PLAN 30 W O Lc.No, mN m 1 SCALE:I/4",I'-0" P. 3,2864 Co FOR ADDI710NAL AND SPECIFIC SHEET N0. C 3—1 o (FORMATION NOT SI40U.N HERE J REFER TO MAIN FOUNDATION PLAN I (:M1- �OFCAI.IT"- ' LATERAL SHEAR NOTES: ----- -- ----- (2001 CBE) FRAMING MEMBERS g24"80.x 16"OR 'g@ As DOUGLAS FIR-LARLN W 3) CONC.PAD w) *a' I ...� AT W"OL 11114 E.W. C 6 OPTION DECK Cgs I L EDGES 44FFIELD AT BASE LAYESO'BLOCKED RTW4LL WI Sd COER LLDLENALSA NAIOZ ATLS AT SEDGES 7-U5 PLF BM- j 6E TI AND FIELD AT FACE LATER - '.. I 2. IA•DRYWALL WITH 5d COOLER NAILS AT 1"OL AT EDGES AND FIELD 50 PLF USE(14)16d NAILS PAR TOP PLATE SPLICE , LLB_j 1i (TABLE 25.1 UBO) 3. 5/e"DRYWALL WITH bd COOLER NAILS AT 1'OL AT EDGES AD FIELD- 56 PLF OPT. DECK �-� ' H �I 7ABLE25-IUBC) ESI/FME,wc. 3x SILL x - 63 PLF I6'-0' p p �� / p �I I 4. (T DRYWALL WITH 5d COOLER NAILS AT 4"OL AT EDGES AND FIELD ��ER• 25 I rBPN4 I-2 k k i J k 25 L•16'- I'll-. A I rJIIYGLIc✓ SD2 II SDI q ) a l a II II I } h (TABLE LWI _ I O ( r 9DI 19 III" III Lti Lti T3 PLF SANTAEANA CA ffi 01 I r ) 1 I 8DI SDI I fi 4 5. 5ro'DRYWALL WIN bd COOLER NAILS AT 4'OL AT EDGES AND FIELD- I N ( ) I I I TAR ET (TABLE 28•I UBO) 4xb-� -- _- --_ 4x8_ 0 - r ' 3 3 FAX: TI4-839-2819 III TYP. 6. U2'BLOCKED DRYWALL WITH Bd COOLER NAILS AT 4'OL AT EDGES - 18 PLF PHONE:1H-035-2300 So _4x8 3 IR_x 9.I!1_ 3 V!' 9 V!'PSL �3 IR'z 9 IA_PSL x8 /� I O 1\ % 3 fr/'7"x S.IQ" PgL i -- t - - AND FIELD.(TABLE 25-I UBCJ - PLF T. 5/0'BLOCKED DRYWALL WITH bd COOLER NAILS AT 4'OL AT EDGES AND FIELD.(TABLE 25-I UBC) r ) bZ I 1 r k Yx 1�.�'( p a 1/8'STUCCO OVER APPROVED LATH WITH k GAUGE STAPLES ( r v 1 t_ a I a A I x -ISO PLF '1` ' 8-2 LOFT ) a 1 I I `A AT 6•OL AT TOP AND BOTTOM PLATES,EDGES OF SHEAR WALL, 4`I N x{ ') ` `l` '1 / 1 i t�'/ SDI h AND FIELD(TABLE 25-1 USC) 260 PLF } ( - '> <+ LIVING 1 AM Y � 11 fro•STUCCO OVER APPOVED LATH UTN W GAUGE STAPLES AT 3.OL- p+ ppwRAqGG 7R166 yV ROOF EN. "'�"^�,� <I I AT TOP AND BOTTOM PLATES,EDGES AND 6"OL AT FIELD. 14 BRAG LOAD•318m• �� _/ 9'-0" CLG T-O" CLG 1 '-O" CLG ICIIO REPORT N01254(OR EQUAL) 10. 30'UDOD STRUCTURAL PANEL WITH Sd COVION NAILS AT b'OL AT 8T6236 ( m C--A I i EDGES AND 12.OL AT FELD(TABLE 23-II-1.1 USC) -260 PLF ' B D 4 DRAG TRUSS w/ROOF EN. �\ i 1 x Y�[ v U. 3/8'WOOD STRUCTURAL PANEL WITH 6d COMMON NAILS AT 4'OL AT ( 3180 W DRAG LOAD. x_.� ( O r _ yW1 0 -350 PLF EDGES AND OL 1UBG AT FELD(TABLE 23-11.1.1 U• 20 ) 1 I O 13_yl E. 3/6'WOOD STRUCTURAL PANEL U7H SalO0'IMON NAILS AT 3'OL AT ®� 1 u1 SDI WW I ( • I �' �i4 EDGES AND 12'OL AT FIELD(TABLE 23-11-1-I IBC) -4O�PLF m 12 i L,J TYP. 20 Y ) I �• B. 318'WOOD STRUCTURAL PANEL WITH Sd COMMON NAILS AT 2.OL AT "1 ( BDI ) I 3 p C • EDGES AND II AT FIELD(TABLE 23-11.1.1 UBC) -b40 PLF h�' ) i I J}+h i 14 U2'YOR 15/22)STOOD STRUCTURAL PANEL WITH bd COMMON NAILS AT 2"OL AT M-�' _ f EDGES Aa 12.OL AT FIELD(TABLE 23-11.1-1 UBCI -110 PLF L1 SDI 9 1 ( I i 9. 1)2'(OR BG2)STRUCT.I WOOD PANEL WITH IOd COMON NAILS AT 2'OL AT +} a 1 rr 1 11 ) 8_3 3x SILL 0 3x BILL ) I EDGES AND II At FIELD(TABLE 23-11.1-1 IBC) -310 PLF h ♦ i BA K I\� SDI L.6'-0I" p L•5'-3" r <N 14 / ,\ 12 12 } NOOK) 25 ( NOTES: \9T6236 ( N RIB l h 3 9DI 3 9 3 � I SD2 ^` A UDOD STRLCIURAL PANEL:MATERIAL APPROVED BY APA,FFS/IECO OR PITTSBUM SDI 5DI 1 8DI 9DI ^_ O TESTING LABORATORIES(THIS INCLUDES OSS)THESE VALUES ARE FOR DOW-FIR LARCH I/4"x II 11, P.L.w/ N 4x1m 3 1/2" It V8=PSL w/EN FL Bh jA A OR SCUI PSE'OTHER LUMBER SPECIES MAT DIFFER M SHEAR CAPACITIES. - FL BTU- - ( 0 PROVIDE 2%BLOCKING AT HaRIZONTAI WOOD STRUCTURAL PANEL PANEL JOINTS '� 7'-10' 10 0 CI L 3X BLOCKING WHEFN NAILING IS AT 3.OL.OR LESS. g�D1 I LG fi N TRY J R C, WIEFE WOOD STRUCTURAL PANEL 19 APPLIED ON BOTH FACES OF UW.L AND NAIL SPACING 9 \ \ p+h x 8-3 h y 9'-0" CLG - --- BDI CLG +6 8 I p r IS LESS THAN 6"OL,PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING -- 14 v SDI hfi+,\ II W •L 1 CL \Ay' r MV IBERS OR FRAMING&HALL BE 3X OR WIDER AND NAILS STAGGERED OIN EACH SIDE. _ JI_ L-- � M B SD1 SDI E _ �'� 8DI D. WHERE NAILS ARE SPACED AT 9.OL,THEY SHALL BE 9T.eGCfFSiD AND 3%OR WIDER 8 SH CO1.4, `e� y (NCLIID AL BLOCKS)ALL BE D At ADJONNG PANEL EDGESh A 9 I E. 10d SHORT BOX NAILS MAY BE USED N LIEU OF ed OR I0d COMMON NAILS•SHEAR TWILLS ONLY. _ 9DI 8-4 33 NO, DATE REVISION _ ___ ________ - x bU ____ _____ - vY G. USE 3x M)DSILL PLATE AT SHEAR WALLS ILNG3 OL.OR LESS) \ T _ - q J 9 �, Q-Djb(NA Qj 5Fr/m3 . I COW.TOP PLATE ($3 I PLATE B I�' -- -- -- ---- WAIL -I N s ml G -- ---- - - I ;�'�"DI r� y H JJ ` KIT 6-I 16 r D O -1 JII i J "A Q 9-0" C I 4 ALL ROOF AND FLOOR SHEATHING TO BE EXPOSURE I OR EXTERIOR xIw 9'-0" CLG r SDI I I SDI I I I 3 a ti (TABLE 23-I-J-I AND 23-1-5-1 USC) _I 8DI 3-3 ). / • ak A +14 9DI 6-I v 3� 4k6 5DI I a ROCF: JOIST SPACING EGLAL TO OR LESS THAN 24"DC:15,32'WOO STRICTURAL PANEL Pit 24/0, {� _ WITH M.AT 6"OL AT EDGER AND BOUNDARES,12 OL FIELD. Lx.( 4x8 I/4"x II.1/8'�PBL - -_-_-_ dx6 4x6 / FLOOR•JOIST SPACING EQUAL TO OR LESS THAN K"OL:W2"WOOD STRUCTURAL PANEL TV.WIG, ❑ -- FL BMA Y+ - -- - -l�L-- ; ( ; `-v_ - -v- PII 32/6,w/10d's AT 6'OL AT EDGES AND BOUNDARIES,10"OL FIELD. 00 -- L J 2 I 8DI L•I?8„ SD2 T4 }+b'. _�-? +p 9DI �VARIES F'ER ELEv. I)�.8D j 181LLRAG�R148 w)IaOOF I I w PIIB4B/)4,w/10d EQUAL TO OR LEGS tNAN 20"Or:I9rJ2"WOOD BTRGTUR4 PANEL TCa BNiG. I I DRAG LOAD•1800" U PII 40R0,w/Wd*AT 6'OL AT EDGES AND BOADARIE6,10'OL FELD, 7d 1_ I SDI 4x CANT.TJI i �^ EQUAL TO OR LESS THAN 24"OC:23M3 WOOD STRUCTURAL PANEL TAG SWIG, m Im s AT 6"OL AT EDGES AND BOUNDARIES,II FIELD. PROJECT TITLE 14 USE(IS)1661 NAILS PER TOP I'l ATE SPLICE PANEL EDGES SHALL HAVE APPROVED TNG JOINTS OR SHALL BE SUPPORTED WITH LA LACUNA - LARGE SDI 1 a BLOCKING NOT fEGUIRED WHEN LIGHNEIGHT CONCRETE IS PLACED OVER SUBFLCOR NOTE: 8DI o USE(18)lid NAILS PER TOP PLATE SPLICE FRAMING LEGEND: SHEAR IS RIN x ®6 FOR PLY AT E%t WALLS IF �j T SPAN AND DIRECTION Of I UP TO AND NAILED ROOF ROOF JOISTS AND RAFTERS i0 T.S.R.-OK i0 LU m (,��--(^1--LL,) INDICATES SPAN AND DIRECTION OF THE FORECAST NOTE: OMITA35eMID a GARAGE �a 'N V ✓ MISS GROUP PLATE SPICE NAILING �+ 9 II CIVIC CENTER DRIVE AT GABLE END WAILS IF BUT,ADD ST6224 AT RANCHO CUCAMON&A,CA-11TSO 8'-0" CLG /...._n.. INDICATES SPAN AND DIRECTION OF EACH RIM SPLICE. -l.J I FLOOR JOISTS PLY SHEAR IS RUN � (FROM r.o.cJ 1 UP TO AND NAILED LL' SDI INDICATES SPAN AND DIRECTION OF ARCHITECT TO OCT.CFIORD OF TPo169 I j J'\\ �^ -OK TO OMIT A3V6 AND a CEILNG JOISTS PLATE SPICE NAILING I ,I 8DI .-% +► c ; �p'� DAN I ELL I AN A INDICATES SPAN Aa DIRECTION OF JOISTS(SLOPED AS REQUIRED) I I v GIRDER Two$ y A 2X6 AT 12"OL I-JOIST TABLE B 2X6 AT II OL S1g 2 PROJECT NO. 3590 C 2X6 AT 24'OL MARC SPACING MANF E R OPTIONS I (2- I-JOIST A O"O.C. SHEET TITLE I I D 2%B AT R"OL el 9 1Q•Tit/Be CONT.4x14 E RIMS AT 16"OL R- I-JOIST•W'OL. b) 9 to LPI 180 r----------------------� I L•2O'_6"t F 2XS AT 24"OL c) 91/2'W145O I ( -4-w, � G 1x10 AT D"OL 8- -JOIST•192'DL. d) 9�"6J/SO ROOF FLOOR L_1_ L__t 2 - - - \ - D H 1X0AT N'OL 9DI , - 13 J 2XI0 AT 24.0E U- -JOIST•p•DL. FRAMING ^_� a n1ro•w/15® L"3x2SILL 31 DRAG TRUSS w/ROOF EN. 3x281LL K (2J2XI0 AT 16"OL V. -JOIST•II OL b) II fro"LR/50 PLANS 3A EXTEND PLY SD2 DRAG LOAD.2260' EXTEND PLY a) a fro'BCI 1460 L 2%G AT G•Or, W I-JOIST•B1'OL. d) II fro"Si/b0 4'•NDR 4'•HDR M DM AT 16.OL X- I-JOIST•12"OL, N 2X12 AT 24"OL a) II/250 ROOF FRAMING PLAN 3A FLOOR FRAMING PLAN 3A P (2RXI2 AT Ib'OL Y- I-JOIST•16"OL. b) II/250 50 SCALE 1/4"G I'-0" 1 I. 2.bill Pl ) 14:SCI/ SCALE:I/4"= I'-0" T TRIES AT 24'OL d W Z- I-JOIST•82'OL. d) 6J I4 O ete . 1 1x PadUn G•L INDICATES(1)1 3/4"x II 1/8"GANGLAM LVL I9 E , 2 9 GL NDICATES GANG-LAM LVL 2.0 E 3. Dock Joist Par Plan M•L INDICATES(1) 3/4"x 11 1/8" MICROLAM LVL 1.5 E ' 3 P•L (OR PSL) INDICATES PARALLAM PSL 2ID E ORIGINAL DATE: f� 4. 2x Ladger W/5/8 Dla.x V•L INDICATES lU 1 3/4"x It 1/8"VERSALAM LVL 2ID E 4 5'Lag Bolts•I6•0& S- INDICATES VERSALAM LVL 2ID E �gg��� 8•L INDICATES(U 1 3/4"x II V8"STRUCLAM LVL 1.9 E 5L INDICATES 9TRIlCLAM LVL 2ID E 5. Simpson LUS Hangar TSR INDICATES 1 1/4"BY DEPTH OF JOIST TIMBERSTRAND RIM - - 6. 2x Rim Joist Or Tlmbaretraed EN. INDICATES EDGE NAILING•6'Or,.OM HEADERS AND BEAR,REFER TO ENGINEERING CALLS. 1. A35PS•32"o.c UND. ■N R INDICATES INTERIOR BE WALL 8. 2x BlodUrlg ®# APPLY SHEAR PRIOR t0 RAMMG aF S. 16d•6-OL. FEIW9010LLAR WALL AND/OR BOX-OIITS.(WHERE APPLICABLE) FRAMN7 NOTM LEG B I 5 MARL DESCRIPTION OFE o I 6 SPNI2:Ibd SOLE PLATE NAILING•12"O.C. ((.� I I F g I I T 9PNIm:16d SOLE PLATE NAILING•to'.O.C. PRINT DATE SPNB:Ibd SOLE PLATE NAILING•8"O.C. #910'r • �,C 7 Tit m E61,RIE SPINE:Ibd SOLE PLATE NAILING•6"O.C. E 1.2004 9 8I'N4:Ibd SOLE PLATE NAILING•4"O.C. SHEET NO. ��_I' A DECK DETAIL 8PN3:16d SOLE PLATE NAILING•3"O.C. TF G aSPN2:16d SOLE PLATE NAILING•2"O.C. P N ^3 0 `rn i Sy.3590 3-1-03 ESI/FME,INc. WO E.16TH STREET 5ANTA ANA,CA S21 01 Fi1CNE:TU-la35-se00 FAX: 114-035-29a 4xlm 4xb 3 1/l"a 9 1 •ML 4.6 4x8 3 1/2"x 5 I/2•PSL II li 4 II � li lti 1j �ry I II II Ij II Ij Ij I I II I� B 4 BE 5 M BE D I, BED .4 BED 5 M BED 8'- " CL 8'-0" CLG a'-O" CL $DI 8'-0" CLG 8'-0" CLG 8'-0" CLG SDI t{P• T I � --_ — s,_O" --- E3A 2 8-O CLGCLG r——, 8'-0" CLG T I I I I ❑ L —J M BA -- 111 8'-0" CL 8'-0" CLG T ®i - -- I an' .p. NO. DATE REVISION i Ib rib _____,I :.......::. SDI p .<.:.:,...,.. 4 I 8D1 iI Ij ii II 16 _ �I II B. D --- --- - ---- BED 2 I w -IN I; -- --- --- --- BE SDI --- --- --- I' wALK—IN i 8 :o" cL a, 0:, CLG o" L l _ a q II25 8'- CL nk $ lG nk 8-0 CLG ii µ`' y �qt Lo �._...... _ _ — PROJECT TITLE 4xb T - - LA LACUNA - LARGE I 9D2 I II p APPLY PLYWOOD L -I------ 12 --L__J L-_L------------J L_ -m" IBEFORI eoxii4amTTYP. L 15 O" I FOR : I i THE FORECAST GROUP I i 106-70 CIVIC CENTER DRIVE I RANCHO CUCAMON&A,GA 91730 I I T ARCHITECT DANIELLIAN T ` > I I ti�a I I I I I I I PROJECT N0. 3590 I I - G I S SHEET TITLE I I I T •P I ROOF FRAMING PLAN 3 B & C I I I I I L_1__ ___1_J 4x14 --------------- I w DEPTH SDI BLOCKING •WALL w/PLY .. „1: •WALL' w PLY ORIGINAL DATE: QQOFESS/ yq m QUO�pP N ROOF FRAMING PLAN 3C ROOF FRAMING PLAN 3B ic.No C. �N �r" PRINT DATE o SCALE:1/4"=1'-0" SCALE:1/4"- 1'-0" Exp.Ma .2004 N FOR ADDITIONAL AND SPECIFIC FOR ADDITIONAL AND SPECIFIC INFOWATION NOT SHOWN HERE INFORMATION NOT SHOWN HERE Ptk REFER TO MAIN FRAMINr. PLAN REFER TO MAIN FRAMING PLAN �OFG�`_.Q. SHEET NO. rn % u3 9'-0" CLG ---------- P 9'-O" CLG 9'-O" CLG ___ ___ P 9'-0"Ll a[z::2:z=rI CLG Tu 13 PORCH ------ -------- I PORCH ------- ' -------- 5 I 9'-0" CLG --- --- -------- IF NO TOP KIT I I --- ---- K I T 9'-0' CLG -------- 9'-O" I I 9'-0" CLG I I i 9'-O" CLG .n+-sssm a•i•es ESI/FME,INC. I I I I 4x8 DID 4x6 I I I I 4x6 4x6 - S)•�r�EWNEEW I -- 1800 E.16TW STREET I I SANTA ANA,CA 97701 ❑ ❑ L- ------ ❑ ❑ I L--------J I PMIGNE+TW-835.2WO FAk, TH-835-78B 8IM. 9 0l SIYL 9 �I uU ifd188 BDI uU 71FUSS 8DI ml I I I 8DI I 8DI 2-GAR ARAGE m m T �fi , (FRO" CLG J -GAR GARAG (FROM T. .) 41RDER TRU88 -C GLG 9 /" C T p.C.� _. 4x10-S C' CONT.4x14 L•2T-0 12 9DI L•3'_6„ RILL DEPTHOCKJ I L•�'-3" r 3x SILL BL �' 8DI 3x SILL EXTEND FLY EXTEND PLY W.C.•WDR 4'-0" WOR. NO. DATE REVISION 2-CAR GARAGE/BEDRM 6/DEN OPTION 3-CAR GARAGE OPTION Q 55/03 PARTIAL ROOF FRAMING PLAN 3A PARTIAL ROOF FRAMING PLAN 3A SCALE:1/4"•1'-0" SCALE:I/4" I'-0" FOR ADDITIONAL AND SPECIFIC FOR ADDITIONAL AND SPECIFIC INFORMATION NOT SHOUN HERE REFER INFORMATION NOT SHOUN HERE TO ELEY.A 4 MAIN FRAMING PLAN - REFER TO MAIN FRAMING PLAN LIILL PROJECT TITLE___ LA LACUNA - LARGE L ----------- -- -- I L- ------------ - - -- I FOR- - --- -------- - - --- -------- I - - --- -------- I THE FORECAST ------- -------- I ------- -------- __ ____ ________ I __ -_-- ________ I (RANCHO CIUGAMON&ADGA 141-MO —1 I — T I i I --- I I {— I I I ARCHITECT --- --- L- iI IL -------I ------------ ------ ---- ------------ DANIELLIAN a aSHEET PROJECT L 3590 FD TITLE I I I I I I I I I 3-CAR I I I GARAGE/DEN/ BEDRM 6 PAR. I I I I I I I I I F3DI i i i Q ROOF & FDN PLAN 3A I I I ( I I I 5 FDI I I I I FDI I I I �I I I I I I I I I I I I I I I AB74 D Il 1A FDI I I i FDI h 7-•4 ^. FDI FDI FDI 7-•4 ORIGINAL DATE: 3x BILL L--- ------� ---------J L---- ----- --- -------- ---------- -J L 0 d E a QQPOFESS/pN 2-CAR GARAGE/BEDRM 6/DEN OPTION 3-CAR GARAGE OPTION Aye��°AE",�o`�y , � y PRINT DATE PARTIAL FOUNDATION PLAN 3A PARTIAL FOUNDATION PLAN 3A °� GEp.Much 3l Trn SCALE:1/4"=I'-C" SCALE:1/4"•1'-0" \ FOR ADDITIONAL AND SPECIFIC FOR ADDITIONAL AND SPECIFIC Ac SHEET NO. S3- INFORMATION NOT SHOUN HERE INFORMATION NOT SHOUN HERE VIL�t1� J m REFER TO MAIN FRAMING PLAN REFER TO MAIN FRAMING PLAN pFCAU ' w rn 0 0 0 0 ESI/FME,INc. WO HST EINETERS I I I I PucsaNTa ANA,CA 9WO Iiol I e:114b35-1315 r I I I r-I I r------r I r 1 I PA%: 114-835-]55 L�——————————� —————————————fJ �——————————� L—————————————l� DRAG mzs - ----------TO LiL——————— ————————— ILI NO. DATE REVISION 6 •WALL 5D1 w/PLY Q 5/5/03 2-CAR GARAGE/BEDRM 6/ DEN OPTION 3-CAR GARAGE OPTION PARTIAL ROOF- FRAMING PLAN 3C PARTIAL ROOF FRAMING PLAN 3C` SCALE:1/4"=1'-0" SCALE:1/4"= I'-0" FOR ADDITIONAL AND SPECIFIC FOR ADDIT�!ON�FjtnW - INFORMATION NOT SHOU.N HERE II"ffOPo1ATIEFER - REFER TO 3A OPTION FRAMING PLAN TO.3G 3-CL PROJECT TITLE LA LACUNA — LARGE I ------- __ ___ FOR THE FORECAST ORO V�IG CENTER DRIVE I RANCHO GUGAMONGA,GA 41-730 ARCHITECT DANIELLIAN ❑ ❑ I PROJECT NO. 3590 SHEET TITLE 3-CAR GARAGE DEN/BEDRM 6 ROOF FRAMING PLAN 3B & C ORIGINAL DATE: QPOFESS/0 l a �QFv�pF EN p 4i m 3-CAR GARAGE OPTION w � C. T N m PRINT DATE PARTIAL ROOF FRAMING PLAN 3B DT Sr-ALE:1/4"=I'-0" NI1- SHEET NO. S3-5 ADDITIONAL AND SPECIFIC pFt;ALyFOe' INFORMATION NOT SHOLLN HERE REFER TO 3A OPTION FRAMING PLAN 4 Lu'u� FOUNDATION NOTES: ALL DIMENSIONS SHALL BE VERIFIED WITH THE ARCHITECTS DRAIWN6.5 ANY DISCREPANCIES SHALL BE RE50LVED PRIOR TO COMMENCING OF WOW l ALL EXTERIOR WALLS ARE TO BE SECURED WITH 5/0"DIAMETER BY 10'LONG ANCHOR BOLTS EMBEDDED AT LEAST T'INTO CONCRETE WITH A MAXIMUM SPACING OF 12-Or- THERE SHALL BE A MINIMUM OF TWO BOLTS PER PIECE OF FOUNDATION PLATE WITH ONE BOLT LOCATED WITHIN 12'OF EA END OF EA PIECE. yy.359m 3---m3 A PROPERLY SHED NUT AND WASHER SHALL BE TIGHTENED ON EA.BOLT TO THE PLATE. 2.ALL SHEAR WALLS ARE TO BE SECURED WITH ANCHOR BOLTS ESI/FME,INc. SPACED PER FOW4DATION PLAN 24"5O.x IS"OP. 3.ALL INTERIOR NON-SHEAR WALLS ARE TO BE SECURED WITH SHOT PINS 5 WJ EI`WSTH STREET T E 6� CONC.PAD INSTALLED PER MANUFACTURERS RECO-IMENDATION6,UND.STRJCTURAL IRS CALCULATIONS GOVERN IN ALL CASES $AITA ANA,GA 92T01 (R w/(2)04 EAU '0� 36:-0:: EINEE PHONE:T14-S35-2000 NG ® 4.INSTALL ALL 51MMON(OR APPROVED EOJA)FOUNDATION HARDWARE FAX: 114-035-208 PER MANUFACTURERS RECOMMENDATIONS.DEEPEN FOOTING WI4ERE NECESSARY TO PROVIDE ANCHOR EMBEDMENT AT HOLDCW LOCATIONS. I J,, I S. PROVIDE 5/5"DIAMETER By 12"ANCHORUN BOLTS AT 3X FOAN DATION L J -J PLATES WHERE OCCURS.VERIFY WITH FRAMING PLT. 6.USE 2'4"z3A6"THICK WASHERS AT ALL ANCHOR BOLTS. SOIL INFORMATION: 3.SiLL S.BILL 12 I.FOAS It4DATICOFCENDED UATNN tNE CUlERAOE SOILS ENGINEER°.R�F'ORT. RP 2-5 R4 FDI 2-9 2.OUNER/DEVELOPER AND SABCONTRACTORS ARE TO REVIEW THE 501L6 REPORT PRIOR TO CCMRMENCING CONSTRICTION. 6 0 IT IS THE RESPONSIBILITY OF THE OWNER DEVELOPER AND SUBCONTRACTOR n r---1 F-----1 i0 VERIFY THAT THE REPORT DATE ABOVE 15 CURRENT AND PLAN n CONSISTANT WITH ANY UPDATED SOIL REPORTS. ------------, J L----------------- --� r----------I NCN-SHADED FTC,NDICATE9 r—— r-- 12"WIDE x IB"DEEP FTC. J w,l)H TOP BOTTOM CONT. I I I I I I I I I FD1 I ANCHOR BOLTING: A864 :5/8"D IA X 12"@"A C R BOLTS AT 64"O.C. I i AB56 :5/8°DIA X ANCHOR BOLTS AT 56"O.C. AB48 :5/8'DIA X 12°ANCHOR BOLT$AT 46"Or, L---- I I A540 :5/8'DIA X 12"ANCHOR BOLTS AT 40'.O.C. A824 :5-W DIAL X 12"ANCHOR BOLTS AT 24'OZ. ABW ANCHOR BOLTS AT*'Or- -------I-_�.-- ( I L- J i I • A88 :5/8"DIA X 12"ANCHOR BOLTS AT 8"O.C. I _ I 2ABXX :(2)3/41)A X 12"ANCHOR BOLTS. -------- ---"-- 2 -J i i 1 I 3A5X0( :(3)3/4'DIA X IT'ANCHOR BOLTS. N0. DATE REVISION PDI I I J Qj 5/5/03 2 FDI I 12 2-4 :PROVIDE A TOTAL OF 2 4 AT TOP AND POI I FDI 2 4 AT BOTTOM OF FOOTING,3'PAST POSTS. ----J I \ _ _ 3-4 :PROADE A TOTAL OF 3 4 AT TOP AND _- - .. -__ \\ -- _ I 3•4 AT BOTTOM OF FOOTING 3'PAST POSTS _ I \ � L--- — 3 3 FDI TI r• .4-4 :PROVIDE A TOTAL OF 4 4 AT TOP AND - 1 I 2 4 4 AT BOTTOM OF FOOTING,3'PAST POSTS, 1 1 HD2A (D SIMPSON HD2A PER POST. ' I al LL' — -- HD5A :(1)SIMP' dND5A PER POST. a _. ....._, _ _ __. -•_i HB6A -:-lO SIMP°-SON HD6IF PER POST. .- HDBA :(U SIMPSON HDBA PER POST. PROJECT TITLE 4 14010A :(D SIMPSON HDIOA PER POST. LA LACUNA - LARGE HDWA :(1)SIMPSON HD14A PER POST. I FDI 3 SILL I HD20A :(D 81MP50N HD20A PER POST- I I 1 HPA :(D SIMP90N HPAND22 F'ER POST. HPAHD22-2P =(1)SIMPSON 44PA D22-2P PER POST. FOR 2HPA :(2)SIMPSON NPAHD22 PER POST. OPT. I I I MTT285 :(U SIMPSCN MTT295 PER POST. THE FORECAST FD1 i i i HTTIb :CU 81MPSON NTTI6 PER POST. 106-70 CIVIC. ROUP OEN7ER DRIVE SCALE:I/4" I'-0" �1 I I I L1719 (D SIMPSON LTTM PER POST- RANCHO CUGAMONGA,GA 9IT50 HTT22 :(D SIMPSON HTT22 PER POST. FOR ADDITIONAL ANp SPECIFIC INFORMATION NOT SHOLLN HERE I I a I ° o ARCHITECT REFER TO MAIN FOIAIDATIGN PLAN I I I TJ:SHEAR PANEL SEE PAGE 6FV D,4N I ELL I AN I I s I I I FDI I I 3 I FDI I N,MTy1 PROJECT NO. 3590 I I I I I SHEET TITLE I I " FOUNDATION = ------------- PLAN 9 J 4... - ® O FDI TJ 22 T q I l I I D5LPT s DBL PORTAL 90•SQ x 18"DP w CCNC.PAD T w/(2)4 EAU ORIGINAL DATE: I'-S• 5'-II" 1'-9' S'-11' I'-9" 16'-2" I'-6' PRINT DATE FOUNDATION PLAN 4A " .� 1 2004N SCALE:I/4"= I'-(D" SHEEP NO. S4-1%9 CIVi1. PAP �OFCAL1e/CA� o -- m LATERAL SHEAR NOTES: --- -� Q r 2mm1 cl3.c) IPAIMG FIR -LAR VERIIC�: DOYdAS FIR•LARCH AT IS.OL P{ BED 4 FAMILY 1. 2 LASERS 5 0" IED DRT l4LL WITH 6d COOLER NAILS AT TOL AT EDGES N FEUD ATT BASE LATER 8d COOLER NAILS AT 1'OL A7 EDGES-125 F'LF '@ AND FIELD AT FADE LATER BED C✓ 0 9'-0" CLG 9'-0" CLG 2. 1/2'DRYWALL WITH 5d COOLER NAILS AT T OL AT EDGER AND FIELD - 50 FL' (TABLE 25.1 UBC) 3. 5/b'D 1WIN 6d COOLER WAILS AT I"OL AN AT EDGES D FIELD- SS PLF E2 ESI/FME,INc. 4. V1'DRYWALL WITH Dd COOLER NAILS AT 4.OL AT EDGES AND FIELD - 63 PLF (TABLE 25.1 IBC) 6rR.MP14&16/wER6 S. 5/6'DRYWALL WITH 6d COOLER NAILS AT 4-CAC AT EDGER AND FIELD- 13 PIP IWO E.W TH STREET (TABLE 25.1 UBC) SANTA ANA,CA S2101 6. is KF G'BLOCKED DRYWALL WITH 5d COOLER NAILS AT 4'OL AT EDGES - FFAX: 114.036.61% M BED ANDFIELD.lTABLE25-Iuew FAX: ,I4-835-219 1. WET`BLOCKED DRYWALL WITH 6d COOLER NAILS At 0 Ot AT EDGES - OPT. BED. 4 PL► FOR ADDITIONAL AND 3PECIFIG IMF FIELD. OVER 25-1 APPROVED X3 SCALE: /4" I'-0' e. TAB•STUCCO OVER APPROVED LATH W1H LL GAUGE STAPLES -w0 PLF 7'-5' CLG I I I AT 6"OL AT TOP AND BOTTOM F'LATEB,EDGES O SHEAR WALL, OPT. FIREPLACE ' I ' 7/W IUCCOIELD ABLEOVER 25HROV 266 °LF I I REEFER TO NOT SHOU.N HERE AT TOP AND BOTTOM PLATES,EDGES AND V OL AT FIELD. --- REFER TD MAIN FRAM IN.G PLAN S ,/B STUCCO OVER APPROVED LATH WTN 16 GAUGE STAPLES AT 3"OL- _ ICBO REPORT NOD54(OR EQU4L) I SCALE:I/4" I'-m" B ' FOR ADDITIONAL AND SPECIFIC 7'-5' 1° EDD ES AM 12 IELo TABLE 23-II-II jBD1 COMMON��At b•of ar -2"� _-- _-- INFORMATION NOT SHOLLN HERE ------- 11. 3/e°WOOD STRUCTURAL PANEL WITH Sd CORMCN NAILS AT 4.OL AT REFER TO MAIN FRAMING PLAN =_ _ _ EDGES AND 0'Of AT FIELD(TABLE 23.11.1-1 IBC) _350 PLF 12. 3/8'WOOD STRUCTURAL PANEL WTN Sd COITION WILE AT 3.OL AT EDGES AND D'OL AT RELD(TABLE 23•II-1.1 UBC) -4W PLF -- B. 3/8'WOOD STRUCTURAL PANEL WITH Ad COMMON WILE At Y OL AT --- --- \ EDGES AD D'OL AT FIELD(TABLE 23-11.1-I tBC) -640 FLF OPT BEDROOM 5 I \ \ N. EDGE$BBU WOOD STRUCTURALFELDPANELWITH ISYJ LOr ON NAILS AiYOt AT FOR ADDITIONAL AND SPECIFIC , \ WH EDGES AID II.OL AT FIELD(TABLE 73•II.1•I uec) -T10 PLF ■ INFORMATION NOT SHOWN HERE REFER TO MAIN FRAMING PLAN ' ' ' ' p B. IR^roR Br3u 6TIFUCT 1 WaoO PANEL WITH Md.cOt2"101 WBA AT 2•oc at SCALE:I/4" I'-m" 6 w tr EDGES AND D"OL AT FIELD(TABLE 23•11.1.1 UBC) -81°FLF d NOTES, A WOOD STRUCTURAL PANEL:MATERIAL APPROVED BY APA,PFS/TECO OR PIrTSBURG ------ -PL"Ia----------- TESTING LABORATORIES(THIS INCLUDES 058)THESE VALUES ARE FOR DOY-FUR LARCH -JT- - OR 601TWERI Me,OTHER LU`IBER SPECIES MAY DIFFER IN SHEAR CAPACITIES. PROVIDE 2� L HORI�T L• LESS. TICTURAL PANEL PANEL JOINTS. USE(14)Ibd NAILS PER TOP PLATE SPLICE �('•'_P 3 USE(G)16tl NAILS PER TOP PLATE SPLICE C WHERE WOOD STR,CTURAL PANEL 15 APPLIED ON BOTH FACES OF WALL AM NAIL SPACING ENTIRE IS 15 H �1 61M 16 LESS THAN VOL,PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAIING MEMBERS OR FRAMING 614ALL BE 3X OR WIDER AND NAILS STAGGERED ON EACH SIDE. WALL SDI 8PN 4 SDI � LL 17 LOW-S' P AY x1 L•4'I0• O/HDR LL L.�r0" SDI m' A3D 3x OR WIDER SDI P I � ` 12 SDI Y4 *► 9DI P D FRAMING NAILS SHALL USED A ADJOM6Y•PANEL EDGER I if _ _____Au s s r ► B + 3 4 nNCLUDrG FAIR zcNtAL luocxaz AC - --------- ,�---------- ----- -JI SDI p E. 10d SNORT BOX NAILS MAY BE USED M LIEU 6 8d OR A0d C01A•ION WILE.SNEAR WALLS ONLY. I 4x10 4u17 I - - _ - 4x6 4xU >( 4x8 9 12'_x"I 2=PSL ¢1R1MCETRNND p 2"z 2"z 3 6 81EEL PLATE WAS ERb ARE F£1i11RE0 ON EACH BOLT(UBC SECT.8086.0 N0. DATE REVISION I 2 A LOl. 14 I `\ ---_ // I 4x BOTT6 6. USE 3.ML05ILL PLATE AT SHEAR WALLS n - I6(NAILING 3.OL.OR LESS) Q 9/5/0S 9DI I \ // *a I P �' 1'�Z�IfBL' \\\ DEN I SD2 LY 0-2 ENTIRE ALL ROOF AND BOOR SHEATHING TO BE EXPOSURE I OR EXTERIOR'0" CLG ZI■ « I sot NOOK I 6D1 WALL TAdE23•I-J-IAD23-1-5•IUBC) �■I 9'-C" CLG I I Rom' J016T SPACING EQUAL TO OR LESS THAN 24.OL:I6/321000D STRUCTURAL PANEL PII 24/0, \\ / I SDI , W I I A+6 WITH Sd'e AT 6"OL A7 EDGES AND BOUNDARIES,D"OL FELD. I 114�t \ M BED / �j I W s I tGJOt ROOK III'J016T SPACING EQUAL TO OR LESS THAN "OL:RB2'WOOD STRUCTURAL PANEL TOG6HTG, 'di• I - 6 II ' I PII 32A6,■illk1%AT 6"OL AT EDGES AND BOUNDARIES,10"OL FIELD. ,I, -. 2 4 9 .I.. LGI� a, JOISTSPACING'6 AT " ORT LESS DTHAN20'OZ.ISM'WOOD CFILD. PANEL iNG SH7G, Q II GIRDER TRUSS JOIST SPACING EQUAI, _....__.. m• _ I I .. .. .. fll 40R°,■A0d a At b'OL AT EDGES AND BONDARFA,0"OL FIELD. TO OR LESS THAN 24.OL:ISM'WOOD STRUCTURAL.PAWL TG SHiG, $DI SDI 1 F\ 7 PII 46/24,uWd',AT 6"Oc AT EDGES AND BOUNDARIES,10"OL FIELD. PROJECT TITLE 418C516 1 -------- 3x SILL 4*4 \ / I 4xA N ---' - - -L:E'•�' V LI - 'G W/CSI6.BOItT, F,L,9'_6:' • PANEL EDGES SHALL NAVE APPROVED TAG JOINTS OR SHALL BE SUF'FORIED WITH LA LACUNA - LAR6E 14 PpS1 I ' \ / J lU p1. -"- -- e OPT.DEN/ BLOCKING NOT FEQUIRED WHEN LIGHTWEIGHT CONCRETE IB PLACED OVER BUBFLOOR 9DI 3-CAR GARAGE 4Y* �� ❑ FRAMING,LEGEND: I) --- ❑ T� INDICATES SPAN AND DIRECTION O' FOR I) ------- 8, 0,,. sl K T NN•3• P �/ ' ROOF..AND RAFTERS a I t THE FOREGA5T i <� - --- - 1 9'-0" CLG I f� (�-- NNDICA4S SPAN AND DIRE-am O: GROUP I, •B < I --- __- I ) �1A ------- , 1 W 1 P J L �Y 10690 CIVIC,CENTER DRIVE < I WA K-I N I < I H- U D OAtEB SPAN AND DIRECTION OF RANCHO GUGAMON6A,GA 91 30 ,QU , ) I 3 ` ` \/ F FLOOR JOISTS LL <i I; --- --- 8'-0" CLG 1 I < --- --- Sp I SDbI I (1nyA fir\ \ INDICATES SPAN AND DIRECTION O: ARCHITECT CEILBW JOISTS E- COW.31/2'x11 VPSLFL DANIELLIAN t I iQ N j ' < I I I ` ' \ / �J-7/ I Jo sn rµ6Lo7PEo a6�0REiw1RED) ,0 I I A I I I i 'IY I ) �I 1 t �JS WH SDI PLATEIF NO tOP 1 1 --J ) 11 I I I I 1 4 .... B - - _ 'G--y C INS AT 2a of I-JN716T TAKE PROJECT NO. 3590 I J < I I I I """' A 2X6 AT D" � � < I I '+ I � 4x6 D axb AT 16"OL 512E 1 C SDI \ "OC M SPACING MANUFACTURER OPTIONS 1) < 32 T ENTIRE I 2 9 8-2 D 2X0 At D'OL O. I•JOIST■12"OL. a) SIR°TX/160 SHEET TITLE N` < SD I / \ M BA I 8pl eD l'Afi BDI +P rP v1 SDI b) 54 LPI/00 WALL I E 2X8 AT IS.OL > I / \ *A I FAR 12 eJ 9 IF!"BCI I I BA 2 / 8'-0" I Beo l�� 1 I ABOVE P 8-2 L.It'-6' P POST G IMP A7 D'"Ot R- -JOIST.w•OL. }�� }�� $01 d) 9N"Sl/80 D V Y� RIM .1SO 3xSILL J 2X110Ai74"OL 6 I-J018T.1w.OL. ROOF & FLOOR I + 8'-0" CLG / \ BD2 n ■/SOLID FRAMING U. I•blSi■D"OG U U1S'TJI/130 WAIL I // I K ()M AT AT W"OL 9'-0" LG B-3 CONY.TOP PLATE NO SPLICE b) in, LPI/B0 / \ /:V a SDI L 2XU AT D•OL c) II VS'BCI/4B0 I g_3 �• l" M 2x0 AT 12'OL V- I-JOIST.H•"OL. ( ` I SDI �J 9 GARAGE d) II,/8'8J/80 PLAN u ' N 2x12 ar a4"of w- 1-JOIST.162'or- AT 14 3 L1i6*°' / \ �7.p} 9'-0" CLG 11 , P 12AX12 AT 16.OL X. I-JOIST.D"OL. a u"TJ1/250 I T TOM n // GIRDER tRU88 Y- 1-JOIST a 16"O `\ 4 I A�4 W (FROM T.O.C.) O b) W'LPI/250 14 4 ' tOr. ■) u"BCI/450 4x4 I N' I bx / I aog p0' V Z• 1J018T.92 or - SDI WALK-IN d, W"8J/B0 �- / O 0 CLG G INpICATES SHEAR PANEL. SEE SILA SPD II I / T FAO L\ I 1�1• \\ I II y� 9'-0" cNG ON 10PO-OUTS Ax P.L IND PS�S ATES(INDICATES IP118x It 11 ICROLAM LLE I.9 E ... -....... e 0 I BE / ! \ SDI 13Ll GL INDICATES GANG-LAM LVL 2ID E I S' 30 .............. ......., I a 4 ORIGINAL DATE. LCW SDo a ROOF 11.2 SDI SPI ROOF An IS" TRI�EB(TYP1 �1 T S•L INDICATES(YL INDICATES D 111e3/4 II "STRUCLAM LVL 19 EE 21 SHR N CONt.31R Q SL NDICATES STIBIGLAM LVL 20 E / ,(n.::.::';:(:'.::.::;:';:;:.;:{;r';:.::;:;:r.:•;:{:;:;};:'(}:. SDI 31 5' SD2 �• z 111M"F'SL `S. TSR INDICATES 1 1/4-BY DEPTH OF JOIST TIMBERSTRAND RIM / 4x6 4x6 4x6 f.:: :: :::;:•::::::.:::::.: :. \ 602 EN. INDICATES EDGE NAILING.6"OZ. ...............::.::!dk✓rri::::.. 4x4 - 22 FL,'z U,/B' PSL I TOP R.1'. b' PAL II ---' - SD7 --- --- -� :�-..• HEADERS AND BEAMS,REFER TO ENGINEII CALCB. ■ B INDICATES INTERIOR BEARING WALL STIO O ICE ------- -----------� �y I CONT.31/2•xll l/0"PSL _ . SDI ------ ' APPLY -----.--- --------- �L-rr--- -1- r - ----+ ---- I -BorL.e'•°}L.i®'-6_" _---_ 46 PE1cuRAR�waL�iAo FRAMING iDBo�ouTB(WwERAPPLICABLE) 1 24 12 i P NOTE: a HD _ SDI BD2 L•I 0"- 10 J I 12 SM• 12 I 4x14 17 •UDR FRAM'K`NOTES LEGM NOTE: I EN •LOW SRN 4 t----- SD -__._ _ .- SD7 ----- - AT EM WALLS IF I �O �m� SDI J 4B z 0 SDI _ ..., - -.- - .. __- --_- I SDI MARK: DESCRIPTION -10 -- -2 AT GABLE END WALLS IF I WALL ROOF L- PLY SHEAR IS RN I PORGI-I T 52,. SD7 ------------ -- -- --'� BPND•166 SOLE PLATE NAILING.12"O.C. G4Q 2 Up PLY SHEAR 19 RUN USE(14)16d NAIL4 PER TOP PLATE SPLICE UP TO AND NAILED I I 4d IL•e-0" '4359 6 31 L. -0" N �F PRINT DATE TO SOT..CHORD of TRU89 - -- _- TO TAR-O<TO I 9-� -- ------ .-_ I OMDR 16"OC.SDI O/HDR TJ 22 x 1 8F 1,110,16d SOLE PLATE NAILING.MV O.C. tic CK TO OMIT A33..AND , 1 i.-,,. OMIT A35'e AND -- DBL PORTAL 2 PLATE SPICE NAILING I ROOF FRAMING BUT, ADD 6T6PLATE SPICE 7 41. I ❑ 4x6 _ 4x6 _ ❑ IDBL PORTAL FLOOR FRAMING 8�':'1Bd�E PLATE a�L1P�Ks:6"Gam. a NO. 3T 287 y I---L------ L l -------L-J EAtN RIM SPLICE. I ---- SHEET N0. S4-2 PLAN 4A L----------- ------- PLAN 4A SPN4:16d SOLE PLATE NAILING.4"OL, N ---- I SFiN3:16d BOLE PLATE NAILING.3"O.C. SCALE:I/4"•I'-0° SolSCALE:1/4".1'-0" SPN2.16d SOLE PLATE NAILING.2"OG. R O�CAL �\P tJA`J 1 j�u�;, i J11-3599 3-103 ESI/FME,iNc. 61�WnPat.DnEERs SM E.16TH STREET SANTA MIA GA 52101 --`� I I PHOW:i14-a95-x800 r-------------------- ---------------------- I FAX:i14.838.286 ----- -- ---- LIVING I I I 9'-0" CLG I I TJ22xl TJ 22 xi I I I I I DBL PORTAL DBL PORTAL I / I LOFT M BED i -----------------L - II L----------------- -------------------- J I I I I J L- J I I TJ 32 a8 DDL PORTAL 30"$D.x IB'DP. 30"50.x IB°DP. CONC.PAD CONC.PAD w/(3P4 BARS EA WAY /(3)-4 BARS EA WAY I L i iI I ' WALL SDI PU" 90.x IS'DP�U--90.x IS"DP. SDI CONC.PAD CONC.PAD I W(2P4 BARS EA WAY w/(2)14 BARS EA WAY IlALK-IN a.! FOUNDATION PLAN 4B Ii -------- ' SCALE:1/4"•F-0" \ a I FOR ADDITIONAL AND SPECIFIC '� INFORMATION NOT SHOIN HERE G 0 x I NO. DATE REVISION REFER TO MAIN FRAMING PLAN M BA i p 5 B,m3 8'-0" CLG 32"X60" O DRAG TOlSB w/ROCF EN. _____ ___ DRAG TOAP W 400 EN. . _ DRAG LOAD:4400• I -___�_ DRAB LOAD•4400• I - _ PROJECT TTRE WALK-IN; i SDI ,, SDI s'-o" CLG i eD�` e�'` LA LACUNA - LARGE T I _ _____i::x lb"_PSL DROP Bn 16 --- I BED B BED .2 I LIVING e T I I I I I I ri8'-0" CLG 8'-C" CLG I 9'-O" CLG 26 �I i I jI .I N FOR 24 31 WALK-IN I CONTTOPPLATE BD2 =1 t I _, s, ; THE FORECAST SD2 SD2 -Tr- ±81- D L GROUP s LOIU Is 8'-0' CLG i,i I V'IR[ 4+e I DBL PORTAL I -DES I I 10670 CIVIC,CENTER DRIVE 9 1 I 3l ROOF °j SDI 9D1 �ii I 9D2 I I -8-3 I ',2's I I I RANCHO GUGAMONGA,GA 91730 _ I i"xII W EN PL BI'f - --__ --- --4x8 4x6 4x6 10' L I OR 4x BLKY. ------ I 1- -I --L.19r�0':-f '..' ARCHITECT - 10' LEFT •RT. _- _____________ F --------------------1 4x6 4x6 I I 3 R'xII-1W-L 4x6 CQ4T. I L-------------� I - - I _ _ BorT..a -- x I_ y� I1 n sv4'x l�'PSL1 -L-2m-6' I DDLroRTAL DANIELLIAN ------- --1LLL L- --------_-� I I I I 6x6 xb bxb 12 TJ 32 x S USE(17)Ibd NAILS PER TOF p-LATE SPLICE L I I4 �-J aim HDR R I BIM MSi48 12 3,3,6 A n 51M PROJECT N0. 3590 ------ --- - -- - rV I 0 w+� L= -6"w+0 p�ryM� EXTEND RY I t4.. OMDRTO MATCH DEPM1I O/HDR SHEET TITLE I � � OVER HDR ❑ I TTTFECK J018TI--L---J--J I I DROP:6 I 1--------- -------- FOUNDATION ROOF & FLOOR FRAMING PLAN 4B n( ROOF FRAMING PLAN 4B FLOOR FRAMING PLAN 4B T I SCALE:1/4"=I'-0" SCALE:1/4' =I-0" ORIGINAL DATE: FOR ADDITIONAL AND SPECIFIC 1 ® / FOR ADDITIONAL AND SPECIFIC .,, .. s H- :� NFORMATION NOT SH111W HERE INFORMATION NOT SHOW WERE REFER 70 MAIN FRAMING PLAN REFER TO MAN FRAMING PLAN i �OFESS/ aka N F C'`4 v q 2c PRINT DATE 'u a Lic.No -0407�m m .Ala 31,2004 N 9 a SHEET NO. S4-3 slq CM1- �P't �OFCALI 0 P W i ,ny.3599 3-1-03 ESI/FME,INC. IWO E.II STREET LIVING I I SANTA AN14 CA 92101 PH":114-838.70®O FAX, T14•B38.48IB 9'-0" CLG I I I I I I I I I I I L_________________J _—_--__—______—_______J ❑ ❑ 30"SO.x IB'DP. COND.PAD �m/(2)4 DARS EA WAY 30"SD.x IB'OR 3m"SO.x IB"DP. //GONG.PAD //LONG.PAD 11/14 BARB EA WAY �w/(7P4 BARS EA.WAY ❑I r- r— M I I I I❑I ❑ 1 FOUNDATION PLAN 4C SCALE:I/4".1'-0" FOR ADDITIONAL AND SPECIFIC INFORMATION NOT SNOLLN WERE NO, DATE REVISION REFER TO MAIN FRAMING PLAN Qj 9N!/03 8'-0" CLG I 1 I - u OT \� ii I PROJECT TITLE I , I LA LACUNA - LARGE c F 8'-0" CLG 1 ,-0" CLG r LIuING FOR :::::;;;:;.:;:.:' :a:::.:;:; ;:.:r:;;;;;,.� 9'-0" CLG THE FORECAST GROUP -LG+N H1 GIGEN DRIV E GA 904. 41 i T ... .._ _� `- _�"`-1__ �T �_ ARCHITECT . --------�- -�--� 1 ----- \ _ -- -_---_--�_ --_ -� DANIELLIAN e02 - I L-II1-3. 1 z / D � i T I PROJECT NO. 3590 ——_ -- ----- — _________--——_____ 1 I // •RCO�,F/ I F— U6E(12)16dNAILSPERTOPPLATEBPLICE I a / .:� .,:,::':.:":..� 1 __t.._______—_ n14�/ T .: 1 T I SHEET TITLE — ————— / ---------� - ---1--- L-� i �_--------�' °`-+ - Eli FOUNDATION L-------I-------J L_______I_______J ROOF & FLOOR FRAMING PLAN 4C ., i f i�.rKi1S 6 AS�CCIA'fES,IfJC. SCALE:I/4' I'R FOR ADDITIONAL FRAMING PLAN 4C , ROOF FRAMING PLAN 4C FL SCALE:1/4"•1'-0" ORIGINAL DATE: FOR ADDITIONAL AND SPECIFIC AND SPECIFIC INFORMATION NOT SHOU.N WERE INFORMATION NOT SHOLLN WERE REFER TO MAIN FRAMING PLAN REFER TO MAIN FRAMING PLAN 'd w o;lu �a F� N PRINT DATE Uc.N 30107 u) m .M ch 31.2004 x v SHEET NO. sq�F C���.P S4-4 i ,xy-359D 3-�-03 E I/FME,INc. TD--- •\ �'-- �------� I � I s�uauRat.t�n��s --7 \ JI ,L - I IWO E.I&TH STREET I II _____________, SANTA ANA,CA 6110 1 G I 5WHL PAX; 1I4-03578MJI I I I I I I DINING i i i DINING i t 9'-0" CLG I I I 9'-O" CLG I I I I I I I I I I 3-GAR GARAGE i i 3-GAR GARAGE I 9'-O" CLG I I 1 9'-O" CLG , (FROM T.O.C.) I I I (FROM T.O.C.) , LIVING I i i LIVING I I I 9'-0" CLG i 9'-0" CLGPAI a 36'9(3 x D DP. _ w/�(9) BARS EA.WAY I I I I I I I I I ,x, L_________________J ___-----_--_______--__—_—_-------_______J L--_______________J _______ ____— --___------____--_--___J ILI �_� ILI NO. DATE REVISION Q DA/m9 ❑0 L] 3—CAR GARAGE 0 0 FEI 3—CAR GARAGE FOUNDATION PLAN T 4C FOUNDATION PLAN 4A SCALE:1/4"•1'-0' SCALE:I/4" =I'-0" FOR ADDITIONAL AND SPECIFIC FOR ADDITIONAL AND SPECIFIC INFORMATION NOT SHOWN HERE INFORMATION NOT SHOWN HERE REFER TO MAIN FOUNDATION PLAN REFER TO MAN. FOUNDATION PLAN PROJECT TITLE LA LACUNA - LARGE � I NN ,7 FOR _ 1-��-�I __JJ THE FORECAST L -- --- GROUP 106'f0 CIVIC CENTER DRIVE I RANCHO CUCAMONI CA 91990 I I 1 i i ARCHITECT : I DINING i i DANIELLIAN I I I I s'—o" cl_c I i i PROJECT NO. 3590 I I I SHEET TITLE I I 3-GAR GARAGE CG {FROM T•O.C.) ; 3-CAR GAR. LIVING ; i i ; FOUNDATION 9'-0" CLG I PLAN 4 I I I 36•ea x 18"DP G.4 All ONG.PAC) SAR9 EA MAY LKAS&IAI tiSQCIAI LS,INC. L-----------------J -------------- j --- __________________________ -,Y .--+ DATE 7horenoe to r,e no. Aulhori:,uli- �. ORIGINAL DATE: Icl p r. ons of such 3—CAR GARAGE FOUNDATION PLAN 4B ?Poi S/ SCALE:1/4"=I'-0" Q A N �Fy PRINT DATE N FOR ADDITIONAL AND SPECIFIC INFORMATION NOT SHOJN HERE CO N m REFER TO MAIN FOUNDATION PLAN "'� L1 1 C30407 p.M ch 31,2004 SHEET NO. S4-5 ICAO i M-3590 3-1-®3 a'm° ESI/FME,iNc. --- --- ------- 10 9'-0° CLG I 9'-0" CLG I SDI gj��ltu�W�/R$ --- L-- Y ISO E.16TH STREET SANTA ANA,CA M-2800I c-- r I ,a•_ - PHONE=Tu-a35-zam® Ls SDI R9S Fax: Tw-a35-7a19 .L -J I I I I I I I I SDI SDI ij --y - I I I I I I IG--.]I I GOUT. 9 I/2"x II EN3-2 I I SDI V S-4 p+��� 801 SDI 4x6 4x6 L•II'_6n D�T�./Ek I DINING 3x BILL DINING - - N41L BL.OF DRAG I . I 9'-0" CLG I 9'-D" CLG p' i 8 O a/l6d NAILS I IS 1 8DI GARAbE i a ARAGE II 9'-0" CLG I '-0" CLG 19 (FROM T.O.CI) FROM T.O.C.) ------------- ------- ----- BED 6 BEND I DRM TRM WROOF EX DEN d T I DRAG LOAD-WV LIVING i LIVING V I 9'-0" CLG 9'-0" CLG I I 1 �Z �L 89DI I I I cult.R.5 va•x n Tro•rx L816 I - ----r'-�--7--7 ----1 rT-- -----J I L--T— 4, " _ _— _—, COW.R 5 V4'x IC POL / O ❑ ❑ ❑ I I I 4x1 L / — ... N0. DATE REVISION - -------------------------------------- J II I I �------ ————— — r ----- Z O/HDR O/HDR a SIM Q S9/03 / OPTIONAL DEN/BED 6 —————— — I aDI L.a'-®" I HDR I I arm TJ 7zxT rJ 7ZxT .� ❑. I FDR DBL PORTAL DBL PORTAL ��1 - FLOOR FRAMING PLAN 4C - , _--_-- = - _ ------_-- I I -------------=------- OPTIONAL DEN/BED 6 SCALE I/4' I'-m" L— I-------J FOR ADDITIONAL AND INFORMATION NOT 9HO SPECIFICM FLOOR FRAMING PLAN 4A UN HE REFER TO MAIN FRAMINCs PLAN _ SCALE:I/4", I'_m" FOR ADDITIONAL AND SPECIFIC PROJECT TITLE INPORMATION NOT SHOWN HERE LA LACUNA - LARGE REFER TO MAIN FRAMING PLAN FOR 9-a CLG THE FORECAST ---------------, — ----- -- —_— GROUP I 106T0 GIVIG CENTER DRIVE r I RANCHO GUGAMON&A,GA 91-780 I I I I I I I it LRr�I --J WH I ARCHITECT i I DANIELLIAN II ie I I 4.6 4xi % i PROJECT NO. 3590 DINING P 9'-0" CLG I I I 9 IIJ eo SHEET TITLE DI S AR� EPQ —0' CLG , OPT. DEN/BED 6 1"x I6"P9L DROP FROM T.O. ,I) I3ED 6 -- -- ---- ------ - FLOOR LIVING I I DEN 1 i ' — ; FRAMING T 9'-0" CLG :, �. I PLAN 4 �I-- III 1L 11I 9DZ I E"III 8DI II II x E , OCK U II Ern'v F i ili UANCE 99 S fill"[K S 8 AS 0GIAIL S,INC. ORIGINAL DATE.----------------- —1 I 4x12 12 — 5 V4•x II T/S'PSL _L•]P•6" ---I HDR D $DI IZ xl2 -�I-------- -- ---1 —O/ R --- O/HDR •HDR I I T Z x T TJ 22 PORTAL DBL PORTAL `'+,l)VN -------- OPTIONAL DEN/BED 6 %�q- .'2' �` " .�RINT DATE FLOOR FRAMING PLAN 4B' E. 4�)EET SGALE:1/4".I'-m" NO. C/, r FOR ADDITIONAL AND SPECIPIC I CIVIL- �\Q JLF_ INFORMATION NOT SHOLLN HERE \\ FCAUF� c REFER TO MAIN FRAMING PLAN m h "3 i -r.359E 3-1-03 ES* -- ` 9'-0" CLG I - --- � 9� 0" CLG I A l2 $nlaC E i --- \ i------- - 3 I IWO E.16TH STREET I ♦ \rrII -I�-- SDl I 54NTA ANA,CA 92101 --� I I � II , 7 rl PHGNE:114-835-2WV ii FAX: 114.835.2015 IIIii I L--- �a� __�J w"I, I I I I I I L---- _ I I I I s°1 5 I I j j l I I I j Tv L——--- — -- s BI0 FDI I DINING i r-----------� I I i DINING I r-------- --� I I 9'-0" CLG I I I I I I 9'-0" CLG I I I I I I I I I I I I I I I I I GARAGE i i ii ii GARAGE I I I 1 1 9'-0" CLG I I I I I I 9'-C" CLG (FROM T.O.C.) j i i i BED (FROM T.O.C.) BED /o DEN iI I I 3 I I I t I I sD1 I I DEN I 3 I I 1 1 I I I I I I $01 I I I I I I I I I I I I I LIVING I I I I I I LIVING I I I I I 9'-0" CLG I I I I I I 9'-0" CLG I I I I I I I I I I I I I I I I I I I I I I I I I I I I I IL_________________-J L----______--i L______-_-___---__________J L____-____________J L_ ______-__ L----------_-_ ---------� Lj� N0. DATE REVISION TJ22 xl TTI12x1 DBL PORTAL DBL PORTAL A 5/5/03 OPT. DEN/BE 6 PLAN 4C � � �FLOOR FRAMING PLAN 4A ❑� ❑ T. DEN/BED 6 FLOOR FRAMING SCALE:1/4"= I'-0° SCALE:1/4"= I'-0" FOR ADDITIONAL AND SPECIFIC FOR ADDITIONAL AND SPECIFIC INFORMATION NOT SHOUIN HERE INFO rATION NOT SHOLLN HERE REFER TO MAIN FRAMING PLAN REFER TO MAN FRAMING PLAN PROJECT TITLE LA LACUNA - LAR&E 9'-0" CLG I -- - --- I / II \ / ___---_____ FOR L___ _—�� w"I THE FORECAST I I I II 1006ROUP10 CENTER DRIVE I I I 1 I I RANCHO CUCAMON6A,GA 91130 I I I I I I I I L—I I I I ARCHITECT I I ---- ----J I I DINING I r-----------� I I DANIELLIAN 9'-0" CLG I I 1 1 I I I I I i GARAGE PROJECT N0. 3590 I I I 1 I I I I I 9'-0" CLG I SHEET TITLE BED 6 I (FROM T.O.C.) LIVING i DEN OPT. DEN/BED 6 I 9'-0" CLG I I I I I FOUNDATION I PLAN 4 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ORIGINAL DATE: . F"I ll,lt 1inJinry Fill 0 OPT. DEN/BED 6 FLOOR FRAMING PLAN 4B a SCALE:1/4"= 1'-0" h� �'! RINT DATE 0FOR ADDITIONAL N SPECIFIC NFOR`IATION NOT SHOLLN HERE C-94 � � REFER TO MAIN FRAMING PLAN Exp * SHEET NO. S/�-f a Tq�o !=t r rn M-3590 3��-03 ESI/FME,INc. I III 1I III III IIIII II V1hl ' I LOPWHO NEE.:I&TH STREET SANTA ANA,CA S1101 X 114-6 .1600 z FAX, 714-M-2019W0"0 I I I I II I DINING i DINING Ilpi 9'-O" CLG I 9'-0" CLG I I II I I I Ij I 3-GAR C;ARAGE__________ j 3-GAR CART-G_E___ ______ 9'-0' CLG 1 I 9'-0'�CLG(FROM T.O.C.) I (FRO 11 I I v LIVING I LIVING a I T I 9'-0" CLG 1 I 9'-0" CLG j a'ph W I I �N------------------- -------I f 7r J I ------------------- .g l/4• I . - 4t] --T 4J�w- -- ----1-------- I --------- I / / 127i u ---�--------- --------------------J I �--------------- -------------- NO. DATE REVISION A ❑ I 3-CAR GARAGE [Ell ❑❑ ❑ I 3-CAR GARAGE "�--------- _� FLOOR FRAMING PLAN 4C `- ---------- ---J FLOOR FRAMING. ,PLAN 4A L-------I— — SCALE:1/4". P-0" SCALE:1/4".I'-0" FOR ADDITIONAL AND SPECIFIC FOR ADDITIONAL AND SPECIFIC INFORMATION NOT SHOWN HERE INFORMATION NOT SHOWN HERE - REFER TO MAIN FRAMING PLAN REFER TO MAN FRAMING PLAN PROJECT TITLE LA LACUNA — LARGE --- --- FOR I I I WHD ��Fihl --J I THE FORECAST j1006'70 C V�IC,CENTER DRIVE RANCHO CU'GAMONbA,GA 91190 ARCHITECT : 1 1 DINING I I DANIELLIAN - - 9'-0" CLG I II I I II v T I PROJECT NO. 3590 _----____ ---------J I SHEET TITLE L�_�_—� aSDI __-- fiR 9'-0" CLG I a Lti Im FROM T.O.C.) I A+6�SDI 3-CAR GARAGE 3-CAR GARAGE 6D1 ( P� 3-CAR GAR. LIVING 3 1/1"x 11 7/8"PSL D -- I ,°x li"PaL DROP ___ I ROOF FLOOR ROOF FRAMING PLAN 4C ROOF FRAMING PLAN 4A 9'-O" CLG I-I I I --I-r----- FRAMING SCALE:1/16"•1'-0" SCALE:1/16'' I'-0" I I I � '' PLAN 4 I I I 0 1 3 V2 x 11.1/!"PSL I AIiFIAFZE KAS&r L JC1A LS,IfJC. � e, -_ -------- -, _—_—_ -_ -- ,Y._"_.:. ORIGINAL DATE: I 7 r� ____ _ -------- 3-CAR GARAGE I FLOOR FRAMING PLAN 4B opPOFE"'r0 3-CAR GARAGE SFOR ADD TIONAL AND SPECIFIC 4�Qv' R PRINT DATE w p Lk.No. 07 N ROOFFRAMING PLAN 4B INFTO MAIN FRAMING PLAN Q Mar 37,2004m SCALE:I/16" I'-0" F SHEET NO. o 0CAIF�\P'k N O� N SEE DETAIL I FOR R=PE1171VE IhPOR'7ATIGN - - - I. 4"Nominal Conc.9lab w/ 14 9D5 V4'x 3" SEE DETAIL I FOR SEE DETAIL I FOR b 6"x6"-•I M0.JUM.UND. TOP LCONT.ATES •18"HARDY PANEL REPETITIVE INFORMATION then H R 12",Add•4•24"oc. TOP PLATES REPETITIVE INFORMATION 6'MMIrt-18ey Varucel hero•Mddle 2. 6 HU.Vlequeen GARADE aMMIn.-28ty 5 12" 1 5 Membrane,Extended I I/t" HEADER I B.IR"Ex Joln. , Into FcundeUon Well w/ FU 1 2 E 2'of Send Over POST TO SM 18.•3 X 24•Dowels 6 8 114" Ca#ZCTION PER PLAN $ 3. (0•4 T/5 MIn,Typical .u-aa3o -t-o3 JAHS 2 6 at 24"OG 2 2 U I Q O .All Cont.Footing.,UND JAra3 RII I-A _ 4. Natural Grade or Approved ESI/FME INc. K A a ee9 a ia1 n� - x _ x om _ "t ! Cpacted FIII. $MUD x x x - I$ p I H m Q E 5. DFP.T.Plate w/5/8"dial 6IR EW U • IWO E.16TH STREET ' • 81 x x-�-x x X / Y / / 12'AB'.a 12"O/C Mn. �• - \\ �/ SANTA ANA,CA S2101 (2)5 WEARS TOP! 1-1/8'2 ALL-THREAD ROD /\ \ W %/ / / / ,� //\\/ / w/2"x 2"x 3AW Washer EXtEWD 4'-0'PAST EA DE w/IR"x 3"x V. ///// J \ I \ �/ - 12"From etl Camera 1 eplicee FM104E:114-835-2880 OF FRAME(WRAP• R) PLATE WASHER ��\ \ � \ \�\ /�\ / \ w/1'Mlrt Embedment(UNA.) FAX: 1H-S35-2815 ENGINEER OF RECORD T CHECK .I' ,I EMBED SCHEDULE / �N\�� /v" ,\��\ �/\\ \�/ \ 3'M rt I 1 (Se.Foundation Plane) \ /\\- 1�r�-� 4 /\ � 4 • I �q ^ 3 6. Cold Joint at 2 Pour DEEPEN FTC.s n m 8; • U 1. 2"x V'x 3/I6"We~ ANCHOR BOLT q N --3"MFK CLR FROM EDGE • 4 UNA. SEE PLAN M .y-- OF PLATE WASHER Q::_t gt 4lte itil FIE W1 Heel lon •1, 0'�- Automata Footing w/Heel 1 s U C-ditlon w/Neel L _ Note:bee itlf Report For I • • r- Optimal. 9"-I 3" 3 Addlllanal Requitement. E51/fME ESI/FME E51fffiE - ESIRr ME I2.. sty UN.O. E51/FME FDN FDN.013 FDN-009 FDN-005 FDN-001 17 HARDY PANEL w/ 1 1/8• DIA. A.B. 13 RAISED ENTRY PORCH 9 SCOOP FOOTING 5 EXTERIOR GARAGE FOOTING 1 TYPICAL EXTERIOR FOOTING 6 1. 4"Nominal Conc.9lab w/ 6"xb"-•10A0 WW1M.UND. 2. 6 MI.Vleq.- SEE DETAIL I FOR SEE DETAIL 1 FOR SEE DETAIL I FOR SEE DETAIL I FOR I 5 REPETITIVE INFORMATION REPETITIVE INFORMATION Membrane,Extend•d I I!1" REPETITIVE INFORMATION REPETITIVE INFORMATION 2 1 Into Foundation UNIT w/ Dapresead e.11 E�ansion Jolty. 1.Interlor Wall Shell Have p 2"of Sand Over 17 12. 3"o'Cencrete Filled 2x4(Optlona1) 10.3/8"Dia.8tlx24" b RAMSET/REDHII E54,60 3. (1)•4 T/B MIn'Twical l Pipe Bumper Guard Dowel..24"oc s 24"om UND.(I.C.B.O. U •All GOAD.F'Ootirgs,UND fff/// ($G+edula 40) 1 8 UND_ I '163t or Egwl. 4. Natural Grade-Approved 2 5 w/S-o Ft 73. 12"6gShovel Footing 1 x x '^ Compacted Fill. P g ' 6 M 9. DF.P.i.Plate w/5/8"dual 2 12" 2 E 0 f 12"AB'a la 12"/5/"d x Refs to ArchPlen U 4 C J w/2"x 2"x 3A6"Weeher x. O - - \ $bps per code m H IV From all Corner.a Spike. x x - x • _ x x- -x x 8 w/1"Min.Emb.'I'ma /UNO.) / (Sr Foundation Plane) % / / //�// / /\ /\ \\ :� • Cold Joint at 2 Par ' "2 x 2 x SAW Washer I I �\\\\• ;n �\\\ ��'than R Is'use•a.48 NO. DATE REVISION • I I - • I® 6" s o.c.Vertical Doulsls 12• I I 6 4 ='m 19 Q 5/5/03 4 _ n SI �24" -_J D"-ISt 15"-2Sty D'-I Bt 3 Note:See Soil Report For ContFOcting If Req'd 3 Additional Requirsmen.ESI/FME See Found.Plan ESI/FME £51/FME E51/FME ESI/flNE FDN-001 FDN-014 FDN-010 FDN-006 FDN-002 18 TYPICAL EXTERIOR FOOTING 14 RAISED FLOOR 10 BUMPER GUARD 6 PORCH 2 TYPICAL INTERIOR FOOTING b SEE DETAIL I FOR SEE DETAIL I FOR REPETITIVE INFORMATION I 1.RAITM r Wall 9WE Have SEE DETAIL FOR SEE DETAIL 5EE DETAIL 1 FOR REPETITIVE INFORMATION PROJECT TITLE FOR LA LACUNA - LARGE 1 RAM9ET/REDNEAD 15169D REPETITIVE INFOR NF MATION REPETITIVE IORMATION REPETITIVE INFORMAtION 8- 1/2'Expansion.blot 2 L a 24"-UND.(IDB.O s 4 -163W-Equal. 13. concrete (Se.Pad lS To Drain IL Driveway Slab or Mphalt FOR y S.1/2"Expanalon Joint. UNO. U I6 Plena ror 91ze) Slope 2"Mlrt 8 6 B 14. Concrete Flair6 x x r x x See Foundation I I 5 1 Plan H R 15',Use•4•48" THE FOREGA5T oa. 15. Poet Optional II Vetiral Dam4•Center • 5 16. amp.-Post Base 12" CROUP CENTER DRIVE �a,•, 2 (a..Plane ror 6'.. �, 2 8 RANCHO Ol GAMONGA,CA 91750 DEEPEN FOOTING• L J 26-U Bar end Type).LOTS 18 1 20,FILL B I • yp X -x verlse 114' PER 901E ENG. x x x x I I r' ---- _ sae Och ARCHITECT -�- -• \/\' I I J \ //// /// - , plea DANIELLIAN gg '!q'g PROJECT NO. 3590 01 4 Alternate I �, I 4 SHEET TITLE Solid Pan i '- gee Plan Alternate Fooeing Condluon wheel 12'" 'E OF E ESIRME E51/FME ES/FME ESI/fl'1E FOUNDATION I5-26ty FDN_ FDN-015 FDN-011 F SIIFME ESI fME3 19 TYPICAL INTERIOR FOOTING 15 FIREPLACE FOOTING 11 CONCRETE PIER 7 SLAB EDGE AT GARAGE 3 HOUSE TO GARAGE FOOTING DETAILS SEE DETAIL 1 FOR 606 113 PER REPETITIVE INFORMATION SEE DETAIL I FOR �-�_� SCHEDULE OR EOUAL SEE DETAIL I FOR I.Poet Per Plan SSTB Selection Table: REPETITIVE iNFORI"IATION -.tea --,`'` SI eon MmPoe AB Old MInEMsednas 2-2x4 CONT. I'I REPETITIVE INFORMATION T Slm: komT of Ca1ic. 2.61mp.Holdown per Plan Model 2X X and 2.2X BIIIPI. MOP F7ATE6 T W02A 4x4 5/e" 12" 5" 13/4" 3.ASTM A301 Grade Steel WOLDOWN ono Pour Two Pow l �� It.2X stud or Poet Bolted HD5A 4x4 3/4" 14" S" 1314" Anchor Bolt with StdHook o MTT26 SSTB 16 66T5 20 1 To Angus. HD6A 4x4 1/e° 21" 5" 13/4" (L.-Sol[or J-BOIU Per UBC I HTTIb S6TB 16 SSTB 20 :- i'A r •�A,:o..rl.A.i. i1:C. 2 S NDSA 4x4 1/8• 21' S" 13/4" 9ec1901.1 0 5 HTT22 SSTB 20 SStB 24 20.L 3"X3"X I/2 SLNI Ogle HDIm 4x4 1/8" 21" 5" 13/4" Bolt Olameter per Sched l.. HD 2A SSTB 16 SSTB 20 1 see lane L=30"All!2J I/2"DIaM6'e ,HD20 4x6 I V4' 36" 5 M6' 2 3/4' 4.Mud sill Plate l 19 2 HD 5A SSTB 20 SSTB 24 GARAGE I :.•.,. --. ;. _ •MT128B 4x4 3/4" 14" 5" 13/4" 5.Top of Concrete ND bA 66TB 28 SSTB 34 HEADER 2 20 •To bs used et 2x6 Stud Wall Only. 6.Cold Join b HD 8A SSTB 28 SSTB 34 2 12- POSTBEA T ONNECTI ORIGINAL DATE: ••Uee(24X6d Comm Iis to Post et MTRBB OM 1.F[gRe-bar per Plen x WDIOA SSTB 26 BSTB 34 a PER PLAN 8.Cax:Ftg.Per Plan --- �I Do Not Inetdll HITT or MTT x x x Slops JA A 4 I Note:Holdo-A more Must HoldI Raleed OFF The Mudelll A be p-In Place R Irr to p/\ � -- / _-� Post -- - 5 - Dee Ft Ae Irat %/(/ / • 13.9 X24"Douleb at ® - to Obtain Anchor Enbsdment / / f \ \\\r NOTE HOldo-Anchor. / / 24'O.0 ING 6 3 end ceneLover. \ t Im .SSTB Must Be:Tied In / / / \ \\\\\ TUD \ \\ \ / j\///�\/�/ Ire"v DIA AE. \ Bolt. Place Prior To �\ n / Is Above Embedment For A8 / / UALLTWJAI 3".3 ROD / / \ I'i Foundation Is Valid Far 1-Pour Fdn. `y 1 Vs IU/I/I::x 3"x 3" a - For 2 Pow Fdn,add 6"to the I Imepectlon. PLATE �E'E+'. 4 g II E� Embedment. 4 Deepen Footlitg 4 • ___ _ __ _ _ �� �� �� �� \ n -------L-- Ae Required To I --- - - $ U Alternate Footing Obta s $ Condition./Heel Embedment en OFRINT DATE I2"DIaMIn. --- 1� -�Ilt��t- w0 d ConuataGover. p� ic.No. 7 m / 8heval Fg. - `--" PLAN VIEW •At Lots 18 1 20, Add(2)°4 Vertical EX7END 4-0B R EACH BOTTOM E .Ma 31,2004 3'Min. SIDE£51/FME do • ESI/flME Bare Adjacent to HD Bolt Down To E51/FMIE ES11FME OF FRNHCRAP AT GORIER) 51/FME F� J FDN-020 U FDN-OI6 Bottom Reber FDN-012 FDN-Om6 ENGMEER of RECORD to CHECK �HEET NO. 1 20 WALL BRACE 16 SIMPSON HOLDOWN 12 SIMPSON HOLDOWN w/ SSTB 8 STEP 4 HARDY PANEL 818 & 918 �'�OFON"�P� 1.Beam 1.2x Blocking or A35 Per Plan 1.2x Rafter/Joist or TJI 2.Poet or Mutt.Stud. I.bt Starter ISO,6 Exp.Eaves 2 Roof Shtg 1-Edge Nailing I 2.2x Blocking or TJI 3.2X Studs L'l ` 3 2.ROOF Sheathing w 3.Struct.Trees 2.2x Blocking 3.Simpson C616 w/Ift Neils• 4.Simpson MSTI 36 2 3.Menuf.Wood irueese. 4,ad at 6"O,C 3.Roof Shtg Over or 5T6224• 5.16d et e"OG 3 Trusses 1 4.Stud Well 4.TopSIM Pia60M a at 4a"o/c 5 EN 9.Flush Beam 6 S.Top Plate 6.Stud Frmg I 4.2x Blkg with led at• 6.(3A6d E/S �� 6.Edge No lllme T.Truce 2 a"OA/May be 2 •UNA. I.iJl Blodung 4 I I T.Simpson A35 at 48"o/e- 4 4Im ••2 of For CSI6 •UNA 8. Ommited if Shear le Spa n9 g� Gontlnuous at Outer 7.I�s 6 oa 5 eeLICGT ATIe d clot takr r ., _�s,� 3 m3 2 Face w/o Intrerruptlon) 3,Sops C816• (Vert Holds OKI P ' U" 4 ALT CONDITION •UNA. ESI/FME,iNc. 9 2 3 e UN.O. ••2"Speeing For C816 !/ 18EO E.16TH STREET 1 5 - i 8 3 SAVTA ANA,CA 92T01 Omit If cruse 1 1 L4'r. 4 PHONE:TI4-835-28M le Adequate 5 2 FAX:TI4.835.1813 For Dreg Force ��' q�,, -4 9-®• I °.. Ea ^v \ SPACING 7 X HI A39 EN 3 la.•IIY. 46"o/c 48"o/c 6 2 2 NA 32"o/c 6 6 •A.Per Plan s 6 CONDITION •UNA. 4 3 24"o/c 24•o/e 6 __ 3 4 NA. Ib"c/o q ESI A1E ESI/FME E51 FME E81/FME 5 ESI/FME SHR-003 SHR-001 SHR-0m5 DRG-00 8HR-001 17 SHEAR TRANSFER 13 SHEAR TRANSFER 9 PERPENDICULAR DRAG STRUT 5 BEAM POCKET DRAG CONNECTION 1 EAVE TRUSS SHEAR CONNECTION I-Poet Omit If True. I,SImpA35•at 48"OC 2-SmipsanMST-48 0 I.•SImpson ST6236 or 7 6 10 1 12 IRooer�g d.s Exp.Eaves 8 2 21.Ix Starter Bd.s Exp.Eevas Is Adequate (To Be Installed Aft. �J MSTI 36 3.ROOF Trues or RaFer Px Plan 2.Roof Sheathing 3-cut through Sht'g 3.ROOF Rafts For Drag Force Loading Roof) I to Install strap 25hlm as Recto. 4.2x4 Fingere i 4.Simp)4I s 48"OC.' d1 TCtOrWE 2.Ibd Nails. O 5.Top Plate �� (See Plan) 3J51mpson CC88 6,EN � 9.Top Plate 3.Struct.Trues _ 6 4.Roof Shtg .4 w 4.Poet T.A35 at 48"oa UNO.- l 6.ESimpA351-48"OA 5.2X Blk'g * * 8.Gable End Trues Per Plan 53/8"Plywd Both sides 8,(34d Toenalls s Ea.Rafter 6.EN 10d.nabs 9.Stucco Shear 2 5 Or Solid Shtg 3 b Sea Spacing on 2 5 4 Or Strucwral Trusb. •UNA. 3 Schedule Below. t e� w 4 3 10.16d at a"O.C. \\ $ee Spacing on 5 1 X SPADING A35 ROOFw - --_ a 6 Schedule Below, 2 5 16d A35 ROOF e X SPAGMG EN 1 8" 24" Note: .I 10" 32:, �:�5�� 3 4" 161. 1 Notch Larger Seem --- 2 V. 24" \ X HI SPACING. A35 EN NO. DATE REVISION ® 4 Lo recelve Smaller UYIen V l A STAGGE a" x "X"it Greater Than 4" 3 4" 16" .1 48"o/c 48'o/c 6" Qj 5/5/03 a b •As Per Plans ALTFOR •UNA. b A BTAGGERE 8" \ 2 37"a/c 32"o/c 6" •UNA. TJI 1 \\\V-J��3 -3 74"o/c 74•o/c 6" 4 .4 16"o/c 16"c/c 4• ALT CONDITION ESI/fME ESI F E 5 E51/FME 5 ESI/FME SHR-010 HOD-001 GON-002 SHR-00 ALT CONDITION SHR-002 18 DRAG TRUSS SHEAR TRANSFER 14 POST TO POST HOLDOWN 10 MAIN INTERIOR BEAM 6 GABLE 2 EAVE RAFTER SHEAR CONNECTION O' 1- EX 1.SImpST 6224,UNO I.PI wd Roof I I.Poet• 2.9hsethlrg Alt.MSTI 48 at Dbl.TJI/P6L/LVL PROJECT TITLE : 2.Simpson • -- --- - - -- 3.pp ISoon,or Dbl jet. 2. LA LACUNA - LARGE g•a�� - 2X 8111 Platalat. - 3-Simpson 8T6224,UNO M5TI48 4.Flush Beam,or Obi Jsl. 2.2X 51.6u.9 4.Bm or DoIJst or P•L s DSL TJI/LVL/PSL e Top 3.Trusses per Plan 2 5 Wap Slrep Around em ------ ------ 4-Stud Ukll or 811, 1 3 b.Plywood Spacer 5.Plywd.Shtg WEN 5-Seem or TJI or LVL,PSL. FOR : Eq. 5 (8w Plan) 4 (To Each Joist Ubw On F/J) THE FOREGA5T Sol at 42"OC ad at 42"OC 3 E E 5 GROUP 10690 CIVIC CENTER DRIVE I 4 RANCHO GUGAMONGA,GA 91-FBO I P- == _�__ _�= 3L ARCHITECT : 7ALTFOR 2 FP `3 DANELLIAN •Dbl.TJI/DBL TJI1LVL E0 X 5trep LVL/Pal.x STRAP /PSL AT TOPL L(2)2x Joist(See Plan)aIt. IOC. 4 2.SI son ST6236• I ST6236 MST160 PROJECT NO. 3590 I 8T6136 MSTI603.Edge Nalling 2 MST48 M8TIT2Ea E0. 8 2 M8T48 MSTIT2 4.2x Top Plates3 MST60 SHEET TITLE 3 MST80 5 b q UNA. ESI/FME AA E51/FME E51/FME E81/FME STRUCTURAL DRG-Om HOD-002 DRG•00 DRG-mlm DIA'r-001 DETAILS 19 DRAG CONNECTION 15 TIE DOWN CONNECTION 11 JOIST DRAG STRUT 7 DRAG CONNECTION 3 DRAG DETAIL I.Edge Nailing 1.W5126 at Plate Break I.2X Bettor -�U-I' UNOLor C816 Strap) I.3/4"x Space s Top Plate 2.PI wd Roof Sht I 2 2.Doubts Joist IF Applicable 2.Obi Plates Tp Ice I. To Bottom OF Truss 2 y g' L.(See Plane) I. Edge NeIIMg I °P w 3.Ix Cont.w/Ibd Na l iso 3.Simpson A35 At 48"oa(UN.0) 3.2X 1510 g an Edge. 4 2.Ix4 Plate Over 2x4 Plate "O.0 4'.0"PI wd. 2. Header w/Slmpeon STCT Cllp• 3 I 3. subtrap Slmp.(Ibi I I 3 4.Alt,A35F Location by 4S"oe,s All Non-beering 4.Edge Nalling 6224 Ea.Post over o 0 0 5.Studwall Or Beam a 'Unless Interrupted Window Interior wells 5.2x Blkg ui/Plywd EN --_ P1 6Vd.eke .TJI Or BIk'g.or Rim ®"N- 2a"V. .-:. .. ir.. 4 b.2x Cont.w/16d's• I j ad Common at ad Common at 3.2z4 Well.•Ib"o.c.1JNA. et 8"Or- - ru 4. Post w/EN. T.TJI Every Third Nell Hots- Every Nail Hole 3 5. 7x Stud•Plan 8,Dbl.fo t Plaice B 'a 4.Bottom Of Trues Per Plan w 2 5.ABM See Peen 8,I0d Neils At 12"oc UN.O ORIGINAL DATE: T. 2x Slil plate. 6 / I i',`: nml 3 8.Slab on Grads 4 - °„Pacing too spacing2 I 4 86 U-Bare to Match Grd -J�nJI32 5 5 , Well Material Sm.m OuaMlty s Size. T 24 t e Plan 10. 9hn HD,See b I 3 4" a I 6 T Fda Plan Wien epecified. .4 8 A 2"Ste b ONDITION (Rotets W..coiner) 8 II, Curb Hslght Per Plan 5 3 �ALI_2 5 5 j •UNA. PD 3h0 m 3'e1r. ^'u 3 Q`T 9F PRINT DATE C i n 10 II ESI/FME OPTA TJI w/A35 OPT.2:TJI w/Toe Nails Per Table C L C-30407 (� E51 FME ESI FME E51/FME I E S D 1 CON-019 9HR-008 SHR-006 8HR-004 DRG-0 SHEET NO. 20 NON-BEARING WALL CONNECTION 16 SHEAR TRANSFER 12 GARAGE DOOR HDR SHR WALL 8 JOIST SHEAR CONNECTION 4 DRAG CONNECTION *slq�OFCAU �P O O1 IL s L Simpeon ST22•49"O.C.• I.Floor JStets,Beam or 1.U1e 11 Above 1.A35 O 24"ox 2.Roof Rafter w/Wenger I.Dbl2x SIII 2. Roof Shtg. 3.Tnse Per Plan Poet Abv.,See Plan p 2.2X Blocking 2.DbLTc PlC.51 2.Addition or H25 3.u/10 eon CSI6• 3.2XFirbftg 3.Vertical Web 4.Bm Or Dbl Top Plate pto 6 4.2x Blocking 5.Boundary Nailing 3.Additional 6Vep where Ea.C•er Over +Ea. 4.2X at a"O O`a 5.Truss I 6.Edge Melling Mused" 12" PANEL WIDTH Ea.Comer Over Plywd 5.166 ate O.0 4.Support Beem or O 4.2x Block) 1.Flush Beam fie Edge Nailing 1.Shr awl,Secs ng T.Rf Truseee w/e re S,SFr Panel,Sse Plan stud Well,gee Plan 4 5.Shear Wall Edge pp�*9 6 3 IbQ+6"OL, Melling. S.RF Sing o/Roof Trusses r / 5 UNA. I •UND ,m 9 , 10.Simpson H2 9 48"O.0 O O 5 II.2X Ledger w/(3A6d'e 5 rt 5 „ 2 per Stud ESI/FME,1NG. 2 ^ 12.Beam Per Plan +UX0 WEM wow. \ / > $�C�� RESTI800 E.167H STREETSANTA ANA,CA 92101 APNG, tSee Frami PHONE:114-835-2800 n9Plan,T I FAx: 114-835-2819 A35 SPac ng 3 lano. 16" n b. 12" 4 C. d. 4" g ESVFME ESI/fl'1E E51/FME E51/FME ESI/PME SHR-CM ROF•016e HOD- SHR-015 SSR-013a 37 TRUSS SHEAR BLOCK 33 ROOF CONNECTION 29 TIE CONNECTION 25 SPECIAL SHEAR AT WINDOW OPENING 21 SHEAR TRANSFER 1,Edge No l ling1.S%mpson MST-37 I.Simpson MST-37 2.2x Bloekin 2 1. Edge Nailing 2, Boo 2.Drop Beam I.Beam or MtplJste. I.Edge Nailing g t 2. Roof Sheathing 3.Sim son ST6235 2.Blocking 2.Drag true.,See Plan 3.A35•24"oc. 9 3.Sim ST6236 P 1 2 g 3.Simpson ST 6236• 3.Girder Truss 4. 4x Post 3.WB126•-12'Long 4.Trusses 4. 4x Post S.Sill Plate C616• Ibd+4"o.c Stagg.' 1 (Plywood on side 6.Sill Plate 4.2x4 Scab L•S'w/ 5.Ibd•6"oe. - May Be Omitted 6.DbI.Flr.Joist or Boom 8.TA 4.Mlall Sr BFI/Jets. 2us. 6,Banger I •single Drag Trove Only 2 1 Bin If Designed as 7.MuIt.F.J or Bm. 7. in Nails at B"O.C,U.N.O $, 5.W.Gammon/.fo S.2x Blocking w/16d Drag Truss) 8.Single Rim Jsts. B.Single Rim Jsts. 6 5.4 o/c(6"o/c For i 2 5.Post,Beam 3 4.2x Blk w 16d's 9.Sole Plate Nailing �°*1 i 6.Top Pletae Alt. 3 •6"Sete 9• / 9 6.2 Rows of Sd S.Boundary Nelling . O B`o.c 10.(2)8d NaiM,Clinch 4•-- -� Common Neils•4Y" 4 3 •UNA Imo, 5.Simpson HU 11.Fly Web Stiif.rm• c/o(4"o/c For C816) m v B/S of Web. 4 5 4 3 9 1/2"411 7/8':3/4x21/16" --- 3 14"3 16":1"x 2 1/16" 5 3 S '•U.N.O 9 3 b •See Plans _ _-- q t 5 I I 4 I 8 9 5 It •• 7 b. O Ed. NO. DATE REVISION 8 2 d Thn, / W-nLt'R&.G0de Cut Thru /� Q 5/5/03 Shtg Shtg 6 1 4 a 10 I i ) •UNA. TJ Res. I ro y�rl E61h1ME ESI/FME ESI/fME ESI/FME E911 ROF-039a SHR-0Ib HOD-®m3 DRG-018 DRG-00 38 SHEAR TRANSFER 34 SHEAR TRANSFER 30 FLOOR HOLDOWN 26 INTERRUPTED DRAGS 22 DRAG TO TRUSS I.Deck sheathing I.APPLY FLYIIm TO BTM SOLE PLATE I.Simpson ST22+48"oa. 2.Pack Jol-t w/LUS Hang•re PRIOR TO LOVER W.FRAMING, I. Floor Sheathing ALTL4116d'e Per Lap 4 Spike PROJECT TITLE 3.2x Blockln " 2,ROOF SWTY, 2.Rafter (See Plan)(S Plan) 1.Dint Top Plate g w/16d•6 oc. 3.EN 2. SIII Plate Nailing 3.2x Block) See Plan LA LACUNA - LAR67E To Filler Blockbg Or to 2x F/J. 4. DRAG TRIM w/EN.LOAD 3. Ede Melling 4,RJdge But((See PIen1 Flo E 2.81mpeon ST6224 4. Per Plan 1 I!-� .200 Ia UNA. 5.Floor Sheathing � � 5.Ibd'.+ "o/e URA. 4. Beam par Plan 3.Top Plate Break 8 4 6.TJI Or 2x Fir.Jet. 2 6 6.*ddsRSIFN* "IGo t UND. 5. 2X Joist or elkg •UNO. 4.Dbl Stud. 1.led a 6"oz. w/16d Joist or Bl •UN.O. FOR S.Edge Nailing 3 3 D.2 TMB�/j ANDJ. BLK/JOIST Ea, EO/'� Ea. E°. THE FORECAST 5 9.sIMPSON A35+S"We UND. GROUP 1 IVE 2 6 ° 1 3 1RAA 1NCH01 VIC,CENTER CU'GAMON6A,C 91730 2 Occur. 3 -- 1� + + 2 _____________ ARCHITECT 4 e + + �� DANIELLIAN 4-G) �/ 5 9 3 i 3 1 2 PROJECT N0. 3590 5 3 4 S H IL ELEyAtION E51/P1E E51/ E ESI/FME 4 E51/FME ESI/FME STRUCTURAL 39 DECK CONNECTION DCK-013 35 SHEAR TRANSFER SHR-©4 31 SHEAR TRANSFER SHR 022 27 RAFTER ON RIDGE BM R�om3 23 TOP PLATE BREAK DRs-025 DETAIL 1.Simpeon ST6236• I.Roof Sheathing I.Simpson ST6224 1 2.0)2x Rafter or Bm 9 2.Edge Nailing 2.2X to Pletse (See Plan) 2 3.2x Block) p I.Edge NalBng g +''9 S.2. Beam M 3.2x Blocking I 3 F I 1 2.Roof C-hseath(n 4.16d•6"ot c 4.2x k:s.•E/S w/16d'e•12"oz. 3 3.Girder Trues W/ proved 5.Rafter or Truea QP� U✓✓ Hanger Per Truea fr. 4.Ridge Bm(Sae Plan) 5. Past per plan 4.Typical Roof Trueeee ���/� Top Chord. Q� OV Fy Per Plan •UNO. 6.Studwa It tiW !y C 5.2x BlocWWnnqq W/16d'e• �J ng £O. Ed .UNO, 4 12"Secs UN.O. EQ. EO. 4 W/Ibd•B"oo C p Lie.No. fD m 1.2x BIodU 04 S.Lap,Spike .Mier ORIGIN w/d-16d L5.IC. P /N 5 9.8imp.TS9•411'. 10. 2x Blocking 6 �P BAFTERs PARALLEL II.4-I6d per Slud 2 2 2 TO WALL 12.Simpson LULurap 0 y a3 8 II elde to 1 2 .lg Ea 1.(2)2x Joist)See Plan) S 4 1 I 3 2.Simpson ST6236 3.Edge Nailing 3 5 2 I c+ 4.2x top Plates • PRINT DATE UNA. ` E51/FME E51/FME ESI/FME 4 ALTERNATE 12 RAFTERS PERPEINDICULAR 5 E51lFME WILL E61/FMIE �1 D A ROF-01a DRG-010 ROP-02S ROF-002 9HR-012 SHEET NO, J 1 40 ROOF CONNECTION 36 DRAG CONNECTION 32 ROOF CONNECTION 28 DRAG CONNECTION 24 ROOF TO WALL SHEAR TRANSFER SHEET I NDEX NO. SHEET TITLE / T-I T,TLE 5HEET T-2 CONDITIONS OF APPROVAL 6-1 ABBREVIATIONS a SYMBOLS 6-2 FIRE PROTECTION LA L�'Au'f2`4UNA 6-5 CIENERAL NOTES DANIELIAN ASSOCIATES s-S bEi>ER�A�L NOTES ARCHITECTURE & PLANNING ... b-b GENERAL NOTES .6-T ENERGY REOUIREMENTS/SUMMARIES SIXTY CORPORATE PARK „&-el ENERGY REOUIREMENT5/SUMMARIES IRVINE,CALIFORNIA 412606 ...- A-1.1 PLAN IA'SPANISH' FOUNDATION PROFILE - (a4q)474-6030 AZ 2 FLOOR PLAN FAX (44R)474-1422 Q D A-I B PARTIAL FLOOR FLAW FOUNDATION yy{N{N,DANIELIAN.GOM UTILITY PLAN Z11 SECTIONS/ROOF PLAN A-I 6 EXTERIOR ELEVATIONS ,;;, cgncLAn q-�'ci.Arcc cxFRc�xr A-1.T EXTERIOR ELEVATIONS A-1.5 PLAN IB'MONTEREY PARTIAL FOUNDATION PROFILE RESERVES ITS COMMON LAW A-I.R PARTIAL FLOOR PLAN'B' COP SHT AND OTHER PROPERTY A-1.10 EXTERIOR ELEVATIONS'B'/ROOF PLAN'B' RI6HTS IN THESE PLANS.THESE LAnK/M ELSWOR ^\ A-I.IZ PLAN IG'CRAFTSMAN PARTRI AL FOUNDATIOR ION PROFILE PLANS ARE NOT TO BE REPRODUCED// A-I.I5 PARTIAL FLOOR PLAN''6 CHANGED OR COPIED IN ANY FORM 'I\\1/\`J`/J/7 A-1.14 EXTERIOR ELEVATIONS'G'/ROOF PLAN'C' OR MANNER v1HATSOEVER.NOR ARE A-1.15 EXTERIOR ELEVATIONS'G' THEY To BE A55I6tffD ro ANY THIRD PARTY NITHWT FIRST OBTAINING ,. 9 THE EXPRESSED MITTEN PERMISSION T��7 J��ls(/''� A-2.1 PLAN 7A SPANISH' FOUNDATION PROFILE A CONSENT OF DANIEUAn T I `/ V T r A-2.2 FLOOR PLAN L ^ A-2.3 PARTIAL FLOOR PLAN/FOUNDATION A55ouATES. O u A-2.4 PARTIAL FLOOR PLAN u A-2.5 UTILITY PLAN A-2.6 SEGTINS/ROOF PLAN -. ._ _... _ A_2T _ EXTERIOR ELEVATIONS A-2.5 EXTERIOR ELEVATON5 _ 1 1 `OY UGT I Y A-2.-1 PLAN 215 VNTCREY PARTIAL FOUNDATION PROFILE a A-2.1 FLOOR PL NN S' A-2.12 EXTERIOR ELEVATIONS B' 'B SS A 219 EXTERIOR ELE ATIO 5 B' ROOF PLAN 4F t ItlNw_ PLAN 2G'CRAFTSMAN PARTIAL FOUNDATION PROFILE - A-2.14 PARTIAL FLOOR PLAN'G' y IAtC �£ A-2.15 EXTERIOR ELEVATIONS'G'/ROOF PLAN'G' n __..___ A-2.16 EXTERIOR ELEVATIONS'C' c! CC44M 5 - - riL1 - NANIAN FORECAST HOMES SJ P e ,jq � 4 - � A-32 PLAN PARTIIAL FOUNDATION PROFILE OPTIONS f"l4 OF CPII ?Y - . IRST FLOOR PLAN L N 5A'SPANISH' "... _ 7 ., C] A 34 SWND I'LOOK PLAN a i1615 BENTON ROAD, WINGHE5TER, GA -125�I6 � - - A 55 PARTIAL FLOOR PLAN OPTIONS - -, - -_A-36 UTILITY PLAN L: 0100I) 926-QI6O F �-IO-1) 5,26-683� unuTY PLAN OPTINs No. DATE NLVIs1oN SEG.TIONSLROOF PLAN. .. ....._._ -.-__. _ .-_ _ - _ .A-39 = _ ELEVATIN5_. I 10-14 OS $LDG DEFT COP _. ... ... � � �� PROFILE _ RIB T DNsY RO PLAN.B P I FLOOR PLANSMOUNDATION PROFILE 4 AN G'T FTSMAN A T "A- _._ EXTERIOR!ELEVATIONS'G'/ROOF PLAN.G fJ� '}�I} {Er-w = rEI I AN SSOG I T S --- kkk777 / � �1 ' I TL.W .... A-3.16 G EXTERIOR E TINS G/ROOF PLAN. - - E EVA G - 51XTY CORPORATE PARK IRVINE GA a2606 b - -- A41 PLAN 4A'SPANISH FOUNDATION PROFILE A--4 2 FIRST FLOOR PLAN (a4q) 474-6030 FAX: (9 ) 474-144a22 e e a t3 H A-4. SECOND FLOOR PLAN o A-4.4 FIRST FLOOR UTILITY PLAN cI ,A'= t �L,.1 y A-4.5 SECOND FLOOR UTILITY PLAN PROJECT TITLE - 7 15 SITE. wvi danlellan xiom E-MAIL: proUUfiY On®dQn 1ellanzom A-4.6 SECTIONS/ROOF PLAN A-4.T EXTERIOR ELEVATIONS _ A-46 EXTERIORELEVATIONS LA LACUNA A-4.R PLAN 45'MONTERLY PARTIAL FOUNDATION PROFILES A 4.I ANS IO EXTERIOR E EVATPART AL FLOORTIIONS'B'/ROOF PLAN E ESTATES A-4.12 EXTERIOR ELEVATIONS'B'/ROOF PLAN'B' LARGE A-4.I3 PLAN 4G'CRAFTSMAN PARTIAL FOUNDATION PROFILES . ....... A-4.14 PARTIAL FLOOR PLANS . .... . A-4.15 EXTERIOR ELEVATIONS'G'/ROOF PLAN'G' A-4.16 _ EXTERIOR ELEVATI ONS Co' '/ROOF PLAN G' ... ...... .... PROJECT NO. O�JOOB ..DETAILS. GO10E ANALY515 CONSULTANTS I G I N I T1' M ' c 3 oETA,Ls- SHLE, MILE U .DETAILS. < OGCUPANCY TYPE R-3 / U-I 5TRUGTURAL ENGINEER � E51/FME ?a TOTAL.ARGHITEGTVRAL SHEETS o CONSTRUCTION TYPE V N WO E. I&TH STREET / TITLE SANTA ANA, GA `12'101 ® CALIFORNIA BUILDING CODE 2001 EDITION ("1I4) a55-2800 SHEET CALIFORNIA MECHANICAL CODE 2001 EDITION ENERGY CONSULTANT HERITAGE ENER6Y GROUP CALIFORNIA PLUMBING CODE :2001 EDITION 158�5 BARRANGA PKWY, SUITE F-101 � � IRVINE, GA 112606 - - _ DEFERRED S'UE L T ORIGINAL DA (Gi4G1) -ISG1-"1221 STAIRg ERAILINb DETAILS AN5 GALGULATIN9 ��^�}�s ry CALIFORNIA ELECTRICAL GODS 2001 EDITION A^^I rvr:D Bf�TIHE RR1rMTAEw°1FF4�G RIE#RAONDR o 1�9TVALLLATIOIA PR E,ID), 0 Y� FOR PE'.I i i.'dl °:'lUA NCE �yV_ COTT FALEKA'&ASoUCIATES,INC --�-•�T!1IJORE �� CITY Oh ll"" m BY DATE BUILUhW 4 7hnze 0,,s ar bush r-,,.,nd for adherence to the c appl appricable cod" and ordinance. Authorization Is o hereby grained to issue a building permit pending ,B oval by all applicable City agencies. 4 The Issuance or granting of a permit based on M .y to approval of these plans shall not be construed to S Permit or approve any vipermit lation �eaumed f the ppcabV. (f i'`+t,,;,i�..,,..,LS.,i.l'- t iUl�,°i1S PRINT DATE codes or ordinance. No en authority to violate or cancel the provisions of such ti.�NAI. t codes shall be valid, �`I't:�•1 --- s dZ- HLu Ke-3 c a-C' 9acw�e STI�,IA.dO�`� OA/,/ SHEET NO. T- aea,a..na. CONDITIONS OF APPROVAL FOR REST])EYTIAT.PROJECT NO 2003-05 Pabr to Issuance ofB-J&.g/Grading Permits FORECAST HOMES 11SHOREPOINT AT LA LAGUNA ESTATES" 21.Prior ro issuance of any precise grading pemsits or budding permits,the applicant shall sign and complete Revised by the Planning Commission,April IS,2003 an "Acknowledgmrnt of Conditions" and shall rsrucs he an-ad original to the Community Development Department for inclusion in the case records. REVISION DEFINITIONS: '7rab'er"demons an ad&don ro the wording of the Conditions of Approval,a "seiketh a g,h"denotes a deletion from the test. 22.Applicant shad comply with all requirements of the City's Grading Ordinance. Construction generated dust and erosion shall be mitigated in accordance wids the provisions of Municipal Code,Chip-15.72 and using accepted coastal techniques. Interim erosion Bon thirty(o!measures shad he provided 30) PLANNING DIVISION days after the aim's rough Wading,as approved by the CityEngineer. (Sore: Farr 6rnd fn the Cordinaw ofApproral an the Bert vnnrarrr available ar the nme ofapprouaL The e-far mxawnt vUlbe rsrirsvd ar rhenaaa vfbaireGagpenair irraaare aad array be rnind.J 23.These Conditions of Approval shall be reproduced upon Page One of the Building Plans prior to their accepear-by she Budding and Safety Division. /� 1. Design Review approval for Residential Project No.R 2003-05 wan lapse and be void unless a building - - - - - DANIELIAN ASSOCIATES permit is issued within one(1)year of the approval dam. The Community Development Director may 24.The applicant shall submit for review and approval by the Building Division building plans char are ARCHITECTURE & PLANNING grant an extension of time for up to one(1)yea prior to the expiration of the initial Design Review.An designed to current UBC and adopted codes, apph-tion for a nme extnsion and required fx shall be submitted a minimum of one(1)month prior To canee -SIXTY CORPORATE PARK the expindon dam. 25.Applicant shall provide a Oat tn pad or area a minimum of 3'-0"by 7'-0"adjacent to each dwelling.The storage pad or area shall conceal the trash baracls from public vices. 1 RVI RNIA 42606 2. All site improvements shall he constructed as indicated on the approved sic plan and building elevations. (R4a7)474-604-6030 Revisions ro the approved site plan or building elevations shall be subject to approval of the Community 26.The building addresses shall be a minimum of four inches(4")high and shall be easily visible from the FAX: (1744I)474-14.22 Development Director or designee. public Eighc-o5way- Developer shall obtain street addresses for all project lots prior to issuance of building permits. The addresses(in numerals at least four inches(4"high)shall be diaplayed near the WWW.DANIELIAN.GOM 3. Materials and colon depicted on the materals boards shall be used unless modified by the applicant and enaance and be visible from the front of the unit INIIIIIIIIIII approved by the Community Development Director or designee. ® DANIELIAN A5506IATES EXPRESSLY 27.Prior to Conditions Approv else Consaucrien Supervisor shall meet vrieh the Planning Division to review, REIIERVE5ITS 00MMON LAW 4. Apignee, shall decided sd Plot,for review and approval by the din permit Development Director i or his the Conditons of Approval, COPTRIGHT AND OTHER PROPERTY designee,a detailed Plotting Plan poor to the issuance of building permits for each phase,which indicate the style and color scheme m be used on each lor.Styles shall be evenly distributed throughout the situ RIGHTS IN THESE PLANS.THESE ry ry Y B 28.Landscaping Plans and laigauon Derails fee each plan shall be required,Typical From Yard Plans:and a PLANS ARE NOT TO SE REPRODuceD The identical product or color scheme shall not be constructed directly actass or adjacent to one another. Cost Escmam shall be submitted for review and approval by the City's Landscape Architect Consul- CHANGED OR COPIED IN ANY FORM and Else Community Development Director,or Designee prior to issuance of building pertain.A OR MANNER vcHATSt)V R.NOR ARE 5. Applicam shall urea all ADA(Ameucan with Dissbilitin Act)requirements for access to the Model Landscape Plan Cheek Fee and Inspection Per shall be paid for the entire project at the time of THEY TO BE ASSIGNED TO ANf THIRD Honu Complex submittal. PARTY WITHOUT FIRST OBTAINING THE EXPRESSED WRITTEN PERMISSION 6. Applicant is to meet 4 applicable Specific Plan requirements and standards,or when they are silent,City 29.Under the provisions of SB 50.the applicant shall pay school fees to the Lake Elsinore Unified School AND OONSENT OF DANIELIAN Codes and Ordinances. District prior to issuance of building permits. ASSOCIATES. 7. A cash bond of 11,000.00 shall be required for any construction sailers used during construction.Bonds 30,All mechanical and electrical equipment on the building shall be ground crourI All outdoor ground or will be released after removal of traders and restoration of the site to ae acceptable searc,subject to the will mouared utility equipment shall be consolidated in a central location and architecturally screened approval of the Community Development Director or designee. along aids subatanual landscaping,subject to the approval of the Community Development Director, prior to issuance of building permits.If the equipment is placed behind the fencing,landscaping will not 8. The project shall connect to sewer and meet all requirements of the Elsinore Valley Municipal Water be required.Air conditioning and related equipment located in side yards shall maintain a minimum of 3 Dia¢ict(EVhQWD). &ppIi-shall submit vests and sewer plans to the EVMVM and shall incorposate feet of enobs¢uc[ed,leveled clearance bertseen the equipment and the adjacent property line. ySt� all district conditions and standards,including payment of applicable water and sewer connection fees.. . PUT c• Nq/ Prior its PrnalAppimasl 4,0 fir, 9. Garages shall 6e constmcred to provide a minimum of nine-feet-viz-inches by nineteen-feet-viz-inches (9'-6"x IVA")of interior class space foe two Bus for a total interior clear space of dnseen-f.tI 31.The applicant shall meet all Conditions of Approval prior to the asumcc of a Certifwre of Occupancy 0 cmx inches by tumerees-feet-aiz-inches(19'•6"X 19'•6").Prior to the ixuance of building peonies,the andrelease of utilities. _ applicant shall submit Boor plans for the large models chat indicate compliance with this requirement "- 32.Pnor st frxol apprmw/,all wood fencing shall be pahtmd paseee-5e appeGvd ur neared rvirb a/rib-gra4,raGd OF GAIaF� 10.All theme walls are t.gaiaed to be coated with and-graffiti paint. body,peverraring train approved by 0.CamwnniD D-loposw Direrrar or his drugaer. 11.Any mrainhng walls shag match the interior slump block walls in color and style. Retired by as,Planning Ca .Apd/15,1003. 12.Walls or fences located in any front yard shall not ex thi ceed aysiz inches(36")in height with the 33.All front yards and the side yards on corms lots dull be properly landscaped and irrigated with an NO. DATE REVISION excep ion that wrought-uon fences may be five fear(5)in height Chain link fences shall be prohibited. automatic underground ierigan c.syseem to provide 100%plant and grass coverage using a combination of drip and conventional irrigation methods. t>'a emmmicia) a. Planning within fifrecn feet(15)of ingress/egress points shall be no higher than[harry-six•inches Dr/end by rbr P/aeni g C-sernan,APrii 15,2003. E„I It. The landscape plan shall provide for ground coves,shrubs,and sees and meet all requirements of 14.The applicant shall abide by the approved Fuel Modification Plan For Tract 30788,and all conditions of approval afraid tract. the Lry's adopted Landscape Guidelines. Special attention to the use of Xeriscape or drought resiscam plantings with combination drip irrigation system to be used to prevent excessive watering. 15.The applicant shall revise the following elevation drawings for resubtnittal and approval by rite Community Development Director or his designer, c. All landscape improvements for the Model Home Complex shall be bonded for labor and materials for 2 yeses with a 120%Faithful Performance Bond prior to final approval of the Model Home a When vrae elevations present a two-dimensional roofline that is not broken up by any archicI Comple.A paper bond shall be acceptable.The hand will be pleased coo(2)years from the dace of PROJECT TITLE feanres,the applicant shall provide additional architectural enhanccmena to compensate foe the the Iut Certifies.of Occupancy. Marianna-design,specifically,as£allows: /� d All landscaping and irrigation shall be instilled within an affected pardon of any phase a else rime a LA LA6UNA (1) Plan 1(smell)-Add shutters or pot shelf and sconce. Cectificau of Occupancy is requesred for any building. ESTATES (2) Plan 2 Qzrge)-Add shucten and sconce e- Final landscape plan..at be atimiseent wids approved sin plan, b. Where aide elevations present a long expanse of home will below a-dimensional rootline that SMALL is not broken up by any uehimcear d fnnres,the applicant shall provide additional architecturalF. All expand slopes in excess of three feet in height within the subject¢act and within private Ion enhancements to compensam for the monotonous design,specifically,as follows: shall have a permanent irrigation system and erosion control vegetation installed,as approved by the Landscape Architect and Planning Division,prior to issuance of cans icam of occupancy. (1) Plan 2(small)-Add a window with trim or surround to the rear portion of the left elevation. ENGINEERING DIVISION (2) Plan 3(small)-Add a window with tam or surround to Else rear portion of the left elevadom 34. Residential project R2003-05 will be required to meet all applicable conditions of approval for Tract No.30788 at the appropriate development phase. PROJECT NO. 05005.01 16.Full architectural steaterne,as depicted on exhibits or conditioned by these conditions of approval,shall m 35. All Public Works Like Elaible requirements shall be comphed with d n condition of development a SHEET TITLE w be required For hock the r his and second a re ew and i The applicant may submit to the Conmioniry specified in the Lake Elsinore Muni al Cade EMG riot[o budding emit N- pea rap (L )P B P Development Director or his designee,far review and approval,evidence dart a particular elevation is U hidden from public view,and in those instances,co be determined by the Comrnurury Development 36. When the model complex parking lot is removed,the A.C.pavement shall be taken to a recycling O Director or his designer on a case-by-mac basis,this condition may be waived.Elevations visible from comer,not s landfill ---- Q me community aad]o:ss a result of elevation changes berwecn homes will not be mnsidued Eoc waiver of dux condition. 37. Secondary emergency access on Sunswepr Drive shall meet the requiremenm of the Riverside County Fire Department. w 17.The Director ox his skull revive rite Phasing Plan for resubmitd and approval by else Community Development G O ND I T I O N5 Director or his designer as follows Q .___ gn ... ____.._...... _._. _.._.___... 38. The applicant shall subrnic landscape plans For review and approval by the City Landscape Archuact that include be pslope on The each side of McVickez Road.The applicant shall,upon receiving OF Sunsweptof said plans,install and maintain tine landscaping or men char nspomsibW y over to tine r $ a McVicker Drive shall he completed prior to c the issuance of rie fast CertMing the of CompEmergency from homeowner's association. APPROVAL McVicker Road ro the ezisming and adjacent Sunswept Drive,including the Emezgency Access connection approved by the City Council with Tentative Tract Map No.30789 as a trial accessway. d b. Ocotillo Drive CA'Drive)shall be complered prior to the fast budding permit in 1_:___---_ Phase 5, From Mergrdre Drim to the norrhem v intersection with Stmswepc Drive,and construction vehicles and equipment shall udliac Ocodlo v Drive to access the remaining phases of rho project GENERAL ARC HTE(TURAL NOTES c. B�nnig nlrb Pbace 5,phasing shall commence in a clockwise progression begeNaeeg-erKlse-serrdrease LNO. aced-9f from Phan 1,msadmatg nonh on Sunswepr Drive and ending at else southern and of Owallo 6 pppq' Dave. r) ALL SARASE DOORS ON THE PROJECT SHALL BE SECTIONAL o es-meand ROLL-UP DOORS,WITH DETAILS AS SHOWN ON EACH ELEVATION. rV H ARCFIITECl1XN;AL ENHANGEMEMie! . o Jirn'nd lay rMP/caning Car✓mirrion,Ap»115,1003. ARCHITECTURAL ENHANCEMENTS SUCH AS SHUTTERS AND WINDOW 18.The applicant shall consul[with the Riverside County Fire Department in order to meet primary and TRIMS OR SURROUNDS 5HOWN ON FRONT AND PARTIAL SIDE secondary arms nquin-an.of that agency during all phases of construction once combustibles are THE ELEVATIONS S o ELEVATIONS SHALL BE CARRIED THROUGH ALL FOUR SIDES OF brought m the sire. S. 2 ALL SHUTTERS,WINDOW TRIMS AND SURROUNDS ON SIDE AND -- - a REAR ELEVATIONS SHALL MATCH WITH FRONT ELEVATION IN a 19.All signage shall be reviewed and approved by die Community Development Director or his designee. STYLES AND DETAILS. turn 20.In accordance with the Mitigation Program for La Laguna Estates,the applicant shall submit,for review I,. �t1 n 9 and approval by rite Conunusury Development Director or his designee,a design plan fisr the innrpcerive - yr,,e:siona of sac.w trail signposts to be installed along the community tail The design shall include geaphical, cones sriull Car ra.�a. -pla rographical and rexmal appfica ce.that educate trail users about the species m be observed,dheu � value to a balanced ecology,and the imponance of riparian habiun. ABBREVIATIONS: INTERIOR ELEVATIONS 5YM50L5: A 6 0 K SOFFIT(MAY OCCUR) DEPTH NOTED IF HOOD OR DEPTH NOTED IF ABV............ ABOVE &A................. GAUGE OT................ QUARRY TILE OTHER THAN MICROWAVE OTHER THAN AD.............. AREA DRAIN 65„..._....._... &RAB BAR 2°MIN. 5TAN12ARD TYP (MAY OCCUR) STANDARD TYP.� 4 ADJ............ ADJACENT 6P................. GARBAGE DISPOSAL 999999��`` A/G........... AIR CONDEN50R 6D0...._....._.. &ARAbE DOOR OPENER TOP OF CABINET PANEL AFF........... ABOVE FINISH FLOOR bM.............._ GREENHOUSE R DOOR ` MIRROR AL.............. ALUMINUM 61.................. 6ALVANIZED IRON R.................... REFRIGERATOR ...._. .. _.. - ALT........_.. ALTERNATE bL........_....._ 6LA55 RAP..... RADIUS SHELF INSIDE APPROX.....APPROXIMATE bL 8LK.._...... GLASS BLOCK RA6.................... RETURN AIR GRILL CABINET \ - APPRVD.....APPROVED 6R.........._...... &RAVE RG .................... RESILIENT CHANNEL __ -- -- p Q ARCH..._.... ARCHITECTURAL GYP BD..._.... GYPSUM BOARD RD_._„_.............. ROOF DRAIN IL ,\I/I JI RRED EV::.::::::::::::::::::. RVER E SPCA / �` / sib O u FIXED ANEL B RM....................... ROOM TOP OF CU1TI FIXED DRAW ¢I RND..................... ROUND COUNTER BOARD PA�gL - SQL BA.........._. BATH H_.............: HALL RO....................... ROUGH OPENING X L--J L- J L SPLASH DANIELIAN ASSOCIATES BALD....._.. BALCONY HIS......._..._ HOSE BIBB R5...__......_....... ROLLER SHADE ST K /\ (� (] 0f I I BD.........._. BOARD HG............_ HANDICAP(DISABLED) BED........_. BEDROOM NOR.........._ HEADER - � m ARCHITECTURE & PLANNING BLDBLK&6.._._. BLOGKIN& HR..IZ...._._... HHOURR NTAL g TOE SPAG OV 0 / R \ P I W I yl t 51XTY CORPORATE PARK BMW_....._.. BELOW Hi....._....._. HEIGHT 5/SERV....._......... SERVICE BM............ BEAM SAT.........._.......... SPRAYED ACOUSTICAL IRVINE,CALIFORNIA 92606 BOT......._.. BOTTOM TEXTURE �OQ � p \ Oe re1', 949)474-6030BSMNT BASEMENT 5G_...__............... SOLID GORE BTVW BETWEEN 5D.. 5MOKE DETECTOR FAX (949)474-1422 IN.................. NCH 56..._................... SEMI-GLOSS ��° y a IN I FO._........... INFORMATON SH...._................ SINGLE N1N6 y �� •c�'( q�'y 0`"'q` v� Q �q �� o� �T�o J (,� �� p��� .��y`�,IJ0 ,J� �� WWW.DANIELIAN.GOM coINSUL _.. I145ULATEANSULA710N BHT_.................... SHEET ly' TNT.....__........ INTERIOR SHUN¢................... SHOWER GAB........... CABINET 91M...................... SIMILAR FLOOR PLAN SYMBOL5. ®DAhIEL.AN ASSOCIATES EXPRESSLY GB............. GUTTING BOARD SKYLT.................. SKYLIGHT CL_........... CENTERLINE SL................._..... SLIDING WINDOW RESERVES ITS COMMON LAW CL&_.......... CEILING J SL................._..... SLOPING CEILING T REFER TO COPYRIGHT AND OTHER PROPERTY CLR.._........ CLEAR J................... JUNCTION BOX 5L DR............„.... SLIDING DOOR RI6NT5 IN THESE PLANS.THESE CMU......... CONCRETE MASONRY UNIT SQFF..........._..... SOFFIT ,. _. ... FOR BATH GO.....„....... CASED OPENING 5Ci..................... SQUARE / - ..- PLANS ARE NOT TO BE ANY FORM - I DL -- V LV V I FIXTURE,MAT., CHANGEp OR COPIED IN ANY FORM CO............. COMPANY SPIL...................... SPRING LINE / r- -'�/\-{ -\_.f - - \ / - - ETC. COL............ COLUMN I SO FT.........._...... SQUARE FEET LINE OF UPPER �� /rG �J /� X 24" � -I X��-X-�_ N r LIN OR MANNER WHATSOEVER.NOR ARE GONG......... CONCRETE KDT.............. KNOCK POWN TEXTURE 50 IN....._..._....... 5QUARE INCH CABINET /R\ P W\ /D\ PAPER HOLDER THEY TO BE ASSI6NED TO ANY THIRD CON5TR.....CONSTRUCTION KIT_.............. KITCHEN BID-.............-..._.. STAINLESS STEEL ff;� '- (MAY BE PARTY WITHOUT FIRST OBTAINING GPNT.......... GONTINL�IX STD............_..._... STANDARD LINE OF BAS ------ 5I{OyIER 4' Z� SHOWN) THE EXPRESSED WRITTEN PERMIS61ON GRIP........... CRIPPLE 5TL_................„. STEEL CABINETS `�-� CABINET SHELVES ABV DYER MUST HEAD ' E' IB" W IU AND CONSENT OF DANIELIAN GSMT...„..... CASEMENT STICK,......._.......... STORAGE BE VENTED TO TOWELBARGT.............. CERAMIC TILE L 9TRUGT.._.....„.... STRUCTURALSOFFITI (MAY OGCUW OUTSIDE IN ¢ IB" A55OCIATES. CTR............ CENTER 545..................... SURFACE FOUR (WITH LENGTH LAV.........._... LAVATORY 51DE5 (MAY OCCUR I W45HER SP L N ............„. POUNDS GORE REQAU�ftEEMIEIRTS NOTED) LIN.............. LINEN 5W............-........ SOLID WDOD DRYER SPAG REFER T D LIVINO_.......... LIVING ROOM LUMINOUS ENCLOSSENERAURE NOTES FOR CEILING,SEE ENCLOSURE INFORMATION. LOW............ LOUVER DOOR 42" D................ DRYER LT.................. LIGHT T DETAIL DEL............ DOUBLE LTWT CONC.....LI&HTMI&HT CONCRETE -- SIZE AS NOTED DEPT.......... DEPARTMENT LUM............... LUMINOUS TB..................... TOWEL BAR FEET . OF...„......... DOU6LA5 FIR TC..................... TRASH GOMPAGTER WIDTH A IN. H ELEVATION FLOOR DRAIN SIZE AS NOTED Db.............. DUAL GLAZED TEMP........_.......... TEMPERED 4. PH....._....... DOUBLE HUNG T}9C..................... THICK FEET REFERENCE PROVIDE ALL WHIRL HEIGHT D e ONE PIECE `.+MOWER HEAD POOL TYPE T185 W/ NURC. x DIM...„........ DIAMETER M TOG...................... TOP OF CURB IN. ] (EXAMPLE: 102"x42" ACCESS PANELS ELWN DIA............. DIMENSION TOW...................... TOP OF WALL e F KITHINPOA ."A•ELEV TUB/SHOVIER X SHATTERPROOFF,4.'L• " MAS..........._.. MASONRYI-IE PER MANUFACTURER A.Ct6'79 ON....._....... PORN MAX.............. MAXIMUM TYP...................... TYPICAL (fTMA SLIDING C SHOWN ABOVE) COMBO h D ----- REQUIREMENTS. DO............ DRYWALL OPENING Tt6........_............ TONGUE AND _ M BA.._......... MASTER BATH DR......._..... DOOR M BED........... MASTER BEDROOM &ROOVE SH=SINGLE HUNG ., Vf ore, CSP DRWb..........DRAWING MG................. MEDICINE CABINET TEMP(MAY F6L:FIXED GLASS) INTERIOR ELEVATION KEY WP WAINSCOT(AS LLL����PONY WALL BELOW „<... DS............... DOWNSPOUT MECH............. MECHANICAL OCCUR,PER COPE GSW-CASEMENT ONE PIECE TUB S�OVM NOTED)MIN.A2• OVAL TM . (MAY OCCUR MFR............... MANUFACTURER DAL............. DETAIL REQUIREMENTS) MIN............_.. MINIMUM (WP SEAT,SLIGHTLY DW_............ DISHWASHER UBC......_....._-.... UNIFORM WINDOW SLOPED TOWARDS MIS .............. MISCELLANEOUS DWR............ DRAWER MTD............... MOUNTED BUILDING CODE FLOOR DRAIN MAY MTL.._........... METAL UM, _............_..... UNIFORM FLAT CEILINS OCCUR.) NO. DATE REVISION MECHANICAL CODE ~ IN. --LINE OF GEILINS BREAK E UNO...................- UNLESS NOTED HEIGHT -_ _. ._ ... OTHERWISE FEET FLAAT __.::_-"" CL L L L..I EA.............. EACH N UPG....._..._......... UNIFORM IN. / sG SLOPED CEILINb &ENT........ ENTRY N6................ NATIONAL URAL GRADE IC CODE PLUMBING LODE FEET]WIDTH 6�/' STARTING HEIGHT OQO O O - LLL EL.._.......... ELEVATION (TOPOGRAPHICALLY) NO................. NUMBER THRESHOLD PITCH MAY BE NOTE ELEG........... EL.EVATION NTS.._........... NOT TO SCALE ELEV_...„.... ELEVATION U (OCCURS AT ALL HEIGHT NOTED TRIPLE SINK LAUNDRY PEDESTAL EO............... EQUAL VERT.................... VERTICAL EXTERIOR DOORS) ETG............. EA CETERA VEST.........„......... VE5TIBULE SYWN6 DOOR VOLUME GL& SINK SINK BAR SINK URINAL TILE PLOORINS VINYL SHEET EWWM.......... ELECTRICALLY WELDED O VOL..........._......... VOLUME BOBS(TEMP) PLOORIN6 EXT............. WIRE MESH V5................. VINYL SHEET EXTERIOR CA......... OVERALL VTO............. _....... VENT TO OUTSIDE _ 55............. OBSCURE VTR.........._.......... VENT THRU ROOF c_ — ' LINE OF CL,5 OG ......... ON CENTER SLIDINS(SLAS DOOR g2b OPENING I IE'-PROVIDE CATWALK OH ..._.. OVERFLOW DRAIN 5 T I ACCESS PER OH ......._ OVERHEAD I I DIRECT VENT bA5 ONLY FEARTN P OL .......... OUTLOOKER / SHAFT(MAY - CODE REQUIREMENTS 6A5 ONL FAU............. FORGED AIR UNIT OPNG ......._.. OPENING U I OGGUR,SIZE [ W �� MAY OGGUR MAY OCCUR PROJECT TITLE FD_............ FLOOR DRAIN OFF ........... OPPOSITE W..._........_.......... WASHER � 472 AS NOTED) I Tppy, IE—VERIFY W/ GAS &AS FF_............. FINISH FLOOR OPT........__. OPTIONAL NV.............._....... WITH Ail FIXED PANE_ SHAFT LINE OF SKYLIGHT I H I BY OTHERS S -I APPLIANCE APPLIANCE L� L/dt6UN� F6.._........... FINISH GRADE OFT ................. OVEN WD..........._....._... WOOD I {'' RA& POL..............FIXED GLASS O/ OVER WDW......_............. WINDOW SKYLIGHT I I IN I __ FIN........._.... FINISH WH.............__...... WATER HEATER GLb -- ESTATES /FIX............... FIXED WI..........,_„......... WROUGHT IRON L--J - PIXT.............FIXTURE WIG.........._............ WALK IN CLOSET DOUBLE SWING DOOR FL................ FLUORESCENT P w/o.................. WITHOIrr F_`—, ATTIC RETURNLA�R6E FLASH..........FLASHIN& PIP...................._ WATER PROOF Sn"ox FLR..............FLOOR P.................. PANTRY WT..._....._....._. WEI6HT BO"X!30 1 ATTIC ACCESS PAU AIR rND... FOUNDATION P/PWDR.....„. POV♦DER ROOM "' 2868 4 %"BOX Be BOX L -J ---.__- -- --------- FOG........._.. FACE OF CONCRETE PIS................. PUSH BUTTON ^�� C SIZE A5 HEARTH F06............. FACE OF 6ARA6E PH_.„...••••__• PAPER HOLDER NOTED) FAU ON RAI PL............_... PLATE POCKET SLIDER r_——_' STANDARD CORNER MASONRY S ON FOM...._.......FACE OF MASONRY �_ PLATFORM PIS.........._. FACE OF MASONRY PLYWD......._.. PLYWOOD I i ATTIC ACCESS Z. TYP IB" pR 54 FP........__. FIREPLACE _..PAIR --__ FR DR.........FRENCH DOOR (SIZE AS PR.........._ FIRE RATED PTDF..........„. PRESSURE TREATED = -C L- NOTED) r O3OOS POST FRM6...._.....FRAMINb PROJECT NO. FA............._ FOOT OR FEET PJC........_.. POLWTINYL CHLORIDE __�__- I WITH LADDER AT GAP-ACHE WAR HEARTH" j HEARTH F5............... FINISH SURFACE BI-PA55 DOOR ATTIC ACCESS AIR UNIT HEATER _ SHEET TI1LE FTC......._......FOOTING FURR........... FURRING 5460/�� VERIFY NY BOTO\'.0 DPO BLE POLE \ BROTHER 5"80X \/ ' INSs BI-FOLD DOOWSF#IfTERS �POLE /� �_� WAY �•eox —_ -- I \---HEARTH--'� MISG. SYMBOLS: -- c _nBMP 544AY 44AY DUCT OVERALL FACE S° ISARA&E DOOR CHASE FLUE CHASE FIREPLACES (SIZE AS NOTED) AtBBREVIr4TIDN5 OF BUILDING ANGLE(NOTED) AND SECTION DETAIL REFERENCE REFERRENCE&RID CENTERLINE ELECTRICALNTILITY 5YMBOL5: AND A-10 REFERENCE D- NUMBER (LETTERS HORIZONTAL- 5YMBOL5 DIRECTION OF NUMBERS VERTICAL) HI NUMBER 0 DUPLEX CONVENIENCE OUTLET O FLOOR DUPLEX CONVENIENCE OUTLET Ci ML MINI LIGHT Q REGE55ED CEILING FAN(EXHAUST T LOOSE KEY SECTION SHEET NUMBER WHERE TO OUTSIDE AIR) DETAIL 15 DRAWN PROPERTY LINE, REVISION NUMBER # 51N6LE POLE SWITCH 11 SHEET NUMBER WHERE CENTERLINE BTWN UNITS S M DUPLEX GONVENIENGE OUTLET(HIDDEN) O WALL WASHER OR EYEBALL RECIRCULATN&FAN CODE T FUEL GA5 SECTION 15 DRAWN AND/OR MATCHLINE #y THREE WAY 5WITGH QR MINIMUM,FAN EXHAUST 1 }�WP NATER-PROOF DUPLEX CONVENIENCE OUTLET 1 SQUARE RECESSED INCANDESCENT TO OUTSIDE AIR PREPERED SECTION BUBBLE DETAIL REFERENCE DIMENSION CLOUD INDICATES I{�GFI W65ROUND FAULT CIRCUIT INTERRUPTER T< FOUR WAY 5WITGH LIGHT FIXTURE { HOSE 5155 BUBBLE REFERENCE&RID AREA REVISED (AP-WEATHER PROOF) 1 DIMMER 5WITGH CEILING FAN W/INTE6RAL LIGHT (GOLD WATER AT REFRI6J ORIGINAL DATE V.yp /1� 1p114 0 DUPLEX CONVENIENCE OUTLET(HALF HOT) 7c ® (FL-FLUORESCENT) �j` 2 Lo V V 0 � RECESSED STEP LIbHT N m ROUND RECESSED INCANDESCENT w5 t HOSE OFF VALVE SHUT WALL SYMBOLS: �ET�WIDTH DUPLEX CONVENIENCE OUTLET L16HT FIXTURE(WP•WEATHER PROOF) Q WALL SCONCE RETURN AIR GRILLE VERIFY VU I i:-/%/.,;/7 MASONRY OR CONCRETE WALL imy IN. ____ _.. (HALF HOT,HIDDEN MECH.DRAWINGS) FULL HEIGHT 2x4 STUD WALL FEET-I "AFGI DUPLEX CONVENIENCE OUTLET VY ARG WFL ROUND RECESSED FLUORESCENT -(r LII&HT FIXTURE-NALL MOUNTED INCANDESCENT Q DOOR CHIMES � RRICATIO1 TEE SV FULL BRICK VENEER IN. )HEIGHT FAULT CIRCUIT INTERRUPTE2 JI{ LIbH7 FIXTURE S. (WP.VN:ATHER PROOF) FULL HEIGHT 2XB STUD m 6p1 FDIIPLEX IGONVEN INTERRUPTER OUTLET W/6RGUND ©D SMOKE DETECTOR 0 (ZXB MAY OGGUR) DO!• DRYWALL OPENING 0._ INTERCOM - ADHERED BRICK OR ROUND RECESSED INFRARED TRACK LIGHTING STONE VENEER 220 VOLT OUTLET(DISCONNECT H BULB HEATER LOW&YPSUM BOARD)NALL 220 AT A/C LOCATION 4 THERMOSTAT(VERIFY LOCATION O J-BOX Q o, -- (HEI'SHT NOTED,WOOD GAP DRYWALL.OPENING JV FLAT TOP �.( Y W/MEGH.DRAWINGS) c MAY OCCUR,SEE PLAN INTERIOR SOUND WALL WITH )„( SURFACE MOUNTED INGANDESGENT LIGHT BAR „ . � Y220 220 VOLT OUTLET(HIDDEN) LIbHT FIXTURE ® ALARM BOX .� MIN 5 U2"BATTS F7 PRINT DATE pENo rNT ENT m __ STUD WALL BELOW - BPL AT SOFFIT F SPRING THE REFERENCE"F R."INDIGAIL-5 TNT'THE COMPONENT SHOWN MAY PENETRATE FIRE RATTED MATERIALS FIRE -_-�PLAN TUBE v �BUTTON (HEIGHT NOTED,SEE PLAN CRIPPLE WALL AT LINE NOTE: FIXTURE LI&HT FIXTURE ® ALARM PANEL o REAR OF SHELF BOWED SOFFIT (SPLJ a -- - HANDRAIL OR bUARDRAl1 TOP AT 8'-0' TELEPHONE M Y IRE ASSEMBLY MUST MEET CODE REQUI (SEE STAIR DETAILS) 1. WALL AO BOTTOM r ASSE BL ON WHICH IT IS LOCATED.PENETRATIONS OF A F REMENTS WITH RESPECT LIGHT MAY OCCUR $UB PANEL(VERIFY'LOCATION SHEET N0. z z Z TO APPROVED MATERIALS,ALLOWABLE 51ZE AND THE SEALING OF THE SPACE BETWEEN THE COMPONENT AND THE FIRE Yt/6ENERAL CONTRACTOR) ' 1. OF INTERIOR SHELF TCLEVI510WGABLE WALL MOUNTED HANDRAIL RATED MATERIAL WHICH 15 BEING PENETRATED.THIS REFERENCE MAY APPLY TO ANY SYMBOL ABOVE.ALL FIELD CONDITIONS1. I DEPTH NOTED NN11CH MAY POSSIBLY BE ENCOUNTERED ARE NOT NECESSARILY DESCRIBED.FIELD CONDITIONS ENCOUNTERED WHION L ILLUMINATED ADDRESS LIGHT / c� (SEE STAIR DETAILS) INTERIOR SHELF DRYWALL-OPENINH NV BOWED TOP REQUIRE CLARIFICATIONS SHALL BE BROWHT TO THE ARCHITECTS ATTENTION IN A TIMELY MANNER. Q5 GARAGE DOOR 5EN50R s FIRE�,7 ■SELF-CLO51N6,TIGHT FITTING,SOLID WOOD DOOR, FIRE DAMPERS NEED NOT BE IN57ALLEP IN AIR DUCTS PASSING THROUGH PROTECTION: 1 5/6 INCHES IN THICKNESS,OR SELF-GL051NG THE WALL,FLOOR OR GEILIN6 SEPARATING R-5 FROM U-1 OCCUPANCIES, R-3 (DWELLING) TO U-I (PR I PATE GARAGE) T16HT PITTING DOOR HAVING A FIRE-PROTECTION PROVIDED SUCH DUCTS WITHIN THE U-1 OCCUPANCY ARE CONSTRUCTED RATING OF NOT LESS THAN 20 MINUTES. OF NO.26 GALVANIZED SHEET GAUGE STEEL(OOIP IN MIN)AND HAVE OCCUPANCY 5EPARATI ON NO OPENINGS INTO THE U-1 OCCUPANCY A DOOR GBC,SEG 502.4 � MEGHANIGAL PENETRATION G.B.G.,5EG 302.4 NOTES: M VERIFY MINIMUM DOOR THICKNESS HR CONSTRUCTION I HR GONSTRUGTION WITH LOCAL SECURITY REQUIREMENTS OCCUPANCY SEPARATIONS SHALL BE VERTICAL OR HORIZONTAL OR BOTH OR,WHEN NECESSARY,OF SUCH OTHER FORM AS MAY BE REQUIRED TO AFFORD A COMPLETE SEPARATION BETWEEN THE VARIOUS OCCUPANCY DIVISIONS IN THE BUILDING. WHERE THE OCCUPANCY SEPARATION 15 HORIZONTAL, S/6°TYPE'X'GYPSUM WALLBOARD MINIMUM 2x4 WOOD STUDS MINIMUM 2x4 WOOD 51i1D5 STRUCTURAL MEMIBEIZS SUPPORTIN6 THE SEPARATION SHALL BE PROTECTED BY EQUIVALENT FIRE-RESISTIVE CONSTRUCTION. (C.B.C.,SEC 502.2) APPLIED VERTICALLY OR HORIZONTALLY �,) AT 16"O.G.MAXIMUM AT 16"O.G.MAXIMUM THE INFORMATION SHOWN HERE 15 INTENDED TO ILLUSTRATE THE"GENERAL"FIRE PROTECTION REQUIREMENTS FOR R-5 TO L61 OCCUPANCY SEPARATION RA LED AT T"OZ.WITH END JOINTS T/6"CEMENT PLASTER $/4"DROP GOING WITH bd COOLER OR WALLBOARD NAIL �) AND THE MINIMUM APPLICABLE G.B.G.REQUIREMENTS.REFER TO G.B.G.GRAFTERS 9,5,6,T,8,9,29 AND BI FOR DETAILED REQUIREMENTS. ON NAILING MEMBERS. (' (MEASURED FROM THE FACE OF STUDS) ALL FIELD CONDITIONS WHICH MAY POSSIBLY BE ENCOUNTERED ARE NOT NECESSARILY DESCRIBED.FIELD CONDITIONS ENCOUNTERED WHICH REQUIRE STAGGER JOINTS EACH 51D . O4 FOR XTERIOH GOAT SURFACE.PLASTER R MIXTHE DANIELIAN ASSOCIATES CLARIFICATION SHALL BE BROUGHT TO THE ARCHITECTS ATTENTION IN A TIMELY MANNER MINIMUM 2x4 WOOD STUDS AT (`) BROWN GOAT,BY VOLUME,CEMENT TO SAND. THE ARCHITECT RECOMMENDS THAT ALL TRADES PERFORMING WORK AT FIRE PROTECTION AREAS BE FULLY KNOWLEDGABLE OF THE CODE REQUIREMENTS 24'O.G.MAXIMUM OVER METAL LATH OVER BUILDING PAPER ARCHITECTURE & PLANNING FOR MATERIALS AND INSTALLATION. FURTHER IT 15 RECOMMENDED THAT THE GENERAL CONTRACTOR FIELD WALK THE ENTIRE LENGTH AND EXTENT �) 5/6"TYPE'X'6YP5UM WALLBOARD S/6"TYPE'X'GYPSUM WALLBOARD SIXTY CORPORATE PARK OF MINERAL/6LA55 PI THE FIRE PROTECTED AREAS WITH THE BUILDING OFFICIAL DURING THE MODEL UNIT CONSTRUCTION TO INSURE THAT ALL MATERIALS,INSTALLATION, ( APPLIED VERTICALLY OR HORIZONTALLY APPLIED VERTICALLY OR HORIZONTALLY GATT INSULATION - IRVINE CALIFORNIA 42606 PENETRATIONS,CONNECTIONS,ETC.ARE COMPLETE AND IN AGGORDANGE WITH ALL GODS REQUIREMENTS. ALL"GENERAL"REQUIREMENTS SHOWN SHALL R-5 ~) U-I NAILED WITH 6d COOLER OR WALLBOARD NAILED WITH 6d COOLER OR WALLBOARD BE VERIFIED WITH LOCAL ORDINANCES AND REQUIREMENT5,THE MORE 5TRINGENT SHALL PREVAIL, NON-RATED PENETRATION DWELLING 6 NAILS AT T"O.G.WITH END JOINTS NAILS AT T"O.G.WITH END JOINTS (444J 474-6030 ALLOYED ON THIS SIDE j ON NAILING MEMBERS. ON NAILING MEMBERS. FAX: (44q)474-I42.2 FOOTNOTES APPLICABLE TO DETAILSI STAGGER JOINTS EACH SIDE. U_1 STAGGER JOINTS EACH SIDE. ExrBelole ARAb WW{N•DANIELlAN.GOM IE NONHiATED `) EXTERIOR '. bARAG I. REFER TO SPF41FIC FIRE ASSEMBLIES FROM L.B.G.TABLE T FOR ALL ADDITIONAL FOOTNOTES,SPECIAL REQUIREMENTS AND PROPRIETARY MATERIALS. FINISH MATERIAL 2. REFER TO STRUCTURAL DRAWINGS FOR ALL STRUCTURALLY REQUIRED SHEATHING THIGKNE55ES,MEMBER SIZING AND SPAGINb BEYOND THE FIRE 12 CB.C.,TABLE T-B,I6-1.9' 12 G.B.G.,TABLE T-B,16-1.1(EXT 0 DANIEJAN ASSOCIATES EXPRESSLY INTMOR WALL G.BG.,TABLE T-B,IT-1.5 EXTL-RIOR YVALL T-IB(IN EXTC�tIOR WALL 17-1.9(INT) RESERves ITS CCMMON LAM PROTECTION MINIMUMS N07M HERE.CONFLICTING INFORMATION SHALL BE BROUGHT TO THE ARGHITEGTS ATTENTION IN A TIMELY MANNER. GI DI pj LOPYRI6HT AND oTY1ER PRaPERTv EXTERIOR USABLE AREA UNDER •THIS ASSEMBLY HA5 BEEN MODIFIED A5 ALLOYED BY HR FIRE-RESISTIVE GONSTRUGTION 1 HR FIRE-RE515TIVE GONSTRUGTION RIGHTS IN THESE PLANS.THESE �I HORIZONTAL PROJECTION OF ROOF SEC.502.4,LIMITING THE REQUIRED FIRE-PROTECTION PLAN,ARE NOT TO BE REPRODUCED \/Er OR FLOOR ABOVE. MATERIALS TO BE INSTALLED ON THE GARAGE SIDE ONLY. CHANGED OR COPIED IN ANY FORM INTERIOR /\ I EXTERIOR STICK OR I HR GONSTR¢UGTION OR MANNER WHATSOEVER.NOR ARE TRU55 FRAMING TFEY TO BE A5616MED TO ANY THIRD (`�ANV ETWEEN 6ARA6E WALLS WHICH SUPPORT OGGUPANGY SEPARATION PARTY MITHOUT FIRST OBTAINING ELLING D WALLS WHICH SUPPORT THE STRUCTURE OF OCCUPANCY ABOVE D �,P�"'�'°" �L-------- WESTERN ONE KOTE 5TUI WALL ASSOCIATES. 1 �1 ��FROM COATING MIN 5/6"THICK ) LA HABRA WALL COATING MIN 9/6"THICK-4 ) MINIMUM 2x4 WOOD STUDS 8 ]F-{G)FOUNDATION TO I'x>t20 GAUGE WIRE FABRIC-LATH (-` LATH APPLIED HORIZ.WITH II GAUGE NAILS AT 16"O.G.MAXIMUM ��ROOF SHEAT'HIN6 APPLIED`4 II GAUGE NAILS AT 6"O.G. 1.T2 P.L.F. (�. 1 1 DENSITY PAPER I"THICK 1.5 pcP DENSITY EP5 BOARD ) 5/4"DROP SIDING R-9 1 U-I R-5 U-I I"THICK 15 pcP DENSITY EP5 50ARD (� FACED MINERAL 1 ) WOOL BATTS, BUILDING PA ) I/2"GYPSUM SHEATHING(EXTERIOR DWELLING G bA DWELLING bA BUILDING PAPER EXPOSURE)NAILED WITH 1 9/4'BY NO.II OFLSSIp 1 (~ WITH VAPOR (~ CP Nq/ 5/6'TYPE'X'WATER-RESISTANT GYPSUM- BARRIER 5/6"TYPE'X'WATER-RESISTANT GYPSUM -") GAUGE BY T/I6'HEAD GALVANIZED NAILS � qy SHEATHING PARALLEL TO STUDS WITH II bA (�" SHEATHING PARALLEL TO STUDS WITH II 6A (� AT b"O.G.FINISH MATERIALS NAILED WITH I STORY PLAN VIEW SECTION VIEW GALVANIZED ROOF INS NAILS AT 4°OG. �) GALVANIZED ROOF INS RAILS AT 4"O.G. ) MINIMUM Id GALVANIZED SMOOTH BOX NAILS w 0 ILNN AT ED6E5,T'O.G.FIELD,TOP AND BOTTOM AT ED&E5,T"O.G.FIELD,TOP AND BOTTOM (VERIFY WITH MATERIAL MANUFACTURER) g o.C4829 PLATES' PLATES ( OVER BUILDING PAPE� FULL WALL PROTECTION MINIMUM 2.4 WOOD STUDS AT Ib°O.G. (� MINIMUM 2x4 WOOD STUDS AT 16"O.G. (` 5/5"TYPE'X'GYPSUM WALLBOARD OF CPUF� /I HORIZONTAL PROJFTIONUE Or F ` APPLIED VERTICALLY OR HORIZONTALLY MIN.I/2"TYPE'X'GYPSUM WALLBOARD 5/6"TYPE'X'GYPSUM WALLBOARD HAILED- OR FLOOR ABOVE. NAILED WITH 1 5/5"LONG•15 GAUGE NAILS (~ WITH bd COATED NAIL5 T"O.G.TO STUDS, (,_,.. NAILED WITH bd COOLER OR WALLBOARD /'\I STICK OR 6'O.G.TO 5ND5,PLATES,AND BLOCKING �) PLATES AND BLOCKING.ALL JOINTS MUST .�.) NA NAILING OMEMBERS.END JOINTS INTERIOR EXTERIOR 1RU55 FRAMING ALL JOINTS MUST BE BACKED BY MIN 2.4 (~_ BE BACKED BY MIN 2x4 WOOD FRAMING WOOD FRAMING-JOINTS AND U-I U-1 STAGGER JOINTS EACH SIDE. AT WALLS WHICH -�) .`) U-I N0. DATE REVISION FASTENER HEADS TO BE TREATS EXTERIOR ( GA EXTERIOR ( GARAG EXTERIOR 6A \ / 1)SUPPORT ANY FRAMING I WITH JOINT COMPOUND 1 TO WHICH FIRE-RESISTIVE I 2 2 / D MATERIAL IS ATTACHED,OR L WESTERN ONE KOTE-EXTERIOR WALL SYSTf LA HABRA-EXTERIOR WALL SYSTID2 CSC.,TABLE 1H5,16 WSUPP STRUCTURE OF THE ,11�., EXTERIOR WALL ICBO REPORT NO.9899 EX11MOR WALL I.G.G.REPORT NO.4226 ExTMOR DILLROO I'1-IB(INT) B 'X<�1�V OCCUPANCY ABOVE (t\ D �,0� OPfTION I I HR FIRE-RESISTIVE GONSTRUGTION OPTION 2 I HR FIRE-RESISTIVE GONSTRUGTION HR FIRE-RESISTIVE GONSTRUGTION CD)-��fts5 WHICH SUPPORT OCCUPANCY SEPARATION WHICH SUPPORT THE STRUCTURE OF OCCUPANCY ABOVE STORY PLAN VIEW SECTION VIEW PROJLCI )1TLE II PARTIAL WALL AND SUPPORT POST LESS THAN 6x6(NOMINAL) SUPPORT POST 6x6(NOMINAL)MINIMUM ♦� FULL GEILIN6 PROTECTION EXTERIOR USABLE AREA UNDER M NON-RATED SHEATHING R-g LA LA67UNA HORIZONTAL PROJECTION OF ROOF 10YELLIN6, \/E-f•OR FLOOR ABOVE. 5/5"TYPE'X'GYPSUM WALLBOARD NO ADDITIONAL PROTECTION REQUIRED BATT INSULATION E5TATE5 / INTERIOR /\ I EXTERIOR LINE OF STICK OR APPLIED VERTICALLY OR HORIZONTALLY _ _ _____ p/ FLOOR ABV TRUSS FRAMING NAILED WITH bd COOLER OR WALLBOARD ----- -- LAfWE AT WALLS WHICH R-9 NAILS AT T"O.O.WITH END JOINTS \ / I)SUPPORT ANY FRAMING DWELLING ON NAILING MEMBERS.1 / 1 TO WHICH FIRE-RESISTIVE (� STAGGER JOINTS EACH SIDE. U-I U-I U-I U I ] II / II MATERIAL 15 ATTACHED,OR - 1 / T 21 SUPPORT THE FLOOR OR r____ ._-- __- 1 \ ' I� % ROOFOCCU S RIJ ABOVE THE 1 I� I� 7 D BEYOND I.50LATM VVST C.54.,TABLE T-B,n-1B ISOLATED PMT cB.G..5Ec 6osb.2 w G' E PROJECT N0. 03005 F R FIRE-RESISTIVE GON5TRUGTION `J HEAVY TIMBER R-9 1 I II C��11 R-9 1 U-I I HR FIRE-RESISTIVE CONSTRUCTION GYPSUM ASSOCIATION 1,2 DWELLING ARA \ II F ABV DWELLING 1 GARAGE OPTION A FIRE RESISTANCE DE51614 MANUAL PC 5515 SHEET TITLE C ISOLATED POST WHICH SUPPORTS OCCUPANCY SEPARATION O PARALLEL CHORD WOOD TTRU55ES AT 24"O.G.MAXIMUM 2 STORY PLAN VIEW SECTION VIEW C ISOLATED P05T WHICH SUPPORTS THE STRUCTURE OF OCCUPANCY ABOVE �`PE CONTINUOUS FURRING P41TH DOUBLED1TRAND OF Fil I FULL WALL AND 18 GAUGE bALVINIZED STEEL WIRE AT 48"O.G. R NON-RATED SHEATHING(1/2"THICK MIN) R'S ♦NON-RATED SHEATHING R-9 O 5/6"PROPRIETARY TYPE'X'GYPSUM WALLBOARD(BY THE GELOTEX FIRE PARTIAL CEILING PROTECTION EXTERIOR USABLE AREA UNDER DWELLING DNELLIN6 O M HORIZONTAL PROJECTION OF ROOF CORPORATION OR THE 6EORbIA-PACIFIC CORPORATION)OR BASE \Al OR FLOOR ABOVE. WOOD FLOOR JOISTS OR WOOD FLOOR TRU55E5 OR VENEER APPLIED AT RIGHT ANGLES TO FURRING CHANNELS WITH /-\ I ROOF RAFTERS AT ROOF TRUSSES AT "'-- - - I"TYPE S DRYWALL SCREWS AT 12"O.G.AND 1 1/2"FROM E06ES PROTEGTI ON INFERIOR EXTERIOR 16"O.G.MAXIMUM 24'O.G.MAXIMUM -- ---------- AND END JOINTS LOCATED MIDWAY BETWEEN FURRING CHANNELS 21717, AT WALLS WHICH BATT INSULATIO 1 1 1 ) ` 1 t l " 1)TOO PORTVICH RY FRAMINGE-RESISTVE I �� ^r ^fV�^f ^! 1 GATT INSULATION ^� �_1 I_1 -� �_f ^1 1^� 1 I.G.G.REPORT NO.NER-200 I,2 R�� U{A-y IH,�tL �1�A y D MATERIAL I5 ATTACHED,OR -- - OGGUP/ `I 1GY TRUSS JOIST MAGMILLAN 1 /I 2)SUPPORT THE FLOOR OR OPTION B A LIMITED PARTNERSHIP G �Ay ��Iy �I ROOF STRUGTTIRE OF THE BASE LAYER 5/5"TYPE'X'GYPSUM �J�,P( \Rr\T I OI t 1 / I OCCUPANCY ABOVE • U-1 WALLBOARD APPLIED AT RIGHT ANGLES U-I O TJI JOIST(TJI/55b5,T5 OR 550J B II 5/8"TYPE'X'GYPSUM WALLBOARD NAILED TO GARAGE TO TRUSS AT 24"O.G.MAXIMUM WITH GARAG 1 \ : STICK OR JOIST WITH 5d COOLER OR WALL BOARD NAILS 1 1/4"TYPE'S'OR TYPE Vi DRYWALL O USG RG-I CHANNEL AT 16"O.G. ORIGINAL DATE: �\ AT 6"O.G.END JOINTS OF WALLBOARD SCREWS 24"O.G. TRU55 FRAMING CENTERED ON JOISTS ©S/6"U56 TYPE VV FIREGODE GYPSUM WALLBOARD ® MAY [� CIF--i\Gll I FACE LAYER 5/6"TYPE'X'GYPSUM WALLBOARD .�AEM yyy��� 'LI OR VENEER BASE APPLIED AT RIGHT ANGLES TO NOTE, C TRUSS THROUGH BASE LAYER WITH THE USE OF THIS PRODUCT SPECIFIC ASSEMBLY REQUIRES THAT THE TYPE 5'OR TYPE W'D' RYWALL SCREW .G S AT 12'O . GENERAL CONTRACTOR: LINS OF r AT JOINTS AND INTERMEDIATE TRU55.FACE A. INSTALLS THE ASSEMBLY IN ITS ENTIRETY I� •• LAYER JOINTS OFFSET 24"FROM BASE LAYER JOINTS, B. PROVIDES THE ARCHITECT,PRIOR TO INSTALLATION,EVIDENCE / FLOOR ABV L WALLBOARD THICKNESS HAS BEEN INCREASED FOR THIS ASSEMBLY TO 7 BEYOND COMPLY WITH MINIMUM I HOUR RATING OF ASSEMBLED COMPONENTS 1 N E TYPE'6'DRYWALL SCREWS PLACED 2"BACK OF A CURRENT FIRE TEST REPORT AS ACCEPTABLE TO THE / \ ON EITHER SIDE OF FACE LAYER END JOINTS AT 12'O.G. BUILDING OFFICIAL _ 1 PER SSG.T-r,PART V. U-I 1,2 1,2 0 DWELLING 1/ 6ARA6 I \ DWELLING 1 6A FI FLOOR/GEILINO-ROONCEILINS G.B.G.,TABLE'?-C 19-1.4 FZ FLOOR/GEILIN6-ROOF�C.EILIN6 GB.G.,TABLE TL 21-I.I FLOOR/CEILINEF •THIS ASSEMBLY HAS BEEN MODIFIED AS ALLOWED BY THI5 ASSEMBLY HA5 BEEN MODIFIED AS ALLOWED BY THIS ABSENBLY HAS BEEN MODIFIED AS ALLOWED BY PRINT DATE SEC.502A LIMITING THE REQUIRED FIRE-PROTECTION SEC.502.4,LIMITING THE REQUIRED FIRE-PROTECTION SEC.502.4,LIMITING THE REQUIRED FIRE-PROIEGTION MATERIALS TO BE INSTALLED ON THE GARAGE 51DE ONLY. MATERIALS TO BE INSTALLED ON THE GARAGE SIDE ONLY. MATERIALS TO BE INSTALLED ON THE GARAGE SIDE ONLY. - -' lk2 STORY PLAN VIEW SECTION VIEW HR coNSTRucr10H HR coNS TwcrloN I HR coN9TRucnoH PARTIAL WALL AND C GEILIN6 SURFACE BETWI=EN GARAGE AND DWELLING FULL GEILIN6 PROTECTION --- _ — -- SHEET No. a` G-2 GENERAL NOTES SECTION IA--GENERAL REQUIREMENTS(CONTJ SECTION SA--CONCRETE: REFER TO STRUCTURAL DRAWINGS BY SECTION 58--STRUCTURAL STEEL IP r ulred W structural onI.InInOTHER5 FOR CONCRETE SPECIFICATIONS NOTES,DETAILS AND 2OO1 II. Ghm�q� My addition,deletion,or change In the°cope oP the work described by the plan°°hall be I. Sops:Furnish all structural steel...Man.,bolts,plates,stud bolts,stairs,Installation teGBC by Ttton changgee order only. My approval from the building official for a change In the work shall Eiu� MENTS TO BE ICJ'ED ON TH15 PROJECT a°shown In structural drgwinga and d°t°Ila as requlr°dto complete work. betheeonelbllIN oP the General Contractor.SEGTIOfLS IA - GENERAL REQUIREMENTS 12. Intention, The General Contractor shall Insure that all Igbor,materlala,• u nt and tranaportatl°n A. Fabrlcatlon and erection°hall coin with the latest A.1.5.G. ecifications. 2A - EARTHWORK .hall be Inclvded In the work for complete execution of the project. ThegM�Gh lec!shallnot beFOR EXTERIOR FLAT YVORIG AND NON-STRUGl11RAL CONCRETE B. Allbolts Par steel members shall cponPorm to A.S.T.M.A-50'7 unless otherwise noted. 5A - CONCRETE responsible for the mean°and method°of construction. G.Welding*hall Do by the electric MI.Ided ARC pro....,dome by a certified weldor a4A - MASONRY . the buRdingdepartment. 19. RSMow aF Drawings: Tha benoral Contractor and all Subcantractora.hall rovbw the 4ull content oP D.Where Plnls Is aitachod to structural stool,provide I/2"Iwlt bolas at 4'-O"O.G.for 5A - METAL A urnloh,Install and finish concrete work complete,Including final grading and surface proparatlon the plans for dlacropawloa and omissions prior to commencement of work. Pvxi dlscropancloa or under,Install form work relncrete a anebn *lints,ludina 1 1 gradin etc. of nallem or stud bolt.at 24"O.G.unless noted otherwise. See architectural drawings for or 55 - STRUCTURAL STEEL mlealona In the plans shall be communloted to the Architect within a reaonab a time of discovery. J finishes.An discrepancies In the finished structural steel dimensions and the ability to provide B. Refer ice Ps,?m m Repent provide d Owner01,16,t for all recommendations a tlono racommendatlono y hj Pr 6A - ROUGH CARPENTRY The General Contractor and all Subcontractors shall be responsible for any work not In conformance neeasaary rollers for finishes shell be brought to the Architect's attention prior to fabrication. 6B - FINISH CARPENTRY with the plans or In conflict with any code. partalning to olio p, ratton,and corro,lw properEls,of the Boil. All contained In Sall°Report E. All field welding shall have continuous Inspection. WW fake preodencs over deWll°and InPormattlon mdlcoted. g n°P 6C - GA5INET5 G. Verifyextent and location of all flat work with Landscape drawings. 60 - MOLDED MILLWORK 14. Use of tho Drawings: Petalled large scale drawings an"D".heets and notes on"IS'sheet.take9. Materials. precedence over general small scale drawln and notes on"A".hoots. Dimensions take D.The .metal Contractor shall coordinate and verify all concrete dimension*,elope°,drains and A Structural steel shall cmP-m to standard° IfCotlons for structural steel far bridge* 1A - ROOFING AND WATERPROOFING, scaled g° .ceases with all trades prior to the placement or"aanaret.. �°° DANIELIANASSOCIATES 1B - SHEET METAL pprr cadence over scaled measurements. Details and sections on the drawings ors shown at specific E. Refer to Landsc a and Civil En I.erl drawln a for the contlrPlgtlon of rotalnln walla(yard and buildings A.S.T.M.A-96. IOCations and are Intended to show general requlremonts throughout. Detalls rated"N ipidal"Imply all °P g" m� yar B. HI-tenslle bolts,whore Indicated on the plans or details,shall be the PrlcClan a and there shall walls)between un1 a beyond what I°Indic*ed. AI grade condition.surrounding um s ors to be P ARCHITECTURE & PLANNING 1G - INSULATION Ilk*ondltlons treated similarly,unless noted otherwlas. The architectural details shown are Intended venRl.I,with Glvil Engmeering drawings Landscape drawings and{field candlLlona. Dlacrapuncles bs no palnt,ell,lacquer or galvanizing between the contact surface*. Hit. le bolt°shall is, "ID - F-LASTOMERIG MEMBRANE to PurtPwr Illustrate the visual design concept and the mmlmum recommended weather protection far in elevations ggiven aro Eo W brought ko the aktsntlon oP Eho Mchlisct prior to corotructlon. conform to A.S.T.M.A-925 or A.5.T.M.A-490. 1E - SKYLIGHTS this Prolset.Building code requirement°,structural considerations,trade amoclotlon manuals and F. Pootin IocaEid In oximl oP the tv of elo t extend In tle th such that the outer to G. Pipe columns shall.*inform to A.S.T.M.A-55-5 type E or S. SIXTY CORPORATE PARK I cat-and product manufacturer's written Instructions shall also be considered In order to g° Pr kU p pe mue p p D.TLbe column° hall conform to A.5.T.M.A-501 or A. ads B. BA - FINISH HARDWARE Pub P edge oP the Pootinge is horizontally a distorts from Umo Pacs of the slops,as*pacllled In Bolls 9r IRVINE,CALIFORNIA a12606 complete the conaLructlon of the details,and In acme cases may supersede the details. Each 0B - DOORS Report,uvll drarvings and G.B.G.requramente,the more stringent shall avail. contractor on the Job shall bring oil necessary changes to!he attention oP the Mchitect prior to _rate 4. Shop Drawings,Submit I sot to Owner/Glent,I set to Structural Engineer and at to M49)474-6030 BG - WOOD WINDOWS construction. All poa.Ible Field conditions which may be oncountorod aro not necessarily descrlbed 6• �ot°I mltsd to freshest metal and Concrewith te .,�srintsndent an other trades Including but Arched Por review for conformance with the visual design concept prior to fabrication. BG - ALUMINUMNINYL DOOR5 AND WINDOW5 Field conditions encountered which require clarificablon shall be brought to the attention of the Framing, FAX (q4q)474-1422 BD - 6LAS5 AND GLAZING Architect In a timely manner. 2. Standards.All work and materials shall meet the latest edition performance standard.of the WWW.DANIELIAN.COM BE - WEATHERSTRIPPING AND THRESHOLDS °Amerlaan concrete Institute"-AV. SECTION 6A--ROUGH CARPENTRY.REFER TO STRUCTURAL BF - GARAGE DOOR HARDWARE IS. Shop Drawings.All shop drawings required N the plane shall be submitted to the Architect ten(10) qA - STUCCO working days prior to fabrication for review of compliance with the design concept. S. Yorlonarshlp. DRAWINGS AND TRU55 DRAWINGS BY OTHERS FOR LUMBER AND 95 - GYPSUM WALLBOARD AND CEILING BOARD 16. Approved DrawInga. The General Contractor°hall be responsible Por coordinating the work between A. Gan crate shall be worked In all forms,Into all ornors and around reinforcement. 0 OANIELIAN A550C,A7E5 EURESsLY qG - RESILIENT FLOORING the ditto t BubcontracLoro and requiring all Subcontractor.to use the most current building B. 6oncrets Plat work shall slope 1/4"yer foot mInlmum to drain or as Indicated on the drawings GRADING SPECIFICATIONS TO BE USED ON THIS PROJECT RESERVES ITS COMMON LAw 9D - TILE department approved set of plan.. allowing no puddling to occur. Verl all elope condlElona with all applicable dloablod accaooible COPYRIGHT AND OTHER PROPERTY 9E - PAINTING AND FINISHING route requirements. RIGHTS IN THESE PLANS.THESE IT. Model Butldl It ConstrualI It Is Intended that an Initial bulldl Nnit(le.model)be constructed G. Verify.Matlons of raised and depressed slabs to receive other materials prlor to slab FOR ALL NON-STRIIC TiJRAL CARPENTRY. PLAN5 ARE NOT TO BE REPRODUCED IOA - BUILDER SPEC,ALTIES/FIN15H 5CHEPULE In n� pIacemoM. 15A - PLUMBING for each plan,plan alternate,elevation or elevation alternate sufficiently In advance of the remaining D Provida termite treatment of soil prior to pouring Of concrete. CHANGED OR COPIED IN ANY FORM production buildings/unit.for the purpose of resolvin dlscrapancles,correcting omisabna and IBB - SPRINKLERS OR MANNER wHAT vER.FOR ARE p^ovlding.1-111lcatlon In the construction documents Ing the construction OF a(model)building./ I. 5ca 15G - HEATING AND AIR CONDITIONING 4. Flntahm9' THEY r0 BE ASSIGNED TO ANr THIRD 16A - ELECTRICAL IL° A Ae detailed by Landscape Architect. A. .Ing out of work,rough trim,sidling,etc. B. Furnish and Install all*crows,Malls,straps,mantle for mud*ille,aaatomarm sealant/caulking, PARTY wITHOur FlRsr OBTAINING 16. Structural Obsarvaton:Owner/Gllent shall be responsible to fulfill the requroments of Section 11702 S. Materials. building paper,.elf sealing elaslomeric membrane,flashing material and all necessary THE EXPRESSED ARITTEN PC-RMI%ION f the G.B.G.to employ his dooignated Engineer to mako*Ito vlslts to obaarvo general compliance with A. Lemont, ASTM 0150,Type I(verify with Soils Report). See Section 1904,5.1 and equlp n .General contractor°hall be roepasibls Nor ssquencnq and protection OP AND CONSENT OF DANIELIAN the approved structural plans and change orders. The Engineer shall submit a statement In writing to Table Iq-B-9 of the C G.For the r en cement water ratio for sale containing sul weatherproofing materials from deterloratlon or damage caused 5y other trades,vandalism, ASSOCIATES. TRADE COORDINATION MATRIX the Owner's representative,special Inspector,contractor and B.Ilding Official stating that the site p°p n. wind,rain,U.V.rage and hoot, rlor to them LxIn covered. F concenErgElon exceedinngg O.I%. VxIPy with Sella Engineer prior to field Implementation. y P g vl*Its have teen made and Identifying arvy reported de{Iclsncl.s which,to the best° the snginor's ®. Ag9gregatas: ASTM C . G. Install all Interior and exterior standing and rmning trim,shelving bomdng and all budding knowiedg.,have not been resolved. G. WaEor: Glean,Mesh,suitable Far domestic epwlalElae. Install all rough backing Por Pinlah attachments and Flnlsh materials. Install q purpose*. aluminum or vim 1 windows and aluminum or A 1.1141 door.Include -11,In sealant. 3A 4A SA bA TA 16 TD TE 8G 9A 98 9D NSA IBC 16A D. Reinforcing steel: ASTM A615-40. y ny g 19. Related DOWmomb, E. 1.wire: Reinforcing°tool shall be securely tied In place wlth.16 double cmealed steel Are. D.The General GonG•acLor shall determine the location of Pull height balloon Premed wall.In 9A Concrete X X X X X X X A benoral roquInemsnb of this document shall be the American Institute or Architects Standard gars shall be supported an well-cured concrete blocks or Landscape Architect approved accordance with the highest standard a construction and fra.ing practice*. Document No.201 Including all supplomontary general conditions, metal hollrb E. acca11 alaetomerlc ins ens waterproofing per detail and per Section TD. B. Sells Report: Refer to the current prsllminany Bolls Report as provided by Owner/Glbnk Par all F. Coordinate sequence of Framing Installation with OAmor/Gllent Superintendent and other tradee 4A Masonry X X X X X b! T F. Exterior Flatwork: Drlvsw ,walks,patios,etc.,to have expansion joint*,rslnf°rcmg,etc.,as E t soil recommendations. Rotor to the final bolls report provided Owner/G lent for Plml .pacified In the Balls Fil and as detailed by the Landscape Architect. Including but no Ilmltetl to Mse metal,reaping slut*and concrete trades. SA Metal X X X X recommendations. 6. The 6enaral Contractor and Subcontractor.shall be responsible for storing - G.Energy C°npllance: Refer to the current energy compliance report as provided by Owner/Gllent 6 Design MIN. the materials on the site according to material sgilare,or manufacturers'Instructions. 6A Rough Carpentry x X X X X X X X X X X X for constructlon components necessary for compliance. A. Compressive strength: 2500 ppsi-minimum at 28 days. The materials shall be kept socure,and protected Irom moisture. ot D Structural Engreering: Refer to the current structural calculations for back-uP structural e. Ready-mlx concrete: ASTM C94.1A Roofing X X X X X Information.Seo Ito.IA,10 ad It. ng 2. A.Fr SEandorde.Aeauetieal R ort. Refer Eo the current acoustical report Por addltloMal requlrementa,IP an. A.Framing lumber Each pees of lumber shall bear rode mark ofpproprtats ney.'IB Sheet Metal X X X X X X X X X X X X P. The 6orrral Contractor.hall obtain full listing or=plea oP all related documents not listed Prom B. Wood Sheathing Panels. Shall bear the mark oP 'American Plywoodd Aosaclaalon'- PA,and Owner/Gliant,necessary to properly execute all work SECTION 4A--MASONRY shall meet the latest edition of perPormance standard.. - 20.Topographic 6radas,LNN and Lewis. The General Contractor shall compare the exiting site 9. Frarnlnq MateP'lale/6r+pdo/Spocis: + ``^ - 1E 5kyllghta X X X X Oradea to dine gradaa shown on the plans. My discrepancy In elevations referenced on the plane I. Scope: A.Lu ,All lumber to be Douglas Fir or Hemlock Fir or Southern Plne(verify with hall be commmlcotod to the MchlUcf Par review belore pracaading with the work. The benenal A Furnish and Install all masonry work complete,Including masonry veneer,glass masonry,grout, Owner/Client). Wood delivered to the site shall to field tooted with a hydrometor for 8G Window./Dow° X X X X Contractor shall be responsible Far the accuracy a all building Ilme.am Ievele. mortar,expansion joint.and masonry reinforcing,etc. a maximum moisture content oP Iq%. All wood shall be adequately separated from B. Refer to Lmd=p.and Civll EngInearmg drawinggs for the continuation of retaining walle(yard concrete and earth, It not 1)shall be treated wood or;2)wood of natural resistance to decay qA Stucco X X X X X X X X X X X 21. Cutting and Patching. All Subcontractors shall do their own cutting,Pitting,patching,etc.,to make the wall°)between unita boyond what le ndcated. AIr grade conditions surrounding units are to be to protect against deterioration In acordance with Section 2906 of the G.B.G.. All NO. DATE REVISION 96 Board X X X X X several part.come together properly and Pit It to .-No or be rec.Ned by work of other trade.. verified with GNII Engineering drawings Landscape drawing and field conditions. Dlsareponcles wood Mall be protected from landscape Irrigation. Gyp- In olevatlons given ore to be brought to the attention of the Architect prior to..MetrucEElon. B. MudallIs. Frossurs treated or foundation grade redwood,set all exterior wall.Ills In qD TII. X X X X X �•Olemm--uupp All trod..shall,at all times,keep the promisee free Prom accumulation of waste materials Yop of Pootmgs given are approximate. mast].. rubbish caused by their work. Subcontractors°boll remove all rubbish,tool.,sc°Pfolding,surplus G.Provld°suitable surface,cant strip.,etc.,at retaining walls where waterproof membranes are to Cu. Vortical Pram No.2 ggrade or beater,unless noted otherwise, materials and leave the Job Ina broom-clean condition. All fixtures,equipment,glazing,P ors,etc., be a:rliod as recommended by waterproof ins me manufoaWror. D.fferizer.tal No.3 ode far Pramin lumber 2 to 4 Inches wide 2 Inches NSA Plumbing X X X X X X X X ` 6J rg Mall be left clean and ready for Occupancy upon completion of the project. D. All rs nforced eontlnuau.footings and walls shall be adequatelyy tied at corners and Inteneetlone cam taller or No, grade or all framing I Alder than 5 Inches,unless noted 15G Hvac X X X X X per standard mason conatruc Ian praatlos or per Structural Engineer's requirements as otherwise. Set all simple supported horizontal members with crown old.up, 25.Trade Manuals and Publlotimi: The plans rotor to varlous pr°Pe°aloml Trade A° Nation manuals Al..too by the General Contractor. ontllevere with crown side down. -- ---------- 16A Electrical X X X X X X and publlca.Icn.. The baneral Contractor and all Subcontractors°hall be Familiar with and refer to E. See Civil Engineering drawings for do,lgn oP a templets drainpg0 system,Independent from other C. 9lmoathYlg and 9ubflOon. the trade publications In the performance of their portion of the work. Trod.manual.are hereby dralmgo°yetbeme,to remove nuleance water from behind all retaining wall*,Inc,uding:French drain (1) Exposed Eervoe and Raked:Ixb T t 6 Doeking or 15/92"thick APA rated referenced Par each asetlon op these benoral Notw.. layout,elope,eleanroute,and outlet Information. ood atruetural panels,A-C exterior,span rating:24 uml...detailed F. Provide elaatomoric membrane waterproofing at retaining wall conditions per details and per otherwise. 24.the me:of Materials, The benoral Contractor and Subcontractor.shall be responsible For storing Section 7D. (y SubPloor at Interior Floors: Glue and Hall. Provide"sanded tau"where -- - - -- -K.HOVNANIAN FORECAST HOMES the makenlals on the site according to material suppliers'or manufacturers'Instruction.. The materials resilient non-textile Flooring*curs. The 60reral Contractor shall verify Owner/Gllent throughout these General Notes. .hall be kept secure and protected from moisture,pests,and vandals. My lose arlsing out Of 2. Standards.All work and materials shall meet the latest edition pa,Pormanco standards of the extent and Compatibility of svbPloor surface texture and material with.1 material°Gored at the°Its hall be the reapan.Ibl Icy of the 6-oral Contractor or Subcontractor "Masonry Institute of America"-MIA. cppiled floor finish... who stored the damaged or lost material°. (S)SubPloor at Waterproof Floors: 25/52"thick APA-Rated,A-G exterior,Teb, s• Worpnanhlp span rating 45/2 minimum or as specified by waterproof surface SECTION IA--GENERAL REQUIREMENTS 25.Infiltration Control.All opening*In the building envelop.must be caulked,gasketad or weather A Masonry shall ortrtpplgg with G.B.O.Gh St.r 21. manufacturer. fold dock edge Ievs1 with an adjacent stair treads and feather PROJECT TITLE stripped In accordance with mandatory enorgy requirement°. D. Masonry veneer.hall domply with C.B.G.Chapter 14. al slope Intersections along Ilow Ilmee over broad areas to avoid abrupt floor G.Work shall be plumb,level and true to line with conslstent Joints. break*In surface. �� A��,1 A I. Ovular/Client Rsapon.Ibllltloe: Reference I°made throughout these General Note.to...porslbllltlea D.Ralntorcing Mall be accurately placed,and hold In position top and bottom. (4)Pot.helves and shoulders:I5/92'thlak APA-Rated,A-G exterior grade;slope A 1`A and standards of ors ace be fulfilled by those pprroviding services In the development and construction C. All manuFactured*tons,thin Set pavers,adhered voroors,etc.,shall be Installed aver a suitable, 1/4" Pot min.,or as ahown on drawl of this project. Owmer/Gllent shall be responal 1. for adherence to those rsqqursmsnte by the owner, SECTION 2A--EARTHWORK structurally sound,weatherproof wbotraEe per the manuPacWreris InstrveElons. P. Metal Gm*"Coro,All framin connectors Iholudingg but not limited to from) slips, Builder,Developer,General Contractor,Subcontractors and other proPsa.lonal Consultants not F. Exposed exterior mortan Joints Mall be dlmorsiomlly consistent and weather°truck. and plywood clips to approved bg the local Building Department. Installatlan shall ESTATES, / rwtoinsd by the Mchitect. l 6.R'ovIM P.ae required by highest quality of masonry construction. be*cording to current manuPacWrers epealPlcaLlons. All metal comecEors subject to 2. Sullden'e Sot: The sco a of this eat oP Ions a to r-Id.a"builder's set"of consNrua ton documents A Imo bonaral Contractor shall take all n...soory measures to Fully protect adjacent properties. 4. MatKWls. exposure shall be galvanized,properly primed and painted or otherwise protected I �Qr E P p B. The work-,,lets of Purnlohln all labor,s I ent,material.and erforml all o orations againat rust,corrosion and deterioration. Provide rotated straps as a proved by the L F w and gg�moral notes her.InaPten rstorre to as"plane". This sot oP plane 1e aufflcl.nt to obtain a 9 4°Pin^ P ^9 P A Maaary unite,Manufactured*tome/blabs block/Thin sat"adhered veneer"paver/Full brlck/Stone Structural En Inset where protruding bolts cannot be Simply canualsd bpy finish Wldfn Permit;how.ver,all matsHot and mothede of canatructlon necessary to complete the project necessary for all earthwork. sneer as selected the Architect. Structural-ASTM,G-90,6rado N. g g y P y P pr'J G. All site work radl excavating,cuEll�g,PIII co action,etc.,shall conform to by materials, are no nscs.sanlley described. The plans delineate and deocrlbe only locations,dtmenelons,types of 9 n g' is r'9 ^'P g, Water: Glean,M.eh;witdbe far domestic purpose*. 6. Interior Nani»anln Walls.Shall have 1/92"Mot Ins at 46'OZ.;fie.,Ramset par moteriole and a ral methods of aseomblIn or fasten They are not Intended to I{ klculan recommendations of a Soils Report no d In Section IA. Any dovlaton from those G. Portland cement: ASTM CABO,T e 1. p p gg 5 In9' ey °Pet y p recommendatlone la the sole Yes one1b11 of the&.renal Contractor. ' IC.G.Report No.E 1634,unless noted otherwise on structural l no, products or oL.r mothoda of any specula material,product or method. The Implementation of the P h^J D.Sand: ASTM GI44. H. °Jlfoa"Wgll Material.Shall extend the full length of wall plane to provide uniform plane require°a Owner/GIII ent/contractor thereu I krawlad sable with the applicable building codes C. Lima, Hydrotod-ASTM C201, a S. bores for fnlsh materlalo. yy g 2. Cxcavatloro, Typ and me do of constwctl-, .1Pic to this pro ct type and t of construction. m.nt mortar: One art cement;5 m xis.m 4 In pe p yp type F. Ga p arts a v sand,I/ part minimum to I/2 pant maximum I. No Finger *lint material to be used far exterior trim or framlrg materials. A. Ex..vatlona For footing.shalt as made to the width,length,and depth required. hydrated lime, All panb by volume. 'Pips 5 or N mortar for lass block or as required code J n Finish with level bottom°. 9 Q 61 J. All.Nood exposed to weather shall be Ch da',as detailed. A top surPacea to be O�OOn S. Bulldog Malntsncnco. The exposed materials used In the construction of this project will deteriorate and manufacturerb requlremente. beveled or sloped to Facilitate water runoff. See drawin s far size. PROJECT NO. V os the Completed project o unless properlyand routhai maintained.Owner/ Ilomt Mall provide B. Excavations shall be kept Proo oP standing water. 6.Grout: Ore ant cement to 9 arts sand. Add water to *duce cansletenc For ours without P J° age y p G. Ptmere excavation.are mad.to de th eater than Indicated,such additional d th P P Pr y pouring K Fasela and Barge Boards.Kiln dried,select appearance ode,as detailed. All sop Cause the development of a comprah.rslve m°ntenancs manual which Mall be given to each P gr °P separation. surface.to be beveled°r sloped to Facilitate water run*ggrr homeowner which s eclficall describes re uired rodlc Ins tion,maintenance,re air and shall be filled rvllh concrete*..pacified for Pootinge. p d/See drawings for size. p y q Pe pet p H. Reinforcing ASTM 2,ASTIMle A615-40, blues block Joint reinforcement Moll be hot-dipped galvanized. L texture over Horizontal hardboard°Idling,factory Factor .Posalod with embossed SHEET TITLE replacement of bu Idling and eurrounding components. Speoal attentt;Mall be glv.n to landscaping, I. Yla Wlre: ASTM AB2,16 gauge;black amoaled. texture ov.r 6ulldln paper as reommended b mrnuPoatursr. Point MchltectL It r ( l S. Fill and BackFlll: d l 9 Pap 9 ps for ca a Irrigation,s e drainage,bul ding water run-o P control,major etructura components,fire J. Vene°r ties: Gorr gal ga yrnsh °teal,Btoel-Tex or Owner/Gllent selected substitute. olor schedule. No *lints In sldl Por wall areas lees than Ib'I All hardboard aaaembPes,sound as*emblies,water roof walking surfaces and exposed wood and metal. Adequate A.FIII makerlgla shall be Tree from debris,vegekable matter and other Porolggnn suxtoncea. (l) In brick mason with out spaces 2 inches or Ian 2 parts gravel I °� P g P q B. Baakflllln for trenches shall be compacted to donslt recomm-Maed In Soils Report. y w grout p°° larger, pa pea Yo ) type aiding shall be coulked/soolod at all joint.am peratratlons with fund.Mall be allocated by those responsible for such maintenance to Insure required maintenance is 9 P Por be added. G.B.eau In or other elostonul inn-hardenln Caulkingas recommended performed In a timely manner. C. Backilll for pipe trenches shall ba compacted on Got sides of pipe In>Ix-inch layers g, pr g p g manufacturer. g�� K.Platen oPln Provide sla.komarlc momtTane water oofln en Section 7D at retaining wall or as recommended In Soil.Report. by condlllon*. M.Cxkenlor Plywood, 9/8"thick exterior rant,rooawn texture one aids. 4. Cad". All construction shall Complywith the most stringent requirement*of all current applicable D. All trades Mall backPill their own trenches,unless otherwise directed. 9 r' g q° PP E. Trenches for water and,ewer service from sidewalk to hove shall ba water settled N. Exterior Deckeg: 2x6 spaced decklr.mgg,cedar,kiln dried,select appearance grade. dty,county,state am Federal laws,rules,codes,ordlnancse and regulation.. If the bemeral and acted after services are Installed ae s pacified In Sella Report. O.Soffit at eaves and rakes, 5em dstalTe. Enclosed solPlt.to bo/lreblodked Par CB.G.- Cad**, rd or an.Subcontractor perform.any work t In violation with the above mentioned lore,rules, F. provide termite treatment oP soil or to pouring concrete. p Section 105. G�NE�1�L ode°,ordinaancea and regulations,then the contractor In vlolallon.hall boar all coats of repair P'•' P 9 SECTION=JA METAL P. Building paper, Per C.B.C.-Section 1402 and In compliance with G.B.G.Standard °rung out of the non-conforming work. A partial list of the applicable codes are listed on set T-l. 4. General bredi g and Drainage, 14-I. 1 layer 15 pound(60 minute)paper minimum,at vertoal wall°. Provide I 5. Permits. The general building permit and Ian check shall be secured and aid For Owner/Gllent. A See GNII Engineering drawings and notes. I. Scope.Furnish all metal.hopes,supports,angles,bars,plates,bolts and attachments as they relate layer BO pound felt for the First two courses Mom grade. Building paper NO I �� g g P° P P B. Finish ode surround unit,shall be ratled to direct wrface run off awe Prom to Ills, aces,rallln a etc.,that are not a t oP structural steel or other metal fk. tams. Shall carry continuwo Identification. Provide 2 layers bulldmg paper,brad°D P„J All other permits shall be secured am paid Par by the Subcontractor directly re°pon°Ib1s. gg-- In9 y g g rolling., par g°y° minimum,over cod based sheath) to receive exterior lath. Foundations for a minimum distant*of 5 Peet,eloped at(2%),towards a water Furnish all welding,shop priming and Include InoL011atlon as required to complete work. ^9 6. Insurance. Tha baneral Contractor and ever Subcontractor performing work or ovidin servces dleposal area or subdram System approved by the GMI and Soils Engineer°. Verify Q.F�� 7 at Open".For G.B.G.-Section 1402 and In Compliance with G.B.G. GBG y p g g requirement*with final Solis Re cart,the more stringent Mall revall. 2. Aside.Aside shall be round smooth,all weld S lattor removed. All work and materials shall meet Standard 14-. Floehing material sealed to Flashing fin with minmmum 2"lap at ( ) and/or material.for the work are required to purchase and maintain In force'AI Rlok"Builders q P ng P g P horizontal olnts,mmlmum 6"to at ventiol ohts-*ee details. Flashing materlale Insurance Nor to commencement of the work and/or furnishinglabor,aeMcea and materials. Each G. See GNII En Ineering drawing° or design of a complete draing.system,Independent the latest edition performance standard*of the"American Welding Society,Inc."-AW5. j P j ng From other drain a ey*tems,to remove nuisance water from behind all retain) shall be borrer coated roInPoroed and shall provide Four(4)hour minimum protection "AII Risk"policy MOII l In , amount sufficient ri cover the replacement value of Cothe work being Polls,Including but Mot limited to,french drain t el clean-out.,and Outlet 5. Materials. See drawin s or M dram a others for sizes,materal and attachments.All hardware from water penetration when tested In accordance with ASTM D-7f9 or other penPonmed and/or the labor, all pro and materials being supplied by the General Contractor, 9 aJOO °Pe• 9 Mop 9 by a roved teat. Flashing material Mall c continuous Identification. Subcontractors,Architect,and all professional Consultant.. Information. correatoro ewJscL to weather/moieWre exposure shall be het dipped galvanized or properly primed P 9 an'eJ and ppainted to prevent rust or corro6lon.owner/GllsnN shall provide a metal Specialist to review R. 9eP-.**ling eta°tomerl4 mMnbraM. Provide layer fully adhered self-soaling locatIt"of all ornamental and miscellaneous metal subject to weather/moltvre exposure and*hall ela>tomarlc membrane at all exterior•uRacee other than vertical. Provide r layer CURRENT I55UE:01/15/05 1. Inork Oro: Owner/Gllent Mall caul the 6ensral Contractor ewor am every 5 d,mce ractor performingg j 'p° self-sealing elaatomoric membrane behind all exposed wood trim over b hallrgp er, work orprovidingnaservices and/or material°For the work an urchaso and lore an General Llabillt specify materials am/or treated with protective coating so as to prevent rust or corrosion. 9 P T ap P y par Fat per.detilsanmanufacturers recommendations. Minimum elope of substrate Insurance,on an oeeurcence basis,In an amour!not Iset than ors million dollars and Mall rem° 4 Ybrk OttiK.. per Fact. See details and Section 10. ORIGINAL DATE: ^V pp( Owner/Client and Architect as addlLloMal Insureds to sad policy. A AII blacking to receive attachments Mall be provided under rough carpentry. S. Overlap Freeing. Overlap framing areas at roots shall allow for ZhIng.In the-of 'MAY 2 2ooY B. Named Products. The Architect makes no tee for products Identified trade name or B. AII slacking membrane and flashing shall be confirmed by Aral Iron ontractar prior to sheathing between the main attic and°v.rlop area as.11...d by tthhee structural p manufacturor. guarantee Installation of materials. onglnser,to provide Pull attic ventilation and accoss. T. TFmfseoe. 9. The General Contractor and Subcontractors.hall furnlM all labor,e I anent,and material 5. Shop Prowl Contractor shall submit shop drawing°of decorative Iron work to Owner/Gllent and (1) Sao manuPocturor'o true°drawings Par materials by others. ti IMaIcpa6ed on the Ions and rea,onabl Inferred or required the applicable tea. Mchitect For review for conformance with visual design concept prior to fabrication. (2)True.manufacturer to provide salt trua°oa and required clearance for horizontal ( ®�eE(;ta�td�i ru c P y q b! apP FAD.*. 10. SubstlMlon. No substitutions Mall be made without written authorization Owner/Gllent. An U. Grab Bar Rsinto"Amont.Provide solid backing at Future grab bar mounting points 61 y at units where disabled access Is reqquired. Sal drawl substitution°hall be made known to Owner/Gllent and Architect In advance to avoid any delay In the V.Na11Ing ScheNla.Far 0.54 Table 26-11-B-I for comm.4,box mall°. If alternate prOJect schedule. The General Cortractor and any Subcontractor shall not make the structural Il aro used,contractor shall.usrnit I.G.G.approved test spparks of pacified nail Substitution,or changes wthout prior written authorizatlon from the structural engineer and written E�pis along with altarwcnts Mall specifications Por Structural EngInsr-'s review prior to notl/nation to the Mchitect. P eld use. H- 0 ,....... ,. PRINT DATE m SHEET NO. e KI G_3 m TABLE 25-II-5-1 NAILING SCHEDULE SECTION&A-ROUGH CARPENTRY(GONTJ 5EGTION-0--SHEET METAL 5r:l-W--ELASTOMERIG MEMBRANE CONNECTION NAILING E. The top of hordralb and handrail extenslone shall not bo placed lose than 94 Inches nor I. Stop I. Scope, ore than Sit Inches above la leg and the wall of treads. Hal shall be continuous the full A.Provide mlxolone...corroelon resistant metal work ae Indicated and$pacified,Including flashing, A.Provide fully adhered self-sealing elastomerlc membranes as III In continuous plows I. Joist to sill or girder,toenail 9-8d fllgh!of stairs. The handgrlp portion of handrail shall not be lose than 1 1/4 Inches nor mars,than gg vet atop$,elll1-na,aeuppero,gutter.,downspouts laundry chutes and mlxell.-cm,vonta. where pass Is and as required to make work completoly waterproof using the highest standards 2. Bridging to Jols,toenail each end 2-6d 2 hee In crass sectional dMan*bn or the shape shall provide an equivalent griping surface. B. ProVld.all flash ng and col,Tder, him Items as Indicated in continuous places where possible of construction practice. 9. I"x b (25mm x 152 min)aubFloor or loco to..on Joist 2-Dd Haid-alle proJecting from a wall shall have a.pace OP not I...than 1 I/2 Inches between the wall and as required to make work completely waterproof using the highest standards of construction D. All general requirements as printed In the current W.R.6racs Waterproofing Products Manual or 4. Wider than r x 6"(25 mm x 152 mr:J subtloor to each Joll{ace Hall 9-8d and the hananall, practice. incr rated In the..noise. 5. 2"MI mini subhoor to Joist or girder,blind and face Hall 2-16d F.The top of guardrails shall not bo less than 56 Inches In height at R-5,42 inches at C.Flash and eounterflash at all roof to wall conditions. Flash and caulk wood boom and outlookers 0. Provide fully adhered saIP-sealing elmlomorle membrane as Indicated In details and In areas 6. Sole plate to Jo1&t or�locking,typical face null I6d at 16"(406 min)ow. R-I. Open guardrails shall have Intermediate rails m an ornamental pattern ouch that a sphere pr0Jsot!ng through exterior walla or roof surfaco.. which conform to standards of local construction practice,IndWing any and all horizontal Sol*plate to ffoist or b1o*klrlg,a bra.ed wall penis 5-I6d per 16"(406 min) 4 Who.In diameter carrot pea.through. D.Plash all exterior trim,door and window openings Filth approved method and materials which surfacee In order to meet appllaablo code requirements. T. Top plats to et<t+d,end Hall 2-I6d S. Kndll etalrwcy.may not be used IF the required width of run is provided at a conforms to standards of local and oppllcable codes and ae detailed. 6. Stud to sole Plato 4-8d,toenail or 2-16d,and nil point at more than 2 Inches from the side of the stolrway where the treads are narrower,but In E. Incorporate alastomerK membranes materials per dotalls and per Section TD. 2. Standards and Installation, 9. Double studs,Pace Mall I6d aE 24"(610 min)o.c. no case.hail the width Of turn bs lee.than 6 Incise at any point. F. Coordinate Installation of sheet metal with Owner/Gllent 5uporintendeM and other trade.Including A. Install fully adhered sell-sealing elaetomarlc membranes per manufacturer's Installation 10. Double top plat..,hylcal face nil 16d at 16"(406 mm)a- but not limited to framing,roofing and concrato trades. reoommandatlons,Including proporatlan of all surfaces to receive materials,aeaiing of edges, Doubts top plate,lap.plies 8-I6d sealing seam.,formallon of corners,protection of Installed materials. 11. Blocking between IIO is or rafters to top plate,toenail 5-8d 2. Standards,All work and material.shall meet the latest edition performance standards of the"Shoat B. My contractor or cub-contractor shall confirm the existence of adequate slope for drainage 12. Rim Jol$Z to top pfahe,toenail 6d at 6"(152 mm)o.c. Metal and Air Gondltlonlng Contractors National Association,Inc. -SMAGNA. prior to Installation of elostomorlc membrane material. Is. rap pplaces,laps,and Interssatbns,lac.Hal! 2-I6d SECTION bB-FINISH CARPENTRY 14. Gonklnuout header,two pieces l6d at 16"(406 min)O.c.along each edae I Scappa 9. fyorwnanship, a. Materials, DANIELIAN ASSOCIATES 15. Gelling Joists to plate,toenail 5 A. Furnbh and Install all Plnleh car an complete,Includln trim,door frame.,paneling and shelving. A.Work shall be accurately fabricated to match detail and Pitted to Job condltlona. A.Fully adhered salt-sealing slastanrlc membrane referred to In these Notes and In details ARCHITECTURE & PLANNING 16. Continuous header to stud,teemall 4-Bd tic! P P 9 ^9 B. Molded and brake-formed members shall be finished true and straight with she Iles and an lee. rotor to'brace Ice s Actor Shield",maelaatured W.R.6raae 4 Co.-Comm,Oonsb ctlon IT. Gelling Joists,lap.over partitions,Pace mall 5-I6d S. Installation of Finish hardware, th acceessros,ccimme pulls,etc. 6.Lock.acme flat and true to line,1/2 Inch wide,sweated full Filth solder where,ov rlopping doss Product.Division. 16. Calling Joist.to parallel-there,lace mall 9-Ibd t provide water tight connection. B. Use all primers and surface preparation materials recommended by manufacturer. SIXTY CORPORATE PARK 14. Raftero plats,tooma 5-Dd 2. Vbrkrnanshlp' D.5heot metal work shall be designed to provide complete weethertight and waterproof connections. 20.1"(29, 0 brats to each stud and plate,face nail 2-8d A. All joint*shall be tight and true and securely Fastened. Cornea*hall be neatly mitered,butted, E. All galvanized metal shall as shop primed Filth one coat of zinc duet-zinc oxide primer over all IRVINE,CALIFORNIA 42606 21. I"x W(29mm x 2091 sheathing or lose to each bearing,face nil 2-8d or coped,with mall.set and surfaces free oT tool marks. surfaces and as r.c.-mwnded by metal specialist. 22.Wider than 1"x 6"(25mm x 205mW sheath) to each bearin face mall 5-8d B. Wood work shall be accurat.lyh 11ded to Pit adjI eurfac... 5wiloN-M--SKYLI6FfT5 (944)474-60.90 n9 9, F. Sheet mehal used as flashing adjacent to wood aurfaua shall bo set In high quality sealant!o 25.Ell corn,etude Ibd at 24"(bl0 mm)0s 0. All work*hall be maehlnd or and-carded,ohorp edges and splinters removed,and completely Insure Hate roofln between such materials. PAX: (44-1)474-1422 24.Built up girders and beam* 20d at 52"(615 min o.a,at top and prepared Par finish. g I. Scope, bottom and sta gsred 20d D.FFuull length continuous boards shall be used Hherever applicable or ap.01-119 noted. 4. Inspeatlon, Owner/Gllent shall provide a Waterproofing Specialist to review butliwp roofing, A.Furnbh and Install skylights er manufacturers ar..Il cel where Im lcat*d w drawings. AMDANIELIAN.GOM at ends at each spike waterproof decking,foundation-11 waterproofing,and flmhln details and provide continuous B. Gomolnats Installation o{a lights with Owner/Gllent Superintendent and other trade.Including 25.2"(Sr-d planks 2-I6d at each bsarin 9. orld HargMg Doa's, g Pr but rot limited to framing,shoat metal and roof) trades. 26.Wood structural panls and particlsboal g Is,eogch doe a4. be accurately cut,trimmed,and fitted to Its respective Pramo and hardware mth obpeatlon during field Installation o4 all waterproof and flashing surfaces and materlals to Insure 2 Materials, � SwItI-6 wall shoathlrg(to{raningh a due allowance far painter'.4fmsh s. adherence to manu{acturerb specifications and tins highest standards of construction practice A, Srlatollte"low profile skylight,by Bristol Flberlits industries,I.G.G.No.ER-2469 or 0 OANIEut A55oG kTC5 ExPRP-%.r I/2"(12.1mm)and lose 6d B. Ciearare.at the lock and hall stlles and at the top shall not exceed 1/8". Clearance at the Owner/Gllent selected auba IGute. Size os Indicated In drawn& RESERVES ITS COMMON I.AH tell-5/4"(15mm-19mm) 8d4Or 6ds bottom shall be adjusted for thishh floor covering*chedded,Including carpeting. S. Materials, a0PTR16HT AND OTHER PROPERTr T/8"-I"(22mm-25mm) 8ds 6.Lock stlle edges shall be beveled. A.Shoat metal and flashing to be corrosion resistant metal as sp.c14ied by Owner/Client provided RIGHTS IN THESE PLANS,THESE 1 I/6"-11/4"(29mm-92mm) Od or Us D.Door shall operate freely,but not loosely,without sticking or bin ling,without hinge bound conditions; metal aP-Iolist. SECTION bA--FINISH HARDWARE PLANS ARE NOT ro ee REPROpuaED Combination oveloor-undarlaymont(to froming): s and Filth all hardware properly adjusted and fwnctil B. Mlnlmum thickness, Not lose than No.26,U.S.gauge per G.B.G.1508 5/4'(Igmml and lee. 6ds 0.Flashing and sheet metal thlcknes.e.shall be app prlato For the�ps Ifk eondlGlon h--don- I. Scope. Furnish all finish hardware complete. Each living unit shall be keyed separately. CHANGED OR COPIED IN ANY FORM T/6'-1"(22mm-25mm) 4 8ds 4. Mabrlale. Filth the recommandolill of the"Architectural so Metal Manual"but In me case less than the 2. �p A.aeleckod dJ Owner/Gllent. OR MANNER WHATSOEVER.NOR ARE 1 I/8'-1 1/4" (29mm-52mm) IOd or bd A,Door Frame.. listed minimum or per requirements of the G.B.G.. 5. FTnleh: As selected by Owner1011 . THEY TO SE ASSIGNED TO ANr THIRD 2-1.Pons)Mai (to Framing): 1. Frames shall be sot plumb and true,rigidly secured,and protected dining the D.Solder and flux IP necessary: 50%lead,90%tin,standard brand solder. Flux shall be murlatic PARTY wrrHour FIRST oeralNlN6 1/2"(12 Tim)or loss tollcourse of construction. cold. THE EXPRESSED WRITTEN PERMISSION 5/bo'16rd min) .I 8d 2. Kiln dried and Coal grain D r rive Fir,"B"or better. E. Footsore: Corrosion ro.I.kaMt.W*WD and ONMr fasteners compatible for use with bass metal �TION eO w 26.Fiberboard sheathing: s D. Door Stops and and 1011 Clear ppin. Size and profile to selected by Own lengths. used for steal metal end fiaSaogJ AND CONSENT OF vAN1EUAN I/2"(12.T min) No.II ga. I. All vertical and horizontal tint members shall be In longest practicable lengths. F. Elaetomarlc membrane:See SecElon IV. 1 Scopes ASSOCIATES. bd4 0. Shelving: 15"deep at wardrobes unless noted otherwls.. Pal board,edge banded or Ix S furnish and Install all doors complete as Indicated on Ian.. The Serval Contractor shall No.Ib gee clear pin. 6. 6utkors and Downspouts: Provide corrosion resistant guttoro and downspouts m required by the Galls n^p e p 25/92"(20 mm) No.II ggaAs D.'1 Pole: 1 5/8"diameter,.olld wood. Double pole as Indicated with'DBL P"on drawinge. Re and as noted on roof plan. PoHnspouts shall 1*aharge Into a separate subeuMace drawsgs coordinate Door Supplier and Framing Contractor For metallatlon OF all doom. 8d� C. She IF and Pole:Metal shelf and pole system as selected by Ownr/Gllent. Provide double pole systemm or onto aplaah block locations approved by the civil and Sells Engineers. Downspout.*halt B. Provde elaskomerlc msmbran materials per details and Section TD. No.Ib go. as ILIct d with'VEIL P"drawinga. not discharge onto waterproof walking*urfaces,......paths,stairs or Into planting roes adjacent 2q.Interlor ppaaeling P. Wood Base: 2-1/4"high-arlst profile clear pine with shoe molding at sheet vinyl window to structural foundations. 2. 9kaldrds and Installation,Par manu4acWrer'a Installation rocommendatlone. Door assemblies shall 1/4"(e.4 min) 4� casing as dotalled or as noted otherwlse. meet or exceed a door wind pressure of 20 P.S.F. All exterlr doors shall comply with mandatory 5/6"(9.5 min) 6ol 6. Interlor Wood I'll T. At"Vents, inflltratlan standards. li exterior doors to be In conformance with acoustical roqulrementa as 1. Wood roll*-clear material,Finished to match casework. A.Provide attic croee ventllatlon at all al areas per most stringent requirements of applicable Indicated In acau*deal report AND/OR Sea security requirements. e q0V I:SSIpy; I Common r box mall.may be wood except where otherwise.toted. 2. Wlydd.stool and apron-Ix clear pin to match casework(verify with Owner/Client). City County,G.B.G.or reef material mcnufacturar. Vent Opaning.shall ba covered Filth corrosion SUP 'Y resistant Mahal mash with mosh Opening.of 1/4"In dimension. Tin*6eneral Contractor shall notify 5. Moaeurements: Verify all dimanslons by toting field measurements prior to Installation. 2 Nalle spaced at 6 Inches(152 mrJ on center at edges,12 Inches(905 mm)at Intermediaks eupporla 9s y r, excepb 6 Inches 1152 min)ak all supports where spare are 46 inches(1219 rim)or more. For nailingg the Architect should any onUoasd area bs discovered In the Field for which required vontllatlon U7 C. ? of wood atrucWral panic and partleletward dlap-age and shear walla,rotor to Sections 2515.3 �� riA�IN has not bean provided prior to the appllcation of finish materbls. g 4. rye 4 Sizes, As Indicated In drawings. lam m and 2515.4. Nulls for wall eheathtg may be common,6boox,or casing. B.Pitch Roof. Provide low profile screened dormer vents(vent tiles)see drowin *for locations C"29 9 Common or deformed.hank. 1. 5co Furnbh and Inakall all cabinet work c )eke.Verlf all dlmenelons kaki Pleld and size. 5. Materials,as selected by Owner/011ont. 4 Common. Scope, om y C.Ewes, (4)I-1/2'diameter screened openings at frieze block per trust rafter space.Opening A. 61aso In Hazardous Areas: Provide tempered glass per ChTtor 24,G.B.G.a.Indicated In Via' ins-wrementa prior to fabrication/Installation. Verify appliance and fixture sizes with OHnor/Ohorlt locations must as oo agbls with structural dromin and details.Discro ancls*shall be brought drawnn*and as necessary. All lass In o erabb doors shall be tampered. O'P 5 CoP slod.hank. and supplier prior to fabrication. gs P g g y' g P 6 Gorroelon resistant&Iding a ca*Ing Halle conforming Go the requirements of Section 2504.3. PP P to the Aechltoct's attention In a timely manner. 9"oomthuoua scroend soffit vent as detalled or B. L wI Doors: Size and matemal ko match typical Interlor doors. Louvers provided at 'I Fastoners spaced 5 Inches(16 min)on cantor at extarlor edges and 6 Inche.(152-0 on center 2 gay, OWmar/Gllent selected substitute. service rooms shall provide am inimum 100 aq.n.net opon[ng for make up air In the door or by at Intermediate supports. A. All work and material.shall mast the latest edition rformamoa standard.Of the"National D.Sable End. 5-coned with a,vor blade profile to prevent Intrusion of wind driven rain Into Interior other approved means as required by G.M.G.Section 908. 6 Corrosion resistant roofingHalle with 1/16 Inch diameter(II min)head and I/2 Irwin(98 min)length apace. Soo drawings Par size and location. 0. Water hsateNFAU Compartment Doors: Shall be woatherstrlpped to separate uncondlitlond 9 Kitchen Cabint Assoclatil-NKGA. Owner/Gllent selacied panel doors,unless noted otherwise. E. Soffit, Screened vents-see draws for size and locations. spaces receiving aombusbon air From conditioned s et. for 1/2 Inch(13 mrtU sheathing and 15/4 inch(44 mm)length For 25/52 Inch(20 mm)iihoal g D.bar o Dor to Llvl Unit. I-9/8"(verlP Ith secure«ro ulremente)thick,solid wood or 20 conforming to the reguil-Tiants of Section 2925.E , Alorkman� P. All venting to be In colormance to acou&klwl requlremsnte m Indicated In acovatdal repots. a9 ng 9 H 4 N0. DATE REVISION 9 Gorroelon resistant topics with nominal T/16 Inch(II mm)crown and II/O inch(29 min)length for I/2 ip' minute fire rated,tightfitting don rvith self clover,R-/U-1. P g A. All Jolts shall be tight and true and securely fastened. Carrara shall be mitered,butted,or D Venb, E. Met.,Enclosure Door: enclosure doors shall be vented and/or provided with view late.as Inch(12.T mm).heathn and 1 1/2 inch(96 mm)length for 25/52 Inch(20 mm)sheathing conforming to co d,Melia set,and surface.free of tool marks. Dryer P P W Dam per r U.M.G.,manufacturers* Olcatlons and local urledictlonal requirements.Len of requlrad by utility company. the requirements o4 atlon 2904.9. B. Ws concealed PastenIn&where oaslbls. A. P j q F. Woad exterior out*wing in tisane shall be capped rvlth pointed corrosion resistant metal Pla.hln 10 Panel ores at 15 Inches(406 min)I20 inches(500 min)If strength dxls In the Ian dlmenalon of gg P run and number of bends to be minimized. Duct runs exceeding maximum allowed by code shall be 9 apP p 9 supports 9 9 G. All cabinet work sahedlled Por paint or.tale Plnleh shall be emoolhly dressed and sanded. oversized to Insure ads uat*air Flow. to match door,be rwlded with sole closer m Owner/Gllent selected ewbotltuto to event Hate the panel,Inches 905 mm) marked]. fate S pp Plnleh calla spaced 6 Inches(152 min)on pant D. Install all work level,plumb and true. Scribe members accurately in place to NC adIolning auAaces. q P edges,12 Inchon t 24 mm)at Intermediate supprts. E. Cabinets scheduled Por dint flnlehe*shall be rimed and back- Inted prior to Insfiallation. B. Dryer duct shall havo a otal and dmlper per smooth InWalon Into door edge. II edge ap mte at 24 Inches(610 min). Cann ilnnsh Halls a aced 6 Inches(152 mm)on ale) P P Pa C.Dryer duct shall to of metal and shall fuzes smooth Interior surface. 6. Exit doors shall be openabla from the Inside without the use of a key,.pedal knowledge r WuP 9 or P P P. Plywood and particle board shelves shall be,hardwood edge banded on all exposed edges. effort per G.B.G. edges,12 Inches(905 mrJ at Intermediate supports. D.Dryer duct shall terminate on the outside of the Wilding per GMG P 4. Materials and Val as selected by Ownr/Gllent. 9. Ore'dspace'Faudall VMb/Awcoss,Provide cross ventilation at all endl..ed area.oxposed to grade pp r code requirements of the G.B.G.Section 251-1. Vent openinggsD shall be covered with SECTION 6A-ROUGH C PE ARNTRY(GONTJ 5. fbrdwre, Shall b se e lscted by OHnr/Gllent, orro.fon redstart metal mesh with mesh opan!rgs OF 1/4"dimension. The bensral Contractor shall SECTION W--VINYL DOOR:5 AND WINDOWS notify the A:rohltect should any onclmod red be discovered In the field Pr which required 4. Framing. 6. Counter Tops, Shall be selected by Owner/Client. ventilation has not been provided prim to application of finish matorlab. Provide minimum 24"xl8" 1. Scope, access hole per requirements oP the G.B.G.. A. Furnish and Install all vinyI or aluminum doors and wInd...complete a&Indicated on lane. The A. Block)ng and Bridging: T p p (1) Stud Walls: Per section 2520,G.B.G. Full height walls shall have continuous etude from bottom 6orxral Contractor steal coordinate YUndon Supplier and Framing Contractor Por Inetdlation of to top plat.. 5ECTION-IC-- INSULATION all window.and door.. (2)Calling Joists, Per section 2820 and 2906,G.S.C. Use solid brlddgm�. SECTION 6D-MOLDED/FORMED MILLV�ORK B. Provide elastomerb membrone material.per details and Section TD. (9)Booking: Provide solid backlog aG all pendant or eurfaae-mounted afsctrlcal}IxWrea,relic, I. Scope, Purnbh and li»ta:l all molded mtllrvrk complete. I. Stops. Furnish and Install thermal and sound Insulation complete,Including all Enrgy Compliance grab bans,bath acce.sorls,.,etc. P P requlromente OR Ineulatlon r*qulrsmenta Indicated In OF forms to supersede all mformatlon given. 2. Standards and Installation. PROJECT TITLE B. Oraat Pill: Par tectlen T06,G.B.G. 2 Installation, 2. Installaklan, A.Per manufactursrb Installation recommendations. C. Draft SSttops, Per T06.5 CD.C. Where there 1.usable apace above and below the concealed A. Installation and finish Ilcatlon r manufacturers racommondaElons Including backln/ art, A.Thermal Irmulatlon: Install Batts between Joists,at all telling areas exposed to roof or citi B. Window and door assomblles em.11 meek or exceed a design wind pressure of 20 P.S.F. /� ��/► *ace of a Floor cell) asaembi,draft step. be Installed so that the area of the concealed "PP ps 9 9 wpP arom Including any vertical wall areas separating living spaces from of between callings and C. All windows and dome shall comply with mandatory skate Infiltration standards. LA LACUNA P n9 9 P IIolnt rsln}ordng,surface preparatlon and adhoalve*/attachment. roof-Wnee wall.-and between studs at all exterior Halls. Batts shall l s securely Installed and D.All Joints and penetratirs round window.and doors caulked and sealed(non-hardening)per apace dose not exceed Ior..square Post. DraPtatapping shall dNlde the concealed apace B.Product to be atible Filth exterior use,adjacent finishes and of ouPflolont structural strength M Ee �� Into a oxlm Par s udl area.. 6d. j 9 tightly Rood without compressing the normal loft hwkn**. Provide Insulation.tops af11e.as eta energy requirements,lr OF Mal. E5TA I- / PPr y lor loaahlon used. re ulrod to event obstruction of vents. D. Stud Walls: Per Becton 2520,G.B.G. All etude a have Pull bearing on place. All studo to be at 0. Pr C. Lapping and sealing of nimum,m nu acturer'material and lapping to bulldog paper shall be In 16"O.G.unless noted otherwise. SCudD to ba sized per rectualremnn s of Section 2520 G.B.G. S. Materials, Provide molded shapes to receve exterior finish as Indicated In drawings and details. B.Grcwin Inasulatlon, Install batty between studs,socu•Ny and tightly Fitted at walla ca Irldlcaled on accordance with cods minimums,manufacturer's literature,the Gall ornla Association of Wndow E. Use,continuous,full Might,balloond framed stud.In aeeor nee with the highest standard of Install expandedpolystyrene Veto Ineor Incorporated,molded of .than foam Nesco M-0-turl g Manufacturers or Skate Trade Assoelatlon recommendations. I A L'9'i� constructlon and framing practice. P P m9 G. Plumbing Ineulatlon: Fully Insulate ail stud and floor couples.-talning waste Iles from foundation F. Align bottom of Mader*at all adjacent windows and doors unless noted other.[..on Pronin LAR.&L 9 Pr Inc.,molded high density polymer by Fypon Molded Millwork or Owner/Gllont aalso ad substitute. t,floor above. g 5 F. All angled wall.he be at 45 degroea unI.e.noted otherwlx. Provide remforaed finish as required at human traRla locations subiscted to bumping,scraping, p,Part yy Wall lm.uladem plan.. G.Built upp roofs,waterproof balcony decks and exterior horizontal areas"I.e.,potshslvws and denting,eta Provide Type II-high density Pooh at all trim appllca ions. I.Install baits or details and code requirements. S. All windows shall be In conformance with ocouawal requirements as Indicated In acoustical shoulders"are to b*Pramsd with*lope to ensure water droln9 without puddling. P q report AND/0R See security requirements. H. Provide crickets as Indicated and a&necessary for proper water drolnags and to re-dlrect S.The 6eneral Contractor and 5ubcomtractore*hall be responsible for sterling R Install non-corroalve barrbr botween materlals Subject to corrosion by adlacent materials. channeled or run off water ow Prom vertical surfaces. the material.on the alto according to matsrlal appllero or en-lacturere'InsWcklons. The matsmals shall bs ka t secure and routed Prom molaturs. I. Install threshold pan flashing with{lashing Pine fully Integrated into adjac*n walla,floars and I. Provide stripping where raqulrod to pravld.uniform surface where flush Joists and beam.are SECTION-IA--ROOFING AND WATERPROOFING P P desks. di/ferent depth.. J. U*a"bang Noll"all at bottom of Fai la splices and<armor I. Soaps 5. Materials, a K Use mitered Joints at Patel.splices. A.Furnbh and Install roofing and waterproofing work complete,Including cal strips and A.Thermal Ineulatlon: 9. MewuremeMm Verify all dimensions by taking field measurements prlar to Installation. PROJECT NO. 03008 L. All dlmon.lon.gNen ors to fats oP framing,unless noted otherwise. Incorporating other trades flashing,cleaves and Jacks. 6snaral contractor shall be responsible 1.See enrgy canpllancs report and section notes. 4. V.s Sizes: As Indicated on tins drawn M.Align bottom of all adjacent window and door headers,wrist.noted otho-l-on Planning plan. for sequencing and protection of weatherproofing material.from deterioration due to wind,raln, B.Blown Insulatlan. Ul IF-mly distributed with minimum welght-mailetent with requirements and 9° U.V.rays and heat,prim to them being covered, mawdaatu,-'s label. SHEET TITLE S. Trvews, B. com ill Inatollotlon of roof with Owner/Gliont Superintendal and other trade.including but 0.Foam Insulatlon: Expansive types used to seal the exterior Wilding envelope per energy 5. Matarial., A The 6omarol Contractor oh.11 comdlnats the Installation of all telling drops with the not Jim to framing shoe!metal and plumbing trade.. requirements must be compatible for use Filth adjacent materials Out.,window frames)and Installed A.bkmt In hazardous roan: Provide tempered glass per Chapter 24 C.B.C.requirements,as Trust Manufacturer and the Framing Contractor. .O ae not to interfere wIth Inscallakian of flnlah mabrlale. Indicated In drawing.and as neuasary. All Parci is doors to be tempered. B. ,here trust Prom,ng and conventional framing occur together In a c.,f ilm ue roof 2. Standards, All work and materials&hall meet the latest edition performance standard.of the D.Plumbing insulation: Use R-11 bath Insulation to fill&two r floor cavity. D. Aluminum or Vlnyi s Ing door.: Complete with dlumlm.m or vinyl*croon;Hhlte Finish,Install with plan,the 6eneral Contractor shall coordinate with the Truss Manufacturer and "National Roofing Contractors Assoalatm"-NRGA and"Asphalt Roofing Manufacturers Association' E. Furnace Roans, R-II batta for sand control. Lin cold air return planum under furnace with black threshold(6111)pore. Fora In Contractor to eliminate differential deflection between the truss and -ARMA, duct linen-adheslve applied. 0. Aluminum m Vinyl operable wlndowa: Complete wish aluminum or vinyl eaaen;white Finish. ®nttJ-I Framing members. P. Sound Insulation when Indicated on floor plan adjacent to Ilving Teas: Mmlmum Il D.Aluminum m Vlryl fixed Daah: Match operable wilndow.. 0. Whero truss Framing and conventional Promln9 occur together In the same roof,the S. Installation. Install roofing and wall corro*bn rselstaM metal Noshing par T-0-turer's l All Insulation material shall have,a Plane*pro, rating rot exceed T5 and a smoke density not to 6. Manufacturer/eu Iler shall provide wlndowa that meet all emergency exllln requirements v plats helght as noted.111 be maintained far he deeper conventional member Hill the recommendations Indudlrg the use of Postanoro and anchoring devices In hlcfl wind areas,and per exued 450. Eg'-�' p g ay oq bottom trues chord matching the rafter*eat cut. Trues manWacturer shall prwlda hoot G.B.C.,Chapter 15,crePu ly Incorporating slaskomsrla membranes,Plashing,xuppers,Jock.,sleeve., H. Mineral Floor In*tallat[on, tin G.B.G.and notlfy Arc tact If drawings are In conflict prior to fabrication m del very.E.cape Or GENER L as required to maintain con lnuout root pplane alignment. roof ralna,skylights,etc.,supplied by otharir. 1.Install Inc l fiber Insulation batty at party walla per details and per cod*roqulrementa. rescue wlndowa*hall have a minimum not clear operable area If 5.T square Peet.Ths mInlmwn net D. Th.6eneral Gontractr shall have GIhJ/Gaunty appprrHod truss plane on the Job alto clear operable height dimension shall as 24 inches.The minimum met clear operable width dimension prior to foundation Inspection. The True.Mal or shall oubmlt calculations, 4. IMpectbn,Ownr/Gllent shall provide a WaterprooPing Specialist to review bully-up roofing, shall be 20 Inches.Winn windcrvs are provided as a means of ssccpe or rescue,that'shall have a NOTES chop drawings detalle,bridging and erecllon bracing slgnd by a rsglstersd Engineer Hokorproof diking,foundation wall waterproofing,and Plashing details and prwlds acri us, finished.111 height not more that 44 inch..above the floor. to he Building Department andd Structural P-nglneer,7Or, .1,r.A..prior to Inspection during field Installation of all waterproof and flashing surfaces and materials to Insure -I. Plaehlrly Material,See 5eatlam 6A. (GBG) PabI"citlon. n Dat of shop drowings shall bs submitted to the Architect for review adherence to manufacturer'.specifications and the highest standards of construction practice. Por conformance with the visual design concept prior to trust fabrication. E. The Trust Manufacturer shall be responsible For framingg around openings In the roof 5. Special Conditions. or Floor,shall provide ladder Framing at non-atondard-4rua.member apadng to keep A. Provide cant strips at all vertical surfaces. within the span ratingg of the roof or Tloor sheathing and atoll submit details and B. Provide crl.kst.ae Indicated,and ae necessary fin proper water drainage and to ro-dlrect hangsra as reqqulrod. ch.wi led r runoff water away from vertical-Pa.... F. The Truss Manufacturer Dh.11 be responsible for verifying the Io ual size and O. Roofing contractor shall be responsible Par determll that appropriate fasteners are used For CURRENT 1551JE:oVls/03 welght of attb located mechanical equipment and Incorporate such Information the project wind conditions. Including r,7ec{1red clearances Into the attic truss design and calcultil of trusses supporting It, Including attic co eaeea. 6. Materials,...elected by O-rXIlent ORIGINAL DATE: 6. Non-bearing Halle shall be held short to allow for rafter-truss deflection with clips A.Tile Roof: Glass"A'rated rooP assembly. (Pioneer Roofing Tile,Inc,Report No.,M-4846) n a03pproved by the Structural Engles,to etablllze the wall. (Eaggle Reath Producka,Report No ER-4660) (Monier Llfetllo,Inc.,I.G.G.Research Report MAY 2 20 H. Truss manufacturer hall provide members of adequate bearing area In such a width Ha.ER-2o95) N.S. uct CO.,LG.G.Research No.ER-9529)approx.9.5 Ib►.per sq.ft.as slacked to Insure against war-stroa leg of supporting timber,multiple Joists,girders and by Owner/Gllent. Imstoll over minimum 50 pound folk or per manufacturer's specification. Color, plates or provide bearing plates and detalle to do same. texture and pattern as.slsctod by the Architect. Refer to color acheduls. q I. Ths benoral Gontrachor a all coordinate with the Truss Manufacturer,Framing, B. Waterproof Docking: Glas"A"rated Fire ae.ertnlbly, Furnlah and apply baton dock covering ® � /� opM Electrical,Plumblrg and Mechanical Contractors at fire protected areas to maintain c_p I to and watertight,a*recommended by the manufacturer. Ins ll Owner/ Bent aolectod, {If I,/ required tire protection rv[thaut penetrations unless allowed by cods and local I.GA.approved,hr-I bearinngg olaetomerlc mambraa deck eyetsm by"sex-O-Tex","Mar-Kate" Jurbdlctlon. or Owner/Gllent selected sub*EIWts. Strictly 4ollow all recommendaYlons regarding9.tabllltyy of floor,poeItiva aid.away From Ilving areas,Plaahing at all edge and corner coddtlons,roTnForcirg SkaM/eys taps at eubfloor�o,nts,and meta!rslnfordng at Imo, ar outside :stair nosing'corners,etc. A.6eneral,Every stairway having two or more riser.serving any building Or port[-thereof shall Waterproof deck shall be Fill teatod. Corm and texture as.elected N the Architect,refer comply Filth his requirement*of the C.E.C.Section 1005.5 to color xhedule. D. The Rise of steps and stair.shall not bin leas than 4 Inches nor more than 6 Inches at R-5 0. Foundation Wa11 Waterproofing: Install complete,and Ownr/Gllent selected,I.G.G.approved (T Inches at Fl The greatest roar height within any fill at stains shall not.-.ad the smallest matorproofin i system where Pndlcoted In drawing*. Protect waterproofing material during by more than 5/8 Inch. The run*hail not be ten than 9 Inch..at R-5(11 Inch*.at R-1.) Stair bcwkfilling operations with non-doter,arating protection board. Rotor to Section 2A-4.0 fair .. treads*hall be of uniform size and shape,except the largest tread run within any Plight If stairs nuisance water drainage system Information. PRINT DATE *hall not exceed the smallest by more than 5/8 Inch. D. Flashing: 26 gouge corrosion reeletant metal min.,lop Joinb and fill mill roofing cement,unless 0. Every stairway shall have a headroom clearmcs of not Inge than 6 feet 8 Inches. noted otherwiea. ---- - D.Every landing shall have a dimension measured In d,reatlon of travel not less than the width E. Elaebomsrlc Membranes,Install par details and per Section TD. 0 of the stairway. F. Roofing Nail.: Corrosion resistant,sized Par CB.C.requlromenb ant local wind conditions. 6. 6uttert and Downspouts, See Station TB. SHEET N0. 4 s SECTION SD--GLASS AND GLAZING SECTION 95--GYPSUM WALLBOARD 4 CEILING BOARD(CONTJ SECTION IOA--BUILDER 5PEGIALTIE5 SWTION ISA--PL_UMBINS(CONT� I. Soap Purmeh and Install all glazing and mirrors other than factory glazed door and 5. Matarlals. I. Scope, F-Ism and Install complete In working order the Items Indicated on the drawings and as 5. Materials: windows. blazing shall bo done during flnsh work. A.Gypsum Wallboard and Gelling Board: 1/2"thick throughout unless noted Ott-rile.. specified morale. The General Contactor to verify compatibility of all di Jd&amt Finish materials with A. Corrosive properties of loll: Follow all recommendations In the final Solis Report for all S. Gypsum Wallboard and Gelling Board, 5/5"thick,fire rated"X"with taped Joint.at Plre/sound all selected flxture.and appliances. All fixtures and appllade.to be GEG CarLlPied. materials placed within or In proxlmfty of soli as race' earyy. 2. Standards: rated walls as detailed and at other walls and calling where noted on drawings. Provide multiple S. Waste and-11 pipe: Service weight,cast Iron ro-Frub at first Ploor of a two-story unit;A.B.5. Calculation.. blazing at exterior openings*hall bear a labol certifying the..-..pending layare as dotall.d,with malls sized accordingly.See sheet G-2 for additional notes. 2. BaMi 4 Plumbing Accessories.as solectod by Owner/GIIeM. with A.B.5.solvent all other areas. "U"value AND/OR See security requirements. G. 6ypaum Wallboard and Calling Board: 5/6" ck.fire rated'X'with taped joints at enclp.e l A.Water Closet:1.6 gal; Shower Head:2.5 gal; Faucets:2.2 gal.As selected by Owner/client. G. Vilified clay pipe: First grade,salt glazed;conform with A.S.T.M.GIB;outside and within 5'-0" sable area below stairs. B. Tub/Shower Combination: As selected by Owner/Client,tub/show.,with tampered,ah.Lt.r=? of building. S. Materials.6lass and 61azing..,par Chapter 24 of the G.B.G.and Energy Compliance D.At callings: Provide 5/H"gypsum wallboard when framing spacing exceeds 16"O.G.. ghee enclosure,minimum 72"high above drain,walls to height Indicated on Interior elevatlarn, D.Glemouts: Accorn or Owner/Gllent selected substitute. A.61ass In hazardous areas: ovide tempered glass per Charter 24 C.B.C. E. Mobwre Resistant Wallboard and Goillin Board: Use m wet areas as recommended by C%paum minimum 72"high above drain. E. Domestic water piping: Type"L"or'K'copper tubing below grade and Blab-verify with Sall requirements,as Indicated In drawings and as necessary. At parable doom to be Board Manufacturer.See Section IOA,Note 2 for additional rotas. G. Tub, A.aslectad by Owner/Gllent with tempered,shatterproof glass oncloaure,minimum 72'high compatblllW;all other coppper tubing shall be Type Fittings-wrought copper a cast bronze tampered. F. Exterior Use: Exterior grade,File rated,gypsum sheathing,for areas"Jact to moisture at fire above drain to height indicated on interior elevation°. Lie.no-leaadd solder,OR,Polyethlene and GP VG piping and tubing acceasorb°far hot and cold B. Fixed and op able Windows: Single strength"B"or better. Dual glazed typical aassmbllss to detailed. D.:flower Enclosure: As selected bu Owner/Gllent. Size a°Indicated on cYawligs with tampered, water. unless I X r noted otherwise m energy calculation°. Dlvlded lit..as shown on ex£ for G.Metal comer bead,casing and trim-galvanized and nailed. MattorprooF glass enalosurs, NLlis to height Indicated an Interior elevation°,minimum 72 above P. Dielectric Isolators: Coca Type"FX",'FB"or"6X"dielectric unions. elavatione. All windows clew 9i ass,unless noted otherwise. (D L-shaped tlm at expo..d edges typical. drain. P-as selected b4 Owner/ollant,minimum 72"high above drain. 6• Vent piping: ADS D2661-60. G.Doors:5/Ib"thick tampered grass. Dual glazed typical. Divided Iltes as shown on (2)O n.r band at external corners as aeloctod by O.-Ir-Ilent. E. M.dldna Gabinets: Mirrored doe,rode..mounted,top at.72". H. Valves,strops,clocks: AMlscaldIng shower and tub valves are required per U.P.G.Chicago or exterior alovotlane. H. Resilient channels: Provide at fire/sound rated floor/callbg assemblies as detailed. P. Water Heater: As selected by Owner/tile t with presauraAammature rouef valve piped to owner/Gllent aeleatee substitute. DANIELIANASSOCIATES D. Mirror.;1/4"polished plate. Sea Interior elevations for e1z.. I. Tape and Compound. As recommended by 6ypeum Board anufacturer for vsa spociflod. exterior of building with Insulation blanket with pan and clam 11,7to outside. Install on minimum I. Roof flashing: Soar Section 7B. E. Shower Enclosures, Approved tempered,shatter prooP,obscure,(clear at models). -L Nalllrg: Por G.B.G.,also see drawings for special nailing requlremente at shear walls and Flm/sound 15"high stable platform at garage. Refer to Section 15A for additional Installation requirements. L Fixtures and Fittings: See Section IOA. ARCHITECTURE & PLANNING P. Obscure 61ass, 5o.plan for locations. rated assemblies. The Contractor,at his option,may use wallboard screws In lieu of male as K. Provide recassed Faucet box at washer. Provldo pan and dram Ilea to outside at wood Floor 6. Mlrrcr.d wardrobe doors: 5.1`. ?.to-par G.B.G.requI.- to. allowed by the rated... bly and local code roqulrement.Tee Contactor shall make changes S. Kit-Pl d.-ad Appllarws,A...]acted N Owner/Gllont. Installations. H. 61aee or A it,Block. Minimum 9`Ehlck,sized as Indicated on plane. Pattern to to nailing and size when nneaasary due to dNPeronk substrate materials. L. Drams: 51zod ae roqulrod. Provide overflows as indicated on drawings and as necessary. SIXTY CORPORATE PARK be wave/die rted or Owner/Gllent selected. Block Lo be factory set In ma 0-tured 4. Finish Hadware, As selected by Owner/Gllent. M.Air Chambers at each end of header.,shall be 56-Inches long,one pipe.Ize tang9 than header. IRVINE,CALIFORNIA 42606 window from.complete.Install Flashing material,relMorcmg,oxpan.,_material, Individual chambers shall be I6 Inchon long,one pipe size largger than branch to ffxtum, grout/mortar and sealant as reeommondad by manufacturer. With minimmu 20 SECTION 9G--RESILIENT FLOORING 5. Notes Nenbers,As..acted by Owner/Gllent.Approved numbers or address.°.hall be provided N. Water heaters shall conParm to energy regulations and shall be CEO listed. (444)474-6030 minute Pile rating and frame assembly. for all new buildings In such a position as to be plainly visible aTd legible Prom the etr- or road I. Fire Ratad,1/4'thick wlra glass In fixed metal frame Par O.B.C.requirements with fronting the property and to meet all local code requirements. 4. Calculation and Dram".Contractor to supply and submit to the Building Department load FAX: (444)474-14�� minimum 20 minute fire rating. calculotlore and drawings for approval prior to commencing work. Submit ssk to the Architect far J. minimaCaulking Compound, bun applied inn-hardening,non-mild I' tea ` 6. Mailboxes.A.soiected by Owner/Glenh. review for conformance with the visual design concept prior to commencing work. YVYVW.DANIELIAN.COM A. vmish and Install all resilient flooring materlai complete as We Wl.d. S. Cameral Contractor of Owner/Gllent shall coordinate Flooring Sbcontractor rvlth Framing and 5. Meters. Verify all requlremente with governing utility company. Concrete Cantroators to inwre compatibility of adhesives and subPloar aurfado texture,matarlale 7, Dscarative Gas Appllan...: Shall meet all applicable requirements far gga.appliances as required Q DANIF,M A55OCIATE5 ExPRF.5 5EGTION&E-WEATHERSTRIPPING AND THRESHOLD5 and preparatlon. by the G.M.G.Elevation and size as,detailed by Architect,see drawings.Maiwfactured decorative gas aapppl lance by(Superior)(Margw)(Tamdo)(Bea llator)(Hoot-N-61o)(Majestic)shall bo UL.app ro..d. RE5ERVE5 IT5 COMMON LAW 2. Installation. Clsaranca to combustible materiale,Installation and vont/flue terminatlon shall be per mar M_r'. 5ECTION 155--FIRE SPRIWLEfiS(IF REQUIRED BY CITY/COUNTY) COPYRI614T AND OTHER PROFERT I. Doers, All doors separating Gmdltlaned Spade from unconditioned space shall be fully A.5ubfloors shall be clean,free of dust and perfect ly dry,level ant smooth. requlremoMs. Installation and Inspection shall be by a certified gas hearth appliance sP..1.11.t. RI6wr5 IN TNESe PLANS.Trl weatherstrlpped with marts&-typo as maWfacwred by'T'omko"or owner/Gllent..lact.d B. Surfaces shall no primed as recommended tl the manufacturer. PLANS ARE Not io SE REpROOULED aub.tltute. G. Materials shall be iced In accordance wI the manufacturers Instructions. 6. Finish 5chedrle. As selected by Owur/GIIeM. I. Scope, Supply and Install complete fire sprinkler system according to the beat practices oP the CHANGED OR COPIED IN ANY FORM 2. Msaholda, D.Coved edge.at wall. trade_ f•LOOR WALL WALL CEILING GEILIN6 OR MANNER hhArSOEVER.NOR ARE A Aluminum,bronze anodized,to meet all applicable disabled acceselble route S. Materials. ROOM MATERIAL TEXNRE PAINT TEXTURE PAINT 2. Materials and Standard, TLEY TO BE A5516NED TO ANY THIRD equlrementa whore required. A.Vinyyl 5heoting M solscted by Owner/Gllant. A. System shall most all requirements as required by clty/cwunty Fire Marshall and/or governing PARTY WTHOUT FIRST OBTAINING B. Threshold$to be separated from direct contact with concrete as required to prevent B. Adreslves: A.recommandod 6y the manufacturer of the floor covering. ENTRY CT A5 FLAT A5 FLAT gencios. ExF'FtE55ED wRITIEN PERMISSION corrosion. G. Rafor to section IOA Par finish schedule. KITCHEN VS SELECTED % SELECTED % B. Sprinkler heads shall be concealed type with the head and cover plate finish the sane as THE AND XM66 OF IRTTEN IPE G. Thresholds shall bar set In corrosion resistant slllpons,caulked and sealed or otherwise M.BATH CARPET BY OWNER/ % BY OWNER/ S& adj...mt surface.. AN Installed to prevent water IMruslon. TOILET COMP. V5 CLIENT % CLIENT % A55OGIATE5. D. Provide.laatameric membrane materials per details and!actin 7D. SEC.BATH CARPET 56 56 5. Sprinkler Plane,Shall be drawn and submittal to the Building Department and Flre Department for SECTION 4D-TILE POWD£R CARPET FLAT FLAT pproval. Submit ono(I) at of plane to Architect for ravlew far.-F-manta with the usual de°Ign LIVING CARPET PLAT PLAT concept prior to commancing work. FAM.ROOM CARPET FLAT FLAT SECTION bF-GARAGE DOOR HARDWARE 1. Seeps, Furnlsh and Install tile,grout,mastic, -sealer etc.complete. Work ahall be 6Rp4T ROOM CARPET FLAT FLAT clean,plumb,Tavel,except at areas Intended to drain,true to line with consistent Joints. DEN CARPET FLAT FLAT ST1DY/LI5 . CARPET PLAT PLAT SECTION I50--HEATING AND AIR CONDITIONING I. !cops, Furnish and Install all door hardware complete and wpercitla-1. Poore shall be 2. Standarda, All work and materials shall meet the latest odltlm performance standard.of DINING CARPET FLAT PLAT dJustad and counterbalanced for proper operation, 5....aurlly requlramenta. the"ills Gouncll o{America"-7CA. NOOK VS FLAT FLAT 4 MORNING RM. V5 FLAT FLAT I• cx e, !q 2. Material 5. Installation. HALLS CARPET FLAT FLAT AI99 all labor,transportation,materials,etc.,for Inataliatlon oP a complete heating and air 'An A.Provide: door hardware. A.The m floor,slob or wood Planed shall be,installed par the Tile Gouncll of America standards. M.BED CARPET FLAT FLAT condlkloning system to operate according to the best practices of the trade Including,but not SEC.BED CARPET FLAT FLAT ` CIANiELWy B. Doors to be operated by automatic garage door opener with 2 transmitters are..looted B. Install mud set Lilo at counters,tubs and shorven per the Tle Goundl of Amerce standards. [y5/WARD CARPET FLAT FLAT limited tree mechanical unit°,duct.,registers,catwalks,grille.,boots,vent pipe.,dampen, by Owner/Gila,. G. Provide waterproof membrane beneath tile over water resistant backing board as recommended SERVICE V5 % % combustion air,Pans,ventllatora,reFrigerant Ines,refrigerant,etc. All materials,work,etc.,to G. Lock: Center keyed lock with free spinning handle or as required by ad.1 security by manufacturer and Ceramic The Institute and Tile Council of America.tandards at all areas 6ARASE CONCRETE TAPED TAPED comply with all requirements of all legally constituted public authorities having Jurisdiction requlremente. subject to moisture and water 4a.,tubs/showers"mhlmum 72"above drain. Inducing all county and stake ordinances. Furnish and Install all aqulpment complete and operabl D.Springy and contatnma t devices:Shall be permanently labeled to Indicate the maximum D.Provide positive slope at tile seats within showers and at floor towards floor drain. Note,Changes In}lea material shall occur at the cankerllno of the doe between adjacent rooms,unless V.rIPy all material and Installation requlrements and limitations at PIre and sound assemblies. recommended stretch of aP,IN.. E. Refer to Section IOA for finish schedule. In�IG.Nd otherwise on plane. B. Provide elastomarlc membrane materials at all penetngons of the waE.rve.leElve membrane at 4. Materials. Legend extarlor walls. SECTION 9A-5711GC0 A.Til.and gook are-1.,ted by Owner/Client. G. Verify that"attic"trusses provide required clearances for horizontal F.AUs. B. Refer to Section IOA for finish schedule. KDT•Knock Down Text- eT .Geranlc TIT. V! a Cushioned Vinyl Sheeting OPT=Orange Peel Toxu rs 2. Installation, 56 =Semi-blo.a SAT 5p jM Acoustcal Tie A.Fumed.to b.Installed m attic OR on 16"high platform at living arse,OR on I6"high platform N0. DATE REVISION A. Furnlsh and install at plastering work complete,Including grounds,scr.ada,expansion Joints, SECTION 4E--PAINTING AND FINI$HIN6 Texhro.LgM(LT)Medium(ICU Heavy!FU Al garage t as requiredcofo m the G.M.G.. casing,corner guards,etc. B. All work to be In canformanca with acoustical requirements a.noted In acoustical report. B. Pro' siaetomeric membrane materals per data'1,and Section To. An attic furnace shall comply with Section SI4 of the O.M.O.and the Following, (Sea detail 2/6-6 G. Provldo alasiomarc merbrane at all peetratime of stucco and water-rosiative membrae. I. Scope, SECTION I5A-PL_UMBIN6 and 3/6-b) D.Coordinate Installation of stucco with Owner/Gllenta Superintendent and other trades A.Provldo painting work..indicated and specified,complete Including preparation of surPacois G. (I) Provldo required clearances for duct work and to combustlblea. InUuding but not Ilmlted to framing,sheet natal and concrete trades. other than those that are factory prone (2)Provide mhlmum 50"x50"attic access opening with fully weatwmn ,pad door aid B. All painting to I»In accordance with the paint handbook. I. gape passageway continuous ko the 4urroce and Its controls. A 22•x 9900 access opening Nlly 2. Standards, A.5uppiy all labor,transportation,materials,etc.,far Installation o4 compete plumbing system to weatherstipped door may be used provided the largest place of equipment can be removed A All work and materials shall meat the latest edition performance standards of the"Flattering 2. Ylorkrrianship, operate according to the best practica.of Lhe trade and Including but not Im"d to, fixtures,hot through the opening. Information Bureau"-PIB and the"Lath)ng and Plaster) Contractor's Aasoclaklan'-LPGA. A.Each coat°hall be unlPormlyy pitied,well brushed out and free of brush marks,rune,Gaga a skips. find cold water piping axhau.t Ivan,combustion air,gas piping,log ligghters,chains,salt and vent (B)Provide an unobstructed conElwwus solid floor passageway not less than 24"cake not to B. All work°hall comply with Cho 25 of the G.B.G.. S. Paint flnlsh&°shall be cat aha to Ire. Protect adjacent surfaces. I mg,hot water beefs,., I e Insulation,meters,valves,vaults,etc. All materlas,work,etc.,to exceed 20'From YFua attic access opsnIN to the furnace. G. All work shall comply with the Chapter standards of the manufacturer of the plaster G. Mi.and apply palnit and stairs min accordance with the manufacturer's Instructions. P�Ty with all requirements a4 all legally constituted public authorities having Jurisdiction Including (4)Provide a level working platform 50'deep In front of the entire firebox side of the furnace (Insulation)products provided. D.Hardware shall lee masked or removed prior to palntm or staining. all county and state ordinances. Furnish and Install pIunlblmg work complete and arable,Including and id all.a-rvl ante controls,Pipers etc. p P L No Provide n permanent electric outlet and switched nec fixture. D. Appli-tam mono ti waterproof stucco mr shah be the responsibilitysad of Orvner/Gllent owed an the E. Subcontractor will be responsible for any damage new IN from ovenpray,and For all necessary and sound and badkfl111ng. Verify all material and Ins allatlm requlremente and IImI tlans at fire D.No alterations to the structural frame,d1 hragins,connections or shear I shall bar made recommendations oP the stucco manufacturing representative. clam-up. and eaund assambllos. which would compromise the designed of uulturaT I^tegrI`y of such elements without prior written E. Provide elostomerld membrane mat&rlale per detail.and Section 7D. F. Semi-gloss paint to be roller or brash applied. B. f'ravid&elostomsric membrane materials per details and Section 7D. approval from the 5tructurnl Engineer. F. Slope oP 5ubstrade,It not noted on thawing;,the minlmm slope oP substrata on which stuck. G. Provide siastomerld membrane material.at all penetratlone of the water-resstive membrane at E. Fuel burning equipment located in garages and oub�edt to mechanical dame Pran the normal may be applied la I/4"per foot. 9. Preperdlon of lurfaees. exterior rvalla. vehicular path shall be protected a.indicated In drawings and os roqulredgby G.M.G.. PROJECT TITLE A. ,/aces shah bar clean and dry,and In sultab]e condition far finish specified. Remove all oil, D.Protect pipes from freozing.Place oll water Imes and waste lines within"conditioned"apace and p, Provldo hl hand low cwmWstlon air,l accordance with manuPacturerb re vlrsmants and the G.M. S. Matorlal.-5 Goat Exterior Plastor, owe,bond breaking agents,dust,mill scale and efflorescence. nhere approved thermal Ireulat .between'It- and unheated area g 0. A Walls: Minimum 1U5"thick,three coat application with Integral color coat(paint at accents B. Greeks,holes,and knots shall be filled,sanded smooth,and sealed. Wood surfaces,except rosawn One opening shall be located within the upper 12 Inches of the enclosure and one opening shall LA I,.AGUNA mllil over -I/4'corroaim reslakank metal wire meth over I layer 15 pound felt minimum,at wood,Wall be sanded perfectly smooth. 5a^ding dust shall be completely removed. 2. Installation. bo within the lower 12 Inches of the onclosura. war s,I layer elaskomerlc membrane at surfacoa other than verk]aol. O. Trim and other flnlsh work shall be back-painted prior ko In�tallation,to minimize Inconsistent A.Roughing-In.hall bar completed,tested and Inspected ao required by code before.being-In with 6. All penetrations of fire assemblies shall meet the requirements of the G.B.O.-Chapter 7 and B. Soffits,Use hivlb lath w recommandod by aW.-manufacturer. ahrinkago. other work. Section 7D. ESTATES G. Corro*lon resistant metal base screed at foundation w detailed. B. Openings In pipes,walm,and fittings shall be kept covered during construction. H. Provide elcstomarlc mambrma materials at all penetrations of She watervealative membrane at D.Comers, All outside corners to be reinforced with bullrosed corner guards as selected by 4. Materials. G. Provide solid backing far s.Gurin fixtures. All flxture°to be set level. exterior walls. Owner/Gllant. A. Submit Ilet of materials and manufacturers for Owner/Giant and Architects,avow. D.Provide claanouts at ands of all lures and where required by codas. I. All HVAG equipment shall be approved prior to Installation per nationally recognized standards LARGE E. Expars]an.brats: Install&xp ansion/weep Joints w recommended by 5tucco Contractor. B. All materials shot to delivered to the site In sealed original mmufactu-ar's containers. E. Copper tubing shall be fully sweated to fittinggs. and evldanced by Ilstinngg and label a an approved agency.GMG 802.1 ArchRed to be notified of locations prior to Installation. G. Stain>hall be manufactured by 0lympla Stain"or a owner/Gllont selected subet]wke. F. Black Iron and galvanized steel pipe Joints d.a11 Le made with approved pipe thread compound. J. GomWstlon air From oufalde shall bar.uppliod to all fuel burning appliances per GMC 70I�. F. Decorative corroolon resistant metal ahmnal screeds: As Indicated on plans and as detailed. D. Paint as selected by Owner/Gllent. 6.Provide shut-Pf valve°at each Plxtvre. K. All Plwd appliances are required to bar securely fwtanad in place.Provide aelamlc bracing or 6. Flesh,A..elected I Arehltoet. Provide Architect with minimum 24"x24"field applied sample H. Provide condensate line at each F.AA.location. Provide primary s secondary condensate Ilse to a^Uwr unit tin platform. prior to field applica Ion on units. Color as selected by Architect,refer to color schedule. 5. Galore.To be selected by the Architect,refer to color schedule. on approved dralnaga receptacle at attic F.A.U.locations. L. Pad supporting cmdorter or compressor from ground must not be less than 5"above grade. H. Drip 5areode; Install corrosion resistant metal drip samedo at underside o4 all°wow I. Provldo cold water Ina to refrigerator spat.In ra bsoed box or In cabinet Immediately adjacent GMG 304b. eoffite and recesses. 6. Exterior Peaking and Staininngg mo refrigerator spots. 6. The General Contractor and Svitembractom shall be responeble Por storing I. E. ad Concrete Foundation, Finish color coat all exp000d surfaces. A. Exterior txopos.d concr®l, and masory: Two coats masonry pa[mt. J. .elate oil piping from structure with fiber padding and at all penetrations with elastic caulking m thematerials an the site cording to material stpphers or mmu/acturers'Instuctlors. G B. Exterior w od,Indludln oldgaragedoor.,rallln a,fascia,exposed beam.,all trim,at,.;: two a-d teal or.. The materials shall be kept secure and protected Prom mascara. 03005 g ' g PO° B. Louvered Doors: Size and material to match typical Interior doors. Louvers provided at PROJECT N0. ✓ V coats. K. All torto to sad to outside air,wh&re possible,locate all roof vents to rear aide a ridges. fyP P SWT10N aIB-GYPSUM WALLBOARD 4 CEILING BOARD G. two.0Ep-.d metal,Including over vent Pipes,o o rimar vent°, to heating and air adjacent su face units,grills,etc.: Vents io terminate a minimum of B'O'from windows. service rooms shall provide o mhlmum 100 sq.In,net opening Par make up air n She door or by two cools al paint over are coat of primer. Color to match adJacont surfaces. L. All horizontal mlt a pipingg shall be hung with approved hangers at 4'-0"on conker minimum and S Materials SHEET TITLE D. All axpoaed edges oP trim to be sere calm as Pace. spaced to permit oxpansfon and contraction without hitting adjoining pipe. Vertical piping shall be A.Ducts: Oon.truckad,Installed and Insulated . Chapter 6,G.M.G_ E. No thinning of material shall be acceptable. oupportad at e,'-O"on center with wrought steel"U'straps securely f°toned to buff&In9 t ma. P Pt 1. `'cops' P. Sula, hor shall seal all six aides o{all doors. M.Provldo air chambers at lavatory,dbhwwher and clothes washer water connections. Sat vertioaNy B. Dampers: Provide approved automatic firs dampers or minimum 26 gauge corrosion resistant A.Furnish and Install ell gypsum wallboard work complat.. Verify all spaclalLy materials, 6. Stucco accents per Architect's color schedule. as clone to flxture w possible. metal maksrlal with.sated aggns at all ductwork penetrating fire meted wall.,flown or callings nailing and Installation sequencing at sound/Rlre assemblies and structural.],ear walls prior to H. The rurtber of coats noted above shall be considered minimum. Apply additional coats If requhad N. Provide 3/4"tee Por Irrigation at main shut-off. a.required and.flowed by the O.M.O.. All fin ayskem..xhoueting air from mho bullaing envelops commencing work. to provide Pull and even coverage tMoughwt. O.Provide water heater seismic restraints. Strapping shall be at points within the upper one-third to the outside shall be provided with backdraft ddaami B. coordinate installation of gypsum wallboard with Orvner/Gliente Superintendent and other trade. I. Fully seal and Prima all cut and.of wood members In contact with other wood members. and lower ono-third of Its vortical dimensions. At the lower point,a mhlmum distance of 4"shall Including but not limited to(framing and Insulatlon trades. be maintained above the controls with the strapping as required by the G.P.G.In seismic zones 5 4. Calculations and Droning.,Contractor to.apply and submit to the Bullding Daparimmt,calculations 7. Interior Pall and Plnehil and 4 only.(Se.detail 1/6-6) and drawings for approval. Submit I set to the Architect For review for conformance with the visual Q�lty 2. Standards. A. Collings and Wall°: P. Provide water heater with pressure/temperature relief valve and pan and drain Ilea piled to the deign concept prior to commancing work. Equtmmt shall comply with state energy requirements fo GENE I�/�� A.All work and materials shall meet the latest edition performance standards of the"6ypsum (U Kitchens,woke,bathroom.and Interior service room°: One coat sealer and ore coat exterior of the buildings. t garage Installation water heater shaft bean a minimum I6 high e4flclency. Duct work"R"value shall also camp y rvfth.tat.energy requirements. As-atlon"-GA,"Reccmmonded 5padi{Ication.For the Application and Finishing of Gypsum aeml=rss anamal,units*noted otherwise. stable platform. Wallboard." (2)All other rooms: One coat sealer and one coat Plat paint,unless rated otherwise. G.Pool burning equipment located In garages and subJod to mechanical damage Prom the normal NOTES B. All work shall comply with Chapter 25 of the O.B.G.. S. Wardrobes/Glo*eto. Finish as specified for adjoining room,except shelving. vehicular path shall be protected as Indicated In drawings and as required by the G.M.G.. G. Doors,frame°,wood base,shelf cleats: One coat primer,on.coat sent-glass enamel. R No alters Ions YO the structural frame,dlt�hrpgm*,connections a.hear panels shall bar media 5 A.All onshltps In finished surfaces shall bar taped and finished with joint cement. Reinforce all corners. D.Stain grade cabinet: One coat sanding sealer,ona coat et.ln,two coats lacqumr. nhlch would compromlao khs designed strvcwral Integrity of such olemenke without prim written GBGJ B. Provldo metal trim at all ax osad edge.and extemaI cornea. E. Stain gads wood hand rallinga,woad cope etc: One coat sanding sealer,one cat ataln,two approval from the Structural Engineer. P 9 coats Inca r. 5. All penetrations of lira assemb lea.hall meet the s adt Ithe w ts r-the I.B.C.-Chapter 7. provide G. Metal trim shall be tiIgqht to wallboard.dgg ,plumb,level,and true to pine,securely attached. p, pant grade cabinets,rallings,wood caps etc: One coat.eater and one cook 9eml-gloss enamel. alastom.rlc membrane materials at all penetrations of the waterveaistive barrier of exterior D.Conceal..posed-IT or°crew head.with Joint compound. 6. Metal surfaces: Prieto and pant same cs adjacent surFaco.. wall.. E. Protect all.xpos.d wood beans,past,rat Ing$etc. H. Luminous telling rocessas we to be painted with one(U coat soalar and me(U coat white ano mol T. Provide non-romovabe backRow device an all exterior hose bibs.GPC 605.0 and 605.1 F. All gypsum wallboard at subs/shower anUosurea to be Installed In such a manner that there are no hbh glass. V. A 12'minImum access panel to bathtub trap conwatlon s required.CPC 4052 aurfacea out at alignment wllh adjacent wrFacas and the true plane of the wall is maintained. 1, Aft exposed Interior wood beam.tau be painted to match calling or solid stain par Owner/Gllent. V.let mop hewer shall be Impacted u etlan wP hot ma and.full be filled with CURRENT ISa E:OI/I5/05 6.The General Cantracto,and Subcontractors shall be responsible fin storing 1 Refer to Section IOA Par fineh schedule. p s pan p pan comp mopping the materials an the It.acdordl to material su lerspor manufacturers'Instruction.. water for assure re ^9 �� K The number cal coats noted above shall g considered minimum. Apply additional coaka If required fp.provide pressure regulator Pm water service where pressure sxcaatle BO pale CPO 6082. The materials hall be kept..cure and proteete om molaWre. to provide full and.von coverage throughout. plans show �piping Iz based u BTU demand m the lane. ORIGINAL DATE: 0 L 2003 9a°PP 9° I^3 P°^ P 4. Finishes. A. Refer to section,IOA for finish-walulo. ®MAY i 0 2003 m PRINT DATE SHEET NO. G-� SECTION I&A --ELECTRICAL I. 5cop� A$apply all labor,transportadan,materials,etc.,for Inetallatlon of complete electrical system to operako according W the beat practices of the trade antl Including bvE not IMltetl to: Flxturoe, \ / appliances,,Ming,awltche*,ovtleb,tslevlelon Jacks,services,ground&,temporary power,�unctlan 2"x2"ANGLE IRON boxes,conduit,sub-panels,etc. All work materlale,eLc.,Eo comply with all roqulroments oP all -- - - 5/(2)STUDS tW \ Is constituted authorltloa having Jurindktlon InUuding all County and Skate ordinances. Furnish 5/&'x9"LAY AT \� and Install electrical work complete and operable. Verily all material State Inetallatlon EACH STUD requirements and IlmltaLllne aL Phe and sound aseombllsa. B. Provide el..tomerlc membrane materials at all penetrations of the water-resistive membrane 1-1/2"ANGLE 5LIP at oxterlor W.IIe. FIT OVER H4G TAPS 2. Standards, 2.4 LEDGER TO A. Electrical services: Underground. (2)STUDS W/ Ilk B. Work and equipment shall tea in accordance with the beet practices of the trade and conform to 5/e"x5"LAG STRAP O O all local governing agencloe. 0. Moterlaln and equipment shall be U.L.approved. AT TOP 1/55OF TANK D.Oorro.'o proper},..of eolL Follow a1(recommendatlona In the Thal Sons Report for all DANIELIANASSOCIATES materials placed wlLhIn or In proximity oP soil as neceaaary. E. Should a cnfllct arise between thb epocRicatlon,kIn drawlsgs or another electrical&peclflCatlon I/4"BOLT ARCHITECTURE & PLANNING Iswed a.a Pert of these doeurnents,the more stringent shall prevail. 5. lrrtellatbn: k.> PLAN SIXTY GORPOR.471E PARK A.Provlde separate clrculte each for dishwasher,garbage disposal,refrigerator,washer,dryer, SIMP50N CS16 STRAP IRVINE,CALIFORNIA 92606 FA.U.Ond mI"—.v.Ivan. AT BOTTOM 1/5 OF TANK e. &,Itched Outlets shall be 1/2 hot. ( (11441)474-60-10 0. Bathroom and So-Ie Room fanm Where permitted byy cods,switch Pans sepparately from Ilght. FAX: (44q)474-1422 Provide exhaust fans at area.with tube,showers and faundrive with minimum It complete afr 2.4 LEDGER TO changgoe per hour where natural ventilation does not occur. At areas with lavatories and (Z STUDS w -- INWW.DANIELIAN.GOM tollet.where natural ventilation dose not occur,provide a roclrculatIng Pan per Code 5/8'x5'LAG — — roqulromwntn minimum-exhaust Pan te outslde air prePxred. All exhaust vents to lead to Iukalde air and It.510"minimum from any op.ning per Section 1205.5 G.B.G.. D.All fixture auE lob,receptacles etc.,penetraking/ire a..embllea shall bo rated and Installed RADIUS GUT 5/4' O DANIELIAN A55ociATES EXPRE' Y to at the requirsmonta of the G.B.G.-Chapter 7. Outlet boxes an opposite old..of fire PLYPIOOD CRADLE O RESERVES iT5 COMMON LAW assembly walla shall be aepanated by o horizontal distanOe Of at least 24". PLATFORM GLUE AND SCREW O O COPYRIGHT AND OTHER PROPERTY E. All equipment Installed outdooro and exposed t0 Weather shall be weatherproof. TO 2.4 LEDGER o� RIGHTS IN THESE PLANS.THESE F. Provide ggountl fault circuit InterrupEsra,b.F.G.I.,aL all baths,garages,outdoor and Wat area SHALL SE PLANS ARE NOT TO 5E REPRODUCED cutlet..All branch circuits that supply 125wo1f single-phase,15 and 20 ampere receptacle ANCHORED -- outlets Installed In dwelling unit bedrooms shall be rotocted by an arc-fau It alf_11 Interrupter(b). CHANGED OR COPIED IN ANY FORM b. Provide low voltage stub out Por house numbers IP focal cods requlroe Illumination, OR MANNER HKAr50EVER.NOR ARE H. Kitchen and bathroom II tin shall be In accordance with ever m.ndator r Iremente. PROVIDE BOLT gg gy 9 equ THEY TO BE ASSIGNED TO ANY THIRD I. each conductor oP every.ye"tom shall be ermanently tagged In compliance with O.S..A. TO CINCH STRAP J. All conduit shall be installed concealed where phyalca lyy possible. All exposed conduit shall be FARTr AITHOIIr FIRST 05TAINING Intermediate metal conduit or E.M.T.and Installed parallel te or at right angles with the building ELEVATION PLAN THE E%FRE55ED WRITTEN PERMI551ON Ile. If viewed by the public,paint to match wrists te which It 1.attachsedd AND CONSENT OF DANIELIAN K The complete.lactrlcal syysetem shall be grounded In accordance with the presently adopted A5500IATE5. edition of the N.E.G.,Art..250.UPer ground requlree s4 toper wino,20'-O"long,embedded Into concrete and provide bond to gas or water Ilea. L. Penetrations to Pira-rated materlale shall be restored to equal rating as req Irod bbyy local �Ay enPorcing agen.I Flame seal as manufactured by Nelson Electric or Owner/Ghent selected � /� ANGHO R! ♦GE eubatltuks. All electrical.ystem conductors.hall be InaL/lled m approved raceways. Non-metalllc,sheakhed cable"Romex"le not approved for penetrotloru oP Plrs rated assemblies. I NT�J M.Use only competent and skilled p"mommel and pperform all work,including aesthetic as wall a elsctrlcal and mechanical..pock.to standards consletent with the best practices of the trade. N. All conduit only Installatlona shall have a pull wire or rope. _-vrygl 0.No altoratlana Eo the stroctural frame,diaphragms,connecklons or shear panels shall be made ' \ �� which would compromise the deelgnod structural II oP without prior such elements written :a' TIIUR C. approval from the Structural Engineer. LAN m P. Provldo elantomoric membrane materials at all penetration&of the water-roeletive membrane at C4829 exterior walls. G. Exp...d NM cable(romex)shall be protected from physical damage per NE.C. SNITCHED 'P 4. Instellakien tlslghts, All hsighks given are to bottom of fixture or Outlet. }bights to moot all LIGHT W P:NiITZ appllcabl.din lad/access blllty requirements. A.Exterior Ilght fixtures to as+72"from finish floor-unless noted otherwise D. Typical wall out to bs+12'from finish floor 0. Piaui wall switches to be+56"from finish floor D. w-counter outlets at kitchen to be+44'from finish floor E. Above-counter outlets at bath to be+58"from finish floor F. Wall outlet Por range hood to bs+78'from finish floor NO. DATE REVISION S. Smoke detectors located per manufacturers requirements 20'MAXINE)M H. Door chimes located within 12"of c.iling FROM ACCESS I. Push buttons to be+56"from finish floor —' J. Above-counter Out late at linen or other miscellaneous counters to be+44'from finish floor K. OULbb at service arose to bs+48"from finsh floor sA"WORKINb L. Thermostats to be at+60"Ilona finish floor SPACE AT M.Wall cutlet for mlcroways/rangs hood to be+78"from finish floor,whom they occur CONTROLS N. Light bars In bathrooms to be+04'from finish floor,when they occur O O. SLe Ilgghts to b.+6"above skirt board,when they occur P. Refer to Land...pe drawings for all common area walls and oxterbr lighting nu,.umdlmg B. ,,7 and Locate, Ail outlets prior to Installation of gypwm wallboard. Locate au ewitchea and Ilxturo.from finished floor per electrloal plane and notes. 6. Materials: I A,Switches: 511ont type. B. Interior outlets. Du�I0.type,15A,125 volt. PROVIDE POSITIVE 24'WIDE 0. Exterior outlets: 51nglo weatherproof typo,b.FA.I. ELECTRICAL D15CONNEGT SOLID PROJECT TITLE D. Outlets and pull bozos: Galvanized AND A CONVIENGE OUTLET FLOORING E. Panel boxes: Circuit breaker type,recessed Flush mounted,galvanized and prime coated with WITHIN 25'OF RA3NPCE 50.. latch. Provide WPewrlttam rdidy ntifyl dreults. ACCESS LA LACUNA F. Conduit,cable,W re: Per ea.ntl ado d sdlEian o!the N.E.G. OPENING b. fluorescent tubes and bulk». Full spectrum 5500K. ESTATES / H. Recoeeed Incandescent Ilght.I co In the proxmlGJ of attic,telling or hoar Inaulatlon shall b. SWITCH LOCATED All type zero clearance maul of cover. AT OR NEAR ACCESS I. All materlale shall be new and oP the same manWacWrer Par each class or group of equipment. LARGE Materials shall be listed and approved by underwriter's laborat.M..and shall bear the E In.Poetlan lobo,where subJeet to suah approval. Materlale shall meet with the approval oP the dlvkkm of Industrial safety and all governing bodies having IIurlsdlaLlon. Materials.hall be manufactured In accordance with applicable skandard.e.ta611.hed by A.N.S.I.,U.L.,N.E.MA.and N.B.F.U.. Install per manuPaebrero'reeom—molotlana. J. j L Concbctors shall bo code grad.,600 volk class,copper,marked 24"slang 11 length.howing manufactur.r's nam.,maximum allowable voltage and size. Gonductoro shall be Gpa"THWN".at. Deliver the wire to the s1Eo In urtrokon ppaackages. 5"Note 7J. pp,, K. If aluminum 4soder conductors a-.approved!or aubstlEutlon,copper only,Rhin unit,and �-1ATT I G FURN/�GE �300V Instolled,final wmectlona W vibrating a ulpmoM*hall as copper only and all aluminum PROJECT NO. terminotlone shall bs made using o'hyaresn tool or other manufacturer's recommendations. Provide antl-oxide compound an all a_,I_ terminations. No aluminum conductor smaller L NTS than*4 A.. SHEET TITLE L. Bathroom receptacle Outlets shall I-eupplletl by a minimum of a 20 ampere branch circuit. Such circuits :Poll have no other outlets. This circuit may serve more than one bathroom. NW Art.210-52 M. All 125—It angle phase 15 and 20 ampere raceptoddla III in bathroom,garage,basement, aukdoors,kitchen counter*and"at bar sinks shall bs 6.1 F.I.C.. N. For a Ins family dwelling and.ash unit of a two-family dwelling that le at grade level,at least one rocoptacl.Outlet accesaablo at clads 1-1 and not more than 6 Peet,&Inches(1.98mJ above grads shall b.installed at froa and back of the dwelling.See Section 210-8(a)(5) O.A dedicated 20 AMP circuit shall be provld.d at laundry roam. GENERAL P. Provide 2-20 AMP small appliance circuits for Kitchen. PROVIDE ZWITGHED LIYHT NO �{TES AND RECEPiAGLE (GBG) 7. House Borv". Size per requirements,Min.IOOA I"did.,5 W aervlco. 0. Gollrs and Design, _ -- CA Switch plates,covers,etc,. As selected by Owner/Cllsnt. 8. FlxWros, M selected N Owner/Client. CURRENT 155VE:OI/15/03 �. Firs WarnFW System, Smoke dotectora and alarm system shall be hard-Wired with battery back — -- `^ power and Tow battery signal and Instelbd I roqulred by G.B.G.-Section 510. Dotsctars shall ORIGINAL DATE: ���„ plaid In corridors,ad scent rooms and sl�eppin rooms- er manuPactvrerb recommendations. �/s/1�t//11tt11pp(( Detectors shall be placed In clsee pro. ko stairway when bedroom*are located an upper © Iloor. All detectoro shall be Intsrconneatedd Lo sound a simultaneous alarm audible In all.leaping 50'x50'WORKING FURNACE areas o!the dwelling unit. SPADE -- pp 6 10. Motors, Verify all requirements with governing utlllty company. "— ® MAY Z 0�Cu II. Electrical Plansnt a Galaulatkxm,Shall be drawn and submitted by the Electrical Subcontractor DISTANCE FROM ACCE55 i{ L3 to the Building Department far approval. 5ubmlt one(1)set to the Architect for review for 50LID FLOORING NOT TO R RNAGE NOT TO conformance with the visual design concept. Electrical Subcontractor shall coordinate his drOwinge LESS THAN 24"WIDE EXCEED 201. with the Architects. 501x50'MINII ACCESS OPENING PRINT DATE SHEET NO. 3 TTIG FURNACE G_6 NTS 1 CERTIFICATES OF COMPLIANCE PLAN 2 WIOPTIONAL BEDROOM 5/OFFICE PLAN 2 PLAN I W/OPTIONAL BONUS ROOM PLAN I C ERl 1F'1CATE OF COMPLI ANLE REST UE NI3AL Pa t CF'-1R CEHIIiICAIE OF COMPLIANCE, RESIDENTIAL Pa e 1 CF'-IR "Oe 9 CEft71F ICATE OF' COMPLIANCE, RESIDENTIAL Page 1 Ci-lk CERI IF ICATE DF COMPLIANCE, RESIDENTIAL Pp e 1 CF-Ik 5k.v=zzz=uses wavvvavz=-------- ------"_=='==axx=='==_'_"=====zv.v... .vv- ===____===== zv....w...............v.......=v......v......_____._..____8.--.=__.._.====z== wwwwwww .. PrOJ.ct Title.....,.... Plan 2 w/Opt.Bed,5/Office Date..D3/20/0317,01,27 Pro t T It le.......... Plan2 Date..03/20/O316&58,57 Pro Pro act Rddreas........ La Ln w..wwww Jec Ject Tlt le.......... Plan 1 w/Opt, Bonus Room Dnte..03/20/03 16,S4,36 Pro eat Tlt le.......... Pion 1 Date..03/eO/C3 19,13,15 J uno Estotes/Large --------------------- Protect Address........ La La unq Estates/Large wwwwwww --------------------- Protect Atltlress.....,.. La La una Estates/Large wwwwwww -------------------__ Project Addrrsa......,. Ln La unn Es<atvs/Car a wwwwwww :! F p p p p g Lake Elsinore, CA wv6,Olw I _________________ Lake Elsinore, CA wv6:Olw I _______ I Lake Elsinore, CA wv6.O1w ________ Lnke Elsinore, CA D.....nt.t l on Author... Roland Gonzalez wwwwwww I Building Permit N I Documenta4lon Ruthon.: Roland Gonzalez wwwwwww I Sul lding Permit M I Documents{Ion Author... Roland Gonzalez ------ wv6:01w I _________ wwwwwww Bullding Permit N I Oocumvntatlon Author... RO lgntl Gonzalez -__-T;-- HIi v Energy Group I wwwwwww I Bullding PerM11 e I 99 __ I Heritage Energy Group I I Heritage Energy Group I I Heritag9e Energy Group 15375 Barran,Pkwy, Suite F-101 I Plan Check / Date 1 15375 Barran¢Pkwy, Suite F-101 I Plnn Check /Dote 15375 enrrnncn Pkwy, Su1t.F-101 I Plan Check/Dote I 15375 H.rro Pkwy, Suite F-101 I Plnn Check / DaM I Irvl ne, CA 926I8 I I Irvl nr, CA 92618 I _________________ Irvine, CA 92618 I _______________ I Irvine, CA 92618 I I 949-789-7221 I Field Check/Dat• I 949-789-7221 I Fleltl Check/Date 949-789-7221 I Field Check/Dote I "-"--------'--' Climate Zone,,,....,.. 10 ----- --- --- Climate Zone,:..,.,.... 10 ---- --- C U mate Zone,:.......,. 10 ,,, 949-789-7221 I Flrid Check/ Date I_____ _____ ______________ Climate Zone..,...:. 10 Compm=c---Mv-h=en-::.�-MICRDPAS6-v6 01 forvc001 S........... E=n»�aap- Inc. Compliance Method,,.... MICRDPAS6 v6.O1 for 2001 Standards by Enercon, Inc. Compliance Method....., MICRDPAS6 v6.01 For 2001 Standards by Enercomp, Inc. Compliance Method::.... MICRDPAS6 v6.O1 far 2001 Standards b Enercom I^c. _ _ e_x:..va.v .:..v==z--z:.===__________.........z=eraxx--xx=vx______________________________ _____=_c_____=aw..v..vz_______-______________=v ____________- _ ._.. Y p._ __ _ _ __________ _______ ........ _ _ .....=z..====v..v...=.......................MICROPASIS .vv................•__- ----_--__ v 01 File-23098P20 Wth-CTZ10S92 Program-FORM CF-1R I 1 MICRDPAS6 v6.01 F11e-23098P2 Yth-CTZIOS92 Program-FORM CF-1R I MICRDPAS6 v6.01 F11e-23098P10 Vth-CTZIOS92 Program-FORM CF-IR I MICRDPAS6 6.Ol Ftle 23098P1 WItagsZEnerg Program-FORM LF-1R 11TLE24 E�&IGYCONSULTANTS I --- ------MP0940 User-Heritage Energy Group Run- ---- - -----I 1 UserM_MP-940 User-Heritage Energy Group Run-----------------I I _---__---_-_-US, User-Heritage Energy Group Run- 1 I Us User-Nerltng•Energy Group Run- I __ _______ ____ _________________ GENERAL INFORMATION GENERAL INFORMATION ___________________ GENERAL INFORMATION GENERAL INFORMATION Conditioned Floor Area..... 2232 of Conditioned F loor Area.,,. Lon of 1 y 15375 Barranea Pkwy. BuildingT Bull It g Ty Floor......... Sint sF Conditioned Floor Area...., 1871 sf Type.............. New le Family Detached Con tut Type...,....,,.,,, Slnple Family Detached Building Type......,,.,.:.. Single Family Detached Hul ltllnp Type Sin lr Family Detached - Cons{ructlan Type.. ,,.. Now Construction Ty v .. .,.. New Construction Typa.. .... New Construction T Bullding Front�reentntiori. Cardinal -N,E,S,W Bullding Front�r lrntn41on. Cardinal -N,E,S,W Building Front Orieotgtl on. Cardinal -N,E,S,W HuI ldI no FrontyOrIIIn Ion Cardlnnl -N,E,S,W Suite F-101 Number F Dwelling Units:.. 1 Number of Dwelling Units... t Number F Dwelling Units..: 1 Number of Dwelling Units... 1 Irvine, CA 926 18 Number of Stories.......... I Number of Stories...::...., 1 Number of Stories::..::,..: 1 Number of Ston es.,........ t Floor Construction Type.... Slab On Grade Floor Construction Type,,. Slab on Grade Floor Construction Type.... Slob on Grade Floor Construction Type... Slab On Gross Glnzing Percrningge........, 13.9%of floor area Glazing Percentage,.,...... 14.3%of floor Wren Glnaing P•rc.ntage...,:,..: 15.9 '/.of floor Wren Glnzing Percrntnpe,........ 15.2 %of floor.rso �7''� Average Glaz,np U-factor.., 0.55 Btu Average Glazing U-Factor,.. 0.55 Btu/hr-af-F Avvragr Glgzing U-factor.,. 0.55 Btu/hr-sf-F Averoge Glnzing U-factor.,, 0.55 Btu/hr-sf-F 1. 949-789-7221 Averoge G laz l ng SXGC,.... 0.45 Avrrape Glazing SHGC.. .. 0.45 Average Gl.z a ng SHGC....... 0.45 Average Glazing SHGC.. .. 0.4S F. g49-789-7222 Average Calling Height..... 9.1 ft Averapr Cel ling Helpht,.... 9.1 ft Avrro,:Gllin Height:.,. 9.1 ft g g Averoge Ce I I.I ng He 1 phi... 9.1 f< BUILDING SHELL INSULATIDN BUILDING SHELL INSULATION BUILDING SHELL INSULATION_ BUILDING SHELL INSULATION_ ___________ _________________ ________________ __----_-_-_____-____ __ Component Frame Cavity Shea{hire Total Assembly Lompo,-Ina Frame Cavity Sheathing Total Assembly Component Frame Covlty Shea{hi ng Total Assembly component Frame Cavity SheniMlnp Total Assembly Type Type R-value R-value R-value U-factor Locntlon/Comments Typr Type R-value R-valu► R-vw lug U-factor Location/Comments Type Type R%allue R-value R--t..U-factor Location/Comments Typ Type R-value R-value R-value U-factor Location/Comment- _________ wwwwwww wwwwwww ____ ____________wwwwwww ________ -__-____ wwwwwww ______- ___ __-_________________ wwwwwww___________--___________ ____________wwwwwww ___--__-________wwwwwww wwwwwww _________ Wall Mood R-13 R-n/a R-13 0.082.xtvr low, Wall Wood R-l3 R-n/n R-13 0,088 xtvrlor, Nall Wootl R-13 R-n/n R-13 0.088.xitrlor, Wall Wood R-l3 R-n/n R-13 0.088•xtvrlon Wall Weetl R-13 R-n/a R-13 0.082 Gnragr/house Wall Wood R-13 R-n/a R-13 0.082 Garage/house Nall Mood R-l3 R-n/a R-13 0.082 Garage/house Wall Wood R-13 R-n/q R-13 D.082 Garage/Mouse Roof Mood R-30 R-n/a R-30 0.031 At. c, Roof Wood R-30 Z. R-30 0,031 Attic, Roof Wood R-30 R-n/n R-30 0,031 Attic-c, Roof Wood R-30 R-n/a R-30 D,031 G.r.g Door Wood R-0 R-n/a R-0 0.330 frt door, gnrape door Door Wood R-0 R-n/a R-0 D.330 frt door, garage door Door Wootl R-0 R-n/a R-0 0,330 fr{door, garage door Door Wood R-0 R-n/. R-0 0,331 fri door, garage dose S lgbEtlge Manv R-0 R-n/n F2=0,760 to outs itl• SlabEtlpe None R-0 R-n/a F2=0,760 to outside SlabEtlgv Nome R-0 R-n/a F2=0,760 to outside SlabEdGo Non• R-D R-n/o F2=0,760 to outside S lnbEdge No R-0 R-n/a F2-0,51D to garage SlabEdge None R-0 R-n/a F2=D,510 to garage SlabEdg. Name R-0 R-n/n F2-D,510 to garage SlabEdge None R-0 R-n/a F2e0.310 to gnrape FE--------- FENESTRATION __________-- FENESTRATION ____________ _____-______ vvr- Over- Dv.rg Area U- Exterior hang/ Area U- Exterior hang/ Are. U- Exterior hqn/ Over- Orientation __(re Fnc{or SHOD ExtShaerior Fins L¢ tlon/Con..nts _--__ Or I entatI on-----(sf) Factor SHGC Shading Fins Location/Comments Orientation (sf) Foctor SHGC Shading Fins L¢cgtlam/Comments Or lentat l on (of)Area Factor SHGC Shatling Fine Location/Comments __ ________ ___________--- __ ________ _____ __----_- --------------- --- ___-___- -____ ________________--------__ Wind Back (S) 96.0 0.550 0.450 Standard Yes Alumn/Dperob le/Low-E DWindoor Back (S) 60.0 0,.350 0.450 Standard Yes Alumn/Optioble/Low-E Wend Hack (S) 88.0 0.550 0,450 Standard Yes Alumn/Operable/Low-E Wind Back (S> 88.0 0.550 0.45U Standard Yes plum,-/Operable/Low-E Door Back (S) 96.0 0.550 0.450 Standard Yes Alumn/Patio Door/Law-E Door Hack (S) 96.0 0,550 0.450 St.do Yes Alumn/Po<lo Door/Low-E Door Hock (S) B8.0 0.550 0.450 Standard Yvs Alumn/Patio Door/Low-E Door Hnek CS> 88.0 0.350 0.430 Siandgrd Yes AIUMn/Patio Door/low-E Vintl Right CW) 40.0 0,550 0.450 Stnndnrd Non• Alumn/Operable/Low-E Wlnd Right(V) 40.0 0,S50 0.450 Stantlnrtl None Atumn/Operable/Low-E Wl nd Right(W) 32.5 0.350 0.450 Standard Yvs Alumn/Operable/Low-E Y1ntl Right CW) 22.5 0.S50 0.430 Stnndnrd Yes Alunn/Opernb le/Low-E Vend Fr (N) 40.O 0.SSO 0.450 S{andartl Yvs Alumn/Oprrnb le/Low-E Yind Fr ant(N) 20.0 0.S50 0.4S0 Standard Yes Alumn/Operable/Low-E Wl ntl Right(W) 43.5 0.550 0.450 Stnndnrd None Alumn/Operable/Low-IS Ylntl Rlgh{(V> 43.5 0,550 0.450 Standard Nor e glum,-/Operable/Low-E Vend Front(N) 20.0 0.550 0,450 Standard None Alumn/Opernb le/Low-E Wind Front(M 20.0 0.550 0.450 Standard None Alumn/Operable/Low-E WH nd Front(N) 80.0 0.550 0.450 Standard Yes Alumn/operable/Low-E Wind Front(N> 55.0 0.550 0.450 Standard Yes Alumn/Operable/low-E V lad Left CE) 42.5 0,550 0.450 Stnndnrd None Alumn/Operable/Low-E Vintl Left (E) 42.5 0.550 0.450 Stnndgrd No Alumn/Operable/Low-E Wintl Left <E> 40.0 0.550 0.450 Standard None Alumn/Operab lr/Low-E Wind Left CE) 40.0 0.550 0.450 Standard None Alumn/Dperab le/Low-E V lad Left (E) 12.5 0.550 0,450 Stnndnrd Yvs Alumn/Dptrnb le/Low-E Ylnd Left (E) 12.5 0.550 0.450 Standard Yes Alumn/Operable/Low-E CERTIFICATE OF COMPLIANCE, RESIDENTIAL Page 2 CF-1R CERTIFICATE OF COMPLIANCE, RESIDENTIAL Pnge 2 CF-IR CERTIFICATE OF COMPLIANCE, RESIDENTIAL page 2 CF-IR CERTIFICATE OF CDMPLIANCE, RESIDENTIAL Page 2 CF-IR U:---���T�<l=_C66 .... Plan 2 w/Opt,Bed.5/Off Ice Date..03/20/03 IT Oli 27 ProJ act Title...�...... Plan 2 Date..03/2C/D3 16,58,37 Protect Title le.., Plan 1 w/Opt. Bonus Room Dote:.03/20/03 16,54,56 Protect Title... Pl.n 1 Date,.03/20/03 19,13,15 J .��.... .....,: SLAB SURFACES SLAB SURFACES _ SLAB SURFACES SLAB SURFACES Aran Area ------------- Area _____________ Slab Typ. <of) Slab Type (sf> Slab T p. (sf) Area ------ ______________________ - Y--------------- Slab Type (III Standard Slab 2232 Standard Slab 2032 Standard Slab 2074 Standard Slab 1871 I HVAC SYSTEMS HVAC SYSTEMS HVAC SYSTEMS HVAC SYSTEMS /'1^ Rrfrl g¢r¢nt Tested ACCA Refrigerant Tested ACCA Refrigerant Tested ACCA R.frl e...t Tested ACCA Equipment Mlnlmum Char and Duc{ Duci Duct Manual Thermostat Equipment Minimum Chargpe and Duci Duct ➢uct Manual Thermostat Equipment MIhImum CMinrpe and Duct Duci Duct Manual Thermostat Equipment MInImUm Chargge and Duct Duct Ouet Manual Thermostat Ty Efflclency Air tow Location R-value Leakage D Type Typr EfPlclency AI'TIO' Locntlon R-value Lenkape D Typr Type EfPlclency Airflow Location R-value Leakage D Type Type Eff lclrncy Al P. low Locntlon R-value Leakage D Type T p _wwwwwww ________-----_-__-_____ ____________ ____________wwwwwww__________________--------------_________ _ ______ ____-_ __-- ___________ ____ Furnace t 0.800 AFL1E n/a Attic 1c R-4.2 No No Setback Furnace 0.800 AFUE n/n Att 1c R-4.2 No No Set bock Furnace to.Do AFUE n/n Attic R-4,2 No No Setback Furnace 0.800 AFUE n/a Attic R-4.2 No No Satbnek O ACSpllt 10.00 SEER No Att lc R-4,2 No No Setback III 10.00 SEER No Attic R-4.2 No No Svtbock ACSpllt 10.OD SEER No Attic R-4,2 No No Setback ACSp I,t 10,00 SEER No Attic R-4.2 No No Setback Minimum Heating Load, 42,726 Btu' Minlmum Heating Load, 37,330 Btuh Minimum Heatlnqq Load, 40,461 Htuh Minimum Heat Ingp Load, 35,428 Btuh Cooling Load, 28,213(Sens l bee), 33,856(Total) Cooling Load- 25,725(Srnslblt), 30,870<To<al) Cooling Load, 26,263(Sensible), 31,515(Tetgl) Cooling Load, 23,429(Sens lbl.), 28,Il5(Totnl) Note, The lands shown ar.one one oP ihp crl t•rin affectingg the se lac{Ion of Note, TW loads shown are o t e of the criteria affecting the selection of Note, The loads shown are only one of the criteria affecting the selection of Not¢, The loads shown are only one of the criteria affecting the selection of HVAC equipment. 0{her rtlevont design factors s an air ft..requirements, HVAC equipment. Other relevort oral pn factors such as air flow requirements, HVAC equipment, Other relevant design factors such as air flow requ l rements, HVAC equipment. Oihvr raltvant design factors such as air flow requirements, 1s�j11 outdoor design{emprratures, toll slzing, avall.blllty of equlpment, oversizing outdoor design temperatures, toll slzing, avgllablllty of equipment, o veal zi np ou{daor design temperatures, toll sl zing, oval labs lityy of equipment, everslzing outdoor design tam ventures, toll slain tors su 1{ of r safety...g l n, etc., must also be consldered. It Hs the HVAC designer's safety margpin, etc., must also be considered. It Is the MVAL designer's safety morel n, etc., must also be consitleretl. It is{ht XVAC oral g p 9• Y qulpmen{, overslzing responslblllty to consider It factors when set cting the HVAC eau ipm•nt. That rvsponslblllty to tonal der all factors when se l•ctin iht HVAC tau 1pment. That gner's safety margin, etc„ musk also be tonal dared. It Is the HVAC designer's lndl vid..t Is required to g responsibility to consider oil factors when se lettingp the HVAC equipment. That rhot dlblllly to consider all fgctors when srlectlnp the HVAC equipment.r q provide Forts CF-6R, on Installation on CertlFlcgte, Individual is required to provide Form CF-6R, an Installation Certlf lcatt, Individual Is required to provltl.Forts CF-6R, an Installation Certificate, lndivldual 1s required to qu pment. That which must by osied at the budding site prior to issuance of the occupancy wh lch muss be pos{etl at the bul ldlnp site prior to Issuance oP the occupancy which must be posted at ihr bul ki In site prior to issunnee of the occupancy which must be r qu prove de Fori CF-6R, an Installation Certlf lcate required f permit submittal. tt Is In{ended to p f �o popted at the builtlin ite prior to issuance of the occupancy perml{, The C-6R Is not a uired or perm l{, The CF-6R Is not rtqulr.tl or permit submittal.1. I{ Is in {o permit. The C-6R Iw not required r pvrMlt submltto I. It IIt In 4o perms<, The CF-6R Is not re fgg permit aubmltta 1. It Is Intended to insure Installation of equipment that meets the efficlency requirements of the Insure Installation of equipment that meets the efficiency requirements of the insure Installation of equipment that meets the efficiency requirements of the Insure Installation of a ul nentt{hutrMeets the efficiency re ulrrmen4s of the compliance documentation, compel ante documentatlon. compliance documentation: q p Y q r- compliance documentation, W WATER HEATING-SYSTEMS WATER HEATING SYSTEMS 4ATER HEATING SYSTEMS WATER HEATING SYSTEMS_________________Numb _____ Number Tank External Number Tank External - - --�-----u-- Number Tank External Number Tank 1,0atl In Energy Slze Inau Intl on In Energy $IZv Insu latlon In Energy Slze ]nsu latlOn Tank Typo Heater Type Distribution Type System Factor Coal) R-value Tank Type Heater Type Distribution Type System Factor (gal) R-value Tank T ---- In---- -------------------- ------ _-__-__--_Stan_____________________________________________ ------------ ___________------------------- ______ _________GAI_____ Drape Gas Standard 1 0,62 40 R-n/a Storage Gas Standard 1 0.62 40 R- /a Storage Gas Standard 1 0.6E 4D R-n/a Storage Gas Standard 1 0,62 40 R-n/n Rheum Water Heater RHO PRD40-40(or •dun l) Rhvem Water Heater RHG PRD40-4O(or equal) Rheum Water Heater RHG PRD40-40(or equal) Rheum Water Heater RHG PR040-40(or equal) First Hour Rating, Gallons(68) First Hour Rating, Gallons C68) First Hour Rating, Gallons(68) First Hour Rating, Gallons(68) ^l As per UPC chapter 5, As per UPC chapter 5, As per UPC chapter S, As per UPC chapter 5, WV The ml nlmum capacity For seer heaters shall be In accordance with the First The minlMUM capacity for water heaters shall be In accordance with the first The ml nlmum capac ley for water heaters shall be In accordance with the first The MIm1w.m cgpgclty for water heaters shall be In accordance with the first hour waling listed In Table 5-1 below: hour rating lirtetl In Table 5-1 below. hour rating listed In Table S-1 below. hour rating I strd In Table 5-I below. _.________ ___.._._______Number of Ba{h Doers 1 to 1.5 I 2 tg 2.5 3 to 3.5 (Number of Bathrooms 1 to l.5 2 to 2.5 I 3 to 3.5 I (Number of Hnthro gins 1 to 1.5 2 to 2.5 3 to 3.5 I (Number f Ha throo s I 1 to l.5 2 to 2.5 I 3 to 3.5 1.v.........==a..==z...... ...........H....='__"=====I'===z=-.=..===.I 1-----------======_========1==='===z=-=1=====_=_=======1===============1 I'=--- ..:.=z=z...==_=="'1===:=_:... _--'-'___='===1'.=............1 _ _ _ _ I Number of Bedrooms 1 12 3 1 2 13 1 4 1 5 1 3 1 9 1 5 16 1 (Number of Bedrooms 1 1 1 2 1 3 1 2 1 3 1 4 1 5 1 3 1 4 1 5 1 6 1 __--__ '_ == z3 1 1 5 =..i ---I--- ---I---I---I==-I-=-I--=Iv..l.vy I...1=== (Number of Bedrooms 1 1 1 2 1 3 1 2 1 3 1 4 1 5 1 3 1 4 1 5 1 6 1 .._=.===z===...==l==zl=z.1===1.=. I=..I===1===1===1==�I1===1= � 1 1 1 2 1 321 23=I 4 1 5 1 3 14 1 5 1 6 1 I Number3of Bedrooms 7.i8O.i6Z=ie.,soIl.t. H _=_____=_='====I'=I='= ==1===i 11st. Hour Rnting, Gallons 142 154 154 154 167 167 IBD 167 180 180 180-I Ilst. Hour Rating, Gallons 142 154 154 154 167 167 IBO-e67_I809180-IBD-1 Ilse. Hour Ra{In9, Gallons I42 134 154 154 167 167 180 167 I80 180 180 I]st. Hour Rating, Gallons 142 154 154 i54 167 H67 180 167 180 180 Igo I SPECIAL FEATURES AND MODELING ASSUMPTIONS SPECIAL FEATURES AND MODELING ASSUMPTIONS SPECIAL FEATURES AND MODELING ASSUMPTIONS SPECIAL FEATURES AND MODELING ASSUMPTIONS www It... In this a.Ctlan should be documented on the plans, www www Items In this f..tion should be documented an the plans, w w Items In this section should be documented n the plans, www eves Items In this section should be MODELING docum ASSUMPTIONS nted on the pions, www www Installed to manufociurer and CEC specifications, and www www Installed to m¢nuPacturer pad CEC spec if lcnt,ons, and www www in to manufacturer and DEC specifications, and www www Instol led to manufacturer and CEC spec if ices{Ions, and www www verified due lag pion chuck and Field lnspeetion. www www verified during plan check and field Inspection. www www veriflyd during plan check and field Inspection. www ...v.rlfl•d during plan check and field Insp•etion. www This Is a multiple a'tI-t.tlon budding with no orientation restrictions. This is a huttlplt orlemtntiOn building with no orientation restrictions. This is a multiple orientation building with no orientation restrictions. This Is a multiple orientation building with no orientation restrictions, This printout IS for the front Facing North. This printout IS for the from facing North. This printout 15 for the front Facing North. This printout Is for the front facing North, MANDATORY MEASURES SIGNATURES 'wY Nwidatory Measures Checklist'Resldentkl MF-1R IIFSCRIPTHN zIDR DFsmOR CERTIFICATE OF COMPLIANCE, RESIDENTIAL Page 3 CF-IR 1�•1••a v Spoce Cwditlminp,Yates Mauro ad PIUMIrg Systw Neasuren Project TI<l e::........ La La I••r.4 O IIOfG Lm1x resldmtlol Wildifgs s4Ject b rev Styebds oust Mein ihex ms,res reporains w capllorcr _______ Ousc-v@=tea/Large_-_- Date..03/20/03 19i 13,IS [--q d,,ve6 Itw x1d rIM ore wtwmk(e io b wades trI liarce _is511A 11a HVAC pu,pwwt weer heaters,whwerheads ad feesis mIrIN by the(dwerlm ---___ ------ ------____ twin! t' s�pm by,are a ^Be^t anP eves X V] I lrtd w the Grtl it ate of Lapllnree.Men M1s cMCklirt is Inca,poratetl I,Ra the peen denwmis,Me ieelures 515D(N.IWtl np and/m eoollnp IaNc mla lath In a ordonce with ASNK,SNIDa OR Mrs robe awl l be cars ltlentl by nl Nporties es a blMlre alai aponent perfawnu rytc lfintlms ion#w 515IX ih Setbnd ihernwta<m oil appl Inble hat irq swtwa X COMPLIANCE STATEMENT Un•, ,sakoo•Y wae,en.weave titY shorn elswlwe In tle�aocv,mts x m fts drektist wily, 5150(P.Pl pin are evk Invllatim ____________________ W 11$tywymt tw Iwota� bd�Ith w Enspy Fa pann 5o wet be etawlly wnppd rI M W 1rw,latlar,aevlfg w Iwbl�ev ewrwl rwlatyxe o -� pwa.r. This certificate of comp l I once lists the bu I Id l np features and performance L First 5 iwt of pipe etweb to wtw bastes tow,relYw maI mino",was,lwwuto(R-e a 9-tw) specifications needed to comply w I th T i<1e-24, Paris 1 and 6 of She 3.Datllylp tend tar mla 0cm uYlntl atwye tales,w Deese IMlnct hot wtw tawr hre R-12 calif o'riot Code f Regu tat I ons, and the ndM I n I strut 1 ve regulations to 0 fY87Y1 #situ estwwl lnwlnbw a R-t6 caiblwd ir,Mtwl/eidwrol irouistlm X 1 nplemen{ hem. This cert I f i cate has been s I fined by the I nd I v I dua l III I th w A AM bred w ape.d I IN Iwok1N In recidi mew OP et wtw rysga overall des fin weapons b I l I ty. When th I s cart I f I Cat•of comp I I once I s sal ldenp Emmlape Nenwe A56..Cwyyi lid syny pipitaloil�ry R�ff+'raFi eletN�Idlrect hot ester tadr. submitted Far a single bullding plan to be built In muttlpte orientations, w 515a oN Nlnlww R-19 a111%l wulativa X wl 15IXw1ro acts ye Fyn any had l no feature that Is VarHwd Is Indicated In the SpeClal Features I.All dicer.W p1F=lwbllrymlN ve iwuutd,to w t th refine .%w the 1990 CM mtiws bO1,603, modeling Assumpt I ons section. limb),I-fi II Ines lotlw nowfutew,s keeled R-Ynhe X oN 6of,art stareoN 6-11 dxb Iwulatd b o nlnlmw Iwblld level aP w.2 w ercloxd mtlrely,n oMl 1w spore.c , sMl 1�1 rt c tap�la r ww's�°M1tor'tope is c� els n DESIGNER or OWNER DOCUMENTATION AUTHOR t 5 Wad,Mlnlrul R-13 roe l Irw,lnllm In wont llama wl lc w ewiwlmt U^wlw In weal fYowe rolls. X th Me oppl l Ie 6��pr rps X fiber vet apply to wtwlw wsc wilt). t yen 1/(IrcA,th c instlon 01 wstic ad ifM sA tope'sh ll be uses N,I" It w 11 Nnme,... ________ Name.... Roland Gonza lea a 513NA,Nlnlww it n1sN flow Inwlatlw In inewtl ilwrs. I a be uW fro cm tlwa air.blots aria tow of Di[t_5),srMs one ihelr co diel� __________ aw 6a�.."c1oM unbar yb}wslw eat enpe less such tope is a.d 1n mt,ro Ito rIa ii Company. Forecast Homes Company. Her I togge Energy Group 5 mun,Slab edoe Iwa0 to-ester absptlm me ro pwtw ihw 0.3X,rota wpor trar,wi.Im Address. 3536 Concourse St., #HOD Address. 15375 B....ncg Pkw Sul{r F-101 nb ro pewees tl,nn L D pen/Ircn A/A Ghust le, x=ft or yltw*1 aap�e Ontario, CA 91764 Iry I nr, LA 92618 y S Fra �yremnadp t ro wdnlw spoce eitAa aufwtic w rosily acux161e, Phone. 909-483-732D Phone. 949-789-7221 511e InulaSlw spec W,d w into lid wets In.labm pal ltY rbnWrk,Ideate type are Ines X S 114 Pool oM Soo Heating SYstew od EWIsi A/A L I etas.. I.SYttw Is Wintl Pld rib 78%IN ewrrol efficleny,arwf wild,mewrpoor apwotlnp Iwtructlw, 5116-V,Fe owt I m Products,ErM to-Ooars od IdlltwtiwlLPlMntlm Cwerols ro rletr lc rcsl stanw hoe lap ontl ro pl lot Ilya. S igned.. ------------------------- S Ign•tl.. _ 3/Z0%3 1.Doari ere wlMbrs bebeen Cdldl tlyrd ad,m(pditlw StNCe brlpntl to hNlt air leak.q. L ten Is IMonN rlA - - -------- L Fwwshatlw prot,cSs(e%Upt heldiehrlm9eOhave I. eIM arIP N.U-wN,_,IfiN Sgla Xeot X n At Iwsk 36'pIP betrem it Itrr yd Awhr iw f,Rw.la krotirp (dale) C date) rA In Coeff ltlmt( ors Milintlm tetlflrltlm a Coves rev auteoor 1 a Fstwlw sows ens r1,Mws senmrstrlppea all Jobs old pwMtiw nulhd d1d mIM Pw s w spa A/A ENFORCEMENT AGENCY 515NO),yspw bores mmli 1n Cliwte Zws 14 and 16 only X aPool resew hmpw,ptlw5150(n, Iel 10,Itntiw bawls,Iwtdtd to ty w haweild abl,.%oppt,-haw roNme... ------ G-7 Seen cyply ntn 151 web ftwl.iw gull sbnwras. X/A ttimawly brig pilot IIy4(ENapbm Nw-ettct•Iwt cwkmp applinnu with(I50 bu.) X T1 t le.. _________________________ S IM),Iwtallotlm of FlrTwes,Decwnlwe Goa fpptl-and Gas laps Llydlnp Mrwerm A9vncy.. _________________________ 1.No ere Pa[toryiul IS Ilrepleon hre, ,ds pew spry 515N Ink Lwwlre rev wnryl Nd,tl 1n 1t tdww s411 Iwye I win effl w/0 Iwwn/wt,,w tw fro q Lla.ab le ewbl w 91ws door per,enl ullnuro m kltd4w.Th1s peas upMlro soli b.cyRoPled by a.ltb, n rwdl tr nmesxnle uphtiro cwtnl PMon.... ------------- ----------- a Dutslw-Inbb with dyer ad--I z pwl a!w wtrorce to ih NIt1,m c.Flue deeper w control 5(15p��ybz../Aattw>'IM a m w,p,ob" wet elthr tow et Iwat of tlrc:i wMtlre raiswreoff lrwwntof z S I gned.. L No cwtlmws b,en,np ass pilots allowd allows InRSltb2 orttlarnticga ceiNWrowpow of ap to "` Canto) CERTIFICATES OF COMPLIANCE PLAN 4 WIOPTIONAL DEN I BEDROOM 6 PLAN 4 PLAN 3 W/OPTIONAL BEDROOM 6 I DEN PLAN 3 CERTIFICATE---OF COMPLIANCE, RESIDENTIAL P.ge 1 CF-lk CERTIFI CAIE OF COMPLIANCE- RESIDENTIAL -_-nape ] CF 1R CERTIFICATE OF LUMPLIANCE RESIDENTIAL Pgge 1 CF-1H CERTIF ILATE OF COMPLIANCE. RESIDENTIAL Pq owe 1 CF-lR _____ ____ ___ _xxx==:=aax____=_ _ _ _________ xxx=:xxxxxxxxxxxxx=..=x=x=xx=x =..xxxx- ___.___�==x==I=.x____=_ _________x_xax_aax: xxx=_ ____ _ Pro act Title.... .. Plan 4 /0<. Den/Bed 6 Dn....03/20/03 lh 45,58 Project Tit lr Plan 4 Date. 03/20/03 17 40-14 Pr.J,,t Title ...... Pto,3 w/Op{. Bed.6/Den D.te.03/20/03 17,32,03 ProJect Title.......... Plan 3 Dote..03/20/03 17,28,28 g ww.wwww ""--""""' ProJect Address........ La La una Estates/Larfle wwwwwww ------------ ------ ProJec{Address........ Lw La una Estates/Large wwwwwaw --------------_____-- ProJect Address. . .. La L.pun. Estates/Large wwwwwww --- --------------- ProJect Atldress..... L.Laguna Esta{e5/Car a ,A lake Elsinore, LA wv6.Olw I Lake Elsinore, CA Lake lsI .,a, CA wv6.01M I _________ I Lake Elsinore, CA wv6.Olw I _____ I wv.... I _ __ I wwwwaaw I ..... ..Permit # I Document.tlon Author,,, Roland Gonzalez awwwMaw I Building Permit # I Documentation Author... Rolod Gonz.lez awwawar I Building Permit B Documentation Author... Roland.Energy •u.www I Hui)ding Permit# I Documentation Author:.. Roland)antl Gonza lvz Herltnpe Energy Group I ______ _______ Berl{ape Energy Group I _________________ I Herler Grou I I5375 Barr.nca Pkwy, Sul toe F-101 Plan Check/Date 15375 B.rrnnca Pkry, Sul to F-101 I Plan Check/Date I �e 9Y P _________________ I Herl tap6e Energy Group 15375 Narr.ncn Pkry, Suite F-101 I Plan Check/Date I 15375 earranca Pkw Irvine, CA 92618 I _______ Irvine, CA 92618 I t y, Suite F-101 I Plnn Check/Dnte I ------ Irvine, CA 92618 I I [rube, CA 92618 I I 949-789-7221 I F,e ld Check/Date 1 949-789-7221 1 Field Check/Dnte I 949-789-7221 -789-7221 I Fle ld Check/Dnte I ----------------- Cl,nnte Zone:..:....... l0 --------------------- Climate Tone........... 10 ----'---------------- Climate Zone......:..,, 10 949-789-7221 I Field Check/Dnty I Compllpnce Me{hod....,. NO v6.01 for 2001 Standards by Enerconp, Inc. L---------Method...... MILROPAS6 v6.01 for 2001 Stnndartls by Enrrcomp, Sac -lo E'e-comp, Inc,--- Climate Zanee thud...... IO -------rcomp,-------- s1 . ..=.xxxx=x==xx=xxxx.xx=xx..x....:.x.a.x=........:................. Compliance Netnod...... M---- -S6 v6.01 for 2001 Stand.rds by Enercomp, Inc Compliance Method.•. MICROPAS6 v6.01 for 2001 Standartls by Enercomp, Inc. .:...................=xxx:xxxxx_______-Fl3RM=IIIIIIII_____ xxxxxxxx..xx: x_____________________-_________ ..=..:xxxx=.:x=xx .:. I MICROPpS6 v6.01 Fl le-23098P40 Nth-CTZ10S92 Program-FORM CF-IR I I MICROPAS6 v6.O1 Flle-23098P4 N{h-CTZlOS92 Pra '-----"'---- ----------------'-----------___"_'_____________====:axx ------::xxxxx=.:...x:rx---------.x.x=---------__----------xxxx xx_xx------------ _ ______ v _________ _________ __________ ________ I UcerN-MP0940 User-Her eta Energy Group Run- I User¢-MP0940 User-Herltn Enrr Grq®ran Run- I I MI CROPA56 v6.OI Flle-23098P30 Nth-CTZSOS92 Program-FORM CF-1R I MICROPASIS 6.01 Fl(.-23090P3 Nth-CTZIOS92 Pra------------------------------------age - ---- ---- ----------------------°�--_pv P FORM CF-IR TITLE24ENERGYCON5ULTANTS I Us. User-Herita a Ener Grou Run- I User#-MP0940 User-Herr cape Energy Group Run- I ___ 0 gY P ----------------------_------__________________________________________ ______-_________________-_______________________________-_____________________ GENERAL INFORMATION GENERAL INFORMATION GENERAL INFORMATION ----'-------"""' re--------------- GENERAL INFORMATION Contl ltlonTy Floor Area..... Sing sf Conditioned Floor Arep..... 2558 sf Hulltllnp Type.............. Single F.mlly Detached Building Type............. Slnplt Fonlly Detachetl Building Floor Area..... 2521 sF Conditioned Floor Area..... 2311 sf 15375 Barranca Pkwy. But kdjuctlen Typpe.. ...... Ntw Construction Ty a.. .... New Bulltl lap 7ypv.............. Single Faml ly De;achtd Bulldlnp Type,............. Sire It Paml ly Detached Bulldlnp Front Or,entatlon. Cnrdlnal -N,E,S,W Buildingo Front�r,mtailon. Cardinal - N,E,S,Y Construction Type.. .,.. New Construct,.n Type.. ... No- t Suite F-101 Number of Dwelling Number f Dwet l,np Unis... t Hulltllnp Front Or lentatl on. Cardinal -N,E,S,W Bulltll nap Front Orl entatlon. Cardinal -N,E,S,W Number of Storles.......... 2 Number of Storl............ 2 Number Of ➢welling Units... l Number f Dwelling Units... I Irvine CA 92618 Floor Lonstructlon Type.... Slob On Grade Fleor Consiructl on Type.... Slab On Grndt Number of Store es.......... 2 Number of Starles.......... 2 � Glazing Percentage......... 14.1 z of floor area Glazing Percentage......... 14.9 z of floor area Floor Construction Type.... Slab On Grade Floor Construction Type.... Slab On Grade Average Glazing U a 55 Btu/hr-sf-F r Average Glazing U-factor... 0.55 Btu/hr-sf-F r Glozing Percent.ge..,...... 16.5 L of floor area G to.ing Percentage........, 16.3 X of floor or.. T: 9M9-789-7221 Avenge GI-no SHGC....... a 45 pvar. ge Glnzlnp SHGC....... 0..5 Average Glnzing U-factor... 0.55 Btu/hr-sf-F Average Glnzing U-factor.,, 0.33 Btu/hoe-sf-F Average C.I ling Height..... B. ft pverage C.Ilino Hrlpht..... 8.5 ft Average Glazlno SHGC....... 0.45 Avrrogt Glnzing SHGC....... 0.43 F: 9H9-789-7222 Average Celli no He iOht..... 8,6 ft Average CeI ling Height..... 8.6 ft BUILDING SHELL INSULATION BUILDING SHELL INSULATION ------thin----------A---- -'Sheat------------------ BUILDING SHELL INSULATION BUILDING SHELL INSULATION Lompgnen4 Frame C.vl{y Sheathlnp Tetal Asstmb ly Component Fr.me Cavl{y Sheath,no Tot0.1 Rssembly _______ p __ ___ ________ _ To, type R-value Raw lue Rova I. U-factor Location/Comments Type Type Revalue R-value R-value U-Factor Location/Comments Component Frame Cavil Sheathln Total Assembl Con onent Frame Cavi{y Sheathing Total Assembly ________ __________________________________________________ --"'-"--"---------- Type Type R-value R-value -vat -factor r Location/Comments T Mall Mood R-13 R-n/a R-13 0.086 exterior, Nall Mod R-13 R-n/a R-13 0.088 exterior-or, ype Type R-value R-vn lue R-valor U-factor Location/Comments ___________________ ______________________________________________________ __Type_______Type__--------_______________________________ _________ Wall Mood R-13 R-n/a R-13 0.OB2 Gnrnpe/house Nall Mod R-13 R-n/a R-13 0.082 Garner/house Nall Wood R-13 R-n/a R-13 0.088¢xterlor, Mall Wood R-13 R-n/n R-13 0,088 exterior,Floor Nootl R-13 R-n/. R-13 0.064 D/Gnrngo, Floor Mod R-13 R-n/a R-13 0.064 O/G.r.pM Moll Mood R-13 R-n/a R-13 0.082 Garin /house Nall Wood R-13 R-n/n R-13 0.082 Gara a/Mouse Ralf Wood R-30 R-n/a R-30 0.031 Attic. Roof Mood R-30 R-n/a R-30 D.031 Attlo owe 9 Door Mood R-0 Ran/n R-0 0.330 frt door, garage door Ooor Mod R-D R-n/a R-0 0.330 frt door, garage door Fleer Mood R-33 R-n/. R-13 0.064 0/Garage, Floor Wood R-13 R-n/n R-13 0.064 0/Garage. S labEtlge None R-0 R-n/a F2=0.760 to outside SlabEdge None R-0 R-n/a F2=0.760 to outside Floor Nood R-19 R-n/a R-19 0.049 Expo Fir+ Floor Wood R-19 R-n/a R-19 0.049 Expo Flr, Roof Wood R-30 R-n/n R-30 0.031 Attl c. Roof Wood S tabEdge None R-0 R-n/n F2.0.S/O to garage SlabEdge None R-0 R-n/a F2=0.510 to garage Door Wood R-0 R-n/a R-O 0.330 frt door, garage door Door Wood R-0 R-n/n R 00 0.330 frtldoor, garage door FEN ESTRATION FENESTRATION Sl.bEdge None 11 0 R-n/. F2=0.760 to outside SlabEdge Nan: R-O R-n/A F2.0.760 to outside ____________ ____________ p SlabEdge None R-0 R-n/. F2.0.5to to garage SlabEdge None R-0 R-n/n F2=0.510 to garaOver- ge Oe r', Are. U- Exterior Hong/ Area U- Exter,er Mane/ FENESTRATION FENESTRATION W 13 le t.tlon (sf) F.ctor SHGC Shad l no Flns Location/Comments orient.tl am (or) Factor SHGC Shading Fins Locnt,on/Comments ------------ ---------- ________________________________________________________________________ ________________-----___________________________________________________ Over- __O Area U- Exterior hnn v@r r T l Door Back (S) 80.0 0.550 0.450 Standard Yes Alums/Patio Door/Low-E Door Hack <S) 90.0 0.550 0.450 Standard Yes Alunn/Pnt,o Door/Low-E 0/ Area U- Exterior hang/ F.L.+ Wend Back <S) 15.0 0.550 0.450 Standard None Alums/ape bee/Lew-E Wind Bnck (S) 15.0 0.550 0.450 Stnntlartl None Alums/Oper.b lv/Low-E OrleMatl on <sf) Factor SHGC Shading Fans Location/ConneMs Or•lentatlon (sf) Fnc{or SHGC Shading Flns Locate on/Comments Deer Back (S) 48.0 0.550 0.450 Stand.rd None Alunn/Pntlo Door/Lew-E Door Bock <S) 48.0 0.350 0.450 Standartl None Alumn/Patio Door/Low-E ---------------'------------------------------ -'------------------------ ---------------- ------------------------------------____________________ W,nd Back CS) 32.0 0.550 0.450 Standard Yes Alumn/Operable/Low-E W,nd Back CS) 32.0 0.550 0.450 Standard Yes Al umn/Operable/Low-E W1nd Back 111 90.O 0.550 0.450 Stnntlartl None Alums/Operable/Low-E Wind Back CS) 90.17 a 550 0.450 Stnntlartl None Alums/Operable/Low-E WI no'Right IW) 36.0 0.550 0.450 Standard None Alumn/Operab lr/Low-E Wlntl Right(W) 36.0 0.550 0.450 Standard None Alums/Opernb le/Low-E Door Bnck (S) So 3 0.550 0.450 Standard Yes Alunn/Path Ooor/Low-E ➢oar Bock CS) B1.3 a 350 0.430 Stand.rd Yes Alums/Patio Door/Low-E Wind Right Cy) 22.0 0.550 0.450 St.ntlard Yes Alums/Oper.b 1./Low-E W1 ntl Right CW> 22.0 0.550 0.450 Standard Yes Alums/Operable/Low-E Ylnd B.ck CS) 56.O 0.550 0.450 Standard Yes Alums/Operable/Low-E Wind Back CS) 36.0 O.550 0.430 Standard Yes Alums/Operable/Low-E v Wind Front(N) 103.0 0.550 0.450 Stantlard Yes Alumn/Operab le/Low-E Wind Front CN> 7H.0 0.550 0.450 Standartl Yes Alunn/Operable/Low-E Wlnd Rloht(W) 54.3 0.550 0.450 Standard None Alum'/Operable/Low-E W,nd Right(W) 54.3 O.550 0.450 Standard None Alunn/Operable/Low-E W Intl Left (E) 30.0 0.550 0.450 Stand None Al...4per.ble/Low-E Y,nd Left (E) 30.0 0.550 0.450 Standard None Alunn/Operable/Low-E Wlntl Front(N> 95.O 0.550 0.450 Standard Yes Alunn/Fixed/Lor-E W,nd Front(N) 70.O O.550 0.450 Standard Yes Alunn/Fixetl/Low-E Wind Left (E) 42.0 O.550 0.450 Standard Ves Alums/Operable/Low-E Mind Lrft (E) 41.0 0.550 0.450 Standard Yes Rlumn/Operable/Low-E Wind Left (E) 39.O 0.350 0.450 Standard None Alumn/F=d/Lor-E W,no Left (E) 24.0 0.550 0.450 Standard None Alunn/Fixed/Low-E W CERTIFICATE OF COMPLIANCE. RESIDENTIAL Page 2 CF-1R CERTIFICATE OF COMPLIANCE. RESIDENTIAL Pape 2 CF-IR CERTIFICATE OF COMPLIANCE. RESIDENTIAL Page 2 CF-1R U ProJect Title.......... Plan 4 w/Opt. Den/Bed.6 Date..03/20/03 17,45.58 Pro ect Title......,... Plan 3 w/0 t. Hetl.6/Den Date..03/20/03 17,32,03 ProJect T It le.......... Plan 3 Date..03/20/03 17.28,28 CERTIFICATE OF COMPLIANCE, RESIDENTIAL Pape 2 CF-1R J p xxx:x:xxxxxaa.________=_=I___Ix_IIIIIIIIIII_II __ ___xxx...xx=x=xxx===xxx=xxx='=xa==x:xx xxx...:........ ......... =xxx xxxx xxxxx........xxxx____________________:xxxxxxx==-xxxxxxx.xxx=------"I _ axaaaxx__a: Pro act Tlt le. Plan 4 Dote..03/eO/03 17,40.14 SLAB SURFACES ..�......xx.:.a.x:xxx.xxaxxxxxxxxxxxx:axxaxxxx=xxxxxxx==x:xa=:=.=.a.a...a.ww.w SLAB SURFACES SLAB SURFACES Area SLAB SURFACES Area _____________ Slab Type <sP) _____________ Area Slab Type (sf) Area Slab Type --- Fri ________________ ________________ Standard Slab 1348 Slab Type (sf)_- Standard Slnb 1360 Standard Slob 1150 HVAC SYSTEMS Standard Slab 1143 HVAC SYSTEMS ------------ _ HVAC SYSTEMS Refrigerant Testetl ACCA ----------- -------- HVAC SYSTEMS Refrl erant Tested ALLA Equipment Minimum Charge and Duct Duct Duct Manual Thermostat ------------ 0 Refr Igvrant Tested ACCA Type Efficiency Ai flow Location.R-value Leakage D Type Refrigerant Tested ACCA Equipment Mln,num Chnrpe and Duct Duct Duct Manual Thermostat Equipment Minimum Charge and Duct Duct Ouct Manual Thermostat ______ _____________________________ Type Efflclency Alrflow Locntlon R-v.lue L..k.pe D TYpe T Equipment fficlen Charge.ntl Duct Duct Duct Manual Thermostat _______ ______________ ______ -----_-__-___ ---- ------ --------- A,rf tow Locntlon R--- -Leakage D Type _____ _ __________ ____________ _ _________________________________________urnace 0.800 AFUE n/. Attic R-4.2 No No Setback _-Type_ Efficiency Alrflow Location R-value Leakage D Type- Furnace 0.800 AFUE n/a At R-4.2 No No Setback Furnace 0.eOO AFUE n/a Attic R-4.2 No No Setback O ACSPIIt 30.00 SEER No Attic R-4.2 No No Setback ------------------------------------------ ----------Setbac- p Furnace 10.00 AFUE n/a Attic R-4.2 No No Setback ACS 11S 10.00 SEER No Attic R-4.2 No No Setback ACSplit I0.00 SEER No Attic R-4.2 No No Setback Zone 1 - 1s{Floor. Minimum Heating Load, 26,586 Btuh ACSpIIt 10.00 SEER No Attic R-4.2 No No Setback Minimum HvptllTg Loadi 47,362 Btuh Minimum Hoot In Load. 41,188 Btuh Cooling Load. 15,445(Sensible), 18,534<Total> Coolln 3 g M lnlnum HeatinoC Load, 43.964 Btuh p Load. 3,791(Sensible), 40,549(Tot.l) Cooling Load. 30,644(Sensable), 36,773(Total) Zone 2-2nd Floor, Minimum He tlnp Load. 20,453 Btuh Coollnp Load, 28,988(S.-hate), 34,785<Total) Cool,no Load. 15,161(Senslble), 18,193(Totat Note, The loads shown or only one of the criteria affecting the selection of Note. The loads shown n only one of the criteria affecting the selection of Note. Thr loads shown a only one of the cr,ter..affecting She se)action of HVAC equipment Other relevant design factors such as aloe Plow requirements, HVAC¢poignant. Other relrv.nt design factors such as air flow requirements, Note, The loads shown are only one of the criteria affect lap the selection of HVAC equipment. Other relevant design fotors such as air Plow requirements, outdoor design temperatures, toll s,zing, avallabl illy of equipment, o rsi zl n0 outtloor design temperatures, toll sizing, ay.l lab,llty of equ,pm¢nt, avers lz,np HVAC equ,pnent. Other relevant design factors such. air flow redo)renrnts, outdoor design temperatures, colt s1 ,ml; .vnl lability of equipment, overslzlnp safely mare,n, etc., must also be considered. It is the HVAC tlesignervs safety margin, etc., must also be camel dared. It Is the HVAC des)owner's outdoor design temperatures, c,,I sizing, a-IttIb,l,iy of equipment, o rslzlnfl safety m rg1n, etc., must also be c nsl dared. It Is the HVAC deslpner's responsibl llty to consider all factors when se)acting the HVAC equlpnent. That espons,blllty to consider all fat{ors when selecting the HVAC equipment. That s.fety margin, etc., rust also be considered. It Is She HVAC deslpner'rs espons,bl ll{y to consider all factors when se)actingg the HVAC equlpnent. That Indlvldual Is required to provide Form CF-6R, n Installation Certlf icate, ,ntllv,dual is required to provide Form CF-6R, an Installation Certificate, responsibl Ity to consltler at I. Factors when se lvctin0 the HVAC equipment. Tha{ Intllvl dual Is required to provide Form CF-6R, an Installntl on Certlf,c.te, which muss be pas{ntl at the building site prior to issuance of the occupancy which must by posted at the but ld l no sl to pr Ior to Issuance of the o cupnncy ind,vltlual ,s required to provitle Form CF-6R, an Insipllatlon Certlf lcnte, which must be posted nt She bu,kiln99 site pre or to Issuance of the occupancy perm t. The CF-6R Is not required for permit submltta 1. It is intendetl to erm,t. Thv CF-6R ,s not e c which must be posted qt the to slte fa P r quir¢tl for permit submlitn l,. It Is lntvndetl to p prior to Issuance of the occupancy Permit. The CF-6R is not required r permit submltta 1. It ,s 1n{ended to Insure Installation of equ lament that meets the efficiency lc lency repot remenis of the Insure Installp{,on of equlpncn{that meets the efficiency requirements of the Par MI t. The CF-6R 1s not reposed for permit submiita 1. It 1s Intended to insure lnstallatlon of equlpnent that meets the efficlency requirements of the compllpnce dacumentotI on. comp l,.nce documentation, T 1 Insure In of equlpm¢n{that meets the efficiency requirements of the compllance Documentation. L.1..� comp),ante documentation. WATER HEATING SYSTEMS_ WATER HEATING SYSTEMS r HATER HEATING SYSTEMS --------------------- WATER HEATING SYSTEMS -----------'-"""" Number Tank External Number Tank External Number Tank External _ In Ener SI.. Insul.tl on Number Tpnk External 1n Energy Siz► Insulation 1n Energy Size Insulation Tonk T Hea{vr 7 ®Y In Energy Size Insul.tion T 1 Tpnk T ype _ype Distribution Type System Factor (gal) R-value T.nk T Type Heater Type Distribution Type Sys-ten Factor <got) R-value Tank Type Heater Type Distribution Type System F.ctor (pal) R-value __________________ __________________ _____________________ ---_-YPe-_- Heater Type Distribution Type System Factor (gn l) R-value _____________________________________________________________________________ ____ __ _-____-______________________-__________________ ____________ Storage Gos Standard 1 0.62 40 R-n/a Storage Gas Standard 1 0.62 40 R-n/. Storage Gas Standard 1 0.62 40 R-n/. Stange Gas Standard 1 a 62 40 R- n/. Rheem Water Heater RING PR040-40<or equal) Rheem Water Heater RHG PR040-40(or equal) Rh am Water Heater RHG PR040-40(or equal) Rh...Water Heater RHG PR040-40 Car equ.)) F,rst Hour Rating, Gallons(68) First Hour Rating, Gallons(68) First Hour Rating, Gallons(68> First Hour Rating, Gallons(68) ^ As per UPC chapter 5. As per UPC chapter 5, As per UPC chapter 5, As per UPC chapter 3, ` V Th. Minimumcapacity for pier heaters shall be In accordance with the first The minlmYm C.pnCl ty for ate,heaters shall be In accordance with the first The minimum ninon capacity for water heaters shall be In accordance with the first TMe minimum opacity for water heaters sh.11 be In accordance with the First T l hour rat Ing listed ,n Tgbl¢5-1 below hour rating listed In Table 5-1 below. hour rating listed In Table 5-1 below. hour rating listed In Table 5-1 below. .xxx.x.x==xaxa=xaxaaaaxxxxa:=xxx=xxx=xxxxxxx-----xxxxx...=... xxxxxxxa.: sore=n.xx::xa.x=x=xxxx===xxxx.=xxx:xxxxx=xxx=x==x=xxxxxxxxx.==xxxxxxxxx== =__mbe of-_B...room...................xxxx.=:xxxxx=x======xxxxx........ .=xx==xxxxxxxxx...x=.=axx=xx=x..xxxx.x.xxxxxxxxx xxxxxxxxx=:xaaxx x:axax.: INumber of Bathrooms 1 to L.5 1 2 to 2.5 3 to 3.5 I INumber of Bathrooms I 1 to 1.5 1 2 to 2.5 1 3 to 3.5 1 I Number of B .tom:ozmg=:xxxx:I L to i�3 2 to 2.5 3 to 3.5 I INumber of Bathrooms I to 1.5 I 2 to 2.5 1 3 40 3.5 1== __ I I=xxxax.xxxxl==xx=.=xx::vxxxl xxxxxxxa=as:vx.l Ixx=xv==:xxxxx=.xxxxxxxxxxxlxx.=a=..axxl xxxx=x===x xxxxx__ ______ I=====_-xxxxxxxxxxxxxxxxxx)xx==xx=====)xxxxxxx==x=xxxx,axcx=xxx.=xxxx=I xxxxx....xxxx-_xxxxxxxxx ____ ________I--:xax______a axe x xxla.xxx:xxxx=)axon=.....x==: ____=I a________.1 I Number of Bedrooms I l 1 2 1 3 1 2 1 3 1 4 1 5 1 3 1 4 1 5 1 6 1 I Number of Bedrooms 1 1 1 2 1 3 1 2 1 3 1 4 1 5 1 3 1 4 1 5 1 6 1 I Number of Bedrooms 1 1 1 5 1 3 1 4 1 5 1 6 1 I Number of Bedrooms 1 1 1 2 1 3 1 2 1 3 1 4 1 5 1 3 1 4 1 5 1 6 1 1'=xxxxxxx..xxxxxxxxx:aaxaal=xxl..: 1 2 1 3 1 2 1 3 1 4 l xxx):=alxx:l==.Ixxxl xa.lxx=1___Ix_-I Ixxxa.x=:xxxx=xxx====xxx:xx l=:alas=Ixxxl.••I.••I.x.lxxxl...l•••1...1•••1 Ixxaaxaxx=xxxxxxxxx=xxxxx==lxx=I=..I.x=I...Ix:.I xxx):xxl:a.l=xxl===lxxxl Ixxx..I___-aaxx=xxxxxxx=xxl=..I.o1...1...1...Ixx:lxa-I--alxxxl..x1...1 11s4. Hour Rnt,ng, G.11ons 142 134 154 154 167 167 180 167 I80 I80 I80 I list. Hour Rnt lag, Gallons 142 154 154 154 167 167 180-167 I80 I80 I80 I 11st. Hour Rating, Gallons 142 154 154 154 167 167 180 167 180 180 I80 I Ilst. Hour Rating, Dollars 142 154 154 154 167 167 180 167 180 180 180 1 ~� .....x..... x=xxxx=..xxx..xxxx====x.........x.....xxxxa=x=aax.x SPECIAL FEATURES AND MODELING ASSUMPTIONS SPECIAL FEATURES AND MODELING ASSUMPTIONS - SPECIAL FEATURES AND MODELING ASSUMPTIONS SPECIAL FEATURES AND MODELING ASSUMPTIONS w Items In this section should be documented on the plans, a Items In this section should be docum¢t.d on the plans, w wwa Items In this srctl on should be documented n the plans, r Intel, In this sec{lOn should be documented on the plans, a w Instal(ad to manufacturer and CEC pet,f l cations, and w Imet.11ed to nnnufnct.....nd CEC pecif lc.tlons, and wwa Ina{ailed to mah.fneturer and CEC pecIf,c.t'.n., and ww w tst.11th hi mnactncturer and CEL spec if,can ohs, and was verified during plan check and field Inspection. www www verified during plan check and field inspection. www New verified during plan check and field Inspection. maw rww ver if lad during plan check and field ,nspvctlon. www This IS a nu ltl ale ore entntiq)building with no orientation restrictions. This Is n mu ltlpit orientation bu,ltll now with no orientation restrictions.ohs. This le.multiple Orl¢ntntl on building with no orientation r¢StrlCtlOn@, This Is a nU lilple orientation building with no orientation restrictions. Th,s printout Is For the front fact no North. This printout ,s for the front f. North. This printout is for the front facing North. This printout is For the front Facing North. MANDATORY MEASURES SIGNATURES w w � M(v)damry Measures Checklist I ResllienWl W-IR DESCRIPTION man m®all CERTIFICATE OF COMPLIANCE, RESIDENTIAL Pape 3 CF-iR w IOC Sp[e Fad)i,ha.ro,vain hat,ro aN Plutlnp System Manures ProJect Title.......... La Laguna Estates /Large Date..03/20/03 19,13,15 #JIE.Lamle[rcslamtlal hl Id imps swlmt to iN Sallords lust cmaln arse..ensures rcpard less d chap)anhe xxx=x=:xxxxx=:av----------------------------------- _ $ghlllD MAC' ______________axx__________ append. ed Itms wlaa a,a a,tl asMlsk(D Myy h suowraedd by more salr¢M!arpllasr requ,rmeMe e/,I w ntm Menem,Waserk 1, are faucets fth AMM by ar Ca R WA % - C/] 1,stK a the Wrtiflaa M Capllena.Yhn this tlwekllst Is Incorporated who th permit Oocu i tit FNW_ g319IXN.Many ant/r callro loa4 al[v lated In accr4Mt r1q ASRWE,SMOv O ACCA COMPLIANCE STATEMENT r-�S had shell h card,dwM b('ll parties as a bintliro MnIMw[wpaxnt ow,f_ Follow it Yw §150(I>,Setbe[k the-swat on all sppl,able Ieet,rg aides. X M•datrY Masres ahetlwr may r show.rlseNwre In 1fw 4nmma Failed to drek�st sly I Imp.Pip"TwA Inu,atlan ____________________ �•! � ` F+1 1. ntm hntrrs tea�ItM1 en fodw. s!Mn p ,eat h eatwrolly w'oppea rl<h eau.I,saving en IMal led tlwrMl resls36F of R-I[nor gnkr. This Ceti I f I Cate of Comp l I once lists the building features and performnncr 2.First 5 fat of plows dan o to ate,Mtn tun,nonTnlraat„w amwes,,wkad(R-4 w grater) spec,f 1 cat I inns needed to comply w l th T i t 1e-24, Parts 1 and 6 of the 3.Badvp antis fa nlr6 YMlntl sfrag:lawn,rowrinllrcct hot ntm tarn kn R-12 Lallform,a Code of RegulatI-, and the adm,nititratl Ve r gulatlons to O W D®lIOI IOHEQ Marna( ,wlatla or R-6 cowlMtl,Mmwl/Man.)Inwenm X hap lament then. This certificate has been signed by the I nd l v l dun l With 4 Al,bm1K r e,wKM��Imp Iw IaW In recialatlro sactlaM M rot nM syaten Duero i 1 des I own sr orbs I b I l 1 ty. When th I s cart f I cote of comp l l once I s &il/l,g Envelop Masuws S Callro sysan p,pot,be� S'F lwlated submitted For a single but)ding plan to be but It In n ltIola orientations, 6 P yJlnisolate)haem httlrQ Nano,ww inorect hot phr tork any shadlnow f¢atwW thot 1s varied 1s ,ntlleat¢d 1n the S ec,.l Features a§ISIXa).N,n,wn R-19 ailing,widen. X [§I50(N.Deis a,e Fare P 1.All arts.1 1,-I.watenanted aM,naletea a Met the n pilas ft M Me 199g CNC sell ors 601,603, Mode l l ng Assumptions section. §I5)(1101 Loex F.it Inulatlha aaraN'acaerrs labeled R-Yaluh X we 6114,antl aaMah 6-31 txa Iwaaa to a In,-Intallnl 1an1 M Rta r encloew mt,rc,y In .IIWC>'WIn,rA R-11 all Inal 11 weak iMMa nits W ea,lnlmt 11-ala In Mal Intel nits X is°MIMe;na°rail ie�ewsi°lrwen sa}o I�I�I�II i[to 'r°Iant w Dore art c sv[bK DESIGNER or OWNER DOCUMENTATION AUTHOR (does hat apply a Marla•nK nl(a). to Va1,Wixh,IN[ or ULI l Mstic a top Is usK sal rom1 rye 0r[p qpn IM=of awl , her r now droll oo u'o.Sul)ding aVlt K 1, X Name.... ____ a I15Md),NIn,M R-13 ralaed flow Iwlatlha In At al rams. Pill,uW/w canrc c nlwN e,r.bina amp snn of drt s�steM eM tM,r cal,�reMs shall __ Nam¢... Ro(and Gonzalez t'• - X W sKaM na cloth rubar adaleslre art ape wens earn tope,s used in cvbl,w Inv nth Kati Company. Earache!Homes Company. Heritage Energy Group 1I5IX D.Slab edge Iwlat,m-eater abswytlm na ro phial,-tlwn 0,X,mar Mahar aannlss n wW 4aaan4 Address. 3536 Concourse St., #100 Address, 15375 B....lx Energy, Su I to F-I01 g a na ro geabr tMn L D parN,Mfi N/A 53 Fskust fan sTsan hose h(xavft or autontic 4 x Ontario, CA 91764 I ry In e, CA 92618 a Man sypStelo seraft aMltlan space"%.other automatic r rani ty KCKnble, Phone... 909-483-732t> Phone... 949-7e, CA 1 Ilia Imai specified r Initiated Feets iwktlha v.11ty salylkMs Indicate type antl fww % Slla Pal oM o s N/A L ice sap Hnt1ro sralen wd Ep,iM4nt 909-483-7320--------- , I.Systm Is-Fled with M t)rrerl Mfic enry,arraN altdh watlnwmf nowhowlro IM la.n, _ S d.. ___ I�OIO INo eLmelc retNGM rNaro uN he Allot light S i gned-- ------------------------ par _____-- -- NI,b r,ani'Inb Proarts,-nano Ors antl IMIIbatlWFsf„toile Cmtrols 1.@Dora aM r,ntloK htaem[andlarwtl aid urcmdklm spa Ieslpnd a Ilnit air leaksepe % 2 SYaton K I,watled a 1h <dnh) / f/ <date> L fwrsbat,m padrt<M[ iMto-fatr,atMMn label.,a ar,ned uwaia,arafled sole I#at a.At,net M.P.p armor it ear and hear it Ware nlar Notra . Do,n eaw,Ink t fnota. Mll whim art Hlat,an N/A /mod ^ I Ertmlr Oars and IWA seaawrsalppea, al Joints wit owe wtntlora wlk d aM eel b Weer foe o aka,pools r ape ENFORCEMENT AGENCY •/VT, /•'�J[\) §ISIXp),Yaps•banMS han4arY In LIIMa lanes 11 rW 16 only. % L Pal sysbn Ms I,recaawl Insets wtl s e,ralatim pwp aM girth I.. §It&Ws-f„wtl cmta(fraso,what hater,sow l.eake r hae#,eatl cold will laMw kn M Name.... -------------------------§ISIXfp 5p[I.1 Inn heat..burr lm awpl(ea a awply eltn 151 Men C-sula 9allty stw4rds NIA T I t le... ------ --------------- coMlmaKly br,Ip Pilot IIpM.(Fxceptim Nat-eledrl al codoro appliance with<ISO btlWhr.l X -------------- Agency. cl'.• `. . 1150e),IMalkil Mhrepiaces,4cora IN GasA11-and Gas laps l,g#Inp Meerew • 1. arW facaryHvl It fveplom kve §ISIXWb L.wIM IrK foe preNNnn1 IItl.ttrrqq In k,tdwn ski)Nvvfe laMdps ntl,ernacy M 40 IUMne/ntt or prntm foe #aso,ry peewee)Ild,tlro,n kitdwM.- pFMnl Ii9k.,g sk It be Mtro11N by a a1tN m a rnd,l ib lea t, caatt Phone... •Closeable MNI or gins door r acceK 1# ro b Wa,4 air InaNe a,<h dorywr eM cmbol % pawl at an ena'ance a ae al Wwn c.Fln 1a1wm ere Cmtrol §(ISpIXWL.RryattM rla a dwew r hthpb weentaanl�Mr kgywe at InstpWe I...lre ntl.an a th on eff lacy of X Signed.. _________________________ L ND crtlnMs brnlro pat owl Iowa al lased, aloe ni IS�W2�OM arecis�tl ntl l,�lg ilvMls Ye IC(iw1aLK C*F apptYed vas t0 Ih rs rlpllnllent (tln{e) I PERMIT# / A B APPRC;VED f 9'-O"x " CITY OF LAKE ELSINORE GONG.STOOP BUILDING DEPT. A C PAD VERIFY r---------------I I x6 y _ YV GENE I .GONG.STOOP 1 4 AT OPT. DOOR DANIELIAN ASSOCIATES Q GONTRAG OR j i N ry ry ARCHITECTURE & PLANNING 51XTY CORPORATE PARK IRVINE,CALIFORNIA 112606 (q411)474-6030 FAX: (q4q)474-1422 IAWW.VANIELIAN.COM TAT OPT.56P AT EXTERIOR SLAB, AT EXTERIOR SLAB: 6"MIN(CBC 206!1606.1) 6'MIN(GG 205 6 1506.1) 'I 1/2B "MAX t' DANIELIAN A55OLIATE5 EX=RE55LY T 1/2"MAX 2"BELOW SCREED RE5ERVE5 IT5 COMMON LAW 2'BELOW SCREED SEE DETAIL ___ COPYRIGHT AND OTHER PROPERTY SEE DETAIL F- -I R16HT5 IN THESE PLANS.THE5E 14 I I PLANS ARE NOT TO BE REPRODUCED D2 D2 I I CHANGED OR COPIED IN ANY FORM -- OR MANNER WHATSOEVER NOR ARE THEY TO BE ASSI&NED TO ANT THIRD PARTY WITHOUT FIRST OBTAINING THE EXPRESSED WRITTEN PERMISSION AND CON5ENT OF DANIELIAN A55OCIATES. L -_J VERIFY ELECTRICAL REQUIREMENTS AT KITCHEN 15LAND W/ GENERAL CONTRACTOR pft h 'eP �i HUR C. a 1/AN z OF CAIf�� SLAB ON GRADE. .r (REFER TO STRIJGTIRAL DRAWIN65 BY OTHERS) NO. DATE REVISION 1 10-14-05 51-06 DEPT CORR Q � 4 GONG.STOOP 2110, I 2o'-4 - IQ PROJECT TITLE AT EXTERIOR SLAB, 6'MIN MAX 208 6 1606.0 LA LAGUNA T I MI MAX 2"BELOW SCREED ESTATES / SEE DETAIL D2 LARGE i'1 FOUNDATION NOTES P° THIS PROFILE 15 FOR v 9a a 4 DIMEN51ONAL INFORMATION ONLY. PROJECT NO. 05J008 W REFER TO D INFORMATION. 5 TI OTHERS FOR ALL Q STRUCTURAL INFORMATION.STRUCTURAL ENGINEER SHALL U PROVIDE ARCHITECT WITH FINAL DRAWINGS SHEET TITLE fffpAAO — PRIOR TO CONSTWKTION. FLAN a REFER TO CIVIL AND LANDSCAPE DRAWINGS -: �+I jy FOR ENTRY PORCHES,PATIOS,STOOPS,WALKS - -'-'' -'-"'— I 1:..., Q DRIVEWAYS,WALLS,5TEP5,ETC.NOT 5HONN HERE UJ REFER TO CIVIL DRAWINGS FOR ALL BUILDING LOCATIONS, IV IY Iq_ 4 4 6RADIN6,AND FINISH FLOOR ELEVATION INFORMATION. Q tV - 0 s REFERENCE NOTES P ry FOUNDATION FOR: REFER TO: SYMBOLS AND SHEET 6f.........:___._____--:- _ PROFILE ABBREVIATIONS FOUNDATION T-1(INDEX)FOUNDATION PROFILE 5' I'-5" 4'-0' I'-6" 6'-1' I'-5" A INFORMATION STRUCTURAL DRAWING/DETAILS """ I I BY OTHERS. 'ry o bENERAL NOTES SECTION 9A '- '- N a FRAMING STRUCTURAL DRAWIN65/DETAILS -- - -"---'-- - ORIGINAL DATE: INFORMATION BY OTHERS � GENERAL NOTES SECTION 6A ELECTRICAL T-1(INDEX)ELECTRICAL PLANS Q B m INFORMATION 6-1 and GENERAL NOTES SECTION 16A 1 GEILIN6 VOLUME/ 6-1,and FLOOR PLAN A-I.S W INTERIOR SHELF -- m INFORMATION INTERIOR FINISH GENERAL NOTES SECTIONS q,IOA o SCHEDULE EXT.NARDSGAPE, LANDSCAPE DRAWINGS BY OTHERS _ 9I' ' __ 19-0" o STEPS,PLANTERS, CIVIL DRANIN&S BY OTHERS d ETC. $ FIREPLACE - 6-1 and GENERAL NOTES SECTION IOA PRINT DATE M INFORMATION A EXTERIOR ELEVATION'A'SHOWN A-15 FOUNDATION PROFILE SHEET NO. O SEE ALTERNATE PLAN SHEETS FOR ALL ALTERNATESCALE: I/4 I -O A—I, PLAN AND ELEVATION II� I II CHAN6E5. ...... -._. ._...... .. ............... 1. ......... ....... _._....... .. ...... ................... Ilk A-1.5 13 A/C PAD VERIFY - PI 6EN� L - OFT 60 FR (TEMP, DANIELIAN ASSOCIATES n SL(TEMP) coNTRAc OR b 1 / w� 1��9H n ARCHITECTURE & PLANNING 60T 5 D(TEMP -- OPT.60o S&D OR _ -.. boa FR DR (TEMP) TILE SIXTY CORPORATE PARK I NE PIECE HEARTH FIRE I�� 2" soFFl 56" x- -�- L L L L L_ IRVINE,CALIFORNIA al s TO a'- o � sn R L��L�L�Ly L� .L � � (94Q)474-6030 r -iI`�VV4\L�_ 9 FAX: (44q)474-1422 lNWW.0ANIELIAN.00M 0 50 PIT �--- � �: � � M BA D -L- 7 }� 9'-0" CLG ry M BEY -0� W - ® BAN ASSOC ATE5 EXPR[SSLY �- FAMILY L `I_' "t. THEERR`PROOPERTY 9'-0" CLG RIGHTS IN THESE PLANS.THESE n �mmp L 9-O CLG L L -i%� PLANS ARE NOT TO BE REFRODJCED IL L LI 1 CHANGED OR COPIED IN ANY FORM 1"H L ` OR MAWJER WHATSOEVER.NOR ARE COUNTER I L L,C,/ ]I `� THEY TO BE ASSIGNED TO ANY THIRD DLr�.OATS TOP I L L L PARTYWITHOUT FIRST OBTAINING 2X6 WALL I 9'1" L TIE E%PRE55ED WRITTEN PERMISSION it r 1 BELOW 1 - r� ASSOCI�BT OF DANIELIAN ......... O �ACGES JI _ - I lL.LL._I�__. U�_ L; ,L i 668 L - Ot H.�...."�/4 Ky a T LINEN IVPANiRY O O L-J Up C, '+. BED 4 ''"" 0 SOPPIT "Man I 9'-0" CLG AT 8'-0 I.. .._.!o ' Ir EOf CPI aA AT Q 1'1 ........_ t ! .. i! BED 2 __= A -- n GOA7'9 x N0. DATE REVISION V-01 CLG I DINING n ioL I 10-14-05 1 DEPT GORR FI- OlT II Q 40 y-0, 9' o-�_�D �, ii 1 L L. S'_T�" �/ FIT �. .I�...1. OPTIONAL BED 4 - :_, - . , X L_ 2 _.AT D'-O' AT DEN/NO 50.FT.ADDED PROJECT TITLE 9'--O" CLG 7 fX\O ATTLEFT. 4 -......... __..,\ LA LACUNA LIVING E5TATE5 / � I 9'-0" CLG IS'-5°_._—.—..---- ,�'1" ..... T-10 LARGE s•m DRYER VENT n TO OUTSIDE AIR VERIFY SIZE '-- - '- -- (PROVIDE A - PROTECTIVE W/PLUMBER 5_TJ�• -56 SH.:. SLEEVE OR FIT AT CHASE) .15"PLATFORM P { " v AREA GA�LGULATION5 WITH FILLBEHIN f/ SOFFIT AT 10'-0" DRYWALL BEHIND VV S SOFFIT .y PROJECT N0. O�OOS w 1-5/4"THK 2666 ^7 i '�-'- STANDARD PLAN W/SELF CL1 RE O ��� e� SiITLE L) U O U) TOTAL LIVING AREA 155R 50.FT O STANDARDS-GAR&All 666 50.PT CORROSION 'P 3 — GAR GARAGE 4 9'-II' I'-9' II'-A' I'-b• PLAN Q COVERED PORCH 91 50.FT RESISTANT W EXHAU5T VENTS FROM TLO.C. P (2)LOCATIONS Q o 6"MAX�V• 20'-O"X20'-0"GLR MIN. BOWED SOFFIT q SEE EXT. 0 iv SEE SHEET G-2 FOR ELEV. s REFERENCE NOTES O BTANDARD OPTIONAL BEIDVI4G AREA IBA . F�6 RAGE SURNFAG� s_ FIRST FOR: REFER TO: TERMINATE VENEER ry zzzzzvzzzzzzz_zzzzzzzzzvzvvvzoz....___ .__.�� AT FENCE LINE,SEE OPT 2-GAR GAR YV 90NU9 FLOOR SYMBOLS AND SHEET 6-I CIVIL DRAWING FOR SHEET A-1.5 ❑ _;_.____-_ ❑ ❑ q TOTAL LIVING AREA 1859 SO.FT FENCE LOCATION PLAN I ABBREVIATIONS - 1�4 FOUNDATION T-1(INDEX)FOUNDATION PROFILE B'_II_ I'-8" _ 4'-0" I'-_D_'_' b'-I" lit INFORMATION STRUCTURAL DRAWING/DETAIL5 BY OTHERS, a0'10 ' GENERAL NOTES SECTION 5A n O ._.'"� STANDARD LIVING AREA 1059 SO.FT 160T ORIGINAL DATE: 0 p i 1'Tl��1// L { FRAMING STRUCTURAL DRAWINGS/DETAILS ,,,;;, _ry INFORMATION BY OTHERS —._-.-. 8 GENERAL NOTES SECTION 6A OPTIONAL BONUS ROOM 205 90.FT. /1 LLllY lam'' L�1Lr'LL1 ci 1 ELECTRICAL r-1(INDEX)ELECTRICAL PLANS TOTAL 2064 50.FT. Q STJGGOWE SOFFITAANSl o B INFORMATION 6-1 and 6ENERAL NOTES 51 16A 2-CAR GARAGE 460 50.FT. I SEE i SEE EXT S ELF' A-13 CEILING VOLUME/ 6-I,and FLOOR PLAN EL INTERIOR SHELF 8-2 p INFORMATION INTERIOR FINISH GENERAL NOBS SECTIONS 9,IOA - _._._ SCHEDULE 4 2.0'-5" 10'-4' EXT.HARPS LANDSCAPE DRAWINGS BY OTHERS GAPE, E' STEPS,PLANTERS, CIVILRAW DING6 BY OTHERS E"' mETC. BI'-O° 19._0�� �., ... I. ,. c PRINT DATE PIREP1 0-1 and GENERAL NOTES SECTION I0A s INFORMATION AI ii EXTERIOR ELEVATION'A'SHOWN A FLOOR PLAN '1 SHEET NO. SEE ALTERNATE PLAN 5HEET5 FOR ALL A-13 ALTERNATE PLAN AND ELEVATIONCHAN SCALE: 1/41I=I I-O 11 " A-1 .2 ALTERNATE i II ♦Qm II, il_ 2668 9'-0" CLG II -I Vjl I�C T 8 it �x° DEN - LIVING Irl L 9'-0" CLG 9'-0" CLG n DANIELIANASSOCIATES zbbb ARCHITECTURE & PLANNING 5 SIXTY CORPORATE PARK Cobb Y� Q IRVINE,CALIFORNIA 42606 _QJ 10'-0 (.149)474-6030 FAX: M440 474-1422 ❑ �������T/����;O 1 YVWW.DANIELIAN.GOM 1 r PAN ELIAN Ax OL ATE5 EXPRESSLY 'p RF5ERVE5 IT5 COMMON LAW ry COPYRIGHT AND OTHER PROPERTY 4 R16HT5 IN THESE PLAN5 THESE 2 - GAR GARAGE PLANS ARE NOT EE REPRODULED LHAN6ED OR COPIED IN ANY FORM OR MANNER WHATSOEVER.NOR ARE 9'-0" CLG THEY To BE A55I6NED TO ANY THIRD (FROM T.O.C.) BONUS ROOM PARTY WITHOUT FIRST OBTAINING 9'-0" CLG THE EXPRESSED WRITTEN PERM155ION AND LONSENT OF DANIELIAN A550LIATE5. �D y onCM� I6 e OF CyV ZO'-b' 10'-4" n OPT. BONUS ROOM / 2—GAR GARAGE NO. DAIS REVISION I.. Z03 50.FT OF LIVING AREA ADDED I 10-14-03 BLDG OFPT CORR PROJECT TITLE. LA LACUNA m 5" j E5TATE5 / IN - W LARGE RII LL �IQ WW PROJECT NO. 05005 co QSHEEI 111LE VARIES Z PLAN I 3 w z 0 PARTIAL g" FLOOR PLAN IL FOUNDATION 'A' ORIGINAL DATE: e m o a M ZO'-b" 10'-4" I9'-o" FOUNDATION NOTES TH15 PROFILE 15 FOR DIMENSIONAL INFORMATION ONLY. a. c REFER TO DRAWIN65 DY OTHERS FOR ALL 2 OPT. BONUS ROOM / 2—GAR GARAGE PRINT DATE O 5TRUCTURAL INFORMATION.STRUCTURAL ENGINEER SHALL O PROVIDE ARCHITECT WITH FINAL DRAWINGS PRIOR TO CON5TRUCTION. SCALE: 141I—I I—OII REFER TO CIVIL AND LANDSCAPE DRAWIN55 p FOR ENTRY PORCHES,PATIOS,STOOPS,WALK5 SHEET NO. ■■■ DRIVEWAY5,WALLS,STEPS,ETC.NOT SHOWN HERE I .� REFER TO CIVIL DRAWINGS FOR ALL BUILDING LOCATIONS, 6RADIN6,AND FINISH FLOOR ELEVATION INFORMATION. I O" f .. .. WP 6FI 220 TH DISGONNE¢-T FLAT OPT / I APGI AFGI L L_ L L L L.. DANIELIAN ASSOCIATES 11-�' LN LL ARCHITECTURE & PLANNING � 1 L L I L L_L slxrr GCRPORArE PARK , IRVINE,CALIFORNIA 62606 9' CLG' M �� 1 FAX. 474-6080 _ I FAMILY �' .L_.L'L�w �„� - _ FAX: (449)474-1422 `'-CLG �'- C.I.G L L Lr � WWW,DANIELIAN.GOM i I c�.� /� L L LI v k \ OPT.FAN/LT. / _ L X I Pd DANIELIPN ASSOCIATES E%PRESSLY ...Ili .. AFGI 1 eJ FAN) I J Ll L F4� - RESERVES ITS COMMON LAN OPT.FAN/LT. L.,. COPYRIGHT AND OTHER PROPERTY R16HT6 IN THESE PLANS.THESE PLANS ARE NOT TO 6E REPRODUCED Af°GI it I 1 I I / I L L I f- C CIIAN&ED OR COPIED IN ANY FORM I OR MANNER WHATSOEVER.NOR ARE L.�—J]L y II I I .y .• IC'�(y L-. — �`.-.. THEY TO I5C ASSIUT RrSTD TO ANY THIRD PAR' 1III y 9AL Imo"I N i I I ® I / L_ L L LL '` THE EXPRESSED YRIITTEN PERMISSION ;�L BET-' \, _ITL-- J 1 Y - / AND CONSENT OF DANIELIAN L : EG- i_ APGI / _ _L_ L ASSOCIATES. k I - 1,.,. V AF I;, i; -I,IL111-15F AFGI Aru L OPT.FAN/LT. PRO TII I'Ih� VIDE AT II �iii i51Mill� ATTIC,FAU I: ylnl:; 4 4• / OPT 14i1`.: }• -- '_a _—....YY ...... HUN C. nF', 5:�:: AFGI f __ No.Cp829 *> 9'.. CLG ® I ,.: i� .._, '� 1 IJ I N I N� ,TTF OF CAUf ?, APGI _-IAP�SI 1 (, •, YY I 9'--0" CLG .. OPTIONAL BED 4 �pF�— -a a �® _ AFGI .--:. W I NO. DATE REVISION I _ I 10-14-03 BLD6 DEFT GORR Y✓J C;, , �1 'PT FAN aT. I' IL L 9'-0" cicAFGI i I � � II 1 9'-- l;L i / it 412 OPT.FAW LT. 1I / \ _"� DEN LIVING 9'-0" CLG9'-0' CLG R 6FI FR � FR 91• 0 C C—� PROJECT TITLE PR FAR Wes._. -- LA LACUNA FR =__- I �� P ESTATES / P /, (/ �' wPio'-o" LARGE / AFGI APGI GAR GARAG� I PROJECT NO. 03008 i I IIILLL/ \�� (FROM CLG AT GL6.FOR PR (FROM T.O.C.) OPT.6.0.0. SHEEN 111 LE gpp 2 - GAR GARAGE oPT FAN/LT. ATGLO.FOR qr 9'-0° CLG 6P1 6 R OPT.6D.0. / (FROM T.O.C.) ATCL6.FOR _BONu oom PLAN Z OPT.6D.O. 9'-0" CLG / rr � (...... In u u -- ❑ o APGI �0 ❑ ❑ (MIN.NV.AMP WITH .... SECTION 16A NOTE J-6,Q-TER 6FI/ UTI L a FGI ® PLAN pK1 FR o � vp iIOl1TQ7Tl17IT1Z7ZTZTIIT o a n ORIGINAL DATE: a 2 OPT. BONUS / 2 GAR GARAGE 0 PRINT DATE m S 0 UTILITY PLAN sHEET•NO. SCALE: I/4"=I'-O" A-1.4 A B A-IS 15 A-I.5 D-I TI6HT EAVE I TYI 0 RAKE I I 2 RAKE I D-I (TYP) I I I I DANIELIAN ASSOCIATES I I ARCHITECTURE & PLANNING I I SIXTY CORPORATE PARK IRVINE,CALIFORNIA 42606 12 (44-1)474-6030 12 FAX: (1749)474-1422 �_ 1^1NUN.DANfELIAN.0OM SEE STRUCTURAL DRAWINGS IC LINE OF WALL / TO VERIFY TRU55 DIRECTION. ���\ Z: DANIELIAN ITSSO COMMON U;PRES%Y VALLEY ('IRU55C5 TO AGCOMODATE RESERVES ITS COMMON LAW 5 HORIZONTAL FA.U) COPYRIGHT AND OTHER PROPER- D-I RIGHTS IN THESE PLANS.THESE LINE OF ROOF PLANS ARE NOT TO BE REPRO—EIP FL PL GHAN6ED OR COPIED IN ANY FORM _ OR MANNER WHATSOEVER.NOR ARE THEY TO BE ASSIGNED TO ANY THIRD J SPL 4,1 - a2 PAR-WITHOUT FIRST OBTAINING I THE EXPRESSED MITTEN PERMI9610N AND CONSENT OF DANIELIAN 6ARA6E 3 2 M. SED ASSOCIATES. v I c tl 8.1 in 1.1 Q pFl++ro,'!a TTYPE 6 y D-I (TYP) I SAVE e`S fin' HLR — - - SECTION A OF 6ALtf� AA--11S A--11.5 ROOF PLAN IAI N0. DAIS REVISION I/81I I I-01I I 10-14-03 BLD(5 DEPT GORR SCALE: ROOF PITCH AT 4:12 U.N.O. AREA I — ATTIC VENTILATION CALCULATIONS I�RDJEOI IIILI_ Area I Attic Vent Requlremente Attic Area=254-1 eq.Pt,x144-56T0%.q.In. LA LACUNA Total Attic Vent Requlrod: STpATES / Secklon 1505.3(I/300th Rvle)= bIIJb 5q.In.Nlgh Vent LARGE 61I.'16 5q.InLow Vent 122352 Ninlmum Total Hlgh.Low Vent 2 Total Attic High Vent Provided(1/900th Rule), _....__—__.__-.-.._._......_ _.__._ ._ �.-�' �� �4 2 Dormer Vents:(Halt Round)24"xl2'each a I35 aq.In.2T0 sq.In. 5.1 2 Gable End Venter 14.50 each a 216 Sq.In.452 sq.In. High Attic Vent Provided 0/900th Rule): T02 eq.In. Total Aktic Low Vent Provided(1/300th Rvle): 5 Dormer Vents:(Half Round)/500t"each• 135.In In.6T5 eq.In. / \ PROJECT NO. 03005 W Low Attic Vent Provided(I/300th Rule): 675 eq.In. 12 QTotal Attlo Vent Provided(I/9006h Rub): 1977 sq.In. PL L J PL. SHEET VILE co Z 92 9.1 PLAN\N UU �I itJ l P_ L YIN6 FAMILY o � I SECTIONS/ s N ROOF PLAN 'A' M c ORIGINAL DATE: SECTION B a NOTE, SCALE: 1/411=I'-01I GENERAL CONTRACTOR SHALL VERIFY THE NET FREE VENTILATION OF THE VENT PRODUCT SELECTED AGAINST THOSE NOTED ABOVE. THE REQUIRED VENTILATION m SHALL IEMAINTAINED. SECTION NOTES PROVIDE INSULATION STOP SUCH THAT INSULATION DOES NOT OBSTRUCT p FREE AIR MOVEMENT AS REQUIRED BY THE BUILDING OFFICIAL. o ALL OVERLAP FRAMED ROOF AREAS SHALL HAVE OPENINGS BETWEEN THE ROOFING: CONCRETE SLAB: INTERIOR MATERIAL5: � ADJACENT ATTICS IN THE ROOF SHEATHING ALLOWED BY THE STRUCTURAL 5.1 PITCHED PROFILE TILE ROOF AT 4:12 SLOPE U.N.O. 1.1 SEE FOUNDATION PROFILE AND GENERAL NOTES -1.1 TYPICAL WALL CEILINGS: AND CEILIN ENGINEER)TO ALLOW AIR PASSAGE AND ATTICTIC VENTILATION BE TWEEN THE TWO OR, SEE ROOF PLAN,DETAILS AND GENERAL NOTES SECTION 9A AND STRUCTURAL DRAWINGS BY OTHERS I/2"bYP BD(5/B"bYP BD AT CEILING IF a ISOLATED ATTIC SPACES SHALL BE VENTED INDEPENDENTLY TO UBG REQUIREMENTS. SEGTION'IA. FOR ADDITIONAL INFORMATION. FRAMINS 15 GREATER THAN Ib"O.C) p 5.2 PITCHED FLAT TILE ROOF AT 4:12 SLOPE U.N.O. INSULATION: 9� AT WET AREAS: PRINT DATE SEE ROOF PLAN,DETAILS AND GENERAL NOTES PER ENERbY GALLS 1 8 EXTERIOR WALLS o . : ------ THE FOUNDATION AND FRAMING ELEMENTS SHOWN HERE ON TA.SECTI 1/RECOMMENDED BY TURE I MANUFACTURER d ARE GENERIC IN NATURE AND MAY NOT BE CON5ISTANT WOOD FLOORS: B.2 CEILIKS WITH ATTIC.ABOVE:PER ENERGY GALLS q9 FIRE PROTECTION: WITH THE ACTUAL STRUCTURAL ENGINEERED REQUIREMENTS 5.5 VAULTED CEILING: PER ENERGY GALLS SEE SHEET G SURFACES.-2 FOR FIRE PROTECTION 6.1 AT TYP.INTERIOR CONDITION. OF ALL EARA&E FOR THIS PROJECT.REFER TO THE STRUCTURAL DRAWINGS, 8.4 KNEE WALLS BETWEEN ATTIC PER ENERGY GALLS SHEET NO. DETAILS AND CALCULATIONS BY OTHERS FOR ALL FLOOR INb OVER FLOOR TRUSSES. AND LIVINb SPADES: REFER TOO GEN GFN ERAL NOTES SECTION bA,AND W I . STGTURAL INFORMATION. STRUCTURAL DRAWINGS BY OTHERS. B.5 FLOOR OVER bARA6E: PER ENERGY GALLS I ......_ IANIELIAN ASSOCIATES 51XTY CORPORATE PARK IRVINE,CALIFORNIA 92606 I5 (1744)474-6030 IS 0 -1 FAX: (44Q)474-1422 5 12 2 4 N1WW.0ANIELIAN.COM ® 4� 2.1 L \ 9 ® I/ D-I 2 Q i PL 0 DANIELIAN ASSOCIATES EXPRESSLY - _.._....-__.__.... RESERVES ITS COMMON LAW - I\ / i�� �____..._...____. SOFFIT/ R WPYRII AND OTHER PROPERTY SOFFIT� i - � - _ 5P RIGHTS IN THESE PLANS THESE _ 20 5PL ..... -.........�- PLANS ARE NOT TO BC REPRODUCED J GHANSED OR COPIED IN ANY FORM E`NjFOR MANNER WHAT50EVER.NOR ARE III j - I I. i \ O _ THEY TO BE A551GNFD TO ANY THIRD IIi IV C ,� 12 ❑❑❑❑❑❑❑ ❑❑❑❑ THEE WIT T FIRST HOUEN PER I LS 2� ❑ ti i ___ AND CONSENT OF DA ELIA�M9510N `� ' � ❑❑❑❑❑�❑ ❑❑❑� n ASSOCIATES. G In 2.2 ❑❑❑❑❑❑❑❑ ❑❑❑❑ L LTON F . I II 19 10 b Ib b 4 -2 - -2 D-4 vFU{4SSIOH� PARTIAL FRONT FRONTILM WITHOUT FENCE 1R, C4879 '9TF(4 C.P114�., NO. DAiE REVISION I 10-14-03 5LD6 DEPT GORR PL.' -... ...... '..... OPTIONAL OR T* AV -.... - PROJECT TITLEAMEDINIGHE� � 4 LA LA&UNA 1- +--; -- ESTATE5 / 'T II II II ' LARGE �I II L-----_. F.F. OPTIONAL FIR OR ALL DA5H TRIM OPTIONAL SLIDING OCCURS ONLY AT GLASS DOOR OR ELEVATIONS'PAGING FRENCH DR .-- PUBLIC,VIEN AND RIGHT REAR OF NAY' PROJECT N0. 05005 LU SHLEI WILL Q U Z -._.. PLAN I J W z 12 0 1 4I 2 4� EXTERIOR - ELEVATIONS O ORIGINAL DATE: s ELEVATION NOTES I y P o ❑❑❑ 41 EXTERIOR MATERIALSi CHIMNEY. ro LI STUOGO 4.I - c 1.2 MANUFACTURED ADHERED STONE VENEER 1.9 MANUFACTURED ADHERED ERIGK VENEER ROOFING: ❑❑❑ ��❑❑ 1.4 I.S SOFFIT CTUREOM OF CANTILEVERED AREAS 5.1 PITCHED F MAN, TILE ROOF AT X.12 SLOPE. 57UGG0 SEGTIRO�A AN,DE7AIL9 AND GENERAL NOTES 4 TRIM, 5.2 PITCHED FLAT TILE ROOF AT X,12 SLOPE. L' 2.1 FASCIA,2x5 REFER TO DETAIL. SEE ROOF PLAN,DETAILS AND GENERAL NOTES g 22 DOORS AND WINDOWS: S7UG40 WRAPPED SECTION 1A. PRINT DATE 0 2"x4"FOAM U.N.O.,SEE DETAILS. NOTE TO ALL SUBCONTRACTORS, c REFER TO ARCHITECTURAL DETAILS FOR FRONT GUTTERS, LOCATION OF MASTOMERIG MEMBRANE 5.1 ALL ROOFS TO BE GUTTERED WITH DOWN SPOUTS UNDER EXTERIOR MATERIALS. L OPT. 2—GAR GARAGE / BONUS ROOM SHEET NO. AS INDICATED ON ROOF PLAN AND DETAILS, A-1 .6 i I5"x24"CORROSION DANIELIAN ASSOCIATES RE515TANT LOUVERED VENTS 4 rib ARCHITECTURE & PLANNING D-I SIXTY CORPORATE PARK ®-- IRVINE,CALIFORNIA 9260E (949)474-6030 FAX: (949)474-1422 AM.VANIEL I AN.GOM Pd UANELIAN A MATES_�PRCss�Y OOPYRI6 AND OTHER PROPERTY R16HT5 IN THESE PLANS.THESE _ - TERMINATE VENEER �" PLANS ARE NOT TO BE REFRODKED AT FENCE LINE,SEE CHANGED OR COPIED IN ANY FORM CIVIL DRAWING FOR OR MANNER WHATSOEVER.NOR ARE --_— ------------------ ——_ —— FENCE LOCATION _ THEY TO 6E A%16tED TO ANY THIRD PARTY WITHOJT FIRST OBTAINING P n s TI7E EXPRESSED WRITTEN PERMISSION i0 AND CONSENT OF DANIELIAN ASSOCIATES. 14"x5`CORROSION RE515TANT EXHAUST VENTS Q (2)LOCATIONS F.F. 6"MAX ABV.SLAB ITOG/FF LEFT p�C gy-Of CP�IFT`. NO. DAIE REVISION I 10-14-05 BLD6 PEPT GORR 15"x24"CORROSION RESISTANT LOUVERED VENTS / 18 12 D-I 4 / � N PROJECI Ili LE LA LACUNA PL ESTATES / 4 LARGE 5 _. D_2 --� 12 PL SOFFIT HDR 1.2 6 PROJECT NO. Q3OOS w J1 m m r 1 SH EE1 l I1 LE Q n ( N pTj I -2 Q TOG/FF F.F Z PLAN I - Q W 5 RIGHT 2 SCALE: 1/4"=I'-O" EXTERIOR ELEVAT1 ON5 ELEVATION NOTES ORIGINAL DATE: EXTERIOR MATERIALS: CHIMNEY: STUCCO 4.1 v 1.2 MANUFACTURED ADHERED STONE VENEER 0 1.5 MANUFACTURED ADHERED BRICK VENEER ROOFIN19: ro 1.4 5.1 PITCHED PROFILE TILE ROOF AT X:12 SLOPE. 1.5 SOFFITS/BOTTOM OF CANTILEVERED AREAS: SEE ROOF PLAN,DETAILS AND GENERAL NOTES ID o ST/GG0 BE TA. o TRIM. 52 PITCHED FLAT TILE ROOF AT X:12 SLOPE. 2.1 FASCIA:2x5 REFER TO DETAIL. SEE ROOF PLAN,DETAILS AND 6ENERAL NOTES g 2.2 DOOR5 AND WINDOWS: STUCCO MAPPED SECTION TA. 2"x4"FOAM U.N.O.,SEE DETAILS. NOTE TO ALL SUBC.ONTRAGTORS: PRINT DATE o REFER TO ARCHITECTURAL DETAILS FOR Ty GUTTERS: LOCATION OF ELA57OMERIC MEMBRANE 0 S.I ALL ROOFS TO BE GUTTERED WITH DOWN SPOUTS UDDER EXTERIOR MATERIALS. AS INDICATED ON ROOF PLAN AND DETAILS. oSHEET NO. A-1 .1 I PERMIT# APPRQVED CITY'Ur LAK�'EL NORE BUILDING DEPT. 5„ DANIELIANASSOCIATES ARCHITECTURE & PLANNING SIXTY CORPORATE PARK IRVINE,CALIFORNIA 42606 PORCH (444)474-6030 kk� SLAB FAX: (444)474-1422 FM WWW.DANIELIAN.COM 1L �' DANELIAN A55GC A'C5 CXPRE55LY N\ RESERVE5 IT5 COMMON LAW _ COPYRIGHT AND OTHER PROPERTY VARIES R16NT5 IN THESE PLANS.THESE P PLANS ARE NOT TO BE REPRODUCED CHANGED OR COPIED IN ANY FORM O OR MANNER WHATSOEVER.NOR ARE THEY TO BE A5516NED TO ANY THIRD PARTY WITHOUT FIRST 013TAINI1,6 THE EXPRESSED WRITTEN PERMISSION AND CONSENT OF DANIELIAN ASSOCIATES. �v Z S" 'C Nr,.C 4829 `; � p Of CALNO. DAl E REVISION 50,.E 1 10-14-05 BLDG DEPT CORR n OPT. BONUS ROOM / 2-GAR GARAGE L PROJECT 11ILE LA LAWNA ESTATES / m m LARGE FOUNDATION NOTES THIS PROFILE 15 FOR -t < H Y PROJECT NO. SLAB DIMENSIONAL INFORMATION ONLY, O�OOa LU REFER TO DRAWIN65 BY OTHER5 FOR ALL r ------ SHED II-iLL Q STRUCTURAL INFORMATION.STRUCTURAL ENGINEER SHALL U PROVIDE ARCHITECT WITH FINAL DRAWIN65 Q 0 PRIOR TO GON5TRUCTION. � Q U1 Q REFER TO CIVIL AND LANDSCAPE DRAWINGS 1n PLAN �N Z FOR ENTRY PORCHES,PATIOS,STOOPS,WALKS Q DRIVEWAYS,KALLS,STEPS,ETC.NOT SHOWN HERE W REFER CIVIL DISH FLOOR FOR ALL BUILDING LOCATIONS, Q GRAVING,AND FINISH FLOOR ELEVATION INFORMATON. O REFERENCE NOTES PARTIAL ® FOR: REFER TO. Gi ._•••.__— z_._„......._..•..•_.. o FOUND,4TION5 a. SYMBOLS AND SHEET 6-1 m ABBREVIATIONS FOUNDATION T-1(INDEYJ FOUNDATION PROFILE INFORMATION 5TRUCTURAL DRAWING/DETAILS Ia I BY OTHERS. 0 GENERAL NOTES SECTION 5A N ORIGINAL DATE: Q FRAMING 5TRUCTURAL DRAWINGS/DETAILS ._.. __._. INFORMATION BY OTHERS _0 GENERAL NOTES SECTION 6A d ELECTRICAL T-1(INDEX)ELECTRICAL PLANS 1'-g° B'-2' I.-b. 4'-10" I'-G' INFORMATION 6-1 and GENERAL NOTES SECTION 16A CEILING VOLIMIE/ G-I,and FLOOR PLAN --- "'--'�- eD INTERIOR SHE p INFORMATION INTERIOR FIN15H GENERAL NOTES SECTIONS 9,IOA o SCHEDULE EXT.HARDSCAPE, LANDSCAPE DRAWIN65 BY OT E O 5TEP5 ,PLANTERS, CIVIL DRAWIHISS BY OTiER5 .. a ETC. �_.....__ .. .......__... .....__,._. 'w PRINT DATE FIREPLACE 6-I and GENERAL NOTES SECTION IOA INFORMATION � NOTE: EXTERIOR ELEVATION'A'SHOWN PARTIAL FOUNDATION PROFILE SHEET NO. O SEE ALTERNATE PLAN SHEETS FOR ALL SCALE: 1/4 I O ALTERNATE PLAN AND ELEVATION II— I II ' CHANGES. — — [lot 0 DANIELIAN ASSOCIATE — ARCHITECTURE & PLANNING iv SIXTY CORPORATE PARK IRVINE,CALIFORNIA d12606 (R4-V 474-6030 4 (/j i 0'-0" fir//// FAX (44diJ 474-1422 WM PANIEL IAN.COM ` � a �� ❑ 0 DANIELIAN ASSOCIATES LAPRE55'Y RESERVES ITS COMMON LAW ,gyp COPYRIGHT AND OTHER PROPERTY ry�TN - THESE RE PLANS ARE NOT TO BE PRODUCED TN Q GHANI OR COPIED IN ANY FORM Q OR MANNER WHATSOEVER RE NOR A 2 - GAR GARAGE BONUS ROOM - THEY TO BE A5516H TO ANY THIRD PARK WITHOUT FIRST OBTAINING 9'-0" CLG 9'-O" CLG THE EXPRESSED WRITTEN PEiM155ION (FROM T.O.C.) AND CONSENT OF DANIELIAN ASSOCIATES. Ck�)1;.-3:0 ae .rF OF CPUI� -..50'-O"- - NO. DATE REVISION 1 10-14-03 BLD6 DEPT GORR 2 OPT. 5ONU5 ROOM / 2-GAR GARAGE I PROJECT TITLE LA LACUNA ESTATE5 / -- LARGE PROJECT NO. 05005 v � rrjj SHLEI -1T,L 0i ❑ 5-GAR GARAGE -- ... PLAN 9'-0" CLG Q(FROM T.O.C.) w L' - ARC SOFFIT BRICK - z n SEE I! VENEER REFERENCE NOTES AT TERMINATE VENEER E`EV. SEE�XT. PARTIAL O FENCE LINE,SEE FOR �rEe TG CIVIL DRAWING FOR Q FLOOR FENCE LOCATION O PLANSIL SYMBOLS AND SHEET G-I ABBREVIATIONS e FOUNDATION T-1(INDEX)FOUNDATION PROFILE I5 INFORMATION STRUCTURAL DRAWING/DETAILS BY OTHERS. 8010 c GENERAL NOTES 5EGTION BA ORIGINAL DATE: lk FRAMING STRUCTURAL DRAWINGS/DETAILS _- IGOTO INFORMATION BY OTHERS BRICK `o GENERAL NOTES 5E0TION 6A VENEER O __ ELECTRICAL T-1(INDEX)ELECTRICAL PLANS SEE EXT. - - - - -� INFORMATION 6-1 and GENERAL NOTES 5ECTION 16A �"�' 4'-0" 6'-6" 0 CEILING VOLUME/ 6-I,and FLOOR PLAN a0 INTERIOR SHELF 19'-0" _ G INFORMATION O INTERIOR FINISH GENERAL NOTES SECTIONS 9,IOA SCHEDULE v EXT.HAROSCAPE, LANDSCAPE DRAWING5 BY OTHERS STEPS,PLANTERS, CIVIL DRAWINGS BY OTHERS --_- -- a ETC. PRINT DATE 0 FIREPLACE G-I and GENERAL NOTES SECTION IOA m INFORMATION EXTERIOR ELEVATION'A'SHOWN PARTIAL FLOOR PLAN SEE ALTERNATE PLAN SHEETS FOR ALL SHEET NO. A ALTERNATE PLAN AND ELEVATION SCALE: 1/411�1 1-O II CHANGES. i L. __-" DANIELIANASSOCIATES APPLIED LOUVERED ARCHITECTURE & PLANNING SHUTTERS APPLY I ELA5TO-t,M C, MEMBRANE SIXTY CORPORATE PARK UNDER ENTIRE 6 n 20 IRVINE,CALIFORNIA 42bOb AREA OF SHUTTER (R49)474-6030 — _ FAX: (q44)474-1422 I I WWW.DANIELIAN.GOM I I _HLIA ,�.1L,ATESE-R55SLY w RESERVE5 ITS COMMON LAW COPYRISHT AND OTHER PROPERTY �- RIbHTS IN THESE PLANS,THESE \\ CHANGED OR COPIED IN ANY FORM - - PLANS ARE NOT TO D L D PL pL OR MANNER WHATSOEVER.NOR ARE _.. . ��� THEY TO BE ASSISNED TO ANY THIRD —. I ' SOFFIT PART-WITHOUT PIRST OBTAINING EAVE - I — THE O WRITTEN PERMISSION 4 - - I -�-- AND CONSENT OF DANIELIAN VALLEY . �� \ \ \ ... \ ASSOCIATES. II\F V_ I R DI T II n T It 3 D6I Q fi I E--=�� E= � I Q V I ET `.DUI.N—C- .O. /PP F.F WFPOf ESSIO,y�! O I e� LL DI I-T-..—TT — Q4 D pcw')y LL_._1T -1 D-251M s P rf Oi CPUf� 5 SAVE I' "TYP. D-I (TfPJ EAVE FRONT N0 OPT. 2-GAR GARAGE / BONUS ROOM . DATE REVISION I 10-14-03 BLD6 DEPT GORR ROOF PLAN "B" 0 50ALE: 1/8"=1'-O" PROJECI 111LE AREA I - AT ELEVATION 115" LA LACUNA ANTIC VENTILATION 0ALOULA<TION5 ESTATES / .._... _ LARGE Attic Area•25,12 sq.ft.x144-544446 eq.In. Total Attic Vent Regvlred: 52 Section 1505.3(1/500th RWe)• 5'14.06 5q.In.High Vant 12 5T4.06 5q.InLow Vont 12 4 r 1146.16 Mlnlmum Total High+Low vent 4 r PROJECT NO. 03008 Total Attic High Vent Provided(1/500th Rule): � w 4 6ab1e End Ventre: 14x24 each•168 sq.In.6T2 eq.In. 19_ l-5 '2"T SHE.L-1 LE. High Attic Vent Provided(1/500th Rvle): &'12 sq.In. PL 2 _ _. .._. _......_. __..._._...._ SOFFIT O Total Attic Low Vent Provided(1/500th RW.): 5 Dormer Vents.(Hall Rovnd)24"x12"each a 155 sq.In.615 aq.In. Q Low Attic Vent Provided(113001 Rvls): 6T5 11 In. ��1T FLAN Q Total Attic Vent Provided 0/500th Rule): 1541 sq.in. w ZLLB 000 00 4 d T.0 /PP' EXTERIOR ELEVATION5 m Ial l.5 L.J M -I -2 51M o ORIGINAL DATE: ELEVATION NOTES FRONT EXTERIOR MATERIALS, CHIMNEY: c I.1 STUCCO 4.1 1.2 MANUFACTURED ADHERED STONE VENEER SCALE: I/`F'I I'-O" 0 1.5 MAHJFAGTIRED ADHERED BRICK VENEER ROOFING, 1.4 - 1.5 SOFFIT6/50TTOM OF CANTILEVERED AREAS: 5.1 PITCHED PROFILE TILE ROOF AT X,12 SLOPE. STUCCO SEE ROOF PLAN,DETAILS AND GENERAL NOTES o SECTION'1A. TRIM: 5.2 PITCHED FLAT TILE ROOF AT X:12 SLOPE. 2.1 FASCIA:2x6 REFER TO DETAIL. SEE ROOF PLAN,DETAILS AND 6ENERAL NOTES 2.2 DOORS AND WINDOWS: STVCGO WRAPPED SEGTION'IA. 0 2"x4"FOAM U.N.O.,SEE DETAILS. NOTE TO ALL SU5CONTRA4TOR5: PRINT DATE o REFER TO ARCHITECTURAL DETAILS FOR &UTTERS. LOCATION OF ELASTOMERIG MEMBRANE 5.1 ALL R'*F5 TO BE&UTTERED WITH DOWN SPOUTS UNDER EXTERIOR MATERIALS. AS INDICATED ON ROOF PLAN AND DETAILS. SHEET N . �t-I.10 i 15"x24"CORROSION PZ515TAHIT LOUVERED VENTS DANIELIAN ASSOCIATES ARCHITECTURE & PLANNING SIXTY CORPORATE PARK IRVINE,CALIFORNIA-12606 (449)474-6030 FAX: (44-1)474-1422 MKOANIELIAN.COM Fj DANIELIAN A55 IATE5 EXPRESSLY RE5ERVE5 ITS COMMON LAW COPYRIGHT AND OTHER PROPERTY --------------__-. __ -- ___-__--___ - PLANS ARE NOT TO BE REPRODUCED V CHANGED OR COPIED IN ANY POW OR MANNER NWA75OEVER.NOR ARE THEY TO BE ASSIGNED TO ANY THIRD PARTY WITHOUT FIRST OBTAINING 4 THE EXPRE55ED WRITTEN PERMISSION 111 AND OON5ENT OF DANIELIAN TOG/I`F ASSOCIATES. LEFT SCALE: 1/4' I'—O" v".'1 ...4e9P n w A LIAN s C 4829 n 9 ?P Cf CAL NO. DAIE REVISION 1 10-14-03 BLDb D£PT CORR I6"x24'CORM051ON - RE515TANT LOUVERED VENTS 18 D-1 PROJECT TITLE LA LACUNA E5TATE5 / 12 PL LARGE 1 II it r PROJECT NO. 0500a ' I STIEEI HILL J 1 - I z PLAN 4 T-- J W 2: 0 N RIGHT EXTERIOR SCALE: I/4"=I'-o" ELEVATI ON5 I�I _a ELEVATION NOTES ORIGINAL DATE: EXTERIOR MA7ERIAL5. CHIMNEY: LI STUCCO 4.1 - ap 1.2 MANUFACTURED ADHERED STONE VENEER IS MANUFACTURED ADHERED BRICK VENEER ROOFING: c 1.4 - 5.1 PITCHED PROFILE TILE ROOF AT X:12 SLOPE. IS 90i`FITS/BOTTOM OF CANTILEVERED AREAS: SEE ROOF PLAN,DETAILS AND GENERAL NOTES STJGGO SECTION'TA. 4c TRIM, 52 PITCHED PLAT TILE ROOF AT X:12 SLOPE. a` 2.1 FASCIA:2xS REFER TO DETAIL. SEE ROOF PLAN,DETAILS AND GENERAL NOTES c 2.2 DOORS AND WINDOWS: STUCCO WRAPPED SECTION 7A. PRINT DATE M 2"x4"FOAM U.N.O.,BEE DETAILS. NOTE TO ALL SUBCONTRACTORS: REFER TO ARCHITECTTJRAL DETAILS FOR GUTTERS: LOCATION OF ELASTOMERIG MEMBRANE 3.1 ALL ROOFS TO BE GUTTERED WITH DOWN SPOUTS UNDER EXTERIOR MATERIALS. 0 SHEET NO. AS INDICATED ON ROOF PLAN AND DETAILS. A-I.II i F 11 -lk DANIELIAN ASSOCIATES 5 ARCHITECTURE & PLANNING SIXTY CORPORATE PARK IRVINE,CALIPORNIA 42606 (444)474-6030 PORCH PAX: (444)474-1422 �a SLAB lNWW.DANIELIAN.GOM I- r, VANIELAN ASSOCATE5 EXPRE55LY IL RESERVES ITS COMMON LAW 'A COPYRI6HT AND OTHER PROPERTY — RIGHTS IN THESE PLANS.THESE -- PLANS ARE NOT TO BE VARIES HANGED OR OPIED INRANYWO FORM V Q OR MANNER WHATSOEVER.NOR ARE i0 THEY TO BE A5516NEP TO ANY THIRD PARTY WITHOUT FIRST OBTAINING THE EXPRESSED WRITTEN PEW155ION AND CONSENT OF DANIELIAN ASSOCIATES. Z � �,hUFLa51U,ygl ............. -- -- 0 ._....__.___.-.. _...__._.. ----..I HUt C. "s — U........... ........_..--...._-.__ .__._........ ..-....-. ..... __.._._. m l�o :eae rFOF CALIF�a 21:-0:: 10:i:: Bo'-0" NO. DATE REVISION 1 10-14-05 BLD,S DEPT COR OPT. BONUS ROOM / 2-GAR GARAGE PROJECT 1ITLE LA LA6UNA ESTATES / " LARGE FOUNDATION NOTES y � POROH q r 5LAS r 03008 THIS PROFILE 15 FOR — PROJECT N0. DIMENSIONAL INFORMATION ONLY, v w REFER TO DRAWINGS BY OTHERS FOR ALL Q 5TRUCTURAL INFORMATION.STRUCTURAL EN6INEER SHALL 5 U PROVIDE ARCHITECT WITH FINAL DRAWIN6 y. 4 51 II.I. LE O PRIOR TO CAN IG 5TWTION. rn < REFER TO CIVIL AND LANDSCAPE DRAWIN65 I /.A� Z FOR ENTRY PORCHES,PATIOS,STOOPS,WALKS -- -- - PF../ �N Q DRIVEWAYS,WALLS,STEPS,ETC,NOT SHOWN HERE w REFER TO CIVIL DRANINGS FOR ALL BUILDING LOCATIONS, Q Q 6RADIN6,AND FINISH FLOOR ELEVATION INFORMATION. REFERENCE NOTES Q PARTIAL FOR: REFER TO: O _ ...... .......................... - FOUNDATIONS SYMBOLS AND SHEET 6-1 ti ABBREVIATIONS m FOUNDATION T-I(INDEX)FOUNDATION PROFILE INFORMATION 5TRUCTIIIRAL DRAWING/DETAILS 1/' 1 BY OTHERS. v GENERAL NOTES SECTION 5A c:l - - -'- ORIGINAL DATE: FRAMING STRUCTURAL DRAWINGS/DETAILS -' INFORMATION BY OTHERS o GENERAL NOTES,SECTION 6A _-. ELECTRICAL T-I(INDEX)ELECTRICAL PLANS INFORMATION 6-I and 6ENIERA.NOTES SECTION I6A 4'-O` ww. N a CMILINS VOLUME/ SHELL. 6-I,and FLOOR PLAN 0 ITERIOR NFORMATION - M o INTERIOR FINISH GENERAL NOTES SECTIONS 9,ICA o SCHEDULE E AWINGS EXT.HARDSCAPE, LANDSCAPE DR BY OTHERS �'-O' o STEPS,PLANTERS, CIVIL DRAWIN65 BY OTHERS R ETC. PRINT DATE FIREPLACE G-I and GENERAL NOTES SECTION IOA o_ INFORMATION TE PARTIAL FOUNDATION PROFILE � ; SHEET N0. EXTERIOR ELEVATION'A'SHOWN SEE ALTERNATE PLAN SHEETS FOR ALL ALTERNATE PLAN AND ELEVATION CHANGES. SCALE: I/4 -IO fit-1.12 I i 9'-0" CLG I Ix 0I DEN LIVIN6 Fl T9,-0" CLG ...... 9,-0" CLG L_ -... — --- -- DANIELIANASSOCIATES b ARCHITECTURE & PLANNING in n SIXTY CORPORATE PARK IRVINE,CALIFORNIA 412606 -- r' (94R)474-60.50 n Y P FAX: (a4a)474-1422 Q 10'-0' CY/// kW4A.DANIELIAN.COM 0 DANIELIAN ASSOCIATES EXPRESSLY RESERVES ITS COMMON LAW COPYRIGHT AND OTHER PROPOPERTRT Y RIGHTS IN THESE PLANS.THESE PLANS ARE NOT TO BE REPRODIKED _- IV LHANb OR COPIED IN ANY FORM 1V 4 OR MANNER WHATSOEVER.NOR ARE 2 - GAR GARAGE BONU5 ROOM THEY TO BE ASSIGNED TO ANY THIRD PARTY WITHOUT FIRST OBTAINING 9'-D" CLG J-O" CLG THE EXPRESSED WRITTEN PERMISSION (FROM T,O.C.) AND CONSENT OF DANIELIAN ASSOCIATE5. .. p ..,__..,....—_..... ARDWRC r _ caer+ F, •'6 tFOF CAUFa� 20, NO. DATE REVISION 1 10-14-03 1 BLD6 PEPT OORR L OPT. BONUS ROOM / 2-GAR GARAGE LrL L1 LL-II:I L L i; �X=1LL-BED 5 /I DEN F LIVING PNUJLC11IILE •— 9'-0" CLG JL 9'-0" CLG 9'-0" CLG `x a� LA LACUNA U \� �t-ei'lESTATES / LARGE a N v 10'-0" PROJECT N0. 05005 o 5-GAR GARAGE �, - v ¢ -- PLAN ¢ 9'-0" CLG w (FROM T,O.C.) SOFFIT AT Q S,_O 6 STONE SOFFIT NT m REFERENCE NOTES VENE TERMINATE VENEER SEEEXIT. B' N AT FENCE LINE,SEE ELEV. PARTIAL � CIVIL DRAWING FOR FOR. REFER TO. PENCE LOCATION Q a.a. SYMBOLS AND SHEET 6-I•• Q FLOOR ABBREVIATIONS PLANS FOUNDATION T-1(INDEX)FOUNDATION PROFILE INFORMATION STRVCTURAL DRAWING/DETAILS Ic I e+f BY OTHERS. 60T0 g GENERAL NOTES SECTION SA a FRAMING STRUCTURAL DRAWINGS/DETAILS 160,70 L 1 L.e"i 11 -- -'-- ORIGINAL DATE: a INFORMATION GENERAL NOTES SECTION 6A O O _ y/ Lli�1 1Ib' 5'-2" ELECTRICAL T-1(INDEX)ELECTRICAL PLANS INFORMATION 6-I and GENERAL NOTES SECTION 16A CEILING VOLUME/ 6-I,and FLOOR PLAN 19'-0" G INTERIOR SHELF INFORMATION ------- C INTERIOR FINI5H GENERAL NOTES SECTIONS A,IOA 91'-0• SCHEDULE T EXT. BY OTHERS HARDSGAPE, LANDSCAPE DRAWINGS _ gg PS,PLANTERS, CIVIL DRAWINGS BY OTHERS .._ .. .._ 50'-O• STEPS cFIREPLACE 6-I and GENERAL NOTES SECTION IDA PRINT DATE c INFORMATION ..._. EXTERIOR ELEVATION'A'SHOWN PARTIAL FLOOR PLAN SHEET NO. SEE ALTERNATE PLAN SHEETS FOR ALL SCALE: I/4 I o fit-I .13 ALTERNATE PLAN AND ELEVATION I I- I I CHANGES. - - i I 1 I I I I I 1 I I DANIELIAN ASSOCIATES ARCHITECTURE & PLANNING 5IX7Y CORPORATE P ARK RVINE CALIFORNIA26O6 (q411)474-6050 APPLIED LOUVERED SHUTTERS APPLY '- FAX: (R49)474-1422 DI �P VZ ELASro-MER1c MEMBRANE MADANIELIAN.COM It LINE OF WALL UNDER ENTIRE 16 IT 20 VALLEY AREA OF SHUTTER -9 D- D-3 rG` CA4IELIAN ASSOCIATES EXPRESSLY s _ DI LINE OF ROOF RIGHTS IN NT PROPERTY THESE PLANS,T AND OTHER HESE 9 PLANS ARE NOT TO BE REPRODUCED DI I CHANGED OR COPIED IN ANY FORM OR MANNER WHATSOEVER.NOR ARE THEY TO BE ASSIGNED TO A14Y THIRD PARTY WITHOUT FIRST OBTAINING THE CONSENT OF VAWELIAN ITTEN MISSION AND I(� D PL a pL AssouATEs,��— TT--�a ____________7 50FFIT - I 5 EAVE _ F QaOFESSp D' ITrPJ tr 0 I URC. £ _j 0 0 m *� �\p T.O. /PPF P.P 'rap�CAllw� 4 IQ A -2 91M NO. DATE REVISION I 10-14-05 BLD6 DEFT GORR ROOF PLAN "C" L FRONT SCALE: I/S"=1'—O" OPT. 2—GAR GARAGE / BONUS ROOM AREA I - AT ELEVATION "G" ATTIG VENTILATION CALCULATIONS PROJECT TITLE LA LA&UNA Attic Ara..2392 G.I.ft..144=34444b Sq.In. ESTATES / Total Attic Vent Required: LARGE Section 1505.5(I/500th Rule): 514.06 Sq.In.Hlgh Ven! 5T4A6 Sq.In.LDW Vent 1146.16 Minimum Total High.L..Vent Total Attic High Vent Provided(1/500th Rule), 4 bable End Vents, 14x24 each a 165 eq.In.6T2 OR.In. 9 95 High Attic Vent Provlded O/500th Rule): 6T2 sq.ln. Total Attic Low Vent Provided(1/500th Rule): OUTLOOICER - PROJECT N0. 05008 2 W 5 Dormer Vents:(Hal}Round)24'x12'each s 155 eq.In.6T5 eq.In. 4 `l g m Attic Vent Provided(I/50oth Rule), 6T5 sq.In. SHEET 111 LE __- „- PL. U Total Attic Vent Provided(1/500th Rule), 1541 eq.In. IT P�---. [] PLAN W 90FFIT ROOF PLAN / _ EXTERIOR ELEVATIONS ItTA /FF F.F I G I v a ELEVATION NOTE °�r D 4 6 ORIGINAL DATE: l= NY -2 - 51M -2 SIM EXTERIOR MATERIALS, CNINMEY,1.1 5TXCIO 4.1 - FRONT 1.2 MANUFACTURED ADHERED STONE VENEER1,5 MANUFACTURED ADHERED BRICK VENEERROOFINb, SCALE: I/4"—I'—O"1.4 -I,S SOFFI75/BOTTOM OF CANTILEVERED AREAS, 5.1 PITCHED PROFILE TILE ROOF AT X,12 SLOPE. SEE ROOF PLAN,DETAILS AND&ENERAL NOTES STUCCO SECTION TA. TRIM, 5.2 PITCHED FLAT TILE ROOF AT X:12 SLOPE. 2.1 FASCIA,2x& REFER TO DETAIL. SEE ROOF PLAN,DETAILS AND OrNERAL NOTES 2.2 DOORS AND WINDOWS: STUCCO W PRINT DATE RAPPED SECTION TA. g 2"x4'FOAM U.N.O.,SEE DETAILS. NOTE TO ALL 5UBCONTRACTORS, c REFER TO ARCHITECTURAL DETAILS FOR SUTTERS. LOCATION OF ELASTOMERIG MEMBRANE 5.1 ALL ROOFS TO BE SUTTERED WITH DOWN SPOUTS UNDER EXTERIOR MATERIALS. AS INDICATED ON ROOF PLAN AND DETAILS. SHEET NO. -1 .14 DANIELIAN ASSOCIATES ION24"CORROSION ARCHITECTURE & PLANNING RESISTANT LOUVERED VENTS SIXTY CORPORATE PARK IRVINE,CALIFORNIA 92606 (444)474-6090 12 FAX (949)474-1422 AAA.DANIELIAN.CCM 4 FIL D DANELIAN ASSOC AYES CXPRESS_Y .__ _------- PL RESERVES ITS COMMON LAW COPYRIGHT AND OTHER PROPER' - RIGHTS IN THESE BANS.THESE PLANE ARE NOT TO BE REPRODUCED CHANGED OR COPIED IN ANY FORM OR MANNER WHATSOEVER.NOR ARE . ———————————— — THEY TO BE AW16NED TO NY THIRD S = PARTY WITHOUT FIRST OBTAINING C THE EXPRESSED WRITTEN PERMISSION AND CONSENT OF DANIELIAN ABSOOIATES. 9 (T1 TOG/FF LEFT rw y'a tiw r g ki ER C. ;UF CAL1F0� NO. UAIE REVISION I 10-14-05 51-176 DEPT CORR 15"x24'GORR0910N RESISTANT LOUVERED VENTS Ib_ L..=J PkOJECI 1,1LE PL LA LACUNA ESTATES LARGE --- --- --- — — ---------- PROJECT NO. 05008 Q - B TOG/FF SHLLI IIII1 O O J PLAN I w RIGHT 5GALE: 1/411=I'—O" o ELEVATION NOTES EXTERIOR ELEVATiON5 EXTERIOR MATERIALS: CHIMNEY, I�I Mo I.I STUCCO 4.1 - 1.2 MANUFACTURED ADHERED STONE VENEER v IB MANUFACTURED ADHERED BRICK VENEER ROOFING: ORIGINAL DATE: 1.4 - 5.1 PITCHED PROFILE TILE ROOF AT X:12 SLOPE. 15 SOFFITS/BOTTOM OF CANTILEVERED AREAS: SEE ROOF PLAN,DETAILS AND GENERAL NOTES } STUCCO SECTION TA. Yj TRIM. 5.2 PITCHED FLAT TILE ROOF AT X.12 SLOPE. 2.1 FASCIA:2x5 REFER TO DETAIL. SEE ROOF PLAN,DETAILS AND&ENERAL NOTES 2.2 DOORS AND WINDOWS: STUI WRAPPED SEGTION'IA. 0 2"x4"FOAM U.N.O.,SEE DETAILS. NOTE TO ALL SUBGONTTtAGTORS: REFER TO ARCHITECTURAL DETAILS FOR &UTTERS: LOCATION OF ELASTOMERIG MEMBRANE 9.1 ALL ROOFS TO BE&UTTERED WITH DOWN 5POUT5 UNDER EXTERIOR MATERIALS. 0 A5 INDICATED ON ROOF PLAN AND DETAILS. a o PRINT DATE o SHEET NO. 501_0.. . i B t GONG.STOOP MOR DANIELIAN ASSOCIATES -------- ARCHITECTURE & PLANNING SIXTY CORPORATE PARK AT EXTERIOR SLAB, IRVINE,CALIFORNIA g2606 6"MIN(CSC 206 a 1606.1) (174q)474-6030 T 1/2"MAX 2"BELoW SCREED FAX. (q4q)474-1422 SEE DETAIL Ip PgMX>ANIELIAN.COM 10 DANIEL,AN ASSOCIATES EXPRESSLY RESERVES ITS COMMON LAW COPYR16Hr AND OTHER PROPERTY RI&NTS IN THESE PLANS,THESE r__- PLANS ARE NOT TO BE REPRODUCED CHANGED OR COPIED IN ANY FORM OR MANNER WHATSOEVER,NOR ARE THEY 6NED TO ANT PARTY AIBTHOVrFIIRSTT OBTAINING THIRD THE E%PRESSED YRHrTEN PERMISSION AND CONSENT OF DANIELIAN ASSOCIATED. I I I � L_ J VERIFY ELECTRICAL T OQgOt f.'�/ay REQUIREMENTS ATKITOHENI SEENERAL GS NTTRACTOR A pc �5 W P N•OF C.A lP�a\ SLAB ON&RAVE. (REFER TO STRUCTURAL NO. DATE REVISION DRAWINGS BY OTHERS) I 10-14-05 BLD&DEPT 00RR I'll 6 9 8 FOR SPECIFIC CONDITIONS AT EXTERIOR SLAB: AT PORCH- SHEETS 6"MIN(GBG 206 a 1606.10 maw A-2.1,A-2A AND A-2.15 T I/2"MAX 2"BELOW SCREED WE DETAIL _mil PROJECT TITLE 10„ LA LACUNA E5TATE5 / " LARGE gl 0 FOUNDATION NOTES 9L B II N PROJECT NO. O�OOS THIS PROFILE 15 FOR �Y �Y PIMLN51ONAL INFORMATION ONLY. .STOOP V IN 4 w REFER TO DRAWINGS BY OTHERS FOR ALL ry ry FF SHELi i'I �L. Q 5TR11GT11RAL INFORMATION.STRUCTURAL ENGINEER SHALL Ucl) PROVIDE ARCHITECT WITH FINAL DRANIN65 Q O PRIOR TO CONSTRUCTION. a T'-II�' I' �" v PLAN //� N REFER TO CIVIL AND LANDSCAPE DRAWINGS 'Q 2-0 1 L/ •� ` a FOR ENTRY PORCI£5,PATIOS,STOOPS,WALKS O Z DRIVEWAYS,WALLS,STEPS,M.NOT SHOWN HERE - a T�-2" - - W REFER TO CIVIL DRAWIN65 FOR ALL EUILDIN6 LOCATIONS, 2 GRADING,AND FINISH FLOOR ELEVATION INFORMATION. REPERENGE NOTES FOUNDATION FOR: REFER TO: PROFILE SYMBOLS AND SHEET&-h a ABBREVIATIONS FOUNDATION T-I(INDEX)FOUNDATION PROFILE IW 4'-0"' 1'-6' 2'-O" m .. INFORMATION STRUCTURAL DRAWING/DETAILS v BY OTHERS. - �- 6ENERAL NOTES SECTION SA h A i4V ORIGINAL DATE: FRAMING STRUCTURAL DRAVIIN&S/DETAILS - — INFORMATION BY OTHERS 0 6ENERAL NOTES 5ECTION&A B 16,_2„ ELECTRICAL T-1(INDEX)ELECTRICAL PLANS -Q.6 INFORMATION 6-1 and GENERAL NOTES SECTION 16A o CEILING VOLUME/ 6-I,and FLOOR PLAN o INTERIOR SHELF Q -- -- 1 10'-0' 20'-6' D INFORMATION 0 � INTERIOR FINISH GENERAL NOTES SECTIONS 9,IOA D SC IEVULE EXT.HARDSCAPE, LANDSCAPE VRAWINSS BY OTHERS ` STEPS,PLANTERS, CIVIL DRAWINGS BY PERMIT# Y OTHERS ETC. l.� I PRINT DATE c FIREPLACE 6-1 and GENERAL NOTES SECTION IOA CINFORMATION y APPWVED EXTERIOR ELEVATION'A'SHOWN FOUNDATION PROFILE A 5EE ALTERNATE PLAN SHEETS FOR ALL CITY 6r LAKE ELSINORE II— I II SHEET N0. ALTERNATE PLAN AND ELEVATION l SUILDINO DEPT. 50ALE: 1/4 -I -O .HAN6E5. Sol-O.. B t'-T -2b tlor TUB A/C ADVER FYLOG TIONCON L ¢ SCSI XOX 6080 (TEMP) 40500 (TEMP) 605 5L DANIELIAN ASSDCIATES _. ARCHITECTURE L L L. 6000 56D OR 6060 FR DR (TEMP) L L L L L_ L o2 D -,n SIXTY CORPORATE PARK L L L L L m IRVINE,CALIFORNIA 42606 L L L L L L L L Wi _ (a4R)474-6030 FAX: (R4B)474-1422 L L L IL ILL vNET-:-may____ SA SOFFIT FAMILY LLL ° .I O 2'-0" IIZ" O AT -0" M EEC) WNIW.DANIELIAN.GOM 42"NIEH I I 9'-0" CIL ... o n L/ 9'-0" CLG COUNTER LLL _ . .... L L; N 9'-0" CLG ,V O DANIELIAN A550C ATE-5 EXPRE%LY TOP A/2X6 WALL L , • L :_I • I IA J RESERVES ITS COMMON LAW BELOW L L L L L L._L LI 1 —r n COPYRIbHT AND OTHER PROPERTY F n RIGHTS IN THESE PLANS.THESE FIREPLACE- I PLANS ARE NOT TO BE REPRODUOED B6"BOX- L L I L L — I O L CHAN6ED OR COPIED IN ANY FORM "SUPERIOR" L L L I -9"� b OR MANNER WHATSOEVER.NOR ARE I.GB.O. L L Isl LLL THEY TO BE A%161ED TO ANY THIRD MER5159 1 I I B'-0 '-0 5y7" I'-10' 10'-0' PARTY WITHOUT FIRST OBTAINING 4 LL IILLL T - TILE HEARhl L L 1 1 LLL O _ THE CONSENT O VANI N FERMI%ION AND CONSENT OF DANIELIAN SHELF j : ASSOCIATES. TOP AT l'-4" S .. .. �r-\L L L I ii Bp"xB0" Ii OPEN TO L L_ I 11 IATTIC I! O DINING - k ACCESS I IN — L L_L_L_L L L-L k' �Y4ALK—I; - ry r larA m LLL-L_LLLL °%"W� t� - ° -ll_ 9' 0" CLG ti 4'-4' m p'-T' LLL L L L_L_L �J AT SHT A-2.4 DI IN6 n I � L L L L L L L CAO IB FACE FRAME ` F . 9'-0" CLG y co>rs To2 SOFFIT " SHELVES NO. DATE REVISION VERI Q SOFFIT SAOT 010 , AT e:_O:: L- in =__. _-_-'- -': n I 10-14-05 51-06 DEFT CORR A /11ZT %1G -- d� BOA TOP AT 8'-0" - 0 501-FIT --'--s v 5PL AT l'-6• ry AT 8'-0" n n n BOT AT 5'-O" 4'-10" —_ - _ b SOFFIT -56"LOW WALL — 7 Q AT p'-O' i 21710: 6,-O, S,_l„ LIVING DEN 5- BED 3 s 9'-0" CLG 9'-0" CLG L_9- I \xf F ;� Q 49'-0" CLG SEE OPTONAL L L LLI r, ii 0 5"♦DRYER VENT BED 4(63y _ L iI PROJECT TITLE -.......... AT 5NT A4.4 II (PROV DE A AIR L l 4 `T LA LA6UNA 5080 DO - ESTATES / ' �'PLATFORM BoSo TH FIRERATED LARGE AREA CALCULATIONS /4"TH BEHIND /4'THK 2868 SW TIGHT FITTING CLG YV SELF CL05URE 5TANDARD PLAN 6 415" z-I' 2'-I0' TOTAL LIVING AREA 2032 50.F7 r 6'-4" 14'-4" 05005 9--AR 6ARA6E SIR 50.F7 ///�j PROJECT N0. U) — w COVERED PORCH 82 SO.FT VERIFY BIZE SHEEI 111LE ¢ SEE OPTIONAL HW PLUMBER NBED 5/OFFICE AT 5HT A-2.6 3—GAR GARAGE z O STANDARD LIVING AREA 2092 50.FT. SOFFIT-SEE � 9'-0" CLG � PLAN 2 w OPTIONAL BED 9/OFFICE 200 S0.FT. EXT.ELEV. (FROM T.O.C.) 20'-0"x2O'-0"CLR.MIN. Q 2-GAR 6ARA6E 421 5O.PT T-2" SSE HEEFIRE TECTIONN OF G xp" ION ALL 6ARA6E SURFACES R.E515 NT REFERENCE NOTES TOTAL LIVINb AREA 2292 50.FT. 121 L VENTS T 6" L A-V' r El SLAB FLOOR a 'SYMBOLS AND SHEET 6-I O STANDARD LIVING AREA 2052 SO.FT. TERM TIE VENEE PLAN ABBREVIATIONSAT OPTIONAL RETREAT NO 50.FT ADDED polo _ GIVILE E LING PC R � v FOUNDATION T-I(INDEFOUNDATION PROFILE F IAI I INFORMATION STRUCTURAL ORAAIN6/DETAILS 9 VE ATION BY OTHERS. _ Oo GENERAL NOTES SECTION BA _2. / ORIGINALAH DATE o FRAMING 5TRUCTURAL DRA^N&S/DETAILS INFORMATION INFORMATION BY OTHERS O STANDARD LIVING AREA 2052 S0.FT. 0 GENERAL NOTES SECTION 6ASTUCCO � OPTIONAL BED 4 NO$0.FT ADDED 2'-0' -l'-II I'-p�' :_2. 912' '-?• WAINSCOT ExT� E ELEV. A ELECTRICAL T-1(INDEX)ELECTRICAL PLANSFXT INFORMATION 6-I and GENERAL NOTES SECTION I6A l'-2" 10'-0" SEE ELEVATION ON 2O,-0,: N II'-8' � CEILING VOLUME/ 6-1,aid FLOOR PLAN __._....... ._......... o INTERIOR SHELF H LF Ip'-1o" 5112" o ..._._ _... m E INTERIOR FINISH 6ENERAL NOTES SECTIONS R,ICA I 0 5GHEDULE _...._..-_...... EXT.S,PLANTERS, LANDSCAPE DRAWINGS E OTHERS STEPS,PLANTERS, CIVIL DRAWINGS BY OTTERS -_-- a ETC,. PRINT DATE FIREPLACE 6-I and GENERAL NOTES SECTION ICA INFORMATION -- EXTERIOR ELEVATION'A'SHORN FLOOR PLAN SHEET NO. /� a SEE ALTERNATE PLAN SHEETS FOR ALL SCALE: I/4"—I'—O 11 A-2.2 ALTERNATE PLAN AND ELEVATION GNANbES. �J v L-J L_L L [elk AL L-r, l D _LI x l I p� DANIELIAN ASSOCIATES ARCHITECTURE & PLANNING LIVING L� \xl I 9'-0" CLG SIXTY CORPORATE PARK g'-0" CLG `"-L'- — r� ;; IRVINE,CALIFORNIA 112606 - �I (949)474-6030 BE D 4, L FAX: (94R)474-1422 BE CLG L_ '' AAA.VANIELIAN.COM 506a ? _ - _ �(g DANIELIAN ASSOCIATES EXPRESSLY SOS 0 RESC-RVES ITS COMMON LAW HT/ PORCH __ __ ry COPYRIG AND OTHER PROPERTY - RIGHTS IN THESE PLANS,THESE 91-0" CLG PLANS ARE NOT TO BE RANY FORM _ v CHANGED OR COED PI IN ANY FORMM 1 6 OR MANNER WHATSOEVER.NOR ARE THEY TD BE ASSIGNED TO ANY THIRD / 5066 RE PARTY EXPRESSED FIRST OBTAINING THE 6,-4" '-O B'-Z" AND C%ENS TEOF DAN ELI�MI5510N ASSOCIATES, BED 5/ G,4RAGE SOFFIT-SEE OFFICE g'-O" CLG Exr,ELEv, 9'-0" CLG Kpf teo,0 (FROM T.O.C.) WpNo� �iq� A,HURC. D ELIAN a.C 482g 9� tp Of CAO '•"'1'•'� NO. DATE REVISION Eat I 10-14-03 BLD6 DEFT GORR OFT. BED 5/ OFFICE/ �-GAR GARAGE 200 50.FT OF LIVING AREA ADDED i I PROJECI TALE LA LACUNA ESTATES / LARGE .........._.......... . PROJECT NO. 05005 w ppp S4i LLI I ILL PORO PLAN'M PL J SLAB 7 N W Z 0PARTIAL FLOOR PLAN FOUNDATION 'A' v II'-O" Iq'-8" 6" N ORIGINAL DATE: 'e 0 N C O (� __ NT a ID'-10" PRINT DATE 10'-6" I'-N" __ ___ _40'-b' I'-9• FOUNDATION NOTES U THIS PROFILE IS FOR DIMENSIONAL INFORMATION ONLY. REFER TO CIVIL AND LANDSCAPE DRAWINGS FOR ENTRY PORCHES,PATIO5,STOOPS,WALKS SHE OPT. BED 5/ OFF I GE/ 2-GAR GARAGE /� REFER TO DRAWIN65 SY OTHERS FOR ALL DRIVEWAYS,WALLS,STEPS,ETC.NOT S WN HERE /A /1/ STRUCTURAL INFORMATION.STRUCTURAL ENGINEER SHALL SCALE: I/41I—I I—O II A-2 3 PROVIDE ARCHITECT WITH FINAL DRAWIN65 REFER TO CIVIL PRANIN65 FOR ALL BUILDING LOCATIONS, PRIOR TO CON5TRUCTION. GRADING,AND FIN15H FLOOR ELEVATION INFORMATION. L L.Y_.L...L L- -= IL L LL.L_L_L...12 H r— '{ DANIELIANASSOCIATES ARCHITECTURE & PLANNING o `SI 51XTY CORPORATE PARK m y j l (4RI) ,CALIFORNIA ALI O NIA 42606 BED 4 i x FAX: (1440 474-1422 9'-0" CLG =1/ !V"VANIELIAN.COM L9....1 \xl Lr�I L_L_I '— DANIEL:AN ASSOCIATES EXPRESSLY HD it L I RESERVES 1T5 COMMON LAW 7 ,Rp _ COPYRI6HT AND OTHER PROPERTY ,p jl L- I RIGHTS IN THESE PLAN5.THESE PLANS ARE NOT TO BE REFRODVCED I� `` CHANGED OR COPIED IN ANY FORM OR MANNER WHATSOEVER,NOR ARE THEY TO BE ASSIGNED TO ANY THIRD -" PARTY WITHOUT PIRST OBTAINING Q5050 SH THE EXPRESSED WRITTEN PERMISSION POI�VH AND CONSENT OF DANIELIAN ASSOCIATES, 9'-0" CLG GARAGE //UL/1L! ❑ �F-0" CLG FROM T.O.C.) L �Qµoet.ss�oy� J HyV A EL4W c4829 OPTIONAL BED 4 J AT DEN/NG 53 FT ADDED 0(i,'xsi NO. DATE REVISION I 10-14-03 BLDG DEPT CORR V \I M M BED BA 9'-0" CLG PROJECT TITLE 9'-0" CLG i` LA LACUNA ESTATES / 1'-10" 2'-0" 6'-0" 2'-O' LARGE ..... _ 1 —J it JNALKW�' y i �I rr PROJECT NO. 05005 I w 9 CLG SHEET 111LL p I - � _�U PLAN 2 - RETREAT 9'-0" CLG PARTIAL FLOOR PLAN a OPTIONAL RETREAT ORIGINAL DATE: a 2 AT BED 2/NO 5O.FT,ADDED �/ALE: I/4"�I'-O" 0 V � g m O O O J a` FOUNDATION NOTES PRINT DATE THIS PROFILE IS FOR SHEET N0. DIMENSIONAL INFORMATION ONLY. REFER t0 CIVIL AND LANDSCAPE DRAWIN69 p FOR ENTRY PORES,CH PATIOS,STOOPS,WALKS REFER TO DRAWINGS BY OTHERS FOR ALL DRIVEWAYS,WALLS,STEPS,ETC.NOT SHOWN HERE —�.� STRUCTURAL INFORMATION.STRUCTURAL ENGINEER SHALL PROVIDE ARCHITECT WITH FINAL DRAWINGS REFER TO CIVIL DRAWINGS FOR ALL III LOCATIONS, PRIOR TO CONSTRUCTION, GRADING,AND FINISH FLOOR ELEVATION INFORMATION. i FR WP yg. ��20 RT OPT. �y aisTMcorrT ♦ DANIELIANASSOCIATES %L7 L L..ZT . _ - ._ ..._ :.:: ARCHITECTURE & PLANNING i L � vNiecALIFORA 2soe RK L...LLLI f \_.� /L�9'-0" L_J —- p 17�� .L L L; /- (94q)474-6030 D� FAX: (449)474-1422 YVYYYV.DANIELIAN.GOM L L 9'-0" CLG i� AFCI ♦ CAM L ' L lJ 1 ---- I L L � -- I.A♦``` �y] 4 C I `� 4, ..;;,,_,.,,,�..,;.;..^:: __T_ 9-e �) \ L_L_L_L_I-L�L_L_I W- y-G' CLG 0 VAN CLAN ASSOCIATES EXPRESSEY � Y I� \ \ �� RESERVES ITS COMMON LAW BED 4 i /OPT.FAW LT. AFCI I ,'�'Al "�� 1 \I AFCI (J `1 \ L L L_L_L_L-L-L_L� / COPYR16HT N THESE AND OTHER P�.PROPERTY ..... THESE g' o" CLG / / �, L L 1 i � l ,� OPi.FAW LT. I T-, 1 6 L AFGI / PLANS ARE NOT TO BE REPROWCED L.s� \X OPT. ' L-L LL � \.._. I / O MANNER R I NCOMMATWE IN ANY FORM II �- III L `` '� -T - 1. •• I , OR MANNER WHAT50EVER.NOR ARE IL THEY TO BE A5S16NEV TO ANY TNIRD PARTY WITHOUT FIRST OBTAINING 12 AFGI RE-r RI_Ac� I`I L L- L_L-L �\ L THE EXPRESSED WRITTEN PERM1561ON / L_L .i L AND CONSENT OF DANIELIAN ,I 9'-U' CLG 1 I \� FGI ASSOCIATES. _ LLB I - ILA I I -,- , it AFCI PGI ,I /1 kI 4 `..I[ 6Ff li r �i {F '- LAFGI i, AF�.I/ ..- 1 f - --���-- LL r�na��La OiV ANPT L L -, L , i k 1�ti �t ;; ® i �/ Q ry L QRGFESSIOM,I OPTIONAL BED 4 OPTIONAL RETREAT �WLG Ify�� DINIIVC7 ' °PT OFT.FAN/LT. A f'OFCA0, PEND AF N0. DATE REVISION I 10-14-03 BLD6 DEPT GORR oPr -- oPT � _\ AFGI I � 5N, AFCI 1 1 L � / ( �;ct ` c, A BED G1 -I' AFc ii9'--0" CLG (,i�, \�`�/ L-Ic _� 1 i ♦ \ L L 1 �"-���... O .FAW T. OPT.FAW LT. ♦ II \♦ PROJECT TITLE AFGI ,LIE D 4 �L i! 1\ \` L L � 11 AFGI LA LACUNA O" CLG — - ESTATES / AFGI �� bFl F — - - _ - --- -- LARGE OR_GH _ +kFcl \, p RCH \. -0" CLG ,1 V///////�� 5667 CLG FR yp Y' WP 1 ♦\ FR WP ��/��r � PROJECT N0. r O�JOO¢J I \1\ El �/1� ❑ \\\ SHEET TITLE 9-" CL 7 �AFO1 Go`RAGE,CLG g oGAR C�ARAGEI PI../atN 2 w / bAS / AT GL6.FOR (FROM T.O.C.) AT GL6 FOR &AS (FROM T.O.C.) Q OPT METER OPT.G.D.O. OPT.69A. METER O ZEE _ UTILTY a � AFGI- ELEG. (MIN.100 AMP WITH LIFER 1 AFGI 6FI/ - METER &ROUND.WEWA,NOTE TJ 5. \ I/ METER (MIN.100 AMP WEE LIFER PLAN SECTION5EGTION IbA,NOTE TJ 'A' D.SEE SHEET 6-5 Ll ORIGINAL DATE: P All, In `-�TIL�i'LAN OFT. BED 5/ OFFICE SCALE: I/4"=1'-O" cy o PRINT DATE m o_ O SHEET NO. �Ay-25}�. r \ i B A I I I I I 1 DANIELIAN ASSOCIATES 1� ARCHITECTURE & PLANNING rw. I SIXTY CORPORATE PARK IRVINE,CALIFORNIA 42606 12 (1144)474-601 FAX: (949)474-1422 12 VVMZ. ANIELIAN.GOM IL4 - - SEE STRUCTURAL DRAWIN55 -` Q PAN E-IAN A55OG A' EXPRE55-Y LINE OF WALL ... ... -._ _ % TO VERIFY TRU55 DIRECTION. �� - RESERVES ITS COMMON LAw LINE OF ROOF (TRU95E5 TQ ACGOMODATE OOPYRIEMT AND OTHER PROPERTY g f -- HORIZONTAL FAUJ \��\ I p-I RI6NT5 IN THESE PLANS.THESE VALLEY _....__. _ _. __ PLANS ARE NOT TO BE REPRODUCED _- ........_......--. CHANGED OR COPIED IN ANY FORM _ HOPE OR MANNER VSAT50EVER.NOR ARE THEY TO BE A5516NEO TO ANY THIRD PARTY WITHOUT FIRST OBTAININS a n — THE EXPRESSED MITTEN PERMISSION GARAGE BED 3 Em 2 M AND CONSENT OF DANIELIAN L——— —————-1 CRICKET C EW n Q ASSOCIATES. 1 I� T Q FAVE I + , D-1 (TYP) 99 T.I roc �ome�i— FF Q�tUtLawvi� FLI ARIHUR C. ' i��- DNEcaliYz 7, B I �1 - - -- (--- .-L 5ECTION A —� Q O o I ttP, q N0. DAIS REVISION 2 D-I (SI A 2'6 /I 10-14-05 BLDG DEPT CORK ROOF PLAN 'A' SCALE: 1/811=I'-01' ROOF PITCH AT 4:12 U.N.O. ATTIC VENTILATION GALGULATIONS PROJECT TITLE Area I Attic Vent Requiramonte I2 LA LA6U1U� Attic Area=2T15 eq.ft.X144=599600 sq.In. 4 / 5.1 5.2 Total Attic Vent Req fired, ...__—.._-.._.. ____-.. .-.___ _. _..... /� \�\\ ESTATES / Section 1505.5 0/500th Rule)• 666 5q.In.Nigh Vent \�'���\ 12 LAIN'E "I'll5q.In.Low Vent --- -- -- ��' 14 1552 Mlnlmum Total High♦Low Vent Total Attic High Vent Provided(1/500th Rule): \\ 5 Dormer Vents.(Half Round)24.12"each a 155 sq.i,6T5 eq.In. - High Attic Vent Provided(I/500Fh Rule): 6 M eq.m. Total Attic Low Vent Provided(I/500th Rule): 5 Dormer Vents:(Hall Round)24"N12"each a 155 aq.In.615 eq.In. HDR PROJECT N0. 03008 gLow Attic Vent Provided(1/500th Rule): 6T5 sq.In. Total Attic Vent Provided(I/500th Rule): 1950 eq.In. PO SHEtI HILL 6 LIVING nl N6 FAMILY ' PLAN 2 Lu 6.1 g TOG SECTIONS/ ROOF PLAN ' 'A' � NOTE: -.._._ _._.._.........._ GENERAL CONTRACTOR SHALL VERIFY THE NET FREE VENTILATION OF THE VENT ORIGINAL DATE: PRODUCT SELECTED AGAINST THOSE NOTED ABOVE. THE REQUIRED VENTILATION SHALL BE MAINTAINED. PROVIDE INSULATION STOP SUCH THAT INSULATION DOES NOT OBSTRUCT FREE AIR MOVEMENT AS REQUIRED BY THE BUILDING OFFICIAL. ALL OVERLAP FRAMED ROOF AREAS SHALL HAVE OPENINGS BETWEEN THE ADJACENT ATTIG5 IN THE ROOF SHEATHING(A5 ALLOWED BY THE STRUCTURAL SECTION NOTES ENGINEER)TO ALLOW AIR PASSAGE AND ATTIC VENTILATION BETWEEN THE TWO OR ISOLATED ATTIC SPAGE5 SHALL BE VENTED INDEPENDENTLY TO UBC REQUIREMENTS. T ROOFING: CONCRETE SLAB: INTERIOR MATERIALS: THE FOUNDATION AND FRAMING ELEMENTS SHOWN HERE S.1 PITCHED PROFILE TILE ROOF AT X:12 SLOPE U.N.O. T,I SEE FOUNDATION PROFILE AND GENERAL NOTES 9,1 TYPICAL WALL5 AND CEILINGS: SEE ROOF PLAN,DETAILS AND GENERAL NOTES SECTION SA AND STRUCTURAL DRAWINGS BY OTHERS 1/2"GYP BD(5/6"GYP BD AT CEILING IF a ARE GENERIC A NATURE AND MAY NOT IE GONSI IREMETANT SECTION-TA. FOR ADDITIONAL INFORMATION. FRAMING 15 GREATER THAN 16"O.G) m` WITH THE ACTUAL STRUCTURAL ENGINEERED REQUIREMENTS 0 5.2 SEE RD FLAT TILE ROOF AT G SLOPE U.N.O. INSULATION, 4.2 AT WET AREAS: FEN o FOR THIS AND CAC REFER TO THE STRUCTURAL DRAWINGS, SEE ROOF PLAN,DETAILS AND GENERAL NOTES M 8.1 EXTERIOR WALLS: PER ENERGY CALLS R MOISTURE RESISTANT GYP BD A5 o DETAILS AND CALCULATIONS BY OTHERS FOR ALL SECTION TA. RECOMMENDED BY MANUFACTURER, y STRUCTURAL INFORMATION. 8.2 CEILING WITH ATTIC ABOVE:PER ENERGY GALLS WOOD FLOORS: 9.9 FIRE PROTECTION: 85 VAULTED CEILING: PER ENERGY GALLS SEE SHEET G-2 FOR FIRE PROTECTION 6.1 AT TYP.INTERIOR CONDITION: OF ALL GARAGE SURFACES, FLOOR SHEATHING OVER FLOOR TRUSSES. 84 KNEE WALLS BETWEEN ATTIC PER ENERGY GALLS REFER TO GENERAL NOTES SECTION&A,AND AND LIVING SPACES: _ .STRUCTURAL DRAWINGS BY OTHERS. 8.5 FLOOR OVER GARAGE: PER ENERGYGALG5 � 1 6 Ft i Pxi b 5.1 b v I DANIELIANASSOCIATES 5 ARCHITECTURE & PLANNING 12 12 CRICKET 1s SIXTY CORPORATE PARK r/_ 4 — 2 D-I 2 IRVINE,CALIFORNIA 411 12 (949)474-601 00 I - 1 I 2 4 i '_1.. 4 FAX: (-T4q)474-1422 10 / D-1 D-1 I vIq-1 -1 Ls DV- PL ADANIELIAN.COM HIM HOR IN 0 DANIEL AN ASSOCIATES II 20 p RESERVE5 ITS COMMON LAN L C0F RI&HT AND OTHER '{' 9 ❑ - _2 ❑❑ -._ .._ ® -_. __.. ...__ H R&TT5 ERTY ESE PLAN5.THESE PLANS ARE NOT TO BE REPRODUCED \\ \ \ \ \ \ O MMANNNE OR R 0E IN AW FORM S OR AN WwAAT5 ARVFRR.NO RE a 20 ° ❑El ❑❑❑❑ ��� .. I THEY TO BE ASSIGNED TO ANY THIRD PARTY�� ❑❑❑� ❑❑��r ,� -Ir�r , �p ANDW FIRSTOBTAININ6 THE EXPRE55M WRITTEN PERM155ION T i (� ❑❑❑❑ ❑❑❑❑❑❑❑❑ T ANSOCIACOW-ENT.OF DANIELIAN ° h � ASSOCIATES. 15 1 I6 -2 PARTIAL FRONT r� 9s WITHOUT FENCE FRONT 5GALE: 1/4"=I'-OI' HDR C. 11 o.C 4829 �`F CAL1F NO. DALE REVISION 1 I0-14-05 BLD6 DEPT CORK AT OPTIONAL DR 7 I I I I I I 4 F--+--i h--+--i - PROJECT TITLF LA LACUNA r--+--, r--+--, -- -; I 1 j ESTATES / II II i L-I , I I I II II _ _-J L__iI J LARGE OPTIONAL 5LIDIN6 -OPTIONAL FIR DR &LASS DOOR OR FRENCH OR PROJECT NO. 0300) N H SHEEI WILL REAR PLAN 2 W z APPLIED 0 2_D„xy_G„ c SSHUTTERSLAPPLYE 6 IT 20 ® CRICKET UNDERELASTO-ME D3 3 -9 EXTERIOR UNDER ENTIRE r 12 12 AREA OF SHJTlER 0. PL �a 41200 12 ELEY,4TION5 00 -_-,a I J� I �R v 1 .._-..__.._ / SDFF PL 11 ORIGINAL DATE: a ELEVATION N07E5 EXTERIOR MATERIALS.C CHIMNEY: 0- -_ T I.I STUCCO 4.1 1.2 MANUFACTURED ADHERED STONE VENEER O I ❑❑❑❑LIE c 1.5 MANUFACTURED ADHERED BRICK VENEER ROOFIN&: 71 1.4 5.1 PITCHED PROFILE TILE ROOF AT X:12 SLOPE. 1.5 SOFFITS/BOTTOM OF CANTILEVERED AREAS, SEE ROOF PLAN,DETAILS AND bENERAL NOTES � 9TJGG0 SECTION TA. b TRIM: 5.2 PITCHED FLAT TILE ROOF AT X:12 SLOPE. _ 4 T2 ❑❑❑❑❑❑�� _.. TOG 2.1 FASCIA:2x8 REFER TO DETAIL. SEE ROOF PLAN,DETAILS AND(SUE L NOTES PRINT DATE 2.2 DOORS AND WINDOW5: STUCCO WRAPPED SECTION TA. 2"x4"FOAM U.N.O.,SEE DETAILS. NOTE TO ALL SUBCONTRAGTOR5: 2 REFER TO ARCHITECTURAL DETAILS FOR FRONT & S:UTTER LOCATION OF ELASTOMERIC MEMBRANE 5.1 ALL ROOFS TO BE&UTTERED WITH DOWN SPOUTS UNDER EXTERIOR MATERIALS. AS INDICATED ON ROOF PLAN AND DETAILS- I OPTIONAL 8ED 5/OFF I GE SHEET NO. A 2 i DANIELIAN ASSOCIATES ARCHITECTURE & PLANNING 51XTY CORPORATE PARK IRVINE,CALIFORNIA 92606 (q49)474-6050 DECORATIVE VENT FAX: (44q)474-1422 12 ~.0ANIELIAN.COM I� ® ® DANi_L,AN i��cATCS E-rrtt�S�Y 4 \ - ---- RESERVE5 ITS C WON LAW COPYRIGNT AND OTHER PROPERTY RIGHTS IN THESE PLANS.THESE ---- --—_--- -- � PLANS ARE NOT TO BE REPRODUCED ............. CHANGED OR COPIED IN ANY FORM OR MANNER WHATSOEVER.NOR ARE THEY TO BE ASSIGNED TO ANY THIRD 5 AI_ J 2-0 PARTY WITHOUT FIRST OBTAINING - THE ExPRESSED WRITTEN PERMISSION AND CONSENT OF DANIELIAN 6 1.2 ASSOCIATES. I T Li � I - I I Ly, INUI C. \ _ I T d� .... — * a C 1829 d' f CO! A\\F�..e✓ LEFT NO. DATE REVISION I 10-14-05 BLO6 DEPT CORR F/ — PROJECT TITLE. ELEVATION NOTES BEN- EGORATI E LA LACUNA EXTERIOR MATERIALS: CHIMNEY: E5TATE5 / I.I STUCCO 4.1 - 12 - 12 1.2 MANUFACTURED ADHERED STONE VENEER 4 _�' Ili: 14 LARGE 1.5 MANUFACTURED ADHERED BRICK VENEER ROOFING. 1.4 - 5.1 PITCHED PROFILE TILE ROOF AT X.12 SLOPE. isSOFFITS/BOTTOM OF CANTILEVERED AREAS: SEE ROOF PLAN,DETAILS AND GENERAL NOTES b STUCCO SECTION'A. 5 TRIM: 5.2 PITCHED FLAT TILE ROOF AT X 12 SLOPE. 2.1 FASCIA:2x5 REFER TO DETAIL. SEE ROOF PLAN,DETAILS AND GENERAL NOTES PL 2.2 DOORS AND WINDOWS: STUCCO WRAPPED SECTION TA. .— ... HDR PROJECT NO. 05005 2'x4'FOAM U.N.O.,SEE DETAILS. NOTE TO ALL SUBCONTRACTORS: g 14"X8"CORROSION SFt.L� II.L'L REFER 70 ARCHITECTURAL DETAILS FOR GUTTERS, LOCATION OF ELASTOMERIC MEMBRANE 2'-0' RESISTANT U S.1 ALL ROOFS TO BE GUTTERED WITH DOWN SPOUTS UNDER EXTERIOR MATERIALS. EXHAUST VENTS coN1 AS INDICATED ON ROOF PLAN AND DETAILS. —B)M �^,BV SLAB_—————— —— ———— —— — ————— —— — ——_ - ——_———.. I.. Q r Q < n PLAN 2 Z Q 0 ro o T OY TERMINATE VENEER EXTERIOR AT FENCE LINE,SEE RIGHT a CIVIL DRAWING FOR ELEYATI ON5 FENCE LOCATION SCALE: I/411_11_O 11 e I Al'l I ORIGINAL DATE: 0 `o m 3 m 0 0 a` PRINT DATE 0 L NO. A-2.5 DANIELIAN ASSOCIATES ARCHITECTURE & PLANNING 51XTY CORPORATE PARK IRVINE,CALIFORNIA 42606 (949)474-6030 FAX: (944)474-1422 ^M,DANIELIAN.COM o. 5L rO DAwaIAN.i5-ATLS ex�xe5slr -� RE5ERVE5 ITS COMMON LAW Q PORCH LL RIGHTS IN THESE PLANS.PHF51F tt `T 5LAB Q N PLANS ARE NOT TO BE REP2 MIFD CHANGED OR COPIED IN ANY FORM OR MANNER WHATSOEVER.NOR ARE 4 THEY TO BE A551GNED TO ANY THIRD "ry PARTY WITHOUT FIRST OBTAINING t THE EXPRESSED MTTEN PERMISSION t AND CON5ENT OF DANIELIAN S ASSOCIATES. I9'-W D NIELNN : Nq.C48N :. TEOf CAUF� NO. DATE REVISION 1 10-14-03 E:LD6 DEPT CORR OPTIONAL BED 5/ OFFICE/ 2—GAR GARAGE PROJECT lITLE LA LACUNA EBTATE5 / LARGE FOUNDATION NOTE5 _3. TH15 PROFILE 15 FOR PROJECT NO. 03008 DIMENSIONAL INFORMATION ONLY. AW -- n W REFER TO DRING5 5Y OTHERS FOR ALL SHE 4 Q — Q STRUCTURAL INFORMATION.STRUCTURAL ENGINEER 5 5HALL - E l WILL U PROVIDE ARCHITECT WITH FINAL DRAWINGS (� � coPRIOR CONS IOR REFER TO CIVIL AND LANDSCAPE DRAWINGS 25.0^ 5'-�•T SLABH p 0 Z FOR ENTRY PORCHES,PA7105,STOOPS,WALKS WI PLAN ?.. Q DRIVEWAY5,WALLS,STEPS,ETC_NOT 5HOINN HERE W REFER TO CIVIL DRAWINGS FOR ALL BUILDING,LOCATIONS, Z GRADING,AND FINISH FLOOR ELEVATION INFORMATION. Q cv 0 REFERENCE NOTES PARTIAL FOR: REPER TO: -q FOUNDATIONS d 5YM001-5 AND SHEET G-I ABBREVIATIONS FOUNDATION T-1(INDEX Fq/NDATION PROFILE 1�1 INFORMATION STRUCTURAL DRAWING/DETAILS BY OTHERS. p GENERAL NOTES SECTION BA v ORIGINAL DATE: FRAMING STRUCTURAL DRAWINGS/DETAILS INFORMATION BY OTHERS _ GENERAL NOTES SECTION 6A D' ELECTRICAL T-1(INDE>O ELECTRICAL PLANS 9 INFORMATION G-I and GENERAL N07E5 SECTION 16A m p CEILING VOLUME/ 6-I,and FLOOR PLAN aINTERIOR SHELF (� p INFORMATION T h ti INTERIOR FINISH GENERAL NOTES SECTIONS 9,IDA SCHEDULE EXT.HARDSCAPE, LANDSCAPE DRAWING5 BY OTHERS o STEPS,PLANTERS, CIVIL DRAWINGS BY OTHERS d ETC. _._._ T-�' II'-5• .___......_....— _... _—._...31�-2" PRINT DATE C FIREPLACE G-I and GENERAL NOTES SECTION IOA INFORMATION NOTE: EXTERIOR ELEVATION'A'SHOWN SHEET NO. a SEE ALTERNATE PLAN SHEETS FOR ALL PARTIAL FOUNDATION PROFILE ALTERNATE PLAN AND ELEVATION 5GALE: 1/4' —1'—O'I A-2 A OHANGE5. i LU x� l LIYIN6 BED 4 I7 ii BED 3 9'-0" CLG 9'-0" CLG � 9'-0" CLG LL L ,x� II 11 - I I L ;I I DANIELIAN ASSOCIATES soee m ARCHITECTURE & PLANNING _ SIXTY CORPORATE PARK PORCH IRVINE,CALIFORNIA 112606 9'-0" CLG (949)474-6030___-_--_-- ----= FAX: (049)474-1422 WWW.DANIELIAN.GOM ❑ ����� a 9080 9 DANIELIAN A.SOCIATE5 E%PRESS,." _.._ RESERVES ITS COMMON LAW BEDBED �/ COPYRIGHT AND OTHER PROPERTY RIGHTS IN THESE PLAN5,THE5E RAN.ARE NOT TO BE REPRODUCED O GE SP' ^A��A'S E CHANGED OR COPIED IN ANY FORM 9'-0" CLG 9-O CLG OR MANNER WHATSOEVER.NOR ARE (FROM T.O.C.) THEY TO BE ASSIGNED TO ANY THIRD PARTY WITHOUT FIRST OBTAINING THIE EXPRESSED WRITTEN PERMISSION AND CONSENT OF DANIELIAN A550CIATE5. 1pQW �,✓q( ry L❑ /G/��Llt�![�'1[%1/1Ll��Lls�� ❑ � �Nol C4�829 n lip FOF CAU1� NO. DATE REVISION n OPTIONAL BED 5/ OFFICE/2—GAR GARAGE I0-14-05 51 D£PT CORR i L L— �_ L L. IL LI F 7� '—I �x� I l L-LJ � rl LIYIN6 DEN II �,_ � ;III BED 5 PROJECT TITLE 9'-0" CLG 9'-0" CLG -L�'� ii 9'-0" CLG LA LACUNA II L_ L ESTATES / LL LARGE PORCH Q 9' C" CLG PROJECT NO. 05005 n w stiE�l nu( U PLAN 2 Z w 5—GAR GARAGE N REFERENCE NOTES (FROM T.O.C.) PARTIAL FOR: TO. ._,_,=_,=.s===., REFER s =_,,,,,,,,,,,,,,,,,,, OPTION : SYMBOLS AND SHEET G-I oABBREVIATIONS PLANS N FOUNDATION T-I(INDEX)FOUNDATION PROFILE INFORMATION STRUCTURAL DRAWING/DETAILS laU BY OTHERS. o GENERAL NOTES SECTION SA O v FRAMING STRUCTURAL DRAWINGS/DETAILS ORIGINAL DATE: INFORMATION BY OTHERS o GENERAL NOTES SECTION 6A .........._._.... ..._. INFO MATZO i-I(INDEX)ELECTRICAL PLAN5 T L..... INFORMATION 6-I and GENERAL NOTES SECTION IGA H CEILING VOLUME/ 5-I,and FLOOR PLAN aD INTERIOR SHELF p INFORMATION M INTERIOR FINISH GENERAL NOTES SECTIONS 9,IOA 0 5CHEDULE -� .a EXT.HARDSCAPE, LANDSCAPE DRANIN65 BY OTHERS g0�-O• o STEPS,PLANTER5, CIVIL DRAWINGS BY OTHERS _- ro Erc. PRINT DATE C FIREPLACE 6-1 and GENERAL NOTES SECTION IOA o INFORMATION U N NOTE: EXTERIOR ELEVATION BAH SHOWN PARTIAL FLOOR PLAN SHEET N0. 0 SEE ALTERNATE PLAN SHEETS FOR ALL SCALE: I/4 I O ALTERNATE PLAN AND ELEVATION ORANGES. - I I I DANIELIAN ASSOCIATES ARCHITECTURE & PLANNING I I 51X7Y CORPORATE PARK 2--o„x5_o„ \ IRVINE,GALIFORNlA g2606 APPLIED LOUVERED (1441)474-6050 E] SHUTTERS ELA5To-MERic Y D s ng FAX: (q4q)474-1422 UNDEERR IRE NIYVW.DANIELIAN.GOM AREA OF SHUTTER FH 12 � K"y DANICL AN A55001ATC5 EXPIRE a 5 g RESERVES ITS WWON LA IN LH ` 2 D PL RIGHTS IN THESE PLANS.�ERTM ESE PIL _- _............_. PLANS ARE NOT TO BE REPRODUCED -.._._ ._ CHANGED OR COPIED IN ANY FORM _ OR MANNER WHATSOEVER.NOR ARE SOP F THEY TO BE ASSIGNED TO ANY THIRD PARTY WITHOUT FIRST OBTAINIIK THE EXPRESSED WRITTEN PERMISSION ❑a : � r AND LONSENT OF DANIELIAN �a ......._ I .__. � ® � � A%OLIATES. I SAVE v l D-I (TYP) 1�. CRICKET \ _...` L � C .-1 rn. � 1- --- L----1 L. sIM a p�oQ b' D � HUPC. c CC410 FRONT *s �e I I OPT. BED 5 / OFFICE f `nuF°Q '--"'-'- EDATLVISION Ap D6 DEPT CORR ROOF PLAN SCALE: PROJECT TITLE LA LACUNA 5.2 ESTATES /CRICKET 2.I 12 LARGE _ — -,4 12 9 4 r- 19 Q "2 IA ..... D-I 2.2 2X6 1.5 PIL _ 0"1 3 PL SOFF 4° 1.2 SOFF PROJECT NO 03008 0 0 rr_.._ l='�'\'. .. _ SHEE, 111LE N P ° PLAN 2 J O O EXTERIOR FRONT ELEVATIONS SCALE: 1/4'I=1'—O" 1B1 ELE\/ATION NOTES ORIGINAL DATE: v 0 0 EXTERIOR MATERIALS: CHIMNEY: 2 I.i 5=CIO 4.1 5 1.2 MANUFACTURED ADHERED STONE VENEER ry IS MANUFACTURED ADHERED BRICK VENEER ROOFING: 0 1.4 5.1 PITCHED PROFILE TILE ROOF AT X:12 SLOPE. 1.5 50FFITS/50TTOM OF CANTILEVERED AREAS: SEE ROOF PLAN,DETAILS AND GENERAL NOTES o ST CoO SECTION'1A. ...__ U0 TRIM: 5.2 PITCHED FLAT TILE ROOF AT X.12 SLOPE. 2.1 FASCIA:2X8 REFER TO DETAIL. SEE ROOF PLAN,DETAILS AND GENERAL NOTES 2.2 DOORS AND WINDOWS: STUCCO WRAPPED SECTION TA. -.-- ro 2°X4°FOAM U.N.O.,SEE DETAILS. NOTE TO ALL 5UBCONTRACTOR5. PRINT DATE C REFER TO ARCHITECTURAL DETAILS FOR c 6UTTER5: LOCATION OF ELASTOMERIG MEMBRANE 3.1 ALL ROOFS TO BE GUTTERED WITH DOWN SPOUTS UNDER EXTERIOR MATERIALS. 2 AS INDICATED ON ROOF PLAN AND DETAILS. C SHEET NO. A-2.11 DANIELIAN ASSOCIATES ARCHITECTURE & PLANNING SIXTY CORPORATE PARK IRVINE,CALIFORNIA 172606 (q441)474-6030 FAX: (q41T)474-1422 12 6 kVM.VANIELIAN.COM 4� D-I 12 r� \4 DANIEL AN A550GIA1E5 EHPRE55_Y \\ RESERVES IT$COMMON LAW OPERTY PIL -1 _..\ PL RI6 T9 INTHESE PLA61-JT AND NS.ER TH ANS.THESE F PLANS ARE NOT TO BE REPRODUCED TERMINATE VENEER SO CHANGED OR COPIED IN ANY FORM llull TERMINATE FENCE LINE,SEE OR MANNER WHATEVER.NOR ARE CIVIL DRAWING FOR THEY TO BE ASSIGNED TO ANY THIRD 6 FENCE LOCATION 2 PARTY WITHOUT FIRST OBTAINING , —————— ——— —— _ THE EXPRESSED WRITTEN PERMISSION V _ V AND CONSENT OF DANIELIAN O A%5 IATES. 1 FF TOG I �OFEssi�� S URC. D-2 LEFT IE I LNN & CO P f FOF CPIIF�'� NO. DAIS REVISION 1 10-14-05 51-06 DEPT CORR 2 — 14 4 F PROJLC I 1 I1 LE PL PL 14"X8"CORROSION LA LACUUNA RESISTANT ........— ESTATES EXHAUST VENTS (2)LOCATIONS _._'. _6"MAX ABV.SLAB ______Y __ _ -q ____ LARGE S - V IO TOG4. PROJECT NO, O5005 PP rn ELEVATION NOTES TERMINATE VENEER SHEEN 111 LE AT pUo N PENCE EXTERIOR MATERIALS: CHIMNEY: GIVL I DRANINS,FOR < I,I ST 4.1 - FENGELOGATION UCCO RIGHT PLAN 2 Z 1.2 MANUFACTURED ADHERED STONE VENEER w 15 MANUFACTURED ADHERED DRICK VENEER ROOFING: /� �F IA SJ PITCHED PROFILE TILE ROOF AT X:12 SLOPE. SCALE: I/TII I ISO II Q IS SOFFIT5/50TTOM OF CANTILEVERED AREAS: SEE ROOF PLAN,DETAILS AND GENERAL NOTES O STUCCO SECTION'IA. m F TRIM: 52 PITCHED PLAT TILE ROOF AT X:12 SLOPE. ® 2.1 FASCIA:2X8 REFER TO DETAIL. SEE ROOF PLAN,DETAILS AND GENERAL NOTES 22 DOORS AND WINDONI 5TUGC0 WRAPPED SECTION TA.2"x4"FOAM U.N,O.,SEE DETAILS. NOTE TO ALL 5UBGONTRACTORS: EXTERIOR `T OR REFER TO ARCHITECTURAL DETAILS FOR &UTTERS: LC OATION OF ELASTOMERIG MEMBRANE ELEVATIONS i 5.1 ALL ROOFS TO BE&UTTERED WITH DOWN SPOUTS UNDER EXTERIOR MATERIALS. a AS INDICATED ON ROOF PLAN AND DETAILS. I]�I 8 JJ ORIGINAL DATE: a N W O m O QC �j PRINT DATE v SHEET N0. A-2.12 i DANIELIAN ASSOCIATES ARCHITECTURE & PLANNING SIXTY CORPORATE PARK s� IRVINE,CALIFORNIA M2606 QSLA5 PORCH (M4M)474-6030 a FAX: (M411)474-1422 y kVM.VANIELIAN.COM nQa DANIE,IAN AVWCATE5 CXPRE'55LY RE5ERVE5 IT5 LOHHON LAW IL I OOPYRI6HT AND OTHER PROPERTY 41 RISHTS IN THESE PLANS.THOSE PLANS ARE NOT TO BE REPRODUCED CHANGED OR COPIED IN ANY FORM OR M,4NNER WHATSOEVER.NOR ARE THEY TO BE AE5I&NED TO ANY THIRD PARTY WITHOUT FIRST OBTAIWN5 THE EXPRESSED AmTrEN PERMISSION AW CONSENT OF DANIELIAN ASSOCIATES. �kGFt55Up,� �NV YFl ry Q Q Q � KLIMj ry B c 4829 y � v FOr CRLIF�P?,� NO. DATE REVISION 1 10-14-05 BLDG DEFT OORR i� OPTIONAL BED 5/0FF I GE i i PROJECI 111LE LA LA&UNA E5TATE5 / B„ LARGE 4 - 4 FOUNDATION NOTES THIS PROFILE IS FOR Q 5LP rBH y I y PROJECT NO. O�✓OOS DIMENSIONAL INFORMATION ONLY. W REFER TO DRAWINGS BY OTHERS FOR ALL Q STRUCTURAL INFORMATION.STRUCTURAL ENSINEER SHALL SI{LLI )ILL U PROVIDE ARCHITECT WITH FINAL DRAWINGS 4 O PRIOR TO CONSTRUCTION. N ry FF ll Q REFER TO CIVIL AND LANDSCAPE DRAWINGS LL PLANZ FOR ENTRY PORCHES,PATIOS,STOOPS,WALKS Q DRIVEWAYS,WALLS,STEPS,ETC.NOT SHOWN HERE W REFER TO CIVIL DRANIN65 FOR ALL BUILDING LOCATIONS, Q 6RADIN6,AND FINISH FLOOR ELEVATION INFORMATION. REFERENCE NOTES PARTIAL © FOR: REFER TO: ...............«z«====_::_:_::_____= FOUNIDATION5 d 5YM5OL5 AND SHEET 6-I ABBREVIATIONS a N FOUNDATION T-I(INDEX)FOUNDATION PROFILE 1 1 INFORMATION STRUCTURAL DRAWING/DETAILS �• BY OTHERS. V o GENERAL NOTES SECTION SA 1—i ORIGINAL DATE: FRAMING STRUCTURAL DRAAIN65/DETAILS INFORMATION BY OTHERS GENERAL NOTES SECTION 6A 4 ry D' ELECTRICAL T-I(INDEX)ELECTRICAL PLANS o INFORMATION 6-I and GENERAL NOTES SECTION I6A CEILING VOLUME/ 6-I,and FLOOR PLAN INTERIOR SHELF N m NFORMATION T-2" INTERIOR FINISH GENERAL NOTES SECTIONS 9,IDA o SCHEDULE _ ._.__-�_..._,..__..___ .. SO-0_ D EXT.HARDSCAPE, LANDSCAPE DRAWIN65 BY OTHERS o STEPS,PLANTERS, CIVIL DRAAIN6B BY OTHERS a ETC. FIREPLACE 6-I and GENERAL NOTES SECTION ICA PRINT DATE M INFORMATION 0 U N NOTE: EXTERIOR ELEVATION'A'SHOWN PARTIAL FOUNDATION PROFILE SHEET N0. SEE ALTERNATE PLAN SHEETS FOR ALL SCALE: I/4 I O11 -2. ALTERNATE PLAN AND ELEVATION CHANGES. II I L. LIVING BED 4 � ���(� BED 5 9'-0" CLG 9'-0" CLG \xIFt,4tx iIi 9'-O" CLG L.L L�_ 1,I - I I I - - L �i DANIELIANASSOCIATES ARCHITECTURE & PLANNING I 51XTY CORPORATE PARK so6e \ m IRVINE,CALIFORNIA 42606 __ = - (94q)474-6050 �V POIH FAX: (4144)474-1422 9'-0" CLG kV".0ANIEl-IAN.00M C, iANE.IAN A55 IATE5 E-RE55LY 506a RE5ERVE5 IT5 COMMON LAW ////�LIL�L.(L / ❑ COPYRIGHT AND OTHER PROPERTY RIbNfS IN THESE PLANS.THESE PLANS ARE NOT TO 5E REPROD W BED5/ GHANSED OR COPIED IN ANY FORM OFFICE GARAGE OR MANNER WHAT50EVER.NOR ARE THEY TO BE A TO ANY THIRD _ PARtt WITHOUT T FIRST FIRST OBTAINING 9'-0" CLG 9'-0" CLG THE EXPRE55EP MITTEN PERMISSION OPTIONAL BED 5/0FFICE (FROM T.O.C.) AND CON5ENT OF OANIELIAN OCCURS ONLY WITH AV-CVATE5. BED 4 OPTION _� /L/L1LCL/1/1L/.L/1C1L�LlL1GCL/1/ ❑ * IELWN a No.C 481g " 1'-2^ II'-6^ 10'-6' 2016" NO. DATE REVISION 10-14-03 1 BLD6 DEFT CORP, n OPTIONAL BED 5/OFFICE/ 2-GAR GARAGE i VL L_L_ PROJECT TITLE .Xf � LA LA6UNA LIVING DEN ' F I'I BED 3 ESTATES / 9'-0" CLG 9'-0" CLG x� 1 9'-0" CLG LARGE L_ �l I1 - T LLL l_L II I /�/�•� PROJECT NO. Q3OpP 3 O -- _ - _._ SHEEI HILL _0 PORCH a 9'_0„ CLG a PLAN LAN 2 J ry ❑ uL/1 G! ❑ REFERENCE NOTES PARTIAL ° LOR;____ __ _.. REFER TO....................... _ 3-GAR GARAGE FLOOR a SYMBOLSREVIATIONS AND SHEET 6-1 ABB 9'-0" CLG Lp (FROM T.O.C.) PLANS iv FOUNDATION T-1(INDEX)FOUNDATION PROFILE INFORMATION STRLI TURAL DRAWING/DETAILS IC 1 BY OTHERS. o GENERAL NOTES SECTION BA 0 FRAMING STRUCTURAL DRAWIN65/DETAILS ORIGINAL DATE: INFORMATION BY OTHERS GENERAL NOTES SECTION 6A ELECTRICAL T-1(INDEX)ELECTRICAL PLANS INFORMATION 6-1 and GENERAL NOTES 5ECTION 16A P N CEILING VOLLME/ 6-I,and FLOOR PLAN o INTERIOR SHELF INFORMATION INTERIOR FINISH GENERAL NOTES SECTIONS 9,IOA MU SCHEDULE EXT.HAR05CAPE, LANDSCAPE DRAWINGS BY OTHERS o STEPS,PLANTERS, CIVIL DRAWINSB BY OTHERS a ETC. 65 o FIREPLACE 0-1 and GENERAL NOTES SECTION IDA _ �'-2" II'-9" 5p_2• _ PRINT DATE mo INFORMATION NOTE: EXTERIOR ELEVATION'A'SHOWN PARTIAL FLOOR PLAN SHEET N0. SEE ALTERNATE PLAN SHEETS FOR ALL SCALE: I/4 I O -2. 4 ALTERNATE PLAN AND ELEVATION 11— I II GRANGES. — — I I I I I DANIELIAN ASSOCIATES ARCHITECTURE & PLANNING I I 5IX7Y CORPORATE PARK Gam_ IRVINE,CALIFORNIA 92606 (,1 474-6030 GOASLES END I GABLES END FAX: (14q)474-1422 VENTY4WW.VANIELIAN.COM I � I 2J DA\ZLIAN ASWO IATE5 EXPRE55LY RE5ERVE5 1 5 COMMON LAW COPYRI6HT AND OTHER PROPERTY APPLIED LOUVERED RIGHTS IN THESE PLANS.THESE PLANS ARE NOT TO BE REPRODJCEv SHUTTERS APPLY CHANGED OR COPIED IN ANY FORM ELASTO-MERG 6 ITS 3 OR MANNER WHATSOEVER.NOR ARE 5 IjgK@ 12 12 MEMBRANE THEY TO BE A5516NED TO ANY THIRD D-I (TYP) 4 4 UNDER ENTIRE PARTY WITHOUT FIRST OBTAINING AREA OF SHUTTER THE EXPRESWP 12 12 AND CONSENT OF DATN PERMISSION ELIA 4 r- 4 ASSOCIATES. Ll-- Jj 90FF ° i 50FP' � T C L © �— �QI fl pOFESSI71 py: 1 0 D CM O U W 4 *, LL - P Q J 51M 4 NO. DATE REVISION I �r -2 ROOF PLAN 11" 1 1 10-14-05 BLD6 DEPT CORR SCALE: I/8"=1'-O° � �_ �L FRONT OPT. BED 5 / OFFICE ATTIC VENTILATION GALGULATI0N5 IIGII 0 EL1 11l L Area I Attic Vent Requirements Attic Area•2115 eq.Pt.x144=5g9600 sq.In. LA LACUNA Total Attic Vent Requlred, E5TATE5 / Section 1505.5(1/500th Rule)- bbb Sq In.Hlgh VenMnt 666 9q.In1ow V / 1552 Minimum Total High.Low Vent ARV TOW Attic High Vent Provided(1/500th Rule): _ 4 Gable End Vents. 14x24 each a'66 sq.In.672 sq.In. /- High Attic Vent Provid th ed(1/500 Rule): 612 eq.In. Total Attic orm Low Vent Provided(1/500th Rule): _� 5 Der Vents:(He1P Round)24"x12"each a 155 eq.In,615 sq.In. - - - ----- - --- ---- p, Low Attic Vent Provided(I/500th RO.). 6T5 sq,In. li 8 12 PROJECT N0. 03008 F Total Attic Vent Provided(1/500th Rule): 1547 eq.In. D•I D-I D-I g l4 SHEEI TITLE U O 12 GRIctiEr -5 -9 12 FLAN ^/ z \PL 4r �'\ 4� ��i �4 2.. 1 L'/ \N L 19 13 D-I w D-I " z _ ll L5 2.2 PL 0 50FF ..,... -2 2X6 - -- \ O 7 ❑❑ 12 L:� � � o o � -- EXTERIOR m 4 _ ELEVATIONS 4 r G in COD 12 In I 1 oIeY In p ELEVATION NOTES PP ORIGINAL DATE: EXTERIOR MATERIALS: CHIMNEY: g 51M 13 IT 18 ui I.I STUCCO 4.1 TOP TO EXTEND 2'-0"MINIMUM ABOVE ANY _ 1.2 MANUFA!-11) ED ADHERED STONE VENEER ROOF WITHIN 10'-0". 2 _ I.g MANUFACTURED ADHERED BRICK VENEER ROOFING, 1.4 HORIZONTAL GIVING 1.5 SOFFITS/BOTTOM OF CANTILEVERED AREAS: 5.1 PITCHED PROFILE TILE ROOF AT N SLOPE. FRONT o STUCCO SEE ROOF PLAN,DETAILS AND GENERAL NOTES ,F SECTION TA. SCALE: I/411= 1.6 EXTERIOR OROM OF CANTILEVERED AREAS, EXTERIOR GRADE RESAWN PLYWOOD 5.2 PITCHED PLAT TILE ROOF AT X,12 SLOPE. o SEE ROOF PLAN,DETAILS AND GENERAL NOTES -- L TRIM' SECTION IA. c 2.1 FASCIA.XXX. REFER TO DETAIL. PRINT DATE 2.2 DOORS AND WINDOWS, STUCCO WRAPPED �'+DT@ TO ALL TO AR TRAGTORA c REFER TO ARGHIT@GTURAL DETAILS FOR X°xM"FOAM U.N.O.,SEE DETAILS. 2.5 TRIM, LOCATION OF ELASTOMERIG MEMBRANE UNDER EXTERIOR MATERIALS. GUTTERS. SHEET NO. 5.1 ALL ROOFS TO BE 6UTTERED WITH DOWN SPOUTS /^�/ AS INDICATED ON ROOF PLAN AND DETAILS. -`.15 i Ft DANIELIAN ASSOCIATES ARCHITECTURE & PLANNING 2 a SIXTY CORPORATE PARK _ , ...._... _._. IRVINE,CALIFORNIA 12606 (94R)474-6030 FAX: (1144)474-1422 ._ 1 WWW.DANIELIAN.GOM 5 D-2 - � DAN,r�iAN ASSOCIATES EXFRE55,r PL RE5ERVES ITS COMMON LAW COPYRIGHT AND OTNER PROPERTY R16HT51N THESE PLANS.THESE C ❑ TERMINATE VENEER T FENCE LINE,SEE PLANS ARE NOT TO SE REPROWCED CIVIL DRAWING FOR 1 2 CHANSED OR COPED IN ANr FORM ARE 6 PENCE LOCATION TFCY TO 6E A5516OR ANNER NED o ANYEVERR THIRD ——... ________ __ ______ ___ .. - PARTY WITHOUT FIRST 05TAINING u� T THE EXPTE55ED WRITTEN PERMISSION P AND CONSENT OF DANIELIAN J - ASSOCIATES, T - D-2 TOG I&S40, 1 LEFT q9= for cau�°Q/' NO. DATE REVISION 1 10-14-03 1 BLO&DEPT GORR IS W 14"X24"CORROSION D-I RESISTANT LOUVERED VENTS PROJECT TITLE - -, -- LA LACUNA o E5TATE5 / I� 4 LARGE I I PL PL ELEVATION NOTES RESTS GORR051°" - EXHAUST VENTS .-_.....__ PROJECT N0. O30�Qj EXHAUSTION co (2)LOCATIONS EXTERIOR MATERIALS: CHIMNEY: 6'MAX ABV._SLAB_. Q I.1 STUCCO 4.1 TOP TO EXTEND 2'-0"MINIMUM ABOVE ANY -- - UO 1.2 MANUFACTURED ADHERED STONE VENEER ROOF WITHIN 101-0". V -- 1.3 MANUFACTURED ADHERED BRICK VENEER ROOFING: - - v Q 1.4 HORIZONTAL SIDING 5.1 PITCHED PROFILE TILE ROOF AT X.12 SLOPE. - 10 PLAN 2 Z IS, SOP OF CANTILEVERED AREAS: SEE ROOF PLAN,DETAILS AND GENERAL NOTES ion D-2 STUCw SECTION'IA. _ w 1.6 5OFFITS/EOTTOM OF CANTILEVERED AREAS: 32 PITCHED FLAT TILE ROOF AT X:12 SLOPE. FF Z EXTERIOR GRADE R PLAN,DETAILS AND GENERAL NOTESRI SEE ROOF 0 TRIM: SECTION 7A 0 2.1 FASCIA:XXX. REFER TO DETAIL. NOTE TO ALL SUBCONTRACTORS: N 22 DOORS AND WINDOWS: STI WRAPPED REFER TO ARCHITECTURAL DETAILS FOR TERMINATE VENEER ® X"xX"FOAM U.N.O.,SEE DETAILS. IV FENCE LINE,SEE 2.5 TRIM: LOCATION OF ER MATE ERIC MEMBRANE CIVIL DRAWING NOR RIGHT UNDER EXTERIOR MATERIALS. FENCE LOCATION EXTERIOR GUTTERS: SCALE: I/4"=I I—O 5.1 ALL ROOFS TO BE GUTTERED WITH DOWN SPOUTS ELE\/AT I ON5 is AS INDICATED ON ROOF PLAN AND DETAILS. I/ I ORIGINAL DATE: 0 m n 0 T°- 0 a PRINT DATE SHEET NO. A-2.16 42'-O" OPT.COLUMN FOR DECK ABOVE-TYP. B g$.xg-o" t GONG.STOOP --- VERIFY Q LOCATION PIV GE Co OR _ DANIELIANASSOCIATES ARCHITECTURE & PLANNING 51XTY CORPORATE PARK AT EXTERIOR SLAB, IRVINE,CALIFORNIA 92606 6"MIN(CBC 205 a 1506.1) T 1/2"MAX (4749)474-6030 2"BELOW SCREED SEE DETAIL 14 FAX: (q49)474-1422 WWW.DANIELIAMCOM Pd VANIELIAN AS`-L`_L.FVL`_, RESERVES IT5 COMMON LAW COPYRIGHT AND OTHER PROPERTY R I$HT5 IN TI✓ESE PLANS.THE5E SLAB ON&RAVE. PLANS ARE NOT TO BE REPRODUCED :} (REFER TO STRUCTURAL CHANGED OR COPIED IN ANY FORM yl DRAWIN65 BY OTHERS) OR MANNER WHATSOEVER.—IN OR ARE `�•� THEY TO BE ASSIGNED TO ANY THIRD PARTY WITHOUT FIRST OBTAINING THE EAPRE55ED WRITTEN PERMISSION AND CONSENT OF VANIELIAN ASSOCIATES. AT EXTERIOR SLAB, 6"MIN(OBG 205 a 1506.1) '1 1/2"MAX ` 2"BELOW SCREED e40 SEE DETAIL Ig VERIFY ELECTRICAL - IUR C. RE LIUIREMENTS AT r , D IFC � r KITCHEN 15LAND W/ I C GENERAL CONTRACTOR I > r �OF CAl1E0Pr Q PORCH ___4 2' 6 �'�'-4° q G u'I SLAB NO. DATE REVISION O �v I 10-14-03 BLDb D£PT GORR FQiI I � 4 5L----- ------ ---------- ---------- b N T 4 CONI S STOOP PROJLCT TITLL GONG. L I LA LACUNA ESTATES / LARGE PROJECT NO. 03005 6" SHLLI HILL L) O _ n n PLAN 3 J W Q ' • >s 6'-2" '-I" 1'-9" IT'-2" _ I'•T" FOUNDATION 0 12,_4" 4'-2" _-5.8 -10'-4' PROFILE N ___._.........._. a N REFERENCE NOTE FOUNDATION NOTES FOR: REFER TO: FOR: REFER TO, THIS PROFILE 15 FOR ..czcczc:cccz czz:ccz zzzzzzzczz DIMENSIONAL INFORMATION ONLY. ORIGINAL DATE: a 5YM15OLS AND SHEET 6-1 INTERIOR T-I(INDEX),INTERIOR ELEVATIONS ABBREVIATIONS ELEVATIONS 6-I and GENERAL NOTES SECTIONS STRUCTURAL INFORMATION.ATION.STRUCTURAL ENGINEER SHALL REFER TO DRAWIN65 OTHERS FOR ALL FOUNDATION PROFILE a v 6B,1111,IOA. PROVIDE ARCHITECT WITH FINAL DRAWIN65 FOUNDATION T-1(INDEX)FOUNDATION PROFILE /� �{ INFORMATION STRUCTURAL DRAWING/DETAILS INTERIOR FINISH GENERAL NOTES SECTIONS 9,IOA PRIOR TO CONSTRUCTION. 50ALE: I/411=I I—O 11 o BY OTHERS. SCHEDULE REFER TO CIVIL AND LANDSCAPE DRAWIN65 c GENERAL NOTES SECTION 5A o EXT.HARDSGAPE, LANDSCAPE DRAN65 BY OTHERS FOR ENTRY PORCHES,PATIOS,STOOPS,WALKS WI o FRAMING STRUCTURAL DRAWIN65/DETAILS STEPS,PLANTERS,ETC. CIVIL DRAWIN65 BY OTHERS DRIVEWAYS,WALLS,STEPS,ETC.NOT SHOWN HERE INFORMATION BY OTHERS REFER TO CIVIL DRAWIN65 FOR ALL BUILDING LOCATIONS, a�'y'1"� y GENERAL NOTES SECTION 6A FIREPLACE T-1(INDEX)FIREPLACE ELEVATIONS GRADING,AND FINISH FLOOR ELEVATION INFORMATION. PERMIT# l / an r 111 L' INFORMATION &-I d&ENERAL NOTES SECTION CA ELECTRICAL T-I(INDEX)ELECTRICAL PLANS PRINT DATE g INFORMATION 6-I and GENERAL NOTES SECTION 16A APPPOVEP _ v NOTE: vV CEILING VOLUME/ 6-I,and FLOOR PLAN EXTERIOR ELEVATION'A'5HOWN I7'i C!-IAY.I:L'L£INUHE INTERIOR SHELF SEE ALTERNATE PLAN SHEETS FOR ALL BUILDING DEPT. SHEET NO, INFORMATION ALTERNATE PLAN AND ELEVATION A CHANGES. i DANIELIAN ASSOCIATES ARCHITECTURE & PLANNING SIXTY CORPORATE PARK IRVINE,CALIFORNIA-12606 (94R)474-6030 FAX: (444)474-1422 AAA.DANIELIAN.COM O DANIL�;AN A..i_OC.A7E5 LXPRE55LY RCSERVES ITS COMMON LAN COPYRI6HT AND OTHER PROPERTY RIGHTS IN THESE PLANS.THESE PLAN$ARE NDT TO BE REPRODUCED .__.._ CHANGED OR COPIED IN ANY FORM OR MANNER WHATSOEVER NOR ARE THEY TO BE A551GNE17 TO ANY THIRD PARTY HITHOL T FIRST OBTAINING THE EXPRESSED WRITTEN PERMISSION AND CONSENT OF DANIELIAN ASSOCIATES. R J `yin NO. DATE REVISION I 10-14-05 BLDG DEPT GORR r---I I I PROJECT TITLE i I L_—J LA LA&UNA ESTATES / SEAS LARGE PROJECT NO. 03008 N 4 hl < SILb 5 - ------------- ------------- iT n S.r El TnLE m PLAN 3 W CONO.STOOP z µ FOUNDATION cVAR ES I'k N n ® PROFILE OPTIONS I L M ORIGINAL DATE: `v _3 6' M m 4 0 40 IT-=" a12'-4" 4''=" ._..._. 10'-4• _ ___.. 20'-S" m NO PRINT DATE o REFER TO THE FOLLOWING SHEETS FOR M INFORMATION NOT SHOWN HERE. FOUNDATION PROFILE -SEE SHEETS A-5.1 AND A-3.2 FLOOR PLAN -5EE 5HEET5 A-5.5 AND A-3.4 ELECTRICAL PLAN -SEE SHEETS-5.55 AND A-3.6 t-j�OPTI ONAL BED 5 / DEN AT FLEX O ROOF PLAN -SEE SHEET A-3.0 LSHEETNO. /�EXTERIOR ELEVATIONS -5EE SHEET A-3.9 —5. J f i OFT. DECK ABOVE B A A/G PAD A5.5 A3.5 g._.. VERIFY Q LOGATIO m W/6E 2' . 2'-0' GON7RAG OR 60so SL 5L 6000 56 REMP) "I sL DANIELIAN ASSOCIATES 4 -- oPr 6050 FIR DR(TEMP) ARCHITECTURE & PLANNING If R I 51XTY CORPORATE PARK n < IRVINE,GAL/PORNIA g2606 y (44q)474-6030 LIVING DINING i SHELF,'4" FAMILY PAX: (q4q)474-1422 �..,.:,. 9'-0" CLG 9'-0" CLG 9'-0" CLG yWNW.DANlEL/AN.GOM I.:.,'i:: OPEN TO DININb PROVIDE(I)5/5"LAYER SEE(5)OPTIONAL TYPE'X"GYP BOARD AT 2-SI D FIREPLACE 12 DANIELIAN ASSOCIATES E%FRE55Lr 1 dIl ALL WALLS AND GL6 OF THIS SHEET TILE HEARTH aQ Q 4 RESERVES ITS COMMON LAw ENCLOSED USABLE AREA o ON ;p COPYRI&HT AND OTHER PROPERTY BELOW STAIRS. LE AR CLIPPED GLG OCCURS. Ir 1 n RPLAN5 ARE NOT TO M REPRODUCED / y ``J T " CHANGED OR COPIED IN ANY FORM STAIRS: — - OR MANNER WHAT5pEVER.NOR ARE I.GB.O.MER51 16 EO.RISERS®+T I/2"EA. THEY TO BE AS515NED TO ANY THIRD -. IS EO.TREADS®I0 1/2"EA. PARTYwlTHovr FIRST OBTAINING 4'_4" L L "` TIE EXPRESSED WRITTEN PERMISSION 11'LLp a L AND CONSENT OF DANIELIAN 3 OPT BA 3 _I R ASSOCIATES. -B SEE© j SOFF AT THIS SHEET Q -lo L 8, 0 r, _ -;10' � w �`. L L " OPTIONAL � _ CLG L � As TWO 51 DED L - - --' 6 S.-O.,' - f3� LL FIREPLACE - -4 L LL __ __ __L �� - -5 _ LI'rI _ L�LLLLL. � 1040 VOL 1040 F6L6 _ _ _ Li l ._ _i_.. LL ~ (TEMPI' (7EMIPI ` , - - -- -- ....L L -- -- ------- �A X l h I L 6 -- -- B2 X8a-- �/ L - ---- ------ - `s x �I - °0 v 4 ..... ___._._.._ SOFFIT-SEE PO L L =1--I I L 9 v I/ - wnL�sL Yi LL L o�c L 0 0DR'�AIR Nr I I 9'-0' CLG I ` m io EXT.ELEV. I L 1 R t O (PROVIDE A ' L L Li I X O iSTORA6 O X 6` X I ___ PROTECTIVE NO. DATE REVISION 't - LINE OF FLOOR b/ / / A =�I — SLEEVE OL2 ABOVE IIW ,�I ----�, O O cHA I 10-14-03 BLD6 DEFT G /-- 9'-0" CLG -._ .. __._ - - 2xa FLAT STUD _. L-GARAGE L _ ... .. . SOFFIT AT 6' O/ IB' 4 + PLATFORM N / B WITH-IRERATED DRYWALL BEHIND _ STUCCO WAINSCOT LL LINE OF FLOOR ELEEXT VATION 50F IT 4'-10' 6'_-6" 7-I" 'MOVE__ OPTIONAL BATH 5 W/ TUB SOFFIT_SEE VERIFY 512E EXT.ELEV. W/PLUMBER 1-5/4'THK 2568 PROJECT TITLE 5W TIbHT FITTING W/SELF CLOSURE LA LACUNA v 'v 3-GAR GARAGE E5TATE5 /� LARGE (FROM T.O.C.) 20'-O"x20'-O"CLR.MIN. 14"x5" CORROSION SEE SHEET b-2 FOR RESISTANT FIRE PROTECTION OF EXHAUST VENTS ALL GARAGE SURFACES (2)LOCATIONS 6"MAX ABV. D 6 P/I E'SEP BE QI SLAB pn, N N TERMINATE WAI PROJECT N0. AT' EN O�OOv AT FENCE LINE, E F CIVIL DRAWING 8070 SHEEP TITLE FENCE LOCATION REFERENCE NOTE I PLAN 3 W /v�T Z FORS REFER TO: FOR: REFER TO: FIRST ____avav _ay..v..:....v.avavv.v:av:v.___________ SOFFIT SEE Q _ _____ _______________ 6'-7�" I'-0�' 8'-2" '-1' I'-9' A IT,_4„ EXT.ELEV. I'-q" WAINSCOT m 5YMBOLS AND SHEET 6-I INTERIOR FIN15H GENERAL NOTES SECTIONS 9,IOA - ---- - WE ABBREVIATION5 SCHEDULE ASS ELEVATION FLOOR 4'd" 10'-4" 20'-B" FOUNDATION T-1(INDEX)FOUNDATION PROFILE EXT.HARDSGAPE, LAND51-APE DRAWING5 BY OTHERS CTURAL FLANINFORMATION STRU DRAWING/DETAILS STEPS,PLANTERS,ETC. CIVIL DRAININ&5 BY OTHERS __ --_-_-.-. 4T-6" BY OTHERS. a' GENERAL NOTES SECTION 5A a FRAMING 5TRUCTURAL DRAWIN65/DETAILS v INFORMATION BY OTHERS 0 GENERAL NOTES SECTION 6A `o ELECTRICAL T-1(INDEX)ELECTRICAL PLANS AREA ('-',ALGULAT I ON5 ORIGINAL DATE: o INFORMATION 6-I and 6ENERAL N07ES SECTION I6A NOTE: EXTERIOR ELEVATION'A'SHONAI STANDARD PLAN SEE ALTERNATE PLAN SHEETS FOR ALL v CEILING VOLUME/ b-I,and FLOOR PLAN 1(n OPTIONAL BATH 9 W/TUB NO 50.�T. ® STANDARD LIVING AREA 2511 SO.FT. p INTERIOR SHELF ALTERNATE STE PLAN AND ELEVATION FIRST FLOOR IISO 50,FT ADDED INFORMATION SECOND FLOOR 1161 5O.FT OPTIONAL BED 5 NO 50.FT. 0 TOTAL LIVIN6 AREA 2911 90.FT 0 COVER SARASE ED PORCH 656 05 SO,50 DOTAL LIVIN6 AREA 2511 50.FT. ,FT FT OPTIONAL 2-5IDED FIREPLACE NO D 50.FT. o COVERED 1. WINDOW NOTES a IJ ALL WINDOWS SHALL BE DUAL&LAZED TYPICAL UNLE55 NOTED OTHERWISE IN ENER6Y CALCULATIONS. FIRST FLOOR PLAN 0 2) ALL WINDOWS SHALL BE CLEAR&LASS UNLESS NOTED OTHERWISE. O STANDARD LIVING AREA 23II 90.F7 50ALE: 1/411 O I I—O a PRINT DATE .4 5) PROVIDE TEMPERED GLASS PER UBG ALL OPERABLE DOORS TO BE TEMPERED OPTIONAL BED 6/DEN 210 50,FT. ® OPTIONAL DECK '12 50.FT. 4) DIVIDED LITES AS SHOWN ON EXTERIOR ELEVATIONS. 2-GAR GARAGE 422 50.FT. SHEET NO. 0 SEE SHEET 6-4,SECTION 5C AND 6D,FOR WINDOW AND&LASS NOTES. TOTAL LIVIN6 AREA 2521 50,FT. �/�y /��y /►may .. --... _ I I Ilk 5040 5L DANIELIAN ASSOCIATES A5b I DE�/ 6 i i�K ARCHITECTURE & PLANNING SEE OPTIONAL SIXTY CORPORATE PARK it BED ArsHr .a IRVINE,CALIFORNIA g26O6 8'-0" CLG 404o x 9040 x Boao sL 504o x (q4q)474-6030 - -......... __.. _ ................. - FAX: (174q)474-1422 PN k8M.VANIELIAN.00M y m TNT O �BROW � EROW8'-0 CLG RE5ERVE5 ITS COMMON LAWM BED COPYRGHT AND OTHER PROPERTY N8'-0" CLG R16HT5 IN THESE PLANS.THESE FLANS ARE NOt TO EE REPRODUCEDCHAN6ED OR COPIED IN ANY FORM IED4 N LINEN SEE OPTIOONAL 1N OR MANNER WHATSOEVER.NOR ARE L BED E5 THEY TO 8E AS ISMD TO ANYTHIRD 8,-0„ CLGAT LEFT 2'-B" 4'-2" B'-6" B'-I" PARTY WITHOUT FIR6T OBTAINING , . THE EXPRE56ED YRIT EN PERMI5610N 6'g' 665 FACE FRAMEHELVE 1,$, cl, AND CONTENT of vANIELIAN W/5 SHELVES 22 ASSOGATE6, U 7.0.DO 1IN o n ' OPTIONAL BED 5 LLa _ _ --- ILK DI L_ m 2566 -. _ VER1 OPT ry U M BA 6066 8'1"HIGH `— OAS ay h OF NB rr OF CI1l GUARDRAIL 066 6'- CLG X 40"H1614- IV j I 4 5 - n p LOW WALL - n i _S _5 � 1 4 -9 N 16 N0. DATE REVISION Q 6 1, i! I 10-14-03 BLD6 DEFT GORR _._ _.__STAIRS: 2S --q tlOi II ----�8 8'-0' CLG 1��2' i1 111i 3-6 _S 1. DECK BED 3 _ BED 2 K—IN 4 e'-0" CLG " ,6 16 Ea.RISERS , 1 i 8'-0" CLG it •.7 1/2"EA. 1 i1 ii 15 Ea.TREADS iL___ g 10 1/2"EA. -IL-- SO66 OPT 5068 PR OR (TEMP) ? O O (B)VENT �,r� i IS'x6 W,H. 306 F6L HSOFFIT 8CE EXr I ¢1 INr h EXT T PaTSHEL ---- - - SEE EXT ELEV L-�-------- L F'OrSHELF . .¢TNT PROJECT TITLE SEE EXT.ELEV. Ib' S'-6" I'-0" LOFT M BED A9.0- 0'O B'�"..._ LA LACUNA 8'-0" CLG 8'-0" CLG 42'A" ESTATES / I I LARGE -- a IE—LINE OF AALL BELOW (�- OPTIONAL DECK PROJECT NO. 0300S N I 1:2 50.FT. DEG,ADDED �ugt II i SHEET IIILL Q I I Z PLAN 3 a I I W I I I - - - ---L---- SECOND N I FLOOR PLAN L/ `N I 1"l Q A r- N AB.6 CD REFERENCE NOTE WINDOW NOTES - -- -- 0 ORIGINAL DATE: a FOR, REFER TO: FOR: REFER TO: IJ ALL WINDOWS 5HALL BE DUAL 61-AZED TYPICAL UNLESS NOTED OTHERNISE IN ENERGY CALCULATIONS. zzzz zzz zzcccczc cc ccczzzzzz zz zz_________�____.__= ccccc====____=z_=zzzccccc<ccccc cc cz zzzcczzzz zzzzzz -... ___ SYMBOLS AND SHEET 6-1 INTERIOR T-c I(INDEX,INTERIOR ELEVATIONS 2) ALL WINDOWS SHALL BE CLEAR GLASS UNLESS NOTED OTHERWISE. - -- d ABBREVIATIONS ELEVATIONS G-land GENERAL NOTES 5ECTION5 B) PROVIDE TEMPERED GLASS PER UBG ALL OPERABLE DOORS TO BE TEMPERED ---- FOUNDATION T-I(INDEX)FOUNDATION PROFILE 68,60,9,IOA. 4) DIVIDED LIrES A9 SHOWN ON EXTERIOR ELEVATIONS. 0 ,y INFORMATION STRUCTURAL DRAWING/DETAILS INTERIOR FINISH GENERAL NOTES SECTIONS A,IOA SCHEDULE SEE SHEET G-4,SECTION Or,AND 6D,FOR WINDOW AND GLASS NOTES. BY OTHERS. 0 GENERAL NOTES SECTION SA EXT.HARDSGAPE, LAND51-APE DRAWINGS BY OTHERS aFRAMING 5TRUGTURAL DRAWINGS/DETAILS STEPS,PLANTERS,ETC. CIVIL DRAWINGS BY OTHERS o INFORMATION BY OTHERS FIREPLACE T-I(INDEX)FIREPLACE ELEVATIONS d GENERAL NOTES SECTION 6A g INFORMATION 6-1 and GENERAL NOTES SECTION IDA ELECTRICAL T-I(INDEX)ELECTRICAL PLANS PRINT DATE 9 INFORMATION 6-1 and 6ENERAL NOTES SECTION 16A CEILING VOLUME/ 6-I,and FLOOR PLAN EXTERIOR ELEVATION'A'SHOWN SEE ALTERNATE PLAN SHEETS FOR ALL 5ECOND FLOOR PLAN p INTERIOR SHE ALTERNATE PLAN AND ELEVATION SHEET N0. l /y( INFORMATION CHANGES. SCALE: 1/4' C I I_OII �-5._1 I -. PORCH --- -- --- -- - ..-. L_ L L L_ L ---- - -------- s=G.' CLGPiz ��; �I L-L_L_L_KLT�L.L- 5$ -------- ------- CLL L. O I-3/4"THK 2866 4 ❑ ���� - 0_ SW TIGHT FITTING ttT _"L W/SELF GL05VRE tr 0L L _° o DAN/ELIAN ASSOCIATES 4068 - ;� iv ARCHITECTURE & PLANNING v SIXTY CORPORATE PARK IRVINE,CALIFORNIA g2606 (q4q)474-6030 4'10 6'$ 211' 12'-1" 5'-6• FAX (q4q)474-1422 —" ~V DANIELIAN.GOM 2- ,AR GARAGE 8'-0" CLG 0 DAS,LLWi Aso Al_lxl-Lr v (FROM T.O.C.)Ew cOPY ,AND OTHER PROPERTY RIGHTS IN THESE PLANS.THESE BEa�D `/ PLANS ARE NOT TO m REPRODUCED E7 CHANGED OR COPIED IN ANY FORM DE*' OR MANNER WHATSOEVER.NOR ARE " THEY TO BE A5516PEO TO ANY THIRD 8'—O" CLG PARTY WITHOUT FIRST OSTAININ6 THE EX 55ED WRITTEN PERMISSION AND CONSENT OF DANIELIAN ASSOCIATES. IN --50503E C. z 12'-4" 4'-21 101-4.. 20'-8" aw C4M S' 4T-6' -- rf 4f CA11F�`�P n PARTIAL FIRST FLOOR NO. DATE REVISION OPTIONAL BED 6/DEN AT 'A', 'B' 4 'G' 10-14-05 5LI16 DEPT CORR 210 50.FT.OF LIVING AREA ADDED L_ WW L J l-- �L I� PORCH 412• 10'-T 14'-22 a � SLAG PROJECT TITLE LA LACUNA ESTATES / - LARGE --- --.------------------------ 'kd GONG..STOOP n 4 5$ PROJECT NO. 05005 TO W O VARIES �I - SHEEN 1NLE WWyI -ry cco z FLAN 3 a - J 0 FLOOR PLAN OPTIONS a A', 1/ IQ 1 $ 101 4 Li 4 N N N -- _ -"-- ORIGINAL DATE: v 12'-4' 4'-2' 10'-4" N 0 4T$• o 0 o d NOTE' y REFER TO THE FOLLOWING SHEETS FOR PRINT DATE o INFORMATION NOT SHOWN HERE. c FOUNDATION PROFILE -5EE SHEETS A-3.1 AND A-5.2 FLOOR PLAN -SEE SHEETS A-5.5 AND A-5.4 n PARTIAL SECOND FLOOR ELECTRICAL PLAN -SEE SHEETS A-5.5 AND A-5.6 ROOF PLAN -5EE SHEET A-3.6 � OPTI ONAL BED 6/DEN AT 'A', 'B' 4 'G' SHEET "°. EXTERIOR ELEVATIONS -SEE SHE .9 ET A-5 A-35 SCALE: I/4"=I'-O" i a II II I — I A OPr. - � AFGI AFGI '___AFGI AFGI )III AFGI - LF`fi ��D �, DANIELIANASSOCIATES OPT.FAW I.T. II : ARCHITECTURE & PLANNING AFGI R I; 8'--0" CLG _-_- — __ / SIXTY CORPORATE PARK II CLG APc s o5ED AFGI AFGI 1 LI—VINO DINING f�.MILY _ � OPT.FAW Lr. 9' 9'-0" CLG �,: 9'-0" CLG AFGI II AFGI I ,.FAW LT. (� '6\I �......:.:...: �♦ ep IRVINE,GALIFORNIA 82606 �� ,i- OPr.FAW LT. PEND. :iTFAN/LT. (94a)474-6050 j FAX: (q44)474-1422 -- - - -0' CLG WWW.DANIELIAN.GOM -��-�/® ` ♦\ AFGI � / ♦\ AFGI nnn��FGI y�( `OPT ` IIr ' I DANIELIANA55OGIAlE5E%PFF55LY RESERVES ITS GOHMON LAW `\ -'- O \ ♦ ` \ / ' COPYRIGHT AND DINER PROPERTY Tom._ I AFGI _____ ____ \♦ \` / PLANS IN THE PLAW.REFRI ARE TO 5V IN Y FORM L. I�Cy I 'a G• ATTGI FAUAT ` L L ITV+(,��ryyy�[,,,-yy�y OR�R WHATSODEVER.NNOR ARE L L L ` /`1 L— L LW 9 K--� T TO BE A5516NED TO ANY TNIRD - ' 1 T!E EXPRESOM I"WTTEN PERM15610N —_ Z. L_-- '\ _ I — �C_ __ #� L L_L _L L L AW aDNSENT OP DA"IE 1A" % - lJ-1 - ASSOCIATES. �'wo' CC. LL LIL -�LLLL I VIE AFGI Pol L—J ® , _________________ fM L ._. (` ` L $'- L — L I-`L_ L L L L L ---z_ h - , OFT. s'-o' - - CLG e L L.. 6 L L -- rt 1 / AFGI , ---IIrIr-�- L L. —_ �L L ILJ,_L I I I I� L OPT.FAW LT. /) �/ APGI AFCI_..._ _ ' �♦ \A'NC LT. n.: ii OPT. BED 5 1 ___ i I��L-1 I L L L L \ P WP \ l le II WAI -IN I -- ---- -------- L I X I `hrl Q* 8' 0 f4G I � - 8.-D,. CLG �AIL..... .. � , u�C0.ttF��♦ AFGI AFGI- --i L�. ' — H � _ -- --- RM RM! I I I I ORGH� II _:.. I FI -- - ---- �-- N0. DATE REVISION r---- r I �-0" CLG ------� .. ... --- `" """———- \� ♦ ----- I 10-14-OB BLDG DEPT CORR I I I I I � LJ �_�� � —� /-• —_ -------___-_ � GK i / ♦ cR PIP —_ - ; \ wNp I ♦ 1 I --- \ t PROJECT TITLE 5-CAR CARA(�L 8,-0" CLG LA LACUNA ♦ AT GL6.FOR (FROM T.O.C.) AT GLG.FOR 6A5 OPT.6D.0. OPT.6.D.0. -- ESTATES / METER OF-7 M E3E� \. LARGE 0" CLG 8'-0" CLG \ Q I ND.SEE SHEET♦\ (MIN.100 AMP WITH &ROU UFER ELEG. ` SECTION 16A,NOTE TJ I METER t PROJECT NO. 05005 w I I ffl SHEET IITLE w L-1------ \�\� ----- WP WP PLAN 3 - - W SECOND FLOOR UTILITY PLAN OPT. DECK UTILITY PLANS IA1 REPERENGE NOTE N FGR: REFER TO: FOR: REFER TO: __ 00 5TMBOLS AND SHEET 6-I INTERIOR T-1(INDEX),INTERIOR ELEVATIONS ABBREVIATIONS ELEVATIONS 6-1 and GENERAL NOTES 5ECTIONS 65,6G,4,IOA. ORIGINAL DATE: FOUNDATION T-1(INDEX)FOUNDATION PROFILE INFORMATION STRUCTURAL DRAWING/DETAILS INTERIOR FINISH GENERAL NOTES SECTIONS F,IDA FIRST FLOOR BY OTHERS. 50HEMLE GENERAL NOTES SECTION BA EXT.HARDSGAPE, LANDSCAPE DRANIN65 BY OTHERS UT I L 1 TY PLAN o FRAMING 5TRUGTURAL DRAWIN65/DETAILS STEPS,PLANTERS,ETC. CIVIL DRAWIN65 BY OTHERS m INFORMATION BY OTHERS SCALE: 1/4 N=1 1_O II o 6ENE:RAL NOTES SECTION bA FIREPLACE T-1(INDEX)FIREPLACE ELEVATIONS o INFORMATION 6-I and bENERAL NOTES SECTION IOA o ELECTRICAL T-1(INDEX)ELECTRICAL PLANS INFORMATION 6-I and GENERAL NOTES SECTION 16A 0 a GEILIN&VOLUME/ 6-1,cod FLOOR PLAN PRINT DATE o INTERIOR SHELF n INFORMATION m NOTE: EXTERIOR ELEVATION'A'SHOWN SEE ALTERNATE PLAN SHEETS FOR ALL SHEET0. ALTERNATE PLAN AND ELEVATION A_5.6 GHAkA i DANIELIAN ASSOCIATES ARCHITECTURE & PLANNING 51XTY CORPORATE PARK IRVINE,CALIFORNIA g2606 (0[441)474-6050 FAX: (114q)474-1422 AAA.DANIEL IAN.COM G ANIELIAN ASSOGIATE5 CIFRC5 - RESERVE5 ITS COMMON LAW COPYRIGHT AND OTHER PROPERTY RIGHTS IN THESE PLANS.THESE PLAN5 ARE NOT TO BE REPRODLIOW CHANSED OR COPIED IN ANY FORM OR MANNER WHATSOEVER.FOR ARE THEY TO BE ASSIGNED TO ANY THIRD PARTY WITHOUT FIRST OBTAINING THE EXPRESSED WRITTEN PERMISSION AND CONSENT OF DANIELIAN A5 IATES. #V. t�� NO. DAIL REVISION 1 10-14-09 BLIP&DEFT CORR _ ICL _ ' --- - - -- - -- LLy LLL LL G H ---- - ---- - L L III 1 I L L L L TL_L L ���--- 0' CLG LL /x j 1 1 L L L L K L L L PROJECT TITLE 5L 1 I 1 1�L '-o"ELL L ' x 11 M T 1 l-- LA LACUNA L L, ry I - - O ESTATES / LL --- -- ----- -- - --- --- LARGE -L = rn �\ PROJECT NO. 03008 1 g / AFGI \, WPI SHLLI HILL VO \ AFGI I &Fl \` PLAN 3 \ .- w ` 8'-0" CLG il z OFT.FAW LT. (FROM T.O C.) AT GLb.FOR 6A5 UTILITY �i oP b D0 ME PL,4N TER OPTI ON5 �,� CLG Ate, N iv a. IN IN ' (MIN.IOO AMP WITH UFER ELEG. \�\ AFGI SEGTI DIN III NOEE OTTEE T)-S, METER - Ll .�7[���C/1[:�L(L/�LILJl 4 ORIGINAL®ATE: `opso WP 0 `o NOTE FIRST FLOOR REFER TO THE FOLLOWING SHEETS FOR /\ OPTIONAL BED 5 DEN o INFORMATION NOT SHOWN HERE. / PRINT DATE o FOUNDATION PROFILE -SEE SHEETS A-3.1 AND A-3.2 SCALE: I/411_ I_OII FLOOR PLAN -SEE SHEETS A-3.3 AND A-3.4 ELECTRICAL PLAN -SEE SHEETS A-3.5 AND A-3.6 ROOF PLAN -SEE SHEET A-5.15 EXTERIOR ELEVATIONS -SEE SHEET A-S.Q SHEET NO. t7111 HEOFOPT_ -O�: AREA I Ilk -_._ /- 12 5'RFYTRL '"'REC� \� DANIELIANASSOCIATES LINE OF WALL -_--�::.,:,._.. TO VERIFY TRI155 DIRECTION. LINE OF ROOF HORIZONTAL FAUJ'HoDATE ARCHITECTURE & PLANNING PL SIXTY CORPORATE PARK (.149)474 6030 NIA 42606 s 2 ° FAX: (0144)474-1422 VALLEY D- hYPJ BED 2 c TOILET M BED AM .VANIELIARCOM - - _ pj DAN ELAN ASSOCIATES EXPRESSLY COPi'RI6HT AND OTHER PROPERTY FF RIGHTSIN THESE PLANS.THESE - 1 PLANS ARE NOT i0 BE REPRODUCED PL CHANGED OR COPIED IN ANY FORM T OR MANNER WHATSOEVER.NOR ARE _._.__ EAVE PL - -- __---- _- -�_ DINING HDR THEY TO BE ASSIGNED TO ANY THIRD 4 D-I (TYPJ T� PARTY WITHOUT PR5T OBTAINING HDR _..,.. q2 .. .__..._._.. THE EXPRESSED WRITTEN PERMI5510N AND OONBENT OF DANIELIAN AREA 5 ; GARAGE KITCHEN OK FAMILY ASSDCIATES. Q MEDIA W e AREA 2 1 o m I� I q5 ---- j FF A ' D ELNNA82g P,..N C B n d" A5.8 A3.8 ,q-Qf CpU14��\p ROOF PLAN SECTION A I/811=II_OII N0. DAIE REVISION SCALE: 1 10-14-05 13LD6 DEPT CORR ROOF PITCH AT 4:12 U.N.O. AREA I - AREA 3 - ATTIC VENTILATION GALCULATIONS ATTIC VENTILATION CALCULATIONS 5.1 52 HIGH AND LOAO Area I ACEIc Vent Requlremenb I. TOTAL ATTIC SPACE CAL60LATION, 4 r- 14 Attk Area-126M sq.ft.z144-02156 sq.In. 25 3,600 Required, A. __--_50.FT.x 144• __________SQ.IN.OF ATTIC Total Attla Vent Section 1505.5(1/500th Rub)= 504.56 5q.In.HI0 Vent 2. TOTAL VENTILATION REQUIRED, � PROJECT TITLE 304.56 5q.In ..Vent PL ,L 60q.12 Mlniiwn Total High♦Low Vent A. ___g600 -_SQ.IN.,150• 24 TOTAL 50.IN.OF VENTILATION REQUIRED __._.........._...__.....__-._ __.___.-..PLC Total Attw High Vent P-Aded(1/500th Rule), _ HDy LA LACUNA 5 Dormer Vents:(Half Round)24'x12"each a 155 sq.In.405 sq.In. S. TOTAL VENTILATION PROVIDED, _.'.._. High Attic Vent Provided(1/500th Rule): 405 sq.In. ESTATES ES / A. VENTILATION PROVIDED, I'-0"10"IO�" 9,-8" Total Attic La.nt:Vent(Ha Provided 4"AVkh Ruls), ' ° LARGE AT_-Let-50,IN.EACH.____�_5Q.IN.OF ROOF DORMER VENTS �•• 3 Dormer Venter:(NOUN Round)24'xl2"each a 135 eq.In.405 eq.In. --a- T 8.1 = Low Attic Vent Provided(1/500th Rule), 405 sq.In. _1__AT_60_50,IN.EACH=____ _W.IN.OF EAVE VENTING(9"x22"1 BED •7 -'6 7okal Attic Vent Provided(1/500th Rule), BID sq.In. (REFER TO DETAILS) ••••=__===............. ____ _TOTAL 50.IN.VENTILATION 6.1 FF � PROJECT NO. AREA 2 Q�jQQQj - �` - U ATTIC VENTILATION GALCULATIONS A - --"° SHEE1 11,LE TO 50%HIGH AND LOW VENTILATION Q I. TOTAL ATTIC SPACE CALCULATION: PLAN 3 ZQ A. 669 5Q.FT,z 144• __45,4T2__5Q,IN.OF ATTIC, W 2. TOTAL VENTILATION REQUIRED: Tr DINING 4 (ASSUMES CODE REQUIREMENT OF A MIN.OF 50%OF HIGH VENT. RO ,D Hr 0 AREA PVIDED TO BE A MIN.OF V ABV.EAVE VENTS) Tn SEC SECTIONS/ SECTION NOTES '' ROOF PLAN N A. ___�a4n____SQ.IN.,900• 518 TOTAL 50.N.OF VENTILATION REQUIRED ® B. ____518 So.IN.,2• ____94 _MIN.50.IN.AREA OF H16H VENT. ROOFING: INSULATION: (BALANCE REQ.IN LOW VENTILATION) - _ -- - IA I S. TOTAL VENTILATION PROVIDED: 5.1 PITCHED PROFILE TILE ROOF AT 6:12 SLOPE U.N.O. 8.1 EXTERIOR WALLS PER ENERGY GALLS SEE ROOF PLAN,DETAILS AND GENERAL NOTES 8.2 GEILING WITH ATTIC.ABOVE:PER ENERGY GALC5 A. HIGH VENTILATION PROVIDED, SECTION TA. (A ELEVATIONS) 83 VAULTED GEILIN&: PER ENERGY GALLS c _O-AT ESQ_5Q.IN.EACH= _�____5Q.IN.OF&ABLE END VENTS 5.2 PITCHED FLAT TILE ROOF AT 6:12 SLOP£U.N.O. 5.4 KNEE WALL5 BETNEEN ATTIC PER ENERGY CALCS a _?_AT_ _SQ.IN.EACH=___210 _SQ.IN.OF ROOF DORMER VENTS SEE ROOF PLAN,DETAILS AND GENERAL NOTES AND LI VIN6 SPACES, °D (MUST BE S'ABOVE LOW ........ SECTION-1A. (B s C.ELEVATIONS) 5.5 FLOOR OVER 6ARA&F: PER ENERGY CALCS VENTILATION.) -_"11Q___TOTAL 50.IN.H16H VENTILATION WOOD FLOORS: SECTION B ORIGINAL DATE: B. LOW VENTILATION PROVIDED: 6.1 AT TYP.INTERIOR CONDITION. INTERIOR MATERIALS: a _O AT__O_50.IN.EACH• _�5Q.IN.OF ROOF DORMER VENTS FLOOR SHEATHING OVER FLOOR JOISTS. q,I TYPICAL WALLS AND CEILINGS, SCALE: 1/4li=I I-O I I _ -AT_60_SQ,IN.EACH= I SO.IN.OF EAVE VENTING(S"z22') REFER TO GENERAL NOTES SECTION&A,AND I/2"GYP BD(5/8"GYP BD AT CEILING IF (REFER TO DETAILS) ............... STRUCTURAL DRAWI1165 BY OTHERS. FRAMING 15 61REATER THAN 16"O.C) ISO CONCRETE SLAB. q,2 AT WET AREAS: �-�, �7_TOTAL 50.IN.OF LOW VENTILATION T,1 SEE FOUNDATION PROFILE AND GENERAL NOTES 1/2"MOISTURE RESISTANT GYP BD AS o C. TOTAL VENTILATION PROVIDED: ��SQ.IN. SECTION 5A AND STRUCTURAL DRAWIN65 BY OTHERS RECOMMENDED BY MANUFACTURER. R&H VENT..LOW VENT) SEE ROOF PLAN FOR ADDITIONAL INFORMATION. -1.5 FIRE PROTECTION: o SEE SHEET 6-2 FOR FIRE PROTECTION p OF ALL&ARA&E 5URFAGES. NOTE: 2 NOTE, GENERAL CONTRACTOR SHALL VERIFY THE NET FREE VENTILATION OF THE VENT REFER TO TO THE FOLLOWING SHEETS FOR PRODUCT SELECTEDA&AINST THOSE NOTED ABOVE. THE REQUIRED VENTILATION c INFORMATION NOT SHOWN HERE. SHALL BE MAINTAINED. PRINT DATE o FOUNDATION PROFILE -5EE 5HEET5 A-5.1 AND A-32 PROVIDE INSULATION STOP SUCH THAT INSULATION DOES NOT OBSTRUCT THE FOUNDATION AND FRAMING ELEMENTS SHOWN HERE -- FLOOR PLAN -SEE 5HEET5 A-5.5 AND A-3.4 FREE AIR MOVEMENT AS REOLIRED BY THE BUILDING OFFICIAL. O ELECTRICAL PLAN -SEE SHE A-5.5 AND A-3b ARE GEI�RIG IN NATURE AND MAY NOT BE GONSISTANT ROOF PLAN' -SEE SHEET A-5.5 ALL OVERLAP FRAMED ROOF AREAS SHALL HAVE OPENINGS BETWEEN THE WITH THE ACTUAL STRUCTURAL ENGINEERED REQUIREMENTS p EXTERIOR ELEVATIONS -SEE SHEET A-SA ADJACENT ATTICS IN THE ROOF SHEATHING(AS ALLOWED BY THE 5TR ICTURAL FOR THIS PROJECT.REFER TO THE STRUCTURAL DRAWINGS, SHEET NO. EN&INEER)TO ALLOW AIR PA55A&E AND ATTIC VENTILATION BETWEEN THE TWO OR, DETAILS AND CALCULATIONS BY OTHERS FOR ALL ��•Q ISOLATED ATTIC,SPACES SHALL BE VENTED INDEPENDENTLY TO UBG REQUIREMENTS. 5TRUCTURAL INFORMATION. v 2'-0"x5'-2"APPLIED SHUTTERS 16 IT 20 -_ -- APPLY ELASTO-MERIC MEMBRANE UNDER ENTIRE AREA OF SHUTTER Q 4 12 - 2 _ 12 14 4 r.. . ® ® - 7" 15 I z zs PL L -. pr 5PL _--_ u s I I 5 DANIELIAN ASSOCIATES 4 FIXED Q FIXED ARCHITECTURE & PLANNING ° SHUTTER v SHUTTER O I I SIXTY CORPORATE PARK m �4 _ IRVINE,CALIFORNIA 12606 Will 5 (.144)474-6030 6" --- - --- - - 'I FAX (114a)474-1422 Fri 12 o e __ �4 PIP WWW.DANIELIAN.GOM PL PL HOR gpPP __ PL SOFF T .. .. _ q DANIELIAN ASSOCIAIES ExPREy_r • l._.._ D-I COPr¢6HT AND OTHER PROPER10 TY ..r...__1(�.__.. RI&HTS IN THESE PLANS.THESE u LJ PLANS ARE NOT BE REPRODUCED L. \ � � \ � � \ � �� � \� \ GED CHAN OR COPIPI ED IN ANY FORM T FIXED _ II = OR MANNER WHATSOEVER.NOR ARE R Q A a SHUTTER p P Q -B ❑❑ 2 ❑❑�❑❑❑❑ q THEY IBE UT TIRED BANYTHIRp 1., t � PARTY WITHOUT FIRST OBThININ6 M Q C HE EXPRESSED EN PERMISSION TRIM n 11 ❑❑❑ �❑❑�❑❑r❑❑ � AND CONSENT OF VAN DANIELIAN TO%FP 41 T ❑❑❑ ❑❑❑❑�❑�❑ ASSOCIATES. Ir LEFT 19 6 FRONT Jrhi. y QW tlti � IUIiC C48M 2 2 or 601 al ® ® 14 PLNO. DATE REVISION FL P ........... _.._.... AT.OPTI. D 'J --- -- -- -- ---- I 10-14-03 BLD6 DEFT GOR 4 o m Q } R o _ P0T51iELF '6 I I RllT T1rITR T-11 I'RT�I m I I N II III III II II II II II II II III II II II II YYII II II II, I III II II I II N II N II II II II III II II II II I II III I OPTIONAL xtl--tl 1eIxII II II O IODL RSIDING ALL DASH TRIM uuuu LASS J OR OCCURS ONLY AT RH D ELEVATIONS PAC INS ________________ LICIEW AND RIGHT _ OF .......______...�'y PL —_...._. _.—__......._'_ HPR. PROJECT TII I. 5 S 14"X5"CORROSION RESISTANT LA LACUNA EXHAUST-VENTS ---- -- _2 --------------------.- - ZT --- --- - -tr ------ ----- ---- I I I I _ (2)LOCATIONS _ = T I I I I I E5TATE5 6"MAX ABV.SLAB I I I I I •I T I W �- -TERMINATE VENEER 10 4 , Q LARGE j i i I i i i G AT FENCE LINE,SEE -2 T I CIVIL DRAWING FOR _2 I FENCE LOCATION �-OPTIONAL FIR DR PROJECT NO. O3005 w RIGHT REAR SHLLI ,BILE SCALE: 1/411=1'-0" z PLAN 3 J EXTERIOR ELEVATION NOTES PL -- ELEVATIONS ® EXTERIOR MATERIALS: CHIMNEY: HDR .._ _. I A I LI STUCCO 4.1 - - ._._ _._. ........._. � __ r T 7.1 : 1.2 MANUFACTURED ADHERED STONE VENEER I$ MANUFACTURED ADHERED BRICK VENEER ROOFING, i i 1 BEYOND 1.4 - 5.1 PITCHED PROFILE TILE ROOF AT X,12 SLOPE. = 1.5 SOFPITS/5OTTOM OF CANTILEVERED AREAS, SEE ROOF PLAN,DETAILS AND GENERAL NOTES I -4 t0 m L +-J v STUCCO 5EGTION TA. ;p c TRIM. 5.2 PITCHED FLAT TILE ROOF AT X.12 SLOPE. c 2.1 FASC SE IA:2x5 REFER TO DETAIL. E ROOF PLAN,DETAILS AND GENERAL NOTES ORIGINAL 2,2 DOORS AND W ED WINDOWS. STUCCO WRAPP SECTION TA. 2'x4'FOAM U.N.O.,SEE DETAILS. NOTE TO ALL SUBCONTRACTORS, PP of REFER TO ARCHITECTURAL DETAILS FOR PL GUTTERS, LOCATION OF ELASTOMERIC MEMBRANE - m 0 5.1 ALL ROOFS TO BE GUTTERED WITH DOWN SPOUTS UNDER EXTERIOR MATERIALS. HDR --- - - M ..._. ___ ..... ap AS INDICATED ON ROOF PLAN AND DETAILS. r-"T"T r--r—=� 0 F-4--1 F--+--i — S T E--+--J L--+--J 8 I I I I� I I PRINT DATE - ML--'I--J L--'--J OPT. DECK SHEEP NO. PL o0 OO &OFF EL a � DANIELIAN ASSOCfATES Q ARCHITECTURE & PLANNING ' 6IX7Y CORPORATE PARK / IRVINE,CALIFORNIA 92606 (R4R)474-6030 PP FAX: (449)474-1422 PL 4 P WW.DANIELIAN.COM &OFF �•F _ Q DAME_.AN AGSOUAi'E5 EXPO%_" RESERVES ITS COMMON LAZY RIGNTS IN THESE THESE PLANS ARE NOT TO0 BE BE REPRODUCED 4 2 CHANGED OR COPIED IN ANY FORM V 4 ❑❑❑❑❑❑❑ q MANNER EVER NOR ARE THEY A9516N F q h1EY TO BE ASSIGNED TO ANY THIRD 4 4 PAR Y WITHOUT FIRST OETAINING In _2 ❑❑❑❑❑EA❑❑ h THE EXPRESSED MITTEN PERMISSION ❑❑❑❑❑❑� T AND CONSENT OP DANIELIAN ASSOCIATES. FRONT AT OPTIONAL DEN / BED 6 V% `a. R.No.C4829 �I l Pe a f OF CPUfOP NO. DATE REVISION I 10-14-05 BLO6 IPEPf CORR 12 ® 14 4 r._ PL HIM PROJECT TITLE 0 41 LA LACUNA ESTATES FF 12 / PL 4 LARGE PL E—Ti 12 WINDOW OCCURS - AT Dj EW OW b PROJECT NO. OOJOOS v T AREA 2 ATTIC, VENTILATION CALCULATIONS s 4 q SHEET ,ITLE OD 50%HI&H AND LOW VENTILATION a I. TOTAL ATTIC SPADE CALCULATION: FLAN 3 Z PP T $ A. fig 50.FT.X 144: __95,4T2__50,IN.OP ATTIC -- - J W 2. TOTAL VENTILATION REQUIRED: 0 (ASSUMES CODE REQUIREMENT OF A MIN.OF 50%OF HIGH VENT. OPTIONAL AREA PROVIDED TO BE A MIN.OF W ABV.EAVE VENTS) S A. ___95,4M__—50.IN.:900. 316 LEFT AT OPTIONAL DEN / BED 6 EXTERIOR ® TOTAL 90.IN.OF VENTILATION REWIRED B. 50,IN.:2. I59--,MIN.50,IN.AREA OF HIGH VENT. SCALE: 1/4"_I l—OII ELEVATIONS (BALANCE REO.IN LOW VENTILATION) d B. TOTAL VENTILATION PROVIDED: it A. HISH VENTILATION PROVIDED, _O_AT 2 _I56_50,IN.EACH= 0 SQ.IN.OF SABLE END VENTS PLAN IA _AT_Ss_50.IN.EACH•____2-10 SQ.IN.OF ROOF DORMER VENTS ELEVATION NOTES _ (MUST SE 9'ABOVE LOW :.......•. .............. N VENTILATION) ___AID_�TOTAL SO.IN.HISH VENTILATION ORIGINAL DATE: 3 a B. LOW VENTILATION PROVIDED: EXTERIOR MATERIALS: CHIMNEY: _AT—a--SQ.IN.EACH•�_0__50.IN.OF ROOF DORMER VENTS 1.1 STUCCO 4.1 - 8_AT_60_SQ.IN.EACH• _i80—.•�p.l"O v''VE VENTINS(9'k22") 12 N MANUFAGiED ADHERED STONE VENEER .. (REFER TO DETAILS) . I80- 1.5 MANUFACTURED ADHERED BRICK VENEER ROOFINS: o - n TOTAL 50.IN.OF LOW VENTILATION 15 50FFIT5/15OTTOM OF CANTILEVERED AREAS: 5.1 PITCHED PROFILE TILE ROOF AT X:12 SLOPE. m o G. TOTAL VENTILATION PROVIDED: 450 50.IN. STUGC.O SEE ROOF PLAN,DETAILS AND SENERAL NOTES o PI (HISH VENT..LOW VENT) SEE ROOF PLAN TRIM: 52 PITCHED FLAT TILE ROOF AT X,12 SLOPE. O_ 2.1 FASCIA:2x6 REFER TO DETAIL. SEE ROOF PLAN,DETAILS AND SENERAL NOTES 22 DOORS AND WINDOWS: STUCCO WRAPPED SECTION TA. 2"x4"FOAM U.NO.,SEE DETAILS. NOTE TO ALL SUBCONTRACTORS: a NOTE: REFER TO ARCHITECTURAL DETAILS FOR PRINT DATE "u REFER TO THE FOLLOWIN&5HEET5 FOR &UTTERS: LOCATION OF ELASTOMERIC MEMBRANE S INFORMATION NOT SHOWN HERE. 5.1 ALL ROOFS TO BE&UTTERED N1114 DOWN SPOUTS UNDER EXTERIOR MATERIALS. FOUNDATION PROFILE -SEE SHE Al AND A-5.2 AS INDICATED ON ROOF PLAN AND DETAILS. FLOOR PLAN -SEE SHEETS A-0.5 AND A-9.4 ELECTRICAL PLAN SEE SHEETS A-9.5 AND A3.6 S NO.' 0 ROOF PLAN -SEE SHEET A-511 .HEFT .I O EXTERIOR ELEVATIONS -SEE SHEET A-B M BA _ ------------- 8'-0„ CLG P I BED 5 -- _-- ------- BED 2 KAN !I 8'-0" CLG 8'-0" CLG ��_I„ ii 8-0- CLG i1 lallx6ll K" II DANIELIANASSOCIATES (i [tip, (5)VENT . O -i,� ARCHITECTURE & PLANNING SOW I F& --- SIXTY CORPORATE PARK n , -�_ ❑" 1/1/1 ❑ IRVINE,GALIFORNIA 42606 M (94-1)474-6030 ¢INT FAX: (,W)474-1422 60T5HELF- AM.0ANIELIAN.00M ¢TINT TEE EXT.ELEV. . DANIELIAN ASSOCIATES E%PRE55LY RE5ERVE5 ITS COMMON LAW COPYRI6k AND OTHER PROPERTY B" b' 3'-2" 9'-2° RIGHTS IN THE5E PLAN5.TFESE PLAN5 ARE NOT TO BE REPRODUCED CHANGED OR COPIED IN ANY FORM 7 OR MANNER WNATSOEVER.NOR ARE THEY TO BE ASSIGNED TO ANY THIRD ry PARTY WITHOUT FIRST OBTAINING THE EXPRESSED WRITTEN PERMISSION AND CONSENT OF DANIELIAN A55OCIATE5. I I URC I I I I I I I I Ll ___. ---- i - - ____--- "? D. cQ aPT L-1-- - -- -------- —L— `4FCn01 NO. DATE REVISION 1 10-14-05 BLDG DEPT CORR PARTIAL SECOND FLOOR PLAN -- L - rt i �_ _L L-L L..IL_ -- -- L_L_L_ LL L 1� LL L L L rt� ----- L_IK x 1 L-L L- L_L L ° --- -- I --- --' .._ I� L_L_L L L- --- -- -------- / I a� L_ L L-L-L V _ I -_L �Q x I h L-L-L_L_ L_L_L- PROJECT TITLE Y F _ _ L-L- _ L L L_ L-L-L-L-L- O-- ___-- L_L_ k h 1 L_L_L_L_L_L_L_L_L _-- L /J 1 I _L_L_L=LJ 1 : _� �XT I I LLLLLL ��! � � I L�-�-�-L�- O � LA LA6UNA J� L L L L-L R� --- TATE (/ � y1 - 00 E5 5 L LARGE -- t L_L ry ❑Fff7 G1U /1UL ❑ IV 4068 PROJECT NO. Q3QQ�j Q BRICK W X VENEER 5 13 SEE EXT. SHEEI 111LE ELEVATION O z PLAN 3 2- ,AR GARAGE Lu 5-GA 8 R G '-O" AR,4GE J� o (FROM T•O.C.) Y CLG p--- - -- I A J�y�RTIAL l"tl�l BED 6/ - (FROM r.o.c.) OPTIONAL DEN FLOOR a 8'-0" CLG PLANS rn IE3I e m 0 ORIGINAL DATE: ci BRICK o VENEER m SEE EXT. c ELEVATION 0 Ti NOTE: REFER TO THE FOLLOWING SHEETS FOR PRINT DATE INFORMATION NOT SHOYIN HERE. FOUNDATION PROFILE -SEE SHEETS A-5.1 AND A-52 PARTIAL F I R5T FLOOR PLAN PARTIAL FIRST FLOOR PLAN �j FLOOR PLAN -SEE SHEETS A-3 4 AND A-3. SCALE: SHEET N0. ELEOTR AL PLAN -SEE SHEETS A-35 AND A-5. ROOF PLAN -5EE SHEET A- AT OPT BED 6 / DEN _ .I o EX ERIOR ELEVATIONS -SEE SHEET A-SA 3.9 APPLIED LOUVERED APPLIED APPLIED LOUV ERED APPLIED LOUVERED 12R9 16 IY 18 SHUTTERS gl{U77ERg 4f--- 3 � 3 16 IT la 16 IY 20 12 3 D-I �4 I PL _ SF+u�iTER m - FIXED I I v 2 I I D�NIEEC�TUR�E&OPLAI NNINS m - - m m � �� SIXTY CORPORATE PARK IRVINE,GALIFORNIA 112606 6 Sim- r "-- 4 _ _ 112 FFFAX: (9 q)074---142ES D~-VANIELIAN.GOM PL l4PL t DANIELIAN A550G.ARE5ERVE5 ITS COMMON LAIN GHT AND OTHER PROPERTY\ \ \ \ \ \ \ \ \ PLANS TARE NOT TO 5E REPRODIKEOm m OR MANNER WHATSOEVER.NOR ARE 4 THEY TO BE ASSIGNED TO ANY THIRD 1 m THE EXPPZ56W MITTEN PERMISSION I hND CONSENT OF DANIELIAN FF T TOG A550CIATE5. IS 18 IQ 3 D-2 LEFT D 2 2 FRONT D-I Qr<e pN�� IK-LINE OF OPT.DECK ya C n. I I �'IELNM �4829 n O�CALW I it I AREA I I LINE OF WALL NO. DATE REVISION 2 2 I LINE OF ROOF p� " 14 I 10-14-03 BLD6 DEPT GORR H H I 5 I 4 RAC 0-1 I D-1 (TYPJ - VALLEY I _ _I ------ - _I PROJECT TITLE 1----'L7- ___..L_�_ 12 4 L- J _ 4 3 SAVE 4 FF LA LACUNA D-I (TYP' PL ESTATES / PL -- LARGE 14"Xa"CORROSION D-2 RESISTANT TYP. -- E. -TVENL`z________________ ____ _ ____ ___ ___ __ _______ ____ ____ ______________________________.______ ---(2)LOCATION5 -2 _ - 6"MAX ADV.SLAB ROOF PLAN AREA 2 SCALE: I/8 I -O I 0 T PROJECT NO. II- I II TERMINATE VENEER -2 _ O OO UU ROOF PITCH AT 4:12 U.N.O. L_---__----- I c1v DFE wnw1 6 SEE D SHEEI TITLE FENCE LOCATION U TOG FF PLAN 3 z AREA 2 - ATTIC. VENTILATION OALOULATIONS ATTIO VENTILATION CALCULATIONS RIGHT W SCALE: 1/411=I'-OII EXTERIOR 0 50%HIGH AND LOW VENTILATION o I. TOTAL ATTIC SPACE CALCULATION: 50%HI&H AND LOW VENTILATION __I05928__SO,IN.OF ATTIC 1. TOTAL ATTIC SPACE GAL.CULATION: 94Y52 ELEVATIONS ® A. _,28Y SQ.FT.x 144: A 658_SQ.FT.x 144= _-____50.IN,OF ATTIC 2. TOTAL VENTILATION REQUIRED: 2. TOTAL VENTILATION REOUIRED: AND ROOF (A55UME-5 GODS REQUIREMENT OF A MIN.OF 50%OF HIGH VENT. (ASSUMES CODE REQUIREMENT OF A MIN.OF 50%OF HI&H VENT. a AREA PROVIDED TO BE A MIN OF 3'ABV.EAVE VENTS) AREA PROVIDED TO BE A MIN.OF 5'ABV.SAVE VENTS) FLAN TOTAL 50.IN.OF VENTILATION REOUIRED 1131 185 28 _5O,IN.:300• 618 94,Y52 316 �O -- TOTAL SO.N.OF VENTILATION REQUIRED A. __ 50.IN.:300= n v B, 618 50,1N,,2• __ 309 _ MIN.SO.IN,AREA OF HIGH VENT. 316 I50__ (BALANCE REQ.IN LOW VENTILATION) --- - ---` IN.:2• -_ MIN.SO.IN.AREA OF HIGH VENT. (BALANCE REQ.IN LOW VENTILATION) t�V 3. TOTAL VENTILATION PROVIDED: ORIGINAL DATE: 5. TOTAL VENTILATION PROVIDED: ELEVATION NOTES cl o A. NIGH VENTILATION PROVIDED: A. HI&H VENTILATION PROVIDED: S AT SO.IN.EACH•___-_50'IN.OF ROOF DORMER VENTS O AT��_50.IN.EACH•__ O-50.IN.OF&ABLE END VENTS ' (MUST BE S'ABOVE LOW =__ ___• ••_____________= 2 AT 155-50.IN.EACH•___2T0 S0.IN.OF ROOF DORMER VENT5 EXTERIOR MATERIALS: CHIMNEY: VENTILATION) __s '_TOTAL 5R.IN.HIGH VENTILATION (MUST BE 3'ABOVE LOW ..................•• •••: _ r 1.1 5T ICCO 4.1 B. LOW VENTILATION PROVIDED: VENTILATION) _-270 _TOTAL 50.IN.HIGH VENTILATION 1.2 MANUFAGTIRED ADHERED STONE VENEER O AT__0_SO.IN.EACH= --SQ.IN.OF ROOF DORMER VENTS 13 MANUFACTURED ADHERED BRICK VENEER ROOFING: B. LOW VENTILATION PROVIDED: 1.4 o _4 AT-6.Q_S0.IN.EACH•_ _SO.IN.OF EAVE VENTING(5"x22") O AT__0-50.IN.EACH•__0 __50.IN.OF ROOF DORMER VENTS 5.1 PITCHED PROFILE TILE ROOF AT X:12 SLOPE. 9 (REFER TO DETAILS) ...__.....••••••••••_____= 180 I5 SOFFIT5/BOTTOM OF CANTILEVERED AREAS: SEE ROOF PLAN,DETAILS AND GENERAL NOTES q 240 _'mot_AT_6Q-50.IN.EACH a___-__-50.IN.OF EAVE VENTING 5N000 SECTION TA. _TOTAL 50.IN.OF LOW VENTILATION (REFER TO DETAILS) •••• ••••":""__.... o C. TOTAL VENTILATION PROVIDED, 645 SO.IN. TOTAL 50.IN,OF LOW VENTILATION TRIM: 5.2 PITCHED FLAT TILE ROOF AT X:12 SLOPE. d NISH VENT.+LOW VENT) SEE ROOF PLAN 0. TOTAL VENTILATION PROVIDED: ®50.IN. 2.1 FASCIA:AN2X5D REFER, DETAIL. SEE ROOF PLAN,DETAILS AND GENERAL NOTIES SEE ROOF PLAN 22 DOORS AND WINDOWS: STUCCO WRAPPED SECTION YA, PRINT DATE c (WISH VENT.+LOW VENT) 2"x4°FOAM U.N.O.,SEE DETAILS. NOTE TO ALL SUBCONTRACTORS, o NOS. REFER TO THE FOLLOWIN&SHEETS FOR REFER TO ARCWITEGTURAL DETAILS FOR Y INFORMATION NOT SHOWN HERE. GUTTERS: LOCATION OF ELASTOMERIG MEMBRANE FOUNDATION PROFILE -SEE SHEETS A-3.1 AND A-52 3.1 ALL ROOFS TO BE WTTC-RED W1TH DOWN SPOUTS UNDER EXTERIOR MATERIALS. SHEET NO. FLOOR PLAN -SEE SHEE75 A-53 AND A-5.4 A5 INDICATED ON ROOF PLAN AND DETAILS. ELECTRICAL PLAN -SEE SHEETS A-3. '6 AND A-3.T -5•12 ROOF PLAN -SEE SHEET A-5.12 EXTERIOR ELEVATIONS -SEE SHEET A-3.12 12 4 r....- 12 ' 4 4 DANIELIAN ASSOCIATES -- P� ARCHITECTURE & PLANNING 51XTY CORPORATE PARK ELIIRVINE,CALIFORNIA R2606 (44R)474-6030 m FAX. (47417)474-1422 Vt4"JPANIELIAN.00M 12 I2 0 DANELIAN ASSCUATE5 EXPRE5SLY 41 -_"1 4 FF RESERVES ITS COMMON LAW - '- GOPYRI6HT AND OTHER PROPERTY R16HT5 IN THESE PLANE,THESE P PLANS ARE NOT TO EE REPRODUCED -- CHANSED OR COPIED IN ANY FORM OR MANNER ,,,...._ - -- THEY TO EE A5516NE0 TO ANY THIRD 7 _.... ......._ flyPARTY WITHO FIRST OBTAINING \ \ - \ \ \ \ THE EXPRESSED WRITTEN PERMISSION _ AND CONSENT OF DANIELIAN ASSOCIATES. Q TOCIIV FRONT AT OFT DEN / BED 6 H1RC. IELM .D482 r4,OF CAL�F� NO. DAIS REVISION 10-14-05 BL176 PEPT GORR 2 4r PL '...—Nr ..._.L......_.ye �y. ...._....._fie...... ....._— - FIXED PIKED SFIVTTER d�f SHUTTER PROJECT TITLE r LA LACUNA 2 ESTATES / Ir �4 PL LARGE PL -- --------------- — —� 12 PROJECT NO. 03008 P Ip O SHEEI MILE _ TOG PLAN 3 PH Z IS LEFT AT OPT DEN / BED 6 OPTIONAL N EXTERIOR ° SCALE: 1/4"=I'-O" ELEVATIONS s ELEVATION NOTES PLAN 'B' EXTERIOR MATERIALS: CHIMNEY: ORIGINAL DATE: c 1.1 STUCCO 4.1 - 1.2 MANUFACTURED ADHERED STONE VENEER 13 MANUFACTURED ADHERED BRICK VENEER ROOFING: 1.4 5.1 PITCHED PROFILE TILE ROOF AT X:12 SLOPE. M IS SOFFITS/$OTTOM OF CANTILEVERED AREAS: e�ROOF PLAN,DETAILS AND GENERAL NOTES 9Ti1GG0 -- SECTION TA. 3 TRIM, 5.2 PITCHED FLAT TILE ROOF AT X,12 SLOPE. 'c 2.1 FASCIA:2x6 REFER TO DETAIL. SEE ROOF PLAN,DETAILS AND GENERAL NOTES D 22 DOORS AND WINDOWS: STUCCO WRAPPED SECTION'IA. y� 2"x4"FOAM U.N.O.,SEE DETAILS. NOTE TO ALL SUEVOONTRACTORS. W L+ REFER TO ARCHITECTURAL DETAILS FOR - - GUTTERS. PRINT DATE LOCATION OF ELASTOMERIG MEMBRANE 5.1 ALL ROOFS TO BE GUTTERED WITH DOWN SPOUTS UNDER EXTERIOR MATERIALS. AS INDICATED ON ROOF PLAN AND DETAILS. �i p SHEEP N0. �—�. i DANIELIAN ASSOCIATES 11 ij BED __ ___ _______ BED 2 '�N ARCHITECTURE & PLANNING 8'-0" CLG 8'-0" CLG II 8'-0" CLG Ili 51XTY CORPORATE PARK L___. __=i_ IRVINE,CALIFORNIA 1I2606 5040 sL I (44a)474-6030 l PAX: (144)474-1422 —� y --7040 SL NM.0ANIELIAN.GOM ¢INT ¢' Q'TEXT RESERVES ITS COMMON ELAIN WFYRI&HT AND OTHER PROPERTY I RI&HT5 IN THESE PLANS.TH55E LINE OF FLANS ARE NOT TO BE REPROdKEO ®ESL Lh 1 G4AN&E0 OR COPIED IN ANY FORM OR MANNER WHATSOEVER.NOR ARE THEY TO BE A5516NEP TO ANY THIRD OBTAININS THE E%PRESSEP MITTEN PERMiSS ON Alm CONSENT OF OANIELIAN ASSOCIATES. I I I I I I I ,ry0 �r9 A TFIURC. as D NIELNN lu.C 4629 IL POF CAt\(�� «: I I NO. DATE REVISION 1 10-14-05 BLD&DEPT CORR PARTIAL 5EGOND FLOOR PLAN —._.. ------ L_L— L L_L_L L L_L � �- -_._ O L_I h L L L L L L L_ \ PRo�ECT TIrLe - -- , k� O -- �� LA LA6UNA O -------- LLo x LLLLLLLLL� 4 O ---- -------_ —LL -- LLLLLLLLL ESTATES / L L ' L �—1L7IL—L—L—L—L_L O t — L_L , ����L L L L_L_L_. O i L L L.IJ 6 X T iL L_; I X T 1 LARGE I � — r-Torllc ' l l8L F— --- ---, LL-_ _ w ❑_ ���� -� -L -- N ❑_/ L��� ❑_ __ a - -_-___ _._-___ PROJECT NO. OE300 J 4066 L L ABOVE LINE OF FLOOR S[ILLI 1 Il LE O ABOVE 0 VENEER Q SEE ATI PI ��I _. Z ELEVATION L 6 w PARTIAL 2-GAR 67ARAGE v 3-GAR GARAGE FLOOR 8'-0" CLG " 8'-0" CLG PLANS (FROM T.O.C.) (FROM T.O.C.) IG I a I BED b/ 9 DEN F, 8'-C" CLG ORIGINAL DATE: o m ❑ �0000000/00000/00 O O, ❑ _ - __ ❑ � 0000/00000000000000000/0000 ❑0 0 �5TONE VENEER IL NOTE EEE ELEVATION c REFER TO THE FOLLOWING SHEETS FOR c PRINT DATE INFORMATION NOT SHOWN HERE. FOUNDATION PROFILE -5EE SHEETS A-3.1 AND A-5.2 PARTIAL F I RST FLOOR PLAN PARTIAL F I R5T FLOOR PLAN FLOOR PLAN -SEE 5HEET5 A-5.5 AND A-5.4 2 ELECTRICAL PLAN -SEE 5HEET5 A-Sb AND A-5.7 AT OPTIONAL 5-GAR AND BED 5/ DEN ROOF PLAN -5EE SHEET A-5.12 SCALE:I/4"=I I-OII SHEET N0. O EXTERIOR ELEVATIONS -SEE SHEET A- .12 A-3.14 12 - 4 - 12 ® I'-IO"x4'-b" 4 f APPLIED 12 12 9 14 5 / 12 SHUTTERS 4 12 - 14 '9 5 - 4 f- PL PL _ 91�1 I I "_ ...... .... t/ HDR j e2 DANIELIAN ASSOCIATES I _ o ARCHITECTURE & PLANNING o b 42 \- \ D=r7l SIXTY CORPORATE PARK D 1 -- IRVINE,CALIFORNIA 42606 - 12 12 12 (1144)474-6030 f __ _---- -- --1 4f- ----14 Fr -142.2 PL PL D-1 AM.OANIELIARCOM SOFF aI _ 10 SOFF 'Cd DANIELIAN ASSOCIATES C%PRE55.Y RESERVES ITS COMMON LAW LOPYRI6NT AND OTHER THE m SER • ILA JJII �1 �J 4y PLANS ARE R�75 IN TMETO BE REPRODUCED _ al SHUTTER _ = _ T OHAN6ED OR COPIED IN ANY FORM Q OR MANNER WHATSOEVER.NOR ARE .p •p - -_ - - (' 4 I- THEY TO BE ASSIGNED TO ANY THIRD O PARTY WITHOUT FIRST OBTAINING THE 7 O F TOG AS 'A-- DANIELIAN ISSION YIRITIEN PERM AND 0ONSIENT OF 15 LEFT 5 "rr `_- -�� FRONT II III--LINE OF OPT.DEGh rE 9F CALF'• TYR I AREA I 1 LINE OF WALL NO. DATE REVISION LINE OF ROOF I I 10-14-03 SLD6 DEPT COR &ABLE END GABLE END VENT VENT 4 RAKE 5 II IS"x24"CORR051014 D-I D-I RESISTANT LOUVERED VENT VALLEY I I 1 4 12_ 12.4 PROJECT TITL-L 9 LA LAWNA Q EAVE PL E5TATE5 / LARGE PROJECT NO. 0300 j LU LU --- J 4 L L ____-_____ Q FF _..___._ FF SHEEI 111LE p PL 0 ROOF PLAN PLAN 3 Z 14"XS"CORROSION 5 W SCALE: I'-OII RE5157ANT --- ---- --- --_-- _ - _ AREA 2 - -- - 6 - --- ---- ----------------------- --------- - o ROOF PITCH AT 4:12 U.N.O. _ 6"MAX5V.5 EXTERIOR ATTIC VENTILATION GALGULATI ON5 b"MAX ABV.SLAB D-2 2 ELEVATION5 50%HI&H AND LOW VENTILATION - - TERMINATE VENEER -2 7 6 I. TOTAL ATTIC SPADE CALCULATION: - - AT FENCE LINE,SEE --_ CIVIL DRAWING FOR AND ROOF g A. _ 6S"f 50.FT.x 144= ___94,605__S0.IN.OF ATTIC FENCE LOCATION IL 2. TOTAL VENTILATION REQUIRED. FF _ - PLAN - (ASSIMIES CODE REQUIREMENT OF A MIN.OF 50%OF HIGH VENT. 101 AREA PROVIDED TO BE A MIN.OF 5'ABV.SAVE VENTS) v c A. __44 O ___50,IN.:500= 515 TOTAL 50.IN.OF VENTILATION REQUIRED `//� e B 315__ c,__ _IK.2= ____�___MIN.SQ.IN.AREA OF HIGH VENT. ELE Y ATI ON NOTES ORIGINAL DATE: (BALANCE REQ.IN LOW VENTILATION) RIGHT p� 9. TOTAL VENTILATION PROVIDED: EXTERIOR MATERIAL5: CHIMNEY: SCALE: I/4"=I'-O" A HIGH VENTILATION PROVIDED: I.I STUCCO 4.1 - �> 1.2 MANUFACTURED ADHERED STONE VENEER O AT_135 50.IN.EACH:___ O_-_SQ IN.OF SABLE END VENTS _2 AT_135_50.IN.EACH=___270___50.IN.OF ROOF DORMER VENTS 19 MANUFACTURED ADHERED BRICK VENEER ROOFING: o (HU5T BE 9'ABOVE LOW =........................ 1.4 - 5.1 PITCHED PROFILE TILE ROOF AT x:12 SLOPE. o VENTILATION) ---- TOTAL 50.IN.HIGH VENTILATION NOTE: IS SOFFIT5/50TTOM OF CANTILEVERED AREAS: SEE ROOF PLAN,DETAILS AND GENERAL NOTES REFER TO THE FOLLOWING SHEETS FOR STUCCO O B. LOW VENTILATION PROVIDED: INFORMATION NOT SHOWN HERE. SECTION 7A. $ _O_AT O_50.IN.EACH=__ __50.IN OF ROOF DORMER VENTS TRIM: 5.2 PITCHED FLAT TILE ROOF AT X:12 SLOPE. FOUNDATION PROFILE -SEE SHEETS A-3.1 AND A-3.2 AT 00_50.IN.EACN.___L�-_5Q.IN.OF EAVE VENTIN& FLOOR PLAN -SEE SHEETS A-5.9,A-5.4 AND A$.5 2.1 FASCIA:2x0 REFER TO DETAIL. SEE ROOF PLAN,DETAILS AND GENERAL NOTES NOTE: (REFER TO DETAILS) ...=e=====____:._________. ELECTRICAL PLAN -SEE SHEETS A-5.6 AND A-5.7 2.2 DOORS AND WINDOWS: STUCCO WRAPPED SECTION 7A. REFER TO THE FOLLOWING SHEETS FOR TOTAL 50.IN.OF LOW VENTILATION ROOF PLAN -SEE SPIFFY A-3.15 2"x4"FOAM U.NA.,SEE DETAILS. NOTE TO ALL 515GONTRAGTOR5: INFORMATION NOT SHOWN HERE. PRINT DATE --�80-- EXTERIOR ELEVATIONS -SEE SHEET A-5.15 REFER TO ARCHITECTURAL DETAILS FOR a FOUNDATION PROFILE -SEE SHEET A-3.1 - --- Y G. TOTAL VENTILATION PROVIDED: ®SQ.R GUTTERS: LOCATION ER EP MATERIALS. MEMBRANE FLOOR PLAN -SEE SHEETS A-.6 AND A-9.4 L� MI6N VENT. LOW VENT) SEE ROOF PLAN 9.1 ALL ROOFS TO BE GUTTERED WITH DOWN SPOUTS UNDER EXTERIOR MATERIALS. ELEGTRIGAL PLAN -SEE 5HEETA-3.6 �$ AS INDICATED ON ROOF PLAN AND DETAILS. ROOF PLAN -5EE SHEET A-Sh D EXTERIOR ELEVATIONS -SEE SHEETS A-SA SHEET NO. i DANIELIAN ASSOCIATES ARCHITECTURE & PLANNING 51XTY CORPORATE PARK IRVINE,CALIFORNIA 12606 (G417)474-6050 12 12 FAX: (949)474-1422 12 12 4 f— ""-'1 4 4� �4 WWW.DANIELIAN.GOM PL PL RESERVES ITS COMMON LAN HDR ._. _.. 4� DANiE�IAN ASSOC:A'E5 EhPkESSLY �J COPYRIGHT AND OTHER PWPTHESE RIG HTS IN THESE PLAN5,THESE ;p PLANS ARE NOT TO BE REPRODUCED O t' - CHANGED OR LOFTED IN ANY FORM OR MANNER MA VER,NOR ARE .D THEY TO BE ASEIG ED O ANY THIRD PARTY N1.T 1IR5T OBTAINING THE EXPRESSED WRITTEN PERMISSION 12 12 AND CONSENT OF DANIELIAN 4 f— 4 f—_ ._."1 4 ASSOCIATES. PL I 50FF PIL- 7 SOFF r �QROFIa (s E=—� E • i- � DA IELlAN ;.„ � .Caa29�•I _ - Of Chl\f � - TOG _... FRONT AT BED 6 / DEN OPTION NO. DATE REVISION T110-1403 BLD6 DEPT CORR PKUJt.I;I 1 Il LE LA LACUNA ESTATES / LARGE "- PROJECT NO. Q3OOS rn w 5 S-tFr-, IULE 0 W PL 6 PLAN 3 w OPTIONAL EXTERIOR ELEVATIONS AND ROOF TOG 0 PLAN 'C' a ELEVATION NOTES LEFT AT BED (5 / DEN OPTION ORIGINAL DATE: EXTERIOR MATERIALS: CHIMNEY: SCALE: v 1.1 5TUI 4.1 - Fp 1.2 MANACTURED ADHERED STONE VENEER �y 1.5 MANUFUFACTURED ADHERED BRICK VENEER ROOFING: 0 1.5 -TU 5.1 PITCHED PROFILE TILE ROOF AT X:12 SLOPE.1. SO OCO EOTTOM OF CANTILEVERED AREAS: SEE ROOF PLAN,DETAILS AND GENERAL NOTES D I 'c SECTION TA. D TRIM: 5.2 PITCHED FLAT TILE ROOF AT X:12 SLOPE. 2.1 FASCIA:2.5 REFER To DETAIL. 515E ROOF PLAN,DETAILS AND GENERAL NOTES d 2.2 DOORS AND W I1GG0 WINDOWS: I MAPPED 5ECTION TA. c2'x4"FOAM U.N.O.,SEE DETAILS. NOTE TO ALL SUBCONTRACTORS, o REPER TO ARCHITECTURAL DETAILS FOR PRINT DATE o GUTTER5: LOCATION OF ELAETOMERIC MEMBRANE Yi 5.1 ALL ROOP5 TO 5E 61)—RED WITH DOWN SPOUTS UNDER EXTERIOR MATERIALS. 3 AS INDICATED ON ROOF PLAN AND DETAILS. 6 SHEET NO. A-3.16 ............... POST OPT.DECK ABY. ----19!—0— --------------- A/G PAD VERIFY - 1 1, CoNcl.STOOP -L-16,r—I— ------- DANIELIANASSOCIATES ARCHITECTURE & PLANNING AT EXTERIOR LANDING: SIXTY CORPORATE PARK T_112.MAX IRVINE,CALIFORNIA-12606 2*MIN BELOW SCREED -6030 (USC 1005ZI6 4 2506 .5) (q4dt)474 SEE DETAIL 14 FAX. M441)474-1422 NMDANIEFL.IAN.001-f r--------1 4 VANIFLIAN ASSOCIATES EXPRESSLY I I RESERVES ITS COMMON LAN VERIFY ELECTRICAL COPYRIGHT AND OTHER PROPERTY Ril IN THESE PLANS.THESE REOUIPEMENTS AT PLANS ARE NOT TO EE REPRODUCEDKITCHEN ISLAND?V CHAN ED OR COPIED IN My FORM GENERAL CONTRACTOR OR...WiATSOEVER..11 ARE THEY TO BE ASSIGNED TO ANY THIRD PARTY WITHOUT FIRST OBTAINING L i THE EXPRE55ED MITTEN PERMISSION AND CONSENT OF DANIELIAN ASSOCIATES, ISLAB ON GRADE. (REFER TO STRUCTURAL DRAWINGS BY OTHERS) 4'-O'XS'-O' STOOP URC, 1w,i 20'-4" f OF COUPES NO. DATE REVISION 1 10-14-03 SILVIS.DEPT COR SEE OPTIONAL -A - &Q� VARIES SEE SHEET A-4,1.1 SIAMGARAGE ry AT EXTERIOR LANDING: PROJECT TITLE 7-1/2'MAX 2" 5rLOyi GREED (UD"IMIN OO5.SI"4 5:2506.5) LA LACUNA SEE DETAIL ESTATES ILARGE [PORCH] SLAB A cl PROJECT NO. 0500e) ui Fl F] SHEET HILL PLAN 4 A. FOUNDATION 21-ii" 119114 51111, 61-q 2'-O"t— PROFILE 901-51 'A' REFERENCE NOTE FOUNDATION NOTES RLf-rR TO: THIS PROFILE IS FOR ORIGINAL DATE: a FOR, REFER TO: 05 DIMENSIONAL INFORMATION ONLY. ..........m—====m=m_===....... SYMBOLS AND SHEET 5-1 = INTERIOR T-I(INDEX),INTERIOR ELEVATIONS ER TO DRANIN&S BY OTHERS FOR ALL ABBREVIATION ELEVATIONS &-I and GENERAL NOTES SECTIONS STRUCTURAL INFORMATION.STRUCTURAL ENGINEER SHALL FOUNDATION PROFILE FOUNDATION T-1(INDEX)FOUNDATION PROFILE 68, (,r,,1,IOA. PROVIDE ARCHITECT WITH FINAL DRAWINGS 1/411=11-oll INFORMATION STRUCTURAL PRANINS,/DETAILS INTERIOR FINISH GENERAL NOTES SECTIONS 11,IOA PRIOR TO CONSTRUCTION. Sr-.ALE: ,+..UL,,r REFER TO CIVIL AND LANDSCAPE DRAWINGS BY OTHERS. GENERAL NOTES SECTION 5A 9 EXT.HARPSCAPE, LANDSCAPE D FOR ENTRY PORCHES,PATIOS,STOOPS,WALKS DRAWINGS BY OTHERS DRIVEWAYS,WALLS,STEPS,ETC.NOT SHOWN HERE o STEPS,PLANTERS,ETC. CIVIL DRAWINGS BY OTHERS FRAMING STIRLICTURAL DRAWINGS/DETAILS Ti INFORMATION BY OTHERS REFER TO CIVIL DRAWINGS FOR ALL BUILDING LOCATIONS, GENERAL NOTES SECTION 6A FIREPLACE T-1(INDEX)FIREPLACE ELEVATIONS GRADING,AND FINISH FLOOR ELEVATION INFORMATION. INFORMATION &-I and GENERAL NOTES SECTION IDA E6 ELECTRICAL T-I(INDEX)ELECTRICAL PLANS PRINT DATE INFORMATION &-I and GENERAL NOTES SECTION I&A CEILIN&VOLUME/ 6-1,and FLOOR PLAIN EXTERIOR ELEVATION'A'SHOWN INTERIOR SHELF We ALTERNATE PLAN SHEETS FOR ALL ',IIFF-r 110. O ALTERNATE PLAN AND ELEVATION INFORMATION CHANGES,1A'El&ES. NOTE: A-4.1 al DANIELIAN ASSOCIATES ARCHITECTURE & PLANNING 5IX7Y CORPORATE PARK IRVINE,CALIFORNIA 42606 (444)474-6030 FAX: (449)474-1422 YVYVlN.DAN I EL I AN.00M QJ DANIL�,AN A55—A-LB LXFRL55LY RESERVES ITS COMMON LAW LOPYRI5HT AND OTHER PROPERTY RIGHTS IN THESE PLANS.THESE PLAN5 ARE NOT TO BE REPRODUCED CHANSED OR COPIED IN ANY FORM OR MANNER WHATSOEVER.NOR ARE THEY TO BE ASSIGNED TO ANY THIRD PARTY WITHOUT FIRST OBTAININS THE EXPRESSED MITTEN PERMI55I0N AND CONSENT OF DANIELIAN A5500IATES. I GONG.STOOP 1HURC . m m D NII g .G4R24 D r .F OF CAI�`'p NO. DATE REVISION 10-14-03 BLDG DEPT CORR VARIES c� PROJECT TITLE LA LACUNA ESTATES / LARGE a N SLAG Wy PROJECT NO. Q�QQpj to w p SHEE7 TITLE 10 NN Ib'-2' Q PLAN Ay (y( J W 2 _ _ 4,'_6" FOUNDATION ® PROFILE OPTIONS 0.0 nOPTI ONAL BED 6 DEN AT FLEX 1A IT 1131 1G 1 IN Ip SCALE: I/4"=I'-O'I v 0 ORIGINAL DATE: a 3 O O m o I C 0 a E a c PRINT DATE m 0 0 SHEET NO. A-4.2 __....--- _. ... POST FOR OPT.DECK 12 '-12 5,-0:: 5.-O _ A LINE ABV. ...__�-_ OF -4.6 Opp Q DECK A13V - BV. m I I G PAD ---------- VERIFY Q NTRAOT i5050 5L ) GENE 6080 SGD(TEMP ry OPT.i5080 SGD Of� U.. OPT 6080 FR DR ) h ¢I TNT I SOFFIT AT a L_ _ DANIELIAN ASSOCIATES Q� 5J.1\I L G IEr-- _ _ ARCHITECTURE & PLANNING LLB/ * ,Wk - B-o L L L 51X7Y CORPORATE PARK TILE HEARTH 9'-0" CLGG 36'6A5 L L L_L —z` IRVINE,CALIFORNIA-12606 rr I I c.eoloa L-L_?,-P,,.��L ty Q (449)474-6030 o +ER2o31 1r L L L L L o- FAX, (44q)474-1422 is'�l YVWW.0ANIELIAN.COM SOFFIT FAMILY T T'S" 2:-2:: g:_?• L ® DANIELIAN ASSOLIA-E5 EXPRESSLY 9'-0" CLG u4i�_L RESERVE5 IT5 COMMON LAA SObB 2x6WALL i / L- (� COPYRIGHT AND OTHER FROPEaTr OpT RI6M5 IN THESE PLANS.THESE O /' - •XS ✓ PROVIDE(1)5/5"LAYER I V L-L 10 1i PLANS ARE NOT TO BE REPRODUCED STAIRS: U T TYPE"X"GYP BOARD AT I L L CHANSEv OR COPIED IN ANY FORM 16 EQUAL ALL WALLS AND CLG OF II OR MANNER WHATSOEVER.NOR ARE 15ER5 AT ENCLOSED USABLE AREA f7 Q O L L L I' THEY TO BE A55I6IED TO ANY THIRC 1 T RE EA O BELOW STAIRS. * I (XJ\13 TREADS C- _ _ CLIPPED CLG OCCURS. I � PARTY WITHOUT FIRST OBTAINING T 101/2" _ _____ THE EXPRE55ED WRITTEN PERMISSION _ $-D" 2xb WALL I (�7 N AND CONSENT OF DANIELIAN BELOW R- I,.L Ip O A550GIATES. 4 LL L ry - L 2x4 WALL - -_R L SOFFIT AT g L L LIL L L BELOW B O" 2-OC"UR-L_L 9 ll -4b 4' D-5 ":'---i- - :y a 2 m 3 EpUKU 42" I _g OU PANTRY _y ry Iiw J -"TNIi%�C. I . f [V D.C4824 CESISTA P 5'-5' _2'-B" g'-4" 10'-9" RESISTA m s s n I3/B"THK 2880 EXHAUST (2)LOG IONS r!`pF CP1rf� jD 5 SW TIGHT FlTTING b"MAX ` _3 W/SELF CLOSURE 2O:_B° II' `Sl +IB"PLATFORM DINI�^i WITHFIRERarEv NO. DATE REVISION 9'-0" CLG VWAALL BEHIND 'D I 10-14-05 BLD&DEPT CORR 3—G�R 6AR,�C�E 9'-0" CLG (FROM T.O.C.) p 2O'-O•x2O-O'CLR,MIN. N n SEEFIRE SHEET G-2 FOR QI ALL bARA6ET9URFAGES I LIYIN6 SEE OPTIONAL 9'-0" CLG 2-GAR 6AW TID '-O' AT SHEET A-4.2.1 PROJECT TITLE I LINE OF FOO LA LACUNA FLOORABOVE ABOVE 4 s _ - - --, ---------� 'A "S5 m E5TATE5 / AT FENG LINE,SEE L - � - ___J I60T0 CIVIL ING FOR LARGE -- FENCE L ATION Q IU SOFF FOfWH 8'-0 IT AT - _ SOFFIT AT SEE EXT N Q ELEVATIONS --- -^ PROJECT NO. SHELI TITLE V SOFFIT AT 5TILl WAINSCOT yO V-0" SEE EXT 5TU000 WAI T SEE EXT Q ELEV Be TIONS ELEVATIONS ELEVATIONS REFERENCE NOTE A PLAN 4 W 4b Q FOR: - ......-REFER TO-====------------------ FOR REFER TO: 1=I RST e7 SYMBOLS AND SHEET 6-1 INTERIOR FINISH GENERAL NOTES 5E1,TIONS 9,IOA ABBREVIATIONS SCHEDULE 1'1' 5111, 1'-44 5'-II" I".. 9'-2"_ 2'-0" IT-2" 2'-I" FLOOR ® FOUNDATION T-I(INDEX)FOUNDATION PROFILE EXT.HARDSGAPE' LANDSCAPE DRAWINGS BY OTHERS INFORMATION STRUCTURAL DRAWING/DETAILS STEPS,PLANTERS,ETC. CIVIL DRAWINGS BY OTHERS IS-4 _-_--.-..- --- _"' _. 32-2" PLAN BY OTHERS. -- - GENERAL NOTES SECTION 5A 1 yj FRAMING 5TRUGT)RAL DRAWINGS/DETAILS F 1 R5T FLOOR PLAN �r\\ o INFORMATION BY OTHERS c GENERAL NOTES SECTION 6A AREA GALGULATI ONS SCALE: 14 =I —O" a ELECTRICAL T-I(INDEX)ELECTRICAL PLANS ORIGINAL DATE: INFORMATION b-I and GENERAL NOTES SECTION 16A NOTE: W EXTERIOR ELEvanoN'a'sHowN STANDARD PLAN ci CEILING VOLUME/ G-I,and FLOOR PLAN SEE ALTERNATE PLAN SHEETS FOR ALL ALTERNATE p INTERIOR SHELF PLAN AND ELEVATION FIRST FLOOR 43 50.FT O STANDARD LIVING AREA 2569 So.FT. ® STANDARD LIVING AREA 2569 SO.FT. GHAN6E5 INFORMATION 5EGOND FLOOR 1425 50.FT OPTIONAL DEN!BED 6 205 50.FT, OPTIONAL BED 5 NO so.FT. c TOTAL LIVING AREA 2569 50.Fr OPTIONAL 2-GAR GARAGE 415 50.FT. c GARAGE 6RI SQ.FT c COVERED PORCH 102 90.FT TOTAL LIVING AREA 2569 So.FT. WI NDOW NOTES OPT.DECK AT SECOND FLOOR 04 50.Fi TOTAL LIVING AREA 2TT4 50.FT. 1) ALL WINDOWS SHALL BE DUAL GLAZED TYPICAL UNLE-55 NOTED OTHERWISE IN ENERGY CALCULATIONS. O L 1- OPTIONAL FIRE PLACE NO 50.FT. PRINT DATE 2J ALL WINDOWS SHALL BE CLEAR GLASS UNLESS NOTED OTHERWISE. PERMIT AT MA.BED ��f 9 7�9 $ 3) PROVIDE TEMPERED GLASS PER UBG ALL OPERABLE DOORS TO BE TEMPERED = 4) DIVIDED LITE5 AS SHOWN ON EXTERIOR ELEVATIONS. �\ APPROVED 1 1 (,�1 ® OPTIONAL DECK 104 SOFT. SHEET NO. G SEE SHEET 6-4,SECTION B AND BD,FOR WINDOW AND GLASS NOTES. 1 CITY Ur EL,^>INORE BUILDiI�G DEFT. 36'_p --------------T POST FOR Z''E° "I OPT.DECK 3''O" SEE OPTIONAL -4.6 I I AC THi�sHEEr I W LINE ALL I BELOW 6040 SL I iv I 6040 SLR XOX a - — OFT.606E 56D OR - —. _._._..._. _.__... DANIELIANASSOCIATES 6068 FIR OR(TEMP) ARCHITECTURE & PLANNING SEE OPTIONA h INT FIREPLACE SIXTY CORPORATE PARK u LOFT AT THIS SHEET IRVINE,CALIFORNIA-12606 (414q)474-6090 II i� ate. n BED ��I BED ;+ FAX. (q4q)474-1422 8'-0" SEE OPTIONAL M BED M;AI.0ANIELIAN.COM BED E 81-0" 6 AT THIS T D-9 y C DANIGLIAN ASSOCIATES EXPRE>SL" 6'Z 11'-2" 5-5 RESERVES J RESERVES ITS COMMON LAW •HIGH CgPYR16HT AND OTHER PROPCRTY 6UARDRAI RI6HTS IN THESE PLANS.THESE PLANS ARE NOT TO BE REPRODUCED _ '3 PR.266 CHANGED OR COPIED IN ANY FORM OR MANNER WHATSOEVER.NOR ARE BE A5516NED TO ANY THIRD I \ ' m ` PARTY WITHOUT FIRST OBTAINING 114 E IB I14 6 THE EXPRESSED WRITTEN PERMISSION =:_I" E'-4 2,-4" 6,-A. 6 ' 51-0. 61. 61-6" AND CONSENT OF DANIELIAN --- -- •40" \ SOFFIT AT ASSOCIATES. 44 ___ __II LOW I AA-L OPTIONAL BED 5 3 2 --- - , ,-9: -_- -_- v L L AT LOFT/NO SO.FT.ADDED _8 DES v II B A'-CLG. �X L.L_ 't 61 51 4 n 7 Ii 90x 4FLAT LL �V9s't 21 ATTI • B I ♦40' II I --._.----- -- HI�NC _ _._ _.. ___..___ I III g 3i 1 ,_ „ I I I LOW ._ II L J g. o.C4829 `11 �2 TrIG. Au a OPTIONAL L I _ io , �1X .t':. �-Xi -¢ I Vf of Cnl�<L'P - Q LINEN BASE _ -vT1 � u w O � in AND UPPER .L r a �8��L-iF� ��i •f I�1 B�1ry I _R B LT!e' 2'-4" ,11. X I I� ° it L LL _ ry L L L L m 8'— CLG m P PROVIDE PA AND DRAIN I N0. DATE REVISION LINE TO OUTS) SZ:7(6p^ __,��`N� 10-14-03 BLD6 DEFT CORR ..n 506E -i- M BED 4,_IIl.. 3,_31, ry li Q dxI WALK—IN LL J O DBL.P.i - o BED 5 0 8'-0" CLG - - PROJECT TITLE OPTIONAL FIRE PLACE 3 ATM BED -0" CLG Ii n LA LACUNA (T E5TATE5 / 2050 F&L 2050 F6L 2050 F6L -. 3020 F6L(TEMP) _Q _o LARGE LINE OF L L_ L—_J FLOOR _ _ n BELOW BOWED SOFFIT LINE OF T TOP AT T'-6" FLOOR O3OOS S AT I'-6" BELow PROJECT N0. %'H16H SEE �EXT W GUARDRAIL I II I ELEVATIONS 5 L-� SHEET 111 LE 4 DECK ----__ PLAN 4 � r— A w 606E"IV"(TEMP) I O M OPT 606E FR OR(TEMP) SECOND 3'-0" L FLOOR PLAN OPTIONAL DECK �i 4 104 SO.IT. v REFERENCE NOTE ORIGINAL DATE: a FOR, REFER TOE FOR: REFER TO: SYMBOLS AND v SHEET 6-1 • INTERIOR •__-____...-1(INDEX),INTERIOR ELEVATIONS ' ABBREVIATIONS ELEVATIONS 6-1 and GENERAL NOTES SECTIONS 0 FOUNDATION T-1(INDEX)FOUNDATION PROFILE 66�`-1•'1 5E00ND FLOOR PLAN - INFORMATION STRUCTURAL DRAWING/DETAILS INTERIOR FINISH GENERAL NOTES SECTIONS q,IDA o BY OTHERS. SCHEDULE 5G AL E: I/4 I I=1 1�O I I p GENERAL NOTES SECTION SA EXT.HARDSCAPE, LANDSCAPE DRAWINGS BY OTHERS FRAMING STRUCTURAL DRAWIN05/DETAIL5 STEPS,PLANTERS,ETC. CIVIL DRAWIN65 BY OTHERS WINDOW NOTES aINFORMATION BY OTHERS FIREPLACE T-1(INDEX)FIREPLACE ELEVATIONS GENERAL NOTES SECTION 6A INFORMATION 6-1 and GENERAL NOTES SECTION IDA I) ALL WINDOWS SHALL BE DUAL&LAZED TYPICAL UNLESS NOTED OTHERWISE IN ENERGY CALCULATIONS. PRINT DATE 0o ELECTRICAL T-1(INDEX)ELECTRICAL PLANS tO Z) ALL WINDOWS SHALL BE CLEAR&LASS UNLESS NOTED OTHERWISE. 0 INFORMATION 6-1 and GENERAL NOTES SECTION 16A v NOTE; 3) PROVIDE TEMPERED 6LA55 PER UBC ALL OPERABLE DOORS TO BE TEMPERED CEILING VOLUME/ 0-1,and FLOOR PLAN EXTERIOR ELEVATION'A'SHOWN p INTERIOR 9HELP SEE ALTERNATE PLAN SHEETS FOR ALL 4) DIVIDED LITES AS SHOWN ON EXTERIOR ELEVATIONS. SHEET N0, ALTERNATE PLAN AND ELEVATION A INFORMATION CHANGES. SEE SHEET 6-4,SECTION 5C AND 8D,FOR WINDOW AND GLASS NOTES. 11—4•4 -ok DANIELIAN ASSOCIATES ARCHITECTURE & PLANNING 51X7"Y CORPORATE PARK IRVINE,CALIFORNIA 42606 (q44)474-60$0 FAX: (444)474-1422 1NWW.DANIELIAN.COM CG DANIELIAN A550CiATC5 EXFRCSSLY RESERVES IT5 COMMON LAW COPYRIGHT AND OTHER FROFERTY R16HT5 IN THESE PLANS.THESE PLANS ARE NOT--REFROpJCED CHANGED OR COPIED IN ANY FORM OR MANNER WHATSOEVER NOR ARE THEY TO 5E A5515NED TO ANY THIRD PARTY WITHOUT FIR5T 05TAININ6 THE EXPRESSED WRITTEN FERM1551014 AND CONSENT OF DANIELIAN A55OCIATE5. H r ��.. _— F D STEEL PIPE 1�4 WPAN-Y Y EDDEDNTONG(SEE STRIIODINING 9'-0" CLG N0. DATE REVISION 1 10-14-03 BLD6 DEFT GORR 10'-11' 10'-I"6ARA E 77 - (FROM TLO.0) FR DR BED b/ R _.__...._._ AT DEN OPTION DEN 9'-0' CLG LIVIN6 9'-0° CLG PROJECT 11TLE LINE Or FLOOR ABOVE LA LA6UNA ESTATES / � 0 Sois M i_o ��/1G 111��1i1iG11 ❑ El ❑ ❑ PROJECT N0. 0500S S _ SHEEI TI1LL QU 2�-I" PLAN 4 J W 4T' ' FLOOR o _ 0 PLAN �L PARTIAL FIRST FLOOR OPTIONS 0. OPTIONAL BED 6/DEN AT IAI, 'E' 4 IV 'All IB1 I$ 1G ie 210 50.FT.OF LIVING AREA ADDED a 0 �+ ORIGINAL DATE: OD ui a a u 0 0 m 0 g NOTE: REFER TO THE FOLLOWING SHEETS FOR o INFORMATION NOT SHOWN HERE. PRINT DATE m FOUNDATION PROFILE -SEE SHEETS A-4.1 AND A-4.2 ro FLOOR PLAN -SEE SHEETS A-4.8 AND A-4.4 ELEGTRIGAL PLAN -SEE SHEETS A-4S AND A-4.6 0 EXTERIOR F PLAN -5EE ELEVATIONSELEVATIONS -SEE SHEET A-49 SHEET NO. FI Li I I I DANIELIAN ASSOCIATES AFGI ---- AFCI _ � L L L-L_OPT pe ARCHITECTURE & PLANNING L I L_L Q ,LT SIXTY CORPORATE PARK L IRVINE,CALIFORNIA 112606 L CL4 L (q4q)474-6030 L FAX: (q4q)474-1422 WWW.DANIELIAN.'0M OPT,FAN/LT. AFGI % FAMILY L�LL� AFGI ke DANIELIAN ASSOCIATES E%PRESSLY / .-_ RESERVES ITS COMMON LAW II® O / L. COPTRI6NT AND OTHER PROPERTY RIGHTS IN THESE PLANS.THESE yc T.FAN/LT. RANS ARE NOT TO BE REPRODWEDJ / L-L CHANGED OR COPIED IN ANY FORM / I!1 1 OR MANNER WHATSOEVER.NOR ARE 1 / L L V v THEY TO BE ASS6NED TO ANY THIRD PARTY WITHa,FIRST OBTAINTNE / THE EXPRESSED WRITTEN PERMISSION ------- I j / q I(�I %I AND CONSENT OF DANIELIAN L_L ASSOCIATES. LLL L.. LL LI L L L WP I r FIR I OI N I 67 / 1 ` NO. DATE REVISION FEND �l CLG / ` I BLD6 DEFT CORR \� �-GAR 6AR�G� 10-14-03 9'-0" CLG - —�- \ (FROM T.O.C.) % A AT CL&.FOR AT GL6.FOR \ L I\/I V O OPT.6.D.0. OPT,6AA. METER % 9'-0" CLG PROJIL(A TITLE p \, &PIC LA LACUNA \` (MIN.100 AMP WITH LIFER _ELEC. 6ROUND.SEE SHEET 6-S, _ .... _.... \.`.__ _ .....- ._._.-_J SECTION 16A NOTE-T METIER EST 96 L t 1. - - --- LARGE kz _-. WP PORCH �• O _ LUMINOUS LISHT PROJECT NO. 055005 ssrlLLl IIILI U W REFERENCE NOTE PLAN 4 G FOR:-:-..........RE.ER TO.. :OR... ............ l.R.. .:....:..:.._........ .. . - •• F I R5T SYMBOLS AND SHEET&-I INTERIOR FINISH GENERAL NOTES SECTIONS q,IOA ABBREVIATIONS SCHEDULE FLOOR ® FOUNDATION T-1(INDEX)FOUNDATION PROFILE II HARDSGAPE, LANDSCAPE DRAWINGS BY OTHERS INFORMATION STRUCTURAL DRAWING/DETAILS STEPS,PLANTERS,ETC. CIVIL DRAWINGS BY OTHERS UTI L 1 T)' PLAN BY OTHERS. w 6ENERAL NOTES SECTION 5A 'A' o n FRAMING 5TRUCTURAL DRAWIN65/DETAILS F I R5T FLOOR U I TL 1 TY PLAN e INFORMATION ISY OTHERS eh GENERAL NOTES SECTION 6A SCALE: I/411-I'—OII g ORIGINAL DATE: a ELECTRICAL T-1(INDEX)ELECTRICAL PLANS 3 INFORMATION 6-1 and GENERAL NOTES SECTION 16A NOTE, EXTERIOR ELEVATION'A'SHOWN CEILING VOLUME/ 6-I,and FLOOR PLAN SEE ALTERNATE SHEETS FOR SH FOR ALL 16 INTERIOR SHELF ALTERNATE R STE PLAN AND ELEVATION INFORMATION 9 0 B WINDOW NOTES ` I) ALL WINDOWS SHALL BE DUAL GLAZED TYPICAL UNLC-55 NOTED OTHERWISE IN ENERGY GALGULATIONS. c 2) ALL WINDOWS SHALL BE CLEAR GLASS UNLESS NOTED OTHERWISE. PRINT DATE 5) PROVIDE TEMPERED&LASS PER UBC ALL OPERABLE DOORS TO BE TEMPERED U d 4) DIVIDED L17ES AS SHOWN ON EXTERIOR ELEVATIONS. S SEE SHEET 6-4,SECTION SC AND DID,FOR WINDOW .GLASS NOTES. SHEET NO. A-4.6 i ----------- -. I I . I I I I I I ' I I I r--- ---- I DANIELIANAMICIATES �i ARCHITECTURE & PLANNING i \ / SIXTY CORPORATE PARK LOFT I IRVINE,CALIFORNIA a2606 8' 0" (414a)474-6030 AFOI BED PAX.M BE f1� FAX: (449')474-1422 \ 8-0 i ` 1 M BED WWW.0ANIELIAN.C-OM xr.LT. \' .PAW LT, AFGI 8, AFGI FAAN'A ASSOCIATES E)cPRESSLY \ \ FAW LT� ITS COMMON LAN _-_-- AND OTHER PROPERTY / T E PLANS.THESE NOT TO BE REPRODUCFDR COPIED IN ANY FORM 2 WIATSDEVER.NOR ARE PA TO I ASSI6 T TO ANY THIRD PARTY WITHOUT FIRST EN FMINS 15 THE EXPRE5567 YRIT@!PERMISSION AND CONSENT OF DANIE.IAN ASSOCIATES. o 2 OPTIONALBED 5ED -- -- � WALK-IN LLL AT LOFT/NO 50.FT.ADDED - Its�_cLr� , OQROFESS10, 1 , y C. i CUM \p o ( M 4 OF CAL* L L — CLG pROVID�Ar NO. DATE REVISION I 10-14-05 5wrl DEPT I s I M BED 1 ---_ 8'-0" 'I I OPT.PAW LT. I/� AFCI \ BED Z AFOI WALK-IN BED 3� c AIV I 0 CLG / --- I OPT.FAW LT. PROJECT TITLE OPTIONAL IfIRE PLACE / ----WALK-�1 I ATM BED \-����' 1 '-0" CLG i� I LA � A,���� �..J"�1� AFC,I ESTATES / I J LARGE Il I --- -------------I r----------- r---------------------� I I I PROJECT N0. Q3QQP 5 L—L._------L-J- -L—J SHEEP TITLE DECK PLAN 4 W \ - - - SECOND FLOOR ® 4— U I TL I T1' PLAN 4 OPTIONAL DECK IAI CIA 104 50.FT. ' EFERENCE NOTE ORIGINAL DATE: a FOR, REFER TOi FOR, REFER TO, �Mr SYMBOLS AND••'•SHEET 6-I•• INTERIOR 'T-1(INVIN,INTERIOR ELEVATIONS•• ABBREVIATION5 ELEVATIONS &-I and 6ENI NOTED WTIONS t,COTY FAZE,<;c:; FOUNDATION T-I(INDEX)FOUNDATION PROFILE 6B,6C,,,IOA, INFORMATION DRAWING/DETAILS ON STRUCTURAL INTERIOR FINISH 6eERAL NOTES DECTIONs,,1DA SECOND FLOOR U I TL I TY PLAN pv ® _ c BY OTHERS. SCHEDULE II I 11 6ENERAJ_NOTES SECTION SA r �,. EXT.HARDSGAPE, LANDSCAPE DRAWINGS BY OTHERS 5GALE: 1/4 =I —O „r..I'y FRAMING STRUCTURAL DRAWINGS/DETAILS STEPS,PLANTERS,ETC. CIVIL DRAWINGS BY OTHERS a - INFORMATION BY OTHERS v^I Tnf^ r(' FIREPLACE T-I(INDEX)FIREPLACE ELEVATIONS T g GENERAL NOTES SECTION 6A INFORMATION 0-1 and GENERAL_NOTES SECTION IOA PRINT DATE ELEOTRICAL T-1(INDEX)ELECTRICAL PLANS INFORMATION 6-1 and 6ENER L NOTES SECTION 16A _ -,��t such NOTE, CEILING VOLUME/ 6-I,and FLOOR PLAN EXTERIOR ELEVATION'A'SI�OWN INTERIOR SEE ALTERNATE PLAN SHEET N0. SHEETS FOR ALL - C SHELF ALTERNATE PLAN AND ELEVATION INFORMATON CHANGES. . /:I 5.1 ......._.. 14 12 12 '01 ._� _.. i SEE STRUCTURAL.DRAWINGS TO VERIFY TRUSSC,'DIRECTION. HORIZONTAL F(M55M TO AGGOMODATE \ PL DAN/ELIAN ASSOCIATES - ---- - ------- ARCHITECTURE & PLANNING _._ _.... _....... ...__.. HDR 5IX7Y CORPORATE ARK 14 LINE OF WALL 92Q a 82 RV E CALIFORNIAP92606 AREA LINE OF ROOF BED 2 M B/i M U�� I +/ /� (R49)474-6030 _.__. ._— FAX: (949)474-1422 AM.VANIELIARCOM Q g 5 b.l (j DANiELIAN ASSOCIATES E%PRE SLY _ PF RESERVES ITS COMMON LAW - P' RG�S IONNT AND OTHER T ESE PLAN5.TROFERTY EM PLANS ARE NOT TO BE REPRODUCED - CHAN6ED OR COPIED IN ANY FORM -_- SOFFIT - -- 9.1 THEY MANNER WHATSOEVER.NOR ARE THEY TO EE A5516ED 10 ANY THIRD L _ - PARTY NTHOEXPRESSED FIRST OBTAINING (I)14"X24' c GARAGE AN FAMILY TEE CONSENT O WRITTEN PERMISSION 9 6� SEE 4 AND CONSENT OF DANIELIAN END 6.1 S ASSOCIATES. 0-1 EXT.ELEV. Ilk 2 j VALLEY j AREA I Toe.PIZ FF FILING q�z r I YLYW L-L--_11 —_1J 1 L@EAV. (TYP) �fOf CALLF�a AREA 2 5EOTION A NO. DAA REVISION ROOF PLAN 'A' I 10-14-05 MD&DEPT CORR ROOF FITCH AT X:12 U.N.O. SEE STRUCTURAL DRAWINGS TO VERIFY TRUSS DIRECTION. AREA I _ (TRU55M TO AGGOMOOATE HORIZONTAL F.A.U) LA LACUNA ATTIC VENTILATION CALCULATIONS PL -- - - E5TATE5 / PL HOP. LARGE 8.2 MBA 5 b.l 6.1 PROJECT NO. 03008 N r -; -- - --- -- SHEE( IDLE 5 PL U O yPLAN 4 , 9.1 Q I kk TT,,'- SECTIONS/ N -- ROOF PLAN ORIGINAL DATE: o NOTE: GENERAL CONTRACTOR SHALL VERIFY THE NET FREE VENTILATION OF THE VENT 0o PRODUCT SELECTED AGAINST THOSE NOTED ABOVE. THE REQUIRED VENTILATION SHALL BE MAINTAINED. SECTION NOTES c PROVIDE INSULATION STOP SUCH THAT INSULATION DOES NOT OBSTRUCT p FREE AIR MOVEMENT AS REWIRED BY THE BUILDING OFFICIAL. o ALL OVERLAP FRAMED ROOF AREAS SHALL HAVE OPENINGS BETWEEN THE ROOFING: CONCRETE SLAB: INTERIOR MATERIALS: ADJACENT ATTICS IN THE ROOF SHEATHING(A5 ALLOWED BY THE STRUCTURAL 2 ENGINEER/TO ALLOW AIR PA55A6E AND ATTIC VENTILATION BETWEEN THE TWO OR, 5.1 PITCHED PROFILE TILE ROOF AT X.12 5LOPE U.N.O. T.I SEE FOUNDATION PROFILE AND GENERAL NOTES R.I TYPICAL WALLS AND CEILINGS: SEE ROOF PLAN,DETAILS AND GENERAL NOTES SECTION 5A AND STRUCTURAL DRAWINGS BY OTHERS 1/2"GYP BD(5/5'GYP BD AT CEILING IF 2 ISOLATED ATTIC SPACES SHALL BE VENTED INDEPENDENTLY TO UBC REQUIREMENTS. SECTION TA, FOR ADDITIONAL INFORMATION. FRAMING 15 GREATER THAN 16"O.G) 5.2 PITGNFD FLAT TILE ROOF AT X,12 SLOPE U.N.O. INSULATION: R.2 AT WET AREAS. PRINT DATE SEE ROOF PLAN,DETAILS AND GENERAL NOTES 1/2"MOISTURE RE515TANT GYP BD AS 6.1 EXTERIOR WALLS: PER ENERGY GALLS THE FOUNDATION AND FRAMING ELEMENTS SHOWN HERE SECTION TA. RECOMMENDED BY MANUFACTURER. 6.2 CEILING WITH ATTIC ABOVE:PER ENERGY CALCS ARE GENERIC IN NATURE AND MAY NOT BE CONSISTANT WOOD FLOORS: -IS FIRE PROTECTION: WITH THE ACTUAL STRUCTURAL ENGINEERED REQUIREMENTS D.S VAULTED CEILING: PER ENERGY GALCS SEE SHEET 6-2 FOR FIRE PROTECTION $�. 6.1 AT TYP.INTERIOR CONDITION: OF ALL GARAGE SURFACES. AWIN55, FLOOR S FOR THI5 PROJECT.REFER TO THE STRUCTURAL ORHEATHING OVER FLOOR TRUSSES, 5.4 KNEE WALLS BETYCEN ATTIC,PER ENERGY GALLS SHEET NO. DETAILS AND CA4W1-ATION5 BY OTHERS FOR ALL REFER TO GENERAL NOTES SECTION 6A,AND AND LIVING SPACES: .Q STRUCTURAL INFORMATION. STRUCTURAL DRAWIN65 BY OTHERS. 85 FLOOR OVER GARAGE: PER ENERGY CALC5 v i APPLIED LOWERED e, SHUTTERS i Ib IlB 20 , 15 9.1 D-I 12 12 5 DANIELIAN ASSOCIATES 4� 19 1 -2 �4 _..-.__-. ._... ® PL -\ P-I ®� �4 �L ARCHITECTURE & PLANNING ---- — ,-. ±IDR -. SIXTY CORPORATE PARK I VI ,CALIFORNIA 9260 -- ❑ _ R NE I I I e (1744)474-6030 - - ( 2 _ FAX: (449)474-1422 4 o ❑ ❑ ❑ I m AM.VANIELIARCOM S I I 4 5 D-I � Tj_ .m pANIELIAN A550LIATES EXPRESSLY 12 RESERVES ITS COMMON LAW FF 60-16W AND OTHER PROPERTY RI6Hr5 IN THESE PLANS.THESE PL _._ _ _. ... ...... .... .... ____.. -_-._. FL PLAN5 ARE NOT TO EE REFROOVOED OHAN O OR COPIED IN ANY FORM ` SOFFMDR ......_ 9 _ OR MANNER WHATSOEVER.NOR R THCY TO BE ASSIGNED TO ANY THIRp O 171 _ q - ___....._ _- PARTY WIT �� \ \ \ �� \ O❑ 1/ �� \� \� ® \� ��� II THE EXPRESSED FRITTER PERMISSION _ - Fl \ \ �� \ \ \ D A55OSIATEST OF DANIELIAN 12 ❑❑❑❑❑❑❑❑❑❑ m PP „ ❑❑ ❑❑❑❑ ❑❑❑❑❑❑❑❑oo m T FRONT AN1EI AI! FRONT - *Re.No.CC, OFT. 2—GAR GARAGE / DEN NO. DAIL REVISION 10-14-05 BILL*DE Pi G ORR PROJECT TITLE PL PL -- LA LACUNA HDR IE5TATES / OPT. _ LARGE DECK � J( Q O �p j�111111 i7111 ______ ______ ______ I III II II II II II JLI4Jl 4JI II-4 JI-IIJL II II II II I I III II II II II II II III II II II II III II II II OPTIONAL 5LIDIN6 I III II II II II II II III II II II II II II II 11 II II I I III II II II II 11 II III II II II II II II II II II II II II II 1II j GLASS DOOR OR FF x_f- 1 I tlLJLILJLJLJLJ LJ-- LJLJ LL1LlLNL-I LJLJLJ --. I I I =M N N X x_x _x I�-X x n_n_u xj PREP DR1k Ilk FF ----S_________ -- — ----� PL ____________ ________ IT PL' PROJECT N0. O3OOS AT 04T]ONAL DR 4 HDR w -'— '="= ---- - --- SHEET 1NLE v --+- --+-- = FLAN 4 Q W I j I I j I r I I r 1 Q I I 2: i +- i I I II II II I N L J L__i__J -1L -J- r OPTIONAL SLIDING EXTERIOR aOPTIONAL FIR DR GLASS DOOR OR ELEVATIONS FRENCH DR 1 d REAR - --- o ORIGINAL DATE: SCALE: 1/411=1'-0I' a ELEVATION NOTES G EXTERIOR MATERIALS: CHIMNEY: c I.I STUCCO 4.1 - 1.2 MANUFACTURED ADHERED STONE VENEER I.S MANIFACTURED ADHERED BRICK VENEER p ROOFING: 0 1.4 - 5,1 PITCHED PROFILE TILE ROOF AT X:12 SLOPE. 1.5 SOFFITS/BOTTOM OF CANTILEVERED AREA5: SEE ROOF PLAN,DETAILS AND GENERAL NOTES STUCCO 5EC7ION TA. 0 TRIM:E. 52 PITCHED FLAT TILE ROOF AT X.12 SLOPE. °D 2.1 FASCIA:2x6 REFER TO DETAIL. 5EE ROOF PLAN,DETAILS AND GENERAL NOTES PRINT DATE 2.2 DOORS AND FUNDOVI5: STUCCO WR ED APP SECTION TA. c 2"x4"FOAM U.N.O.,SEE DETAILS. NOTE TO ALL 5MOONTR40TORS: REFER TO ARCHITECTURAL DETAILS FOR GUTTERS: LOCATION OF ELA5TOMERIG MEMBRANE 5.1 ALL ROOFS TO BE GUTTERED WITH DOWN SPOUTS UNDER EXTERIOR MATERIALS. SHEET NC. A AS INDICATED ON ROOF PLAN AND DETAILS. / �-4.cl 12 12 4_ �4 DANIELIAN ASSOCIATES ARCHITECTURE & PLANNING SIXTY CORPORATE PARK PL PL IRVINE,CALIPORNIA 92606 (1144)474-6030 1 HDR PAX: (4411)474-1422 {NWW.DAN/ELIAN.GOM 4 lul O � 0 DANIELIAN ASSOCIATES EhPRE55LY RESERVES ITS COMMON LAW COPYRIGHT AND OTHER FROPERTY -5 RIGHTS IN THESE PLANS.THESE PLANS ARE NOT TO BE REPRODUCED _ FF CHANGED OR COPIED IN ANY FORM OR MANNER WHATSOEVER.NOR ARE PL PL THEY TO EE ASSIGNED TO ANY THIRD PARTY WITHOUT FIRST OBTAINING HDR SOFF THE ExPRE55ED MITTEN PERMISSION rj AND CONSENT OF DANIELIAN _2 ASSOCIATES. 6 trLANDING 271 1 O ndPUfLSalp�� 6 'Yf FF AMELIPN ,I W LEFT NO. DAZE REVISION I 10-14-05 BLD6 DEFT CORR 12 12 _.. 417— --1 4 PROJECT TITLE LA LACUNA E5TATE5 / P� LARGE PROJECT NO. O3OOP co r SHEEI 111LE PP FP U 0 PL `\\1 PL z -: - - PLAN 4 Q W 14'XB"CORROSION z RESISTANT 6 o -FJWAUSI NENTb_______________________________ TIONS N 6,MAXAABV.SLAB Q ® 4 MINATE VENEER AT FFENGE LINE,SEE m EXTERIOR CIVIL DRAWING FOR 1 FENCE LOCATION T ELEVATIONS 'A' I v l'� ELEVATION NOTES ORIGINAL DATE: EXTERIOR MATERIALS: CHIMNEY: ll I.1 STUCCO 4.1 - R16HT c 1.2 MANUFACTURE D ADHERED STONE VENEER SCALE: I/4 I -O 1.4 MANUFACTURED ADHERED BRIG ROOFING, I 0 1.4 5.1 PITCHED PROFILE TILE ROOF AT X:12 SLOPE. o I.5 SOFFITS/BOTTOM OF CANTILEVERED AREAS: o STUCCO SEE ROOF PLAN,DETAILS AND GENERAL NOTES SECTION 7A. TRIM, 5.2 PITCHED FLAT TILE ROOF AT X:12 SLOPE. .� 2.1 FASCIA:2x6 REFER TO DETAIL. SEE ROOF PLAN,DETAILS AND 6ENERAL NOTES g 2.2 DOORS AND WINDOYY: STUCCO WRAPPED SECTION TA. 2"x4"FOAM U.N.O.,SEE DETAILS. NOTE TO ALL SUBCONTRACTORS: PRINT DATE 4o REFER TO ARGHITEGTURAL DETAILS FOR c GUTTERS: LOCATION OF ELASTOMERIG MEMBRANE 5.1 ALL ROOFS TO BE&L TERED WITH DOWN SPOUTS UNDER EXTERIOR MATERIALS. A5 INDICATED ON ROOF PLAN AND DETAILS. SHEET NO. O A-4.10 i L- L.L -L_L LLLLL.L..LL I I I I I I III Ilk'�--�' � - I x I I I I 1I -y DANIELIAN ASSOCIATES ARCHITECTURE & PLANNING 51X7Y CORPORATE PARK DINING E IRVINE,CALIFORNIA -12606 (11441)474-6050 9'-0" CLG �AI FAX: (94Q)474-1422 6ARAR5E k~.0ANIELIAN.00M CLG v (FROM T.O.CI) RESERVES A55COMMOS EAIN Y RESERVES ITN DO OVER LAIN OOPYRI6HT AND OTHER PROPERTY R16479 IN THESE PLANS.THESE EN PLANS ARE NOT TO BE REPRODULED LIYIN6 D— — RM 9'-0" CLG 9-0" CLG OR MA WPIEP IN ANY O MANNCHANSEPER EVER NOR ARE THEY TO BE AN515NED TO ANY THIRD PARTY WITHOUT TIRST OBTAINING THE EXPRESSED WRITTEN PERMISSION ........ ..-._......._-.....__.. ___ _.----------- _7� AND CONSENT OF DANIE.IAN ASSOOIATES. - I I I60T0 t / Yr- r-- rr-- -T-i /'PUPI Sy�Ury4( 9090 F— 11 D"AN cacazg N0. DATE REVISION 1 10-14-05 EILD&DEPT CORR 47-6.. OPT. DEN/ BED 6 / 2-GAR GARAGE i /I PROJECT 71TLE L 8'-0" V LA LA6UNA LLIL� 8' CLG LL — � DINING ESTATES / 9'-0" CLG LARGE 92 X60 � � I � 3—GAR 6ARr�6E 9!111111 (FROM T.O.C.) PROJECT NO.CQ� I� `, 1BED 3 BED 2 _ LI Y IN6 i SHLEI 111 LE 8'-0" CLG 8'-0" CLG i! 9'-0" CLG I ru.K-�I I PLAN 4 < 8'-0' CLGLU 11 LU 1 Ii ~ I 0 N2050 F6L 2090 POL 2090 F6L 60'10 16070 PARTIAL ® L .......--------.._..............._..-...1 _.._.... ...- -- ---- ---......_.._.. - ......... ----- - -. �✓ ❑ — FLOOR 0.� PORCH a L-J LJr-----74 PLANS 9-D CLG is l AL a f —� r—� -- ORIGINAL DATE: --J ro $ NOTE, PRINT DATE REFER TO THE FOLLOAIN6 SHEETS FOR INFORMATION NOT SHOYAI HERE. m FOUNDATION PROFILE -SEE SHEETS A-4.1 AND A-4.2 PARTIAL SECOND FLOOR PLAN FLOOR PLAN SEE SHEETS A-4.9,A 4.4 AND A 4..5 PARTIAL FIRST FLOOR PLAN ELECTRICAL PLAN -5EE SHEETS A-4.6 AND A-4.7 SHEET NO. 0 ROOF PLAN -SEE SHEET A-4A EXTERIOR ELEVATIONS -SEE 5HEE �/LyT A-4.9 AND A-4.10 SCALE: /411=I I-011 / \-4.I I f 1 I I DANIELIAN ASSOCIATES ARCHITECTURE & PLANNING I I SIXTY CORPORATE PARK IRVINE,GALIPORNIA R2606 (Q4R)474-6030 FAX: (1744)474-1422 I I I I WWW.DANIELIAN.GOM PL HDR 0 DANIELIAN A%OLIATES EXPRESSLY RESERVES ITS COMMON LAA I I II wPraIGHT AND OTHER PROPERTY GHTS I - RI IN THESE PLANS.THESE O PLANS NI 0OR GOP ED IN FORM ZED OHA M VER.Q OR MANNER WHATSOE NOR ARE -b 'b THEY TO BE AS5IGNED TO ANY THIRD I PARK WITHOUT FIRST OBTAINING THE EXPRESSED WRITTEN PERMISSION (I)14"X24" J AND CONSENT OF DANIELIAN I &ABLE END yx A550LIATES. VENTS SEE EXT.ELEV. PL L.L Li Li _ _ I a RAC /HDR so" - HIM . ........._... _.__. ------ ------ - b L�J �J U p 7Fn o Q DODO D c : Q C Q Q SIM �T-7...i P o LL-�J II 9 EAVE n J' D-I In 0.1 hYPJ 4 ff Of CP���� � TOG/FF NO. DATE REVISION ROOF PLAN I FRONT I 10-14-03 5LD6 DEPT CO SCALE: 1/5":I'-0" I OPT. 2-GAR GARAGE / DEN PINJL..I I11L LA LACUNA ESTATES / 52 LARGE Li L LiJ L .I 4X6 6xB. _........ .......... ......._ .. __ . ...,,. PROJECT NO. O�✓OOS n HDR SOFF STEP .._ ..._ —. ....—r fff ........_.. 7-0 11 U .. n4 D 117 LE 0 z - m PLAN 4 < LU W bXb Li J O X8 FF PL \ 2" PL\ SORF/F1DR EXTERIOR 5 .... ELE1/ATI ONS ufug �J I I -9 ORIGINAL DATE'ELEVATION NOTES � 0 0 EXTERIOR MATERIALS: CHIMNEY:$ N 4 1.1 5TUGG0 4.1 1.2 MANUFACTURED ADHERED STONE VENEER - TOGS 01� I.S MANUFACTURED ADHERED BRICK VENEER ROOFING: 00 1.4 - 5.1 PITCHED PROFILE TILE ROOF AT X,I2 SLOPE. ¢j 1.5 SOFFITS/EOTTOM OF CANTILEVERED AREAS: SEE ROOF PLAN,DETAILS AND GENERAL NOTES FRONT � STUCCO SECTION 1A, o 6" '0 TRIM: 52 PITCHED FLAT TILE ROOF AT X.12 SLOPE. NOTE: 0 2.1 FASCIA:2x8 REFER TO DETAIL. SEE ROOF PLAN,DETAILS AND GENERAL NOTES REFER TO THE FOLLOWING SHEETS FOR 2.2 DOORS AND WINDOWS: STUCCO WRAPPED SECTION TA. INFORMATION NOT SHOWN HERE. ro2"x4"FOAM U.N.O.,SEE DETAILS. NOTE TO ALL SUBCONTRACTORS: FOUNDATION PROFILE -SEE SHEETS A-4.1 AND A-4.2 _ PRINT DATE o FLOOR PLAN -SEE SHEETS A-45,A-4.4 AND A-4-5 o REFER TO ARCHITECTURAL DETAILS FOR o &UTTERS. LOCATION OF ELASTOMERIC MEMBRANE ROOF1EC PLAN PLAN -SEE SHEETS A-4.6 AND A-4.T n ROOF PLAN -SEE SHEET A-4.8 S.I ALL ROOFS TO BE GUTTERED WITH DOWN SPOUTS UNDER EXTERIOR MATERIALS. EXTERIOR ELEVATIONS -SEE SHEET A-4A AND A-4.10 AS INDICATED ON ROOF PLAN AND DETAILS. o SHEET NO. A-4.12 DANIELIAN ASSOCIATES ARCHITECTURE & PLANNING SIXTY CORPORATE PARK IRVINE,CALIFORNIA 112606 M49)474-6030 PL PL FAX: (94R)474-1422 YV XV ANIELIAMCOM - HDR QT DANIELIAN ASSOCIATES EXPRESSLY RE5ERV 5 ITS GAMMON LAW a _ COPYR16HT AND OTHER PROPERTY Q RIGHTS IN THESE PLANS, ES PLANS ARE NOT TO BE RE PROVU= O GHANSED OR COPIED IN ANY FORM OR MANNER WNATSOEVER,NOR ARE THEY TO BE A55BNED TO ANY THIRD FF PARTY WITHOUT FIRST 05TAINI" THE EXPRE55ED WRITTEN PERMISSION PL PL AND CANSENT OF DANIELIAN ASSOCIATES. ' HDR SOFF Q Q e +'PDEt+s'IUry��� NIfLWN ' Y C No.CASN ��I LEFT NO. DAIE REVISION I 10-14-05 BLD&DEPT CORR P'KOJ LL I I I I LE 4'- LA LACUNA ESTATES / LARGE PL PROJECT NO. O'JOOB 5 i5 SHEEI MILE FF PLAN 4 WZ PIT PL 0 o N ® T-------------------------------------- .._ __ ___ _________________________ _____ ---- ---- EXTERIOR - ELEV ATI ON5 L.J 1a1 e � TOG,PP a ELEVATION NOTES FF ORIGINAL®ATE: EXTERIOR MATERIALS: CHIMNEY: T.j I.I STUCCO 4.1 - 1.2 MANUFACTURED ADHERED STONE VENEER pI.5 MANUFACTURED ADHERED BRICK VENEER ROOFINb, c 1.4 5.1 PITCHED PROFILE TILE ROOF AT X:12 SLOPE, RIGHT 1.5 550FFI�/BOTTOM OF CANTILEVERED AREAS: SEE ROOF PLAN,DETAILS AND GENERAL NOTES 5ECTION'IA. SCALE: I/4"=I 1—O 11 TRIM, 5.2 PITCHED FLAT TILE ROOF AT X:12 SLOPE. NOTE. a 2.1 FASCIA,2X5 REFER TO DETAIL. SEE ROOF PLAN,DETAILS AND GENERAL NOTES REFER TO THE FOLLONING SHEETS FOR INFORMATION NOT SHOWN HERE. 2.2 DOORS AND WINDOWS, STUCCO WRAPPED SECTION'TA. PRINT DATE 2"R4"FOAM U.NO.,SEE DETAILS. NOTE TO ALL SUBCONTRACTORS, FOUNDATION PROFILE -SEE SHEETS A-4.1 AND A-4.2 an FLOOR PLAN -SEE SHEETS A-4.5,A-4.4 AND A-4.,5 --- o REFER TO ARCHITECTURAL DETAILS FOR ELECTRICAL PLAN -SEE 5HEET5 A-4b AND A-4.T GUTTERS, LOCATION OF ELASTOMERIO MEMBRANE ROOF PLAN -SEE SHEET A-4.8 5.1 ALL ROOFS TO BE GUTTERED WITH DOWN SPOUTS UNDER EXTERIOR MATERIALS. EXTERIOR ELEVATIONS -SEE SHEET A-4,A AND A-4.10 p AS INDICATED ON ROOF PLAN AND DETAILS. SHEET NO. I1 DINING DANIELIANASSOCIATES 9'-0" CLG � ARCHITECTURE & PLANNING 6ARAj6E SIXTY CORPORATE PARK 9'-0" ClG �— IRYINE,CALIFORNIA 92606 (FROM T.O.Ci) _d BED �/ (444)474-6030 B FAX: (94q)474-1422 DEN AAADANIELIAN.GOM 9'-0" CLG I L I YI N6 DANIELIAN ASS ON ExPRE55LY RESERVES S LONMON LAW LII I NT AND OTHER PROPERLY 9-O GLG RIGHTS N THESE PLANS.THESE PLAN5 ARE NOT TO BE REPRODUCED _— """ LHANbED OR COPIED IN ANY FORM OR MANNER WHATSOEVER.NOR ARE THEY TO BE ASE116NED TO ANY THIRD _ PARTT WITHOJT FIRST OBTAINING ... r__ __, I..._._—————J TIE E%PRESSED WRITTEN PERMISSION I _J _ 160,0 AND CONSENT OF DANIELIAN III - ASSOCIATES. Li MA / ///, I U2 CIN D.C48N or CaueoQ NOTE, �1 OPT. SED 6/ 2—GAR GARAGE REFER TO THE FOLLOWING SHEETS FOR INFORMATION NOT SHOWN HERE. FOJNDATION PROFILE -SEE 5HEETS A-4.1 AND A-4.1 NO. DAIS REVISION FLOOR PLAN -SEE SHEETS A-4.3,A-4.4 AND A-4_5 ELEOTRIGAL PLAN -SEE SHEETS A-4b AND A-4.r I 10-14-03 BLI PEPT OORR ROOF PLAN -SEE SHEET A-4.6 EXTERIOR ELEVATIONS -SEE SHEET A-4.11 AND A-4.10 _. 7_ U e'�oL� ; 0 M BA PROJECT TITLE CCC"'LLL X I 8'- CLG L L DI NI N6 LA LACUNA a 9'-0" CLG E5TATE5 / 3—GAR GARAGE LARGE 9._0:: CLG 1. Q (FROM T.O.C.) I 8'-0" CLG II PROJECT NO. 05005 BED 3 BED 2LIVIN& N I 5 SHEEI HILL 8'-0" CLG 8'-0" CLG nA 9'-0" CLG CLG • I I a �LK—II Y I I " PLAN 4 w I n 90"91. ..:. 0 2020 rd L Q _ 6010— ---L —_..__Jr N �_.----- — 160,0 .. . ,� T/ PARTIAL :v PORCH 1/1 �' ��'�%L1/ll/�/ �/1/1�% � ❑ FLOOR v STONE VENEER VIA' _ E E oT 9-D" CLG XT PLANS EVATIONS � I I----- --r--T-- --- T-� a 0,,EL "LIU.�CI ❑ 'T�[!1/1 ❑ o�IrinL oaTL: a d: 14'-0" 16'_Z, 0 'cDN'.-2' 2'-0' ]'-I" a g _. _. _ PRINT DATE c PARTIAL SECOND FLOOR PLAN PARTIAL FIRST FLOOR PLAN SHEET NO SCALE: 1/4"=I'—O" A-4.1 4 DANIELIANASSOCIATES ARCHITECTURE & PLANNING 5IXTY CORPORATE PARK IRVINE,CA�L117ORWA-12606 PL (-1411)474-6030 FAX; (q49)474-1422 HOR kVMOANIELLAN.COM L 0 OELAN ASSOCIATES E%FRESSLY 9 RESERVES ITS COMMON LAW COFYRI&H ANOOT�ERFROFERT`f Rl&HT5 IN THEM RL S.THESE PLANS ARE NOT TO BE RISPROPXEP (1)14"X24' ------- �A�W OR COPIEDIN ANY FORM GABLE END OR MANNER WHATSOEVER.NOR ARE VENTS SEE FF THEY TO BE ASSIGNED TO ANY�IRV EXT.ELEV. PL PARTY V41THOUT FIRST 05TAININ EXPRESSED MITTEN FERMISSICN ---@(-rry(p) AND CONSENT OF PANIELIAN ASSOCIATES. 7- ----------- d2lt,, 4- -- T- 0 THUR C ELM ROOF PLAN '0' FRONT SCALE: 1/5":11-0" (D OFT. 2-CAR GARAGE DEN NO. DATE REVISION /l\10-14-05 BLV&DEPT CORR PROJECT 111LE. LA LA.&UNA ESTATES 4 12 12 SHUTTER5 LAR.&E PL PL 7 5OFF, PROJECT NO. 05005 SHEEI 111LE L) PLAN 4 z FF zFL FL, EXTERIOR =L-= L= =1 I ELEVATION5 ELEVATION NOTES ORIGINAL DATE: EXTERIOR MATERIALS: CHIMNEY: o 1.1 STUCCO 4.1 - 1.2 MANUFACTURED D ADHERED STONE VENEER W IB IT 1.5 MANUFACTURED ADHERED BRICK VENEER ROOFIN&' O 1.4 - 1�'- I * 5.1 FITCHEV PROFILE TILE ROOF AT X12 SLOPE. 1.5 SOFFITS/BOTTOM OF CANTILEVERED AREAS: SEE ROOF PLAN,DETAILS AND GENERAL NOTES 9 CI 0 STUCO SECTION 1A. O TRIM: 5.2 PITCHED FLAT TILE ROOF AT X:12 SLOPE. FASCIA,2xb REFER TO DETAIL. SEE ROOF PLAN,DETAILS AND GENERAL NOTES NOTE; 2.1 SECTION TA. REFER TO THE FOLLOAIN6 SHEETS FOR 5 V,,-- INFORMATION NOT SHOWN HERE, FRONT 2.2 DOORS AND WINDOWS: STUCCO WRAPPED 2"x4"FOAM U.N.O,,SEE DETAILS. NOTE TO ALL SUBCONTRACTOR5z FOUNDATION PROFILE -SEE 5HEEAND A-4.2 PRINT DATE 0 REFER TO ARCHITECTURAL DETAILS FOR SEE SHEETS T - 0 r FLOOR PLAN I: :ET5 A-43,A-414 AND A-4.3 &UTTERS: LOCATION Or ELASTOMERIC MEMBRANE ELECTRICAL PLAN SHEETS I SEE A-4h AND A-4.1 3.1 ALL ROOFS TO BE&UTTERED WITH 170M SPOUTS UNDER EXTERIOR MATERIALS ROOF PLAN -SEE SHEET A-4,5 AS INDICATED ON ROOF PLAN AND DETAILS. EXTERIOR ELEVATIONS -SEE SHEET A-4.q AND A-4.10 SHEET NO. A-4.15 4� 14 DANIELIAN ASSOCIATES ARCHITECTURE & PLANNING 5IXTY CORPORATE PARK IRVINE,CALIFORNIA 412606 Fdx4ot PIL (a44j'�'i4-6030 _-._._.._._._...... FAX: 44-1 474-1422 HER kNM.VANIELIAN.COM _ J 1 u 0 DANIELIAN A55001ATE5 EXPRE55LY RESERVES ITS COMMON LAW COPYRIGHT AND OTHER PROPERTY RISHT5 IN THESE PLANS.THESE D PLAN5 ARE NOT TO SE REPRODUCED CHANSEO OR COPIED IN ANY FORM OR MANNER WHA750EVER.NOR ARE .— THE EXPRE55E WRITTEN PERMISSION THEY TO BE A5516NED TO ANY THIRD FP PARTY MTHOUT FIRST OBTAINING PL PL D AND CONSENT OF DANIELIAN HOR _ SOFF ASSOVATES. I LL q 4 6 •g. .C4829 FIF r Pk l f OF CPL\E�� LEFT NO. DATE REVISION 1 I0-14-05 BLD6 DEFT CORR VItOJLCI WILL 4 2 LA LACUNA E5TATE5 / LARGE _PIL .._ P ............ r— _HDR PROJECT N0. 0300a w T L. m �o SHEET 111LL S FF FF�I PLAN 4 W PL z 0 N EXTERIOR a c c IN ELEVATION NOTES - ELEVATIONS G N EXTERIOR MATERIAL5: CHIMNEY: TOG/FP n Q FF ORIGINAL DATE'. e' H STUGGO 4.1 o I.2 MANUFACTURED ADHERED STONE VENEER 19 MANUFACTURED ADHERED BRICK VENEER ROOFING: 1.4 5.1 PITCHED PROFILE TILE ROOF AT X:12 SLOPE. Is SOFFITS/BOTTOM OF CANTILEVERED AREAS, 5EE ROOF PLAN,DETAILS AND GENERAL NOTES SECTION'IA. $o TRIM: 5.2 PITCHED FLAT TILE ROOF AT X. SLOPE. 0 2.1 FASCIA:2x6 REFER TO DETAIL. SEE ROOF PLAN,DETAILS AND GENERAL NOTES NOTE, R16HT ° c 2.2 DOORS AND WINDOWS: 5TUCOO WRAPPED SECTION TA. REFER TO THE FOLLOWING SHEETS FOR ,( -" o 2"x4"FOAM U.N.O.,SEE DETAILS. NOTE TO ALL SUBCONTRACTORS: INFORMATION NOT SHOWN HERE. SCALE: I/411=I I—O I1 REFER TO ARGHITEG'NRAL DETAILS FOR FOUNDATION PROFILE -SEf SHEETS A-4.1 AND A-4.2 GUTTERS: LOCATION OF ELASTOMERIG MEMBRANE FLOOR PLAN -SEE SHEETS A-4.5,A-4.4 AND A-4.3 m 5.1 ALL ROOFS TO BE GUTTERED WITH DOWN SPOUTS UNDER EXTERIOR MATERIALS. ELECTRICAL PLAN -SEE SHEETS A-4.6 AND A-41 c AS INDICATED ON ROOF PLAN AND DETAILS. ROOF PLAN -SEE SHEET A-4,6 PRINT DATE m EXTERIOR ELEVATIONS -SEE SHEET A-4.11 AND A-4.10 SHEET N0. A-4.16 FRAMED CORNER BOX-OUT TO STUCCO OVER U5E OF THE ARrFHITEGTURAL DETAIL5 FLUSH YU EAVE TO ALLOW FOR FLAT TILE OVER --- METAL.LATH OVER --- EXTERIOR FINISH•FLASHING - BUILDING PAPER OVER VII ROSTARTER FELT OVER PER STANDARD DETAILS - ROOF SHEATHING FLASHING—'--"' '—"'-'- THE DETAILS SHOVPI ARE INTENDED TO FURTHER ILLUSTRATE THE Vlf,AIAL 2X FRAMING----- --- 2xb OR SOLID BLOCKING DES16N CONCEPT AND THE MINIMUM RECOMMENDED WEATHER PROTECTION SL CORROSION RESISTANT METALFOR THIS PROJECT. !; O GORRO51ON RE515TANT METAL--— zSTUCCO OVER---- ----> ."� " �� EAVE •i EDGE FLASHING WITH DRIP---- THE GENERAL CONTRACTOR SHALL INCORPORATE THE REQUIREMENTS METAL LOTH OVER SL '"+nv. / \ \ FLASHING Z-BAR FLASHING OVER ] OF THE BUILDING CODE,STRUCTURAL CONSIDERATIONS,TRADE ASSOCIATION 4 PAN FLASHING BUILDIN6 PAPER _ n- I ry MANUALS AND PUBLICATIONS,AND PRODUCT MANUFACTURERS WRITTEN �� 2x4 FAT AT 24"O.G. STUCCO WRAPPED ADHERED \ \ Ix CURB RETURN 2 It SPACES INSTRUCTIONS FOR THE COMPLETE CONSTRICTION OF THE DETAILS. FOAM TRIM MAY OGG.R \ 1 z VERIFY W/STRL'C.DETAILS —"-- 1 \ \ "• PROVIDE MASTIC WHEN TOP _ 1 S $ ALL POSSIBLE FIELD CONDITIONS WHICH MAY BE ENCOUNTERED ARE SEE EXT.ELEV.FOR 512E PROVIDE ELASTOMERIG \ TILE LUG DOES NOT- �J •�u iA NOT NECESSARILY DESCRIBED.FIELD CONDITIONS ENCOUNTERED WHICH MEMBRANE AT ROOF TO \ Y 11[ 1 2x8 BARGE BOARD REQUIRE CLARIFICATION SHALL BE BROWHT TO THE ATTENTION OF THE SEAL FLASHING I 1 FLAT TILE OR ,i� 11 MATERIAL TO ROOF Tr'BOX-OUT \ ARCHITECT IN A TIMELY MANNER. NAILING FIN-- I _ 17RSEG SON O PROPANFL�ASHI�N6 R `. I_IJJ �l it h��L dFtf Ix T e 6 \\ \ \ I ROOFING FELT ovER lu l i -5 1 yI� 1 DANIELIAN ASSOCIATES BUILDING PAPER OVER - \ \ - \ I ROOF SHEATHING _— ...-... �. I &ABLE END TRUSS FLASHING MATERIAL \ \ \ t U•NA• ARCHITECTURE &PLANNING i"` (VERIFY W/STRUGJ OVER NAILING FIN \ \ROOF TOO \ PAN FLASHING I CORROSION RESISTANT \ HALL FLASHING NOTE I.THE I"RETURN MUST BY ROOF1 111 STUCCO OVER- 51X7Y CORPORATE PARK LOWERED VENT '21LEGEND, \\\ \\\ \`4, �F TOO \\\. 2 NOT.NO NALS ARE TO . METAL LATH MANUFACTURER l�\ �I BUILDING PAPER - /T'ELvN(-T44�4740-6 30 RNIA 2606 CORROSION RESISTANT----- SEQUENCE OM \ \�:1 WALL FLASHING - \ PENETRATE THE PAN FLASHING. I SCREEN,1/4"MESH 0 wEA7HERBOARD\ \ \ i �,J PAX: (Q49)474-1422 LAPPING \ \ \ ELAS70MERIC MEMBRANE OVE� �I \I WWW.DANIEL.AIN.C-OM ���GGG/���1111 BUILDING PAPER OVER I --11 ROOF TO SOLID BACKING,SEE DETAIL OWALL FLASHING :C)DANCL AN A5 IATE5 ExFRE55LY HEAD AT VENT YQR'LS• FLGHId 9 -I! ERI•m RISER E5 5 COMMON LAW DA®IM, ROOF INTERSECTION DA© ROOF F LASHING DA MPG TYPICAL RAKE DAOZDDD OOPRIGH ANDOHERPROPER 9•■I-O' I AT BOXOUT KTA. �/ AT WALL W •J•■1'-O' AT ELEVATION'S'6 'G' Il•j ■I.O' • RIGHTS IN THESE PLAN5.THESE SECURE ROOF TILE 3 GOAT 5TUCG0 SECLRE ROOF TILE ?LANs ARE NOT TO BE REFRowcm — 2X FRAMING PER MAN1F.INSTR. CLIP5.NO PENETRATIONS INTO PER MANUF,iNsTRTlALS CHANGED OR T50E IN ANY FORM TYP.ALL DETIALS SECURE VALLEY FLASHING WITH 7Yp.ALL DETALS OR MANNER YN PEV IN A NOR ARE VALLEY FLASHING. rHEr To eE ASSIGNED ro ANY TwRD CURB - PARTY WITHOUT FIRST OBTAINING PROFILE TILE OVER WRP45ION RESISTANT METAL TRIMMED FLAT VALLEY TIES PROFILE TILE OVER - AIE CONW T WRITTEN PERMISSION ROOFING FELT Z-BAR FLASHING OVER ROOFING FELT AND CON.aENT of DANIELIAN STUCCO OVER 24"WIDE, METAL VALLEY GORRP-ION INSULATION NOT TO OBSTRUCT Ae IATES. 12"STARTER FELT OVER PAN FLASHING RESISTANT METAL VALLEY FLASHING METAL LATH OVER ROOF SHEATHING WITH MINIMUM I"V'CRIMP,BLIND NAIL VENT HOLES AS REQUIRED BY BUILDING PAPER li\.� EACH SECTION OF VALLEY ALONG THE BUILDING DEPARTMENT CORROSON RESISTANT METAL UPPER END STAGGER NAILING 3" EDGE FLASHING W/DRIP AND lAa 12"STARTER FELT OVER STUCCO WRAPPED ADHERED -= BIRD STOP WITH WEEP HOLES I-PIECE ROOFING FELT OVER ROOF SHEATHING I VALLEY STRIP FELT- FOAM TRIM MAY OCCUR PRE-MANUFACTURED G.R. PRE-MANUFACTURED GORR0510N RESISTANT METAL / SEE EXT.ELEV.FOR SIZE ..'..:.' I EDGE FLASHING YVITH DRIP CORROSION RESISTANT EDGE FLASHING Yl/DRIP AND SEAL NAILING METAL DIVERTS BIRD STOP WITH WEEP HOLES FIN TO FLASHING CORROSION RESISTANT / 2" III 1 GUTTER MAY OCCUR / CUTOUT BIRD570P \^/ CORROSION RESISTANT MATERIAL _ (SEE ROOF PLOW / TO DRAIN MIN GUTTER MAY OGGUR P'R % / (SEE ROOF PLAN)BUILDING PAPER _ PLYWOOD / _ 2x6 FASCIA "LIING F NOVE �R 2x STUCCO STOP I METAL C��PAN FLASHING / / / fIURC G DANI 4N MASHING MATERIAL ' 8 ELASTOMERIG I xTL C •0948N MEMBRANE ROOFING FELT CORROSION RE515TAN7---- b"MIN.BEYOND FASCIA CONCRETE TILE A" TN PER T VIA,VENT HOLES 1 PER TRV55 BAY(VERIFY I'-0" LOUVERED VENT I STUCCO OVER CORROSION RESISTANT (SEE ELEV FOR TYPE) FRIEZE BLOCK W/STRUGT) _ -O!CA0 CORROSION RESI5TANT METAL OVER OVER METAL WISE FLASHING MINIMUM 36"WIDE LAYER OF ASPHALT- 51,REER I/4"MESH BUILDING PAPER SATURATED UNDERLAYMENT CENTERED IN VALLEY,RAILS 5T1CGo OVER N0. DATE REVISION 12"STARTER FELT OVER SHALL BE HELD BACK A MINIMUM OF 14"FROM THE VALLEY WHEN METAL LATH OVER ROOF SHEATHING UNDERAYMENT MUST BE LAPPED,THE TOP SHEET SHALL OVERLAP THE BOTTOM BUILDING PAPER 514EET BY A MIN.OF I2".BLIND NAIL ACROSS THE TOP PORTION OF DOWNGLOPE SHEET,AND ADHERE THE LAP WITH A VERTICAL-6RAOE ASPHALT ROOF CEMENT. JAMB AT VENT TIGHT SAVE DIVERTER VALLEY FLASHING 1A�®IDDD2 TYPICAL SAVE AMe�DDDo S•■Iti0• I IW■IUW I&&'■I%V 7 lW■IW AT ELEVATION'A' lyj•■I-O• PROVIDE FIREBLOCKIN&AT FLOORS - — — — — — — — PROFILE TILE OVER CEILING,ROOF AND BETWEEN ATTIC ELD OFrn9ATDDLE FLSM'G 12'STARTER FELT OVER SPACE AND CHIMNEY PER UBC TO6 ROOF SHEATHI116 NAILER PER MANUFACTURER 2X FRAMING 1 STUCCO OVER --- --- -� METAL LATH OVER CORROSION RESISTANT METAL CORROSION RESISTANT L I 2x6 OR SOLID BLOCKING-- II--� SEE IL ABOVE +�' BUILDING PAPER SL ZEDGE FLASHING WITH DRIP STUCCO OVER DETAIL ABOVE. 4 +�' °� PROJECT TITLE LOWERED VENT--- �I +�' 2xb OR SOLID BLOCKING CORROS ON RESISTANT METAL LATH OVER Z-BAR FLASHING OVER 3 - J+ -� <'1 'I SCREEN,I/4"MESH _ ELABTOMERIr MEMBRANE OVER Q STEP FLASHING 5 ++"1. CORROSION RESISTANT METAL RXETURN 2 RAFTER SPACES _— _ __ LA LACUNA PLYWOOD--- I (N [�.TURNED UP WALL Z-BAR FLA5HIN6 W/SEALANT ++A" :" +�+ S VERIFY W/STRL'G.DETAILS LARGE NAILING FIN OVER I RETURN EAS70MERIG MEMBRANE UP ♦ 3 TPAN URNED FLASHING GUP LL 2 CONTINUOUS Ix CURB in PLASHING MATERIAL ANY ADJACENT 51DEWALLS 4"MIN. 0i �+ - J. 2x8 BARGE BOARD OVER BUILDING PAPER - 9L- .ROOF MATERIAL CORROSION RESISTANT METAL ' 666 TOP FLASHING NNOER-BENT TO EXTEND"SELF SEALING" 5 ROOFING FELT Ix T•G SEAL NAILING FIN TO F_ ��/ lit PROVIDE NIGHT SEAL TO TILE) ELASTOMERIG MEMBRANE FLASHING MATERIAL I I SEE EAVE DETAIL DOWN WALL b"MINIMUM � + � FLAT TILE OVER U.NA. GABLE END NTRUSS HALL STUCCO WRAPPED ADHERED I� I NOTE I I < 7 ROOF SHEATHING 1 ROOFING FELT OVER li OR BALLOON WALL FOAM TRIM MAY OCCUR yl j HORIZONTAL STUCCO SURFACE zy S ROOF FRAMING 7 ROOF SHEATHING (VERIFY W/STRUG) SEE EXT.ELEV.FOR SIZE 1 TO BE THOROUGHLY GORED I I uT SEALANT I I I 1 y m MEMBER EL OVER FRIG I 8 _ STUCCO OVER i�=I AS RECOMMENDED BY I _ I 16 Z 1 MEMBRANE OVER STUCCO OVER PROJECT NO. 0•✓DO8 METAL LATH OVER MANUFACTURER TO INSURE a BUILDING MATERIAL q PROVIDE MASTIC WHEN TOP METAL LATH BUILDING PAPER HARDNESS CAPABLE OF RESISTING Q � AT WALL CONTINUOUS � DOE NOT NOT�M BUILDING PAPER SURFACE DAMAGE BEHIND FIRST RAFTER 6 SHELI TITLE 2X FRAMING - - PROVIDE BATTEN PER TILE STUCCO OVER I-4' -MIN. I'-0.MIN. - MANUFACTURER INSTRUCTIONS METAL LATH OVER BUILDING PAPER — — — — — -- — — ��51 LL AT VENT D IN� I'° FL�N�-G aI.I• In DA©I«, CHIMNEY SHOULDER DA®MID WALL PROTECTION ® � ROOF FLASHING DA©��a .� TYPICAL RAKE DA.DODD d I 3 GOAT 5TUGG0 S'■I/-o• 3 GOAT STUCCO I In••IW AT ROOF TERMINATION p5••I'-O• L 115••1'-o• 14 O V AT WALL 9'•I'-0• AT ELEVATION'A' WRAPPED FOAM TRIM MAY OCCUR ARCH a.+ SECURE ROOF TILE NO PENETRATIONS AT SECURE ROOF TILE PER MANUP.IN$TR. FIELD OF SADDLE FLSN'6 II. E MANUF.INSTR. DETAILS O TYP.ALL DETIALS I ALL DETIALS STUCCO OVER <on STUCCO OVER C1 FLAT TILE OVER METAL LATH OVER FLAT TILE OVER O 2X FRAMING METAL LATH OVER ROOFING FELT BUILDING PAPER ROOFING FELT ^U BUILDING PAPER P, IN u STUCCO OVER INSULATION NOT 70 0857RLGT 2.6 OR SOLID BLOCKING INSULATION NOT 70 OBSTRUCT METAL LATH OVER VENT HOLES A5 REQUIRED BY 9L I VENT HOLES AS REQUIRED BY BUILDING PAPER 2x SOLID BLOCKING THE BUILDING DEPARTMENT COPJW51ON RESISTANT METAL THE BUILDING DEPARTMENT Z-BAR FLASHING W/SEALANT 6"DIA.PRE-FAG MOULDED DECORATIVE 12"STARTER FELT OVER 12"STARTER FELT OVER IO ROOF SHEATHING CONTINOUS Ix CURB > ROOF SHEATHING ORIGINAL DATE Q� PIPE YV FALSE VENT BY'NE EXT OR 2 MAY 1112 ^ 290 � APPROVED ALTERNATE.SEE EXT.ELEV. 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I PER ENERGY REQUIREMENTS E STUCCO OVER OVR SILL PAN 2.FRAMING LL I WALL FLANGE METAL LATH OVER I in I PROVIDE 50LID BLOCKING THE WILDING PAPER PRESSURE TREATED 54LL PLATE BILL PAN I BEYOND FULL WIDTH OF FLASHING LAP I (SEAL ALL ,�yU I PAINT TO 5N000 OVER ADHERED FOAM-(MAY 2x FRAMING PEI�TRATION9 / CORROSION RESISTANT METAL MATCH METAL LATH OVER OCWR,SEE ELEV FOR SIZE) BASE SCREED A/-W DIA. INTO PAW THRESHOLD -.I OVER BROWN GOAT WITH STUCCO OVER SEE WILDING PAPER _ - I 1- WEEP HOLES AT b"O.G.OR 2x REDWOOD RECESSED PLATE t 'I I COLOR GOAT FINISH OVER I --:I METAL LATH PLAN II FINISH t :j I WILDING PAPER PER GODS REQUIREMENT CORROSION RE515TAN7 I-PIECE MATERIAL WILDING PAPER OVER REINFORCING MESH PER I I ". -1 II I N HURL yI WHERE MORE STRINGENT METAL SILL PAN(PAINTED EX- FLASHING MATERIAL I MANUF.INSTRUCTIONS I—� �;1 I WILDING PAPER OVER 'w DAfViE IVW = wU POSED FACE TO MATCH STUCCOf I S B I �1 I j I NAILING FIN OVER NO 4829 m BR/5H COAT STUCCO = < ADHERED FOAM- -I 1 * q FINISH BELCH SCREED 'D < CORROSION RESISTANT I- - I---J SEAL NAILING FIN OVER I -j FLASHING MATERIAL - i THRESHOLD -Y SEE ELEV FOR SIZE-OVER I I THE FLASHING MATERIAL - 1 Pp 9L �� Iz3 REDWOOD SPACER \ BROWN COAT WITH II-- 2X4 FRAMING - Ji OL11LE ALkT�Q' COLOR GOAT FINISH OVER I SEAL NAILING FIN —- 7jI GRA DE,PER WILDIN6 PAPER OVER BASE SCREED BEYOND i_ . z REINFORCING MESH PER BRUSH GOAT STUCCO MANUFACTURER'S INSTRUCTIONS I _ NAILING FIN OVER _. 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WHERE MORE STRINGENT I_'__- 1 w METAL DRIP SCREED COLOR COAT FINISH OVER I I I I REINFORGIN6 MESH PER ADHERED FOAM _-____ 1 > BRUSH COAT STUCCO = -9 I 'h'MIN.REVEAL FINISH BELOW SCREED --�._ -- i'� MANUFACTURERS INSTRUCTIONS I ELEVATION OR I1__ 1 SEE w _ S STUCCO OVER I SIZE AND SHAPE) I� I PLAN &RAVE PER CODE x METAL LATH OVER STUCCO OVER ,1 I ADHERED THIN SET BRICK y W WILDING PAPER METAL LATH OVER I �� I PROJECT NO. 03008 VENEER OVER WILDING PAPER 2X FRAMING 1 BROWN GOAT PER MANUFACTURERS - STUCCO STOP INSTALLATION INSTRUCTIONS VERIFY ALL SUBSTRATE REGNIREMENT5 PROVIDE SOLID BLOCKING THE STUCCO OVER SHEET TALE FOR ADHERED VENEER PRODUGT5 WITH WEATHERSEAL FULL WIDTH OF FLASHING LAP MANIFAGTURER PRIOR TO INSTALLATION METAL LATH OVER bARAGE DOOR TRAC 2X FRAMING WILDING PAPER x MATERIAL TRANSITION �® BASE DETAIL °'�'" ARAGE DOOR HEAD o®'�, D V-2 DA ". DA©IMt WINDOW SILL �, WINDOW 51LL "`�' G I I'-O' 5 3' I'-0' ��AT OAT STUCCO W/WRAPPED FOAM TRIM 9' I'-0' 3 GOAT STUCCO °J •I-O .,,� I 3GOAT STUCCO AT3 GOAT STUCCO AT 3 GOAT STUCCO �� ARCH ADHERED VENEER SECTIONAL DOOR lV WRAPPED FOAM TRIM STANDARD RECESS 1 14—t TYPICAL WINDOW SILL --- DETAIL5 Q STUCCO OVEMETAL LATHATH OVE SL PROJECTION (`�S� 2X FRAMING METAL t-WILDING PAPER (SEE FLANS FOR SIZE) 1 p STUCCO OVER METAL LATH OVER I r ADHERED FOAM OVER I / BROWN COAT AlTN p WILDING PAPER SL ADHERED FOAM TRIM I I j _ COLOR COAT FINISH OVER , ^' 1 2x6 REINFORCING MESH OVER MANUFACTURERS INSTRUCTIONS - ORIGINAL DATE ADHERED 4"HALF ROUND Ix FRAMING $' _—___.._......... pOp FOAM OVER Ykb"FOAM 2�� ry OVER BROWN COAT WITH CONCRETE SLAB SAY 92 2003., '+ COLOR GOAT FINISH PER Q MANUFACTURER'S INSTRUCTIONS 2 WILDING PAPER (MAYOADHERED FOAM TRIM .p MAY p p J PRESSURE TREATED SILL PLATE w (MAY OCCUR,SEE ELEV) _..._...__ esM'AY O�� N !y SEALANT Q ?. �+ 2X FRAMING �' STUCCO OVER I�� METAL LATH OVER I S. ® p C CORROSION RESISTANT METAL WILDING PAPER ry BASE SCREED YV YD"VIA WEEP i STUCCO OVER HOLES AT b"O.G.OR PER CODE w METAL LATH OVER © F WH O z r Y 5TKC0 STOP REQIREMENT ERE MORE STRINGENT BUIL121WO PAPER r ? PRINT DATE:3-19-2003 BRUSH GOAT 9T0000 �D S f WEATHERSEAL C FINISH BELOW 5--REEDf— a PRINT TIME:11:05 AM GARAGE DOOR cp GRADE SEE DETAIL 15 � - o HORIZONTAL TRIM A(® Il�S" F'ROJEGTED BASE o b GARAGE DOORJAMB n o W., NOT U5ED _ POT5HELF p o SHEET NO. D_2 o ^y� U 3 GOAT STUCCO I� •I�'O' I 3 GOAT STUCCO-2 STEP IMj' I'-0' I,� 3 GOAT STUCCO 3' I'-0' V AAT T SPANOISWH SILL tw 0 I— w U (40—YV WRAPPED FOAM TRIM AT SECTIONAL DOOR ..� SEE DETAIL D41 - "' -"'-'--'\ i N CRO55 SECTIONAL AREA MATCH HEIGHT �yl�iyh•" IX SOLID FLOCKING 2-PIECE FOR FLASHING --- OF BASEBOARD SEAL ALL PENETRATIONS I 14 HARDWOOD HANDRAIL 2 5 I PRE-MANUFACTURED SEE DETAIL -' SEE SHOP DRAWINGS BY ? -.Q. Q CORROSION RESISTANT METAL .-.- OTHERS FOR ALL RAILING SEE DETAIL _ f i tt HANDbRIP REO.UIREMENT5 FOR TYPICAL NOTES 4 li L I COUNTER FLASHING '� G• "--- TO MEET CODE Ix4 OVER 2x8 _..- ATTACHMENTS. BARGE BOARD TOP RAIL TO WITHSTAND IL �R �D U I I/4"TURN DOM EDGE SL - I APPLIED LOADS PER FO 7� ( w 1 INSET INTO SAYICUT AT _ 4x12 OUTLOOKER - I"SQ.545 PAINTED CODE REQUIREMENTS. ' I I OUTLOOKER ALL 4 AT i N` SEE ELEVATION ; I I 9ALLU5TERS AT 4"O.G. I F� .� RECESSED INTO TOP RAIL FINISH SURFACE FOR ALL FRAMING FIXED WOOD SHUTTER I I\ \ I NOTES SEE STRUG DETAILS SEE E EVATION I FLASHING SET IN SEALANT - AT M051NS AND ATTACHMENTS , ���_ I WITH 2"xl'BASE m FOR ALL ATTACHEMENTS AND IS I AT OUTLOOKER ALL 4 SIDES \ �' I "" — __ 2x SOLID B_OGKING I I IX HARDWOOD GAP , 6x12 SHAPED EXPOSED \ - - _ ' WITH RADIUS EDGES —' --;- 2.12 NOTCHED sTRINWR - 7 DANIELIAN ASSOCIATES 2X VERTICAL NAILER I OUTLOOKE 1 2x SOLID BLOCKING •0 I ILy'MOULDING -- m �J SAME LENGTH AS SHUTTER I 1 I (2)2x4 GONT.PLATES ( ARCHITECTURE &PLANNING I PROVIDE SEALANT PER ENERGY I I EXPANSION GAP 7 (PROVIDE(y NAILERS PER SWTTER) COUNTER FLASHING I CODE REQUIREMENTS,12"WIDE GYP.BD. FILLED WITH C LAPS 2"MIN OVER i ELABTOMERIG MEMBRANE CAULKING(TYP) SIXTY CORPORATE PARK METALOLAA`THH OVER / BASE FLASHING i (SEAL ALL PENETRATIONS) II IRVINE,CALIFORNIA 172606 I S Ix SKIRT BOARD BUILDING PAPER '� � \ ' STUCCO OVER 2.12 STRINGER � TEL: (949)474-6030 ELASTOMERIC.MEMBRANE # PRE-MANUFACTURED METAL LATH OVER "TYPE"X"GYP BD.BUILDING PAPER FIRE PROTECTION AT ALL AALL5 AND CEILING - 2X FRAMING CORROSION RESISTANT METAL I BASE FLASHING- --- m MAY OCCUR SEE PLAN OF ENCLOSED USABLE SPACE FAX: (94q)474-1422 WALL FRAMING- _______ _ UNDER STAIR YNM17ANIELIAN.00M WOOD SHUTTER iV DANIELIAN ASSOCIATED EXPRESSLY PLSHhIa PL•JM-�' RE5ERVE5 ITS COMMON LAW -b RAILI-I 51NR1-I ATTACHMENT DA©IMD BEAM FLASHING DAD �, OUTLOOKER DA©I„D HANDRAIL DA r(�.IMD , STRINGER DA©I«D COPYRIGHT AND OTHER PROPERTY 3 GOAT 5TUGG0 IIyD•1''-0D OUTLOOKER AT IYS`•Iw I 114`•1'-0' INTERIOR Ikj'•I'-O' AT LANDING-INTERIOR (�¢D•IbD R Hr IN THESE PLANS.THESE PLANS ARE NOT TO BE REPRODUCED _ CHANGED OR COPIED IN ANY FORM STUCCO OVER - —. --__-._._—- FINISHED SURFACE .-.. _.........___._,___.._. oR MANNER WHATSOEVER.NDR ARE PLAN VIEW I METAL LATH OVER -' ILb"PLYWOOD TREADS - THEY TO BE ASSIGNED TO ANY THIRD BUILDING PAPER SMOOTH,SHAPED PARTY WITro T FIRST OBTAINING HARDWOOD GUARDRAIL SEE SHOP DRAWINGS BY EQ.TREADS Ix BLOCKING LINE OF FASCIA BEYOND TO MATCH HANDRAIL OTHERS FOR ALL RAILING `�STwrT ORWE� AND CONSENT OT-DANIELIAN - -- THE EXPRESSED WRITTEN PERMISSION _ O FOR ALL FRAMING i SEE PLAN r_ ATTACHMENTS AND I- - _�uW AND ATTACHMENTS SEAL ALL PENETRATIONS 1', CORROSION RE515�7ANi METAL METAL LATTHHI AVER 2x6 TOP RAILTO WITHSTAND u<, � COUNTER FLASHING •^ BUILDING PAPER APPLIED LOADS PER EXPANSION GAP • 2X SOLID BACKING I- 1.5Q.545 PAINTED TYP 1/4"TURN DOWN EDGE I CODE REQUIREMENTS. < FILLED WITH M BALLUSTERS AT 4"OC. ul INSET INTO 5AWCUT AT RECESSED INTO TOP RAIL ji CAULKING LRLSE!5 OUTLOOKER ALL 4 SIDES I I - 1 STUCCO WRAPPED IY WITH 2"xl"BASE FLASHING SET IN SEALANT 1 ADHERED FOAM TRIM r j n IX GAP WITH - "'" 2x12 APPLIED SHUTTER AT CA)TLOOKER ALL 4 SIDES "� MAY OCCUR I I RADIUS EDGES SEE ELEVATION FOR SIZE '1 �� _._ _RPLK 5T000O OVER 4x12 SHAPED EXPOSED ' / "FLY - / C r ` OUTLOOKER SEE ELEVATION METAL LATH OVER I I ELA970MERIG I 1 BUILDING PAPER LL COUNTER FLASHING -- - Ir (2)2x4 CONT.U.N.O. ELASTOMERIC MEMBRANE LAPS 2•MIN OVER CORROSION SCREED APPLY OVER BASE FLASHING I METAL DRIP SCREED GYP,� PLYWOOD UNDER ENTIRE I --------"""' 1/4"DRIP CUT- - �LL AREA UNDER SHUTTER I PRE-MANUFACTURED CORROSION RE5157ANi / SEE STRUCTURAL---- _ ._..._ �,J��SCREED - /// �- -' CORROSION RESISTANT METAL I DRAWINGS FOR -`-' WINDOW OPENING --.-.- --. BASE FLASHING WEATHERSEAL .__ FLOOR AND WALL ;D"TYPE'X'GYP BD. ��K`' I SEE STRUCTURAL DRAWINGS GARAGE DOOR TRACK -.--_. SUPPORT FRAMING AT ALL WALLS AND GLb I N0. DATE REVISION OF ENCLOSED USABLE - I BY OTHERS POR ALL GONNEC710N5 SPACE BELOW STAIRS APPLIED SHUTTER 5XT" HING ©DIMD GARAGE DOOR HEAD °®°, GUARDRAIL RAIL,-I STAIw, — DA®R,DImo', DA©I„D _ _IL I.� �.,� STRINGER oA©I997 A - V AT WINDOW IAMB 3'• (j��l Ikj'•I 'v J 3 GOAT 5NGG0 W WRAPPED FOAM TRIM S'•I� NTERIOR I I/1•I-0 \ L I AT LANDING-INTERIORWITH PRO.IEGTION AT SECTIONAL DOOR 3111"MAX. FINISHED SURFACE STUCCO OVER METAL OVER OVER 2"MAX 15' BUILDING PAPER 144"MIN CLR 'PLYWOOD TREADS EQUAL TREADS �� CROSS ISEE STRUGT DRW65 SEE PLAN STUCCO OVER SECTIONAL FOR ALL FRAMING '- - _ - PROJECT TITLE SEE ELEV FOR FINISH I BUILDING PAPEOR AREA AND A7TAGIMENT9 LA LACUNA 2X FRAMED RECE55 W.SPACER K SIZE AND 54APE 2x! EXPANSION w LARGE SMOOTH,SHAPED HARDWOOD CAULKING(TYP) I ELASTOMERIG MEMBRANE I HAN06RIP TO MEET REMENTS -- ---- --- SEE f --- 2x12 NOTCHED STRINGER ,1 AND 2x SOLID BLOCKING FULL - I ''I FIRMLY SECURED TO WALL EL STUCCO WRAPPED I (3 STRINGERS MINIMIM WIDTH TO 6'MINIMUM AROUND _ t FRAMING AT 32"OC.TO ADHERED FOAM TRIM U I AT EACH STAIR RUN) AT REGE55. (RETURN-3 SIDES I MAY OCCUR I WITHSTAND APPLIED LOADS ELASTOMERIC MEMBRANE UP 1 SEE ELEVATION FOR 512E I I PER CODE REQUIREMENTS IL WALL b"MINIMUM). % p I ...- -_..._. O W,PLYWOOD RISERS PROVIDE SOLID BLOCKING < ELASTOMERIC MEMBRANE OVER AT HANDRAIL SUPPORTS SECURE NOTCHED STRINGER TO SILL PROJECT NO. 03008 BUILDING PAPER OVER CORROSION RESISTANT IF NOT A STUD - PLATE WITH FRAMING ANCHORS.SECURE SOLID BACKING `D "J"SCREED PLATE TO 5LA5 WITH SHOT PINS,ALL GYP.BOARD WOOD IN DIRECT CONTACT WITH CONCRETE SHEET TITLE 2X FRAMING WEATHERSEAL TO BE PRESSURE TREATED OR PROVIDE GARAGE DOOR 2x FRAMING IMPERVIOUS MEMBRANE SEPARATION AS - ALLOWED BY LADE. "°® NOT USED GARAGE DOOR JAMB ;©'.,D ®.,D /' 5.TA STUCCO RECESS _ HANDRAIL ��_STRINGER 5 3 GOAT STUCCO IVf•I''O' I I 3 GOAT STUCCO"RAPPED FOAM TRIM S••I� WALL MOUNTED-INTERIOR I�j'•1'-O' AT FLOOR-INTERIOR •I ARCH AT SECTIONAL DOOR - � IX SOLID BLOCKING DETAILS _.- �_ __ _�-- ICI SECURE ROOF TILE _ PER MANUF.INSTR / A SEAL ALL PENETRATIONS--..— ' BLOCKING(TYP) j j TYP.ALL DETAALS WHERE REQUIRED PROFILE TILE OVER SL I .I I I ROOFING FELT f(VV t� I GYP BOARD'- I 12"STARTER FELT OVER v W I SEE ELEVATION I� ROOF SHEATHING .N-� IIY FOR 512E AND STYLE i. I PLYWOOD Ix SKIRT BOARD < CORROSION RESISTANT METAL ELASTOMERIC MEMBRANE �.I > EDGE FLASHING I',DRIP AND in W ORIGINAL DATE FIXED WOOD SHU, 3. APPLY UNDER ENTIRE I.;I � I 19 BIRD STOP WITH WEEP HOLES � SEE EXT.ELEVATION AREA UNDER SHUTTER 11 I I I O r _ AY 22 ~ CORROSION RESISTANT - - oq` AND DETAIL IS MAY L O 2003 �+ e I ' \\ I' GUTTER MAY OCCUR Ilb"PLYWOOD TREADS 1 / \ I I I I. (SEE ROOF PLANTS / %'ti ' 2X FRAMING- / jl.� '� 1__ I-O'er / �•, . 2n 12 STRINGER" i EI 2X HORIZONTAL NAILER I I I 1 III I I.III 2xB FASCIA � U -- OVER 2X SPACER / H SAME WIDTH AS SHUTTER p (PROVIDE(2)MAILERS PER SHUTTER) I 5NAPED EDGE DD \ ADHERED SHAPED FOAM OVER 2x FRAMING z { BROWN COAT A/COLOR COAT - __ _----__ STUCCO OVER __ 1. T I FINISH PER MANP INSTRUCTION -- ---- --- --I �i METAL LATH OVER I -1 L'' (SEE EXTERIOR ELEVATION FOR I WHEREKING REfU1RED L-- %"TYPE'X'GYP.BD. PRINT DATE:3-19-2003 BUILDING PAPER _ I 512E AND DIMENSION OF FOAM) 8 ELASTOMERIC MEMBRANE REFER TO AT ALL WALLS AND CEILING I PRINT TIME:3:05 PM S I E WINDOW ELEVATION L STUCCO OF OF ENCLOSED USABLE _ BUILDING PAPER _ SPACE BELOW STAIR m s WOOD SHUTTER 2 ----- S (coAjT ATTACHMENT D®" MOULDED SHUTTER o o�°IMD �':°A � (2* _ NOT USED TYPICAL SAVE SKIRT STAIRI-s SHEET N0. D--3 oA©wna � 3 GOAT STUCCO I�'•ISO• 16 AT ELEVATION"X" I'•I'-0' AT ELEVATION'A' IVt'•1'-0` AT WALL INTERIOR us'•1-0` 1�Y1 U ONE-PIECE CORROSION p-'0{.,\�A 5T0000 OVER METAL LATH OVER RE515TANT METAL SILL PAN- '\O ELASTOMERIG MEMBRANE GAP OVER BUILDING PAPER OVER DBL 2x4 TRIM SL"l 5LIDIN6 DOOR THRESHOLD ---'-"' W EXT.GRADE PLYWOOD —� \ ' -1 -- _- CORROSION RESISTANT - iv 2xFRAMIN6-'- --—'--' 1 I-PIECE METAL SILL PAN 1 1 2xb LOW WALL SOLID BLOCKING-------------- 1 PROVIDE E AROUND KA -------_ MEMBRANE AROUNv WALL 1 I SEALANT--- \ _ ..-__ DOWN WALL b"BEYOND I I 1 I 2X SPACED DECKING 7 1 I I STUCCO OVER METAL LATH ER LL EE DECK TRIJOIST--_----- -'"` - I DANIELIAN ASSOCIATES BUILDING PAPER � (S 9TRUGT DRW65 1 FOR ALL CONNECTIONS) ARCHITECTURE &PLANNING SEE STRUCTURAL 2X LEDGER DRAWINGS FOR ALL ATTALHMBNT9 WNTINUOUS _ q_ 51X7Y CORPORATE PARK P.T.Posr BEYOND WITH ELA5TOMERIC MEMBRANE I IRVINE,CALIFORNIA 42606 CORROSION RE51STANT ET OVER BUILDING PAPER METAL SLEEVE - b"MIN BEYOND LEDGER .__ FA ((17 4J 4 74-1420 I FAX: (Q49)474-1422 CONCRETE SLAB A 14•�FT�M1N BUILDING PAPER —' ,11 ~4.0ANIELIAN.COM FINISH GRADE 2X FRAMING ---- DANIELIAN A550GI.1T-'-„-EXPRESSLY _ _ 5PAGED DECKING EXT. DFGIGI-II RESERVE51T5 COMMON L/JN 1 W I N_G_ WALL OA Q I DA Q IMD GOP1'RI6NT AND OTHER PROFERTY ylj 3 GOAT 5TUI I •'I''O• AT THRE5M0LD Il�j'■I'-O' R16H IN TWe FLANS THS E AT PATIO AT SLIDING DOOR PLANS ARE NOT TO M REPRODUCED G„ - CHANGED OR COPIED IN ANY FORM G.M.U. 7 --2xb D.F.DECKING OR MANNER WHATSOEVER,NOR ARE SLOPE TOP FOR SEE _ FOR GUARDRAIL THEY TO ASSIGNED TO ANY THIRD SCREWED TO J5T5. POSITIVE DRAINAGE -y PARTY WITHTHWT FIRST OBTAINING 2x TRIM(9 SIDES) - - - - rHE ExPRFssEo WxlrrtN PERMISSION ADHERED FOAM GAP-- — _ 2x JOIST EA. AND CONSENT OF DANIELIAN OVER FOAM TRIM OVER 2x RIM SIDE OF POST ASSOCIATES. BROWN COAT WITH v COLOR GOAT FINISH PER bx BEAM MANUFACTURERS INSTRUCTIONS - (SEE 5TRI 12RY46 `-2x BLOCK (SEE ELEVATION FOR SIZE) FOR ALL CANNEC710N5) --'-' BEHIND POST bxb CANTINUOUS POST ON G.R.POST BASE Zx LEDGER VU 5TUCl.O FIN15H OVER Ill (SEE STRUGT.DRWGS) CONCRETE BLOCK HANGERS,LAG .„. 2xb PRESSURE TREATED— LEDGER TO STUDS DOLLAR OVER CONGEALED SEE DETAILS +e CONCRETE BLOCK WALL ------ HILAN HARDWARE(SEE STRUGT DWG) w g,N C48, ` (SEE PLAN FOR SIZE) F I 4 " DA ICLWN :• 7 L JI q _1 BOT OF POST OF CAl)fOQ' GRADE e� i II II I I II N0. DATE REVISION NOTE.ALL MATERIAL TO BE RESAWN EXCEPT JOISTS AND DECKING (SEE STRUCTURAL DRAWING5 FOR ALL HARDWARE,LAGS AND 56REW5) S 4 LOW WALL "® �� POST BA5E DA CJ" OCONCRETE MASONRY UNIT U!'■I'-O• L AT DECK I'■I'-0' 2xb GAP(SLOPED TO 4" DRAIN)OVER 2x4 TOP RAILS `.51' MA% I PROJECT TITLL. 2x4 TOP RAILS i LA LAGUNA— PICKETS 4' LARGE 4'CLR MAX.SPADING 4x4 SUPPORT POST PER ry ELEVATION OR W-O"OZ.MAX bxb POST BEYOND 2xb BOTTOM RAILS SEAGEP EEE S ING PROJECT N 2 - =� •�" --�-� T"'= SHEEI TITLEE 03008 GUARDRAIL FA L5.5 Ig9a T PECK - I'-0• ARCH Aa AROAPE - 1I DETAIL5 ROUND PENETRATION VERTINCSATASLLUPPTOORT STUOGO OVER METAL LATH __-.-.__�_...____.__.._..-.._._-. .�» OVER BUILDING PAPER PLAN In 2X WOOD FRAMING -- _b— __. VIEW LAG BOLT THROWN 5 -_ ORIGINAL®ATA,� 2 2003 en INTO FRAMING „ MIN.b"Xb"ELA5701-ERIC, MAY 20 2003 MEMBRANE AT POINT Q OF PENETRATION IX SPACER M/KEY - � 1 2.4 VERTICAL SUPPORT SECURED WITH LAG BOLT J ® r GUARDRAIL� PANEL SECURED T PRINT DATE:3-19-2003 p O I VERTICAL SUPPORT TRIM I I I I PRINT TIME:10:52 AM I I I I LINE OF TOP RAIL ABOVE—A cf I, , r 12 SHEET NO. 2 (� 2 8 NOT USED 4 RAIL CONNECTION D-4 0 23.ALL ROUGH OR RESAWN BEAMS ARE TO BE FREE OF LUMBER/CARPENTRY GRADING STAMP LABELS AND FREE OF HEART CENTER. FOUNDATION/SITEWORK GENERAL NOTES CONCRETE 24.ALL HANGING JOISTS SHALL BE HUNG WITH SIMPSON 1.ALL STRUCTURAL LUMBER SHALL BE GRADED IN ACCORDANCE TUS'HANGERS U.N.O.AND SIMPSON ITT'FOR TJI's,U.M.O. 1.THE FOUNDATION DESIGN IS BASED ON THE FOUNDATION LATERAL SHEAR NOTES• 1.THE GENERAL CONTRACTOR AND EACH SUBCONTRACTOR SHALL 1.ALL CONCRETE SHALL CONFORM TO THE LATEST EDITION OF WITH THE STANDARD GRADING RULES NO.16 FOR WEST COAST 25. ALL BEARING WALLS ON A WOOD FLOOR ARE TO BE SUPPORTED INVESTIGATION BY SOIL REPORT SUBMITTED: VERIFY ALL DIMENSIONS AND SITE CONDITIONS BEFORE STARTING THE UNIFORM BUILDING CODE. LUMBER AND UBC STANDARD NO.23-1. (2001 CBL 1 FRAMM MEMOM WITH DOUBLE JOISTS OR SOLID BLOCKING UNLESS NOTED OTHERWISE, ALBUS-KEEP 8 ASSOCIATES Dour"RR-LN2,11 WORK.THE ARCHITECT OR B%"&NQ SHALL BE NOTIFIED PER; 2.CONCRETE SHALL BE DESIGNED AND TESTED AS OUTLINED IN 2.ALL WOOD BEARING ON CONCRETE OR MASONRY SHALL BE AT W'OG OF ANY DISCREPANCY. THE SPECS. 26. ALL BEAMS TO BE SUPPORTED WITH FULL BEARING,U.N.O PROJECT N0.: 1159-01 PRESSURE TREATED DOUGLAS FIfl OR REDWOOD. DATE: NOV.19.2002 JN:3590 3-/-03 27.ROOF SHEATHING L4 TO CONTINUE UNDER CALIFORNIA FRAMING,TYP. L 2 urea 6A3'BLm3D CRrukLL LAIN 6d cOCi82 NaLs ar r of aT 2.DIMENSIONING SHALL TAKE PRECEDENCE OVER SCALES EDGER 4 R&D AT BASE LAYER ed COOLER NAl1.S AT T'OL AT EXES-0 PLF 3.ALL CEMENT SHALL CONFORM 70 ASTM 0-150. 3.HOLES FOR BOLTS SHALL BE BORED WITH A BIT 1/32'TO 28. APPLY SHEAR WALL PLYWOOD PRIOR TO ALL BOX-OUTS, ArmR9DATFACELAYER ESI/FME,iNc. SHOWN R D MINIMUM .TYPICAL DTAILS AND GENERAL 2.THE ALLOWABLE SOIL BEARING VALUE 1$2000 P3F FOR TABLE-19-A-3 REQUIREMENTS FOR CONCRETE 1/18'LARGER THAN THE NOMINAL BOLT DIAMETER. FUR-OUTS,SOFFITS OR ANY OTHER FRAMING THAT MAY - SO PlF NOTES ARE MINIMUM REQUIREMENTS TO BE USED WHEN CONTINUOUS FOOTINGS. 2 (TAME deeYOLseNaLaATroLArlsx�sawFffLO STRUCTURAL ENGINEERS EXPOSED TO SULFATE-CONTAINING SOLUTION INTERRUPT CONTINUITY OF THE PLYWOOD. RABLE n-I CBE) CONDITIONS ARE NOT SHOWN OTHERWISE NORMAL W00W uoN sgor 4.ALL BOLTS SHALL BE RE-TIGHTENED PRIOR TO APPLICATION 29.PROVIDE FURRING AS NEEDED TO ALIGN NON-SHEAR WALLS M PLF AGGREGATE AGGREGATE CONC. 3. 5A3'DR1VkLL YTIN bd COCLERNNLB ATTOL AT FME9 AM FFFJ.D- TROD E.i6TH STREET 3.NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE WATER-SOLUBLE Na.,- OF PLYWOOD,PLASTER.ETC, WITH SHEAR WALLS. (TABLES-1 CBC) SANTA ANA,CA 92701 SULFATE SULFATE(SWIN CEMENT wabloann.M1N.v. f•.N.mwl W.IWAt 3.ALL SITE PREPARATION,EXCAVATION AND COMPACTION SHALL OVER GENERAL NOTES AND TYPICAL DETAILS.WHERE NO EXPOSURE SOIL PERCENTAGE TYPE eat.Heb Rene.M °"•)gm•Ma SO.PROVIDE 4X OR DOUBLE 2X MEMBERS UNDER SOLE PLATE {. W DRYWALL WIN Sd COOLER NAWS AT 4.OL AT I3GES Nm FEED - 63 PLF PHONE:714-035-2800 nI 5.STRUCTURAL MEMBERS SHALL NOT BE CUT FOR PIPES,ETC. BE DONE UNDER THE SUPERV1810N OF THE SOIL ENGINEER. BY WEIGHT WNpM-Not D,wN9M Abe .P NAILING AT 2'O.0 5A'ORMILI GEL) DETAILS ARE SHOWN CONSTRUCTION SHALL CONFORM TO Ayar.Wet.co".r.N C°"°'-I^p• UNLESS SPECIFICALLY NOTED OR DETAILED. FAX: 714-BS5-2819 SIMILAfl WORK ON PROJECT. _ - - 4.SEPARATE PERMITS SHALL BE OBTAINED FOR ALL FENCES S. (TAME 2S-1 LWRH 6d COOLER NAq-B AT 4.OL AT EDrfeAlm fl6D- �' Negligible 0.00-0.10 31. DOUBLE TOP PLATES in/MIN.ICE LAP SPLICES TO BE PROVIDED w/MIN 112'EL S-I C8G 6.2X SOLID BLOCKING SHALL BE PLACED BETWEEN JOISTS OR AND WALLS.AS REQUIRED. - 75 PLF Tel 16d's PER TOP PLATE SPICE. 6. VP tYLO®DUE 2S_L iec,5d COOLER NaIS AT 4.OL AT EIX�9 4.ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS MOderatee 0.10-0.20 0,PUJs I.15 0.50 4,000 RAFTERS AT ALL SUPPORTS,EXCEPT WHEN LEDOERED. ArD T1L3D.rtA9lB a-1 cBe) OF THE 2001 EDITION OF THE CALIFORNIA BUILDING CODE, 32. TOP PLATE BREAKS ARE SHALL OCCUR OVER A STUD OR POST. 5.PROVIDE NON-EXPANSIVE FILL AS REQUIRED TO LEVEL PAD, I W5LOD3:D ORnwLL nRN 6d CmLIER"lh AT 4-OL AT EGV£S - W"Y AND ANY OTHER REGULATING AGENCIES WHICH HAVE AUTHO- Severe 0.20-2.00 V 0.45 4.500 7,CROSS-BRIDGING SHALL BE PROVIDED AT 8'-0'O.C.MAX, yy y AND HELD.(TAKE 31 CRC) RITY OVER ANY PORTION OF THE WORK.INCLUDING THE Ser�ieT OVER 2.00 6aasn9 0.45 4,500 FOR ALL FLOOR JOISTS OVER 10'IN DEPTH AND ALL ROOF 33. SOLID BLOCKING BETWEEN PERPENDICULAR JOIST AT BEARING AND AT 6.SURFACE WATER WILL DRAIN AWAY FROM BUILDING.DRAINAGE a TV Stucco OYER A-MR74D LATH WITH 16 GAINS BTaREe W PLF STATE OF CALIFORNIA DIVISION OF INDUSTRIAL SAFETY,ANDMaterial. JOISTS OVER 10'DEPTH.USE SOLID BLOCKING OR AN SHEAR WALLS. SHALL BE 2%FROM BUILDING TO SWALE LINE.SWALE SHALL DRAIN AT VOG AT TOP AMC BOTTOM PLATFB,EIX+S OF MFi1R U41, - 2 yuiedr for low permeability or forprotection against acorroeon.1 AND FELD(TABLE 75-I CRC/ THOSE CODES AND STANDARDS LISTED IN THESE NOTES embedded items or fraxln9 and thawinglTeble 19-A-21 APPROVED TYPE METAL BRIDGING. 34, ALL EXPOSED BEAMS AND HEAVY TIMBER RECOMMENDED TO BE AT 1%(FEN.)FROM REAR OF BUILDING TO STREET. '"My FREE OF HEART CENTER. S. A7 OPISTJOCOAND OVER APPROVED LATH Y4 W'GAM A FED. AT 3'OL- AND SPECIFICATIONS. S-P a o.er. s-Pezzoian toot nm been determined by teat ea Toe record to Improve 8.ALL STRUCTURAL PLYWOOD SHALL BE STRUCTURAL II OR C-D 35. ALL ISOLATED POSTS AND BEAMS TO HAVE SIMPSON PB's AND/OR T.THERE SHALL BE NO UTILITY TRENCH NEAR THE BUILDING FOUNDATION AT TOP AND OOTtOrI F1AtE6,ELfEB Nm 6.OL ATFaD. a.]fate r..let....wean need in conorate comaining type 5 cement GRADE WITH EXTERIOR GLUE UNLESS NOTED OTHERWISE AND ICSO R3iORT 1401154(Qt EQUAL) S.APPROVAL BY THE INSPECTOR DOES NOT MEAN APPROVAL BC's MINIMUM,UNLESS NOTED OTHERWISE. WHICH EXTEND DEEPER THAN A 45 DEGREE LINE PROJECTED DOWN m �,UpOp 67RG11RAL PANEL uTTN ed ca•tror1 NA69 AT 6.OL AT 4.FINE AND COARSE AGGREGATE SHALL CONFORM TO ASTM C-33 CONFORM TO PS-1-83. EACH SHEET SHALL BE INDENTIFIED AND AWAY FROM THE BOTTOM OUTSIDE CORNER OF ANY FOOTING. -26e PLF OR ALOWABLE FAILURE TO COMPLY WITH THE PLANS AND 36. ALL SIMPSON HD.PA,AND CB HOEDOWNS TO BE FASTENED TO KXEB am O.OL AT FELD RAffiE 23-II-1-I CDC) SPECIFICATIONS. ANY DESIGN WHICH FAILS TO BE CLEAR OR FOR STANDARD WEIGHT CONCRETE AND ASTM 0-330 FOR LIGHT BY A REGISTERED STAMP D.F.P,A OR A.P.A. WEIGHT CONCRETE. 4x4 POST MIN.,U.N.O. 13 AMBIGUOUS MUST BE REFERRED TO THE DESIGNER OR S.PROVIDE 6 MIL RECOMMISOUEENENDED U.NO.UNDER SLAB(EXCEPTION:GARAGE W EDGES AND rATFEAI(TAKE Ed CO.1CBC)W3 AT 4-QC AT ENGINEER FOR INTERPRETATION OR CLARIFICATION. 5.ALL AGGREGATE SHALL BE COMPARABLE TO'SAN GABRIEL 9.ALL BOLTS BEARING ON W000 SHALL HAVE STANDARD CUT 97. ALL EXTERIOR WALLS ARE TO BE SECURED WITH 5/8'DIA.x 12' SLAB AS RECOMMENDED BY BOILS REPORT). ELLid6 AIm Q'OL AT FEED RABLE S-II-I-I CDC) -'�PLF WASHERS UNDER HEAD AND NUT UNLESS NOTED OTHERWISE. ANCHOR BOLTS AT 12'O.C,U.N.O.IWS 1270 RAMSET/REDHEAD Q. 3W WOOD SiRMPAL PANG LM 6d COMON NALS AT 3.Or,AT -49B PlF VALLEY'AGGREGATE.THE SHRINKAGE SHALL BE A3 PER ASTM MAYBE USED IN LIEU OF ANCHOR BOLTS), EXGEB AND U'OL AT 11E3D(TABLE 28-11.1.1 CWJ 6.SEE ARCHITECTURAL,ELECTRICAL AND MECHANICAL DRAWINGS C-157 WITH THE AVERAGE DRYING SHRINKAGE AT 28-DAYS 9.ALL HOEDOWN ANCHORS,POST BASES AND ION INSP BOLTS SHALL 10. ALL METAL ANCHORS,FASTENERS AND CONNECTORS ETC. BE TIED INTO PLACE PRIOR TO FOUNDATION INSPECTION U. 3/6•WOOD 0-CC AT aABU&1 CCM70N) AT I.OL AT FOR PITS,TRENCHES,ROOF OPENINGS,DEPRESSIONS ETC. NOT WITH 0.04%. SHALL BE FROM SIMPSON STRONG-TIE(TM).SUBSTITUTIONS 38. ALL INTERIOR WALLS TOM SECURED WITH SHOT PINS PER EDGES AND Q•OL AT FIELD RAB2E 13-11-I-1 CDC) -648 PlF NOT SHOWN ON STRUCTURAL DRAWINGS. MANUFACTUREfl'S flECOMMENDAT10N,U.N.O.CALCULATIONS GOVERN 6.DRVPACK SHALL BE COMPOSED OF ONE PART PORTLAND MUST BE PRE-APPROVED IN WRITING BY ESI/FME. IN ALL CASES.RECOMMEND RAMSET/REDHEAD 1516D AT 24.O.C. 10.PLACE 20'-0'REBAR IN FOUNDATION AT SERVICE LOCATIONS. N 102YCR 15132)WOOD STFUCIRAL PANEL WEN led CQHON NALe AT 2-OL AT 7.VIBRATION EFFECTS OF MECHANICAL EQUIPMENT HAVE NOT CEMENT TO NOT MORE THAN THREE PARTS SAND. 11, ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR-LARCH. PER ICBO REPORT NO.1147. STUB UP REBAR ABOVE THE FLOOR By ELECTRIC SERVICE METERS. 00f6 AND Q'OG AT FELD(TABLE 23-II-1-I CRC) PLF BEEN CONSIDERED BY E111111"ARNC. 11.FOR THE LOCATION OF CONTROL JOINTS,REFER TO THE FOUNDATION 6 Ve(OR DB2)BTRrr I WOOD PA4M VM Wd COM1CN MILE AT 2-OL AT 7.ANCHOR BOLTS,HOEDOWN BOLTS,DOWELS,INSERTS,ETC. 19%MAX.MOISTURE CONTENT,OF THE FOLLOWING GRADES Sg, ALL CONVENTIONAL FRAME PORTIONS OF STRUCTURE ARE TO BE �Cl9 AND Q'OL AT FEW RAPLE S-II-I-I CBG) S.THE DESIGN ADEQUACY AND SAFETY OF ERECTION BRACING, SHALL BE SECURELY TIED IN PLACE PRIOR TO POURING CONCRETE. UNLESS NOTED OTHERWISE CONSTRUCTED PER SECTION 2320 OF THE UNIFORM BUILDING CODE,U.N.O. PLAN.(ZIP STRIP OR EQUALI.MINIMUM OF 20'-0'O.C.EACH WAY SHORING.TEMPORARY SUPPORTS,ETC.IS SOLE RESPONSIBILITY 13 RECOMMENDED. �' OF THE CONTRACTOR,AND HAS NOT BEEN CONSIDERED BY B.CONCRETE SHALL BE CURED 8Y KEEPING CONTINUOUSLY WET 2X4 STUDS(UP TO 10I....... 'STUD GRADE'OR BETTER 40. ALL SHOP DRAWINGS ARE TO BE REVIEWED BY THE CONTRACTOR AND A WgOINGLAB URAIL RAIVIPAIETHIS SAL APPROVED BY APq RB/iC{O OR FD'TSf%�. FOR 10-DAYS OR BY AN APPROVED CURING COMPOUND. 12.DRIVEWAY PAVING SHALL BE 4'PORTLAND CEMENT CONCRETE. 1Esm'LIIERNF Ofd:THERL LUMBER WE MMAT VN1EA AFE FOR CAPACITIES E•QF�NC: THE CONTRACTOR IS RESPONSIBLE FOR THE 2X4 STUDS(OVER 10'I.......... CONSTRUCTION GRADE' THE ARCHITECT Pfl10R TO SUBMITTAL FOR ENGINEER REVIEW. oR Boun@M PkE,on#RlllEet 6PECI�MAT DEFERN&EAR UPACITIEe. STABILITY OF THE STRUCTURE PRIOR TO THE APPLICATION 9.REFER TO ARCHITECTURAL,MECHANICAL,ELECTRICAL AND 2X PLATES............................. 'STANDARD GRADE'OR BETTER (5 SACKS MIN.). &PROVIDE 2X BLOCKING AT HORIZONTAL WUOD STRJCUIRAL PANEL PANEL JONM 2X6 STUDS................................. NO.2 41, TRUSS MANUFACTURER TO PROVIDE CALCULATIONS,SHOP DRAWINGS, 3X BLOCKM.s URN NALMG 16 AT 3.OL.OR LESS, PLUMBING DRAWINGS FOR MISCELLANEOUS ITEMS TO BE CAST OF ALL SHEAR WALLS,HOOF AND FLOOR DIAPHRAGMS DETAILS,TRUSS HANGERS,BRIDGING AND ERECTION BRACING. 19.FOR POST-TENSION SLAB,REFER TO APPROVED PLANS 2X JOIST NOJ? OD a KHM WO 67RICTRAL PANEL 16 APPLIED IW L ON BOTH FACES OF L AND NAIL N°ALFG AND FINISH MATERIALS.HE SHALL PROVIDE THE NECESSARY INTO CONCRETE AND FLOOR DEPRESSIONS,PITS,ETC, PREPARED BY OTHERS. 18 LESS THAN 6.OL,PANEL JOINTS SHALL BE O R5E7 TO FALL ON DIFFeBRT FRNIMC B AMS AND RTRIN•Re 42. PROVIDE DOUBLE 2X SOLE PLATES WITH SOLE PLATE NAILING AS BRACING TO PROVIDE STABILITY PRIOR TO THE APPLICATION 10. SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS OF EXPANSION 4X10 AND SMALLER.................... NO.2 14.MINIMUM SLAB REINFORCEMENT AND PAO REQUIREMENT SHALL rBESRS aR FRenn�NiWL BE 3x OR W1Det AND Nate Br,er>r,Erfn ON FALN SINE OF THE AFOREMENTIONED MATERIALS.OBSERVATION VISITS 4X12 AND LARGER..................... NO.1 SPECIFIED ON THE PLANS AT BOTH PLATES WHERE 1 1/2'LIGHT WEIGHT JOINTS.SCORING,ETC.FOR CONCRETE WALKS AND SLABS. CONCRETE 13 USED AT THE FLOOR. CONFORM TO THE SOILS ENGINEER'S RECOMMENDATIONS,U.N.O. D.11pBZE NAILS AFE SPACED AT 3.OL,m SHALL BE STA((#3�AND 3x OR IlmsR TO THE S1TE BY E8N#E.NQ SHALL NOT INCLUDE INSPECTION 6X AND 8x................................. NO.1 iNMWYa MEMBERS B 9TAL_BE KS). AT ADJOINING PANEL EDGES N0. DATE REVISION OF THE ABOVE ITEMS. 11. ALL STRUCTURAL CONCRETE F'c•3,000 PSI POST AND TIMBERS.'"""""'"'.' N0.1 q3. WHERE BOTH TOP PLATES ARE BROKEN,STRAP WITH ST6224 MIN.U.N.O. MASONRY (NCLIIDMG NORSLTltAL fLCC%B). F'C-2.500 PSI HOOF PLANKING AND DECKING..COM.DEX. D9A�ALL SLAB-ON-GRADE PC-2,500 PSI BOARD SHTG AND STRIPPING..SUITABLE FOR INTENDED USE. E Dd BNCRS O'SIM NAT E IASHERS ARE RE NEED N F C1 NdL T SEAR WALLS EA Q 9.CONTRACTOR SHALL INVESTIGATE SITE DURING CLEARING AND ALL CONTINUOUS FOOTINGS AND PADS 44, COMMON NA0.9 SHALL BE USED FOR ALL PLY SHEATHING TOP PLATE SPLICES 8 1.ALL MASONRY WORK SHALL CONFORM TO THE LATEST EDITION F. YzT z3A6'S7ffLR"AlE W4NE7m ARE R=OUI�D ON FJ(2R DOLT(CRC 9ECT.BIX•bl) EARTHWORK OPERATIONS FOR FILLED EXCAVATIONS OR BURIED ALL CONCRETE SHALL REACH MINIMUM COMPRESSIVE STRENGTH SOLE PLATE NAILING. ALL HARDWARE SHALL BE INSTALLED WITH NAILS THE UNIFORM BUILDING CODE. Ca USE 3.ILDSLL PLATE AT NEAR JJAI�Qfw1ILNG 3.OG OR LESS) Q 1/24/1733 STRUCTURES SUCH AS CESSPOOLS,CISTERNS,FOUNDATIONS, 1991 NOS STRESS E/VALUES FOR DOUGLAS FIR-LARCH, -9 2 28-GAYS. PER THE MANUFACTURERS SPECIFICATIONS AND RECOMMENDATIONS. ---- ETC.F ANY SUCH STRUCTURES ARE FOUND, ERSVPIE NO, SINGLE/REPETITIVE B 2.CONCRETE BLOCK SHALL BE OF SIZES SHOWN ON ARCHITECTURAL - 12. ALL CONCRETE WITH Pc GREATER THAN 2.500 PSI SHALL 2X4 !2:Fb•1315/1510 PSI tv=95 PSI E•1.6x10 GLUELAMS/MFR. WD. PROD. (A RCOF BLEE 23�1 �-11 CDC) BE E;ffONA:E OR t%(IEPoOR Q3 10//"I/09 DRAWINGS AND,OR CALLED FOR IN SPECS,AND CONFORM TO AND THE SOIL ENGINEER SHALL BE NOTIFIED IMMEDIATELY. HAVE SPECIAL INSPECTION PER SECTION 1702 OF THE UNIFORM 2X6 !2:Flo 1140/1310 PSI ASTM C90-86,GRADE'N-I'NORMALWEIGHT UNITS WITH MAXIMUM 2XB !2:Fb-1055/1210 PSI ROOF. JOIST SPACM EQUAL TO OR LESS THAN 24'QC,B/MWOO 6TRICIIRAL PAIL RI 244,, 10.CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON BUILDING CODE UNLESS NOTED OTHERWISE. 2X1O!2:Fb- 965/1105 PSI 1.ALL GLUED LAMINATED MEMBERS SHALL BE MADE OF 1-1/2' LINEAR SHRINKAGE OF 0.06 16 I'm-1500 PSI GROUTED UT14 Sd'G AT 6-OL AT ETXfB AND BQNDARWS,Q'OL FIELD. FRAMED FLOORS OR ROOF.LOAD SHALL NOT EXCEED THE DESIGN 13. CONCRETE FOR SLAB ON GRADE SHALL HAVE A MAXIMUM OF 4' 2X12 412;Fb- 875/1005 PSI DOUGLAS FIR LAMINATIONS,COMBINATION 24-F PER AITC. REINFORCED CELLS. fiQOln:•Jd6i N+ALWI'i TOLL TO QR LEAS iNAN b'OL,19D2'LL1?2D 81RIGIIRK PNa TG e11T4 LIVE LOAD PER SQUARE FOOT.PROVIDE ADEQUATE SHORING OF SLUMP PER ASTM C-143.5 SACKS OF CEMENT PER CUBIC 2X14!2:Fb- 790/905 PSI 6 Fll 3246,aWd's AT 6'OL AT Esr$B AND BOUNDARIES,Q•OL MELD. 2.ND.APP.GRACE Fb=2400 PSI;Fv185 PSI;E=1.BX10 P31 3.MORTAR MIX SHALL BE COMPOSED OF ONE PART PORTLAND - AND/OR BRACING WHERE STRUCTURE HAS NOT ATTAINED DESIGN YARD OF CONCRETE, CEMENT ASTM 0-150 TYPE 1 OR 2 4X8 !2:Fb-1140 PSI CEMENT AND THREE PARTS SAND AND NOT LESS THAN 1/4 JOINT bed ECIAL TO aR LEea T"2m'OL WV WOOD MRICTIAAL Pena Net NOG STRENGTH, 4X8 02:Fb-1140 PSI 3. INDUSTRIAL APPEARANCE GRADE SHALL BE USED,WITH F 11 4MO,•401's AT 6.OL AT EDSE&AID BOMASUB.d•OL HELD. MOISTURE CONTENT BETWEEN 7-14 PERCENT,UNLESS PART NOR MORE THAN 1/2 PART LIME PUTTY FOR TYPE'S' PROJECT TITLE 11.CONSTRUCTION DOCUMENTS IDENTIFIED AS'BID SET'ON ANY OR 4X70!2:Fb-1050 PSI JOBt SPACING£4kL TO OR LEd TWIN 24.Of.23BT ROM STFICWRAL PANEL TNG SHTG, p ALL SHEETS MAY BE SUBJECT TO REVIEW.THIS REVIEW MAY RESULT STRUCT. STEEL 4X12!1:Fb-1100 PSI NOTED OTHERWISE. MORTAR.MINIMUM COMPRESSION STRENGTH TO BE/'c 2000 P114044,,40d•sAT6.OL AT I3XES AND DGINDARE9,Q'OL FELD. LA LACUNA - LAI\6E IN CHANGES WHICH MAY BE MADE TO THE PLANS PRIOR TO THE 7.THE DEPICTIONS OF ALL MISCELLANEOUS FABRICATED METAL PRODUCTS 4X14!1:Fb-1000 PSI 4.FABRICATOR SHALL BE A MEMBER OF AITC AND ALL FABRICATION PR' • PANE i�SEWN N4YE EN L&41ED TAG CONCRETE TE 01MLA 0E OVER JOR COR 4X16!1:FD-1000 PSI BLODOfYa NOT Kfa/1FED Wl31 LKi1NENaMT CCN�IE IB PLACED OVER StBiO'R ISSUANCE OF THE FINAL CONSTRUCTION SET WHICH WILL CONTAIN SHOWN HEREON ARE NOT INTENDED TO BE USED AS FABRICATION 6X70!1:Fb-1350 PSI SMALL BE PERFORMED IN ACCORDANCE WITH THE LATEST EDITION OF 4. GROUT T SHALL BE COMPOSED OF ONE PART PORTLAND NO'BID SET'DESIGNATIONS.CONSTRUCTION DOCUMENTS IDENTIFIED AS SHOP DRAWINGS.THE METAL FABRICATOR SHALL BE RESPONSIBLE 6X72!1:Fb-1327 PSI 'TIMBER CONSTRUCTION STANDARD'BY A.I.T.C.. LUMBER SHALL BE CEMENT TO 2.1 TO 3.0 MAX PARTS SAND AND NOT FRAMING LEGEND. 'BID SET'ARE NOT CONSTRUED AS BEING THE COMPLETED OR FINAL FOR ALL METAL FABRICATION DESIGNS IN ACCORDANCE WITH ALL MARKED WITH AN AITC QUALITY MARK INDICATING CONFORMANCE WITH LESS THAN TWO PARTS PEA GRAVEL,MAX.GROUT LIFT 4'-0' FOR 12. ALL NAILING TO BE PER TABLE NUMBER 23-II-1-1 OF THE LATEST THE COMMERCIAL STANDARD'STRUCTURAL GLUED LAMINATED LUMBER SPECIAL INSPECTIONS SHALL BE REQUESTED FOR HIGH LIFT �L•A�SPAN am DIRES OF DRAWINGS AND THEY SHOULD NOT IN ANY WAY BE USED AS SUCH. NAIIONAL STATE AND LOCAL CODES AND POLICIES AS WELL AS THE RmGFJolereArmRAFIERa THE FORECAST UNIFORM BUILDING CODE.UNLESS NOTED OTHERWISE. GROUTING.MINIMUM COMPRESSION STRENGTH TO BE Pc- 12.ALL GUARD RAILS AND HAfl7RAIL$SHALL BE DESIGNED TO WITHSTAND AMERICAN INSTITUTE OF STEEL CONSTRUCTION AND ANY OTHER 5.GLUED LAMINATED MEMBERS SHALL BE ACCOMPANIED BY A (�--�� BIDjRIB9 61L-BSPAN'NmD1IEG11CNCF 6ROUf' A LATERAL LOAD OF 20 POUNDS PER LINEAL FOOT APPLIED HORIZON- INDUSTRY STANDARDS.ALL METAL FABRICATION DESIGNS ARE TO BE 13.PLYWOOD FLOOR AND ROOF SHEATHING SHALL BE LAID CONTINUOUS CERTIFICATE OF INSPECTION.CONTRACTOR SMALL BEAR EXPENSES 2000 PSI, Y ( � UmICA SPAN AND DIFEC'TION of 1061TO CIVIC CENTER DRIVE TALLY AT RIGHT ANGLES TO TOP RAIL.150 PLF FOR COMMERCIAL) SUBMITTED TO AND APPROVED BY THE LOCAL BUILDING INSPECTION OVER TWO OR MORE SPANS WITH FACE GRAIN PERPENDICULAR TO OF INSPECTION AND TESTS.A CERTIFICATE OF INSPECTION SHALL 5.PROVIDE CLEANOUT OPENINGS AT BOTTOM OF ALL VERTICALLY �/ i R ro RANCHO CUCAHONCA,CA-11T30 13.THESE PLANS ARE INTENDED SOLELY FOR THE USE OF THE OWNER DEPARTMENT RESPONSIBLE FOR THE PROJECT PRIOR TO FABRICATION. SUPPORTS[UNLESS SHOWN OTHERWSE).STAGGER ALL PLYWOOD BE SUBMITTED TO THE BUILDING DEPARTMENT. GROUTED CELLS IF GROUT LIFT EXCEEDS 4'-0'. f-�-� INDICATES SPAN am DUS=C71a1 OF PANELS A MINIMUM OF d'-0'. CEL No JOISTS FOR CONSTRUCTION AND ARE EXPRESSLY NOT INTENDED FOR USE ALL DIMENSIONS,DTAILS,ETC.,SHOWN HEREON ARE INTENDED TO BE ARCHITECT 1N MARKETING.EXTERIOR ELEVATIONS AND OTHER DETAILS SCHEMATIC AND THE DESIGN IS TO BE VERIFIED WITH ALL AFFECTED 14.WHENEVER LATERAL BRACING OF WEB MEMBER IN TRUSSES IS REQUIRED. 6.THE FABRICATOR SHALL SUBMIT COMPLETE SHOP DRAWINGS TO 6.ALL REINFORCINGi SHALL HAVE A MINIMUM COVERAGE OF 1/2' d..(L� NDICATE66PANam DIRFLrIa+OF ON THESE PLANS ARE ONLY A REPRESENTATION AND MAY VARY SUBCONTRACTORS.FIELD CONDITIONS.AND THE REQUIREMENTS OF ALL THE LATERAL BRACE MUST END ON AN EXTERIOR BEARING WALL, BUILDING DEPARTMENT AND ESI%%ENC. FOR APPROVAL PRIOR GROUT. �A�� �\JJ ���� ODEKGTKCJOIBTBreLOFfD.4BRECUIRFD2 DANIELLIAN SIGNIFICANTLY FROM THE ACTUAL CONSTRUCTION. TO FABRICATION. A 2*AT 2-Of IJ018T TABS GOVERNING AGENCIES AND FABRICATION STANDARDS, 15.FRAMING CONTRACTOR SHALL PROVIDE BACKING AS REQUIRED FOR ALL 7.BOLTS SHALL BE GROUTED WITH It OF GROUT BETWEEN BOLT 14.SLAB ON GRADE REQUIREMENTS TO BE PER THE SOIL ENGINEERS FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL BE 7.ALL GLUED LAMINATED BEAMS WILL HAVE A STANDARD CAMBER AND MASONRY. D 2N6 AT 16'OL MARK. SPACING Siff I LIGHT REQUIRED CABINETS,ED BY GENE TOWEL BARS,AND HANDRAILS Ny1FALU1fdN ORIONS RECOMENDATION3 SOLELY. THE SLAB ON GRADE IS A IN ACCORDANCE WITH'SPECIFICATION FOR THE DESIGN, AS REQUIRED AND REQUESTED BY GENERAL CONTRACTOR. BASED ON A RADIUS-1600 UNLESS NOTED OTHERWISE. C 7w AT 24.OG PROJECT N0. 3590 NON-STRUCTURAL ITEM AND THEREFORE HAS NOT BEEN DESIGNED FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR S.NO PIPES OR DUCTS SHALL BE PLACED IN MASONRY WALLS O- I-JOIST Or_ BY THE STRUCTURAL DESIGN ENGINEER. BUILDINGS.;AISC,CURRENT EDITION.STEEL TO CONFORM TO 16.EXTERIOR WOOD POSTS AND COLUMNS SUPPORTED BY A CONCRETE 8.PARALLAM PSL 2.0E BY THUS JOIST MACMILLAN PER HER 292 D b0 AT Q•OL .)9VY TA/DO UNLESS SPECIFICALLY NOTED OR DETAILED. E DO AT 16.Or- SLAB SHALL BE INSTALLED A MINIMUM OF 6'ABOVE EXPOSED EARTH fb-2900 PSI;fv-290 PSI:E-2.0 'R- I-Jow IV Of- b)9VI•LPI/BO SHEFT TITLE 15.IN THE EVENT OF CONFLICT BETWEEN THE ARCHITECTURAL GENERAL ASTM A-36. F 140 AT 24.OG W Ila. /ALSO AND AT LEAST 1'ABOVE SLAB ON METAL POST BASES.(EXCEPTION: g,PROVIDE MULTIPLE 2x4 SQUASH BLOCKS UNDER BEARING POINT 9.DOWELS W CONCRETE FOR MASONRY WALLS SHALL BE THE S. I.IORT•iyOG W IW.9)/DOII NOTES AND THE STRUCTURAL GENERAL NOTES(BHT SDI). 2.ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS, POSTE OR COLUMNS OF APPROVED WOOD WITH NATURAL RESISTANCE SAME SIZE AND SPACING AS MASONRY WALL REINFORCING. 6 InaVAT Q•OG USING THE ELECTRIC SHIELDING PROCESS AND CONFORMING TO LOAD FROM ABOVE TO TOP PLATES BELOW AT FLOOR LEVEL. THE MORE STRINGENT REQUIREMENT SHALL GOVERN. AWS SPECIFICATIONS,E70XX ELECTRODE, CRETE PIERS SURROUNDED BY EXISTING GRADECOLUMNS BE GA MINIMUM 10,THUS JOIST MAC MILLAN PRODUCTS PER HER 119.NER 126, J DWATW oL U- I�1016r•D•oc STRUCTURAL 10. ALL MA80NflY,EXCEPT VENEER,SHALL BE REINFORCED e)U'O9•TJI/DD 3.ALL STRUCTURAL STEEL SHALL BE FABRICATED IN THE SHOP OF 8'ABOVE ADJACENT GRADE PER U.B.C.SECT,2317.5.ALL ISO- HER 292 AND NER 481. GROUTED MASONRY,GROUT CELLS CONTAINING REINFORCING V_ 1-"W•WoL. b)U TV LPI/W REINFORCING STEEL OF A LICENSED FABRICATOR AND SHOP DRAWINGS SHALL BE 3. (2Ax0aTW'OG GENERAL LATED INTERIOR AND EXTERIOR WOOD POSTS ATTACHED DIRECTLY TO UNLESS NOTED OTHERWISE.GROUT SOLID ALL MASONRY e)A1R'D W G/ 0 1.ALL REINFORCING SHALL BE ASTM A-615-40 FOR!4 BARS AND SUBMITTED TOT NG THROUGH THE MCHITECT FOR CONCRETE SHALL BE SECURED WITH SIMPSON'PB'OR EQUIVALENT, 11.PROVIDE DOUBLE TJ1's OR DOUBLE TJI BLOCK$WHEN 16d SOLE RETAINING EARTH UP TO 6'ABOVE RETAINING WALL. L ZM AT 0.OG IF 1-J016T•1W'= d)U UB•aJ/BSUI PLATE NAILING IS LESS THAN 4'O.C.AT SHEAR WALL ABOVE. N ZMAT Ilk'OG T T R X. I,JOIBT•Q'OL. NOTES APPROVAL PRIOR TO FABRICATION.STEEL FABRICATOR SMALL IT.PROVIDE 2x4 FLAT HEADERS AT ALL INTERIOR NON-BEARING OPENINGS 11. ALL VERTICAL REINFORCING IN MASONRY WALLS NOT RETAINING SMALLER.ALL REINFORCING SHALL BE ASTM A-815-80 FOR 15 N 7)d1 AT Z♦•OG 4)W TJI/150 BARS AND LARGER,WELDED WIRE FABRIC TO BE ASTM A-185, SUBMIT SHOP DRAWINGS TO THE GENERAL CONTRACTOR AND UP TO 36 INCHES IN WIDTH AND 4X4 HEADERS FOR OPENINGS 12.REFER TO THUS JOIST MAC MLLAN SPECIFICATION FOR DRILLING EARTH SHALL BE LOCATED IN THE CENTER OF THE WALL,U.N.O. P CUDW AT 16.OG T- 1-1011ST•16-Or, b)W LPI J 25B LAP 1-1/2 SPACES,9'MIN.FOR STRUCTURAL SLABS ALL OWNER FOR REVIEW PRIOR TO FABRICATION.ANY PROPOSED 3 TO 6 FEET IN WIDTH. OF MOLES THRU TJI WEB. G M'19G/450 ANCE(VOID SPACE)FROM TOP OF ALL REINFORCING 15 AND LARGER TO BE ASTM A-615-60 DEVIATION,ADDITION OR QUESTIONS SHALL BE NOTED WOOD TRUSSES 12, REINFORCING SHALL BE SECURELY HELD AND G MAS IN T TRW AT 24"OL Z- MJOMT-W.or. d)WSI/SRN CONSPICUOUSLY AND CLEARLY ON THE SHOP DRAWINGS. 18.PROVIDE MINIMUM 1/2'CLEAR PLACE TO PREVENT MOVEMENT WHILE PLACING MASONRY. 2.ALL BARS SHALL BE DEFORMED AS PER ASTM A-305. INTERIOR NON-BEARING PARTITIONS TO ROOF AND CEILING FOAMING ABOVE G•L MICATEB(U 1 3/4'x II 1/8"GNYsLAM LN_IB E STEEL FABRICATOR SHALL FIELD CHECK ALL DIMENSIONS PRIOR 1.MANUFACTURER SHALL SUPPLY TO THE ARCHITECT/ENGINEER 13. MASONRY TO HAVE SPECIAL INSPECTION PER SECTION 1702 ML END INDICATES(IA S-LA II VB" R 2 MICOLNI LVL Lb E 3.ALL BARS SHALL BE CLEAN OF LOOSE FLAKY OUST,GREASE OR TO ERECTION TO PROVIDE FOR A PROPER FIT. 19.ALL EXTERIOR WALLS ADJACENT TO VAULTED CEILINGS SHALL BE AND THE BUILDING DEPARTMENT,CALCULATIONS AND SHOP OF THE UBC WHEN SPECIFIED. Is' last PSW MWOICATEB PARALLAM PBL 20 E INDICATES(1)1 3/4•x U 1/D"VERBALAM LVL 20 E OR OTHER MATERIALS LIKELY TO IMPAIR BOND. FOR APPROVAL PRIOR TO FABRICATION.ALL V•L BOND. ALL FIELD WELDING EXCEPT MINOR AND TACK WELDING SHALL BE BALLOON FRAMED WITH CONTINUOUS STUDS TO BOTTOM CHORD OF VL MDICAT"VERSALAM LVL 20£ d.ALL BENDS SHALL BE MADE COLD. CONTINUOUSLY INSPECTED BY AN APPROVED WELDING INSPECTOR. TRUSS OR RAFTER. CALCULATIONS AND SHOP DRAWINGS SHALL BE SIGNED BY ZOO) CBC 1N_L INDICATES(VI V 13/4'.111/20 E� A CALIFORNIA REGISTERED PROFESSIONAL ENGINEER.IT SHALL T6R INDICATES 1 1/4"BY DEPTH OF JOIST TO.0ERBTRAND RIM LAM LK LS E 5.SPLICING OF BARS IN CONCRETE SHALL HAVE A LAPPING OF: 4.USE 3/4'HOUND MACHINE BOLTS,13/16'ROUND HOLES,FOR 20.WHEN PLYWOOD SIDING IS USED AS AN EXTERIOR OR INTERIOR WALL BE THE RESPONSIBILITY OF THE MANUFACTURER TO OBTAIN E.N. INDICATES EDGE NAILW.•6"oc. ORIGINAL DATE: BMW FACTORS PER SOILS @R�♦®1 48 DIA.FOR!4 BARS 8 SMALLER ALL CONNECTIONS,UNLESS OTHERWISE SHOWN,ALL BOLTS COVERING,PROVIDE SOLID BLOCKING AT ANY HORIZONTAL JOINTS BUILDING DEPARTMENT APPROVAL FOR CALCULATIONS AND �TE 1S PASam REDOMMENDIED RA � O 1EADBe.4 AND BFNI6,RE13R TO BNdrEfSNG CALLS. 72 DIA.FOR 15!6 BARS SHALL CONFORM TO ASTM A-307 FOR UNFINISHED BOLTS, BETWEEN SOLE PLATE AND ANY TOP PLATE.'Z'BAR METAL SHALL SHOP DRAWINGS PRIOR TO FABRICATION. ■ass■WOICATEe offm stBEAlts'r UJ LL 90 DIA.FOR!7 BARS 8 LARGER BE USED AT EXTERIOR HORIZONTAL JOINTS. NOT£ a°PLTWAR PROIRTORMWNs OF EXCEPT WHERE SPECIFICALLY NOTED A8 HIGH STRENGTH 18-I Seismic Zone Factor Z 0.4 2.TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE PERPENDICULAR WwL AW/OR BOX.Ona NNEIE APFLICALYB) 40 24'MN. MASONRY REINFORCEMENT SHALL HAVE LAPPINGS OF BOLTS WHICH SHALL CONFORM TO ASTM A-325 OR ASTM 16-J Soll PrOtlle Type S 0.40 40 DIA.OR 2'-0'WHICHEVER IS GREATER. 21.INSTALL FIREBLOCKS 70 CUT OFF ALL HORIZONTAL AND VERTICAL LATEST LOCAL BUILDING CODE FOR ALL LOADS IMPOSED, FIRAMING NOTE$LGM E A-a90.HI TENSILE BOLTS SHALL BE THE FRICTION TYPE AND DRAFT OPENINGS BETWEEN TWO STORIES AND ROOF ATTIC SPACES. INCLUDING LATERAL LOADS AND MECHANICAL EQUIPMENT LOADS. 16-S Near Source Factor G 1.30 MARK, DESCRIPTION u 6.ALL REINFORCING BARS SHALL BE ACCURATELY AND SECURELY THERE SHALL BE NO PAINT,OIL,LACQUER,OR GALVANIZING FIREBLOCKS SHALL BE OF 2 INCH NOMINAL THICKNESS.LOCATION PLACED BEFORE POURING CONCRETE. BETWEEN THE CONTACT SURFACE. OF FIREBLOCKS SHALL INCLUDE 3.ALL CONNECTOR$SHALL BE ICBO APPROVED AND OF 16-Q Seismic Coefficient IC 1 0.52 Sf-NI2,led SOLE PLATE NAILING•12"Or_ T.CONCRETE PROTECTION FOR REINFORCEMENT SHALL BE AT LEAST A.STUD WALLS AT FURRED SOFFITS,CEILING AND FLOOR LEVELS. ADEQUATE STRENGTH TO RESIST STRESSES DUE TO THE 16-U Seismic Source Type B SPN10,l6d BOLE PLATE NAILING•IV OG. EQUAL TO THE DIAMETER OF THE BARS.DOVER SHALL BE AS FOLLOW) 5.ALL STEEL EXPOSED TO WEATHER SHALL BE HOT-DIPPED GALVANIZED B.AROUND TOP,BOTTOM,SIDES AND ENDS OF SLIDING POCKET DOORS LOADINGS INVOLVED, SPNO,16d BOLE PLATE RAILING•B"OG, ;4 AFTER FABRICATION. C.BETWEEN STAIR STRINGERS AT TOP AND BOTTOM OF RUN AND - o A. POURED AGAINST EARTH 3" 4.TOTAL LOAD DEFLECTIONS SHALL BE LIMITED TO L/240 WIC D611�1 01%IBQ SPN6,Ibd SOLE PLATE NAILING•6.OC, ,. G 6.PIPE COLUMNS SHALL CONFORM TO ASTM A-53-B(TYPE E OR S) BETWEEN STUDS IN A WALL PARALLEL AND ADJOINING RUN OF STAIRS. 9Pr44.16a BOLE PLATE NAILING•4•oG._'".�.'''"' o B. POURED AGAINST FORM BELOW GRADE 2" 5.CROSS BRIDGING AND/OR BRACING SHALL BE PROVIDED AND 1Mlp�® F)�09%E PRINT DATE !8 AND LARGER 2" 7.TUBE COLUMN$SHALL CONFORM TO ASTM A-501 OR A-500 22.FASTENING OF MULTIPLE MEMBERS DETAILED AS REQUIRED TO ADEQUATELY BRACE ALL TRUSSES BPN3.76d BOLE PLATE NAILING•3°O 15 AND SMALLER 1 1/2" DOUBLE 8 TRIPLE JOISTS; -.. �. GRADE B. 6.PER UBC SECTION 2321.4'EACH TRUSS SHALL BE LEGIBLY$HANDED, 70 MPH C SPED:I6d BOLE PLATE MAILING•2.O C. FORMED SLABS 1" F U NAILS AT 72'O.0 STAGGERED(BOTH SIDES FOR TRFLESL lt. 07 D. SLABS ON GRADE(POOH TOP OF SLAB) 1'• 8.WHERE FINISH IS ATTACHED TO STRUCTURAL STEEL PROVIDE FOUR OR MORE JOISTS MARKED OR OTHERWISE HAVE PERMANENTLY AFFIXED THERETO THE ar 39,20C41 c 1/2'DIA.LARGER AT 18'O.0 STAGGERED. OF,THE SPAN INFORMATION LOCATED WITHIN 2 FEET D THE CENTER /ram N B8P E. COLUMNS AND BEAMS TO MAIN BARS 2" 1/2'BOLT HOLES AT 4'-0'O/C FOR ATTACHMENT OF MAILERS. 4X OR LARGER BEAMS. OF THE SPAN ON THE FACE OF THE BOTTOM CHORD G. SHEET N0. v`U F. WALLS-EXPOSED TO WEATHER 2" SEE ARCHITECTURAL DRAWINGS FOR FINISHES.(OR NELSON 1/2'DIA.M.B'a AT 12'0.0 STAGGERED. a)OF, OF THE COMPANY MANUFACTURING THE TRUSS m NOT EXPOSED TO WEATHER,!11 AND SMALLER 1' STUDS 1/2'X 3'CPL I. b1 T DESIGN LOAD .€+ !14 AND!18 1 1/2' 01 THE SPACING OF THE TRUSSES `lire(ijV.tC1/ FOUNDATION NOTES: ALL DIMENSIONS SHALL BE VERIFIED WITH THE ARCHITECTS DRAWINGS ANY DISCREPANCIES SHALL BE RESOLVED PRIOR TO COMMENCING OF WORK. 1.ALL EXTERIOR WALLS ARE TO BE SECURED WITH 5/8'DIAMETER BY 12'LONG ANCHOR BOLTS EMBEDDED AT LEAST 7'INTO CONCRETE WITH A MAXIMUM SPACING OF 72,O.C. �u.-asvt 5a-os THERE SHALL BE A MINIMUM OF TWO BOLTS PER PIECE OF FOUNDATION PLATE WITH ONE BOLT LOCATED WITHIN 12'MAX.8 4-1/2'MIN.OF EA. ESI/FME;INC, END OF EA.PIECE.A PROPERLY SIZED NUT AND 2'x2'x3/16'THICK WASHER �rb �I FDI SHALL BE TIGHTENED ON EA.BOLT TO THE PLATE, STRUCTURAL ENGINEERS 3x51LL _ 2.ALL INTERIOR NON-SHEAR WALLS ARE TO BE SECURED WITH SHOT PINS 1800 E.16TH STREET INSTALLED PER MANUFACTURERS RECOMMENDATIONS,U.N.O.STRUCTURAL SANTA ANA,CA 92701 r , ENGINEERS CALCULATIONS GOVERN IN ALL CASES. PHONE:714-835-2800 I _-- FAX: 714-835-2819 3.INSTALL ALL SIMPSON IOR APPROVED EQUAL)FOUNDATION HARDWARE r---------- ------------ -- ----� I ------------------ PER MANUFACTURERS RECOMMENDATIONS.DEEPEN FOOTING WHERE NECESSARY TO PROVIDE ANCHOR EMBEDMENT AT HOLDOWN LOCATIONS. I I NOTE WHEN REQUIRED BY LOCAL BUILDING DEPARTMENT ALL ANCHOR BOLTS AND HOLDOWN BOLTS TO BE SET IN PLACE PRIOR TO CITY FOUNDATION INSPECTION R71 I I I I SOIL INFORMATION: 1.FOUNDATION SIZES,DEPTHS,AND REINFORCEMENT ARE AS RECOMMENDED 1 WITHIN THE OWNER/DEVELOPER'S SOILS ENGINEERS REPORT. SOILS ENGINEER PDI TO PROVIDE FOUNDATION INSPECTOR AS OUTLINED IN LATEST SOIL REPORT, 2.OWNER/DEVELOPER AND SUBCONTRACTORS ARE TO REVIEW THE SOILS REPORT PRIOR TO COMMENCING CONSTRUCTION. IT IS THE RESPONSIBILITY OF THE OWNER,DEVELOPER AND SUBCONTRACTOR TO VERIFY THAT THE REPORT DATE ABOVE IS CURRENT AND PLAN Q REQUIREMENTS ARE CONSISTANT WITH ANY UPDATED SOIL REPORTS. I PAI ESI/FME IS TO BE SUPPLIED WITH ALL UPDATED REPORTS. I I127 r---------,I I NON-SHADED F E8 2WIDE1 EEGL__---____J W/1-#4 TOP S BOTTOM CONT. i7.1 2',WIDEFTG1.81'DEEP FTG. W/1-*4 TOP 8 BOTTOM CONT. ANCHOR BOLT LEGEND: A072 :5/8'DIA.X 12'ANCHOR BOLTS AT 72' O.C. F1TT72 I I VIfri2 AB64 5/8'DIA.X 12'ANCHOR BOLTS AT 64'O.C. AB56 :5/8'DIA.X 12'ANCHOR BOLTS AT 56'O.C. I I AR48 :5/8'DIA.X 12'ANCHOR BOLTS AT 48'O.C. NO. DATE REVISION AB32 :5/8'DIA.X 12'ANCHOR BOLTS AT 32'O.C. Qj B/24/3 A832 ;5/8'DIA,X 12'ANCHOR BOLTS AT 32'O.C. I AB24 5/8' DIA,X 12'ANCHOR BOLTS AT 24'O.C. V24/03 I I 12 ABt6 :5/8' DIA.X 12'ANCHOR BOLTS AT 16'O.C. 10ltT/03 I I Fl�I ABB 5/8' DIA,X 12'ANCHOR BOLTS AT 8.O.C. T22 2AB 12)5/8'DIA X 12'ANCHOR BOLTS. I i SAE : 13)5/8'DIA X 12'ANCHOR BOLTS. I I 4AB : 14)5/8'DIA X 12'ANCHOR BOLTS. 2-#4 PROVIDE A TOTAL OF 2#4 AT TOP AND I I 7 2 44 AT BOTTOM OF FOOTING,4 PAST POSTS. I 3-#4 PROVIDE A TOTAL OF 3#4 AT TOP AND PROJECT TITLE I 3#4 AT BOTTOM OF FOOTING.4'PAST POSTS. LA LACUNA - LARGE I I 2-#5 PROVIDE A TOTAL OF 2-#5 AT TOP AND 3 I 2-#5 AT BOTTOM OF FOOTING,4'PAST POSTS. I NTn2 HD6A (1)SIMPSON HD6A PER POST. FOR 11)SIMPSON HD8A PER POST. D L------ ---- -- ——————— HD10A :It)SIMPSON HD10A PER POST. THE GROUP REGA5T FDI 1 ------ --- -----—i H014A :11)SIMPSON HD14A PER POST. _____ I I 10610 CIVIC CENTER DRIVE r ) I HTT16 (1)SIMPSON HTT16 PER POST. RANCHO GUGAMON&A,GA gPT30 I �---- -----J--s---- ————————— — HTT22 (1)SIM PHD6 (1)SIMPSON PHD6 PER POST, HTT22 PER POST. , 12 HI 2-'4VIL Fp1 L 7_111 H7"? DANIELLIAN _-4 4"56L x 12'DP. FDI W/2 EILL PROJECT NO. 3590 r-1 Fr 1 II I O( SHEET TITLE I I L_ L J I 24"5a.x 12"DP. WHEW. FOUNDATION I PLAN I i FDDi I I I I I I I � FDI � I � FDi PERIMETER UlALL5 I r____---_ 5707NER8 j --------- -------------J ORIGINAL DATE: y 12 2 ? FDI I2 2 "" m FDI 2-4 PDI 2-K a 3xSILL 3x51LL 8 pQZOFc stpv PRINT DATE FOUNDATION PLAN 1A -0407 o M -3,2U04 &� t� SCALE:1/4"•1'-0' rT GI`JiLP* SHEET NO. S1-1 USE(20)IBd NAILS P'ER MOP PLATE SPLICE LATERAL SHEAR NOTES: ,N 3xBILL b, I- $FN""=•'"5$�11 _..� 6 AT - RR-LdA'TI L 2 LAYERS 9/6'BLO0=DR1'YLYL ON bd COOLER NMLb AT T OL AT JN:3590 3-7-03 ----- •30 EDGES 4 FIELD AT BASE LITER,W COOLER MILE AT P OL At BXBES-m PIF ^�"�ATFALE LATEi ESI/FME,iNC. 4xb 4X6 4x10O x W'PRYW'Y-L UMTW 8d CAOLEI WLL°AT T•OL AT EDCFA AID FEIA — W� 4x6 _____._._- _____ f___. (TABLE 25-1 CSC) STRUCTURAL ENGINEERS -- '� 3. 5A1•URTUWL u4n4 6d cC'0.EU NaL6 at r oL AT 13YiES AND FIL-7D- 3°� 1800 E.i6TH STREET (TABLE 25-1 DBC) SANTA ANA,CA 92701 L A W DRrUW.L WTI45d COOLER NAILS AT 4'OL AT MGM AND FEED — 63 FLF PHONE,714-835-2800 CON'T.TOP A.A7E I (TARE 23-1 cac) — �FLF FAX, 714-835-2919 9. 513• 25-1 L UIISi 6d COOLSt NMLB AT 4'OL AT EDCCfB AV FiHD (TABLE LE 75-I CKJ 9'-0" CLG v 6. U2•BL.OMMORTL4LLUM5d000lBFN4AAT4.OLATMWS — F' �( I AND FIELD.(TABLE 3-1[BC) 'L SW BLOCKED DRTIWYL UN bd COOLat 94U AT P OL AT WCED — PL' L� 40 HELD.(TAKE 25-1 GEC) 9'-C" CLG l./ a 18•STUCCO CNN#CO OABU AFFFD� W U2TH 16 6TAPLEB —ISO PLF ATb'OG AT TOP AND BOTTOM PLATES,ELXFB aSIEAR".L CLG ANDFEW(TABLE 25-1Mr) 9'-C" CLG 6m RF S Ire•ST1000 O.HU AP LATE WITH W CAM STAPLES AT 3.Oc— AT TOP AID BOTTOM LATES EDftB AND ND 6'OL AT fE1D. T �i I ICBO fSGRf NDJ751(ORM,(OR E2WJ L 10. 3.•S'UKl-D 87RCSFAL PANEL 11RMN Ad 0011HON NAILS AT 6.OL AT MX*S AND U•OL AT FED(TABLE 23-11.1.1 CBC) _ IL 3W WOO STRCIRAL PANEL WITH Sd OOMCN NALLS AT 4'OL AT i1 EDGES AND 2'OL AT FIELD(TABLE 23-II-1-1 CSC) —35o PLF 1 R WOO D OD STRJCRK&PAN$WIH 8d CCMKN NAILS AT 3'OL AT _,._,J A FDW6 AND W OL AT FELD RABLE]3-II-1-I CEC) —4SB RF KITz B. 3/8'uAOOD BTRC111p1l P/NAL UATII Bd COT1O1 NAILS AT 2'OL AT S MGM ND W OL AT FIELD(TALE 23-II-1-1 CSC) —WFLIP 9'-U" CLG aLI WALK I N j; N. VP(OU 40)12'WOOD BTRK, ITABM 2I WRN IBC CCMKN NNLe AT 7'OL AT EP'�AND U'OL 4T FIELD(TALE]3-11-I-I CSC) —Tit FLF _......... .... II 8. EDC4B5 611E.OC A WOOD PANEL UA7N IBd GOTTEN W9LB AT 2'OL 4T ��O.OL AT FED (TABLE 73-11-I-I LBCI —8V� TRy i I 1YTEa A UIOOD°TR1CIIR&PANS,MATERIAL APPRO TIO BY APA RS/MECO OR PITTSB12Y, J IaDGE bYA 7�TIG LABORATOREE(T4N0 R421DEB OAS)TVEE vA1E8 AFE FOR DOI FR LAF04 Q POy1 ri1 OR 80un4M PINE,E,OTIEi WEH2 BFECES MAY DPiR M SeM CAPAC I MES. appp• G PROVIDE 7X BLOCKING AT HCR12CNTAL UAOOD BTRCNRAL PNEL PANEL JOINTS. 3X BL=I G U{EI NALRN,IS AT 3.Or-OR LESS. G UIOE BLOOD STRKTRAL PANEL B APPLISO ON BDTN FALEB OF UTALL AID NAIL APALIG IS,LEGS THAN 6.OL,PANEL JONfB BWYL BE CK-0ET TO FALL ON DRfiB.ER iRATiR1G I8E TOR 6'Or, A M A IN 3X GR BLAMER AND NAILS FALL ON>BED GN EACH 810E B1^� 9•-0• -------- P1 D.UAEUE NAILS ARE SPA=AT 3'OL,THEY 8/1N.L BE BTAWOR111I AND 3X OR WDEF N0. DATE REVISION E LO L ...._.. I F�M@7fl M S44 ME WED /. AT ADJONM PANEL EMfe I _ _ _-_.-�. eDl 9'-0' CLG L 9'Pt LG 99''--0" CLG ' P�j1 F 2-. /16.8TELPLATEW45IMAREFEOIIIFEDCHEKI4BOLT(CSCBELLBB6/B 0 D/e/m9 9'-U" CLG G USE 3x 110OVLL PLATE AT%EAR UWLL�p -QlNALNG 3.OG OR LEW) Q 1/24/03 Q 10/21/03 W (TABLE 23-WW--1 AND 23 ROM°�A1COW BE EM�kIIE 1 OR F OR �1 .. II ROOF AMT BPALIG MAIL TO OR LESS THAN M'OG BM%V °TRICNRAL PANEL F41 MAT . ..•'..;. J OATH W'.AT 6'OL AT EDGES AND OOLIDARIES,2.OL FIF1D. ROOK'JOIST SPACING E214 TO OR LJEO T4A4 W'OG WW'WOO STR"FM PANEL TO WrC, V .".:If'.. "'.'.:'.:'..'ti'..":•:.;+.'•:.":.".. PI 32A6,rAd'.AT 6.OL AT EXWS AND 004MARIEB,U'OL REED. .,.�.�.,�..0�:,..,ti;yy.. .*.;;_;,:,,.,tl....,.'::'.':.".i�..' .'�..":.".:'..;':.`�..;.;:;;.. r� AY/• JgBT BPALIY EflNL T00R LEL81W1N]B'OG M07'WOOD BTWARA.PANEL TO SMTO, P11 401J0,uv '.AT 6'OL AT BOWS AND BCVDARIES,U OL MELD. ,V S 8�D1 Ja6r ePxa4G rauL TO ae LEAK THAN 14•oa vra•ulroo eTRlcnwL PANEL TO AIFIEI PROJECT TITLE % 9'-0' c�G ueE rn1 Nate PEIe r 1�: Its P 4044, YUY AT 6'OL AT EDGES AND BO6DARE8.D•OL 1FLD. LA LACUNA - LAR6E y 8D2 PANEL EDC#B RIVAL IAYE AFPRDVFD TO JONTS OR N44LL ME&FPORW UATN • .. I BLLGKING NOT FE21REV RAE1 LNfFUEI&IT COCTETE IS R KID Od3U SIIFALDR 4x4 . LI i A. �,,EK J FRAMING LEGEND: i 9�iAILL T DDL 61003 a__!"L_� MlcAm SPAN aD OR B= OF FOR LJ °°°F D'° "D•REEFS THr FORECAST DRAG Hales 4x6 4.6 Lea INDICATES BP w aD Dcna cf GROUP i y pi- orEx 21 II II E---o-�Ex A AN AND DIRECTION OF 106•TO GIVIG CENTER DRIVE T ' ^ ` °aae�ae°�B RANCHO GUCAMON6A,CA 91?30 i-b FS 9D2 I'� I 9 F NO \ V / INDICATES SPAN AND DIIECTO4 OF 009LLL 3 CEILING JOISTS I ED i. RDI��SPA DR�L�I� ARCHITECT J I T 4 DECK JOIBM(8LOPEJ a°FE2 v& a I ........ .. ..........--------.._.._......._ A aw AT r oc 1_,a16r TABLE DAN I ALL I A1�1 IL T ❑ --_...__ ❑ e DR6 AT 11'OD MAW SPACING 812E 4 eDl 8 .... _..._................_._. C 2X6 AT M'OL 114LFAC717FER OPTIONS PROJECT NO. 3590 . � ^v -� D 27G AT G'OL 4b IJ016T•e•OG B 2X8 AT IS' 'R I 'OD • owr•I$,OL. b)! � � � V2•LPI/SO SHEET TITLE axa 9'-0" CLG I F 2>0 AT24'OL 11 sWea/4M n (FROM T.O.C.) (2ri*t G 2WB AT U•CC S- I.Id6 W'Or. d)eIAA'SJ/Eft 61RDER in" N 2XW AT 16.OL U. 1.101ST•o'OG ROOFU Il be'TJI/GB V- I-AOIST•I•'or- Or K (2A%IB AT N'OGeil Il l/B'BCI/4°9 ,` ...........:.',•.`.: ..,;;.;:.;p.; �/` L 2X12 AT W OL W- IJOIM•E2. d)11,n3•SJ/EO.0 FRAMING ..................::........... _---- ......-'-' M 2W2 AT IS'04PLANS ty X. 1 a er•E•of T .. :4 ❑ ❑ N 2XO AT 24.OL •1 N'TJI/250 • T P (27L6 AT 16'OD Y. I.IOIST•16'OL. b)W LPI/250 LINE 2A6 1 •)WSJ 1/M SDI T 1RB9 AT 74"OL 2- IJgBT•R2'OG tll W 8J/7SW Cep 4Ne G.I. I INDICATES,(1)1 3/4•x II IW'GQ.LAri LVL US,E ______ ___ __ CZ INDCATES,GAIY3-LAM LVL 2A E L'8' M•L INDICATES(V 1 3/4•x 111/8" MICROLAM LVL I..E P.L (BR PeL) M)1 3/4'a PW"VER P&L 2m E V.L INDICATES(V 1 AL x 111/B"VERSALW'I LVL 20 E _. .__..__........ .. ... _.. ...-... _ VL INDICATES -ERSALAf1 LVL 20 E NOTE, 8.L INDICATES(U 1 3/4"x 01/8"SIRLICLAM LVL L9 E 12 D 4)=.— SLDICATES,6TFLCLa'1 LVL 2ASDl �> $01 AT GABLE END WALLS P TOR INDICATES 1 114"BY 011I OF J016T TIP'�ERBTRAND RM ORIGINAL DATE: I-I D xD PLY SHEAR le RA! E21 MDICATES EDGE NAILING•b"OL. k • 1E40EM AND BE".TSHN TO EG84E8NING CALGB. P L,12 . SDI L. LIP TO AND NAILEL O 3x SILL 3x SILL TO DOT,CFIOPA OF TRUSS, ■ INDICATES MIEBOR BEAIB,NG WALL PULL DEPTH -OK TO OMIT A95'•AND E)C1m PLY. 13LOCKUJG E)RBND PLY. PLATE SPICE NAILING ND1E APPLYOMAPROP ro19 RWa 4,®.6 FIDR •WALL w/PLY 4'-0"•ImR PEC R47121M WALL ANDaR BOxlUT6.luE8 APPLIG+BlP.1 FRAMING NOTES LEGEND HARI4 DESMPTION n BEND:16d 901E P'l.A7E NAILING.12"OG 0 ry BPNIO.Wd BOLE PLATE NAILR4C+•IS,•OL. N BPNb 16d SOLE PLATE NAILING.6"O.C. g 6PN6:N.d SOLE PLATE NAILING•6"Or- ?1U J ROOF FRAMING PLAN 1A °^" �°°'FPLATENAILNG.4'° ` ,Q F2 PRINT DATE c SPM3:Ibd SOLE PLATE NAILNG•3• D V Lq SCALE:1/4" I'-C" 6PN2.1bd 6oLE PLATE NAILING•2" 2;} NG, 7 �' >r2.I rc 31,2004 N .RiJT SHEET NO. 31-2 L F'CHL11 •..r it ..................... ......................................... .......... ::::':':::'::�I:'+:;;:::'•':a,;:1,�;,;:;�t:..;':':,::',':'.:',. DENS I .;:;:::;:".'::...:,:..':,,...L,I''� .. G 9'-0' C G 5 0 CLG ....�. .... .:::::::::::::::•.:.:.:.:.:.::::::::::.. .,I 'r: :.`i:;.`: ta':pi{Fri;•fifb:'r':-::;;:•ci;;ti':i;;':::: . STRUCTURAL ENGINEERS . ... ....... �p ;..^, 3 IF No TOP 1800 E.16TH STREET ................ R SDI .. ; e^.i:' ^i!T:;�%„';�;!�'w'C,;�?".,v.-.; SDI PLATE SANTA ANA.CA 92701 ...................... ........................,.............� 9TIH PHONE,714-995-2900 PAX, 714-835-2919 T T II Zt - — --—-- — —-- 1 ct —GAR 6 ?AGE 0 (FROM CLG �` 94"SQ x 0"AP. %"x M"x @"01- CONC.PAD (FROM T.O.C.) ^-.-,.- CONC.PAD rv/1r4 ELL W/204 CLL a — NO. DATE REVISION Qj 5/5/03 ROOF FRAMING PLAN 1B FOUNDATION PLAN 1B ° '�`/°g o t0/2„03 SCALE:1/4"•I'-0" SCALE:1/4"•1'-0" FOR ADDITIONAL AND SPECIFIC FOR ADDITIONAL AND SPECIFIC INFORMA ON NOT SHOM HERE INFORMATION NOT SHOWN HEIRE REFS IN FRAMING PLAN REFER TO MAIN FOUNDATION PI AN PROJECT TITLE LA LACUNA — LARGE II II :,::�:.,•.;.;;:;:R;;Lt:;;R;:y�:;:`;:;;..•;,. I FOR :;:flEt: ?:::::i::`rtrtr.:;,,;,r.... .....x.... ............... ....�,,,,.�...,.... G THE r-ORI=G,45T s'—o" c c ; :�:.;;:,;;:;•:;•:;:::::ic:'ss�©:`:'sty".. GROUT' 9,-0 PLC+ .,,..,t.':•':• •:x�:.._x.... ... .. ., .. :.•.'.k.-r..-.:ze.:.:..:..: `{• :: .>.: :• :b: i'ei•:::...:`.:•i+i:. L 106IO GIVIG CENTER DRIVE RANCHO GUGAMON6A GA 91T30 ..............:'.n:'.:'.:'.n:'.:'.r.r.>.-.nn;•..;'{'..;:.;:.+.;.'.�.'.r.::.. ...... ..........a".7.'.n'r(i!i':':'i:•:'i;'ri::. � ::'. .............,....:'.::::::::+,:,:�::+:,�::•:::c'.r.;:, d. !`T:"i:'(i;:-:;2tt':i;:fi;tfiftpltf:.;,..aCra'::-:>:if:i'r;:Cr(r i.':.;;..;::':'C;F•1 .a..«'.',k::'.:r,:':,:'::i{'i iti:;`(`•:i1:•(ifi:. +>.. ..:.,.:.'..,.......•...........:.............:.........:........ 9_ �..... ........................... ............ �I ....,...,,....:........................,,,,....,;.,, ARCHITECT BD1 ■NO TOP MAN I ELL I AN A i1 M I I I I d PROJECT N0. 3590 �I I 0'-0" I � SHEET TITLE T -- - _ ❑ ❑ ELEV. B & C ,A GAR G 4 GE � __ _ ❑ � � T � x C0 — DP. (FROM CLG C1 x 36"x IP"DP 4 FLU D & ROOF FOUNDATION FRAMING PLANS (FROM T.O.C.) coNaPAD (2ri�t n1 4 EW. GIRDER TRW J �{ 7 T ORIGINAL DATE: 0 4r8�� 0 c CCNT.4xl4 IJDR,L•Z0 ........... __..... .._ 0 S a � 6-I WALL POF- S O 8 °DI 1q r QUO�pFEN 9 o (J le 07 'POINT DATE ROOF FRAMING PLAN 1C FOUNDATION PLAN 1C. 2 31 SCALE:1/4".I'-0" SCALE:1/4"•1'-0" FOR ADDITIONAL AND SPECIFIC FOR ADDITICNAL AND SPECIFIC uiy. CIS�4 �5 SHEET N0. S1- INFORI-1ATION NOT 9HOWJ HERE INF010'IATION NOT SHOLLN NEW r UFO'-�� J I REFER TO MAIN FRAMING PLAN REFER TO MAIN FOUNDATION PLAN G BED 3 S F17 DEN LIVING ESI/FME,INC. 9'-0" CLG 9'-0" CLG STRUCTURAL ENGINEERS BA 2 SANTAE ANA.CATREET 92701 9'-U" CLG PHONE:714-835-2800 FAX: 714-835-2819 P BED 4 F. N1 9'-0" CLG L�JCJ J S `24'Sa x W DP. 34•6a x q"OP. CONC.PAD CCNC,PAD E-_O W/JV filLL 2 — GAR GARAGE 9'-0" CLG (FROM T.O.C.) BONUS ROOM 5'-0" CLG I II 0 BED4 OPTION SCALE:1/4"-I'-0" FOR ADDITIONAL AND SPECIFATIOIC PARTIAL BONUS ROOM SWOUN RREFER TOM NOT UNDAT HERE REFER 70 MAIN FOUNDATION PLAN NO. DATE REVISION FOUNDATION PLAN 1A o /03 SCALE:1/4"-I'-0" z TR4/m9 FOR ADDITIONAL AND SPECIFIC INFORMATION NOT SHOIUJ HERE Qy Iml1T/m8 REFER TO MAIN FOUNDATION PLAN PROJECT TITLE LA LAOUNA - LARO= G-� FOR BED 3 BED 3 THE F0R1=GA5T 9'-00" CLG 9'-0" CLG 1GObROUp CaNT62DRIVE S 5 RANCHO GUCAMON&A,CA gl-MO ARCHITECT F17 s-0" CLG 9'-0" CLG - DANIELLIAN DEN LIVING DEN_ LIVING -CLG 9'-0" CLG PROJECT NO, 3590 SHEET TITLE P P -° BONUS OPTION ri 11rr FOUNDATION L_I L 24-Sa x DP.�' PLANS 12"DP. CONC.PAD CONC.PAD Q22-xb6lxV*Prp 22"x 96"x DP. C42NC.PADO LONG PADS& 2 - GAR GARAGE BONUS ROOM 2 - GAR GARAGE: BONUS ROOM 9'-0" CLG 9'-0" CLG 9'--G" CLG 9'-0" CLh (FROM T.O.C,) (FROM T.O.C.) ORIGINAL DATE: 0 o Ci ��e g PARTIAL BONUS ROOM PARTIAL BONUS ROOM ORE a� 2 Q 9�y PRINT DATE FOUNDATION PLAN 1B FOUNDATION PLAN 1C 10 N.G 0497 cpR SCALE:1/4"-1'-0" SCALE:1/4"-1'-0' roh 31,200a .� -.._._..._..-- FOR ADDITIONAL AND SPECIFIC FOR ADDITIONAL AND SPECIFIC INFORMATION NOT SHCIIN HERE INFOWATION NOT SWOUN HEIR CNIL Q SHEET NO. S1- FMFER TO MAIN FOUNDATION PLAN REFER TO MAIN FOUNDATION PLAN C Ill- U II 9'-0" CLG 0':.03 ESUFMEM0, r— ---� \\\ ; DEN /� I_�/�NG�\\ I STRUCTURAL ENGINEERS sw IANA.CA 9'-0" CLG / 9'-0., CLG \ I 1800 E.16TH STREET I PL `\ // `\ i S NTA PHONE.714-835-80001 FAX: 714-635-2819 I I \ I \ I I I I I I I I I P I I I I I I It0'-0,. A I /� ♦ I I ❑ I ❑ I ` ----------L-------- — I I \♦\ - I zit IQ — .�\` LG ` ------`-I IC-- ----- -------—————— PARTIAL BONUS ROOM NO. DATE REVISION ROOF FRAMING PLAN 1A Qi 6?a/m3 Qz 'I124/03 SCALE:1/4"=I'-0" ADDITIONAL AND SPECIFIC ImRT/� ATION NOT TO SNOILN HErVRE SHEET 5I-2 PLAN IA I I I T I PROJECT TITLE / I ♦♦ LA LACUNA — LARGE FOR THE FORECAST 3 I / I \`\ / I \`\ I I D I \`\ I // I \`\ I OROU I P CENTER DRIVE I / 9 I i' \\ \ i \♦`\ I I ,/,/9'-0" CLG \\ }� I \\ I RANGFIO GUGAMON6A,CA aI r3o r I I I I \ I / '-0" CLG ' 81_0^ \ / I \ I ARCHITECT DANIELLIAN r-- ---�' `\ s'-o" CLG I I 9'-0 CLG \ r I \ I I \\ LIVING `\ 9'-O" CLG \\ I PROJECT NO. 3590 SHEET TITLE I1 =-__-_______= r— -� I\ _ _ _______ 1'— I I I � I I I P� \\ I I I I I I � I I � I I \ I I I i I io'-o BONUS OPTION I \ I I I I ♦ I / \ I I I FRAMING ! r------- PLANS I r\ \ I I i\\ \♦ I 2 - GA bARAGE B ROOM 2 - GAR iGA G it� B US ROOM _..--- _ 9'-0" CLG / \ \ 9'-0' NG 9'-0' CLG I \ 9'-0" LAG (FROM T.0 ) (FROM T.O,C,) \ \ \ I \ \ I ,/ ♦\`\ `\ I I I \ \ I ORIGINAL DATE: I �/ \\ \ ♦ I I I \ \ I ----------�I I o or- ----------------- — �I----- -----L---- yQ��V E ��yC PRIM DATE PARTIAL BONUS ROOM PARTIAL BONUS ROOM o I tO .20407 N m ROOF FRAMING PLAN 1B ROOF FRAMING PLAN 1C E . r,31,2004 m ,* SHEEf N0. S1-C SCALE:1/4"-P-0" SCALE:1/4"-t'-0" J J FOR ADDITIONAL AND SPECIFIC IFFOPo�`tA 11IIONNOOTAL SH N EHE� sTq�, CIV14 P�\P QINFORMATION NOT SHOM HERE OFCA1.1F0 7i R6ER To SHEET 8I-3 PLAN �R TO SHEET 51-3 PLAN IC ALL Tr 1 1-13 - ---------------------------- ------------ --------------- --� II I --- I .-:3v90 FD1 ESJry I/FME,INc, I I STRUCTURAL ENGINEERS I I 1800 E.16TH STREET I SANTA ANA,CA 92701 PHONE:714835-2000 Ij y C I I FAX: 714-835-2819 r I I u PDI � I I I I - ---------- I I I I I I I I I 1 I I ❑ ❑ I I I I I FOUNDATION PLAN 2B - - -� A I 11 I SCALE:1/4" •P-O" I �' I I n ) < <I I NO. DATE REVISION <1 I Q TA4/03 1) n7j I < I Q 10/2-1/03 > 12 I < I � � J � FDI �I ---I T --------IL-- ------- --- ------I-----------J i------ ----- ----------All PROJECT TITLE ( J � ---------J FDI LA LACUNA - LAR6E FDI 3x 91LL I I I I I FOR j THE F0RE0A5T I ❑ �� I I c7ploup RANCHO U O CENTER DRIVE ( I RANCGAMON6A,GA g1-130 I 1 I I ARCHITECT 2CONC.PAD DP I FDI DANIELLIAN I j 12 I I AI PROJECT NO. 3590 5 n PDI ,r�,� !A"�� I SHEET TITLE FOUNDATION PLAN 2C ❑ ❑ - 3x 91LL FDI �1 RDI 3x BILL/t ' FOUNDATION SCALE:1/4"-V-0° FD1 -------- ---------- —J PLAN ®7 OTHERS ANCHOR BOLT LEGEND: ❑ ❑ AB72 5/8'DIA. X 12' ANCHOR BOLTS AT 72'OA. FTJI AB64 :5/8'DIA. X 12' ANCHOR BOLTS AT 64'O.C. AB56 :5/8'DIA.X 12' ANCHOR BOLTS AT 56'O.D. FOUNDATION PLAN 2A AB48 :5/8'DIA.X 12' ANCHOR BOLTS AT 48'O.C. AB40 :5/8'DIA.X 12' ANCHOR BOLTS AT 40,O.C. SCALE:1/4"•V-0" AB32 :5/8'DIA.X 12' ANCHOR BOLTS AT 32'0'0. FOUNDATION NOTES: AB :5/8,DIA.X 12' ANCHOR BOLTS AT O.C. AB16 76 5/8'DIA.X 12' ANCHOR BOLTS AT 161 i6'O.C. ORIGINAL DATE: ALL DIMENSIONS SHALL BE VERIFIED WITH THE ARCHITECTS DRAWINGS ASS :5/8'DIA.X 12' ANCHOR BOLTS AT 8'O.C. ANY DISCREPANCIES SHALL BE RESOLVED PRIOR TO COMMENCING OF WORK. 2AB (2) 5/8'DIA X 12'ANCHOR BOLTS. 3AB (31 5/B'DIA X 12' ANCHOR BOLTS. 1.ALL E%TERIOR WALLS ARE TO BE SECURED WITH 5/8'DIAMETER 4AB (4) 5/B'DIA X 12' ANCHOR BOLTS. BY 12'LONG ANCHOR BOLTS EMBEDDED AT LEAST 7'INTO CONCRETE WITH A MAXIMUM SPACING OF 72'O.C, 2-k4 PROVIDE A TOTAL OF 2 i4 AT TOP AND THERE SHALL BE A MINIMUM OF TWO BOLTS PER PIECE OF FOUNDATION 2 i4 AT BOTTOM OF FOOTING, 4' PAST POSTS. PLATE WITH ONE BOLT LOCATED WITHIN 12'MAX.9 4-1/2'MIN,OF EA, 0 END OF EA PIECE.A PROPERLY SIZED NUT AND 2'%2'%S/16'THICK WASHER 3-$4 PROVIDE A TOTAL OF 3 d4 AT TOP AND SHALL BE TIGHTENED ON EA.BOLT TO THE PLATE, SOIL INFORMATION. 3 s4 AT BOTTOM OF FOOTING,4'PAST POSTS. 2.ALL INTERIOR NON-SHEAR WALLS ARE TO BE SECURED WITH SHOT PINS 1.FOUNDATION SIZES,DEPTHS,AND REINFORCEMENT ARE AS RECOMMENDED 2-55 PROVIDE A TOTAL OF 2-#5 AT TOP AND f:••"" H INSTALLED PER MANUFACTURERS RECOMMENDATIONS,U.N.O.STRUCTURAL WITHIN THE OWNER/DEVELOPER'S SOILS ENGINEERS REPORT. SOILS ENGINEER 245 AT BOTTOM OF FOOTING,4'PAST POSTS. M ENGINEERS CALCULATIONS GOVERN IN ALL CASES. TO PROVIDE FOUNDATION INSPECTOR AS OUTLINED IN LATEST SOIL REPORT. HD6A (l)SIMPSON HD6A PER POST. A� Y' -,9��� PRINT DATE 3.INSTALL ALL SIMPSON(OR APPROVED EQUAL)FOUNDATION HARDWARE 2.OWNER/DEVELOPER AND SUBCONTRACTORS ARE TO v HDBA (1)SIMPSON HDBA PER POST. PER MANUFACTURERS RECOMMENDATIONS.DEEPEN FOOTING WHERE REVIEW THE SOILS REPORT PRIOR TO COMMENCING CONSTRUCTION. C3� 0.--30407'gym T� NECESSARY TO PROVIDE ANCHOR EMBEDMENT AT HOEDOWN LOCATIONS. IT IS THE RESPONSIBILITY OF THE OWNER,DEVELOPER AND SUBCONTRACTOR IR m TO VERIFY THAT THE REPORT DATE ABOVE IS CURRENT AND PLAN HD10A :(1)SIMPSON HD10A PER POST. E ar 31,20M REQUIREMENTS ARE CONSISTANT WITH ANY UPDATED SOIL REPORTS. HD14A (1)SIMPSON HD14A PER POST. SHEET NO. // NOTE: ESI/FME IS TO BE SUPPLIED WITH ALL UPDATED REPORTS. HTT16 (1)SIMPSON HTT16 PER POST. S2_1 WHEN REQUIRED BY LOCAL BUILDING DEPARTMENT ALL ANCHOR BOLTS AND r -1 NON-SHADED FTG,INDICATES HTT22 (1)SIMPSON HTT22 PER POST. S� cna \P x HOEDOWN BOLTS TO BE SET IN PLACE PRIOR TO CITY FOUNDATION INSPECTION L---------J w 1Wi4E TOP 8 BEOTTOM bONT. PHD6 (1)SIMPSON PHD6 PER POST. C?FCAi 1u��•• T W-23 UbE(W)16d NAILS PER TOP PLATE SPLICE 5 3.SILL LI :+ 29 L,1T�_L �2 LATERAL SHEAR NOTES: <22191GALJ Rt mFF3� -3IR"x9IR"P81. I 4x10 _..___ .___.__-....____....___ 4x10 I Q M41A9 FR-LARCH - �IX'a6L! ATWOL Y L 2 LAYB18 SB'BLOCKED DRNILALL UN Gel COOLER NAL5 AT 9'OL AT JN:3590 3-7-03 Y BX>�DFBD�BASE W C00L8i WUL8AT l•OL AT EJXfb-05 PLF AND AT E I/FME,iNc. SDI 1 N'DLE Z-1 cUTH 5d COMM NAILS AT T OL AT ETxEE AND FAD - P� STRUCTURAL ENGINEERS Axp ENTU� (TABLE A-I CSC) �- III A, M BA M BED 3 5/6' LLE LRCH6dcooLERNALBA7l'OGATF EDGES - P�F SANTAEANA? STREET FAMILY 9'-0' CLG 4. VP DRYWALL WT14 M OXLW NAIL$AT 4.OL AT EDC65 AND FEED - PHONE:714-835-2800 9'-O" CLG N OK 9'-0" CLG- (TABEB-1 COC) 9'- CLG FAX: 714-835-2819 II DRAT.MM W ROOF EN. 20 S. (TA E 25-1.L UN 6d COOLER NARK AT 4'OL AT EDfftB AID FIELD- PlF rtAELE 7S•1 CSC, 6 DRAG LOAD-23M• SDI piFA' 6. In'OLOa=DRYWALL UN 5d COOLER NAILS AT 4'OL AT EDGES - 15 MF TYp. DRAG MISS W/ROOF EN. AND MED.(TAME 29-1 CDC) DRAG LOAD.3165 6 1 b1W BLOCKED DRY"I UN 6d COOLER NAILS AT 4.OL AT ED(M - So PLF M BA i M BED 9,-0„ AND HELD.(TAME CVISE D-IQSW A AT STUCCO TOP M BO+ID LAIN UN W GNYF ETAiEB -ISO PUP 9'-0" CLG A76•or.a7toPAraeorrarPlAT�,Enrt$cFer�ARn1a1, 9'-0" CLG A AND FEW(TAME 75-I COL) PLF Ax x 9 118.ElULCO OrHE APPROrfD LAIN UN W GAJ3E BTAREE AT 3`OL-160 jyNN•Q AT TOP AND BOTTOI PLATED,BOf£9 A0 6.OL AT FED. K $F - 100 FIEPORf H0254(OR EQLW Y - __. L0. 3W W)OD 81RCl11FAL PANEL UTH Sd CCW04 NAL6 AT 6-DO AT W Y m I T BOWS Na Q'OL AT FIELD(TABLE 23-II-FI CM -2"PLF 9'-0" CLG I L L6I wiLK- N II IL EDGE6 D 0'Of AT WITH$d C01HOH N14.6 AT 4'OL 4i n ECGE9 Ma Q•Of AT FEED L WITH 23-II-I-I CDC) - FLF 9'-0" CLG BDI BED 2 Q ED60AD87RCMALPN8WM63C0.1CV T AAT!'OLAT -4W RF EDf£8 AND Q'OG AT FE1D RAEIE ib11.1-I GLW 1 i a 9DI _ TYP, B, WS'WOOD STRGNI6Y PANEL OTH bd CQMAI NAILS AT 2.Or.AT __-. --- T I � DGE- - 9'-0" CLG p*p EDCfd AND Q•OL AT FIELD(TABLE 29-II-1-I CM -640 P1F 8183 J N. 1a'(CR 352)WX67111MIR41.PANEL UT1410d CCM1GN NAILS AT 2.OL AT To PIF EDGE$AID Q'OL AT FED(TABLE 23-11-1-1 DEC) 9 $ 6 O. LQ'(OR SIM)SIR=I WOOD PANEL UTH 19d COPFIOI NAI6 AT 2`OL AT __j _ O DINING ,p 9p1 ED5B APO Q•OG AT FIELD(TABLE 23-11-1-1(.EL) _019 PLF AI 9"-0" CLG \ a A,'NOD BiR1C1URAl.PAEL-NABEAL A'PA7'.ED Br APa R$(TF:CO OR PRi88URi D,F:LIR.FRAM - �x+L OR 8QR186!PPE,OHER W33B¢SPECIES) TTDIFFB¢N&ENE CAPALRE6. VN YAM ARE FOR DarqW LARD4 Tmm MqC S BRR OE M BLOCKM AT HORI7LNTAL WOOD ETRICTRAL PANEL PANEL JOINTS6D13X BLOCKING WEN NALIG 18 AT 3.OG LR LEM. {/� "'1 L- :-A G 'UETE WOOD 6TRICI1Ai PM6.E AMIED ON BON FIDE$CT WALL Aa NAIL EPALFGE3A L 18 LEMTHW 6'OG,PAEL JOMB NWl BE CWWT TO FALL CN DFFBBR PPA9NGMa18ERS OR MW1EG S1 ALL BE 3X OR HIDER A0 NAIL$STAXORED ON EACH SIDE9'-0" CLGRETREATD.WEFENAIL.EAE$PA=AT3-OL,TEYEFA.LWSTACCEIEDAD3XORUIDE2 =219'-0" CLG � � PRA MM IUMSH LLBEUSEDATADJONPGPAELEDGE6N0. DATE REVISION SD (NCLIDFlG NCPoILNTAL ELOOXB).E WlSNORTEOXNALSNAYEEUHINLEUCFSdORIEdCCMl014NAA.86$""160'LT."0 `.2'.3A6'STEEL REAPED CN EACH BOLT(CDC W.EODDJ)DEN 5 D �, JF 7:r. 9'-0" CLG 9 0 � CLG 4'�'Q THPG ro BE E�aoeISEIOR ExteaoR: ABLE 23 1J 1 AND 23 1 6 1 CBW ILL ROOF AND FLOOR NEa '! N'J/Al/03 \ N ip : ROOF: J016T SPACM EOUIL TO OR LEM THAN W OG ISMW a'a STRr WAL PANEL RI LYE, 60 } b �I WT4 Edo AT 6.OL AT EDGES AND 50MAFM,Q'OL FEED. A'Ap,T FLOOR=•JOIST EPALlY E' TO CR LFBE TAR W OG IRM'WXA STRGTRK PANEL TG Bllf( 22 WALL r 8D2 p ` pl 32A6,vAOd'e AT 6.OL AT EDCED ANa BOIaARIEB,tl'OL FIND. LOAD OD-*4W A ':'A JOIST SPACING,E214L TO OR LESS IAN 20.OG.BE2'ROOD EIRL11PAL PANEL TG SM PII 40/J0,wl0d'6 AT 6.OL AT EDWB AND DOFaAIRIE8,O'OL FIELD. I --- -- --- JOST$AGN EGWLT00RLEE8TYN24.OG23E2-WOWBIRCTPAPAEITGB f� PROJECT TITLE - ^ ,I DRAG irlwop-EN16-DRAG LOAD•3208• Pit 4W4,uY10d'6 AT 6.OL AT EDGES AID BOMARIE5,Q•OG FED. L,4 LAGUNA - LARGE OPT. RETREAT BEDROOM 2 ® G+� PAaE�6°�L`ED, ED'.°" LP"""BEE �H BLD(N1G NOT FC-fi1FED WEN LIC!)IUEIWr CONCRETE B FLALID 0�9F Bi0.00R 8D2 KED +l FRAMING LEGEND: SCALE:I/4"=I'-0" 1 '-0" CLG I MBT60 BLOCKED D14P. 4xA FOR ADDITIONAL AND SPECIFIC 1 T ( W/10d'e.4"OL. COST I r1 Fa1uTE6 EPA4 AND DnRwn or FOR : INFORIATION NOT SHOLLNHERE 8D1 °II Do NOTeReAJe ; E �JO101 AND RAFrES" THE FORECAST T_ f T.AT I < RaICAlEB SPAN Ala DNECTICN 6 REFER TO MAIN FRAMINCs PLAN SDI - -- eox_ou� TRE6E6 GROUP T II m -�) Rola�e�01s�EAN Aa DnaxxTtaR(s RANCHOIVC GAMONN&A,,CA TER a1'T3o NDICA7E8 SPAN A0 DIRELTIO!OF CELFG J01819 9 j � 1 NaIOATEe Ir4 Ara DIREcnaN(s ARCHITECT 6. _ SDI )) DANIELLIAN -[)1' 13�p 1p DEX JOW /BLOFED AB fE(LIRCO) 4LJI GAR GAR,40 USE(5)I6d NALS E'ER TOP PLA � 9'-0" CLG 4xA A 2X6 AT 0'OL I-JO18T TABLE 1 (LT. PST B 2X6 A7 W'OL hLYdC ��� 812E A AT 24'OL NA14f'ACTnNEt OPTIONS PROJECT NO. 3590 T D 2X6 AT Q'OL O- haWT.Q'OL .)9lR•Tit/GO 2�,� E 2XD AT oL jp I.CWT.M•OL b)9 K.LPI/B0 SHEET TITLE - p�*ypB Y3g r F :10 AT 24.0E IJ 9 W SCI 7 4W NOTE: 9DI P"S b 1,0Wi.B2'OL m 9 V1.91/BmW G 2XI0 AT Q'OG IIpQE 6 y,4r H 2M9 AT W'OL AT GABLE END WALLS IF T L7 b � DR,6G MASS W ROOF EN `$ '" I'IDWT'°•OL ROOF FRAMING J 2x10 AT 14'OL .)II lA3'TD/E0 PLY&4EAR IS 2!N J• V- I,aWT.W OL b)II 72•LPI/60 UP TO AND NAILED LOAD•1300 6 K (2QX10 AT W OL v 11116 BCI/4W To 50T.CHORD OF TMN __ 4X8 CONTi 4XI4 L 2XQ Ar n•oG 11f I_MT.W.Cia d)E Tro•al/60W PLAN F-1 -OK TO OMIT A35'6 AND r L•21'-b">: M bet At W'pL J� FLA7E SPICE NAILING OPTIONS \ LI N 2M2 AT 24'OG 6)WTJI/280 X. I-NOWT•Q•OL BED 14 1. /x\I V~ --- - - --------- T+= P 122Ml AT WOL Y_ I-.IOWT.W OL b)W UP!/AO �� e-1 0 WOCl/00 9-0' CLG 1i F\ T{ SDI L•3'-B" 6 L•Z'-9" T TIMMAT24"OG Z. [,low.B3'OG d)K'SJ/2WW 9-0 x 1 I 2 9x 131LL SDI �I SIX N?iILL G•L F'OICATCB(I)19/4'x II l/0"GANCsLAM LVL IA E M•L INDICATES,(1)1 3/4'x II I/W MICR LAM LVL US E I! U-�` EXiQJD�Y EX1B✓D RY OIL OmKDATEB GANG-LAM LVL 20 E b'-®'.14DR 4'-0"•HIDR P•L (OR JATIS Ifm1CATEB PARAIIN'7 LA L E V•L INDICATM(01 SAIL x N T/S,"VSI.S,AL.AM LVL 20 E VL INDICAT'ES,(1)1 3/-x 1 LVL 2ID E it 8•L n4DICATEB(V 9/I•x II TA9"eTRUCLAM LVL 1.9 E IS,I TBIR DDICAM6 1 1/4STPL'BY DEPTH OF JOIST TPIBERSTRAND RIPI CLAM LVL 0 IS'Fo i1 EN. INDICATES EDGE NALEY..s.6"OL. ORIGINAL DATE: n I! O. HEADERS Na BEAW,I�B2 TO ENYANEEPoIG CALGB. ■ .FDICATES NTMOR @AIBN!WALL NOTE: AP'LY NEAR PRIOR TO P,WVOG OF x PORGH FRAMING�WALL BOXQIfd.(WNCiE AFLICAOIE, � 9'-0" CLG HARK: DESCRIPTION SPND.I6d BOLE PLATE NALING.Q"OL. GARAGE 0PN0 Wd 00LE PLATE NAILING.1011 ----- 9'-0" CLG WPN&I6d 6OLE PLATE NAILING.61 01 g :[C:L (FR01VI T.°.°.' ROOF FRAMING PLAN 2A BPW-4t I6d SOLE PLATE NAILING'6"O. o ----- BFN4:I6d BOLE PLATE NAILING.4"OL. BPN3:I6d BOLE PLATE NAILING.3"o °. S/ PRINT DATE o SCALE:I/4",1-(D° SPN2:I6d BOLA PLATE NAILMG.2" _J d OPTIONAL BEDROOM 4 @ DEN FOR ADDITIONAL TION O AND SPECIFIC ° a °3,200 m SHEET NO. 0 f�_n � INFORMATION NOT SHOU.N HERE JL L SCALE:1/4"=V-0" REPER TO MAIN FR4MII,* PLAN >D �Uh C:4LiiU°' M1 1N.- 9D9D 3-1-03 PIPS 115P ESI/FME,INC. STRUCTURAL ENGINEERS ----- 1800 E.16TH STREET SANTA ANA.CA 92701 PHONE:714-835-2800 I FAX: 714-835-2819 w i X `LSD Rpp' 1 1 1 � T Zp i S2 `pl p0.wZ� - 1 U T RIDGE 1 � � I SDI I I 5DI I 'fll P NO. DATE REVISION I Nb I6 Q S/5/09 8D1 8D1 Q -Ta4/03 T 3 10lI,/03 m 0 I .......:.........................:................... ........... so I I I�/IN D N D3 L G DEN :: , .. .... .. ...........:..::i:.:::li::,.,::::::.,:,:.:.:::::..,... 9-0 CLG ..:..:.:.:...::::::::.:__:::::::i:i:,:+:.....:c,.::'.:....,. 9' 0" CLG .:..9:WLT•".::'..fE`.'.::: '-0' CLG....,....g:_..._CLG.............................................................. 9 0 CLG .•.:....,.,.,....,..,.,.,..,..,. ,..Q,..,......,:.....,.:.,..............................,.,..9..,...... CLG .::: '':::E: .:::........................ ............... .. ....:......:.......................................::,..:.'_::::..:.,.,:,:..:.:r..: G ..: ...... PROJECT TITLE ......:: : .........:::.:::.:::,.....,:.:.,..,.,.:: ....-.. .....................................'...:.::.:.....::..........: .......:.......................................................................... ..:...:..:.,..:..:.:.:.... ..........:.....,..... ......,...::,,.:,.:,..,.. 9R��H � LA LACUNA LARGE ...... . DRAG 7fawLOADWROOF EN. DRA FOR.. ............... DRA&I.11WER MOSw/ROOF EKTHE FORECAST GROUP G P DRKs lA4D•3208• A IOBYO GIVIG GENIFR DRIVE Fo G.T. 11 RANCHO GUGAMON6A,GA 91130 CLG 6 - T ,p ��T 1 ARCHITECT 11 DAN I ELL I AN I ❑ 1 1 � � 4x8s T j I Iv PROJECT N0. 3590 Al._2m�AD ARA( E 5-GA OARA 1 SHEET TITLE 9✓-0" CLG I\ sDl - GIRDERTFZm (FROM T.O.C.) a I GIRDER 7Po159 PARTIAL ROOF T m� FRAMING PLANS T :::: B & C T � DRAG TRU86 w ROOF EN. 4x8 DRAG LOAD•20001 }_-_ _-_ _ C4NT.4x14- L•21'-6_'s - 12 12 12 12 __4x14 1 _ 6 12 8D1 SDI k 7 Y"� 12 12 SDI L•2"-3' L•2"-3" L•s"-5° L•3'•-W 3x SILL sx SILL sx SILL I sx SILL ORIGINAL DATE: EXTEND PLY EXTEND PLY 5DI EXTEND PLY iS 4'8 HDR. 4'H HDR, EXTEM PLY FULL DEPTH 4' HDR 6.-0. MDR BLOCKING •W4LL w/PLY c f m E PARTIAL ROOF FRAMING PLAN 2C PARTIAL ROOF FRAMING PLAN 2B @� PRINT DATE SCALE:I/4" I'-0" I/4" I' Q m SCALE: = -0" p L'.Ivb 80407 rn m ' FOR ADDITIONAL AND SPECIFIC FOR ADDITIONAL AND SPECIFIC .a n31,2004 INFORMATION NOT SHOUN HERE II•FORMATION NOT SHOOK HERE REFER TO MAIN FRAMING PLAN REFER TO MAIN FRAMING PLAN CM1- �? SHEET NO. C f�- OFCAUFpA� JL ,y 1 ,'jIF I LIVING i BL 4 S D.D.. ESI/FME,INC. 9'-0" CLG I s'-o" C / I 9'-N CLG STRUCTURAL ENGINEERS I / \/ (/ I \ , I 9'-OC CLG I I/ I \ /' T \\ SANTA1800 E ANA,HCATREET 92701 L V Nl7 I \\ / PHONE:714-035-2800 9'-0" CLG i \\ / I \ `eDi MST" 222 I �/'/ 4x6 4x! FAX: 714-835-2819 I I I \ �10" CLG i \ I 1 _axe_ 4xe 4xe I I 4XIO I \I I � I �7� � 1 L--------- L_.)-�'' „'" I I � �I '-o"ICLG , � ---- 9'-0"ICLG I I T T I I�--------� -❑-------i BED J/ - OFFIE / / a/ C\G\A-1 BD 5/ AG OFFICE i GARAGE I I - I T C.C.) 9 I .....!......'-0' CLG I 9'-0" CLG I m I I (FROM T.O.C.) .................i I I 6 I I scI I ,� ' cruv o 340 ` I I I _4xe S ✓ _-- — _ - I I I I I T bxla I I I p�A - -- -- -p ❑ I ❑ i NO. DATE REVISION L_____________ ❑ ___1______ ❑ I 26 a+ I -___-___---- I __----___ T 1 I II 8D2 L--- 1_-__ � I B ______-__J WE(12)led NAILS PER TOP PLATE SPLICE 2-CAR GAR. / BR 5 OPT. ROOF FRAMING PLAN 2C 2-CAR GAR / BED 5 / OFFICE ROOF FRAMING PLAN 2A o 10lt„� SCALE:114".1'-0" SCALE:1/4"=1'-0" FOR ADDITIONAL AND SPECIFIC FOR ADDITIONAL AND SPECIFIC INFORMATION NOT SH016N HERE REFER INFORMATION NOT SHOWN HERE TO 2A/2-CAR OPTION FRAMING PLAN fFER TO MAIN FRAMING PLAN PROJECT TITLE 9'-0" ti LA LACUNA - LARGE I I H I / 9'-0" FOR : THE FORECAST &ROUP LIVING BED 410610 / RANCHO CU c�NTt�xDrzlve GAMON&A,CA QL130 9'-0" CLG 9'-0" CLG \xl I Ii 9'-0" CLG I LIVING I BE`Q 4 /'� S I BED 5 9DI Tyr. I I V_ / 9-0" i I ARCHITECT I I 9'-0" CLG 1 s'-o' cLc I s'-o" CLG I DANIELLIAN ---- -- — —: -- -------- -- I r_� // I I //' I PROJECT NO. 3590 L----------- ---- ------ Z------J, j i I I SHEET TITLE �I 9'-0' CLG , i ; , , I I' i 2 CAR GAR I , I ; I❑ /V-o" CLG\\\ I �\ ; BED 5/OFFICE■ I �1 I I I / \ I OPT. PLANS 11 ? I BED 5/ Ell ! \ %' OFFICE i GARAGE I ------�- I I 9'-0" CLG 1 9'-0" CLG -------- BED 5/ / (FROM T.O.C.) e I i OFFICE /' GA AGE I I FDI I I 9'-O" CLG ,/ 9"0" C I rRom/r.m.) I ORIGI L DATE: O.E EN 9 Z L-- --------J ------------J / / / \ O d C-3 4 7 N m i E 1 3,2004 I dmL. �,\P 8 12 I------------- FDI 2-4 PRINT DATE Ic ------------�y 2-CAR GAR / BED 5 / OFFICE FOUNDATION PLAN 2A, 2B, & 20 2-CAR GAR. / BR 5 OPT. ROOF FRAMING PLAN 20 SCALE:I/4"=I'-0" SCALE:I/4" =I'-0° SHEET N0. LAB FOR ADDITIONAL AND SPECIFIC FOR ADDITIONAL AND SPECIFIC - D' INFORMATION NOT SHOUN HERE INFORMATION NOT SHOON HERE REFER REFER TO MAIN FOWDATION PLAN TO 2A/2-CAR OPTION FRAMING PLAN 9 FOUNDATION NOTES: ALL DIMENSIONS SHALL BE VERIFIED WITH THE ARCHITECTS DRAWINGS y ANY DISCREPANCIES SHALL BE RESOLVED PRIOR TO COMMENCING OF WORK. 1.ALL EXTERIOR WALLS ARE TO BE SECURED WITH 5/8'DIAMETER j/Vf-g/7J'/ BY 12'LONO ANCHOR BOLTS EMBEDDED A7 LEAST T IN70 CONCRETE WITH A MAXIMUM SPACING OF 72'O.C. �N,as90 a-roa r r THERE SHALL BE A MINIMUM OF TWO BOLTS PER PIECE OF FOUNDATION I ur I PLATE WITH ONE BOLT LOCATED WITHIN 12'MAX.8 4-1/2'MIN,OF EA. ESI/FME,INC. L L—_ END OF EA.PIECE.A PROPERLY SIZED NUT AND TdN3/16'THICK WASHER N! LOT IS SHALL BE TIGHTENED ON EA.BOLT TO THE PLATE. 24"SGL x @'DP. 24"8fi.x 12"DP. PDI ONLYSTRUCTURAL E.1 ENGINEERS COI.1G.PA77 CONG PAD 2.ALL INTERIOR NON-SHEAR WALLS ARE TO BE SECURED WITH SHOT PINS 1800 E.i6TH STREET INSTALLED PER MANUFACTURERS RECOMMENDATIONS,UN.O.STRUCTURAL SANTA ANA,CA 92701 ENGINEERS CALCULATIONS GOVERN IN ALL CASES. PHONE:714-835-2800 FAX: 714-835-2819 -v-v-v-v-�-v- - - - 3.INSTALL ALL SIMPSON IOR APPROVED EQUAL)FOUNDATION HARDWARE PER RERS EN FOOTING WHERE i I ::....................... [ NECESSARY ATOUPROVIDE ANCHOR°EMIBEDM NET PAT HO DOWN LOCATIONS, I NOTE A�� I FDI WHEN REQUIRED BY LOCAL BUILDING DEPARTMENT ALL ANCHOR BOLTS AND HOLDOWN BOLTS TO BE SET IN PLACE PRIOR TO CITY FOUNDATION INSPECTION n I n 7 n ` SOIL INFORMATION: bI 1.FOUNDATION SIZES,DEPTHS,AND REINFORCEMENT ARE AS RECOMMENDED � x ( WITHIN THE OWNER/DEVELOPER'S SOILS ENGINEERS REPORT, SOILS ENGINEER TO PROVIDE FOUNDATION INSPECTOR AS OUTLINED IN LATEST SOIL REPORT, n n 2.OWNER/DEVELOPER AND SUBCONTRACTORS ARE TO ;:I j:��-` ��� -` I:;; '✓ _ REVIEW THE SOILS REPORT PRIOR TO COMMENCING CONSTRUCTION. n IT IS THE RESPONSIBILITY OF THE OWNER,DEVELOPER AND SUBCONTRACTOR I 3x SILL :3.BILL I\� TO VERIFY THAT THE REPORT DATE ABOVE IS CURRENT AND PLAN I Q ) 3 REGUIREMENTS ARE CONSISTANT WITH ANY UPDATED SOIL REPORTS. ESI/FME IS TO BE SUPPLIED WITH ALL UPDATED REPORTS. r_________, N2'N WIDE x 2 FTDEEP INDICATES L__—______J W/1-44 TOP 8 BOTTOM CONT. L_ r:- — -- — -- — --_. — ________.i ( r-- _ , SHADED FTG INDICATES ), ! N I_ :!: 12' WIDE x 18'DEEP FTG. —'------—— w/1-44 TOP 8 BOTTOM CONT, ANCHOR BOLT LEGEND: AB72 :5/8'DIA.X 12'ANCHOR BOLTS AT 72' O.C. :.'1—_J —--- AB64 :5/8'DIA,X 12'ANCHOR BOLTS AT 64'O.C. -- /X\y Ijl A856 5/8'DIA.X 12'ANCHOR BOLTS AT 56'O.C. A848 5/8'DIA.X 12'ANCHOR BOLTS AT 48'O.C. NO. DATE REVISION AB40 .5/8'DIA.X 12'ANCHOR BOLTS AT 40'O.C. 0 5?a/03 AD32 5/8'DIA,X 12'ANCHOR BOLTS AT 32'O.C. O AB24 :5/8'DIA.X 12'ANCHOR BOLTS AT 24'O.C. o I n l� I [ I AB16 :5/8'DIA,X 12'ANCHOR BOLTS AT 16'O.C. c--7 Q 102V03 24'SO.x 12'DP. I [ I I ( I \ / I j:; AB8 :5/B'DIA.% 12'ANCHOR BOLTS AT 8'D.C. coH1G PAD L X i x Q 9 2AB :121 5/8'DIA X 12'ANCHOR BOLTS, w/2-4 EAII ._ I I ' I / \ I I ' 3A6 (3) 5/8'DIA % 12'ANCHOR BOLTS. It EsoTt. "'' - --- 4AB :(4)5/8'DIA X 12'ANCHOR BOLTS. r-- �- - - --Z. ----- 2-44 PROVIDE A TOTAL OF 2 44 AT TOP AND I 2 44 AT BOTTOM OF FOOTING,4'PAST POSTS. _) ❑ i F3D1 6�� I 344 PROVIDE A TOTAL OF 3 44 AT TOP AND PROJECT TITLE j I 3 44 AT BOTTOM OF FOOTING,a'PAST PosTs, LA LACUNA — LARGE 3x SILL I 2-45 PROVIDE A TOTAL OF 2-45 AT TOP AND 24"S67 x 12"DP. ( 1� I 245 AT BOTTOM OF FOOTING,4' PAST POSTS, CCNC.PAD B4 EAU OTT_ A I HD6A (1)SIMPSON HD6A PER POST, I HDBA (1)SIMPSON HDBA PER POST. FOR HD10A :11)SIMPSON HD10A PER POST, THE FORECAST I HD14A :(1)SIMPSON HD14A PER POST, GROUP I I0610 GIVIG CENTER DRIVE I I HTT16 1(1)SIMPSON HTT16 PER POST. RANCHO GUGAMON6A,GA 91730 5 HTT22 (1)SIMPSON HTT22 PER POST. FDI I PHD6 :(1)SIMPSON PHD6 PER POST. ARCHITECT DAN I ELL I AN I I I I Hn7j I I PROJECT NO. 3590 li I 2A6 12 I FDI I ?a PDI I 5 SHEET TITLE I � I PDI L -- v———— -----------------------J FOUNDATION PLAN 3 - FOUNDATION SCALE:1/4" I'-0" ❑ PLAN 3A PSI FDI Do ORIGINAL DATE: R--a I \ / I /x\ I \ / � X � � — I — \ PP /Q Fol 401E A 2 2 PRINT DATE N0. -30407 N m OPT. BATH #3 Fill Bf 3,,2°� x SCALE:1/4".V-0" o FOR ADDITIONAL AND SPECIFI s'Tq CIVIL \P SHEET NO. C�] i INFCMIATION NOT SHOWN HERE PC � JJ I REFER TO MAINFOUNDATION PLAN i OPTIONAL - DECK FlP./41'1INS. W-350 W-180 B a_390 T LATERAL SHEAR NOTES: S-n8 L2 (1001 CBL) FRAHMG RBE828 a I2N.'4.AB FR-LARON I AT IS'OL da--C 3-ro3 USE 04>lid NAIL81°EI TOP PLATE BPI-ICE ,I A I II y NI ` EEDGE6I FED BASE LATER, COOLER HAAILO ATTOL AT9OZAT'DGES-M� ESI/FME,INc, 11 I t� n I ,�'• I aD FBD AT FACE uTT3¢ L I6'•m'OPT. DECK II j ra`l A yam" 9x SlLl l E III 2 M'DRYWALL WITH 5d COOLER NAILS ATT OL AT EDM A0 FIELD - 50 P1F 2 �aPTN4 II -2 1 J L•li'-Q1u^ 3a III (TABLE2 ICBL) STRUCTURAL ENGINEERS 1 I I SDI h � ( j r�i apt 19 II aT16 SDY S71B II ^ p 3. SW DRYWALL URN bd COOLER NAL8 AT T OL AT EDGES AND HELD- SS PUP 1800 E.16TH STREET <) I I Illy SDI SDi "III I SANTA ANA,CA 92701 lR' L�' 7 WA DR WA WITH - e3 PLF Tyr. A 10•UE 25-11 BC)5d COOIBl NAILS 4T 4'OL 4T IDGEE AD FE1D PHONE:714-835-2800 /-� D IR•x 1 IQ" { )___r 13 9 @' S VI.1.6L I ®3 PJ'x 9 VA_PSL --O rtABL.E a-1�) FAX: 714-835-2819 -�-�- 4x6_{........ _ _ -- _..._`- �._4of6- --4xB , O 1\ % ` 9/F'!A•X9I2° PgL. i -- ; - -- S. DRYWALL UN 25_ICBG bd COOL91 NAILS AT A-OL AT EDGES AND FFLD- 13 F1F < J < M' ) r i `T p'•W 6. V!'ELOO®OR"WLL WTH Id COOLS!-AT{'OL AT�S - FlF AND BLE �1 (I W_"I W ` a ('' '�� `' r T. BOO®ORTILL�Al11 WITH 6d COOIBt NALLA AT 4'L AT ED�B -BD PLF J < LOFT a-451 ) T 1 I �c--.� B•2 J! \/ }��/ �� T L�A aDl V' S 11AI'61WOO DAN AAM44N D LATH ON 16 GAIM STARES p+p {{�•MJI!AA6ry11tl188 WROOF EN. j _`.- 1 y�l LI V V`/ - AT6'OGAT TOP AND WITCH MAYBE.EDGES OF SHEAR 11N1 14 QRAG LOAD-.SIM �� -/ 9'-0" CLG 9'-0" CLG 1 '-0" CLG AND PEID(TABLE 25-1 CM) -�� �I << _ F1 a= I�1L L 1WS,OCCO a4R APPROVED LATH WITH IS CAKE STAU!b AT 3.04-260F BT6236 < ) <<-A 1 DRAG=TRIS6 W ROOF EN L AT TOP AND BORCf1 PLACES,EKES AND 0'oL AT Fl9D. E3 ID 4 DRAG LOAD•3160• , 1 V •a ILSO F 8P0RT NOR54(LR EGLAL) < 2® -�-^-) <I W J IB. 3A'WOOD S,RICRRAL PAEL WIM Bd CONM N4W8 AT i'OL AT 9m < 8pl TTI'- ) 1 l - W a� Ha EDGES AND 0'OL AT HELD(TABLE 23-II-H CBW -W� 12 C i TMP 2 1) 1 3 I J p - IL 3/15'WOOD MX*5 A0 0.O T FELD TABLE 15-II-OW PANEL ON Od COMMON KMA AT 4.OL AT -w PLF -W +P I i J 0 ~ .� \ 0 3A'WOOD STRLMRAL PAEL WIN Sd MI't"MUS AT 3'OL AT LW Tp ) p =I �*<'�` EA'EB*0 U'OL AT VELD(TABLE D-II-1-1 RCl 4W� ) I <I a SDI ') <I I B. 3/0•WOW 61RLTINIAL PAIL WITH 6d C12M NA8.6 AT r Of,AT }+p Y 1 (�(�� H p .......-. II 1) 1 B-3 3x 81L.I, 3x SILLEDGES AND 0'OL AT FELD(TABLE 23.11-I4 OW) -HB FLF a /� O N ( ST16 y SDI L•6=0°IF NO TOP rA'Q•'L.5'-3• I I N 10'(OR B/32)WOOD STRICnFAL PANEL ON I[N O"M N4i.6 AT 2.Of AT µ ) LJP-I \ ) 11 q> O IPLATE 12 V��K) BDI RIDGE p R 3 SDI 3 a 3 9 25 ET10E0 A0 0.OL AT FED(TABLE 73-II-I-I CSC) FLF \STi236 !r m n I BDI So I BDI BDI 8D2 1 -Tt0 " CLG I �I to S. O'(OR5P21Sl.-.SOLDPAN.I'N10d CORRON"OAT2'OLAT d,, EDW AND 0'OL AT FED?TABLE U-II-I-I CBG -870 PLF ---- / 4 5 1/4"x II 1/0"PSL / EN _ 4x10 9 I/2" II T/B_PoL WEN FL Oh z TA- T 1 LGi �RY -- - ® ® V�SN C a A WOCO 6TT21LTIRAL PAEL NATT3IAL APPR�W By A A,Pig/TEKO OR PITTSBIRS W-161 .: ,. �• ^ W ,� J 6"' TESTING LABORATORIES(THIS MUM OES)THESE VAJ�ARE FOR 00115 R"RON 9-218 ® .: BDI M /\ p .� V I II a- J T & OR 6aBREN PRE,OTHER Lll'EB2 SPECIES M4T DRffft M&EAR CAPACITIES. ,•'• .:..:....:..:'.v:'...'.:'.., __-_J p+ K g.3 p y SDI CLG, 8 I NO K S A r B PROVDE 2X BLOCKING AT HORIZONTAL WOOD STRIMPAL PANEL PANEL JOINTS. 3%EILOO(ING WHEN HALING 16 AT 3'Or-OR LESS. 9'-0" CLG \�^- r 6-3 C W43M WOOD STAILIURAL PANEL 15 APPLIED ON BOTH PACE OF WALL AND HAIL SPALIS Qj IS LESS THAN 6'OL.PANEL JOINTS SHAI.BE OFFSET TO FALL ON OED ON EALH 1 .. Y CONT p I 4`O , V FF3-IBFFD OR FRAMING.SHALL BE 3%OR WADER AND NALS SIDE SDI ' ZFF +ll I J•N D.LLIEfE NALB ARE SPACED AT 3.OL,TEST B461�STXCE®AD 9%OR WDBR T 14 ®I 3 ___ ___ ________ FRAHMG NB7BER9 SHALL BE USED AT ADJOINING PANS EKES ----- _ 3B . (Na.IIDRw WORIZO TA.BLOCKS) NO DATE REVISION T ______ _ - I VI �4r E ISd SHORT BOX NAU WIT BE NEED N LIMCF Ed OR Wd 00i7CN NALb•SEAR IALLb OLT. Q 5l9/03 / CO TOP P 9 I * = 1 T F. l'x 2'x 3/16•STEEL RAZE u149/ER0 ARE MILKED ON EACH BOLT(CSC EECT.IP¢bbll D -- --- -- --- ._ WAIL -IN v -- ---- -- ;pp II Q D 9'9'-0" CLG 38 h G IISE 3.MUDSILL RATE AT SHEAR WALL�p -QOLIILRG 3.Of-ORLEGS) Q 1/24/03 ' SDI 1 I h� 11 AL ROOF AND BOOR 6WEATHRG TO SE PJTOSIFE I OR EMERIOR SDI SDI j z11' ,-0" CLG 8D1 i 9-3 I) i +h A. A '+4s h� H Q 10R1/03 SDI Ipl 1 (TABLE 23-W-I AND 23-1-0-1 OBC) I ' � 4z6 _ _ SI/4•%II VB_ _ _ _-_-_ 4x6 4x6 i RXR JOIST SPACNGCOW.TO OR LIN THAN 24.OG 552WM STRILTWAL PAEL MUM, __ FL-BM W/EN T I WITH lids AT 6'OL AT EDCEb A0 SaNDAFES,0.OL FED. ❑ ❑ _ _L"1•L=_ a I �_ _ - _ FLOOR.•JOST SPAI.ECIUL TO OR LEM THAN W'Of,W'LLOLDD 6751MR/L PANEL TG BHf4 p s 14 -�� T AP p#P _ _ __ N <�H ; IS ..F I j PI 32A6,uv1Bd'N AT 6.OL AT EDCfO A0 BCIEOARIE6,0'OL HELD. 04 I-2 14 Q O aD SDI _ I _4x __ ❑ 4 7-\� CANT.TJI 8D2( Ij -�_ _ MI 40W,.V)d's ATV OL AT BOX&AND BOUNDARIES,0.Ot MELD. 2D ` ) LO'�' ^_.t' JOIST DPAOIG DIAL TO OR LEIS 1WY12&On 1692•IIOOO STR71RAL PANEL TG SIM 502 901 SDI p SDI VARIES ELEV. --/L.n'_3" ,� IA It L•II'-8' Q 3x aiLL A-A $lio a J06T SPACIG EOIAL TO OR LESS THAN W OD 2302•WOOD SIRILTIRAL FAEL TG WIG PROJECT TITLE y)11 F11 4044,•/1d'N AT 6'OL AT EDGES A0 SOMARE6,0'L MELD. LA LACUNA - LARGE USE M)16d NAILS PER TOP G SPLICE U I I PANEL EDCF9 SHALL HAVE APPRTv1D T JONiB OR SHALL ME SF m WI TH BL000NG NOT fEO111ED WEN LWMEx4(r CONCRETE 15 PLACED OAR VAYLOOR NOTE: SDI I USE(181 ISO!NAILS PER TOP PLATE SPLICE AT EXT WALLS F e T I FRAMING LEGEND: NOTE: PLY SWEAR 15 KIN m$12 �` 0 INDICROOF JT018,6 AD RAIDERS OF FOR ROOF FRAMING PLAN 3A ATGAENE END WALLA P "P TO�°"°"� j j THE EOREG 45T i0 T9R-CK TO I (� ROICA7�lPAI AND DIRECTION OF p F'LT SHEAR IS PoN °MIT ASS'R AND SDI 3 `l y TRBaEe GROUI- SCALE:1/4" I'-0" UP TO AND NAILED PLATE SPICE NAILING I / 1'EAZ MDIC4 SI'An AND DSECOON OF I0610 CIVIC CENTER DRIVE TO Ex7T CHIOfm OF TRUSS BUT,ADD ST6224 AT SDI -`-j R G,4R,4G A,00R etm RANCHO CL'GAMONOA,CA 91-1W -OK TO OMIT A35'.AND TEACH RM SPLICE / ", OF PLATE SPICE NAILING x - GIRpER TIW96 CEIL'�IG.JJOISTSAR AND DIIffCfIQI A 6 ®{ T FLOOR FRAMING % �DA�SSppANADDFEC LN LF ARCHITECT (11", ' GIRDER TRUSS C(-_._.�-� DEOC JOISTS(SLOPED AS R�1flED) DAIS ELL I AN PLAN 3A ®{ A 2X6 AT 0.OL ING I-JOIOT TABLE �, B 2%6 AT 16'OL Na1� �� ea SCALE:1/4" I'-0" s*A T C. 2X6 AT 24•oL O• IJOIBT•0'or_ MANUFACTURER OPTIONS PROJECTNO. 3590 *hs D 2�A7 0.OLA)9 N•TJI 160 T E 2%S AT Ib•OL 'R- 1-J01ST A Ill.= IN 1/J'LFI/BB SHEET TITLE . -.._.-.. R F 2X8 AT 24'OL W 11*:SO 460 - � 4x8- CONT.4xH I - G 2x AT 0'OL I.01ST 4 B2'OL. d)9N'SJ/wwJ4��.----- H 2XI0 Ai 16'OLROOF N FLOOR J 2X 0 AT 24.OL b) 111/8 TJI/B0 D�GK CG b,R,d•LP1/B0_T_- ;- 'L_-_ !'fll K (2/2%10 AT IS'OL �11,/D•BC1„56 FRAMING BDI h L 2M AT 0.OL 4 IJOETi W-OG d)11T/0•W/5Wi BFD BDI L.3'-4" T L-2,_I., 3x SILL BDI 3.;ILL N 2%12 AT 16'OL PLANS 3A N 2)t0 AT 14•OL X. IJOIST•0'OG HILL DEPTH 4) H•TJI/250 6 EXTEND4'.WDFL L 2) 6LOQCING�T .E��r 12 P (2A)82 AT I6.OL T. IJ016T 6 N'OG bl H'Lfl/150 co LP EJ0/ASO W-0 T TRIES AT 24"Of. Z. IJOWr.R2.OL. d)H'SJ/25OW 5.06 G•L INDICATES(U I x II VS"GANCiMI LVL IB E GL GANG-LAM INDICATES GAAM LV810 E N•L INDICATES N 13/4"x II AP LAIM L/JN E 1.9 E Y P•L NDI ATESL) (1)1 3/TE9 PAR"VEIR PoL 20 E V. INDICATES VI I IAL x II VS"VSRSALaH1 LVL 2D E 8-Q VL INDICATF�(1)1 3/.LAT1 L/8 2m E G --- --- G G $-Q" 8•L MDICATEB(V 19/4"x II T/S"6TI01CLAFI LYL L9 E CLG SL INDICATE:a STRUCLAM LVL 20 E D M BE D ___ 5A 3 TSR INDICATES I CIG N ILNG OF JOIST T BERBTRAND RIM ORIGINAL DATE: ENL NO CATES ECK*NAILING•6"OG 8_Q•, 12 i B O HEADERS AD BEAR,REFER 9YtlNESIM CAL6. ■Will NJICATE-S IMERIOR BEARM WALL 1 NONE ART SIWAR PROR TO FRAIRG OF c --- --- --------- i FERIM3DIMI AR WALL AD/OR BO%-Qrt6IWBff AFMICABLE) •� G H --- ---- ---------- 5 QQ" DF�BgtlIPT LEGEND N`�'D 1 SPNM 16d SOLE PLATE NAILING.12'Or - _G BED 5 OPT. DECK G SPNS, Ibd SOLE PLATE NAILING.10'OG I 1 I I 6PNb lid SOLE PLATE NAILING•O"OG g WNW,,Rd SOLE PLATE NAILING•6"Or- ' a' SCALE:1/4".I'-0" SCALE:1/4".1'-0" I SPN4.16d SOLE PLATE NAILING.4"o.D. c* R 0 I EL01•N3.16d SOLE PLATE NAILING.3" E/V- PRINT DATE FOR ADDITIONAL AND SPECIFI FOR ADDITIONAL AND SPECIFI F, INFORMATION NOT SHOWN HERE INFORMATION NOT SHOWN HERE OPT. BATH #3 -� J' OPT. FIREPLACE ' B°`� 'E 'LNG•2•°, > REFER TO MAINFOMATION PLAN REFER TO MAINFOIINDATIGN PLAN J SCALE:1/4"•I'-0" SCALE:I/4",I'-0" _.ND.Yi31,20 N.1T{ FOR ADDITIONAL AND SPECIFI FOR ADDITIONAL AND SPEGIFI x r 31,2004 SHEET N0. S3-n INFOtii1•,ATION NOT SFIgUJ HERE INFOR'1ATI�1 NOT SHOWN HERE J L m REFER TO MAINFOINDATiCN PLAN REFER TO MAINFOUNDATON PLAN S� CIVIL \�P 1-2 Ia SIDI ��C' `St 13D1 �tifit ------------- --------------- -- --71 -------------------------------------------- ——————- 4x10 4xe �.._ 4.8 _4rB / I -4x6_ axa 4x8_ -4xe i i `\ 1 / // I JN.-3590 3-7-03 ESUFME,INC. I I E 4 SEP 5 M B D /' 1 I STRUCTURAL ENGINEERS JJ Y r \ , E. STREETBE17� 5 5EQ 8 8ANTA ANA. CA 92701 8'-0" CLG 8'-0" CLG 8'-0" CLG I I-I I PHONE:714-835-2800 1 8D1 I I FAX: 714-835-2819 I I I I I I T 8-O CLGCLG r--1 I I , ---7--� -----------------------------1---T-- - ---------------- I I a'-o" cL 1 T -�4- --- 5E:;) 2 i'8. i \ -IN l I cIx WALK-IN '-0" CLG " ! L r i\i II Ia6 I I I T -- -- axv T `�-----------J I _ 41�_ - j 2 -- I + I y NO. DATE REVISION L-I-------I ---+ — I I I I 22 t — 1 I +-------- + i u 4 APPLY Ywooc---------- I �I I I SD2 L--------1-----4- I I-------- I L'-------_. BFFOIFE XBJG OUT I'1T'. i Aj 5/8/09 J I L•6'-0' L---------iwo,_®" --- - II IIi L------------------J Ar-mTSWORE I +�oI� I \\ II QQ 1Tml2m40/C9eeallo ur Trr ROOF FRAMING PLAN 3C I I OOF FRAMING PLAN 3B SCALE:1/4".P-0" I I I SCALE:1/4 .I'-0" FOR ADDITIONAL AND SPECIFIC I I FOR ADDITIONAL AND SPECIFIC IFFOWATION NOT SHOWN HERE INFORMATION NOT SHOWN HERE PROJECT TITLE REFER TO MAIN F'RAMINr. PLAN �IREFERTOMAIN FRAMING PLAN LA LACUNA - LARGE ❑ ❑ --- --- 3 71 - =J a cv FOR : - y ; --- --- ' -------- _ to X I I� I THE FORECAST --- --- -------- o X GROUP' ------ ' i \ -------- OO --- ---- ------ ---- 106'f0 GIV10 CENTER DRIVE J O RANCHO CUCAMON6A,CA 4I'00 ARCHITECT I X -------- -1 I I wt♦ __ I DANIELLIAN I I ------------- � � � L ❑ I I I 1 1 ` I I I I PROJECT NO. 3590 I I 1 SHEEP TITLE j ------------------ -------------- ROOF FRAMING I / PLAN 3 B & C T I /8'-0' CLG / 1 FLOOR FRAMING PLAN 3C ; a'-0GLG ,� ; FLOOR FRAMING PLAN 3B ,/ (FROM T.O.G.) SCALE:1/4".1'-0" I (FROM T.O.C.) I I SCALE:1/4".1'-0" FOR ADDITIONAL AND SPECIFIC I I I FOR ADDITIONAL AND SPECIFIC IhFOWATION NOT SHOWN HERE I I I I FOI;"ATION NOT SHOWN HERE REFER TO MAN FRAMING PLAN I I I REFER TO MAIN FRAMING PLAN I I I / ORIGINAL DATE: I I I 1 I I/ / II I -----------------------------'I I I I ML--------------L' ----------- Qwo��cF E 110,��, m RINT DATE o � UALL w/PLY' ' 4 ic.N0. 0407 N 1,2004 SHEET N0. ON SM r, IVli �aFcnL�F°� M -_- ----- P 9'-0" CLG --- --- P 9'-0" CLG --- -------- ------ -------- I PORG H I ------ ---- --- --- -------- I 9'-0" CLG I K T I I I ___ ____ _______- 5 9'-0" CLG N:3590 09 I ;_II � I II❑ I I ' _____________I _ -----�IiI I i i I I wna,ssaeD l 4�. II I1 E. STREETESI/FME,INC . - STRUCTURAL ENGINEER S Ir-1 f-------1 r 1-7 _ SANTA ANA CA 92701 ---- L L PHONE °�J FAX: 14-995-2819 ____------ ❑ I+ �I am. ---------_ I I I I --------� eLocKs I / \ I I I I 1 2—GAR\`,GARACGE 12—GAR GARAGE cLG , I8'-0" CLG ((FROM T.O.C.) I DEN I I I 8'-/0" CLG 8'-0" CLG I I I I / / ...__ / \ _4x6_ __—_—_me'µ_—______- 1 x L-------------'-1— — ___—L------I ❑ I E- --------- \ 1 4.14 __----___-+--_-____-- I . I/ -------------__------- \ I I I px � �_-- ____________________ _�I L---------------L--------------J L. _pl DONT BREFIC TOP PLATES •BOX-OUT USE[12A6d NAILS PER TOP PLATE SPLICE NO. DATE REVISION 2-CAR GARAGE/BEDRM 6/DEN OPTION 2-CAR GARAGE/BEDRM 6/DEN OPTION o 6/S/03 Q lR4/03 PARTIAL ROOF FRAMING PLAN 3C PARTIAL ROOF FRAMING PLAN 3A Q9 10R1/03 SCALE;1/4".1'-0" SCALE:1/4"-1'-0" FOR ADDITIONAL AND SPECIFIC FOR ADDITIONAL AND SPECIFIC INFORIATION NOT SHOWN WERE INFORMATION NOT SHOWN HERE REPER TO MAIN FRAMING PLAN REFER TO MAIN FRAMING PLAN _______ I 1 1 I PROJECT TITLE P i i i j i LA LACUNA — LARGE FOR I I --- IIIIIII IIIIIII ---------- I I ---------------- --_-------- —1iII .. THE R OREG A 5T T _ 1061TO CIVIC CENTER RIVE ___ --_- ________ ___ RANGHO CUCAMON6A,CA 9 1"80 ARCHRECT F1 L DANIELLIAN------- LL--- ------------ -------- 7 2 PROJECT NO. 3590 f I I 1 I I I RDI 1 fDl FDI i SHEET TITLE —J 3-CAR 1 I I I I GARAGE/DEN/ 3 i BEDRM 6 PAR. I 22—GAR��ARAcGE 8'-0" CLG CLG // I 1 I 1 ROOF & FDN (FROM T.O.C.) 1 I I I PLAN 3A BED/ro/ I 8'-/0" CLG Z�32 FDI �I ORIGINAL DATE: SLLI --------- -------- J m �/---------------------------\� oQ0 S!p 8 ��QrvO RE p q M 2-CAR GARAGE/BEDRM 6/DEN OPTION 2-CAR GARAGE/BEDRM 6/DEN OPTION a z p I No. -36407 PRINT DATE PARTIAL ROOF FRAMING PLAN 3B PARTIAL FOUNDATION PLAN 3A,3B & 3C 3C E ` '.?°°' SCALE:I/4",I'-0" SCALE:I/4",I'-0" �'Tr Cib"1L P� SHEET N0. C Q- FOR ADDITIONAL AND SPECIFIC FOR ADDITIONAL AND SPECIFIC JJ n INFORMATION NOT SHOWN HERE IPEORhIATION NOT SHOW HERE F&EFER TO MAIN FRAMING PLAN REFER TO MAIN FRAMING PLAN FOUNDATION NOTES: ALL DIMENSIONS SHALL BE VERIFIED WITH THE ARCHITECTS DRAWINGS ANY DISCREPANCIES SHALL BE RESOLVED PRIOR TO COMMENCING OF WORK. 1, ssvu 3-1-03 1.ALL EXTERIOR WALLS ARE TO BE SECURED WITH 5/8'DIAMETER ESI/FME,INc. BY 12'LONG ANCHOR BOLTS EMBEDDED AT LEAST 7'INTO CONCRETE WITH A MAXIMUM SPACING OF 72'D.C. STRUCTURAL ENGINEERS 24"82 x IB"DP. THERE SHALL BE A MINIMUM OF TWO BOLTS PER PIECE OF FOUNDATION !, CONC PAD PLATE WITH ONE BOLT LOCATED WITHIN 12'MAX.B 4-1/2'MIN,OF EA. 1800 E.16TH STREET �T w/(2/a E/W M END OF EA.PIECE.A PROPERLY SIZED NUT AND 2'z2'z3/16'THICK WASHER 3ANTAHON A714 35 92701 SNALL BE TIGHTENED ON EA.BOLT TO THE PLATE. PHONE:714-835-2800 — /LOCATE PER — FAX: 714-835-2819 --IY( '4'RCN"PLANS 2.ALL INTERIOR NON-SHEAR WALLS ARE TO BE SECURED WITH SHOT PINS INSTALLED PER MANUFACTURERS RECOMMENDATIONS,U.N.O.STRUCTURAL I I I ENGINEERS CALCULATIONS GOVERN IN ALL CASES. 3.INSTALL ALL SIMPSON(OR APPROVED EQUAL)FOUNDATION HARDWARE PER MANUFACTURERS RECOMMENDATIONS.DEEPEN FOOTING WHERE NECESSARY TO PROVIDE ANCHOR EMBEDMENT AT HOLDOWN LOCATIONS. 3x SILL D 3x BILL NOTE FDI 2--S ��RRWHEN REQUIRED BY LOCAL BUILDING DEPARTMENT ALL ANCHOR BOLTS AND HOLDOWN BOLTS TO BE SET IN PLACE PRIOR TO CITY FOUNDATION INSPECTION r— . .. ---= J L- -- -- -_------- I ',�- ------ - SOIL INFORMATION: 1.FOUNDATION SIZES,DEPTHS,AND REINFORCEMENT ARE AS RECOMMENDED WITHIN THE OWNER/DEVELOPER'S SOILS ENGINEERS REPORT. SOILS ENGINEER TO PROVIDE FOUNDATION INSPECTOR AS OUTLINED IN LATEST SOIL REPORT. IT � I I'"� 2.OWNER/DEVELOPER AND SUBCONTRACTORS ARE TO IT it Ii; REVIEW THE SOILS REPORT PRIOR TO COMMENCING CONSTRUCTION. IT IS THE RESPONSIBILITY OF THE OWNER,DEVELOPER AND SUBCONTRACTOR TO VERIFY THAT THE REPORT DATE ABOVE IS CURRENT AND PLAN REQUIREMENTS ARE CONSISTANT WITH ANY UPDATED SOIL REPORTS. E51/FME IS TO BE SUPPLIED WITH ALL UPDATED REPORTS. I t '........ r---------� N2NDEDz2FTDEDICAESH777 WI , EP L---------J W/1-04 TOP 3 BOTTOM CONT. r -- —, SHADED WIDE Fx18'DEEP INDICATES L—.---_---.—_I w/1-#4 TOP 8 BOTTOM CONT. . ANCHOR BOLT LEGEND: NO. DATE REVISION AB72 5/8'DIA, X 12' ANCHOR BOLTS AT 72'O.C. I:..I I AB64 5/8'DIA.X 12' ANCHOR BOLTS AT 64'O.C. Q 5�8/03 2 I;;: 2 4 I a /12 AB56 5/8'DIA. X 12' ANCHOR BOLTS AT 56'O.C. E FDI :: 1-y�• FD1 II•-P I'�': PDI - AB48 5/8'DIA.X 12' ANCHOR BOLTS AT 48'D.C. Q 1/24/03 AS40 5/8'DIA,X 12' ANCHOR BOLTS AT 40' DO. 10/J1/0s - 3 I .A832 : 5/8'DIA, X 12'ANCHOR BOLTS AT 32'O.C. r ............... A824 5/8'DIA X 12'ANCHOR BOLTS AT 24'D.0 y 2 PI I A816 5/8'DIA.X 12 ANCHOR BOLTS AT 16'O.C. ABS :5/8'DIA.X 12'ANCHOR BOLTS AT 8'O.C. -- - — .,,.,,.;,,,, I 2AB (2)5/8'DIA X 12'ANCHOR BOLTS, 0 I 3AB (3)5/B'DIA X 12'ANCHOR BOLTS. LI I! FDI I 4AB (4)5/8'DIA X 12'ANCHOR BOLTS. PROJECT TITLE 2-04 :PROVIDE A TOTAL OF 2!4 AT TOP AND 2*4 AT BOTTOM OF FOOTING,4' PAST POSTS. LA LAGUNA - LARGE 344 :PROVIDE A TOTAL OF 3#4 AT TOP AND 3#4 AT BOTTOM OF FOOTING,4'PAST POSTS. I 2-x5 PROVIDE A TOTAL OF 2-415 AT TOP AND I : I FOR 245 AT BOTTOM OF FOOTING,4'PAST POSTS. TF'IE POREGAST 12 lEia HD6A (11 SIMPSON HD6A PER POST. GROUP FDI 106-10 CIVIC CENTER DRIVE 1 I ! I 111 HDBA 111 SIMPSON HDBA PER POST, RANCHO CUCAMON&A,CA-IMO HD10A : 111 SIMPSON HD10A PER POST, HD14A : 111 SIMPSON HD14A PER POST. ARCHITECT I ; HTT76 111 SIMPSON HTT76 PER POST. DAN I ELL I AN HTT22 111 SIMPSON NTT22 PER POST. PHD6 : (11 SIMPSON PHD6 PER POST. ::I 3 FDI : A FDI I tJ:BFRAR F'A11EL. BEE PAGE 9F'D PROJECT N0. 3590 it SHEET TITLE 24"80 x 18"DP. 24"8Q x IS'DP. FDI i CCNC.PAD CCNC.PAD-- w/ -3 4 EAU 3 EAU FOUNDATION >. k . ..... .. .. PLAN 1 40 x 5 ....... FDI „„„„ �A (�DOL PORT dzF q TJ 2J x T Lt FGRfAL 8FF I 24"8A x li'DP. C2'r F'AD W(2)w EAD ORIGINAL DATE: 0 0 f a 0 N( PRINT DATE FOUNDATION PLAN 4A y o 07��m Or-ALE:1/4"z 1'-0" E arch 1,2004 SHEET N0. S4-1 Ocl FC 1 F_ it LATERAL SHEAR NOTES: 2ml cac i FRAMINS 1151BER5 o/ DECK COKiLAS FIR LAIXW AT*'CC L 2 LATERS SO BLOODSDRYNaL ON W COOLER N4118 AT T OL AT MXB8,4 FW At BASE LATER ed COOLER N,411.6 AT T OLAT ED0=5 0 FLIF REID AT FACE LATER BED 5 2. V2-DRTUIALL KITH Ed COOLER NAILS ATT OC AT EXES AM HEID W PV ESI/FME,INC. (TABLE 25-1 CEIC) STRUCTURAL ENGINEERS 3. 50-ORTUALL�Ed COOLER NAILS ATT OL AT EX,"AIDRELD M PLF 1800 E.16TH STREET LOFT (TABLE 21.1 CNC) SANTA ANA.CA 92701 4. W'DRMk&L%M Ed COOLER NAILS AT IV OZ AT MGM ANI)RED 63 PLF PHONE:714-835-2800 ffAmE Z-1 MC) FAX: 714-835-2819 S. 5W MUALL U N Ad COOLER NALS AT 4-CC AT M�GO 411)RED My LOFT (TABLE r,-I CM 6. Ur OLCOWD MUALL SETH Ed COOLER K40 AT e OL AT EXe5 15 PL` APO FIELD.(TAKE 25-1 MC) 1 5/8'eLOOW PRfUIALL U74 6d COOLER NALS AT A-OL AT EXIES w rLF ANCt 14".(TABLE 25.1 CBC) I/M SACCO OI ER A-PR0W 1 LAU UTW lb&QrA STASTAPLEDMr- ISO OPT. FIREPLACE S. AT 6'OL AT TOP*V W701 PLATES, a s"UIAI L SCALE s 1/4"=1'-0" AD FEZ ffAftIE M-1 c2c) PLF S. 1/8 STUCCO O11ER AP AM,LAIN WIN 16"J33E STAPLES AT 3-OC FOR:ADDITIORAL AND SPECIFIC AT TOP AN)BOTTOM KAM,MOSS*0 6'Of AT FIEW. 77 ICBO REPORT NOD54(OR EQWL) ---- --- INFORMATION NOT N40M HERE Rr-_�TO MAN FRAMING PLAN 10 SW III=STRbnKA_PANEL UM W COMMON"a AT 6-Of AT Rp EXO 410 V'OL AT FIELD(TABLE 23-11-1-1 CDC) OPT. DECK @ LOFT IL 3V WOOD STRICTIRA.PANEL URN Ed CDMHON WJILS AT 4'OL AT -MV MF EDGES*0 VOC AT FIELD(TABLE 23-11-1-t CDC) SCALE;1/4" V-0" a. 3W WXV STRICTtIRAI.P44L WIN Ed CCW04 NAILS AT 3'OL AT EV(+_S*V 0'QC ATFIEW 174M 23-11-1-1 CDC) -4W PLF FOR AODITIONAL AND SPECIFIC FOR AmmoNAL Alc spEcr INFORMATION NOT SHOM WERE 3/V WX0 STRbCTJRAL PANEL WITH Od CCMMON NALS AT 2'OL AT OPT. BEDROOM 5 INFORMATION NOT SHOW HERE IRIFFER TO MAIN FRAMING PLAN EDGES AIV V 01:AT FIELD(TAME 23-11-1-1 CSCJ -64 mr SCALE 1/4"-V-0" REFER TO MAIN FRAMING PLAN M. 142�01RS132 WW6TP�MMPAIIEL���NALOAT2'OLATTIO PLF EDGES AND 9-Or AT REM(TAKE 23-11-1-1 C0C) 15. V2'(OR 15132)STRICT.I QIXV PALM UT4 10d C*"NAILS At 2.OL AT OL AT FEW nABLE 23-11-1-1 CBW -M PLF r-SAO EMES AM 0 NOTES, A(1,000 STKrnpA PAMEI,MATERIAL APPANW Sir APA,FR WO OR PT75WO(T,s USIE(12 ORSaJr4BRN"eOTNpRLIIMBER6RECF8M DPRR1NS4EMCArAVTMr PT USE(14A6d NAILS PER TOP MATE SPLICE I IS..1.P.TOP PLATE 11r. TESTING.LABORATORIES, INCLUDES 000)TWEBE V&UEB ARE FCR DOrM I-ARCW OFT. 1�)ECX B. PRtWDE W BLOMIO AT HORIZONTAL W-0 8TMJCTJRAL PANEL PANEL"M IENrImE Is IS aim 3X BLOQCM WHEN HALING,16 AT 3'Or-OR LESS. s0l 12 r MM W�571WWAL PANEL 16 APPLIED ON MOOR FACES M UALL AND NAIL SPACING. Sf-N 4 3x SILL 3x SILL -me L-4'-V' OA4D1Q L.4'-b" 16 LEM THAN&-OL.p JOINTS SWALL BE OFF8ET TO FALL ON D� '4) 6 15 CA ME�MSER5 M FRAMING.614ALL BE 3X OR MER 40 NALS ST"3�ON EACA SIDE T SDI ll D.WHERE NAILS AM SPACIP AT 3-OL,THEY WALL BE STAW�OW�3X OR SIM NO. DATE REVISION ----- ---- 11 FRAHM 1113BER6 SHALL BE USM AT A[)JONM PANEL IEDGES 4.; 4A2 4xI2 x V/2"f*L TYIP. (INO-WIN6 11ORIZONTAL BLOCI<81 (A) OFSdORIMCCIIHONK41.5- R 2-.2-.346-STEEL FLAIE U45HM AM REOIM�>ON EACH BOLT(CSC SECT.IB06AJJ 5/5/03 Sol 8-2 ENTIPIE &UBE 3,MOOLL PLATE AT ONEAR Y OL.OR LEM) 1/24/CG 11 F_Z� .4 1.802 6-2 HOW01TAU SDI ,, NOOK I Z� ALL RCCF 40 K-OOR 8WEATAM TO BE EXPOIRM I OR EXTERIOR -0', c T 0-_ELG (TABLE 23-1-J-1*0 23-1-0-1 CDC) RXF-- JOIST SPACM EaLAL TO OR LEM ARAN 24-Or.15M%OCIP STRICNRAL PANEL Fit 240, M 5EI�l ffl�ad,AT 6.OL AT MM5 ASV WIND AIR",12-OL Fla-D. FROSTS-JOIST Wik TO OR UM T"IS'OC, U=STRiCTIVAL FORL TO Oft -v 4 P11 32�, Wd'.AT 6.OL AT EDGES*0 BOtMAME5,0'OL FE.D. 611110m 145 / -WX 6TRIMIM PANEL TO SIM P" I d 1, 11 !FAMIL'T' JOST SPACINS.BaIAL TO OR LEM T"2r OZ,I&W 7 Mt 401W,~.AT 6'OL AT EDGES AV 5OtMAFW,U'OL MEW. -0 CLG PROJECT TITLE I SDI - I , JOIST SPACM B21k TO OR LESS TK44 24-Or,23IN'W=STROWUL PANEL TO SM --A�_ C*16 T_, LA LACUNA - LARGE --__24 rNO, 11��SLL A*-A PANEL EDGES SHALL Mvg APFRC�TO JONTS OR 9441.1.BE 611IFFORTIM ON 14 511_00(11O NOT W�LPFW 04EN IJC*1TA&T CGNCWIE 18 FLA=OVER 51JEFLOOK SDI FRAMING LEGEND: ) 0 1,01CATE5 WAN AND DIRECTION OF FOR ------- (> KIT ROOF JOIST15 AND RAPIERS THE FORECAST d') 8' 0" 4-----0-4 MICATO SPAIN ANO DIRECTION OF 9'-0" CLG Tlamem --------- E3 L 10610 CIVIC CENTER DRIVE > Tr 1> <1 SAN*0 DIR�OF RANCHO CXAMON&A,CA-11-00 �NA�rCEILING."BTS ARCHITECT -IN INDICAM 8PA4 AMC>DnWTION OF < fL. ----- ----- DANIELLIAN 2>0 AT 0-04 J , I L OTTABLE F NO TOP x 5 DO AT IS'OC MAR" `"ACNS PLATE _j MARFACtUREIR OPTIONS ,81 AH Sol 2---- < V_ PROJECT NO. 3590 I n to A 1-im W. > 0 2XB AT 12-OC Q. I-JOIST-a-OC. 1)9[a-Tit I w AIR& <1 E 2>0 AT*'Cr R SHEET TITLE F 'i-s 3 _ I_jMT.W or b)I in.LA/W T ENTIRE 801 Sol 2X0 AT 24-0,C w:w 50/450 32 <1 002 M 5A Y, SDI 6 2>00 AT 0-CC S- I-JOIST 0 112'Of- d) W:SJ/50tit I ThIpm 8-2- SA 2 ABOVE 1 12 R 2W AT IS'QC It. I-JOIST•-111. SDIi�<-DRAG TKISS ffik RIM BILL ORAC,LOAD 400V J DW AT 24'OC -1 OG 1 1. / NAIL D.C.OF DRAG TRIM V. 16,Ca b)U II 1w TI,I"C ROOF & FLOOR 8,-0', CLG I K (22>0 Al 16-Or, 1w LPI/ISO =__�& J DIN N(b, ElLt � 1/6.DO/400 SDI Tyr. 41 CONT.TOP PLATE W SPLICE TO F18L.16d NAILS L 24 AT 11-0,C W,or- al)111WW15M FRAMING m1mm 9'-0" LG 8-3 WALL 4 r9 . Sol K 2>M AT IS'OL 5-GAR GAR C*--S"107 PLAN X. -"T or- AT--601 13DRAG (2= Y_ I-JOIST 16.or_ b)W LPI/290 9'-0" CLG DRAG LOA.:Z0; AT OL el W BCI 14W k (FROM T.O.0) W 3 T TRIJSS AT �Z I-JOIST W.or, d) IN/ZNNI '4"OL GIRDER TRIJft --L INDCATME,(1)1 3/4"x I 1A5-GANC4_AM LVL IS E C A*_A 'L M12ATIES GANG-LAM LVL 2,0 E 14 111 1-11 - v M-L INDICATES(V 1 3/4"x 11 1W MICKOLAM LVL IS E Sol ^ALic�,-IN T P-L (OR FIL) INDICATES"."SL 2101E 8'-0" CLG �',O" CLG �j 1,L INDICATES 3/4"'I'1W VERSALAM LVL""E VIL =6 VEIRSALAM LVL 20 E TIM S-L :NC,".CAAT.1.,(1)1 3/4".It 115 STRIACLAM LVL IS 5 LIVING eL INDICATES STIWCLAM LVL 20 E 76R �:CATIES 1 1/4'IBY DM�OF JOIST TIM15MR5TRAND RIM ORIGINAL DATE: 9'-O"/CLG 9u Pop-ovrs EJIL MCATEEIFOGE"11_ O� T OP2 L4W 11-2 LOW ON LISP OF ...... ROOF Sol WCFA39 16" TFWM& � �: 0=6 INDICATES INTMOR ISEARINO.UALL 8,-0" CLG NVIS AFKYSNEAIR PRIORT019t"OOF FORPOVE11LAR SAL ANDAQR WX-CIM WISRE AftICft.1) x 11 11r FNIL 4x4 L ILI Cm. 14, $Tie FRAMNG NOTEB LEG80 22 CbwI, - R - ---------- so FL 1. 111/$- "L MAIRK� DE$MPTION cm.31421.1111rPlIL L SPN2,W,d SOLE PLATE NAILING 12"Or_ ------ 4xb ti SDI14DR ICE 7 SPNIV,Ibd SOLE PLATE HALING. W"Or- ;4 u T NOTE, 12 1 12 L 4,14 3 ur 12 SPRIN IE,d SOLE PLATE NAILINS,•&-Or- i AT EXT WALLS IF F 46x 4 - Sal SMI*:1.6 WI-E PLATE NAILING f 6"Or- LOW SPIN 3 1 ------- ---- ------ OF"16d SOLE MATE PLY 84-EAR 16 MIN - _A i NAILING I I 9-0 __An _ PRINT DATE USE(14A&d NAILS PER TOP PLATE SPLICE LP TO AM NAILED L smus,16d 60LE MATE NAILING..3'Qll�; A36's L-8- NOTIE: 121 16"01:4) MATE"LINcti,-2-144�,1.11 6 0"7, / - '*'To IT,:. To TER " , 1, arm,*d 60LE OMIT A35'.AND 3: AT GABLE J910 WALLS IF I PLATE SPICE RAILIN6. 2XI ROOF FRAMING ISUTADD$TC,224 AT PaL FOWAA�I 2\ 004 m MY 84-EAR 15" i - EACH.RIM sm - 1-1 PLOOR FRAMING UP TO AND NAILED _fCI_ SHEET NO. TO 150T.CH�Or TRIM _L__ L 34-2 C, -OK TO OMIT A36'.AND PLAN 4A PLAN 4A 61 c I PLATE 8FICIE NAILING SCALE i 1/4,,-r-v, SCALE:1/4"-V-0" I I 5-GAR GARAGE I 9'-0" CLG I ry:35')U 31-03 I I (FROM T.o.°.) ; ESI/FME,INC. I I I I I I STRUCTURAL ENGINEERS I I I 1800 E.16TH STREET I I SANTA ANA,CA 92701 / I r-------------------- L J ---------------------� ING i I FFOX:E 114-835-8190 LIV I 9'-0" CLG I i`✓`✓�.•-- � i �� _ _�_-_� I ------ -- ---- I I I ( TJ 22 x't I ) 1 1 rJ x ) I I I (' cx PazT 8PF I BPP OftPORTAL I LOF I L_ I I / � L-7JC J Cl 24"Sa x IB"DP. 24"Sa x IS-DP.J I 9'-0" CLG COr-W O PAD•DR CONC.PAD w/CD.BARB EA WAY I i W/3J4 EARS EA nIAY w/13T4 9ARS EA WAY I � � � I i SI�F OLL PORT I I❑I i24" fWWALL 9DI I I 8a x 12"DP. 24'SO.x 12"OP. ENTI C4Ot4C.PA COW-PAD W(2^4 BARS EA WAY WE"1R8 EA WAY ' I I --- --- a ALK-IN =- --- --- I ____ I IIIIII �T FOUNDATION PLAN 4B &GALE:1/4"•I'-0" I- ---- ti I I 1 ------ --------� - 1 I FOR ADDITIONAL AND SPECIFIC p`X" I I INFORMATION NOT SHOUN HERE NO. DATE REVISION - I _ 0 5 1 i "' I � 11REFERTOMAIN FF:AMING PLMI �/ 5-03 r -- 8-° j M BA BA 2 xl1 8,_0" -ta{/m3 '�--" I Q, 8'-0" CLG 9 ------- I 32"x60" V v V I I °AG' „'� 3-GAR GAR�GE 9'-0" CLG I I - ---------- (FROM O.C.) I 7 ~!li I l� 8DI v ---- 8-------- PROJECT TITLE WALK-IN I t �I 1 I I 8'-0' CLG I t I LA LACUNA - LARGE BED 3 BED 2 T -------- I LIVING �------i------ ----- ' 8'-0" CLG 8'-0" CLG 9'-0" CLG �I ;1-_„L."_-_ ,JIr ;I �I�II I FOR 24 3' CONT.TOP PLATE - -J'�, L L J I THE I=OREOA5T I WALK—li I II , +++++4iii11 I BDSD2 S9 Lotu 8'-0' CLG i!i i b�A 6DI 3� ,�\` r,� I(\ DN.PORTAL IjCOOK I Ill t>? 106R 11/OIJ� CENTER DRIVE ROOF S BDI I-9------ ? S02 "{�.�y _ I I--��--°-T eD2 I I wl /-`y�`✓`Ti 22✓`V ••i I RANCHO GUGAMON6A,GA QI"I30 I -- 8DI I p� � 4xI Q95KI6 4x OI.K'6 ------ i I T"x II V8' a/EN FL er1 C916 II I /' �L•PORTAL 1 I - - IF771 F'TI •RT. -?i- I -- --_®- - .�.--- --� --L,Iy.-m,�-r.L _:r�� �^e� -- I ARCHITECT -n- 'I ------------------ _f- - {6 4xr I I _s 1rr x n iro PaL 4x8 cart. �n e L"2m-s= I DAN ELL I AN L_ I - I tee, "9,b„ _ - - - _ __-+ ----_—_-- L- ---------� I i _s :. -_ ._... ---1---------- 12 ---- ----- 12 I I N i - I I I ----- --------- I2 -, _.. _„1�511��.: I SDI 8D2 _..T_—r -i eD1 PROJECT N0. 3590 USE(n)loci NAILS PLR T 1PLATE SPLIOC - _ _ -.. .. I SIM D / ` IM MST48 y 12 6 a $ L ----- 12 -- -J •NOR L -_-__ 11 -- - r 9-0" CLG I I •MDR I-- - L,6 ----- L,B,-m„ •NOR L-W-0' ,� ,4 TJ 92 x S T OAR TO MAT04TO Md OhOR SHEET TITLE 00 ''04 ,�T r ❑ i v OF MDEdC JM ._-—___ _. I ¢Y I __ FOUNDATION ROOF & FLOOR FRAMING PLAN 4B ROOF FRAMING PLAN 45 FLOOR FRAMING PLAN 48 SCALE:1/4"-P-O" &GALE,1/4""P-0" ORIGINAL DATE: FOR ADDITIONAL AND SPECIFIC FOR ADDITIONAL AND SPECIFIC IWORMATION NOT SHOU.N HERE INFOR4IATION NOT SHOIN HERE REFER TO MAIN FRAMING PLAN REFER TO MAIN FRAMING PLAN -00 a O�FGFES !O i040�U m PRINT DATE "' E rc t,e00t zo 0 5 , �- Q•�' SHEET NO. OPCALIF�` 34-3 86GAR GARAGE 9'-O" CLG (FROM T.O.C.) dr+.-aseo a-r-oa ESI/FME,INC. STRUCTURAL ENGINEERS 1800 E.16TH STREET SANTA ANA,CA 92701 ----- ----- -------------- 71 LI / NG FHAO%N:E:77114-835-280 0 R\--------------- / I i 9,-0„ CLG I I I I I I I I I I I \ LOFT I , I I I __-- ---------------- --_----------__-J \ / ILI ILA ❑ FORGH 24'BO.z ' 9'-0" CLG (2)4 GARBCA IIWY 24'86Lz 01'. 14.90.x DP. dcow.1RAD CGiJC.PADD CONC.PAD I i i i \ / I W(tRt GARB EA W4Y W(214 BCR9 EA U141' I --- --- VWALK-IN p" cic T— FOUNDATIONN PLAN 4C am — I WALE:I/4"=I'-0" FOR ADDITIONAL AND SPECIFIC r- X I ❑ I I INFORMATION NOT 5HOUN HERE NO. DATE REVISION RIEFER TO MAIN FRAMINCs PLAN I e/s/me BA I I BA 2 A, -1/24/03 I I /// 10M/03 8'-0" CLG --- I I 5-GAR GAGE I 9'-0" CLG I (FROM T.O.C.) II I / �T \ li -T-------- I -------------- I PROJECT TITLE I , \ I I Ii i LA LACUNA - LARGE s'-0" CLG I I II i f II I -0.' CLG T ff,.,,8':-4�GLG:..:;;, \ \ I I LIVING I I FOR I / t WA K-Ijk I i 9'-0" cic II I THEFIIIORECAST 8-0' CL;ii I I I 06'10 V IAMCENTER V v91730 RA c o A c, F- 4■s y sxie...::. floatARCHITECT - - I I — — - ---- — - -- T ---- —y I ► \ 7 T— — —r --------f- -� — �- _.. _ ANIELLIAN -------------- _ S02 �.. ......... I / sot ecs I / LOW / I L•21'-3• —-—-—- T PROJECT N0. 3590 / IOOC% USE(121 Ibd NAILS PER TOP PLATE SPLICE / .... T - T I SHEET TITLE Iv -- --'--r7-7 - ----- - / I / / '-'°�❑, + _ Eli FOUNDATION L_-----J ROOF & FLOOR FRAMING PLAN 4C ROOF FRAMING PLAN 4C FLOOR FRAMING PLAN 4C WALE:1/4"•I'-0" WALE;1/4"•1'-O" ORIGINAL DATE: FOR ADDITIONAL AND SPECIFIC I FOR ADDITIONAL AND SPECIFIC IATION NOT SHOWN HERE INFORMATION NOT SHOILN HERE REFER TO MAN FRAMING PLAN REFER TO MAIN FRAMING PLAN c 0 E m (c 4 L,. J. -30407 rh PRINT DATE .vfar 131,2004 ST9j CIVIL �\P� SHEET NO, J4-4 Fc�cnL��P m ` 9'-0" CLG I I L `Ld ` 9'-0" CLG � �;^--� - -- ESI/FME,INC. F------ ----1 I i i I r--- STRUCTURAL ENGINEERS I 1 L----- ----J I I I I---- - - -- 1 PD1 1800 E.16T STREET A 92701 DINING I I------------, I I I DINING I r--- ---- --, I I PHONE:714-835-2800 1 9'-0" CLG I I I I 1 1 9'-0" CLG I I I I I FAX: 714-835-2819 1 I I I I I I I I 1 1 I GARAGE i i 1 9'-0" CLG I I 9'0 RGE GA (FROM T.O.C.) I I 2 I I I (FROM T.O.C.) 1 I I DEN I I I I PD1 QED &/ I 1 I I 9 7-0-" CLG I I I I I I 0""1LG I I LIVING i i i 1 i i LIVING 9'-0" CLG I I 1 1 I I I I 1 1 1 I I I I I I 9'-0" CLG 1 I I I I I I I I I I I 1 I I 1 1 I I I I I I T I I I I I I I I FDI I L1 I I I I I I I I I I ----------J ------------------I L-----------J I--------------------------J L-----------------J L' ----- ---J �---------------- L ,. r ] r' TJ 22xT I �� DOL POI¢1AL FDI < DRL PORTAL PDI < 21. NO. DATE REVISION Qj 5]8/09 OPT. DEN/BED 6 OPT. DEN/BED 6 0 1/24/03 FLOOR FRAMING PLAN 4C FLOOR FRAMING PLAN 4A ° 10/2T,03 SCALE:1/4""F-0" SCALE:I/4"=I'-0"FOR ADDITIONAL AND SPECIFIC FOR ADDITIONAL AND SPECIFIC INFORMATION NOT 5HOB.N HERE INFORMATION NOT 61-10114 HERE REFER TO MAN FRAMING PLAN REFER TO MAIN FRAMING PLAN PROJECT TITLE LA LACUNA - LARGE 9'-0" CLG .--------- 1 —] 1 \ / -,r ---1 LIL . FOR THE POREOAST - -_-� H GROUP --1 - I L-- 10610 CIVIC CENTER DRIVE RANCHO CUCAMONGA,CA 9fT30 ARCHITECT L----- -- DANIELLIAN DINING I r---------- I 9'-0" CLG I I I I I I I I I I I PROJECT N0. 3590 1 I I I i GARAGE I SHEET TITLE 1 I I I 9'-0" CLG I (FROM T.O.C.) OPT. DEN/BED 6 10 CLG 9'0 NLG ; FOUNDATION I I I 1 1 I PLAN 4 I I I I I I I I I I I I I 1 ii it I 1 I I I I I I L-----------------J L-----------J L-------------------------J ORIGINAL DATE: K m oQPOF /pNR S F E l OPT. DEN/BED 6 PRINT DATE FLOOR FRAMING PLAN 4B 1 N 30497 �, rn cr L ,.r 31,2004 SCALE:1/4".1'-0" FOR ADDITIONAL AND SPECIFIC S CIVill- p*4Q' SHEET NO. S4-G J j, INFORMATION NOT SHOUN HERE OFCAI.�", REFER TO MAIN FRAMING PLAN --- -- O 1 --- --- 9'-0" CLG 9'-0' CLG U � � aD1 4x_beol L �L i li x i i 3-2 WH 3-2 ��. -J 8DI J W"J •, -_-_-_- _-_CQ1T. 91A"xll EN --J JN,35903-7-03 1 ESI/FME,INC. V 3-2 SDI a+ spl i "� li sD1 STRUCTURAL ENGINEERS 1800 DINING DINING 4x6 4xb L•1'-6" it DRAfa TRUSS mFJ1 ANT E.15TH STREET 3x SILL DRAG LOAD,mom. SNTA ANA,CA 92701 PHONE: TO F%w%'l INALS FAX: 714-835-2819 9'-0" CLG 9'-0'" CLG .11" SDI 6ARA�E 6AR�i � 9'-0" CLG s'—o., L L Ly BED BED — (FROM T.O.CJ) (FROM T.O.C1 6/ J / DEN DEN TRWDR a TR W QO0F EN.�I T DR?G 9'-0" CLG 9'-0" CLG LOAD•10¢ro" g LIVING LIVING 9'-0" CLG 9'-0" CLG A p` �� SD41 I rll I I 0 �xb_IIL__II _-JIIIr`_ _1 Dom.FL 5 V4'z IB'P8L _ 4x10 _ 3 V7"x 14'PSL_ _ 12 D elm� ,12 A �I2 SDI eol O/WDR OMDR F •HDR Sim -- - � WORTJ22 x1 12� x'1 l`I i ( DBL PORTAL i (� DDL PORTAL ^ ' NO. DATE REVISION Q 6/S/09 OPTIONAL DEN/BED 6 OPTIONAL DEN/BED 6 0 'n"m3 FLOOR FRAMING PLAN 4C FLOOR FRAMING PLAN 4A SCALE:1/4" .V-0" SCALE:1/4"=V-0" FOR ADDITIONAL AND SPECIFIC FOR ADDITIONAL ANp SPECIFIG� INFORMATION NOT SHOLLN HERE INFORMATION NOT SHOLLN HERE REFER TO MAIN FRAMING PLAN REFER TO MAIN FRAMING PLAN PROJECT TITLE -- --- 9'-0" CLG LA LACUNA - LAR6E FOR Ls THE FORECAST GROUP W CIVIC CENTER DRIVE KA R.ANGHO GUGAMON6A,GA 11I-!90 ARCHITECT DINING DANIELLIAN 9'-0" CLG 6ARA6E PROJECT NO. 3590 9'-0" CLG SHEET TITLE (FROM T.O.C) BED 6/ L 1 V I NCG DEN OPT. DEN/BED 6 9'-0" CLG 9'-0" CLG FLOOR FRAMING PLAN 4 0 ORIGINAL DATE: 0 OQPOE OPTIONAL DEN/BED 6 �wQ ` F y� FLOOR FRAMING PLAN 4B , y PRINT DATE 17 O L'.Nc. 30407 N m r, I, t 31,2i?OA m SCALE:1/4". 1'-0" FOR ADDITIONAL AND SPECIFIC SHEET NO. C A C INFORMATION NOT SHOLLN HERE 'S7� CIVLa Jpb Jft V REFER TO MAIN FRAMING PLAN QFCr',�F� 1.Beam 1.2x Blocking or A35 Per Plan 1.2x Rafter/Joist or TJI 2.Poet or Mult,Stud. 7 1.tx Starter Bd.0 Exp,Eaves 2.Roof Shtg 1. Edge Nailing 1 2.2x Blocking or TJI 3,2X Studs & 3 2.Roof Sheathing 2. 2x Blocking 4.Simpson MSTI 36 3.8d at 3.Simpson C816 w/t0d Nails• 3.Manui.Wood Trusses. 4.8d at 6'O.0 3 3. Roof Shtg Over or ST6224- Trusses Simpson HI at 48'o/c- 5.16d at 8'0.0 4.Stud Wall o- 5, Top Plate Trusses 1 5.Flush Beam 4. 2x Blk with 16d at • \5U.N.O. .E.N. 6.B.Stud Frmg n g 8.13116d E/8 T Edge Nailing ,IJ /�:J 8' O.0 (May be 47.Truss 21.TJI Blacking .U.N.O 1 1 7,Simpson A35 et Fit Ti q 4 2 Ommite0 If Shear Is +•2'Spacing For C8 8.E.N 2,Sims 6' S1 COntIn000e at Outer 8.2x BLK' -To Be It Tight Face w/o Intrerruption) 3.Simpson C316• 5 Snu4 To Trues And No Skip .3t'vo 3-7-03 BLK G.Allowed. 2 •U.N.O 4 (Vent Hold e OKI 3 2 3 * U.N.O. •+2'Spacing For OS16 ALT CONDITION •U.N,o. ESI/FME,INC, II II 1 2 /8 STRUCTURAL ENGINEERS 1 ti 4 3 /FY 3 SANTAEANA,CATREET 92701 5 1.4'.+ �l PHONE:714-835-2800 Omit if Truss 1 _ /1 q o- FAX: T14-835-2819 is Adequate 5 for Drag Force f 1} r,l 2'-4' 9'-0' L�jEQ 6 6 2 1 X SPACING 8 8 •• H1 A35 E. ,6• 2 3 1 48'c/o 48,o/c 6 7 1 7 2'-4' 9'-0' 2 N.A. 332*o/c 6 s $ eAs Per Plan # 6 ALT. 4 3 24'o/c o/c 83 CONDITION•U.N.O. 4 N.A. o/c 4 ESI/FME ESI/FME E I/ M E I/FME 5 ESI/FME SHR-009 SHR-007 SHR-005 DRG-003 SHR-001 17 SHEAR TRANSFER 13 SHEAR TRANSFER 9 PERPENDICULAR DRAG STRUT 5 BEAM POCKET DRAG CONNECTION 1 EAVE TRUSS SHEAR CONNECTION 1-Post 1.1x Starter Bd.0 Exp.Eaves 2 1. 1x Starter Bill.0 Exp.Eaves Omit if Truss 1. SImp.A35+ at 48'O.0 2-SimpsonMST-48 1 1!3lmpsdn ST6236 or 2 8 10 1 2.Roof Shtg. 2.Roof Sheathing Is Adequate (To Be Installed After 3-Cut through Sht'9 MSTI 36 3.Roof Trues or Ratter Per Plan 3.Roof Ratter for Drag Force Loading Roof) 1 4,2x4 Fingers to install strap 2,Shim as Req'd, 7 4.SImp.H1 0 48'O.C. ALTERNATE 2. 16d Nails* 2 (See Plant 5.Top Plate a 5.Top Plate 3. Struct, Truss 3.Slmpson COSS 6,E.N w 4.Post 7,A35 at 48'o.c.UNO. • 1 6.Edge Nailing 6 4. Roof Shtg (3� 7, SImp.A35 0 48' 0.0 5. 2X Blk'g v \lt } S.Gable End Trues Per Plan 5.3/8' Plywtl Both aides 8.(318d Toenails 0 Ee,Rafter 6. E.N 1 L 4-max. w/ (10) 10d. nails 9, Stucco Shear 2 5 Or Solid Shtg 3 See Spacing on 2 5 4 Or Structural Trues, •U.N,O. 6 + �3�, w 10. 16d at B'O.C. 3 Schedule Below. \l, 4 3 e See Spacing on 5 16d A35 ROOF _ ___ 6 6 Schedule Below. 2 1X SPACING E.N. u+ 5 .1 10• E - --- SPACdING A35 ENF B .2 8' Note:Notch Larger Beam .X NO. DATE REVISION .3 4' ,28• 24• - H7 A35 E.Nto receive Smeller When'4STAGG w +� x 'X' la Greeter Than 4' 9 .3 4' 16, - .1 48' o/c 48'o/c 6' L B/5/03 6 ALT.FOR +U,N,O, 4 STGGER D B 2 32'o/c 32'o/c 3 6' Q Tao/o3 at ! As Per Plana A = N,O. TJI 1 6 .3 16' 16,/c c/o 6' U. q .4 16'0/d 16'c/o 4• Q 102T/03 ALT CONDITION ESI/FME I/FME ESI/FME 5 ESI/FME 5 ESI/FM SHR-010 HOD-001 CON-002 SHR-003 ALT CONDITION SHR-002 --- 18_L _DRAG TRUSS SHEAR TRANSFER 14 POST TO POST HOLDOWN 10 MAIN INTERIOR�BEAM 6 GABLE 2 EAVE RAFTER SHEAR CONNECTION r-lc/ 1-E.N. 1.Simp•ST 6224, UNO 1.Post• / - 2-Sheathing 1 Alt.MSTI 48 at Dbl.TJI/P$L/LVL PROJECT TITLE 1,Plywtl Roof 1 2.Simpson ST6224+ -- - - - - -- 2.See Plan for Big.Condition. LA Shtg,or CS16 3.2X SIII Plate _ _ 3-Simpson ST6224,UNO MSTI48 G - LAR6 - 2.2X Blocking Ae 4.Bm or Dbl.Jet or P•L 0 DBL TJI/LVL/PSL 6 Top 3.Drop Beam,or DDI Jet. 3. Trusses per Plan 2 5,Wrap Strap Around Bm. ------ ------ 4-Stud Well or BM. 4.Flush Beam,or Dbl Jet. T %LT ywood Spacer 5-Beam or TJI or LVL,PSL. /, FO 5.Plywtl.Shtg Joist W FOR w 5 (See Plan) q (To Each Jolat When DDI F/JI 1�1THE FORECAST Bd at a 0.0 Bd aQ a.r o,c 3 5 GROUP Eq. Eq. 106'70 CIVIC CENTER DRIVE w 1 4 RANCHO CUCAMONOA,CA 111•130 5ARCHITECT DANIELLIAN 0 DBL TJI/LV Ep X Strap •Obl.TJI/ x STRAP /PSL AT TOP 1.(212x Joist(See Plan) LVL/P8L Ia t' loc' 4 2. Simpson ST6236 + 1 ST8238 MSTI60PROJECT NO. 3590 1 ST6236 MSTI60 3, Edge Nelling 2 MST48 MSTI72 EQ, EQ. 5 2 MST48 MSTI72 4.2x Top Plate. 3 MST60 - SHEET TITLE 3 MST60 3 5 6 4 •U.N.O. ESI/FME TJI ESI/FME7V A ESI/FME ESI/FME ESI/FME STRUCTURAL DRG-005 HOD-002 DRQ-009e DRG-010 DRG-001 DETAILS 19 DRAG CONNECTION 15 TIE DOWN CONNECTION 11 JOIST DRAG STRUT 7 DRAG CONNECTION 3 DRAG DETAIL 1.Edge Nailing 1.WB126 at Plate Break, 1. 2X Rafter � UNO.(or 0816 Strap) 1. 3/4' x Space 0 Top Plate 1 2 2.Double Joist If Applicable 2.Dbl.Top Plates Typical. To Bottom OF Truss 1 2. Plywtl Roof 16d 1. Edge Nailing 1 I 2 L-(See Plana) S.Simpson A35 At 48'o,c.IU.N.D.) 3.2X Blocking on Edge. 4 3. tx Cont. w/16d Nails 2. tx4 Plate Over 2x4 Plate at 8' O.0 4'- 'PI w. 1 2. Header i 3 4,Alt.A35F Location +Unless Interrupted by Window w/ Simpson All No Clip in 3 4. Edge Nelling 3, St1.3trsD SIost over 5,Studwall Or Beam 48' O.C. ® All Non-bearing 6224 Ea.Poet over t 9'-0• 2tf•Interior Wells S. 2x Bikg W/Plywtl E.N --- 6,TJI Or Blk' or Rim 4 6, 2x Cont. w/16d's 0 I Plywtl.Shtg. g• 8d Common N Btl Common at of 3. 2x4 Walls 0 16' o.c.,U.N.O. It B. O.0 -= 4.Post w/E.N. 1 7.TJI Every Third Nell Hole. Every Neil Hole. 3 _ B 5. 2x Stud 0 16'o/c 8, 10dDbI.TopNa Plates 4. Bottom Of Trues Per Plan w' 2 6.AB'e See Plen ORIGINAL DATE: 9, 10d Nails At 12'O.0 U.N.O 7.2x Sill Plate* 8 1 0 m 3 8. Slab on Grade 4 ZJ A3 Spacing 10d Spacing 2 m 4 9,U-Bars to Match Grd. 5 2G a Size. Wall Material y 7 .3 i6 4'Sta ;aQ cS * /Ct�✓ ee Plan 10. Slmp.ND,See 6 .4 .4 2' to Jr'!'�•��'�+7�'aE ALT CONDITION i 2 1 7 Fdn Plan When Specified. r�7 V k/ Q-) (Rotate 900 corner) d1 6 �+ 8 11.Curb Height Per Plan 9 ![;i r..'3 407 3 04 Bm.in Quantit 8 ® 5 9 L J •U.N.O. 3'clr. RINT DATE _ LJ N� 10 11 m OPf.1 TJI w/A35 OPT.2:TJI w Toe Nails Per Table ^ o ESI/FME ESI/FME EHR_OO / ESI/FME -VESI/FME SHEET N0. \D1 SHR-008 SHR-006 SHR-004 DRG-002 VVV 20 NON-BEARING WALL CONNECTION 16 SHEAR TRANSFER 12 GARAGE DOOR HDR SHR WALL 8 JOIST SHEAR CONNECTION 4 DRAG CONNECTION 1. Simpson ST22 O 48' O.C. 1.Floor Joists. Beam or 1.A35 O ZC ox 2.Roof Rafter w/ Hanger 1,Dbl.2z SIII 1, Wall Above 2 2.Roof Shtg. 3.Truss Per Plan Post Abv.,Sr 1 Plan 2.D61.Top Plates 2. 2X Blocking 2.AdditionalS22 or H2.5 3. Flr.Sht 3.Vertical web 4.Bm Or DDI Top PlateSIm 3.11)Simpaon C316 + A dal 3.Additional Strap Where 4. 2X FIr.Jolata 4.2x Blocking 5. Boundary Nailing w/10d O 2' o.c.O Ea. RerJulred. 5.Trues 1 6. A35 Nailing 12' PANEL WIDTH Ea. Corner Over Plywd 5. 16d at 8' 0.0 6.Edge Nailing 7. A35 O 24'o.c. 4.Support Beam or O 4.2x Blocking 6. Flush Beam 8.Shr Panel,See Plan Stud Wall,See Plan 4 5, Shear Wall Edge 7.Rt Trusses w/app.hngrs 5 9, 16d O 6'O.C. Nailing. 8.Rf Shtg o/Roof Trusses O U.N.O. 9. Edge nailing 5 1 ' U.N,O 10 1 10.Simpson H2 at 48'O.0 V. S • g ESI/9FME,wc. 5 5 11 2 12.Bera Ledger Plan 1 2 STRUCTURAL ENGINEERS 'tVU.N.0 4DW 1800 E.16TH STREET 4 OPNG. SANTA ANA.CA 92701 9 3 See Framing PHONE: 14-83-2819Plan, Typ, PAx; 716-935-26t9 3 \A35 Spacinglan C. 47 2 4 •� �•\ d. 4 8 SI/FME E I/FME ESI/FME 14-1 SERM E1EHR-019 ROF-016a HOD-009 11' SHRF0M3 a 37 TRUSS SHEAR BLOCK 33 ROOF CONNECTION 29 TE CONNECTION 25 SPECIAL SHEAR AT WINDOW OPENING 21 SHEAR TRANSFER 1. Edge Nailing 2 1.Simpson MST-37 1.Simpson MST-37 2. 2x Blocking1.Edge Nailing 2. x Beam 2.Drop Beam 4. Drag Nailing ss, See Plan � 1, Beam or Mtpl.Jata. A A 3. A35 O 24' ox, � 2.Roof Sheathing 3.Sim ST6236 3.Simpson ST6236 3.Girder Trues PPa^ 1 2. Blocking 9 1 4. Trusses 4. 4x Post 4. 4z Post 2 3. Simpson 1 3.WB126+or 12'Long 3T 6236• 5. 16d O 6' o,e. (Plywood on aide 5.Sill Rote 5.SiN Plate C816* 4. 2x4 Scab L•8' w/ 6. Hanger May Be Omitted 6.Dbl.nr.Jobt or Beam 6.TJI 4.Wall or BM/Jets. 2 11 O 4'ox Stagg. 2 7, Bm If Designed as 7.Muft.F.J or Bm. 7.l6d Mails at 6'O.C,U.N.O 8. 5. 8d, Common NalisO 1 ® Single Drag Truss Only 3 B. 2x Blocking w/16d 3 Drag Truss) 8.Single Rim Jsts. a.Single Rim Jab. 5.4 c/o 16'a/c for 1 5.Post 8 Beam O 6' o.c. 4.2z Blkg.w/t6d's 9.Sole Plate Nailing 6 0sle) 1 // 2 6. Top Plates Alt. 9. Boundary Nailing O 6' ox 10.(2)8d Wils,Clinch � 2_6' I 6 Common of ado 4.2' 4 • U.N.O 5.Simpson HU 11.PI Web Stifener• I 3 10 D B/S of web: o/c (4' a/c For CSi61 4 5 4 r 3 91/2'a11 7/S:3/,Cz21/1ir ---- 3 11 @ t6':1'z 2 1/1C 5 3 ' 9 •See P 9 3 6 ••See Plans / - ---- 4 4 1// 1 •r D 7 b, 6 E E NO. DATE REVISION 1 1 B 2 Shtg g Thru / 2 Cut Th. / 11 6 iSht9 __i Qj a/Di s F--l� 6 7 4 6 •Ref:TJI Res. ID 1 i \l U,N.O, 5 Q TA4/09 ESI/FME Product Ref L� ,Q 1m/31/0s ESI/FME ESI/ ME OF-035a SHR-018 HOD-003 ESI/FM ESI/FME DRG-018 DRG-ME 38 SHEAR TRANSFER .07 34 SHEAR TRANSFER 30 FLOOR HOLDOWN 26 INTERRUPTED DRAGS 22 IDRAG TO TRUSS 1 1. 2x Sill Plate 1. APPLY PLYWD TO BTM SOLE PLATE 1. Simpson ST22 O 48'o.c, PRIOR TO LOWER RF.FRAMING ALT.(4)16d's Per Lap 8 Spike 2. 2x Decking 2. ROOF SHT'G 1. Floor Sheathing PROJECT TITLE 2 2.Betters(see Plan) 1.DDI Top Plate - 3. E.N, 2. Sill Plate Nailing 3. Deck Joist Per Plan /� 4. DRAG TRU33 w/E,N.LOAD 3.2x Blocking See Plan LA LACUNA LARGE 3 2000 IDe U.N.O. 3. Edge Nailing 4.Ridge Bm(See Plan) 2.Simpson ST6224 4. 2x Ledger w/ 5/8 Dis. x _ 5. 16d's O B'o/c U.N.O. a. Beam per Plan 9 5' Le Bolts 0 16' O.c. 2 6 8. 16d's SPN O 16'o/c U.N.O. p +U.N.O. 3.Top Plate Break 4 9 7. FLOOR SHEETING 5. 2X Joist or Blkg 4.U.N.O.stude Staggered, U.N.O. 3 S. 2z BLOCK/F.J.OR w/16tl at 12'0.0 EQ. EQ. EQ. EQ, THE �OREGAST 3 TMPSON TRAND BLK/JOIST 5. Simpson LUS Hanger 9. SIMPSON A35 O 8'o/c U.N.O. -- - - 6. 2x Rim Joist Or Timberstrand 7 s # Where 1 3 1 Io6RTOOGIVIIC CENTER DRIVE w 7. A35F'S @ 32' o.c. U.N.O. f 2 Occurs RANCHO GUGAMONSA,CA 1117W 8. 2x Blocking 3 .* + 2 ARCHITECT 9. 16d ® 6' O.C. a �P + DANIELLIAN � 4 8 Ixl 5 l'J- 914 3 I z PROJECT NO. 3590 I I 6 5 3 4 I I JI 7 SHEET TITLE ELEVATION ESI/FME ESI/FME ESI/FME SHR-04 SHR-022 ESI/FME ESI/FME STRUCTURAL ROF-003 DRG-025 39 DECK DETAIL 35 SHEAR TRANSFER 31 SHEAR TRANSFER 27 RAFTER ON RIDGE BM 23 'TOP PLATE BREAK DETAIL Simpson ST6236 1. Simpson ST6224 1. 1, Roof Sheathing 2. (2)2x Rafter or Bm 9 2. Edge Nallln 2. 2X Top Plates g q dge Nailing (See Plan) 2 3. 2x Blocking 3. Ridge Beam 1 2oof Sheeathing4. 2x K.S. O E/S w/ 16d's O 12' o.c. irder Truss W/ Aroved3.2x Blocking 1 3 4. t6d O B'o.c Gp 5. Rafter or Truss 5. Poet per plan flngger Per Truaa fr. 4.Ridge Bm ISee Plan)eyplcal Roof Trusses Top Chord.erPlan +U,N,O. 6. StudwallEO, EQ. 4 x BicekV.N.O./18d'e O w/ 16tl OA27. 2x Blockin U.N.O. EQ, E0. 4 B. Lep 8 spike8 nn 4-18d C7 Ic. gp 7 L DATE: 9. SImp.TS9 O'.10. 2x Blocking 11. 4-16d per St 2212. Simpson LIJ3 c11 Wrap tosilo4;F 1.(2)2x Joist(See Plan) 4 9 1 7 2 8 3 2.Simpson ST6236 1 3.Edge Nailing 3 2 0 4.2x Top Plates PRINT DATE +U.N.O. ESI/FME T RAFTERS PERPENDICULAR 4 ALTERNA 12 0 5 ESI/FME DFIG-0E- FME ESI/FME TO WALL ESI/FME SD2 ROF-018 DRG-010 ROF-028 ROF-002 SHR-012 SHEET NO. L40 I ROOF CONNECTION 36 DRAG CONNECTION 32 ROOF CONNECTION 28 DRAG CONNECTION 24 ROOF TO WALL SHEAR TRANSFER SEE DETAIL 1 FOR REPETITIVE INFORMATION 14 SDS 1/4' x 3' SEE DETAIL 1 FOR 1. 4'Nominal Conc.Slab w/ 1212z4 CONT. 0 18'HARDY PANEL REPETITIVE INFORMATION SEE DETAIL 1 FOR 6 6'x6'-#10/i10 W.W.M.V.N.O. TOP PLATE8 REPETITIVE INFORMATION 61Min,-)Sty vertical Bars•OA Middle 0 24'o.c 2. 6 MII. Vlaqueen GARAGE Min.-2 ty 5 12' n 5 Membrane, Extended 1 1/2' HEADER 1 POST TO BM 8. 1/2'Exp,JOint. 1 7 Into Foundation Wall w/ CONNECTION PER PLAN 18. 03 X 24'DGW#18 5 1 9 24. f 2'of Send Over JAMB 2 8 at 24'O.0 2 o m 3. It #4 T/B MM.,Typical a -3590 3-7-03 2 0 ®All Cont.Footings,U.N.O JAMB 4. Natural Grade or A ESI/FME,INO. varies Approved KING A A x x-x ^ �• "� STRUCTURAL ENGINEERS STUD - 18A sea plan � H � `} ;o� Compactetl FIII. • • X o •A 5. D.F.P.T.Plata w/ 5/8'die. 1800 E,AL STREET Slope X x-,fix x Y \/ 12•A.B'e •72'O/C Min. 121#5 REBARB TOP 8 B T, 1-1/8' ALL-THREAD ROD \ \ \ �/ w/2• z 2'x 3/i6' Weaver SANTA ANA,CA 92701 EXTEND 4'-0'PAST EA SIDE w/ 1/2'x 3'x 3' / \ \ J \\ \/ „ �, 12'From ell Corners 8 Spllce6 PHONE:7M-835-2800 OF FRAME IWRAP•C RNERI PLATE WASHER \\ �\�\\\ J • • \\/, m ^ FA 714-835-2819 ENGINEER OF RECORD 0 CHEC ,P MBED SCHEDULE \ \ ^ m m W/7•Min.EmbedmentlU.N,O,) 4 /\� \ 3'M n. -j ^ N (See Foundation Plans) DEEPEN FTG. O ri 1' n �\ • i 4 i�0 I m m 8. Cold Joint at 2 Pour ANCHOR BOLT II -MIN.CLR FROM EDG • 4 g• \ SEE PLAN N OF PLATE WASHER 7. 2'x 2'x 3/16' Washer Alternate F oti g w/Heel _ s 12'-1 St Alternate Ft9 n n, o y Condition II L • y Condition w/Heal 1 3 Note:See Soll Report For ESI/FME ESI/FME ESI/FME Optionalr [9�11 8t 3' AddltionaI Requirement. FDN-004 FDN-013 FDN-009 ESI/FME 12'-2 3tY• • U.N.O. ESI/FME FDN-005 FDN-001 17 HARDY PANEL w/ 1 1/8• DIA. A.B. 13 RAISED ENTRY PORCH 9 SCOOP FOOTING 5 EXTERIOR GARAGE FOOTING 1 TYPICAL EXTERIOR FOOTING 12 . 4' Nominal Conc.Slab w/ 6'x6'-#10/#10 W.W.M. U.N.O. 1 5 2. 6 MII.Vlequeen SEE DETAIL 1 FOR SEE DETAIL 1 FOR SEE DETAIL 1 FOR Membrane,Extended 1 1/2' REPETITIVE INFORMATION REPETITIVE INFORMATION SEE DETAIL 1 FOR 6 2 Into Foundation Wall w/ REPETITIVE INFORMATION REPETITIVE INFORMATION � 2'of Sand Over Depressed B.1/2•Expansion Joint 7 12 12• 3'e'Concrete Filled 7,Interior Wall Shall Have `m 3. 11i#4 T/B Min.,TypiCal 1 2z4(Optional) 10. 3/8'DIa.9tl.x24' S Pipe Bumper Guard RAMSET/REDHEAD 1516SD (Schedule 40) Dowels 0 24'o.c 0 24'O.C.U.N.O.(I.C,B.O. 02 • All Cont. Footings, roved 1 8 • U.N.O. 1 *1639) or Equal. -24 4, Natural Grade or Approved 2 5 w/ScooO Ft9• 13. 12'3q.Shovel Footing 7 `} Compacted FIII. ,Il 5. D.F,P.T.Plate w/ 5/8'dla. 1 4 • x x� Refer to Arch.Plen N r II 12•A.B'c®7z•o/c Min., p w/2•x 2' x 3/16•Washer x _ 1 U Slope per code 0 H 12'From all Corners a Spite a / z-z - =e x x x x 8 w/ T Mln.EmbedmeM(U.N.O.) - x • _ (See Foundation Plane) / 6. Cold Joint at 2 Pour 4 \ \ / iv • \ I 7. 2'x 2' x 3/16'Washer r ^ S. When H 1.5'Us0 04 0 48' to m o,c. Vertical Dowelsl2' I • 10 6' ' V N0. DATE REVISION ry I //,,// / 4 6 iv io 4 iv m 124, / -J \ .♦ 13 ie Qj 515103 1 U /'-7`_ 12' 12'-1StY Q 1/24/03 12'-1 Sty 15'-23ty Note:See loll Report For Cont.Footing If Req'd 3 Q 10/2T/03 15•-2 St 3 Additional Requirement.ESI/FME See Found. Plan ESI/FME ESI/FME UNnFDN-001 FDN-014 FDN-010 ESI/ ME ESI/FME 18 TYPICAL EXTERIOR FOOTING 14 RAISED FLOOR FDN-006 10 BUMPER GUARD FDN-002 6 PORCH 2 TYPICAL INTERIOR FOOTING 6 SEE DETAIL 1 FOR REPETITIVE INFORMATION SEE DETAIL 1 FOR SEE DETAIL 1 FOR 1 7 7.Interior Well Shall Heve SEE DETAIL 1 FOR SEE DETAIL 1 FOR REPETITIVE INFORMATION PROJECT TITLE RAMSET/REDHEAD 15163 REPETITIVE INFORMATION REPETITIVE INFORMATION LA LACUNA - LARSE 2 -�= 4 0 24'o.c.U.N.O.(I,C.B4O. REPETITIVE INFORMATION 8- 1/21 Expansion Joint #1639)or Equal. 13.Concrete Pad(See 8. 1/2'Expansion Joint, U.N.O. To Drain 8 11, Driveway Slab or AephalL 6 16 Plana for Size) Slope 2'Mln. _ 15 14,Concrete Pier 6 FOR x x- x x Sae Foundation When M t5',Use#4 1 Plan 15. Poet 1 1 5 Vertical Dowels 0 Center ° • s u optional t1 THE FORECAST 2 18. Simpson-Poet Base I 2 12• GRCIVICU CENTER DRIVE (see Plane for Slze IY B RANCH VAMON6A,GA 91�30 DEEPEN FOOTING O 13 L J 2#3 -U Bar and Type). -� i24' LOTS 18 20,FILL -- - -X ---- - varies PER SOIL ENO. x x x x I I M x x s see Aroh ARCHITECT E \ ^� I•y DANIELLIPaN 4 / J O iv m • • / I PROJECT NO. 3590 • 4 O 4 9oIlEDPour� 12' SHEET TITLE See Plan Z. Alternate Footing 12'-)Sty 3 ESI/FME Condition W/Heel 15•-zsty ESI/FME ESI/FME FOUNDATION FDN-002 FDN-015 FIN-. 1, ESI/FME ESI/FME FDN-007 FDN-003 197TYPICAL INTERIOR FOOTING 15 FIREPLACE FOOTING 11 CONCRETE PIER 7 SLAB EDGE AT GARAGE 3 HOUSE TO GARAGE FOOTING DETAILS SEE DETAIL 1 FOR REPETITIVE INFORMATION SEE DETAIL 1 FOR SDS 1/4'x 3'PER REPETITIVE INFORMATION., SCHEDULE OR EQUAL SEE DETAIL 1 FOR grolaon �L1in.Pot A.Dle MIn.Empetlm f 1.2 Post Per Plan T Selection Table: 2-2x4 CONT. \�'•�,- REPETITIVE INFORMATION Type: 91ze: From To of Con do de 2. SImp.Holdown per Plan MotleL 2X 3X and 2-2X SiII.Pi. TOP PLATES 19, 2X Stud or Post Bolted HD2A 4x4 5/8' 12' 5' 1 3/4.3.AST M A307 Grade Steel HOLDOW ono Pour Two Pour I HDSA 4x4 3/4' 14' 5' 1 3/4' Anehor Bolt with Std.Hook MTT28 SSTB 16 SSTB 20 To Angle. HD6A 4x4 7/8' 21' 5' 1 3/4' (L-Bolt or J-Bolt)Per UBC 1 HTT16 SSTB 16 38TB 20 2 f HDSA 4x4 7/8' 21' 5' 1 3/4' Sec.1907,1 O 20.L 30' W 1121 Steel An01e o g HTT22 SSTB 20 SSTB 24 IL IL-30',W/12)1/2•DIe.MB'9 HD10A.4x4 7/e' 21' S. 1 3/4' Bolt Diameter per Schedule, HD 2A SSTB 16 SSTB 20 1 19 •HD20 4x6 1 114• 36' 5 11/16'2 3/4' 4.Mud Sill Plate 2 HD 5A SSTB 20 SSTB 24 1 see lane GARAGE MATi2 4x4 3/4• 14' 5' 1 3/4.5.Top of Concrete HD 6A SSTB 28 SSTB 34 HEADER 2 20 * To be used at 2x6 Stud Well Only. 8. Cold Joint 6 HD BA SSTB 28 SSTB 34 2 1 POST TO F. INAL DATE: •Use(24)16d CommNella to Post at MTT280 Only. 7. Ftg.Re-bar per Plan t x__u (Eh y HD Not SSTB 28 SSTB 34 Y BEAM N 2 8,ConaFtO.Per Plan II m ---L Do Not Install HTT or he` 4 1 Note:HOIddWn Anchors Must •1; J.I HOIdOWne R819ad Off The MUdslll z-x Slope JAMB A A rf m x x x x �t'1 be Tied In Place Prior to ----- -- POST ;,,y1 CS N 040 rn 2 = 0 Deepen Ft0•Aa Required /z rn `\ • 13.#3'0.0 Dowels at -p• to Obtain Ancnor Embedment /� \ \ // - 3 % 1I \ NOTE: Holtlown Anchors \ 24 •O.0 6 and Cono,Cover. / Imp.SSTB Must Be Tied In TU� The Above Embedment For AZ � i Bolt. Place Prior To 'r � TUD 7/8'DI rn Is Valid For 1-Pour Fdn. `\ J/ 1 Foundation ALLTHR P CIV{L P 4 - For 2 Pour Fdn, add 6'to the CYO 13 :h Embedment. 4 I Inspectlbn. pWiAVTE2•xy/p-gxl{� CAL1f g _____ _ Edt Deepen Footing • EMBED 3CHEDUL m -_ =1r-=o^m p Alternate Footing Aa Required To o (�71 Ee Condition w/Heel Obtain Anchor ---_- - - - t2•Dia.Mln. -Y II u� `� Embedment and g MIN.FROM-C -- Concrete Cover, ®F BOLT PRIM DATE g' Shovel F[g. ------��- b ESI/FME 31 Min. ® PLAN VIEW • At Lota 18 9 20, Add (2)#4 Vertical 2-#5 MIN,REBAR 0 TOP 3 BOTTOM a c ESI/FME Bare Adjacent to HD Bolt Down To E$I/FME XTEND 4-0'PAST EACH SIDE FDN-020 v FDN-016 Bottom ReDar ESI/FME F FRAME(WRAP AT CORNER) ESI/FME FDN-012 FDN-008 ENGINEER OF RECORD TO CHECK SHEET NO. FD1 20 WALL BRACE 16 SIMPSON HOLDOWN 12 1 MPSON HOLDOWN w/ SSTB 8 STEP 4 HARDY PANEL 818 & 918 TJ °SHEAR PANEL - TOP CONNECTIONS W 4 J Q Z 'd 3[1121" PORTAL ASSEMBLY 5C1 4" OR 5j1 21" PORTAL ASSEMBLY a � (OUTSIDE VIEW) (OUTSIDE VIEW) 0 ; �SY4� o ~ HEADER 3[112]" x 9[112]" (MIN.) HEADER AS SPECIFIED. HEADER MIN. 9[1 2]" DEPTH TOP PLATES OR AS SPECIFIED _ HEADER MIN. 9[112]" DEEP CENTER OVER TJ PORTAL FRAME STRAP N o 0 HEADER AS SPECIFIED. HEADER AS SPECIFIED 0 M1 OSB SHIM IF NECESSARY TJ®-SHEAR PANEL FOR 5[114]" or 5[112]" HEADER, a NAILS INTO HEADER ) USE FURRING AS REQUIRED o N C4 ([7181" MAXIMUM) PORTAL STRAP, 10d "SHORT" (.148" DIA. x 1[112]' OSB SHIM IF NECESSARY 0 0 SHIPPED WITH PANEL ([718]" MAXIMUM) PORTAL STRAP REQUIRES 1[112]" LONG x .148" DIA. NAILS INTO [718] OSB i 10d "SHORT" NAILS (8) 10d x 1Yz" LONG 10d COMMON (.148" DIA. x 3") T NAILS INTO HEADER (16) 10d x 1[112]" LONG NAILS: (8) INTO BEAM, PORTAL STRAP (SHIPPED WITH COLUMN) WS6 [114] DIA. x 6" LONG LAG (8) INTO HEADER AND (8) INTO (8) INTO WALL (718] OSB FURRING SCREWS OR EQUIVALENT TJ®-SHEAR PANEL. (8) 10d x 3" LONG w _ (SEE TABLE 1 FOR SCHEDULE) COMMON NAILS INTO SIXTEEN 10d x 1E1127' NAILS: QQ FURRING AND (8) INTO HEADER AND owe TJ®-SHEAR PANEL I (8) INTO TJ®-SHEAR PANEL o r m a 7 TJ 18x 8, TJ 18 x9 0 �a a 10 GA. GALVANIZED MINIMUM 2[112]" z 10" FURRING TJ 24 x 8, TJ 24 x 9 z ¢x w o¢ TJ 16 x 7 STRAP (G60) OSB SHIM IF OF [718]" THICK 058, WITH FACE 7� TIMBERSTRAND ESL TJ 32 x 8, TJ 32 x 9, TJ 32 x 10 n o o g w TJ 16 x 8 ASTM A653, GRADE 33. PORTAL COLUMN z w-z z G NECESSARY GRAIN VERTICAL TJ 48 x 8, TJ 48 x 9, TJ 48 x 10 c2< o- TJ 22 x 7 OR SHIPPED WITH PANEL �--3Y2 (TRIM AS REQUIRED) ¢ d TJ 22 x 8 3)¢ ([718]" MAXIMUM) o oij-oo3 PORTAL FRAME - 3[112]" HEADER WIDTH 1 PORTAL FRAME - 5[114]" OR 5[112]" HEADER WIDTH 2 PORTAL FRAME COLUMN 3 STANDARD PANEL ASSEMBLY 4 �nwl-n:3 TJ °-SHEAR PANEL - BASE CONNECTIONS PORTAL FRAME - SHIM DETAIL 01 0 POSITION SHEAR PANEL a POSITION SHEAR PANEL ON CONCRETE WITH USP MP4F FRAMING ANCHORS 1- SHIM MAY ONLY BE USED WHEN APPROVED BY EOR. o INSTALLED HORIZONTALLY BOTH ON CONCRETE WITH ANCHOR BOLTS THROUGH 2- FOR USE WITH 16" AND 22" PANELS IN SINGLE OR DOUBLE u; SIDES, (4) TOTAL. USE 10d x 1Y2" PORTAL APPLICATIONS. 0 ANCHOR BOLTS THROUGH HOLD-DOWN SLOTS TIMBERSTRAND LSL LONG NAILS, FILL ALL HOLES m HOLD-DOWN SLOTS 3- REFER TO THE TJ SHEAR PANEL SPECIFIER'S GUIDE FOR PORTAL COLUMN HEADER PANEL INSTALLATION INSTRUCTIONS. .° (TRIM AS REQUIRED) 4- PROPER INSTALLATION OF SHIM IN ACCORDANCE WITH THE m o 36 DIA. ANCHOR INSTALLATION DETAIL RESULTS IN 85% OF THE ALLOWABLE d 36 DIA. ANCHOR BOLT IN-PLANE SHEAR CAPACITY PUBLISHED IN TABLE #1 OF ICBO . .® BOLT ES PFC-5929. OTHER APPLICABLE ALLOWABLE LOADS REMAIN 3Yz• x 3V TIMBERSTRAND LSL UNCHANGED. �] CONCRETE TO BE SMOOTH AND CONCRETE TO BE SMOOTH HOLD-DOWN SHIM. FACE GRAIN WALL SIDE 5- THE FOR IS RESPONSIBLE FOR VERIFYING ADEQUACY OF 3 �J LEVEL BENEATH PANEL. GRIND AND LEVEL BENEATH PANEL. OUT, TRIM TO LENGTH AND DESIGN IN ACCORDANCE WITH REDUCED ALLOWABLE LOADS. AND FILL AS NECESSARY. ALL GRIND AND FILL AS [718]DIA. ANCHOR BOLT REQ'D. THICKNESS (1V MIN.) 6- NO MATERIAL SUBSTITUTIONS ALLOWED. SHIMS REQUIRED TO PLUMB PANEL NECESSARY. ALL SHIMS REQ'D. 7- REQUIRED MATERIALS: ARE TO BE SHEET METAL AND TO PLUMB PANEL ARE TO BE `USP ALL LAG SCREW OR EQUIV. NOT WOOD. SHEET METAL AND NOT WOOD. FILL ALL HOLES (4) UPS HEAR OR EQUIVALENT FRAMING ANCHORS. (4) TJ-SHEAR PANEL STRAPS. CONCRETE DESIGN IS CONCRETE DESIGN IS THE TJ-SHEAR PANEL SHIM STRAP BOTH (5) TO (8) USP WS 4[112]" LONG LAG SCREWS (QUANTITY DEPENDS ///���� THE RESPONSIBILITY RESPONSIBILITY OF THE FOR ON PANEL SIZE). FILL ALL LAG HOLES. SIDES. CENTER STRAP VERTICALLY OF ENGINEER OF •-- FACTORY INSTALLED BASE SHIM. NOT REQ'D. ON SHIM. USE 10d x 1)¢" LONG NAILS, 10d (1[1121" LONG) NAILS. HOLD-DOWN RECORD FOR PANELS LESS THAN 32" WIDE. FILL ALL HOLES. NOTE TO INSTALLER Q TJ 16 x 7, TJ 2 x 8 HOLD-DOWN PERFORMANCE. CONTACT THE ENGINEER TJ 22 x 7, TJ 16 x 8}STEMWALL TJ 16 x 7, TJ 22 x 7, THE USE OF THIS SHIM ALTERS PANEL (TYP.) TJ 32 x 7, TJ 32 x 8 AND TJ 32 x 9 OF RECORD BEFORE INSTALLING SHIM. TJ18x8, TJ18x9 TJ16x8ORTJ22x8 TJ24x8, TJ24x9 TJ48x8, TJ48x9ANDTJ48x10 NARROW PANEL CONNECTIONS 5 WIDE PANEL CONNECTION 6 F PORTAL FRAME COLUMN 7 SHIM INSTALLATION DETAIL 8 1 -TJ SHEAR PANEL IS MANUFACTURED AND TRADEMARKED BY TRUS Table 1 - TJ®-Shear Panel Description, Sizes and Allowable Loads Table 3 - TJO-Shear Panel Top Block In-Plane Vertical Load Capacities (100% Load DUreation JOIST, A WEYERHAEUSER BUSINESS, BOISE, IDAHO. HOME OFFICE: TJ Shear Width Height Number of Tap Hold-Down At Allowable Load Ultimate TJ Shear TJ-Shear Pan"Model Capacity at Top 31ak/Rol Intersection efia-Span Moment,(in.-lbs.) 200 E. MALLARD DRIVE, BOISE, IDAHO 83706, TEL: 1-800-628-3997. '- Panel Mad. (inchea)(..,)Canettora Par Mchore per In-Plane Pan"Weight Sheer Par Shear Pan. pan"Hdd-Down In-Plane Shear Drift Panel Sliffneas Shear Load (Ibe) Shear,(Ibs.) Moment,(in-Ibe) chor Up-lift(Iba)[ Lad(lb.)[3 Oahe.) (R s/inch) Iba al +a6s 1o2go a13o 2 -TJ SHEAR PANEL IS CODE EVALUATED PER ICBO ES REPORT PFC-5929. 1� TJ i6x 4Sgl. 16 78 6 z 7650[5 1340 0.362 3700 4130 eo THIS REPORT COMPLIES WITH ICBO ES ACCEPTANCE CRITERIA FOR 37¢" 32' CP 48 TJ,6x 45 I. 16 90 6 2 7375[6 1235 0.392 3155 3405 85 For St:1 lb-4.45 N. 1 in.ID.-113 N-arm g PREFABRICATED WOOD SHEAR PANELS (AC 130). TJ SHEAR PANELS 18" OR 24" TJ 2274Sg!. 22 78 e 2 9680[e 2395 0.367 6525 6100 90 HAVE ICBO ES-ACCEPTED R-VALUES OF 5.5 AND OMEGA OF 2.8 WHICH 1 TJ 22x 4S91. 22 90 e 2 85,0[6 208s 0.380 5435 s160 95 Table 4 - TJ8 -Shear Panel Allowable Out-Of-Plane Lateral Loads Per Rail, plf[1,2• ARE CONSISTENT WITH TYPICAL WOOD FRAME CONSTRUCTION. THEY MAY TJ 16x 4mi. 16 78 6 2 7650 2830 0.360 7860 W75 so BE USED AS AN ALTERNATE BRACED WALL PANEL IN AC."1RDANCE TOP BLOCK piled Vertical 1.33 Duration of Load Factor 1.6 Duralia of Factor 1.6 Lood 1.6 Durad PRE-DRILLED �, TJ 16,J4Dbl. 16 90 6 2 7375 2455 0.394 fi235 6715 85 Loatl Per Ra S"emi<) (Wind) of Load of Load TJ 22x 40b1. 22 78 8 2 96N 4855 0.365 13300 11780 90 (Iba.)[5 Factor Factor WITH UBC SECTION 2320.11.4 FOR UPS W56 (s.emm) (vend) LAG SCREWS J zz„40b1. 22 90 8 2 8510 4015 0.367 094s 0040 95 TJ-Sh.ar Pon.Height,Iran. TJ-Shear Panel Height,Inches TmberStrand LSL Calum" _INSTALLATION OF THE PRODUCT SHALL BE DONE IN STRICT (OR EQUIV.) TJ 18.8 18 941141 6 2 6875 1180 0.406 2905 3610 95 Height,Inches 3 r � TJ 18 x 9 18 05[114] 6 2 7730 1175 0.449 2615 3815 105 78 g0 93[1147 105[114] 117[,14] 78 90 93[114] 1n5014] t17[114] 78 90 79 90 CONFORMANCE TO THESE DRAWINGS AND THE TJ SHEAR PANEL v ) TJ 24 x 8 24 93[114] a 2 8395 1980 0.37a 52. 4735 100 0 70 60 110 75 55 so 70 110 75 55 65 ss fie 70 SPECIFIER'S GUIDE. MODIFICATION TO THIS PRODUCT AND ASSOCIATED -� TJ 24 x 9 24 05[114] a 2 8755 1830 0.449 4075 5205 n n ° 2000 115 9s 110 75 55 130 110 o 75 55 I'D go 1so 10 SYSTEMS OR CHANGES IN THE INSTALLATION METHODS SHOWN ON TJ 32 x 8 32 93[114] 10 2 9030 29M 0.357 8135 5975 140 wog 160 130 110 75 55 170 130 10 75 55 150 130 165 10 THESE DRAWINGS AND THE SPECIFIER'S GUIDE SHOULD ONLY BE - PRE-ROUTED TJ 32 x 9 32 050141 10 2 9S05 2795 0.424 6590 8780 +so ELECTRICAL s000 zos 3o no 70 30 zos 30 m 75 0 95 ao zos 40 MADE BY A QUALIFIED REGISTERED PROFESSIONAL. THE ACCESS SLOTS TJ 32 x to 32 n7[1p] ,o z wzxo 2s1s aa7e 547o Ba7s +6s sow - 9s 70 u o zos 130 1110 30 o z25 ,a0 2zs 140 PERFORMANCE OF SUCH MODIFIED PRODUCTS OR ALTERED TJ 48 x 8 48 93[,14] ,8 2 9935 4900 0.310 15805 9a95 16s 1oao0 0 0 0 0 0 0 0 o a 0 215 +oo zzs 1ao INSTALLATION PROCEDURES IS THE SOLE RESPONSIBILITY OF THE s' TJ/8 x 9 48 o5[114] 16 2 10525 4600 0.360 IV75 10200 180 PRE-DRILLED T,49„ a 4a n 114] 16 2 10960 43W 0.400 10750 9715 190 For al:1 Ib 4.45 N DESIGNER. REFER TO ICBO ES REPORT PFC-5929 FOR FURTHER �- 1.Maximum allowable wall de8atia is Iomited to L/240. a...- ELECTRICAL 2.The imam garage beam depth le 6mned to 18 mares. INFORMATION. HOLES For Sl:+Ib><4.48 N 3.The amp°pxlietl vertic.load per call in the Tame is snot lood which acts in oornbinotion with the at-of-plae lateral loads. 1.Maximum allowable wall deflection is lamitea to L/240. 4.The allowable lads in the Table include ca aidenotton of the attachment between the Tj SHEAR panel and the Tenber5trand LSL column i 2.The ma„imam garage beam depth I.I itea to 18 notes. and the eumaanding aar.b,<tlon,usin.the attachment m.tnoa.detailed in this epart. 4 _THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, CONDITIONS, = y 3.Tile applied ve tical lad per mil In the Table is that load whian ate kl<ombin.t o with the w .- plea.lat-1 loads. 5.Chak table 2 for the TJ Shear Pon.maximum allowable vertical axial lad per not TIMBERSTRAND 0 a.The°llowable lads m the Table mdude acnaidemlia.of the attachment betwsen the Tj SHEAR panel and the TmbwStrand LSL column ELEVATIONS, ETC. PRIOR TO INSTALLATION OF ANY COMPONENTS FOR and the surrounding<o tmati,n,mina the attachment methods detailed in this report. LSL RAILS 5.Check table 2 far the TJ Shar Panel maximam elawabl.varti<ol axial load per rail THE TJ SHEAR PANEL SYSTEM. IF ANY DISCREPANCIES ARE FOUND, 6 Table 2 - TJ® -Shear Panel Allowable Axial Compression Loads Per Rail, bs. Table 5 - Maximum Secondary Bending Moment, Shear and Axial Force Induced THEY SHALL BE BROUGHT TO THE ATTENTION OF THE PROJECT 66 l PERFORMANCE in the Beam Member of the Double and Single Portal Frame Systems[1,2 ARCHITECT, ENGINEER OF RECORD, OR BUILDING DESIGNER FOR PLUS® WEBS TJ s neer vAth Deign soar-u3x Loae Daratmn[1 axml Lana only-,00z Load oaraean[1 CLARIFICATION PRIOR TO CONSTRUCTION. O Pan.Model TJ-Shear Pan"Model Ma„imun Iodated Bending Moment Maximun Induced Sher Maximum Intl Axial Force G Exterior Rail Interior Rail Single portal Cumn ol Exterior Roil Inferior Rail Single Portal Column (ft-Ibs) (Ibe) Is.) ry TJ16 z 7 2110 960 2630 5 THE CONTRACTOR SHALL VERIFY THE POSITION OF THE TJ SHEAR rJ 16x 4Sgl. 8000 3 NA 10000 8000[3 NA 10500 TJ!6 x 6 29W W 2065 PANEL IN RELATION TO THE REST OF THE BUILDING SYSTEM AS SHOWN TJ 16x 4SgI. 8000[3 NA 10000 8000[3 NA 10500 TJ 22.T45g1. 8000[3 NA 10000 8000[3 NA 1050D nzz„7 2110 960 263o ON THE PROJECT DRAWINGS. BORATE TREATED TJ 22z 4S91. 8000[3 NA 10000 6000[3 NA 10501) TJ22 x 8 2900 960 20a5 6 -USE OF THIS PRODUCT IS SUBJECT TO THE APPROVAL OF THE LOCAL v TIMBERSTRAND ML TJ 16x 4MI. 8000[3 NA NA 80o0[3 NA NA For St:1 ID-4.45 N. 1ft.Ib.-1.356 N-mm ,) BASE BLOCK TJ 16x 4 NA 8000[3 NA NA 1.Them mum Ind.-bending moment,shear and a,d l forces shown may be reduwd IineoHy if the applied lateml shear load is lea the allowable in-plane BUILDING OFFICIAL. •® 061. eoo0[3 NA Table 1 of this report TJ a2x 40b1. BOW[3 NA I NA 8000[3 NA NA 2.The maximum shear and axial load are caetant along the length of the bath member.In a Double Portal System the momant ra,u linearly from the m HOLD-DOWN at N.beam ends to-a at the beam mid-spa.In o Single portal system the moment mducea 11...ry hem a maximum vela.at the and with the TJ S __TJ 22„4 oar. 80oa[3 Na NA sao0[3 NA NA to zero at the and with the column. 7 -THE BUILDING STRUCTURE SHALL BE DESIGNED N..ACCORDANCE WITH 1 a TJ 18 x 8 SON NA NA 8000 NA NA THE LATEST ADOPTED VERSION OF THE UNIFORM BUILDING CODE AND - " TJ 18 x 9 6150 NA NA 8000 NA NA ANY OTHER LOCAL STATE OR FEDERAL REQUIREMENTS THAT MAY NAME: LARRY ' m ® ® TJ 24 x 8 8000 NA NA 80M NA NA APPLY. VERIFY DESIGN REQUIREMENTS WITH THE LOCAL BUILDING DEPT. TJ 24 x 9 saes NA NA 8000 NA NA CONCRETE DESIGN REMAINS THE RESPONSIBILITY OF THE EOR. DATE: 012403 L TJ 32 x 8 T40 8000 NA 8000 8000 NA TJ 32 x 9 5190 8000 NA 8000 8000 NA 8 -THIS PRODUCT IS PART OF THE OVERALL LATERAL;FORCE RESISTING SCALE: NONE _ TJ 32 x,0 3390 7325 NA 7350 7m5 NA SYSTEM OF THE STRUCTURE. DESIGN OF THE BUILDING'S LATERAL 3i TJ 49 x 8 7285 8000 NA 8000 8000 NA TJ 48„9 4840 .Do NA 8000 8000 NA FORCE RESISTING SYSTEM, INCLUDING A COMPLETE LOAD PATH CHECKED: MM/SM TJ 48„10 3055 7325 NA 7350 7215 NA NECESSARY TO TRANSFER LATERAL FORCES FROM THE STRUCTURE ELECTRICAL ACCESS HOLES ARE PRE-DRILLED Far S1:1 ID-4.45 N TO THE GROUND, IS THE RESPONSIBILITY OF THE DESIGNER. SHEET: S FOR YOUR CONVENIENCE. NO ADDITIONAL HOLES 1.The maximam cam compression load that aon be applied diratly over the roil in combination with the full design shear. 2.The maximum axial compreeeian lad that tan be applied dima"y over"'. rail w °cling aloe(no lateral lad.present). ARE ALLOWED. This wdu.may be increased by o load dumtla factor a.appropri°te,but may not.xa.W 8000 Iba.per pond ral,or 10500 Its. 9 -TRUS JOIST, A WEYERHAEUSER BUSINESS, RESERVES THE RIGHT TO for the single portal columa. CHANGE SPECIFICATIONS, DESIGNS AND MODELS WITHOUT NOTICE OR S P I 3.May not.„cwa e000 Iba.per pane. LIABILITY FOR SUCH CHANGES. . E SHEET OF � 1 PANEL DETAILS 9 TABLES 10 NOTES 11 JOB IN E S I F M E I NC. STRUCTURAL �INEERS FOR PERM SSUANCE INC- DATE FAZEKAS SSOCIATES, DATE BY revs ed for adherence to the These p d ordinance. Authorization Is appiical sue a building permit pending hereby a City agencies. approval anting of a permit based on The issuan laps shall not be construed to approval of these p violation of the applicable POOW4rove any (live ' PROJECT : codes or ordinance. NOprovisions of such t ority to violate or cancel the p Structural Cale ii beivalt'd•La Laguna Large " to be built at Menifee , California PLAN 1 '2001 CBC Date : Client March 25, 2003 FORECAST Revisions ; Client Job No. Shipped : �rn�q cr� .� Job No. 3590 W4 1800 E. 16th Street, Santa Ana, CA 92701 (714) 835-2800 • Fax (714) 835-2819 ESI / FME , Inc . Sheet STRUCTURAL ENGINEERS Dat 99 JN. LOAD CONDITIONS : ROOF : Wd.Shake Rock Tile FLOOR Slope U D ED w Conc. w-c. Live Load 16.0 psf 20.0 psi 16.0 psf Live Load 40 pst 40.0 psf Roof'g Mt'I 4.0 - 10.0 D.L. of F.F. 5.0 15.0 Built-Up - - 6.0 - - Sheathing 1.5 1.5 Sheathing 1.5 1.5 1.5 Floor Joists 3.0 3.0 Roof Rafters 1.5 1.5 1.5 Drywall 2.5 2.5 Ceiling Joist 1.5 1.5 1.5 Total D.L. 12.0 psf 22.0 psf Drywall 2.5 2.5 2.5 Miscellaneous 1.0 1.0 1.0 Total Load 52 psf 62.0 psf Total D.L. 12.0 psf 14.0 psf 18.0 psf LOAD CONDITIONS : Total LOAD 28.0 psf 34.0 psf 34.0 psf STANDARD SPECIFICATIONS FOR PROJECT DESCRIPTION: STRUCTURAL CALCULATIONS PLAN 1 ' La Laguna Large"/FORECAST Menifee , CA 1. Sketches of details in calculations are not to scale and may not represent true PROJECT ENGINEER: D.L.F conditions on plans. Architect or designer CALCS BY: Reuse Ben DATE:3-25-2003 is responsible for drawing details in plans ASSOC. CHECK: DATE: which represent true framing conditions BACK CHECK: DATE: and scale. Enclosed details are intended to ROOF TRUSS Rev.: DATE: complement standard construction practice FLR. TRUSS Rev.: DATE: to be used by experienced and qualified PIT FOUND, Rev.: DATE: contractors. PLAN CHECK: DATE: REVISIONS: 2. The structural calculations included here are for the analysis and design of primary SHTS: DATE: structural system. The attachment of non- Init.: structural elements is the responsibility of SHTS: DATE: the architect or designer, unless specifically U Init.: shown otherwise. SHTS: DATE: I n it.: 3. The drawings, calculations, specifications SHTS: DATE: and reproductions are instruments of Init.: service to be used only for the specific SHTS: DATE: project covered by agreement and cover Init. sheet. Any other use is solely prohibited. < F SHTS: DATE: 1/ I nit.: 4. All changes made to the subject project G� SHTS: DATE: shall be submitted to E S I / F M E, Inc. _ in writing for their review and comment. E S I /F M E, Inc. - Structural En g0 /Q These calculations are meant to be used {This signature is to be a Q by a design professional, omissions are wet signature, not a copy.) Q4�' E intended. APPROVED BY: • 5, Copyright U- 1994 by E S I ! F M E, Inc. Q c r M0407 (n m' t Structural Engineers. All rights reserved. E ar 31,2004 X This material may not be reproduced in whole or part without written permission of E S I / F M E, Inc. DATE: �, CM. P r ESI / FME , Inc . Sheet 3 STRUCTURAL ENGINEERS D44A JN. DESIGN CRITERIA SHEET FOR RESIDENTIAL CONSTRUCTION CODE: 1997 UNIFORM BUILDING CODE REV.712/99 In all cases calculations will supersede this design criteria sheet. TIMBER Douglas Fir-Larch - 19% max. moisture content I 4x6,8#241: Fb = 1140/1300 psi; fv=95 psi; E=1.6 2x4 #2: Fb = 1315/1510 psi; fv=95 psi; E=1.61 4x10 #241: Fb = 1050/1200 psi; fv=95 psi; E=1.6 2x6 #2: Fb = 1140/1310 psi; fv=95 psi; E=1.61 4x12 #2/#1: Fb = 965/1100 psi; fv=95 psi; E=1.6/1.7 2x8 #2: Fb = 1055/1210 psi; fv=95 psi; E=1.61 4x14 #241: Fb = 875/1000 psi; fv=95 psi; E=1.6/1.7 2x10 #2: Fb = 965/1105 psi; fv=95 psi; E=1.61 4x16 #241: Fb = 875/1000 psi; fv=95 psi; E=1.6/1.7 2x12 #2: Fb = 875/1005 psi; fv=95 psi; E=1.61 6x10 #1/SS: Fb = 1350/1600 psi; fv=85 psi; E=1.6 2x14 #2: Fb = 790/905 psi; fv=95 psi; E=1.61 6x12 #1/SS: Fb = 1350/1600 psi; fv=85 psi; E=1.6 It is recommended that lumber be free of heart center. PARALLAM PSL 2.0E Glued Laminated Beams: Douglas Fir-Larch fb=2900.psi; fv=290.psi; E=2.OE6 psi Ind. App. Grade: Fb=2400 psi;Fv=165 psi;E=1.8E6 psi MICROLLAM LVL: Fb=2600psi;Fv=285psi;E=1.8 CONCRETE 1. Drypack shall be composed of one part Portland Cement to not more than three parts sand. 2, All structural concrete ...................................................fc = 3000 psi w/ inspection. All slab-on-grade/continuous footings/pads .................. fc = 2500 psi w/o inspection. • All concrete shall reach minimum compressive strength at 28 days. REINFORCING STEEL 1. All reinforcing shall be A.S.T.M. A-615-40 for#5 bars and smaller. All reinforcing shall be A.S.T.M. A-615-60 for#6 bars and larger. Welded wire fabric to be A.S.T.M. A-185, lap 1-1/2 spaces, 9" min. 2. Splicing of bars shall have lapping or 40 dia. or Z-O" min. in all continuous concrete reinforcement (30 dia. for compression). Masonry reinforcement shall have lappings of 40 dia. or 2'-0". This is in all cases U.N.O. 3. All reinforcing bars shall be accurately and securely placed before pouring concrete, or grouting masonry. 4. Concrete protection for reinforcement shall be at least equal to the diameter of the bars. Cover shall be as follows, U.N.O.: A. Poured against earth.............................. 3" B. Poured against form below grade........... 2" C. Slabs on grade (from top of slab)............ 1" D. Columns and beams to main bars.......... 2" STRUCTURAL STEEL 1. Fabrication and erection of structural steel shall be in accordance with "Specifications for the Design, Fabrication and Erection of Structural Steel Buildings", AISC, current edition. Steel to conform to ASTM A36. Round pipe columns shall conform to ASTM A53, Grade B. Square/Rectangular steel tubes ASTM A500, Grade B. 2. All welding shall be performed by certified welders, using the Electric Shielded Arc Process at licensed shops or otherwise approved by the Bldg. Dept. Continuous inspection required for all field welding. 3. All steel exposed to weather shall be hot-dip galvanized after fabrication, or other approved weatherproofing method. • 4. Where finish is attached to structural steel, provide 1/2"o bolt holes @ 4'-0" o.c. for attachment of nailers, U.N.O. See architectural drawings for finishes (Nelson studs 1/2" x 3" CPL may replace bolts). MASONRY I 1. Concrete block shall be of sizes shown on architectural drawings and/or called for in specifications and conform to ASTM C-90, grade N medium weight units with max. linear shrinkage of 0.06% 2. All vertical reinforcing in masonry walls not retaining earth shall be located in the center of the wall (U.N.O.), retaining walls are to be as shown in details. 3 All cells with steel are to be solid grouted (except retaining walls where all cells are to be solid grouted). ESI / FME , Inc . Sheet 4 i STRUCTURAL ENGINEERS Dat4AAR 2 6 2003 JN. 3 5 J GENERAL SPECIFICATIONS FOR STANDARD RESIDENTIAL CONSTRUCTION (1997 Uniform Building Code) REV.82W9 A. All beams to be supported with full bearing unless noted otherwise. B. All isolated posts and beams to have Simpson PB's, PC's and/or BC's minimum, U.N.O. C. All bearing walls on wood floors are to be supported with double joists or solid blocking, U.N.O. D. Provide 4x or 2-2x members under sole plate nailing less than 6"o/c. E. All Simpson HDA, HPA and CB holdowns to be fastened to 4x4 post min. F. All hardware is to be Simpson Strong-Tie TM or approved equal. Install per mfr.'s specifications. G. All shop drawings are to be reviewed by the contractor and the architect prior to submittal for engineers review. H. All exterior walls are to be secured with 5/8" diameter x 10" anchor bolts @ 72" o.c., U.N.O. (WS5884 Ramset/Redhead may be used in lieu of anchor bolts, as a fix) I. All interior walls to be secured with shot pins per manufacturer's recommendations, U.N.O.. Calculations govern in all cases. Recommend Ramset/Redhead 1516SD @ 24"o.c. J. All conventional framed portions of structure are to be constructed per section 2320 of the 1997 Uniform Building Code, U.N.O. K. All nailing is to be per table 23-II-B-1 of the Uniform Building Code, U.N.O. L. All nails to be "common", U.N.O. • SOLE PLATE LEGEND MARK : DESCRIPTION SPN12: 16d Sole Plate Nailing at 12"o/c SCR8 : 3/8"o x 6.5"Sole Plate Screws at 8"o/c SPN10: 16d Sole Plate Nailing at 10"o/c SCR6 : 3/8"o x 6.5"Sole Plate Screws at 6"o/c SPN8 : 16d Sole Plate Nailing at 8"o/c SPN6 : 16d Sole Plate Nailing at 6"o/c SPN4 : 16d Sole Plate Nailing at 4"o/c SPN3 : 16d Sole Plate Nailing at 3"o/c SPN2 : 16d Sole Plate Nailing at 2"o/c FOUNDATION HARDWARE LEGEND MARK. DESCRIPTION MARK : DESCRIPTION A664 : 5/8"o x 10"Anchor Bolts at 64"o/c 244 : Provide a total of 244 at top&244 at A656 : 5/8"o x 10"Anchor Bolts at 56"o/c bottom of footing, 3' past posts AB48 : 5/8"o x 10"Anchor Bolts at 48"o/c 344 : Provide a total of 344 at top& 344 at AB40 : 5/8"o x 10" Anchor Bolts at 40"o/c bottom of footing, 3' past posts A632 : 5/8"o x 10"Anchor Bolts at 32"o/c 444 : Provide a total of 444 at top&444 at AB24 : 5/8"o x 10"Anchor Bolts at 24"o/c bottom of footing, 3' past posts AB16 : 5/8"o x 10"Anchor Bolts at 16"o/c HD2A (1)Simpson HD2A per post AB8 : 5/8"o x 10"Anchor Bolts at 8"o/c HD5A (1)Simpson HD5A per post AB32X: 5/8"o x 12"Anchor Bolts at 32"o/c HD6A : (1) Simpson HD6A per post AB24X: 5/8"o x 12"Anchor Bolts at 24"o/c HD8A : (1) Simpson HD8A per post AB16X: 5/8"o x 12"Anchor Bolts at 16"o/c HD10A: (1)Simpson HD10A per post • AB8X : 5/8"o x 12" Anchor bolts at 8"o/c HD14A: (1) Simpson HD14A per post 2AB : (2) 5/8"o x 10"Anchor Bolts HD20A: (1)Simpson HD20A per post 3AB : (3) 5/8"o x 10" Anchor Bolts HPA : (1) Simpson HPAHD22 per post 2ABX : (2) 5/8"o x 12"Anchor Bolts _ HPA2P : (1) Simpson HPAHD22-2P per post 3ABX : (3) 5/8"o x 12"Anchor Bolts _ _ _ _ HTT22 : (1) Simpson HTT22 per post NOTE:Provide 2"sq.x 3/16"thick plate washers for all sill plate A.B.'s. �S i .S--W II a � FDI FOI r--------- ------------4_� ---------------------------- I I i I I I I I I I I I I I I I I u n I ll FDI I FDI µ I'n I i I FDI I ii I urrn it o rr— _ I a^ 1 � I i I I I I 17 I I FDI I 14rrry 4 o I I u I I I I a^ I ! I I ! i I F � i FDI ; µSSYl I � Ir s r L—' ------ -- ---------- ----- • c I � 7-•, FDI I "Tr1j i a.50.L I I I )o•bD..a•or. 6 GP+C.Pm� p I I I f i i a I I I 1 s..• }�.e• e'v e I I n n•.w•.n•Dr. $ I I FDI LDNL.P°DE 9 El I I I i I f I I I I I I ❑ �O o 0 1 } FDI 7-•. Fol 7-•. ).51LL !.SILL r-r r'.i• r-e• rm-e• 7.'..• FOUNDATION PLAN 1A USE T707 i.G NAILS PER TOP PLATE 5PLICE �W z• �w:o ♦.. 3.SILL I-7 x L,T'-0' Dam -1 Q Q D eo d.H b `almO- 11 d�b / daHO dab dra--,� l 11 J l/CONT.TOP PLATE NOOK 9'-G" CLG M �vA 9'-0' CLG M BED FAMILY 9'-0" CLG 9'-0" CLG I t I I r�--I I 1 I t! •yA � Ii ems' 0' CLG lu I Il m mDGE �.rh• i 13 H SDI _ BED 2 9• °. ___—__-_= y�e Y ✓ SPI 9'-0" CLG BA D I I NG ..•� 9'-0" CL 3 9'- CLG Pd' w SDI BED 3 1 I ' 9'-C" CLG • 1 f :9 CLG ` 11 5DI Tr � 1 rA 77 SD7 .. .. ., .. < p SDI;?b _ ...:I..... 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K i a ... ..:.� .'�,.:;• ,x DEN yG ...• .......... ... k: , I 9'-0_ ...... ... C .. .;{..:i..... :..:i:.:{. y 9'-D" CLG ti jl ......:.::.:...... ,%5 .... .......::.:� .... { f 0" w -1' I I III I ! 11 F t , to'—o" I �I 2—CA R GARAGE 9'-D- CLG (FROM T.0 C.) i DRAG IRJ55 CONE.114y1! L.7O'-6' �1530• _------- ----�---- 6-> WALL 5D1 m PL7 ROOF FRAMING PLAN 1C SCALE: 1/4' : 1'4)" FOR ADDITIONAL dNp SPECIFIC IN;-ORt-t4TION NOT SHgLN IRE REFER 10 MAIN FRAMING PLAN I I 1 I � i ---------j-j_— I I i I I I I I '• Y I I _ I I b L I I I I 70'SO.x I1•PP. I I CCNC.PAD I I 77"x 96'x l7`DP. I I CONC.PADS I I I I I I I I I I I I I I I I L-----------------------J 0 0 P-IO' A'.10' I'-10' 6'•8" I'B' I6'4' I'8' l'.b• I6'-70' 70'8' ]4'a• 4S'•0' l FOUNDATION PLAN 1B 5CALE : 114" - I'•0" • FOR ADDITIONAL AND 5P'cCIFIG INFORMATION NOT SHOII,N FlEf2E REFER TO MAIN FOUNDATION PLAN I 1 t I ; k ——————————— -- — ------ --I r----------- -------- I I I I --— —————— -----------------J I I I I I I I I _ f I F.—1 IEEIIm I I L J I I I 20"SQ.x 17"OP. I CONC.PAD I 77"xr8"x 17"DP. CONC.PADS I I I I I I I I 1 ] I s I I I r L------•-----------------J r� o 1'-8' 1'-10• d'-lo• I'-10' V.S. JO'-8" �'•6" IW-IV d S'-O" FOUNDATION PLAN 1C SCALE: V4" = i'-0" [FOR ADDITIONAL AND 5PECIFICNFORMATION NOT 51rOlW EREEFER TO MAIN FOUNDATION PLAN I �X� I � r! iX♦I I 1 t I I I I I � I I I I � � ❑ I I I 1 � I I _ I 5 -ppl `..- ],•x 38'.IB'DP. ]••5Q.a 18"DP. I CONC.PADS GONG.PA D I I I N'% FDI I I II I I I I I i ! 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PO5 3-CAR GARAGE ROOF FRAMING PLAN 1B SGALE.114" . ]'-O' FOR ADDITIONAL AND 51FECIFIC INFOR IATION NOT 514OUJl HERE REFER TO MAIN FRAMING PLAN I BEJ25ROOI� 3 t ,\ � I Ib I ��GLG o p �♦ I J*:\ 5DI / n ! \ N I J { \ I J 9D1 I -♦♦ �O of JJ � \ I ----�J I ♦\ FOYEr� a ♦ r— -- 5D7 wl I DRAG T1a155 I hb .a:6.. .{Mb ♦ O vAU�.lE O - �j,✓� �7OOM I uN ROOF EN 5DI rl //_- ; vA{1�TED �.:\ pL 617m' N,\ til DRAG TFWDS', - 4_b ixti. _-:lkl0oiROOFEN cL i ! G o0. -• '- I I � I 1 I ♦ 1 1 r I ------------L----------- 1 I F 3—GAR GARAGE'\ o{� / \ \ GIRDER IRLSS D h\ I P GT I IxG� - -/ \ ♦\ i,G�'x:� ♦\ �t� I 5DI 1 \ \ Srls I i I / \ \♦ & \\ I 77 / SDI \ \ \\ I GLNL Ix14 L.0'-0'+ \ \— ------- ------- -- -� LI v Q ° 5DI n I'I ` 0 ' L-a'-m' SD1 v L. 1.0• • 3x51LL ).51LL ExrEND PLr, ExtENO Ptr. '-0•PaSr POv '-0•PAST Pas 3-CAR GARAGE ROOF FRAMING PLAN 1A 5CALE: I/4" . I'-m" FOR ADD176CNAL AND 5PECIFIC IN=ORMATION NOT SWOlN HERE REFER TO MAIN FRAI-11W,PLAN x\I -- I)x,l \ iyx�,i i e� I a,:x�I ----------------------- ----------------------i PARTIAL BONUS ROOM PARTIAL BONUS ROOM FOUNDATION PLAN 1C FOUNDATION PLAN 1B SCALE:IY4-.I'-0- SCALE.VP.I'-p' FOR ADDIIIONAI AND 9F>ECFIC FOR ADDIIIOHAL AHD SF'E{FID IKOFCIAIFOH NOT BH041N Ig RE 'ORnd110N HOi 9RD:N HERE REFER i0 SHEEi 51-A RAN C REFER TO SHEEI W ftl Ip Q ----------------- --- --`-----------`-'------_--r ..--- -"------- --- -- BED 3 BED 3 9'-0'CLC S W-c"CLC S 7 W-0' 8'-0- 1 n DELI DEN 0 -! 9•-0•'ac s'-o'ac 11 +1 7 7 V n n ° 2 - GAR GARAGE BONUS ROO'-1 2 - GAR GARAGE BONUS ROOM 1 4 9'-W CLC 9'-0- CLC 9'-0,CLC 4'-0'CLC n (FROM T,O.C.) (FROM T.O.C.) 7 T n 7 n n e o .n L_ o L PARTIAL BONUS ROOM PARTIAL BONUS ROOM ROOF FRAMING PLAN 1C ROOF FRAMING PLAN 18 SCALE,Ip•.U 0' 6CALE.IH•.Y-O- FOR ADDITIQlAL AND FC FOR ADpIIDRAL AND FC • IFORM1ATIG!IkJr KOq'IAllpl N01 5 REFER rO SNECI S R!F!R 10 bFEEi S r --————————--——— ——---——— �� ;' I fix\ I i KT=7' IL nH T L--___-- -- , --------- I r LI I f , I Fpl I I , I , I I I I I I I I I I I I s I H I I I I I I I I I t I i I I 1-D1 r II I I I I I � I I i I I I I I I FDI I I I �TSZT I I I I F ---- - ° C� — Y= FPI o a Fpl PARTIAL BONUS ROOM FOUNDATION PLAN 1A SCALE: 1/4" - 1'-0" FOR ADDITIONAL AND SPECIFIC • INFORMATION NOT SNOIW WERE REFER TO SWEET 51-s PL.aJd IA Ir I � I \\ /9'-O" CLG I \\ I , \ DRAG IR755 I a.6 Ax6 Ay6 \ EN I ROOF Eh DL.•612V i i �G•• CLG I I \ DRAG TRIJS \ m!ROOF EN. \ OL.•".v i I I r- IF 10 I I I I GIRDER Imbbi 6 i � F OM TLO,(!) \\ \\ BOI 5 1`�OOM G / \ ♦ 9'—O" LG , T/ \\ \ T \ I I / ------- _--__-- — _-------- PARTIAL BONUS ROOM ROOF FRAMING PLAN 1A SCALE : 114" - I'-0" I'OR ADDITIONAL AND SPECIFIC RM INFOATICN NOT 54O�W HERE REFER TO SNELT 51-5 FLAN IA ESf / FME , Inc . Sheet • STRUCTURAL ENGINEERS Date 3-25-2003 JN. 3-590 " La Laguna Large "/ FORECAST Menifee , California.. PLAN 1 01 Header @ Rear of Master Bedroom: Length = 6 ft. P1 = 0 lbs @ L1 = 0 ft. P2 = 0 lbs @ L2 = 0 ft. --Ll L2 0-1 w: Roof = ( 34 psf ) ( 39/2 + 1.5 ) = 714.0 plf -40- P1 P2 Wall = ( 14 psf ) ( 1.5 + 0 ) = 21.0 Floor = ( 52 psf ) ( 0 + 0 } = 0.0 R1 R2\- D. L. of Beam . . . . . . . . . . - - - = 15.0 w - 750.0 plf Fb = 1140 psi. M = 3375 ft-lb= 40.5 in-k S = Moment 1.250 Fb = 28.4 inA3 Reactions: *RL= 2250 lbs Fv = 95 psi ; d = 7.25 in. *RR= 2250 lbs V = R(max)-(w*d)= 1797 lbs. A = 1.5 V / 1.250 Fv = 22.7 inA2 Req'd Sec. Properties: Pro,d * S = 28.4 inA3 30.66 Allow defl = L / 240 = 0.30 in * A = 22.7 sq. in. 25.38 E = 1.6 x 10**6 psi * I = 45.6 inA4 1,,.15 1 =5*M*L^2 / 48*E*d= 46 inA4 Estimated defl = 0.123 in. U S E 4 x 8 W.C.D.F. # 2 L2� Header @ front of Living Room: Length = 6 ft. P1 = 0 lbs @ L1 = 0 ft. P2 - 0 lbs @ L2 = 0 ft. ►- w: Roof = ( 34 psf ) ( 42/2 + 1.5 ) = 765.0 plf P1 P2 Wall = ( 14 psf ) ( 1.5 + 0 ) = 21.0 _ Floor = { 52 psf ) ( 0 + 0 ) = 0.0 Z1R1 R2 D. L. of Beam . . . . . . = 15.0 w - 801.0 plf Fb = 1050 psi. M = 3605 ft-lb= 43.25 in-k S = Moment 1.250 Fb = 33.0 inA3 Reactions: *RL= 2403 lbs Fv = 95 psi ; d = 9.25 in. *RR= 2403 lbs V = R(max)-(w*d)= 1786 lbs. A = 1.5 V / 1.250 Fv = 22.6 inA2 Req'd Sec. Properties:gaud - * S = 33.0 inA3 49.91 Allow deft = L / 240 0.30 in * A = 22.6 sq. in. 32.38 E = 1.6 x 10**6 psi * I = 48.7 inA4 L230 84 I =5*M*L^2 / 48*E*d= 49 inA4 Estimated defl = 0.063 in. file:2115p1 b1.wk4 U S E 4 x 10 W.C.D.F. # 2 ESI / FME , Inc . Sheet 17 STRUCTURAL ENGINEERS Date 3-25-2003 ,lN. " La Laguna Large "/ FORECAST Menifee , California.. PLAN 1 3 Header @ front of Garage: Length = 16 ft. P1 - 0 Ibs @ L1 = 0 ft. P2 - 0 Ibs @ L2 = 0 ft. l—► W Roof = ( 34 psf ) ( +9/2 + 1.5 ) = 204.0 Of P1 P2 Wall = { 14 psf ) ( 1.5 + 0 } = 21.0 Floor = ( 52 psf } ( 0 + 0 ) = 0.0 R1 R2A D. L. of Beam . . . . . . . . . . . . . . . = 15.0 w - 240.0 pif Fb = 1000 psi. M = 7680 ft-lb= 92.16 in-k S = Moment 1.250 Fb = 73.7 in"3 Reactions: *RL= 1920lbs Fv = 95 psi ; d = 13.25 in. *RR= 1920 Ibs V = R(max)-(w*d)= 1655 Ibs. A = 1.5 V / 1.250 Fv = 20.9 inA2 Req'd Sec. Properties:Prov'd * S = 73.7 in^3 102.41 Allow defl = L / 240 -- 0.80 in * A = 20.9 sq. in. 46.38 E = 1.6 x 10**6 psi * I = 276.5 inA4 678"48 1 �5*M*LA2 / 48*E*d= 276 inA4 Estimated defl = 0.326 in. U S E 4 x 14 W.C.D.F. # 1 i ESI / FME , Inc . Sheet is 95 STRUCTURAL ENGINEERS Date 3-25-2003 JN, 3590 " La Laguna Large "/ FORECAST Menifee , California.. PLAN 1 LATERAL ANALYSIS 2001 CBC CODE: Seismic Zone Factor Z = 0.4 Soil Parameter per soil report Sc = 0A Near Source Factor per soil report Na = 1.3 Seismic Coefficient (Table 16-Q): Ca = Na * Sc = 0.52 Response Factor (Table 16-N) Rw = 5.5 Importance Factor I = 1 SIMPLIFIED DESIGN BASE SHEAR (2001 CBC - SECTION 1612.3.1) V = ( 3 * Ca / Rw ) * W LONGITUDINAL (1-1) 1.4 V = ( 3 * 0.52 / 5.5 ) W = 0.2026W 1.4 . TRANSVERSE (T1) V = ( 3 - 0.52 / 5.5 ) * W = 0.2026 W . 1.4 * WIND CRITERIA. P = Cq * Ce * qs * 1 TO MPH - EXP. C Ave. Ce = (1.06*15+1.13*2)/17 = 1.07 P = 1.3 1.07 * 12.6 * 1 = 17.50 psf LONGITUDINAL 1_1 : HOUSE Wind: . . . . = ( 17.5 psf)( 17 - 4.5 ) = 219 plf for Wind Loads. Seismic: Roof= ( 18 psf)( 45 ) = 810 Perpend. Wall = ( 14 psf)( 9 - 4,5 ){ 2 ) = 126 _ ( 10psf)( 9 - 4.5 )( 3 ) = 135 Floor-- ( 12 psf)( 0 ) = 0 1071 x( 0.2026 )= 217 plf ...Controlling Lateral Force: 219 plf (wind) TRANSVERSE (Ti)-: @ HOUSE Wind: . . . . = ( 17.5 psf){ 14 - 4.5 ) = 166 plf for Wind Loads. Seismic: Roof= ( 18 psf){ 47 ) = 846 Perpend. Wall = ( 14 psf)( 9 - 4.5 )( 2 ) = 126 _ ( 10 psf)( 9 - 4.5 )( 3 ) = 135 • �� Floor= ( 12 psf)( 0 ) = 0 1107 x( 0.2026 )= 224 plf ...Controlling Lateral Force: 224 plf (seismic) ESI / FME , Inc . Sheet 19 on STRUCTURAL ENGINEERS Date 3-25-20 JN. 3590 " La Laguna Large "/ FORECAST Menifee , California.. PLAN 1 LATERAL ANALYSIS 2001 CBC CODE: Seismic Zone Factor Z = 0.4 Soil Parameter per soil report Sc = 0.4 Near Source Factor per soil report Na = 1.3 Seismic Coefficient (Table 16-Q): Ca = Na * Sc = 0.52 Response Factor (Table 16-N) Rw = 5.5 Importance Factor I = 1 SIMPLIFIED DESIGN BASE SHEAR (2001 CBC - SECTION 1612.3.1) V = ( 3 * Ca 1 Rw ) '` W LONGITUDINAL (11-2) 1.4 V = { 3 * 0.52 / 5.5 * W = 0.2026 W 1.4 • TRANSVERSE (T2) V = ( 3 * 0.52 / 5.5 ) * W = 0.2026 W 1.4 * WIND CRITERIA: P = Cq * Ce * qs * l 70 MPH - EXP. C Ave. Ce = (1.06*15+1.13*0)/15 = 1.06 P = 1.3 * 1.06 * 12.6 * 1 = 17.36 psf LONGITUDINAL (L__2)_ GARAGE ALL ELV'S Wind: = ( 17.4 psf)( 0 - 0 ) = 0 plf for Wind Loads. Seismic: Roof= ( 18 psf)( 19 ) = 342 Perpend. Wall = ( 14 psf)( 9 - 4.5 ){ 2 ) = 126 _ { 10psf)( 9 - 4.5 )( 0 ) = 0 Floor= ( 12 psf)( 0 ) - 0 468 x( 0.2026 )= 95 plf ...Controlling Lateral Force: 95 plf (seismic) TRANSVERSE (TZ'. @ GARAGE ALL ELV'S Wind: . . . . = ( 17.4 psf)( 14 - 4.5 ) = 165 plf for Wind Loads. Seismic: Roof= ( 18 psf)( 33 ) = 594 Perpend. Wall = ( 14 psf){ 9 - 4.5 )( 2 ) = 126 _ ( 10 psf)( 9 - 4.5 )( 1 ) = 45 • � - Floor= ( 12 psf)( 0 ) = 0 765 x( 0.2026 )= 155 plf ...Controlling Lateral Force: 165 plf (wind) ES ! / FME , Inc . Sheet 20 STRUCTURAL ENGINEERS Date J N. LATERAL SHEAR NOTES (1997 UBC; SEISMIC ZONE 2B) FRAMING MEMBERS V E R T I C A L: DOUG FIR-LARCH @ 16" o.c. 1 --(2) LAYERS 5/8" Blocked Drywall with 6d cooler nails @ 9"o.c. at edges &field at base layer, 8d c000ler nails @ 7"c.c. at edges&field at face layer............................................... 250 plf 2 — 112" Drywall with 5d cooler nails @ 7" o.c at edges and field. (Table 25-1 UBC)................................................ 100 plf 3 --5/8" Drywall with 6d cooler nails @ 7"o.c at edges and field. (Table 25-1 UBC).__......................-.1........ ....... 115 pIf 4 112" Drywall with 5d cooler nails @ 4" c.c at edges and field, (Table 25-1 UBC)................................................ 125 plf 5 5/8" Drywall with 6d cooler nails @ 4" o.c at edges and field. (Table 25-1 UBC)................................................ 145 plf 6 -- 1/2" Blocked Drywall with 5d cooler nails @ 4" o.c at edges and field. (Table 25-1 UBC).................................. 150 plf 7 --5/8"Blocked Drywall with 6d cooler nails @ 4"o.c at edges and field, (Table 25-1 UBC).................................. 175 pff 8 --7/8"Stucco over approved lath with 16 gauge staples @ 6"c.c. at top and bottom plates, edges of shear wall, and field. (Table 25-1 UBC)............................................................ 180 plf • 9 7/8"Stucco over approved lath with 16 gauge staples @ 3"o.c. at top and bottom plates, edges of shear wall, and 6" o,c, at field. (ICBO report No. 1254, or equal)......:............. 260 plf 10 3/8"Wood Structural Panel w. 8d common nails @ 6"c.c @ edges& 12"o.c. @ field. (Table 23-II-1-1 UBC).. 260 plf 11 3/8"Wood Structural Panel w. 8d common nails @ 4" o.c @ edges& 12"o.c. @ field. (Table 23-II-1-1 UBC). 380 plf 12 --3/8"Wood Structural Panel w. 8d common nails @ 3" o.c @ edges& 12"o.c. @ field. (Table 23-11-1-1 UBC).. 490 plf 13 —3/8"Wood Structurai Panel w. 8d common nails @ 2"o.c @ edges& 12"c.c. @ field. (Table 23-11-1-1 UBC). 640 plf 14 -- 1/2"(or 15/32")Wood Structural Panel with 10d common nails @ 2"o.c at edges and 12"o.c. at field Table 23-11-1-1 UBC 770 plf 15 -- 1/2" (or 15132") Structural I Wood Panel with 10d common nails @ 2" o.c at edges and 12" o.c. at field (Table 23-11-1-1 UBC)..................................................................................................................................... 870 plf NOTES: a. Wood Structural Panel: Material approved by APA, PFS/TECO or Pittsburgh Testing Laboratories (this includes OSB) These values are for Doug-Fir Larch or Southern Pine, other lumber species may differ in shear capacities. b. Where plywood is applied on both faces of wall and nail spacing is less than 6"o.c., panel joints shall be offset to fall on different framing members or framing shall be 3x or wider and nails staggered on each side. c. For allowable shear values greater than 350plf, provide a min. of a single 3x member at foundation sill plates& all framing members receiving edge nailing from abutting panels. Nails shall be staggered. Provide 2x members otherwise. d, Provide 2"x 2"x 3/16"steel plate washer @ each bolt. (UBC sect. 1806.6.1) H O R 1 Z O N T A L: All roof and floor sheathing to be Exposure I or Exterior (Tables 23-11-H and 23-II-E-1 UBC). ROOF: JOIST SPACING—<24"c.c.: 15132"Wood Struct. Panel PII 2410,with 8d's @ 6" o.c, at edges&boundaries, 12"c.c,field. FLOOR : Joist Spacing< 16" o.c.: 19132"Woad Struct. Panel T&G', P1 32/16,w/10d's @ 6" o.c. at edges&bound., 10"o.c.field. Joist Spacing <20"o.c.: 19/32"Wood Struct, Panel T&G", PI 40120,w/10d's @ 6"c,c. at edges&bound., 10"o.c.field. Joist Spacing<24"o.c.: 23/32"Wood Panel T&G'shtg, PI 48124,w/10d's @ 6"o.c. at edges& boundaries, 10" o.c.field. 'Panel edges shall have approved T&G joints or shall be supported with blocking, Not required when lightweight concrete is placed over subfloor. ESI / FMEI Inc . Sheet 21 • STRUCTURAL ENGINEERS Dat0-25-2002 JN, 3590 La Laguna Large "/ FORECAST Menifee , California.. PLAN 1 Wall (s) @ Left of House: L= 12 = 12 ft. S LOAD = ( 217 lbs / ft )( 45.0 ft / 2 + 0 ) = 4882.50 lbs. LOAD = ( 217*17/45 lbs / ft )( 20.0 ft / 2 + 0 ) = 819.78 lbs. LOAD = ( 0 Ibs / ft )( 0.0 ft / 2 + 0 ) = 0.00 tbs. SHEAR = LOAD / L = 5702.28 lbs / 12.0 ft. = 475.2 lbs / ft U S E 12 w. 5/$ " dia. x 12 "A.B.'s 24 "o/c AB24X UPLIFT: L( Wall ) = 12.00 ft. Wall Height = 9.00 ft 3x sil! LOAD = 5702 lbs. O. T. M. = 51321 ft-lbs 0.85*R.M. = 0.85*(14*9+18*2) 12.00 ^2/2 = 9914 ft-lbs N.M. = O.T.M. - R.M. = 51321 - 9914 41406 ft-lbs UPLIFT = N.M. / LENGTH = 41406 1 12.00 3451 Ibs. PROVIDE: (1) SIMPSON HTT22 PER POST • Wail (s) @ Right of House: L= 6.5+8 = 14.5 ft. W LOAD = ( 219 lbs / ft )( 45.0 ft / 2 + 0 ) = 4927.50 lbs. LOAD = ( 0 lbs / ft )( 0.0 ft /2 + 0 ) = 0.00 lbs. SHEAR = LOAD / L = 4927.5 lbs / 14.5 ft. = 339.8 lbs / ft U S E AL w. 5/8 " dia. x 10 "A.&'s 40 "o/c A640 UPLIFT: L( Wall ) = 6.50 ft. Wall Height = 9.00 ft.� LOAD = 2209 lbs. O. T. M. = 19880 ft-lbs 2/3*R.M. = 2/3*(14*9+18*2) 6.50 112/2 = 2282 ft-lbs N.M. = O.T.M. - R.M. = 19880 - 2282 17598 ft-lbs UPLIFT = N.M. / LENGTH = 17598 / 6.50 2707 lbs. PROVIDE: (1) SIMPSON HTT22 PER POST 3, Wall (s) @ Left or Right of 3-Car Garage All Elev's L = 12 = 12 ft. W LOAD = ( 219.00 lbs/ ft ) ( 31.0 ft / 2 + 0 ) = 3394.50 lbs. LOAD = ( 0.00 lbs/ ft ) ( 0.0 ft / 2 + 0 ) = 0.00 lbs. SHEAR = LOAD/ L = 3394.50 lbs / 12.0 ft. = 282.9 lbs / ft U S E w. 518 " dia. x 10 "A.B.'s 48 "olc AB48 UPLIFT: L( Wall ) = 12.00 ft. Wall Height = 9.00 ft= LOAD - 3395 lbs. O. T. M. = 30551 ft-lbs • 0.85*R.M. = 0.85*(14*9+18*31/2) 12.00 112I2 = 24786 ft-lbs N.M. = O.T.M. - R.M. = 30551 - 24786 5765 ft-Ibs UPLIFT = N.M. / LENGTH = 5765 / 12.00 480 lbs. PROVIDE: (1) SIMPSON HTT22 PER POST w1 ESI / FME , Inc . Sheet 22 • STRUCTURAL ENGINEERS 4 La Laguna Large "/ FORECAST Menifee , California.. PLAN 1 4 ) Wall (s) @ Rear of House: L= 7 = 7 ft. s LOAD = { 224 lbs /ft )( 42.0 ft /2 + 0 ) = 4704.00 lbs. LOAD = ( 0 lbs/ ft )( 0.0 ft/ 2 + 0 ) = 0.00 lbs. SHEAR = LOAD / L = 4704.00 lbs / 7.0 ft. = 672.0 lbs /ft U S E 14L\ w. 5/8 " dia. x 12 "A.B.'s 16 "o/c ABI6X UPLIFT: L Wall = 7.00 ft. Wall Height = 9.00 ft 3x sill LOAD = 4704 lbs. O. T. M. = 42336 ft-lbs 0.85*R.M. = 0.85*(14*9+18*39/2) 7.00 A2/2 = 9934 ft-lbs N.M. = O.T.M. - R.M. = 42336 - 9934 32402 ft-lbs UPLIFT = N.M. / LENGTH = 32402 1 7.00 4629 lbs. PROVIDE: (1) SIMPSON HD8A PER POST C5-) Wall (s) @ Rear of Garage All Elev's L= 10 = 10 ft. S LOAD = ( 224 lbs / ft ){ 42.0 ft/ 2 + 0 ) = 4704.00 lbs. LOAD = ( 155 lbs / ft )( 18.0 ft/ 2 + 0 ) = 1395.00 lbs. SHEAR = LOAD / L = 6099.0 lbs / 10.0 ft. = 609.9 lbs /ft U S E w. 5/8 " dia. x 12 "A.B.'s 16 "o/c nxsii UPLIFT: L Wall = 10.00 ft. Wall Height = 9.00 ft, UPL ( ) LOAD - 6099 lbs. O. T. M. = 54891 ft-lbs 0.85*R.M. = 0.85*(10*9+18*39/2) 10.00 A2/2= 18743 ft-lbs N.M. = O.T.M. - R.M. = 54891 - 18743 36149 ft-lbs UPLIFT = N.M. / LENGTH = 36149 / 10.00 3615 lbs. PROVIDE: (1) SIMPSON HTT22 PER POST r ) Wall (s) @ Front of Garage All Elev's L = 2+2 = 4 ft. W LOAD = ( 165.00 lbs / ft ) ( 18.0 ft/2 + 0 ) = 1485.00 lbs. LOAD = ( 0.00 lbs/ ft ) ( 0.0 ft/ 2 + 0 ) = 0.00 lbs. SHEAR = LOAD / L = 1485.00 lbs / 4.0 ft. = 371.3 lbs / ft U S E ;12\ w. 5/8 " dia. x 12 "A.B.'s 32 "o/c "3xsill UPLIFT: L( Wall ) = 2.00 ft. Wail Height = 6.50 ft LOAD = 743 Ibs, 0. T. M. = 4826 ft-lbs 0.85*R.M. = 0.85"(14*9+18*2) - 2.00 ^2/2 = 275 ft-lbs N.M. = O.T.M,- R.M. = 4826 275.4 4551 ft-lbs UPLIFT = N.M. / LENGTH = 4551 / 2.00 2275 lbs. PROVIDE: (1) SIMPSON HTT22 PER POST w2 ESI / FME , Inc . Sheet 23 oSTRUCTURAL ENGINEERS Date n ul-) /-Ij U11) JN. " La Laguna Large "/ FORECAST Menifee , California.. PLAN 1 Wall (s) @ Right of 2- Car Garage: L= 8 = 8 ft. W LOAD = ( 219 Ibs / ft )( 20.0 ft / 2 + 0 ) = 2190.00 lbs. LOAD = ( 0 lbs / ft )( 0.0. ft / 2 + 0 ) = 0.00 lbs. SHEAR = LOAD / L = 2190.00 lbs / 8.0 ft. = 273,8 lbs /ft U S E %11 \ w. 5/8 " dia. x 10 "A.B.'s 48 "o/c AB48 UPLIFT: L( Wall ) = 8.00 ft. Wall Height = 9.00 ft. LOAD = 2190 lbs. 0. T. M. = 19710 ft-lbs 0.85`R.M. = 0.85*(14*9+18*20/2) 8.00 A2/2 = 8323 ft-lbs N.M. = O.T.M. - R.M. = 19710 - 8323 11387 ft-lbs UPLIFT = N.M. / LENGTH = 11387 1 8.00 1423 lbs. PROVIDE: (1) SIMPSON HTT22 PER POST • w3 • ESI / FME , Inc , Sheet 24 • STRUCTURAL ENGINEERS Date JN. 3590 " La Laguna Large "I FORECAST Menifee , California.. PLAN 4 FOUNDATION ANALYSIS SOIL BEARING PRESSURE= 2000 psf By : ALBUS-KEEFE, ASSOCIATES Job No. 1159.01 Dated: 11/ 19/ 2002 1. Continuous Footing Design: Roof : ( 34 ) ( 42/2f 1.5 ) = 765 plf Wall ( 14 ) ( 9 } = 126 Floor : ( 52 ) ( 0 } = 0 Deck ( 72 ) ( 0 } = 0 891 plf • Width Required = ( 891 ) / ( 2000 - 50 ) = 0.46 ft. USE 12 in. wide x 18 in. deep cont. ftg. 1-Story w/ 1 - #4 T / B Cont. 2. Point Loaded Footing P max = S.B.P. * S * W / 144 4 x post ( minimum ) Pmax ( 1-Story } = 8667 lbs. SLAB ----------------------------------------------- w/ (1) #4 T/B = 6000 lbs. CONT. FTG,.'" Q 45-deg. S-Bearing Area E S I - / F M E I NC. STRUCTURAL ENGINEERS • PROJECT : Structural Calculations on La Laguna Large " to be built at Menifee , California PLAN2 '2001 CBC Date : Client : March 25, 2003 FORECAST Revisions : Client Job No. Shipped : MAY l�Q Job No. 3590 • 1800 E. 16th Street, Santa Ana, CA 92701 (714) 835-2800 Fax (714) 835-2819 ESI / FME , Inc . Sheet 2 STRUCTURAL ENGINEERS D 6 2003 W 3 0 LOAD CONDITIONS ROOF : Wd.Shake Rock Tile FLOOR : Slope D7 4 O< w<nc. w<c. Live Load 16.0 psf 20.0 psf 16.0 psf Live Load 40 psf 40.0 psf Roof'g Mt'I 4.0 - - 10.0 D.L. of F.F. 5.0 15.0 Built-Up - - 6.0 - - Sheathing 1.5 1.5 Sheathing 1.5 1.5 1.5 Floor Joists 3.0 3.0 Roof Rafters 1.5 1.5 1.5 Drywall 2.5 2.5 Ceiling Joist 1.5 1.5 1.5 Total D.L. 12.0 psf 22.0 psf Drywall 2.5 2.5 2.5 Miscellaneous 1.0 1.0 1.0 Total Load 52 psf 62.0 psf Total D.L. 12.0 psf 14.0 psf 18.0 psf LOAD CONDITIONS Total LOAD 28.0 psf 34.0 psf 34.0 psf 30 STANDARD SPECIFICATIONS FOR PROJECT DESCRIPTION: STRUCTURAL CALCULATIONS PLAN 2 ' La Laguna Large"/FORECAST Menifee , CA 1. Sketches of details in calculations are not to scale and may not represent true PROJECT ENGINEER: D.L.F conditions on plans. Architect or designer CALCS BY: Reuse Ben DATE 3-25-2003 is responsible for drawing details in plans ASSOC. CHECK: DATE: which represent true framing conditions BACK CHECK: DATE: and scale. Enclosed details are intended to ROOF TRUSS Rev.: DATE: complement standard construction practice FLR. TRUSS Rev.: DATE: to be used by experienced and qualified PIT FOUND. Rev.: DATE: contractors. PLAN CHECK: DATE: REVISIONS: 2. The structural calculations included here are for the analysis and design of primary SHTS: SST ! i DATE: 5 S 0 3 structural system. The attachment of non- I z r I Init.: structural elements is the responsibility of �B� SHTS: DATE: the architect or designer, unless specifically \�/ Init.: shown otherwise. <C X SHTS: DATE: �/ I nit.: 3. The drawings, calculations, specifications << SHTS: DATE: and reproductions are instruments of / Init.: service to be used only for the specific C E� SHTS: DATE: project covered by agreement and cover \� Init.: sheet. Any other use is solely prohibited. < F� SHTS: DATE: � Init.: 4. All changes made to the subject project < �/ SHTS: DATE: shall be submitted to E S l / F M E, Inc. �/ Init.: in writing for their review and comment. E S I/ F M E, Inc. - Structural Engineers These calculations are meant to be used (This signature is to be a by a design professional, omissions are wet signature, not a copy.) Q� intended. APPROVED BY: 5. Copyright ©- 1994 by E S i/F M E, Inc. Structural Engineers. All rights reserved. Q'Q' c. 30407 ` This material may not be reproduced in E . feh 31,2004 X whole or part without written permission of ESI / FME, Inc. DATE: �F�ALIF� ESI / FME , Inc . Sheet 3 STRUCTURAL ENGINEERS DaMAR 2 6 2003 jN. a 9 0 DESIGN CRITERIA SHEET FOR RESIDENTIAL CONSTRUCTION CODE: 9997 UNIFORM BUILDING CODE REV.7,'M9 fn all cases calculations will supersede this design cri#eria sheet. TIMBER Douglas Fir-Larch - 19% max. moisture content I 4x6,8#2/#1: Fb = 1140/1300 psi; fv=95 psi; E=1.6 2x4 #2: Fb = 1315/1510 psi; fv=95 psi; E=1.61 4xl0 #241: Fb = 1050/1200 psi; fv=95 psi; E=1.6 2x6 #2: Fb = 1140/1310 psi; fv=95 psi; E=1.61 412 #2/#1: Fb = 965/1100 psi; fv=95 psi; E=1.6/1.7 2x8 #2: Fb = 105511210 psi; fv=95 psi; E=1.61 4x14 #21#1: Fb = 875/1000 psi; fv=95 psi; E=1.6/1.7 2xl0 #2: Fb = 965/1105 psi; fv=95 psi; E=1.61 4x16 #2/#1: Fb = 875/1000 psi; fv=95 psi; E=1.611.7 2x12 #2: Fb = 875/1005 psi; fv=95 psi; E=1.61 6x10 #1/SS: Fb = 1350/1600 psi; fv=85 psi; E=1.6 2x14 #2: Fb = 790/905 psi; fv=95 psi; E=1.61 6x12 #1/SS: Fb = 1350/1600 psi; fv=85 psi; E=1.6 It is recommended that lumber be free of heart center. PARALLAM PSL 2.0E Glued Laminated Beams: Douglas Fir-Larch fb=2900.psi; fv=290.psi; E=2.OE6 psi Ind. App. Grade: Fb=2400 psi;Fv=165 psi;E=1.8E6 psi MICROLLAM LVL: Fb=2600psi;Fv=285psi;E=1.8 CONCRETE 1. Drypack shall be composed of one part Portland Cement to no# more than three parts sand. 2. All structural concrete ................................................... fc = 3000 psi w/ inspection. All slab-on-grade/continuous footings/pads .................. f c = 2500 psi w/o inspection. • All concrete shall reach minimum compressive strength at 28 days. REINFORCING STEEL 1. All reinforcing shall be A.S.T.M. A-615-40 for#5 bars and smaller. All reinforcing shall be A.S.T.M. A-615-60 for#6 bars and larger. Welded wire fabric to be A.S.T.M. A-185, lap 1-1/2 spaces, 9" min. 2. Splicing of bars shall have lapping or 40 dia. or 2'-O" min. in all continuous concrete reinforcement (30 dia. for compression). Masonry reinforcement shall have tappings of 40 dia. or 2-0". This is in all cases U.N.O. 3. All reinforcing bars shall be accurately and securely placed before pouring concrete, or grouting masonry. 4. Concrete protection for reinforcement shall be at least equal to the diameter of the bars. Cover shall be as follows, U.N.O.: A. Poured against earth.............................. 3" B. Poured against form below grade........... 2" C. Slabs on grade (from top of slab)............ 1" D. Columns and beams to main bars.......... 2" STRUCTURAL STEEL 1. Fabrication and erection of structural steel shall be in accordance wi#h "Specifications for the Design, Fabrication and Erection of Structural Steel Buildings", AISC, current edition. Steel to conform to ASTM A36. Round pipe columns shall conform to ASTM A53, Grade B. Square/Rectangular steel tubes ASTM A500, Grade B. 2. All welding shall be performed by certified welders, using the Electric Shielded Arc Process at licensed shops or otherwise approved by the Bldg. Dept. Continuous inspection required for all field welding. 3. All steel exposed to weather shall be hot-dip galvanized after fabrication, or other approved weatherproofing method. • 4. Where finish is attached to structural steel, provide 1/2"o bolt holes @ 4'-0" o.c, for attachment of nailers, U.N.O. See architectural drawings for finishes (Nelson studs 1/2" x 3" CPL may replace bolts). MASONRY 1. Concrete block shall be of sizes shown on architectural drawings and/or called for in specifications and conform to ASTM C-90, grade N medium weight units with max. linear shrinkage of 0.06% 2. All vertical reinforcing in masonry walls not retaining earth shall be located in the center of the wall (U.N.O.), retaining walls are to be as shown in details. 3. All cells with steel are to be solid grouted (except retaining walls where all cells are to be solid grouted). =ESIIFME , Inc . Sheet 4 CTURAL ENGINEERS D 2 6 20 JN. 5 9 0 GENERAL PECIFICATIONS FOR STANDARD RESIDENTIAL CONSTRUCTION (1997 Uniform Building Code) REv.alzsr99 A. All beams to be supported with full bearing unless noted otherwise. B. All isolated posts and beams to have Simpson PB's, PC's and/or BC's minimum, U.N.O. C. All bearing walls on wood floors are to be supported with.double joists or solid blocking, U.N.O. D. Provide 4x or 2-2x members under sole plate nailing less than 6" o/c. E. All Simpson HDA, HPA and CB holdowns to be fastened to 4x4 post min. F. All hardware is to be Simpson Strong-Tie"m or approved equal. Install per mfr.'s specifications. G. All shop drawings are to be reviewed by the contractor and the architect prior to submittal for engineers review. H. All exterior walls are to be secured with 5/8" diameter x 10" anchor bolts @ 72" o.c., U.N.O. (WS5884 Ramset/Redhead may be used in lieu of anchor bolts, as a fix) 1. All interior walls to be secured with shot pins per manufacturer's recommendations, U.N.O.. Calculations govern in all cases. Recommend Ramset/Redhead 1516SD @ 24" o.c. J. All conventional framed portions of structure are to be constructed per section 2320 of the 1997 Uniform Building Code, U.N.O. K. All nailing is to be per table 23-1I-B-1 of the Uniform Building Code, U.N.O. L. All nails to be "common", U.N.O. • SOLE PLATE LEGEND MARK : DESCRIPTION SPN12: 16d Sole Plate Nailing at 12"o/c ISCR8 : 3/8"0 x 6.5" Sole Plate Screws at 8"o/c SPN10: 16d Sole Plate Nailing at 10"o/c SCR6 3/8"o x 6.5" Sole Plate Screws at 6"o/c SPN8 : 16d Sole Plate Nailing at 8"o/c SPN6 : 16d Sole Plate Nailing at 6"o/c SPN4 : 16d Sale Plate Nailing at 4"o/c SPN3 : 16d Sole Plate Nailing at 3"o/c SPN2 16d Sole Plate Nailing at 2"o/c FOUNDATION HARDWARE LEGEND MARK: DESCRIPTION MARK : DESCRIPTION AB64 : 518"o x 10"Anchor Bolts at 64"o/c 244 ' Provide a total of 244 at top& 244 at A656 : 5/8"o x 10"Anchor Bolts at 56"o/c bottom of footing, 3' past posts AB48 : 5/8"o x 10"Anchor Bolts at 48"o/c 344 : Provide a total of 344 at top& 344 at AB40 : 51B"o x 10"Anchor Bolts at 40"o/c bottom of footing, 3' past posts AB32 : 5/8"o x 10"Anchor Bolts at 32"o/c 444 : Provide a total of 444 at top&444 at AB24 : 5/8"o x 10"Anchor Bolts at 24"o/c bottom of footing, 3' past posts AB16 : 5/8"0 x 10"Anchor Bolts at 16"o/c HD2A (1) Simpson H02A per post AB8 5/8"o x 10" Anchor Bolts at 8"o/c HD5A (1)Simpson HD5A per post AB32X: 5/8"o x 12"Anchor Bolts at 32"o/c HD6A : (1) Simpson HD6A per post AB24X: 5/8"o x 12"Anchor Bolts at 24"o/c HD8A (1) Simpson HD8A per post AB16X: 5/8"o x 12"Anchor Bolts at 16"o/c HD10A: (1) Simpson HD10A per post AB8X : 5/8"o x 12" Anchor bolts at 8"o/c HD14A: (1) Simpson HD14A per post 2AB (2) 5/8"o x 10"Anchor Bolts HD20A: (1) Simpson HD20A per post 3AB : (3) 5/8"o x 10"Anchor Bolts HPA : (1) Simpson HPAHD22 per post 2ABX : (2) 5/8"o x 12"Anchor Bolts T _ HPA2P : (1) Simpson HPAHD22-2P per post 3ABX : (3) 5/8"o x 12"Anchor Bolts _ _ _ HTT22 : (1) Simpson HTT22 per post NOTE:Provide 2"sq.x 3116"thick plate washers far all sill plate A.B.'s. 9x 9�L ir--------------------------------- ----- ------ --------------- --, I I I � I I FDI I I I I I i r I I 12 I FDIIn I � I E " I I I I � I ---- I I I I FDI I I I I I I I I 1 ly I c' I r I I I > < n I 12 ! FDI FDl FDI ' 3z SILL ! S. L-- -------- --- ------------------ I F Q O yST I FDI ! . I I I 1 I I F 1 ❑ I lal �, �._ ; I F GONG.POD 5 I n/7-4£AU •BOTTOM I FDI ! " I I i2 I I F FDI I n n ❑ I I I ' , I7 12 3z SILL FDI DI , ) 51LL — _ — --- =- (i L _J ❑ U11 FOUNDATION PLAN 2A SCALE: 1/4" : 1'.0 • 0 o a o rEj ❑ FOUNDATION PLAN 2B SCALE : 1/4" : I'-o" ❑ ❑ a FE-11 • FOUNDATION PLAN 2C 5CALE : 1/4" _ 1'-0" FOUNDATION NOTES: ❑ W ALL DIMENSIDNS SHALL BE VERIFIED WITH THE ARCHITECTS DRAMNGS ANY DISCREPANCIES SHALL BE RESOLVED PRIOR 70 COMMENCING OF WORK. �7 l - 9. USE lb)bG NAIL5 PER TOP PLATE3.OPLN;E 11u SILL , Li L.n•m• 4xe _ f r I-] sDl e%• FAMILY M13 A I I M BED P CLG NOOK 9'-0 CLG I 9'-0" CLG I 9'-0' CLG DRtawR EN. DR+c.LOW weD 0,50gm• aDi s E� i ,4 m TTP. ) «� PRAO TR 0 w ROOF E h. ORA&LOnD•.uc' '1 < KIT 9'-0' CLG I r A LK—IN DI BED 2 TYp- 7 --- 9._0" CLG fw. L-N3 � 5-]St I- a / DINING 2 x • SJi 0 9'-0" CLG 9'- " CLG <r u v • rJ - SDI __ Sol DEN ff W S • `J�l,,>�•N�. _ 9,_0.. CLG S 9 ogMOT oft AK a �/ Q - TOP RA7E _,- � .Q �L,`• Y+l a ,r, N.! pEIrT OIRILL Sy Nd WALL SDI 0 TI Welt •..�...� •............r;+fZr•; O OXAr,L40 rfN55wR `O4D 3660 /q�ft1 A O •BT 1� x �I4 (f H arl ib 13 roieot:,+--� S7an 19'_ " LG I fll ,s L•lb•'-r!• I TOP PLA7Fg�, 5D1 SD7SILL MANGER s � �4D & J &A AGE : ' 9'-0" C G l U 115E r61 bd NA -TOP ATE 6PlICE (FROM T O•C•) 6D1 lIUUJJ � �� 9'-0" CLG 7 "Ay T NOTE: 5DI +fit q�� AT GABLE END WALLS K Q({� DRAG 7RWb.!ROM PLT SMEAR 15 li0Jl1 DRYa LOAp.1e10 J r0 AND NAILED TO BOT CHORD OF TOW 4.14 PLATE SPICE NaL►G 4 n - - -------- C+• Br D L.7' 6 L.7•- 3.SILL SD7 aDi 3.SILL 9'-C" CLG EXTEND PL7 ExTEND PLT +'.0-•MOR' V..MDR ROOF FRAMING PLAN 2A SCALE:114". I'-©' v 9'-O" CLG I I `- I I OPT. TUB/SHOWER KALE:114' .I'-0" FOR ADDITIONAL AND SPECIFIC NFORrIA710N NOT 5WOUN HERE o'� REFER TO MAIN FRAMM* PLAN A�. C M 8A i i 9 BD O CLG E �1 9'-0" CLG � ( o W-1!D 255 �y I � f WALK-1 9'-0" CLG s c� - BA 2 9•-0" CLG RETREAT 9.-0" CLG nL ---- OPT. RETREAT @ BEDROOM 2 KALE:114" . I'-V FOR ADDITIONAL AND SPECIFIC INFORh7ATION NOT SHOUN WERE REFER TO iSAIN FRAMING PLAN t DINING u BED 9'-0' CSC 9'-0" CLG I I I-- I i 9r0- BED 4 L I V I hG 9'-0" CLG BAD 9'-0" CLG 9'-0" CLG O :PORCH : 9'-0" CLC I I ' __ __ ' ' GARAGE 9'-0" CLG Ell --_ tnl (FROM T.O.C-) OPTIONAL BEDROOM 4 @ DEN o�°°' T"5 E'er REFER TO MAIN FRAMING PLF SCALE:114' 1 1'-0• FAMILY NOOK M BA M BED 9'-0" CLG 9'-0" CLG 9'-0" CLG 9'-0" CLG KIT NALK•-IN 9'-O" CLG 9•--0• CLG BED 2 9'-0" CLG DINING BA 2 9'-0" CLG 9'-0" CLG w 5D1 DEN S KK . BED 5 .: ....:.. .. .... ...,.,:''.:.:�:.::•:•::'.:::'�::. 9'-0,. CLG 9' 0" 0" CLG GH 9'-0" LG GA AGE 9'-O" c c (FROM T O.C.) UE PARTIAL ROOF FRAMING PLAN 2C 5GALE: 1/4' • 1'-0" FOR ADDITIONAL AMC)SPECIFIC INFORMATION NOT SHOWN HERE REFER TO MAIN FRAMING PLAN R4 � o7 G G EA I NOOK M B M ED 9'-0" CL 9'-0" CLG 4'-0" CLG -0" CLG ' 1k T b l I •n i Q w �u T IT 9'- CLG 9'- " CLG BED Z 9'-0" C RIOG JININ& W m 9-0" CLG e B CIL �7 5D1 sol 4A T { Q 0 Ib SDI I LIVING DEN S 5o ED B 9'-0" CLG `1:`.4:::? ;:*. 9'-0" CLG CLG • GIRDER TRU55 50I .-:r 4k6 .'�i �S l� ¢ .... ......, .. .•':i i:: R4GXESJ3EK.TRI55.id!RCOF:EH .p G.T. — 9'— CL SD5'1 L•15'-9' !!,' 3.51LL Tj T APPLT PLYWOOD a` BEFORE BOXING OUT f 4m5 T 9 GA AGE 9'-0" C GIRDER TWSS { D 1 [UUI T IT SDI 5DI 5DI IT L•7•'-3' L•T"-3" 3.SILL 3a WILL EXTEND PLY EXTEND PLY 4'@ NDR. a• @ MDR. PARTIAL ROOF FRAMING PLAN 2B 5CALE:Va". I'-IV" FOR ADDITIONAL AND SPECIFIC INFORMATION NOT 5NOILN HERE REFER TO MAIN FRA^'IING PLAN I � i I ♦ I 1 // ♦� ,/ I ``♦ I ol )5 DV-0lZ CLG 3 ' ILIVING 1 ♦ 1 s'-o' CLG 1 ♦� /' I ` I I I MSTIO r1 ♦ L•` v I DWIGK.IRDER 1R195 W FYXi Eli \ I I I ! -,—�- � DR?Ca LOAD•!1©S• \ I T ' I I � I ❑i I qtf' / \ I 1 L--------- ------ -' PED 5/ , ♦� +�•+ i 61 �/ c; yP '/ F120M TIO.C.) AL s / / 1 { ,' I I DRAG 110155 W fd70F EN- A35.• I ..4,— / .dls D.,v.Eom.n3m• I e•oc. I I ' I I _ L•10'-/• SDI = L_________ ____1_—__ --___—_—_1 2-CAR GAR. / BR 5 OPT. ROOF FRAMING PLAN 2C SCALE:1,4".1'•0" FOR ADDITIONAL AND 5PECIFIC • TO?A 1 2-CA NOT TiCN F HERE REFER TO 7A/7-CAR OPTION FRAMIW-a PL AN I [ H r -� It I I i 1 LLLL I LLLLL� I L L. ' �JLI-I.xl, BED B LIVING BED 4L _ T 1 9'-0' CLG T-0" CLG L l LI\Xj I 9'-0" CLC 1 LLL�_ry eol T,P. ' LLL LLL L---------- - - ---- ------� J 1 I ----- FO,, G - ----------- - - E 1 e I 1 q �.. I 9'-0" CLG rDl I FDI J•M _}=r-=er_=c=_===- I I I I I 1 1 I rol I I I I I BED 5/ OFFICE ! GARAGE 9'-0" CLG ; (FROM T O.C.) I F s I I =D3 I I I I FDI I PDI I ! I I I 1 L-- -------� ----- _--- .---___-J LL= a ❑ POI --------------------- FDI 2-CAR GAR / BED 5 / OFFICE FOUNDATION PLAN 2A, 2B, & 2C SCALE:uc' . Y-O' - ». FOR ADDITIONAL AND SPECIFIC INFORI'1ATION NOT 5gCLN HERE REFER TO MAIN FOWDATION PLAN I ,'r♦ SDI w 9._0.. , I ♦ I f / I \ / I `♦ I 1 , I ♦ � , / 1 \ sDl I LIVIN i D 4 9'-0' CLC I 9'-d"\CL / I 9'-OrCLG I / T I / I eNT / ♦\ 1 � • a I w7 \ / ♦ I K-ill, DRJ(K.IRDER TRIES.ROOT EN r DRAS LOAD.l7O3 ?IL--- ----T-�--L0'ICL MI&O SDI 1 1 !x SILL I JJ�Jr T �I T I 9 Qf� I + I I ---------�= ---1 BED 5/ OFFICE ; GARA& 1 9'-0' CLG I 9'-0" CLG I O I I (FROM T.O.C.) I I I s I I I Rj I I i I I I I b I _ _ 1Sa soI I I I 7 I �pQK+TRIBb rl ROa EN SDI I DRJG LOJD•Z• b Dt. I I 7s rJ I I E ° 7 L--------------1--------------J L•10'-J• 2-CAR GAR / BED 5 / OFFICE ROOF FRAMING PLAN 2A $GALE:I/4" 1%0' F AppITIONAL AND SPECIFICF3'14TION NOT$CIO.!4ERE ER TO MAIN FRAMING RAN / � I 9'—a' // I I I I I ♦ , I � 1 I \ I LIVING i BEa? 4 S I BED 3 I 9'-0" CLG I 9'-0• CLCL I 9'-0" CLG I I I ♦ / I 1 I � , 1 • � ,' I I 1 / I I / I /vIll, i G RDER TRUSS r I f I, I F/ CH I W-0• CLG\ sD7 I T ♦ I , 1 �'/-\- -J----- BED 5/ SDI +I - " ri r / �" GIRDER TRUSS I G.T. \\ r cm° I . Y------------- - T----------- —' �♦I i --_ "-��—___---��_.� fir---_ 2-CAR GAR. / BR 5 OPT. ROOF FRAMING PLAN ..�:-"2� $GALE,VJx. 1••0" FOR ApplTipNdL dND$PECfFIC INFORMATION NOT$NWlnt HERE REFER 10 2A 12-CAR OPTION FRAMMG PLAN L ✓ING DEN S 1K�x T D 3 —0" CLG 9'-0- CLG 9'-0` �x 1 �� 9'— CLG I , I J L PO GH I I 9'-0` CLG I I I I --GAR GARAG 9'-0" CLG (FROM T.O.C.) D ❑ D D 3-CAR GAR. OPT. ROOF FRAMING PLAN 2C SCALE.VA' 11'•D' •FOR ADDIT AND SPECIFIC OIZ INF '1ATICN NOT 5110UN WERE REFER � TO 7C 7 CAR/BD 5 FRAMING PLAN I � r Q I I , I , I , I , I , I , I , I , I— D J FDI ,� 7•'I I f �---------------__ ------ ---J I I 0 TTI. 3 I, 1 FDI j FDI I I I I D ❑ I r I I I I r N~s , r I I 5 I FDI 5 I FDI , I e I I ] o I} I fDl FDI }-Y n FDI FDI 3.SILLS S 1 I —————————— ————————————— I} D D Fj'1 u 3-CAR GAR OPT. PART. FOUNDATION PLAN 2A, 2B, & 2C SCALE.I/A" : I'-O' FOR ADDITIONAL AND SPECIFIC INFORMATION NOT 5"OV.N HERE REFER TO MAN FOINDATICN PLAN u, I I H SDI -_-______-___-____ ----- I LI INCH DEN K ? 9'-0" CLG II 9'-0" CLG 9'— CLG .flo ).GILL 160 77 O III SD7 - D� DRM.4iMER 7p16p r ROOF EN 6- �i L0.10.416•' --- I '-G' CLC s 3 boat 6DI � EWM 3—GAR &ARIA&E 9'-0• CLG (FROM T.O.C.) Sol P, ��♦ �� OR.+4,qkl.�Ii00F Ex� 6 p�♦ LOAD.f000• (" n D - - poi ----- ---- xi ENTEND pLT xTE,O pL,' FT 1775-� Ul ZML +'•0'.MDR a'•C.iOR 3—CAR GAR OPT. PART. ROOF FRAMING PLAN 2A SCALE-Il4'•I'-®' FOR ADDITIONAL AND SPECIFIC •FOR'IATION NOT SWOUIN WERE REFER TO MAIN ]A 7-CAR GARIBED 5 FRATSMG PLAN J, H 9 7111 — -0' t— I� I LIVING DEN S_ K'x a BED 3 9'-0" CLG 9'-0' CLG 9'-0� I I 9'-0' CLG XFF-5 y I; dl -0` CLG � I 3—GAR SARA 9'-O" CLG (FROM T.O.C.) --------------------- 3—CAR GARAGE OPT. ROOF FRAMING PLAN 2B SCALE:U4' • I'-p' FOR ADDITIONAL AND 5PECIFIC IN:OR'1ATZN NOT 5WCXN WERE REFER ESI / FME , Inc . Sheet 14 on STRUCTURAL ENGINEERS Datl�-25-2003 JN. 3590 La Laguna Large "f FORECAST Menifee , California.. PLAN-2 �> HDR @ REAR OF NOOK Length = 6 ft. P1 - 0 lbs = 0 @ L1 = 0 P2 = 0 lbs = 0 @ L2 = 0 Roof = ( 34 psf ) ( 41 ft/2 + 1 ) = 731.0 plf P1 z Wall = ( 14 psf) ( 1 + 0 ) = 14.0 Floor = ( 52 psf) ( 0 ft/2+ 0 ) = 0.0 D. L. of Beam . . . . . . . . . . . . . . . = 15.0 w = 760.0 plf Fb = 1050 psi. M = 3420 ft-lb= 41.04 in-k S = Moment/ 1.250 Fb = 31.3 in^3 Reactions: *RL= 22801bs Fv = 95 psi ; d = 9.25 in. *RR= 2280 lbs V = R(max)-(w*d)= 1694 lbs. A = 1.5 V / 1.250 Fv = 21.4 in Req'd Sec. Properties: Provci • - * S = 31.3 in^3 49.91 Allow defl = L/ 240 0.30 in * A = 21.4 sq. in. - 3238 E = 1.6 x 10**6 psi * I = 46.2 in^4 23084 1 =5*M*L^2 /48*E*d= 46 in^4 Estimated defl = 0.060 U S E 4 x 10 W.C.D.F. #2 2 HDR @ REAR FAM. (ELEV.B ) Length = 8 ft. P1 = 2788 lbs = 34*8/2*41/2 @ L1 = 4 p2 - 2788 lbs = 34*41/2*4 @ L2 = 6 P1 2 Roof = ( 34 psf ) ( 0 ft/2 + 1 } = 34.0 plf Wall = ( 14 psf ) ( 1 + 0 ) = 14.0 Floor = ( 52 psf ) ( 0 ft /2+ 0 ) = 0.0 D. L. of Beam . . . . . . . . . . . . . . . = 15.0 w = 63.0 plf Fb = 2900 psi. M = 10262 ft-lb= 123.1 in-k S = Moment/ 1.250 Fb = 34.0 in^3 Reactions: *RL= 2343lbs Fv = 290 psi ; d = 9.5 in. *RR= 3737 lbs V = R(max)-(w*d)= 3687 lbs. A = 1.5 V / 1.250 Fv = 15.3 in^2 Req'd Sec. Properties: ProJd * S = 34.0 in^3 5265 Allow defl = L/ 240 = 0.40 in * A = 15.3 sq. in. 33.25 E = 2 x 10**6 psi * I = 147.8 in^4 zso.o7 1 =5*M*L^2 / 48*E*d= 148 in^4 Estimated defl = 0.236 U S E 3.5 x 9.5 PARALLAM ESI / FME , Inc . Sheet 15 • STRUCTURAL ENGINEERS Da3-25-2003 JN. 3690 " La Laguna Large "/ FORECAST Menifee , California.. PLAN-2 L� TYP. 4l6 HDR Length = 4 ft. P1 = 0 Ibs = 0 @ L1 = 0 P2 = 0 Ibs = 0 @ L2 = 0 Roof = { 34 psf) ( 41 ft/2 + 1 ) = 731.0 plf P1 z Wall = ( 14 psf) ( 1 + 0 } = 14.0 Floor = ( 52 psf ) { 0 ft/2+ 0 ) = 0.0 D. L. of Beam . . . . . . . . . . . . . . . = 15.0 w - 760.0 plf Fb = 1140 psi. M = 1520 ft-lb= 18.24 in-k S = Moment/ 1.250 Fb = 12.8 inA3 Reactions: *RL= 1520 lbs Fv = 95 psi ; d = 5.5 in. *RR= 1520 Ibs V = R(max)-(w*d)= 1172 lbs. A = 1.5 V / 1.250 Fv = 14.8 inA2 Req'd Sec. Properties: Prod * S = 12.8 inA3 17.65 Allow defl = L / 240 - 0.20 in * A = 14.8 sq. in. 19.25 E = 1.6 x 10**6 psi * I = 13.7 in^4 4e 53 1 =5*M*LA2 /48*E*d= 14 in^4 Estimated deft = 0.056 U S E 4 x 6 W.C.D.F. #2 • ESI / FME , Inc . Sheet ' . STRUCTURAL ENGINEERS Date 03/25/03 JN. 3590 " La Laguna Large "/ FORECAST Menifee , California.. PLAN-2 LATERAL ANALYSIS 2001 CBC CODE: Seismic Zone Factor Z = 0.4 Soil Parameter Per soil report Sc = 0.4 Near Source Factor per Soil Report Na = 1.3 Seismic Coefficient (Table 16-Q): Ca = Na * Sc = 0.52 Response Factor (Table 16-N) Rw = 5.5 Importance Factor I = 1 SIMPLIFIED DESIGN BASE SHEAR (2001 CBC - SECTION 1612.3.1) V = ( 3 * Ca I Rw ) * * W LONGITUDINAL (1-1): 1.4 V= ( 3 * 0.52 / 5.5 ) * * W = 0.2026W 1.4 TRANSVERSE (T1): V = ( 3 * 0.52 / 5.5 ) * * W = 0.2026 W 1.4 * WIND CRITERIA: P = Cq * Ce * qs * 1 70 MPH - EXP. C Ave. Ce = (1.06*15+1.1*2+1.19*0)/17 = 1.06 P = 1.3 * 1.06 * 12.6 * 1 = 17.44 psf LONGITUDINAL (L1): Wind: . . . . = ( 17.4 psf)( 17 - 4.5 } = 218 plf for Wind Loads. Seismic: Roof= ( 18 psf)( 44 ) = 792 Perpend. Wall = ( 14 psf)( 9 - 4.5 }( 4 ) = 252 _ ( 10 psf}( 9 - 4.5 )( 2 } = 90 Floor- ( 12 psf}( 0 } = 0 1134 x( 0.2026 }= 230 plf ...Controlling Lateral Force: 230 plf (seismic) TRANSVERSE (T1): Wind: . . . = ( 17.4 psf)( 15 - 4.5 ) = plf for Wind Loads. Seismic: Roof= { 18 psf)( 52 ) — 936 Perpend. Wall = ( 14 psf)( 9 - 4.5 }( 4 ) = 252 = ( 10psf)( 9 - 4.5 )( 2 } = 90 i Floor= ( 12 psf)( 0 ) = 0 1278 x( 0.2026 )= 259 pif Controlling Lateral Force: 259 plf (seismic) ESI / FME , Inc . Sheet 17 STRUCTURAL ENGINEERS Date 03/25/03 �N 3590 " La Laguna Large "I FORECAST Menifee , California.. PLAN-2 LATERAL ANALYSIS 2001 CBC CODE: Seismic Zone Factor Z = 0.4 Soil Parameter Per soil report Sc = 0.4 Near Source Factor per Soil Report Na = 1.3 Seismic Coefficient (Table 16-Q): Ca = Na * Sc = 0.52 Response Factor (Table 16-N) Rw = 5.5 Importance Factor I = 1 SIMPLIFIED DESIGN BASE SHEAR (2001 CBC - SECTION 1612.3.1) V = ( 3 * Ca I Rw ) * W LONGITUDINAL (1-2): 1.4 V = ( 3 * 0.52 I 5.5 * W = 0.2026 W 1.4 TRANSVERSE (T2): V = ( 3 - 0.52 I 5.5 ) * W = 0.2026 W 1.4 * WIND CRITERIA: P = Cq * Ce * qs * 1 70 MPH - EXP. C Ave. Ce = (1.06*15+1.1*0+1.19*0)/15 = 1.06 P = 1.3 * 1.06 * 12.6 * 1 = 17.36 psf LONGITUDINAL (1-2): Garage Wind: . . . . = ( 17.4 psf)( 0 - 0 ) = 0 pif for Wind Loads. Seismic: Roof= ( 18 psf)( 21 } - 378 Perpend. Wall = ( 14 psf}( 9 - 4.5 }( 1 ) = 63 _ ( 10 psf)( 9 - 4.5 ){ 1 ) = 45 Floor- ( 12 psf}( 0 } - 0 486 x( 0.2026 }= 98 plf ...Controlling Lateral Force: 98 plf (seismic) TRANSVERSE (T2): Garage Wind: . . . . = ( 17.4 psf)( 15 540 - 4.5 ) = plf for Wind Loads. Seismic: Roof= ( 18 psf){ 30 ) = 540 Perpend. Wall = ( 14 psf)( 9 - 4.5 )( 2 } = 126 ( 10 psf)( 9 - 4.5 }( 1 } = 45 Floor= ( 12 psf}( 0 ) = 0 711 x( 0.2026 )= 144 plf Controlling Lateral Force: 182 plf (wind) ESI / FME , Inc . Sheet I � • STRUCTURAL ENGINEERS Date 03/25/03 " La Lag JN. Menifee , California.. PLAN-2 OWALL(S) @ LEFT OF HOUSE LENGTH - 8 ft - Oft + 8 ft = 16.00 ft s LOAD = ( 230 lbs /ft) 30.0 ft/2 + 0 ft) = 3450 lbs. LOAD = ( 0 lbs /ft) 0.0 ft/2 + 0 ft) = 0 lbs. LOAD = ( 0 lbs /ft) 0.0 ft/2 + 0 ft) = 0 lbs. SHEAR = T. LOAD / L = 3450 lbs / 16.00 ft. = 216 lbs /ft U S E 10 wl 5/8" Dia. x 12" A.B.'s A 48 "olc as48 L(Wall) 8.UO t. Wall Height = 9.00 ft. .......... LOAD = 1725 lbs. O. T. M. = 15525 ft-lbs 0.85-R.M. =0.85-(14"9+18"2) 8.00 ^2/2 = 4406 ft-lbs N.M. = O.T.M. - R.M. = 15525 - 4406.4 — 11119 ft-lbs UPLIFT = N.M. / LENGTH = 11119 #/ 8.00 ft = 1390 lbs. PROVIDE: (1) SIMPSON HTT22 PER POST. WALL(S) @ LEFT OF GARAGE LENGTH = 12 ft - 0 ft + 0 ft = 12.00 ft S LOAD = ( 230 lbs /ft) 50.0 ft/2 + 0 ft) = 5750 lbs. . LOAD = ( 98 lbs /ft) 20.0 ft/2 + 0 ft) 980 Ibs.. SHEAR = T. LOAD/ L = 6730 lbs J 12.00 ft. 561 Ibs /ft 3x SILL`. U S E 13 wl 5/8" Dia. x 12" A.B.'s 16 "o/c ;...A81s,..` UPLIFT: L( Wall ) = 12. t. Wall Height = 9.00 ft. LOAD = 6730 lbs. O. T. M. = 60570 ft-lbs 0.85*R.M. =0.85'(14"9+18.11) 12.00 ^2/2 = 19829 ft-lbs N.M. = O.T.M. - R.M. = 60570 - 19828.8 = 40741 ft-lbs UPLIFT = N.M. / LENGTH = 40741 #/ 12.00 ft = 3395 lbs. PROVIDE: (1) SIMPSON HTT22 PER POST. 3O WALL(S) a@ RIGHT OF HOUSE LENGTH - 16 ft - 0 ft + 0 ft - 16.00 ft s LOAD = ( 230 lbs/ft) 20.0 ft 12 + 0 ft) = 2300 lbs. LOAD = ( 98 lbs /ft) 20.0 ft/2 + 0 ft) = 980 lbs. LOAD = ( 0 lbs /ft) 0.0 ft/2 + 0 ft) = 0 lbs. SHEAR = T. LOAD / L = 3280 lbs / 16.00 ft. = 205 lbs/ft U S E 11 wl 5/8" Dia. x 12" A.B.'s 56 "olc AB56 UPLIFT: L( Wall ) = 16.00 ft. Wall Height = 9.00 ft. LOAD = 3280 Ibs, O. T. M. = 29520 ft-lbs 0.85"R.M. =0.85"(14*9+18-2) 16.00 ^2/2 = 17626 ft-ibs N.M. = O.T.M. - R.M. = 29520 - 17625.6 = 11894 ft-lbs UPLIFT = N.M. / LENGTH = 11894 #/ 16.00 ft = 743 lbs. wl PROVIDE: (1) SIMPSON HTT22 PER POST. 0 ESI / FME , Inc . Sheet 19 STRUCTURAL ENGINEERS Date 0-1/2-5103 JN. 3590 " La Laguna Large "/ FORECAST Menifee , California.. PLAN-2 4� WALL(S) aCi REAR OF HOUSE LENGTH = 17 ft - 4 ft + 0 ft = 13.00 ft S LOAD = ( 259 lbs /ft) 42.0 ft/2 + 0 ft) = 5439 lbs. LOAD = ( 0 lbs /ft) 0.0 ft/2 + 0 ft) = 0 Ibs. LOAD = ( 0 Ibs /ft) 0.0 ft/2 + 0 ft) = 0 Ibs. SHEAR = T. LOAD / L= 5439 Ibs / 13.00 ft. = 418 lbs /ft 3x SILL U S E 12 w/ 5/8" Dia. x 12" A.B.'s 24 "o/c ;. da2a wall17.00 ft. Wall Height = 9.00 ft. :::.:................. LOAD = 5439 lbs. O. T. M. = 48951 ft-Ibs 0.85-R.M. =0.85-(14*9+18*22) 17.00 1212 = 64115 ft-Ibs N.M. = O.T.M. - R.M. = 48951 - 64114.65 = -15164 ft-Ibs UPLIFT = N.M. I LENGTH = -15164 #I 17.00 ft = -892 lbs. NO HOLDOWNS REQUIRED. 5@ WALL(S) @ FRONT OF DEN if- LENGTH = 15.75 ft - 4 ft + 0 ft = 11.75 ft • s LOAD = ( 259 lbs /ft) 42.0 ft/2 + 0 ft) = 5439 Ibs. LOAD = ( 144 Ibs ) ft) 20.0 ft./2 + 0 ft) = 1440 Ibs.- LOAD = { 0 Ibs /ft) 0.0 ft/2 + 0 ft) = 0 Ibs. SHEAR = T. LOAD / L = 6879 lbs / 11.75 ft. = 585 Ibs /ft 8x SILL U S E 13 w/ 5/8" Dia. x 12" A.B.'s 16 "o/c AB16 L L{ Wall = 1 Wall Heiglit = 9.00 ft. LOAD = 6879 Ibs, O. T. M. = 61911 ft-Ibs 0.85-R.M. =0.85-(14"9+18''21) 15.75 12/2 = 53135 ft-Ibs N.M. = O,T.M. - R.M. = 61911 - 53134.99 = 8776 ft-Ibs UPLIFT = N.M. I LENGTH = 8776 #I 15.75 ft = 557 lbs. PROVIDE: (1) SIMPSON HTT16 PER POST. 5A WALL(S) @ FRONT OF DEN (3-CAR GARAGE OPTION) LENGTH = 11 ft - 0 ft + 0 ft = 11.00 ft s LOAD = ( 259 Ibs /ft) 42.0 ft/2 + 0 ft) = 5439 lbs. LOAD = ( 144 Ibs /ft) 20.0 ft/2 + 0 ft) = 1440 Ibs. LOAD = ( 0 lbs /ft) 0.0 ft/2 + 0 ft) = 0 Ibs. SHEAR = T. LOAD / L = 6879 Ibs / 11.00 ft. = 625 lbs /ft J 3x SILL U S E 14 wf 518" Dia. x 12" A.B.'s 16 "o/c ABi6 a = t. Wall Height = 9.00 ft. _:.:;.......w...A....:. LOAD = 6879 Ibs. O. T. M. = 61911 ft-lbs 0.85-R.M. =0.85"(14"9+18"21) 11.00 ^2/2 = 25918 ft-1bs N.M. = O.T.M. - R.M. = 61911 - 25918.2 = 35993 ft-Ibs UPLIFT = N.M. I LENGTH = 35993 #I 11.00 ft = 3272 Ibs. • w2 PROVIDE: (1) SIMPSON HTT22 PER POST. ESf / FME , Inc . Sheet .20 • STRUCTURAL ENGINEERS Date 03125/03 3590 JN. " La Laguna Large "I FORECAST Menifee , California.. PLAN-2 5B WALL(S) @ FRONT OF BED 4 & BED#3 (BED 5 / OFFICE OPT.) LENGTH = 10.25 ft - 4 ft + 14 ft = 20.25 ft s LOAD = ( 259 lbs /ft) 42.0 ft/2 + 0 ft) = 5439 lbs. LOAD = ( 144 Ibs /ft) 20.0 ft/2 + 0 ft) = 1440 lbs. LOAD = ( 0 Ibs/ft) 0.0 ft/2 + 0 ft) = 0 Ibs. SHEAR = T. LOAD / L= 6879 Ibs / 20.25 ft. = 340 Ibs /ft 3XSILL U S E 12 w1 5/8" Dia. x 12" A.B_'s 32 "olc A632,,?` L( Wall ) = 10.25 71. Wall Height = 9.00 ft. LOAD = 2123 lbs. O. T. M. — 19108 ft-Ibs 0.85"R.M. =0.85*(14"9+18"21) 10.25 12/2 = 22504 ft-lbs N.M. = O.T.M. - R.M. = 19108 - 22504.39 = -3396 ft-Ibs UPLIFT = N.M. / LENGTH = -3396 #/ 10.25 ft = -331 lbs. PROVIDE: NO HOLDOWN w5B ESI / FME , Inc . Sheet 21 • STRUCTURAL ENGINEERS Date 03/25/03 JN. 3690 La Laguna Large "/ FORECAST Menifee , California.. PLAN-2 CONTINUOUS HEADER SHEAR WALL DESIGN C 6 � WALL @ FRONT OF GARAGE L = 2.25.2 = 4.5 ft LOAD =( 182 lbs /ft ) ( 20.0 ft 12 + 0 ) = 1820 lbs. LOAD =( 0 lbs / ft ) ( 0.0 ft / 2.+ 0 ) = 0 lbs. SHEAR = 1820.00 lbs / 4.5 ft. = 404 lbs /ft U S E /2\ wl 2 5/8" Di a. x 12" A.B.'s 2AB wall L 4'-0" DGE NAIL @ HEADER & POST. / LLJ I r �. Continuous Header w ;- i r i Steel Strap ; I Simpson (1) ST6224, @ Ea. Post over Ply. Sht'g. T_ w L 4 x Post = Full Bearing for Header. ; 2 x Stud @ 16 " O.C. Anchor Bolts per plan � X � UPLIFT- L ( Wall ) = 2.25 ft. Wall Heigr = 7.00 ft. LOAD = 910 lbs. 0. T. M. = 6121 ft-lbs • SECTION REQ'D = O.T.M. * 12 1 (1.33 * Fb) = 55 in^3 UPLIFT = O.T.M. / x = 2721 lbs Use Simpson ST6224 at each post. PROVIDER-SIMPSON HTT22 PER POST. ESI / FME , Inc . Sheet 22 on STRUCTURAL ENGINEERS Date 03/25103 JN. 3590 " La Laguna Large "1 FORECAST Menifee , Catifornia.. PLAN-2 7O WALL(S) @ FRONT OF 2-CAR GARAGE & BED5/OFFICE OPTION LENGTH = 10.33 ft - 4 ft + 0 ft = 6.33 ft W LOAD = ( 182 lbs /ft) 19.0 ft/2 + 0 ft) = 1729 lbs. LOAD = ( 0 lbs 1 ft) 0.0 ft/ 2 + 0 ft) = 0 lbs. SHEAR = T. LOAD / L= 1729 lbs / 6.33 ft. = 273 lbs /ft U S E 11 wl 5/8" Dia. x 12" A.B.'s 40 "o1c AB40 s L( Wall ) = t Wall Height = 9.00 ft. LOAD = 1729 lbs. O. T. M. = 15561 ft-lbs 2/3-R.M. = 2/3-(14"9+18"2) 10.33 12/2 = 5762 ft-lbs N.M. = O.T.M. - R.M. = 15561 - 5762.281 = 9799 ft-lbs UPLIFT = N.M. / LENGTH = 9799 #/ 10.33 ft = 949 lbs. w3 PROVIDE: (1) SIMPSON HTT16 PER POST. • • ESI / FME , Inc . Sheet a3 • STRUCTURAL ENGINEERS Date 03/25/03 JN. 3690 " La Laguna Large "/ FORECAST Menifee , California.. PLAN-2 CONTINUOUS HEADER SHEAR WALL DESIGN �9 ) WALL @ FRONT OF 3-CAR GARAGE L = 2.25+3.25 = 5.5 ft W LOAD =( 182 Ibs /ft ) ( 20.0 ft 12 + 0 ) = 1820 lbs. LOAD =( 0 Ibs / ft ) ( 0.0 ft / 2 + 0 ) = 0 Ibs. SHEAR = 1820.00 Ibs / 5.5 ft. — 331 Ibs /ft U S E �1 w/ (2) 5/8" Dia. x 12" A.B.'s 2AB wail L 41- DGE NAIL @ HEADER & POST. i 4'-0" • a ' 01 W -- Continuous Header , I —Steel Strap Simpson (1) ST6224, @ Ea. Post over Ply. Sht'g. i 0 4 x Post z Full Bearing for Header. 2 x Stud @ 16 " o.c. Anchor Bolts per plan I i X�I UPLIFT: L ( Wall ) = 2.25 ft. Wall Heigr = 7.00 ft. LOAD - 745 Ibs. 0. T. M. = 4963 ft-Ibs • SECTION REQ'D = O.T.M. * 12 / (1.33 * Fb) = 45 inA3 UPLIFT = O.T.M. / x = 2206 Ibs Use Simpson ST6224 at each post. PROVIDE: 1-SIMPSON HTT22 PER POST. ESI / FME , Inc . Sheet ? 4 STRUCTURAL ENGINEERS Date03/25/03 JN, 3590 La Laguna Large "/ FORECAST Menifee , California.. PLAN-2 FOUNDATION ANALYSIS SOIL BEARING PRESSURE= 2000 psf By : ALBUS-KEEFE, ASSOCIATES Job No. 1159.01 Dated: 11/ 19/ 2002 1. Continuous Footing Design: @ REAR OF HOUSE Roof : ( 34 } ( 44/2 ) = 748 plf Wall : ( 14 } ( 10 ) = 140 Floor : ( 52 } ( 0 ) = 0 Deck : ( 57 } ( 0 ) = 0 888 plf Width Required = ( 888 ) / ( 2000 - 0 } = 0.44 ft. USE 12 in. wide x 18 in. deep cont. ftg. 1-Story w/ 1 - #4 T / B Cont. 2. Point Loaded Footing : P max = S.B.P. ' S * W / 144 4 x post ( minimum) Pmax ( 2-Story ) = 8667 lbs. SLAB w/ (1) #4 T/B = 6000 Ibs. CONT. FTG.-` 45-deg. S-Bearing Area • E S I F M E I N C. STRUCTURAL ENGINEERS PROJECT : Structural Calculations on " La Laguna Large " to be built at Menifee , California PLANS '2001 CBC Date : Client March 25, 2003 FORECAST Revisions : , Client Job No. Shipped : Job No. 3590 1800 E. 16th Street, Santa Ana, CA 92701 (714) 835-2800 • Fax (714) 835-2819 is ESI / FME , Inc . Sheet STRUCTURAL ENGINEERS DatMAR 2 JN. R S 9 0 LOAD CONDITIONS : ROOF : Wd.Shake Rock Tile FLOOR : Slope 17 00 00 wO nc. w0 c. Live Load 16.0 psf 20.0 psf 16.0 psf Live Load 40 psf 40.0 psf Roof'g Mt'I 4.0 - - 10.0 D.L. of F.F. 5.0 15.0 Built-Up - - 6.0 - - Sheathing 1.5 1.5 Sheathing 1.5 1.5 1.5 Floor Joists 3,0 3.0 Roof Rafters 1.5 1.5 1.5 Drywall 2.5 2.5 Ceiling Joist 1.5 1.5 1.5 Total D.L. 12.0 psf 22.0 psf Drywall 2.5 2.5 2.5 Miscellaneous 1.0 1.0 1.0 Total Load 52 psf 62.0 psf Total D.L. 12.0 psf 14.0 psf 18.0 psf LOAD CONDITIONS : Total LOAD 28.0 psf 34.0 psf 34.0 psf 0 STANDARD SPECIFICATIONS FOR PROJECT DESCRIPTION: STRUCTURAL CALCULATIONS PLAN 3 ' La Laguna Large"/FORECAST Menifee , CA 1. Sketches of details in calculations are not to scale and may not represent true PROJECT ENGINEER: D.L.F conditions on plans. Architect or designer CALCS BY: Reuse Ben DATE:3-2S-2003 • is responsible for drawing details in plans ASSOC. CHECK: DATE: which represent true framing conditions BACK CHECK: DATE: and scale. Enclosed details are intended to ROOF TRUSS Rev.: DATE: complement standard construction practice FLR. TRUSS Rev.: DATE: to be used by experienced and qualified P/T FOUND. Rev.: DATE: contractors. PLAN CHECK: DATE: REVISIONS: 2. The structural calculations included here are for the analysis and design of primary AO SHTS: ,;h 7, DATE: S jS j 03 structural system. The attachment of non- ��� �. Init.: structural elements is the responsibility of O SHTS: DATE: the architect or designer, unless specifically Init.: shown otherwise. t > SHTS: DATE: Init.: 3. The drawings, calculations, specifications SHTS: DATE: and reproductions are instruments of Init.: service to be used only for the specific SHTS: DATE: project covered by agreement and cover <F> Init.: sheet. Any other use is solely prohibited. SHTS: DATE: Init.: 4. All changes made to the subject project OG SHTS: DATE.- shall be submitted to E S I / F M E, Inc. Init.: in writing for their review and comment. E S I/ F M E, Inc. - Structural Engineers These calculations are meant to be used (This signature is to be a O OFE /,0 y a design professional, omissions are wet signature, not a copy.) Q !� intended. APPROVED BY: • 5. Copyright ©- 1994 by E S I / F M E, Inc, Qv, Structural Engineers. All rights reserved. Li r_ 0407 to . This material may not be reproduced in Exp 1 2004 N whole or part without written permission of ESI / FME, Inc. DATE: M ESI / FME , Inc . Sheet 3 STRUCTURAL ENGINEERS DatMAR 26 2 JN. 5 9 0 DESIGN CRITERIA SHEET FOR RESIDENTIAL CONSTRUCTION CODE: 19 77 UNIFORM BUILDING CODE REV 7rmp In all cases calculations will supersede this design criteria sheet. TIMBER Douglas Fir-Larch - 19% max. moisture content I 4x6,8#241: Fb = 1140/1300 psi; fv=95 psi; E=1.6 2x4 #2: Fb = 1315/1510 psi; fv=95 psi; E=1.61 4x10 #241: Fb = 1050/1200 psi; fv=95 psi; E=1.6 2x6 #2: Fb = 1140/1310 psi; fv=95 psi; E=1.61 4x12 #241: Fb = 965/1100 psi; fv=95 psi; E=1.6/1.7 2x8 #2: Fb = 1055/1210 psi; fv=95 psi; E=1.61 4xl4 #241: Fb = 875/1000 psi; fv=95 psi; E=1.6/1.7 2xl0 #2: Fb = 965/1105 psi; fv=95 psi; E=1.61 4x16 #241: Fb = 875/1000 psi; fv=95 psi; E=1.6/1.7 2xl2 #2: Fb = 875/1005 psi; fv=95 psi; E=1.61 6xl0 #1/SS: Fb = 1.350/1600 psi; fv=85 psi; E=1.6 2x14 #2: Fb = 790/905 psi; fv=95 psi, E=1.61 6x12 #1/SS: Fb = 1350/1600 psi, fv=85 psi; E=1.6 It is recommended that lumber be free of heart center. PARALLAM PSL 2.0E Glued Laminated Beams: Douglas Fir-Larch fb=2900.psi; fv=290.psi; E=2.OE6 psi Ind. App. Grade: Fb=2400 psi;Fv=165 psi;E=1.8E6 psi MICROLLAM LVL: Fb=2600 si;Fv=285psi;E=1.8 CONCRETE 1. Drypack shall be composed of one part Portland Cement to not more than three parts sand. 2. All structural concrete ...................................................fc = 3000 psi w/ inspection. All slab-on-grade/continuous footings/pads .................. fc = 2500 psi w/o inspection. All concrete shall reach minimum compressive strength at 28 days. • REINFORCING STEEL 1. All reinforcing shall be A.S.T.M. A-615-40 for#5 bars and smaller. All reinforcing shall be A.S.T.M. A-615-60 for#6 bars and larger. Welded wire fabric to be A.S.T.M. A-185, lap 1-1/2 spaces, 9" min. 2. Splicing of bars shall have lapping or 40 dia. or 2'-0" min. in all continuous concrete reinforcement (30 dia. for compression). Masonry reinforcement shall have lappings of 40 dia. or 2'-0". This is in all cases U.N.O. 3. All reinforcing bars shall be accurately and securely placed before pouring concrete, or grouting masonry. 4. Concrete protection for reinforcement shall be at least equal to the diameter of the bars. Cover shall be as follows, U.N.O.: A. Poured against earth.................... .......... 3 B. Poured against form below grade........... 2" C. Slabs on grade (from top of slab)............ 1" D. Columns and beams to main bars.......... 2" STRUCTURAL STEEL 1. Fabrication and erection of structural steel shall be in accordance with "Specifications for the Design. Fabrication and Erection of Structural Steel Buildings", AISC, current edition. Steel to conform to ASTM A36. Round pipe columns shall conform to ASTM A53, Grade B. Square/Rectangular steel tubes ASTM A500, Grade B. 2. All welding shall be performed by certified welders, using the Electric Shielded Arc Process at licensed shops or otherwise approved by the Bldg. Dept. Continuous inspection required for all field welding. 3. All steel exposed to weather shall be hot-dip galvanized after fabrication, or other approved weatherproofing method. 4. Where finish is attached to structural steel, provide 1/2"o bolt holes @ 4'-0" o.c. for attachment of 9nailers, U.N.O. See architectural drawings for finishes (Nelson studs 1/2" x 3" CPL may replace bolts). 1MASONRY I 1. Concrete block shall be of sizes shown on architectural drawings and/or called for in specifications and conform to ASTM C-90, grade N medium weight units with max. linear shrinkage of 0.06% 2. All vertical reinforcing in masonry walls not retaining earth shall be located in the center of the wall (U.N.O.), retaining walls are to be as shown in details. 3. All cells with steel are to be solid grouted (except retaining walls where all cells are to be solid grouted). ESI / FME , Inc . Sheet 4 on STRUCTURAL ENGINEERS DateMAR 2 JN. GENERAL SPECIFICATIONS FOR STANDARD RESIDENTIAL CON�TRUCTION (1997 Uniform Building Code) REV.s?"9 A. All beams to be supported with full bearing unless noted otherwise. B. All isolated posts and beams to have Simpson PB's, PC's and/or BC's minimum, U.N.O. C. All bearing walls on wood floors are to be supported with double joists or solid blocking, U.N.O. D. Provide 4x or 2-2x members under sole plate nailing less than 6" o/c. E. All Simpson HDA, HPA and CB holdowns to be fastened to 44 post min. F. All hardware is to be Simpson Strong-Tie TM or approved equal. Install per mfr.'s specifications. G. All shop drawings are to be reviewed by the contractor and the architect prior to submittal for engineers review. H. All exterior walls are to be secured with 5/8" diameter x 10" anchor bolts @ 72" o.c., U.N.O. (WS5884 Ramset/Redhead may be used in lieu of anchor bolts, as a fix) I. All interior walls to be secured with shot pins per manufacturer's recommendations, U.N.O.. Calculations govern in all cases, Recommend Ramset/Redhead 1516SD @ 24" o.c. J. All conventional framed portions of structure are to be constructed per section 2320 of the 1997 Uniform Building Code, U.N.O. K. All nailing is to be per table 23-II-B-1 of the Uniform Building Code, U.N.O. L. All nails to be "common", U.N.O. • SOLE PLATE LEGEND MARK : DESCRIPTION SPN12: 16d Sole Plate Nailing at 12"o/c SCRB : 3/8"o x 6.5" Sole Plate Screws at 8"o/c SPN10: 16d Sole Plate Nailing at 10"o/c SCR6 : 3/8"o x 6.5" Sole Plate Screws at 6"o/c SPN8 : 16d Sole Plate Nailing at 8"o/c SPN6 : 16d Sole Plate Nailing at 6"o/c SPN4 : 16d Sole Plate Nailing at 4"o/c SPN3 : 16d Sole Plate Nailing at 3"o/c SPN2 : 16d Sole Plate Nailing at 2"o/c FOUNDATION HARDWARE LEGEND MARK: DESCRIPTION MARK : DESCRIPTION AB64 : 5/8"o x 10"Anchor Bolts at 64"o/c 244 : Provide a total of 244 at top&244 at A856 : 518"o x 10"Anchor Bolts at 56"o/c bottom of footing, 3' past posts AB48 : 5/8"o x 10"Anchor Bolts at 48"olc 344 : Provide a total of 344 at top& 344 at AB40 : 5/8"o x 10"Anchor Bolts at 40"o/c bottom of footing, 3' past posts AB32 : 5/8"o x 10"Anchor Bolts at 32"o/c 444 : Provide a total of 444 at top & 444 at AB24 : 5/8"o x 10"Anchor Bolts at 24"o/c bottom of footing, 3' past posts AB16 : 5/8"o x 10"Anchor Bolts at 16"o/c HD2A (1) Simpson HD2A per post A88 5/8"o x 10"Anchor Botts at 8"o/c HD5A (1) Simpson HD5A per post AB32X: 5/8"o x 12"Anchor Bolts at 32"o/c HD6A (1) Simpson HD6A per post AB24X: 5/8"o x 12"Anchor Bolts at 24"o/c HD8A (1) Simpson HD8A per post AB16X: 518"o x 12"Anchor Bolts at 16"o/c HID 10A: (1) Simpson HD10A per post • AB8X : 5/8"o x 12"Anchor bolts at 8"o/c HD14A: (1) Simpson H014A per post 2AB (2) 5/8"o x 10"Anchor Bolts HD20A: (1) Simpson HD20A per post 3AB : (3) 5/8"o x 10"Anchor Bolts HPA (1) Simpson HPAHD22 per post 2ABX : (2) 518"o x 12"Anchor Bolts _ _ HPA2P (1) Simpson HPAHD22-2P per post 3ABX : (3) 5/8"o x 12" Anchor Bolts -- HTT22 : (1) Simpson HTT22 per post NOTE.Provide T sq.x 3116"thick plate washers for all sill plate A.B.'s. G� von • I r'v. I L_ L_ ry LOT i8 aA•50.,la"OP. 7A•'„�^,.17'OP. FDI ONLT CONC.PAD CONC.PAD FDI J� �l J f I i IA, 3 I xBw , I rTP. fl, I iaN � I I e I � Lim I I n n I I I' 3.DILL 3.SILL ly�T I AB 17 , a 1 r l FDI .� � FDI � I I I � I I I I I I 4 —— L_ -------------Z--� ----J i OeQR la T I I FDI _—y I 30•SCE.. CONC.PAD I II I l x\ Q 9 I � 7•AEnu --------�J — /.eorr. r I o --- -- -- �--=w 3 I 17 �' 'n I6 � � I I FDI ) 3.SILL 1 1 CONC.PAD w/a-•A EAU - �- .eorr. I I \ I I I I I I I al I I I I - I FDI I 1 I I I I � I I FDI I I I I I L, ti 2A` 17 171 7AF5 3.SILL DI FD] 3.DILL , • FOUNDATION PLAN 3A SCALE; 114- - 1'-©" I ::JF— -- IT I I � I I 1 I ' ' I I I _ ' ________--_j ______� I I I I FE] I I I I I I I I I i s E I 1 1 I 1 I I I I I I I I I I I I I I i ! 1 I I I I I I I I I I I------------------------� FOUNDATION PLAN 3B $GALE : 114" . I'-G" F,,011FA-1101111111ALIFICAND SPEC T, NOTRE TO MAIN FOUNDATIGN PLAN L_ ____________ s I I I i i I I I L___ i' ..______ —...___J L______-- F1 El FE—:11 I I I I i ! I 1 ! 1 I 1 I I I I I I i I I I i I I I I I ' ; I I I 1 I I I I I I i I ! I ! I L_ J • ------------------- -17 FOUNDATION PLAN 3C 5CALE 1/4" - I'-V FOR ADDITIONAL AND 5PECIFIC INFOMIATION NOT SP LL.N HERE REFER TO MAIN FOUNDATION PLAN r�---------- -- USE(14)Ibd NAILS PEIR TOP PLATE SPLICE SD7 I I II 15Di II II rll = Ax& 4x& D 4x6 LOFT M BED J p+p�� [9RAG TRUSS V ROOF EN. 14 ? RAG LOAD.3J00' 0 SDI ( ' w t3 5T6736 (I DRAG TId15S m/ROOF EN. I 11 4 DRAG LOAD -31W - > 20 SD V TYP. W 17 ( U TYP. 70 U r SDI "N J A s a a x at J SD1 0. RIDGE 15F6736 � � - C Z Z U O SOi 7 a+p x 8-3 M B 5DI - - I 14 SDI -- --- ------- �3' �` 7 :,.. .. :.. CIM.TOP PLAT E WAL IN z`s 5DI 5DI I i b�l 5DI I 4xb 071 1i O k. I I sf 1a ----L—J 7 I la e 12 soy I sDl +10 SD — 5DI 5 p� I 5D 1 L1PN 5� I I I E I I USE(16)Ibd NAILS PER TOP PLATE SPLICE I I � I I I I NOTE: AT GABLE END WALLS IF PLY SWEAR 15 RUN I UP TO AND NAILED I TO BOT.CHORD OF TRO55 -OK TO OMIT AW&AND PLATE SPICE NAII.W. I I I I I � I I I � I I I I 4 I k I I I I -1----------.____ -----1—� ROOF FRAMING PLAN 3A SCALE : va^ = i,-m" OPTIONAL U FRAMING ----�74"SO.x IB'DP.-- -� I Pz—(2) CONC.PAD w/•4 E.W.• $ I 2 b OPTION DECK Cep I I. • 11 _-__t z10 IL-&'I_-__ 11 2. 3nslLil S III A. 13 n I III` SDI SD1 r ) � III T.SR ✓'- ) ( ' + �" 17 I TYP. {, ` 3 Ir=x 9 IR_PS 3 3 Y!' 9 I!!' pY 3 I2'>9 lf1_PSL I O 1 3,i3Z'x 15 1/2' ;J < TYP. �. _ lr - r p f I i 1 %�i LIVING AMI Y •"•,4 + Qdo 9'-0" CLG 9'-0" CLG -0" CLG v K { I d 3 13 I 3 �o i t 71 D m 0 LA 3x SIL L1111 m 3x SILL -o' SDI L.6.•m1 O x N La .3^ , < +°1 11 's 12 I °� 12 y+e I OO<-1� YS 3 SDI 3 3 3 d� 502 1 P' SDI 5D1 SDI SDI e 9,~ CLG+ to ' 4 3 Ir' II VO=PSL w/EN FL 9h . 1L�1 _ 5 I/4:n II 1/S'Pr / EN 4n_I0 FL BM ' , ( I CLG .~ ENTRY 4J J- V -- , W H ti,8'- 2 j J ©� (' F a-3 V 9'-0" CLG --- SDI CLG 9+6 8 L S) CL SD1 L � SDI [ FONT,4.101JQj v --- ® ___ ___ -------- ` 3 , Jan "i I ©1 3 i 8-4 3 • ; - J 5Dl SDI • L 1 J f t GH =------ ~k<f--_ ^�,Ja,. m K 17 �� T 1 0 9'-0" CL m X. 9'-0" CLG I i i J , a 4 -, SDI 3- 1 :3 �°' +6 r f 3 )B p N n SCII 'A1 � A#6T 1 SDI . RDt _ 4x6 F4.] _ FILM _ i ,f► I ---- i �` DRAG TRU55•!ROOF N. ,14 >' ) 35 DRAG LOAD.1500' U SDI 4.1 4 CANT.TJI + 502( to�. _ 501 VARIES PER ELEV. �� rLOV-3"^je�^ n - f'K1 DQD 0 3x SILL ld USE(IS)16d NAILS PER TOP ATE SPLICE d SDl 1 p. NOTE: SDI �O w w AT EXT WALLS IF L) T d PLY SHEAR IS RUM p UP TO AND NAILED D Z TO T.SR•OK TO w /� /� OMIT A35'a AND a GARA&E J PLATE SPICE NAILNG J WT.ADD ST6224 AT 8'-0" CLG Q EACW RIM SPLICE. L (FROM T.O.C.) I w £ SDI w •��\� - •n J .. .. ..O:IRDER TRU5S O p � � 1 CONT.404 L•20' SDI 13 • - n 12 SDI 3 L.2'-3" DRAG TRU55 w/R0E . 3'. L3 x S I LLSILL DRAG LOAD•22 ' EXTEND PLY °-'DI EXTEND PLY 4'•WDR FLOOR FRAMING PLAN 3A 7h SIF Plate SCALE : 1/4" - I'•0" 2x Decklnq 4xb 4x8 3 u "x 5 I/2"PSL II 1, I II II 1, II II II BED 4 BED 5 M BED 8'-0" CLG 8'-0" CLG 8'-0" CLG � Hju 8-O CLGCLG I I Fl --------------- - L _______________ MBA L-J --� 8'-0" CLG _ I --- -- -- --- ib -==-=-I- --- --- --- --- SDI II +� 16 li II • ;r - SDI - --- E 3ITI W ALK-IN 8'-0" CLG 22 �dx GIRDER 7R5L,ZB tI T _4x6 _ 5D2 I L_J------ 5PN3 L —J I I L•15'-0" I I I I i I I I i I I I I f I � I t ` I I I ! I I I I I • I I ! I ' I I I I I I I I I L_I-- __-___ ----_ • J y`t A 501 ROOF FRAMING PLAN 3C SCALE : 1/4" . I'-0" w WALL/PLY FOR ADDITIONAL AND SPECIFIC INFORtIATION NOT SHOl1N HERE REFER TO MAIN FRAMING PLAN 6x10 4.6 3 112"x 9 I/z'P.. OO 4 1 u 4 3 4 BE E M E3E, D 1-: 8'-- CL 8'-0" CLG 8'—0" CL s� I_z sD1 0{F� s�y� t T 1 { E3A 2 — � y 8'-0" CLG T i I I i M B L—J � --� 8'-0" CL �{ --- --- - ---- =Sr- I6 SDI 1j ' -- --- ---- BED 2 W -IN Ir 8':-�".•C:: + ~ � � 8'-0" CLG I' 0" a 1 1 r T T - A 72 � a6 — - - SD2 I II I SPN4 APPLY PLYWOOD ' L—�— ------�—� i L•16'•0' BEFORE BOXING OUT TYP. I i I I i 1 f I I I 1 I I I I e � I ��r i r�ss�tie� 1 I I I I I � I I I 4x14 • - I FULL DEPN KIW, 5DI 6LOGING a WALL m/PLY ROOF FRAMING PLAN 3B SCALE : 1/4" - 1'-0" r,t4FOR ADDITIONAL AND SPECIFIC ORMATION NOT SHOWN HERE EFER TO MAIN FRAI ING PLAN s'—o" CLG P s'—o' CLG I - ------ — -------- K T 9'-D" CLG - -------- IF Hq TDP • ' R� 9'-0' CLG - f I ' I I ' aDi 0• I I ' I �Fe D 4.6 - 1 I o/ 2—GAR ARAGE 8'-0" CLG (FROM T. ) BED / D 8' " CLG 2-CAR GARAGE/BEDRM MEN OPTION PARTIAL ROOF FRAMING PLAN 3A 5GALE:1/4" . 1'-0" FOR ADDITIONAL ANO 5PECIFIC INFORMATION NOT SUOkM HERE REFER • TO ELEV.A i MAIN FRAMING PLAN ' I - I L— ------------ -- -- � I I I I I ! — I I I I I L-- — ------- I------------� Ml I I I I I I I FDI I I I I I I I I I I I I I I I I I I I I I I I I I I I I I FDI I i I I I I 1 I I I FDI I I I I I I I I I l FDI I I t I I I I I --- ------� ------------------------ • LJ 2-CAR GARAGE/BEDRM MEN OPTION PARTIAL FOUNDATION PLAN 3A 5GALE: 1/4• " 1'-0" FOR ADDIIICNAL AND SPECIFIC INFORMATION NOT SWOW uz RE REFER 70 MAIN FRAPTING PLAN ILLL—rNI I\1 1m—! 9'-0" CLG --- --- 9'-fl" CLG # 9 2— FORGH - ------- W-O" CLG - ------ g'-Q' KIT 9'-0" CLG I I I ol I I ! el el ---------- srl. a al sin I c /r sal w 1M.65 SOI GLoriLs �! eLocrs I �I I I i I I spt i Sal T 9 �'1 D 0 17�� -GAR GARA6 GIRDER Tfi1159 r � 7 } GONT-4r14 L•77'•C - a 1 PAL DEPT" f L SILL bLOtKl ',3 6a1 3. EMEND I•LY GkrGND PL7 •'-D'•NDR. •'•0'•NDR 3-CAR GARAGE OPTION PARTIAL ROOF FRAMING PLAN 3A SCALE:114' •1'-0• • FOR ADDITIONALW)AND 6PPCIFiC INFORMATION NOT SNO HEREERE REFER TO MAIN FRAMING PLAN �_J I I I I i I I I I I I 1 L-- ------ ---� ------------- I I I I I rot r3l I o I I I I I I I ! ] I ] I I I r I ! I a I I Fa I I I I I I I vAl 7-•4 ,� FDI ial FDI k;•51LL --- --------- -J Ul 3-CAR GARAGE OPTION PARTIAL FOUNDATION PLAN 3A SCALE:114's 1'-0' FOR ADDITIONAL AND SPECIFIC INFORMATION NOT SWOLN WIRE REFER TO MAN FR4"IlWG PLAN 13 71 -4 0 0 - i I I { I I I I - �1 r--------- r - -1 I ---- ----7n �I -------------� I i ��------- '------- ❑ 2-CAR GARAGE/BEDRM 6/ DEN OPTION PARTIAL ROOF FRAMING PLAN 3C SCALE : I/4" - 1'.0" FOR ADDITIONAL AND 5PECIFIC INFORI"IATION NOT 514OWN HERE REFER TO 3C 3-GAR OPTION FRAT"IING PLAN 0 0 I I I • I I I - -- I I I I I I I I I I f� I r------� Ir T ORAL T-was Dr.fl70 Sol �. �IUALL wl PLY 3-CAR GARAGE OPTION PARTIAL ROOF FRAMING PLAN 3C SCALE.1/4". 1'•0" • FOR ADDITIONAL AND SPECIFIC INFORf1ATION NOT$FIOLLM WERE REFER TO 3A OPTION FRAMNO PLAN U 9-o LIT, , v =tv--------------- I I - I I I I I I I I I I I I I I I I I I 3-CAR GARAGE OPTION PARTIAL ROOF FRAMING PLAN 3B SCALE :1/4" - 1'-0" FOR ADDITIONAL AND SPECIFIC INFORMATION NOT SHMN WERE M—Tn IA noTir-w,[v ANINr PI AN ESI / FME , Inc . Sheet 15 • STRUCTURAL ENGINEERS Date 03/25/03 J N. 590 " La Laguna Large "/ FORECAST Menifee , California.. PLAN-3 1 HDR @ REAR OF MBR Length = 6 ft. P1 - 0 lbs = 0 @ L1 = 0 P2 = 0 Ibs = 0 @ L2 = 0 H Roof = ( 34 psf ) ( 30 ft/2 + 1 ) = 544.0 plf P, 2 Wall = ( 10 psf) ( 1 + 0 } = 10.0 Floor = ( 52 psf) ( 0 ft/2+ 0 ) = 0.0 D. L. of Beam . . . . . . . . . . . . . . . = 15.0 w = 569.0 plf Fb = 1140 psi. M = 2561 ft-lb= 30.73 in-k S = Moment/ 1.250 Fb = 21.6 in^3 Reactions: *RL= 1707lbs Fv = 95 psi ; d = 7.25 in. *RR= 1707 lbs V = R(max)-(w*d)= 1363 lbs. A = 1.5 V / 1.250 Fv = 17.2 in^2 Req'd Sec. Properties: Pro,/d • - * S = 21.6 in^3 30.66 Allow defl = L / 240 0.30 in * A = 17.2 sq. in. 25.36 E = 1.6 x 10**6 psi * I = 34.6 inA4 111.15 1 =5*M*L^2 /48*E*d= 35 in^4 Estimated defl = 0.093 U S E 4 x 8 W.C.D.F. #2 �2I TYP. S'-HDR Length = 5 ft. P1 = 0 lbs = 0 @ L1 = 0 P2 = 0 lbs = 0 @ L2 = 0 Roof = ( 34 psf ) ( 30 ft/2 + 1 ) W 544.0 plf Wall = ( 14 psf) ( 1 + 0 ) = 14.0 Pi 2 Floor = ( 52 psf ) ( 0 ft/2+ 0 ) = 0.0 D. L. of Beam . . . . . . . . . . . . . . . - 15.0 w = 573.0 plf Fb = 1140 psi. M = 1791 ft-lb= 21.49 in-k S = Moment/ 1.250 Fb = 15.1 in^3 Reactions: *RL= 1433lbs Fv = 95 psi ; d = 5.5 in. *RR= 1433 lbs V = R(max)-(w*d)= 1170 lbs. A = 1.5 V / 1.250 Fv = 14.8 in^2 Req'd Sec. Properties: P�o�d * S = 15,1 in^3 17.65 Allow defl = L/ 240 = 0.25 in * A = 14.8 sq. in. ,e 25 E = 1.6 x 10**6 psi * 1 = 20.1 in^4 48.53 1 =5*M*LA2 / 48*E*d= 20 in^4 Estimated defl = 0.104 U S E 4 x 6 W.C.D.F. #2 ESI / FME , Inc . Sheet • STRUCTURAL ENGINEERS Date 03/25/03 JN. 3590 La Laguna Large "1 FORECAST Menifee , California.. PLAN-3 C3 HDR @ REAR OF 1st FLOOR Length = 6 ft. P1 = 2276 lbs = 2276 BM 1 @ L1 = 3 P2 = 1479 !bs = 34*29/2*3 @ L2 = 4.5 Roof = ( 34 psf ) ( 0 ft/2 + 0 ) = 0.0 plf "P12 Wall = ( 14 psf ) { 10 + 0 ) = 140.0 Floor = ( 52 psf) ( 16 ft/2+ 0 ) = 416.0 D. L. of Beam . . . . . . . . . . . . . = 15.0 w - 571.0 pIf Fb = 2900 psi. M = 7647 ft-lb= 91.77 in-k S = Moment/ 1.100 Fb = 28.8 in^3 Reactions: *RL= 3221 lbs Fv = 290 psi ; d = 9.5 in. *RR= 3960 lbs V = R(max)-(w*d)= 3508 lbs, A = 1.5 V / 1.100 Fv = 16.5 in^2 Req'd Sec. properties: Po�d • - * S = 28.8 In^3 5265 Allow defl = L / 360 0.20 in * A = 16.5 sq. in. 33.25 E = 2 x 10**6 psi * I = 123.9 in 4 25007 1 =5*M*L^2 /48*E*d= 124 in^4 Estimated deft = 0.099 U S E 3.5 x 9.5 PARALLAM FL BM OVER ENTRY Length = 13.5 ft. P1 - 0 lbs = 0 @ L1 = 0 P2 - 0 lbs = 0 @ L2 = 0 Roof = ( 34 psf ) ( 0 ft/2 + 0 ) = 0.0 pIf Wall = { 10 psf ) ( 8 + 0 ) = 80.0 P1 2 Floor = ( 52 psf ) ( 22 ft/2+ 0 ) = 572.0 D. L. of Beam . . . . . . . . = 15.0 w = 667.0 pIf Fb = 2900 psi. M = 15195 ft-lb= 182.3 in-k S = Moment / 1.000 Fb = 62.9 in^3 Reactions: *RL= 4502 lbs Fv = 290 psi ; d = 11.9 in. *RR= 4502 lbs V = R(max)-(w*d)= 3841 lbs. A = 1.5 V / 1.000 Fv = 19.9 in^2 Req'd Sec. Properties: PaJd * S = 62.9 in^3 123,91 • Allow defl = L/ 240 = 0.68 in * A = 19.9 sq. in. 62 48 E = 2 x 10**6 psi * I = 369.2 in^4 73726 1 =5*M*L^2 /48*E*d= 369 in^4 Estimated defl = 0.338 U S E 5.25 x 11.9 PARALLAM ESI / FME , Inc . Sheet 17 ON STRUCTURAL ENGINEERS Date 03/25/03 JN. " La Laguna Large "/ FORECAST Menifeeee \, California.. PLAN-3 `\ 5 /> FL BM OVER NOOK Length = 11 ft. P1 = 0 lbs = 0 @ L1 = 0 P2 - 0 lbs = 0 @ L2 = 0 Roof = ( 34 psf) ( 0 ft/2 + 0 ) = 0.0 plf P9 2 Wall = ( 10 psf) ( 8 + 0 } = 80.0 Floor = ( 52 psf) ( 29 ft/2+ 0 ) = 754.0 D. L. of Beam . . . . . . . . . . . . . . . - 15.0 w = 849.0 plf Fb = 2900 psi. M = 12841 ft-lb= 154.1 in-k S = Moment / 1.000 Fb = 53.1 in^3 Reactions: *RL= 4670 lbs Fv = 290 psi ; d = 11.9 in. *RR= 4670 lbs V = R(max)-(w*d)= 3828 lbs. A = 1.5 V / 1.000 Fv = 19.8 in^2 Req'd Sec. Properties: Prodd • * S = 53.1 in^3 8261 Allow deft = L / 360 0.37 in * A = 19.8 sq. in. 41.65 E = 2 x 10**6 psi * I = 381.4 in^4 491.50 1 =5*M*L^2 /48*E*d= 381 in^4 Estimated defl = 0.285 U S E 3.5 x 11.9 PARALLAM �6 HDR TO CARRY BM 5 Length = 5 ft. P1 = 4670 lbs = 4670 @ L1 = 2.5 P2 = 0 lbs = 0 @ L2 = 0 Roof = ( 34 psf) ( 8 ft/2 + 1 } = 170.0 plf Wall = ( 14 psf) ( 10 + 0 ) = 140.0 P 22 Floor = { 52 psf) ( 1.33 ft/2+ 0 ) = 34.6 D. L. of Beam . . . . . . . . . . . . . . . - 15.0 w = 359.E plf Fb = 2900 psi. M = 6961 ft-lb= 83.53 in-k S = Moment / 1.000 Fb = 28.8 in^3 Reactions'. *RL= 3234lbs Fv = 290 psi ; d = 9.5 in. *RR= 3234 lbs V = R(max)-(w*d)= 2949 lbs. A = 1.5 V / 1.000 Fv = 15.3 in"2 Req'd Sec. Properties: ProJd * S = 28.8 in13 52.65 • Allow defl = L / 240 - 0.25 in * A = 15.3 sq. in. 33.25 E = 2 x 10**6 psi * I = 62.7 in^4 250.o7 I =5*M*L"2 / 48*E*d= 63 in^4 Estimated defl = 0.063 U S E 3.5 x 9.5 PARALLAM ESI / FMEI Inc . Sheet is ON STRUCTURAL ENGINEERS Date 03/25/03 JN. 3590 La Laguna Large "/ FORECAST Menifee , California.. PLAN-3 7 � FL BM OVER PORCH Length = 12 ft. P1 = 0 Ibs = 0 @ L1 = 0 P2 = 0 Ibs = 0 @ L2 = 0 Roof = ( 34 psf) { 30+5.5 ft/2 + 1 ) = 637.5 plf P9 a Wall = ( 14 psf) { 10 + 0 ) = 140.0 Floor = { 52 psf) ( 8.5 ft/2+ 0 ) = 221.0 D. L. of Beam . . . . . . . . . . . . . . . = 15.0 w = 1013.5 plf Fb = 2900 psi. M = 18243 ft-lb= 218.9 in-k S = Moment/ 1.000 Fb = 75.5 in^3 Reactions: *RL= 6081 lbs Fv = 290 psi ; d = 11.9 in. *RR= 6081 lbs V = R(max)-(w*d)= 5076 lbs. A = 1.5 V / 1.000 Fv = 26.3 in^2 Req'd Sec. Properties: ProVd • y * S = 75.5 in^3 123,91 Allow defl = L / 360 0.40 in * A = 26.3 sq. in. 62.48 E = 2 x 10**6 psi * I = 591.1 in^4 737.26 I =5*M*L^2 /48*E*d= 591 in^4 Estimated defl = 0.321 U S E 5.25 x 11.9 PARALLAM BM TO CARRY BM 7 Length = 12 ft. P1 = 6081 lbs = 6081 @ L1 = 3.5 P2 = 2096 lbs = 8*(34*8/2+14*9) @ L2 = 7.5 Roof = ( 34 psf) ( 0 fU2 + 1 ) = 34.0 plf Wall = ( 14 psf) ( 0 + 0 } = 0.0 P1 2 Floor = { 52 psf ) ( 1.33 ft/2+ 0 } = 34.6 D. L. of Beam . . . . . . . . . . . . . . . - 15.0 w = 83.6 plf Fb = 2900 psi. M = 22475 ft-lb= 269.7 in-k S = Moment/ 1.000 Fb = 93.0 in^3 Reactions: *RL= 5595 lbs Fv = 290 psi ; d = 11.9 in. *RR= 3585 lbs V = R(max)-(w*d)= 5512 lbs. A = 1.5 V / 1.000 Fv = 28.5 in^2 Req'd Sec, Properties: P«sd * S = 93.0 in^3 123.91 • Allow defl = L 1 240 = 0.60 in * A = 28.5 sq. in. 62 46 E = 2 x 10**6 psi * I = 485.5 in^4 737 26 1 =5*M*L^2 /48*E*d= 485 inA4 Estimated deft = 0.395 U S E 5.25 x 11.9 PARALLAM ESI / FME , Inc . Sheet 19 @ STRUCTURAL ENGINEERS Date 03/25/03 JN. 3590 " La Laguna Large "I FORECAST Menifee , California.. PLAN-3 �D HDR @ REAR OF MBR (ELEV. B) Length = 8 ft. P1 = 2550 lbs = 34*30/2*5 @ L1 = 2.5 P2 - 2040 lbs = 34*30/2*8/2 @ L2 = 5 Roof = ( 34 psf) ( 0 ft/2 + 1 ) = 34.0 plf P, 2 Wall = ( 10 psf ) ( 1 + 0 ) = 10.0 Floor = ( 52 psf) ( 0 ft/2+ 0 } = 0.0 D. L. of Beam . . . . . . . . . = 15.0 w = 59.0 plf Fb = 2900 psi. M = 8680 ft-lb= 104.2 in-k S = Moment/ 1.250 Fb = 28.7 in^3 Reactions: *RL= 2754 lbs Fv = 290 psi d = 9.5 in. *RR= 2308 lbs V = R(max)-(w*d)= 2707 lbs. @ A = 1.5 V / 1.250 Fv = 11.2 in^2 Req'd Sec. Properties: PLovd * S = 28.7 in^3 5265 Allow defl = L / 240 = 0.40 in * A = 11.2 sq. in. 33.25 E = 2 x 10**6 psi * I = 125.0 in^4 250.07 I =5*M*L^2 /48*E*d= 125 in^4 Estimated deft = 0.200 U S E 3.5 x 9.5 PARALLAM �10 4x10 Bm @ front of Family Rm: Length = 4 ft. P1 - 0 lbs = 0 @ L1 = 0 P2 = 0 lbs = 0 @ L2 = 0 Roof = ( 34 psf) ( . 0 ft/2 + 0 } = 0.0 plf Wall = ( 14 psf) ( 0 + 0 } = 0.0 P1 2 Floor = ( 52 psf ) ( 29 ft 12+ 0 ) = 754.0 D. L. of Beam . . . . . . . . . . . . . . . = 15.0 w = 769.0 plf Fb = 1050 psi. M = 1538 ft-lb= 18.46 in-k S = Moment/ 1.000 Fb = 17.6 in^3 Reactions: *RL= 1538 lbs Fv 95 psi ; d = 9.25 in. *RR= 1538 lbs V = R(max)-(w*d)= 945.2 lbs. A = 1.5 V / 1.000 Fv = 14.9 in^2 Req'd Sec. Properties: ProVd Allow deft = L / 240 0.20 in * A = 14.9 sq. in. 32.3E E = 1.6 x 10**6 psi * l = 13.8 in^4 230.84 1 =5*M*L^2 /48*E*d= 14 in^4 Estimated defl = 0.012 U S E 4 x 10 W.C.D.F. #2 ESIJFME , Inc . Sheet STRUCTURAL ENGINEERS Date 03/25/03 JN. wign " La Laguna Large "/ FORECAST Menifee , California.. PLAN-3 C11 ML Left of Stairs: Length = 5 ft. P1 = 294 lbs = 3.5/2*(3/2*52+10*9) @ L1 = 2 P2 - 0 lbs = 0 @ L2 = 0 Roof = ( 34 psf) ( 0 ft/2 + 0 ) = 0.0 plf 4P112 Wall = ( 10 psf) ( 9 + 0 } = 90.0 Floor = ( 52 psf) ( 0 ft/2+ 0 ) = 0.0 D. L. of Beam . . . . . . . . . = 15.0 w = 105.0 plf Fb = 2800 psi. M = 681 ft-lb= 8.171 in-k S = Moment/ 1.000 Fb = 2.9 in^3 Reactions: *RL= 439 lbs Fv = 285 psi ; d = 11.9 in. *RR= 380 lbs V = R(max)-(w*d)= 334.8 lbs. A = 1.5 V / 1.000 Fv = 1.8 inA2 Req'd Sec, Properties: ProVd • - * S = 2.9 i n A 3 41.30 Allow defl = L / 240 - 0.25 in * A = 1.8 sq. in. 2083 E = 1.8 x 10**6 psi * I = 6.8 i n A 4 1 24575 1 =5*M*LA2 /48*E*d= 7 inA4 Estimated deft = 0.007 USE 1.75x 11.9ML • ESI / FME , Inc . Sheet 21 • STRUCTURAL ENGINEERS Date 03125/03 JN. La Laguna Large "I FORECAST Menifee , California.. PLAN-3 LATERAL ANALYSIS TRANSVERSE (T1) D.L. of Roof Roof = ( 18 )( 43 ) = 774 Wall = ( 14 )( +8/2 }( 4 }= 224 16 c 10 )( +8/2 }( 2 }- 80 F1 t TOTAL DL = 1078 plf D.L. 1 st Flr. r Floor= { 12 )( 41 } = 492 plf vb _ r. Roof = ( 18 )( 0 ) = 0 Wall = { 14 )( 9 }( 4 )= 504 D(min) f 10 ){ 9 )( 2 )= 180 TOTAL DL = 1176 plf • 2001 CBC CODE: Seismic Zone Factor Z = 0.4 Soil Parameter Per sail report Sc = 0.40 Near Source Factor per Soil Report Na = 1.30 Seismic Coefficient (Table 16-Q): Ca = Na * Sc = 1.30 * 0.40 = 0.52 Response Factor (Table 16-N) R = 5.5 Importance Factor I = 1 SIMPLIFIED DESIGN BASE SHEAR (2001 CBC - SECTION 1612.3.1) V = ( 3 " Ca / R ) * * W 1.4 ( 3 * 0.52 / 5.5 } * * W = 0.2026W 1.4 ( 3 * 0.52 / 5.5 W = 0.2026 W 1.4 * WIND CRITERIA: P = Cq * Ce * qs * 1 70 MPH / EXP. C . Ave. Ce = (15*1.06+5*1.13+1.19*3)/23 - 1.09 P = 1.3 1.09 * 12.6 1 = 17.89 psf Control. Level Wi Story Shear Wind ( plf) Force • if if I v .- P ' h if Roof 1078 218 218 -- { 13-4 )*P = 161 218 1 1176 238 238 457 { 23-4.5 )*P = 331 457 Base 22541 457 ESI / FME , Inc . Sheet • STRUCTURAL ENGINEERS Date 00-11-25/03 JN. " 359G— La Laguna Large "I FORECAST Menifee , California.. PLAN-3 LATERAL ANALYSIS LONGITUINAL (0) F2 � 2 D.L. of Roof Roof = ( 18 )( 32 ) = 576 Wall = ( 14 )( +8/2 }( 4 )= 224 0 10 )( +8/2 }( 2 )= 80 F1 TOTAL DL = 880 plf D.L. 1st Fir. : vb L Floor = ( 12 }( 30 ) - 360 plf Roof= ( 18 )( 0 ) = 0 Wall = ( 14 )( 9 )( 4 )= 504 D(min) i 10 )( 9 )( 2 )= 180 I TOTAL DL = 1044 plf • 2001 CBC CODE: Seismic Zone Factor Z = 0.4 Soil Parameter Per soil report Sc = 0-40 Near Source Factor per Soil Report Na = 1.30 Seismic Coefficient (Table 16-Q): Ca = Na * Sc= 1.30 * 0.40 = 0.52 Response Factor (Table 16-N) R = 5.5 Importance Factor f = 1 SIMPLIFIED DESIGN BASE SHEAR (2001 CBC - SECTION 1612.3.1) V = ( 3 * Ca / R ) * * W 1.4 _ ( 3 * 0.52 / 5.5 ) ' W = 0.2026 W 1.4 ( 3 * 0.52 / 5.5 ) * * W = 0.2026 W 1.4 * WIND CRITERIA: P = Cq * Ce * qs * 1 70 MPH / EXP. C . Ave. Ce = (15*1.06+5*1.13+1.19*4)/24 = 1.10 P = 1.3 * 1.10 * 12.6 * 1 = 17.96 psf Control. Level Wi Story Shear Wind ( plf) Force • if � - (Plo APID v: p * h If Roof 880I 178 178 ( 14-4 )*P = 180 180 1 1044 2121 212 390 ( 24-4.5 )*P = 350 390 Base 1924 1 1 390 ESI / FME , Inc . sheet 23 is STRUCTURAL ENGINEERS Date 03/25/03 JN. 3590 " La Laguna Large "/ FORECAST Menifee , California.. PLAN-3 LATERAL ANALYSIS 2001 CBC CODE: Seismic Zone Factor Z = 0.4 Soil Parameter per soil report Sc = 0.4 Near Source Factor per soil report Na = 1.3 Seismic Coefficient (Table 16-Q)-. Ca = Na * Sc = 0.52 Response Factor (Table 16-N) Rw = 5.5 Importance Factor I = 1 SIMPLIFIED DESIGN BASE SHEAR (2001 CBC - SECTION 1612.3.1) V = ( 3 * Ca 1 Rw ) W LONGITUDINAL (L2) 1.4 V = 3 * 0.52 / 5.5 ) * W = 0.2026 W 1.4 TRANSVERSE (T2) V = ( 3 * 0.52 / 5.5 } W = 0.2026 W 1.4 * WIND CRITERIA: P = Cq * Ce * qs * I 70 MPH - EXP. C Ave. Ce = (1.06*15+1.13*0)/15 = 1.06 P = 1.3 * 1.06 * 12.6 * 1 = 17.36 psf LONGITUDINAL (L2} . GARAGE ALL ELV'S Wind- . . . . = ( 17.4 psf){ 0 - 0 ) = 0 plf for Wind Loads. Seismic: Roof= ( 18 psf)( 22 ) = 396 Perpend. Wall = ( 14 psf)( 9 - 4.5 )( 2 } = 126 _ ( 10 psf)( 9 - 4.5 )( 0 ) = 0 Floor= ( 12 psf)( 0 ) — 0 522 x( 0.2026 }= 106 plf ...Controlling Lateral Force: 106 plf (seismic) TRANSVERSE T2)_ @ GARAGE ALL ELV'S Wind: . . . . = ( 17.4 psf)( 14 - 4.5 ) 165 plf for Wind Loads. Seismic: Roof= ( 18 psf)( 30 ) — 540 Perpend. Wall = ( 14 psf)( 9 - 4.5 )( 2 ) = 126 _ { 10 psf)( 9 - 4.5 )( 1 ) = 45 • - b,. Floor= ( 12 psf)( 0 ) — 0 711 x( 0.2026 )= 144 plf ...Controlling Lateral Force: 165 plf (wind) MW IVAWA ESI / FME , Inc . Sheet 24 • STRUCTURAL ENGINEERS Date JN. LATERAL. SHEAR NOTES ( rev. 214/98) (2001 CBC; SEISMIC ZONE 4) FRAMING MEMBERS V E R T I C A L: DOUG FIR-LARCH @ 16" o.c. 1 --(2)LAYERS 5/8" Blocked Drywall with 6d cooler nails @ 9"c.c. at edges &field at base layer, 8d c000ler nails @ 7" o.c, at edges&field at face layer............................................... 125 plf 2 - 1/2" Drywall with 5d cooler nails @ 7" o.c at edges and field. (Table 25-1 UBC)........................................ ....... 50 plf 3 --5/8" Drywall with 6d cooler nails @ 7"o.c at edges and field. (Table 25-1 UBC)................................................ 58 plf 4 — 112" Drywall with 5d cooler nails @ 4"c.c at edges and field. (Table 25-1 UBC)................................................ 63 p!f 5 —5/8"Drywall with 6d cooler nails @ 4"o.c at edges and field. (Table 25-1 UBC)................................................ 73 pif 6 -- 1/2" Blocked Drywall with 5d cooler nails @ 4"o.c at edges and field. (Table 25-1 UBC).................................. 75 plf 7 --5/8"Blocked Drywall with 6d cooler nails @ 4"o.c at edges and field. (Table 25-1 UBC).................................. 88 plf 8 —7/8" Stucco over approved lath with 16 gauge staples @ 6"o.c. at top and bottom plates, edges of shear wall, and field. (Table 25-1 UBC)............................................................ 1130 Plf • 9 --7/8"Stucco over approved lath with 16 gauge staples @ 3"C.C. at top and bottom plates, edges of shear wall, and 6" o.c. at field. (ICBO report No. 1254, or equal).................... 260 plf 10 --318"Wood Structural Panel w. 8d common nails @ 6"o.c @ edges& 12"o.c. @ field. (Table 23-II-1-1 UBC). 260 plf 11 --318"Wood Structural Panel w. 8d common nails @ 4"o.c @ edges& 12"o.c, @ field. (Table 23-II-1-1 UBC).. 350 plf 12 --3/8"Wood Structural Panel w. 8d common nails @ 3"o.c @ edges& 12"o.c, @ field. (Table 23-11-1-1 UBC).. 490 plf 13 —3/8"Wood Structural Panel w. 8d common nails @ 2"o.c @ edges& 12"o.c. @ field. (Table 23-11-1-1 UBC).. 640 plf 14 -- 1/2"(or 15132")Wood Structural Panel with 10d common nails @ 2"o.c at edges and 12" o.c. at field (Table 23-II-1-1 UBC)..................................................................................................................................... 770 plf 15 -- 112"(or 15/32") Structural I Wood Panef with 10d common nails @ 2"o.c at edges and 12"o.c. at field (Table 23-I1-1-1 UBC)..............................................................._..................................... ...._. ....................... 870 plf NOTES: a. Wood Structural Panel: Material approved by APA, PFS/TECO or Pittsburgh Testing Laboratories(this includes OSB) These values are for Doug-Fir Larch or Southern Pine, other lumber species may differ in shear capacities. b. Where plywood is applied on both faces of wall and nail spacing is less than 6"c.c., panel joints shall be offset to fall on different framing members or framing shall be 3x or wider and nails staggered on each side. c. For allowable shear values greater than 350plf, provide a min. of a single 3x member at foundation sill plates & all framing members receiving edge nailing from abutting paneis. Nails shall be staggered. Provide 2x members otherwise. d. Provide 2"x 2"x 3/16"steel plate washer @ each bolt. (UBC sect. 1806.6.1) H O R I Z O N T A L: All roof and floor sheathing to be Exposure I or Exterior(Tables 23-11-H and 23-II-E-1 UBC). ROOF: JOIST SPACING-<24"c.c,: 15/32"Wood Struct. Panel PII 24/0,with 8d's @ 6"o.c. at edges&boundaries, 12" o,c.field. • FLOOR : Joist Spacing < 16"o.c.: 19132"Wood Struct, Panel T&G', PI 32/16,w/10d's @ 6"o.c. at edges& bound., 10" o.c. field. Joist Spacing <20" o.c.: 19132"Wood Struct. Panel T&G', PI 40120,w/10d's @ 6"o.c. at edges & bound., 10"o.c.field. Joist Spacing <24"o.c.- 23/32"Wood Panel T&G`shtg, PI 48124,w110d's @ 6" o.c. at edges&boundaries, 10" o.c.field. 'Panel edges shall have approved T&G joints or shall be supported with btocking. Not required when lightweight concrete is placed over subfloor. ESI / FME , Inc . Sheet Zs- • STRUCTURAL ENGINEERS Date 03/25103 " La Lag JN. Menifee , California.. PLAN-3 WALL(S) @ LEFT OF 2nd FL. LENGTH = 9 ft - 0 ft + 0 ft = 9.00 ft W LOAD = ( 180 lbs /ft) 42.0 ft/2 + 0 ft) = 3780 lbs. LOAD = ( 0 lbs /ft) 0.0 ft/2 + 0 ft) = 0 lbs. LOAD = ( 0 lbs /ft) 0.0 ft/2 + 0 ft) = 0 lbs, SHEAR = T. LOAD/ L= 3780 lbs / 9.00 ft. = 420 lbs 1 ft U S E 12 wl 16d S.P.N. 3 "o/c SPN3 UPLI T: L( Wall ) _ .00 . Wall Height = 8.00 ft. LOAD = 3780 lbs. O. T. M. - 30240 ft-lbs 2/3-R.M. = 2/3*(14*8+18*2) 9.00 ^2/2 = 3996 ft-lbs N.M. = O.T.M. - R.M. = 30240 - 3996 - 26244 ft-lbs UPLIFT = N.M. / LENGTH = 26244 #/ 9.00 ft = 2916 [bs. PROVIDE: (1) SIMPSON MST48 PER POST. 2O WALL(S) @ RIGHT OF 2nd FL. LENGTH = 8 ft - 0 ft + 8 ft = 16.00 ft W LOAD = ( 180 lbs /ft) 42.0 ft/2 + 0 ft) = 3780 lbs. • LOAD = ( 0 lbs /ft) 0.0 ft /2 + 0 ft) = 0 lbs. LOAD = ( 0 lbs /ft) 0.0 ft /2 + 0 ft) = 0 Ibs: SHEAR = T. LOAD / L = 3780 lbs / 16.00 ft. = 236 lbs/ft U S E 11 wl 16d S.P.N. 6 "o/c SPN6l L L( Wall ) - all Height = 8.00 ft. LOAD = 1890 lbs. O. T. M. = 15120 ft-lbs 2/3*R.M. = 2/3*(14*8+18*2) * 8.00 ^2/2 = 3157 ft-lbs N.M. = O.T.M. - R.M. = 15120 - 3157.333 = 11963 ft-lbs UPLIFT = N.M. /LENGTH = 11963 #/ 8.00 ft - 1495 lbs. PROVIDE: (1) SIMPSON ST6224 PER POST. OWALL(S) @ REAR OF 2nd FL. LENGTH = 16 ft - 5 ft + 0 ft = 11.00 ft s LOAD = ( 218 lbs /ft) 30.0 ft/2 + 0 ft) = 3270 lbs. LOAD = ( 0 lbs /ft) 0.0 ft/2 + 0 ft) = 0 lbs. LOAD = ( 0 lbs /ft) 0.0 ft/2 + 0 ft) = 0 lbs. SHEAR = T. LOAD/ L = 3270 lbs / 11.00 ft. = 297 lbs/ft U 5 E 11 wl 16d S.P.N. 4 "o/c s,PN4.:{ UPLIFT: L(Wall ) = 16.00 ft. Wall Height = 8.00 ft. LOAD = 3270 lbs. O. T. M. = 26160 ft-lbs 0.85*R.M. =0.85*(14*8+18*16) * 16.00 ^2/2 = 43520 ft-lbs N.M. = O.T.M. - R.M. = 26160 - 43520 = -17360 ft-lbs UPLIFT = N.M. / LENGTH = -17360 #/ 16.00 ft - -1085 lbs. wl NO HOLDOWNS REQUIRED. • ESI / FME , Inc . Sheet all ON STRUCTURAL ENGINEERS Date 03/25/03 JN 3590 " La Laguna arge Menifee , California.. PLAN-3 OWALL(S) cLD FRONT OF 2nd FL. 15.5=10 ft B ele LENGTH = 11.5 ft - 3 ft + 0 ft = 8.50 ft A ele s LOAD = ( 218 lbs /ft) 30.0 ft/2 + 0 ft) = 3270 lbs. LOAD = ( 0 lbs/ft) 0.0 ft/2 + 0 ft) = 0 lbs. LOAD = ( 0 lbs /ft) 0.0 ft/2 + 0 ft) = 0 lbs, SHEAR = T. LOAD/ L = 3270 lbs / 8.50 ft. = 385 lbs /ft U S E 12 wl 16d S.P.N. 3 "ok Ski z UPLIFT: L(Wall ) = 11.50 ft. Wall Height = 8.00 ft. LOAD = 3270 lbs. O. T. W - 26160 ft-lbs 0.85*R.M. =0.85*(14*8+18*16) 11.50 A212 = 22483 ft-lbs N.M. = O.T.M. - R.M. = 26160 - 22482.5 - 3678 ft-lbs UPLIFT = N.M. / LENGTH = 3677.5 #/ 11.50 ft - 320 lbs. PROVIDE: (1) SIMPSON ST6224 PER POST. OWALL(S) @ LEFT OF LIV. RM LENGTH - 11 ft - O ft + 0 ft = 11.00 ft s LOAD = ( 178 lbs /ft) 42.0 ft /2 + 0 ft) = 3738 lbs. • LOAD = ( 212 lbs /ft) 21.0 ft /2 + 0 ft) = 2226 lbs. LOAD = { 0 Ibs /ft) 0.0 ft/2 + 0 ft) = 0 Ibs. SHEAR = T. LOAD / L = 5964 lbs / 11.00 ft. = 542 lbs /ft 3x SILL U S E 13 wl 5/8" Dia. x 12"A.B.'s 16 "o/c AB16 UPLIF L(Wall ) = 11.00 ft. a I Height = 9.00 ft. LOAD = 5964 lbs. 0. T. M. = 53676 ft-lbs 0.85*R.M. =0.85*(14*17+18*2) 11.00 ^2/2 = 14090 ft-lbs N.M. = O.T.M. - R.M. = 53676 - 14090.45 = 39586 ft-Ibs UPLIFT = N.M. / LENGTH = 39586 #/ 11.00 ft = 3599 lbs. PROVIDE: (1) SIMPSON HTT22 PER POST. 6O WALL(S) @ LEFT OF LAUNDRY RM a 3 GP2-- LENGTH = 6 ft - 0 ft + 0 ft = 6.00 ft s LOAD = ( 390-178 lbs /ft) 42.0 ft/2 + 0 ft) = 4452 lbs. LOAD = ( 0 lbs/ft) 0.0 ft/ 2 + 0 ft) = 0 lbs. LOAD = { 0 lbs/ft) 0.0 ft/2 + 0 ft) = 0 lbs. SHEAR = T. LOAD / L = 4452 lbs / 6.00 ft. = 742 lbs /ft 3x SILL U S E A14 wl 5/8" Dia. x 12"A.B.'s 16 "o/c 'AB16....' UPLIFT: L(Wall ) = 6.00 ft. Wall Height = 9.00 ft. LOAD = 4452 lbs. 0. T. M. - 40068 ft-lbs 0.85*R.M. =0.85*(10*16) 6.00 ^2/2 = 2448 ft-lbs N.M. = O.T.M. - R.M. = 40068 - 2448 - 37620 ft-lbs UPLIFT = N.M. / LENGTH = 37620 #/ 6.00 ft = 6270 lbs, w2 PROVIDE: (1) SIMPSON HDBA PER POST. • ESI / FME , Inc . Sheet 2-7 . STRUCTURAL ENGINEERS Date 03/25103 " La Lag JN. Menifee , California.. PLAN-3 4B WALL(S) @ FRONT OF 2nd FL.( ELE "B") LENGTH = 16 ft - 3 ft + 0 ft = 13.00 ft s LOAD = ( 218 lbs/ft) 30.0 ft/2 + 0 ft) = 3270 lbs. LOAD = ( 0 Ibs/ft) 0.0 ft/2 + 0 ft) = 0 Ibs. LOAD = ( 0 lbs /ft) 0.0 ft/2 + 0 ft) = 0 Ibs. SHEAR = T. LOAD / L = 3270 lbs / 13.00 ft. - 252 Ibs /ft U S E 11 w116d S.P.N. 4 "o/c SPN4+ UPLIFT: L( Wall ) = a Height - 8.00 ft. ,-,,.... -.... LOAD = 3270 Ibs. O. T. M. = 26160 ft-lbs 0.85*R.M. = 0.85-(14"8+18.16) 16.00 ^2/2 = 43520 ft-lbs N.M. = O.T,M. - R.M. = 26160 - 43520 = -17360 ft-Ibs UPLIFT = N.M. / LENGTH = -17360 #/ 16.00 ft - -1085 Ibs. PROVIDE: NO HOLDOWN WALL(S) @ LEFT OF LAUNDRY LENGTH = 6.5 ft - O ft + 0 ft = 6.50 ft s LOAD = ( 390-178 Ibs / ft) 42.0 ft/ 2 + 0 ft) = 4452 Ibs. LOAD = ( 106 Ibs / ft) 21.0 ft/2 + 0 ft) = 1113 Ibs. LOAD = ( 0 Ibs /ft) 0.0 ft /2 + 0 ft) 0 Ibs. SHEAR = T. LOAD / L = 5565 lbs / 6.50 ft. = 856 Ibs /ft 3xSILL U S E 15 wl 5/8" Dia. x 12" A.B.'s 8 "o/c ±,.A s<` I L(Wall) 6.57 ft. Wall Height - 9,00 ft. LOAD = 5565 Ibs. O. T. M. = 50085 ft-Ibs 0.85"R.M. =0.85*(10*16) 6.50 ^2/2 = 2873 ft-Ibs N.M. = O.T.M. - R.M. = 50085 - 2873 - 47212 ft-Ibs UPLIFT = N.M. / LENGTH = 47212 #I 6.50 ft = 7263 Ibs. PROVIDE: (1) SIMPSON HD8A PER POST. ESI / FME , Inc . Sheet z$ on STRUCTURAL ENGINEERS Date 03/25/03 ,3590 " La LagunaJN. Menifee , California.. PLAN-3 7O WALL(S) @ RIGHT OF FAMILY & NOOK LENGTH = 17 ft - 5 ft + 0 ft = 12.00 ft s LOAD = ( 178 lbs/ft) ( 42.0 ft/2 + 0 ft) = 3738 lbs. LOAD = ( 390-178 lbs/ft) ( 21.0 ft/2 + 0 ft) = 2226 Ibs. LOAD = ( 0 lbs/ft) ( 0.0 ft/2 + 0 ft) = 0 lbs. SHEAR = T. LOAD/ L = 5964 lbs / 12.00 ft. = 497 lbs/ft US U S E 13 w/ 5/8" pia. x 12" A.B.'s 0 24 "o/c Aa2a U L ( al = 17.50 a eight = 9.00 ft. ::..:.,.. J LOAD = 5964 lbs. O. T. M. = 53676 ft-lbs 0.85*R.M. =0.85•(14*17+18*(2/2+1)+12*1.33/2) * 17.00 ^2/2 = 34634 ft-lbs N.M. = O.T.M. - R.M. = 53676 - 34634.19 = 19042 ft-lbs UPLIFT = N.M. / LENGTH = 19042 #/ 17.00 ft = 1120 lbs. PROVIDE: (1) SIMPSON HTT22 PER POST. 8O WALL(S) @ REAR OF DIN. LENGTH = 5 ft - 0 ft + 6 ft - 11.00 ft s LOAD = ( 218 lbs/ft) ( 30.0 ft/2 + 0 ft) = 3270 Ibs. LOAD = ( 457-218 lbs/ft) { 17.0 ft/2 + 4 ft) = 2988 Ibs. LOAD = { 0 lbs/ft) ( 0.0 ft /2 + 0 ft) _ 0 lbs. SHEAR = T. LOAD / L = 6258 lbs / 11.00 ft. 569 Ibs /ft s 3xSILL E' U S E A13 w/ 6/8" Dia. x 12" A.B.'s A 16 "o/c UPLIFT: L(Wall ) 5.00 ft. Walleight = 9.00 ft. LOAD = 2844 lbs. O. T. M. = 25599 ft-lbs 0.85*R.M. =0.85*(14*17+18*16+12*8) * 5.00 112/2 = 6609 ft-lbs N.M. = O.T.M. - R.M. = 25599 - 6608.75 = 18990 ft-lbs UPLIFT = N.M. / LENGTH = 18990 #/ 5.00 ft = 3798 lbs. PROVIDE: (1) SIMPSON HTT22 PER POST. OWALL(S) @ FRONT OF DINING & FAM. LENGTH = 5 ft - 0 ft + 5 ft - 10.00 ft s LOAD = 1 457-218 lbs/ft) ( 30.0 ft/2 + 0 ft) = 3585 fbs. LOAD = 1 0 lbs/ft) ( 0.0 ft/2 + 0 ft) = 0 lbs. LOAD = ( 0 lbs/ft) ( 0.0 ft 12 + 0 ft) = 0 lbs. SHEAR = T. LOAD / L = 3585 lbs I 10.00 ft. = 359 lbs I ft 3x SIfLL' U S E Al2 w/ 5/8" pia. x 12" A.B.'s @ 32 "o/c ...As32 UPLIFT: L(Wall ) = 5.00 ft. Wall Height = 9.00 ft. LOAD = 1793 lbs. O. T. M. = 16133 ft-lbs 0.85*R.M. =0.85*(10*8+12*10) * 5.00 A2/2 = 2125 ft-lbs N.M. = O.T.M. - R.M. = 16133 - 2125 = 14008 ft-lbs UPLIFT = N.M. / LENGTH = 14008 #/ 5.00 ft = 2802 lbs. w3 PROVIDE: (1) SIMPSON HTT22 PER POST. ESI / FME , Inc . Sheet 29 • STRUCTURAL ENGINEERS Date 03125101 JN. 3590 " La Laguna Large "1 FORECAST Menifee , California.. PLAN-3 10 WALL(S) @ REAR OF 2 & 3-CAR GARAGE LENGTH = 11 ft - O ft + 0 ft — 11.00 ft s LOAD = ( 218 lbs /ft) 30.0 ft 12 + 0 ft) = 3270 lbs. LOAD = ( 457-218 lbs /ft) 17.0 ft/2 + 0 ft) = 2032 lbs. LOAD = ( 144 lbs /ft) 21.0 ft/2 + 0 ft) = 1512 lbs, SHEAR = T. LOAD / L = 6814 lbs / 11.00 ft. = 619 lbs /ft 3x SILL ; U S E 14 w/ 5/8" Dia. x 12" A.B.'s 16 "o/c ' ,AB16 .> UPLIFT: L( all ) = 11.00 Wall Height = 9.00 ft. LOAD = 6814 lbs. O. T. M. = 61322 ft-lbs 0.85*R.M. =0,85*(10*17+18*16+12*6) 11.00 A2/2 = 27255 ft-lbs N.M. = O.T.M. - R.M. = 61322 - 27255.25 = 34066 ft-lbs UPLIFT = N.M. / LENGTH = 34066 #/ 11.00 ft = 3097 lbs. PROVIDE: (1) SIMPSON HTT22 PER POST. 10 WALL(S) LEFT& RIGHT OF 3-CAR GARAGE LENGTH — 8 ft - 0 ft + 0 ft = 8.00 ft s LOAD = ( 106 lbs /ft) 31.0 ft /2 + 0 ft) = 1643 lbs. LOAD = ( 0 lbs /ft) 0.0 ft /2 + 0 ft) = 0 lbs. LOAD = ( 0 lbs /ft) 0.0 ft/2 + 0 ft) = 0 lbs.' SHEAR = T. LOAD/ L = 1643 lbs / 8.00 ft. = 205 Ibs / ft U S E 10 wl 5/8" Dia. x 12"A.B.'s 56 "o/c A1§56 UPLIFT: L( Wall ) = 8.00 ft. Wall Height = 8.00 ft. LOAD = 1643 lbs. O. T. M. = 13144 ft-lbs 0.85*R.M. = 0.85*(14*8+18*16) * 8.00 A2/2 = 10880 ft-lbs N.M. = O.T.M. - R.M. = 13144 - 10880 = 2264 ft-lbs UPLIFT = N.M. / LENGTH = 2264 #/ 8.00 ft = 283 lbs. w4 NO HOLDOWNS REQUIRED. ESI / FME , Inc . Sheet 30 • STRUCTURAL ENGINEERS Date 03/25/03 JN. 3590 La Laguna Large "/ FORECAST Menifee , California.. PLAN-3 CONTINUOUS HEADER SHEAR WALL DESIGN 11 WALL @ FRONT OF 3-CAR GARAGE L = 2.25`2 = 4.5 ft LOAD =( 165 Ibs /ft ) ( 21.0 ft / 2 + 0 ) = 1733 lbs. LOAD =( 0 Ibs I ft ) ( 0.0 ft / 2 + 0 ) = 0 Ibs. SHEAR = 1732.50 Ibs / 4.5 ft. = 385 ibs / ft U S E /12\.. w/ 2 5/8" Dia. x 12" A.B.'s 2AB wall L 4'-0" EDGE NAIL @ HEADER & POST. c� n LIJ /i Continuous Header uj I l Ca> Steel Strap Simpson (1) ST6224, @ Ea. Post over Ply. Sht'g. z Q_ w 4 x Post = Full Bearing for Header. 2 x Stud @ 16 " o.c. Anchor Bolts — per plan X UPLIFT: L ( Wall ) = 2,25 ft. Wall Heigi = 8.00 ft. LOAD = 866 Ibs. 0. T. M. = 6681 ft-lbs SECTION REQ'D = O.T.M. * 12 / (1.33 * Fb) = 60 in^3 UPLIFT = O.T.M. / x = 2969 Ibs Use Simpson ST6224 at each post. PROVIDE: 1-SIMPSON HTT22 PER POST. w5 ESI / FME , Inc . Sheet 31 STRUCTURAL ENGINEERS Date 03/25/03 JN. 3590 " La Laguna Large "1 FORECAST Menifee , California.. PLAN-3 12 WALL(S) LEFT& RIGHT OF 2 CAR GARAGE LENGTH = 8 ft - 0 ft + 0 ft = 8.00 ft s LOAD = ( 106 lbs /ft) 21.0 ft/2 + 0 ft) = 1113 lbs. LOAD = { 0 lbs/ft) 0.0 ft/2 + 0 ft) = 0 lbs. LOAD = { 0 Ibs /ft) 0.0 ft /2 + 0 ft) = 0 lbs. SHEAR = T. LOAD / L= 1113 Ibs / 8.00 ft. = 139 Ibs /ft U S E wl 5/8" Dia. x 12" A.B.'s 72 "o/c AB72 L ...` U LIFT: L(Wall ) = 8.00 ft. Wall eight = 9.00 ft. LOAD = 1113 lbs. O. T. M. = 10017 ft-Ibs 0.85"R.M. =0.85"(14*8+18"(21/2+1)) Y 8.00 ^2/2 = 8677 ft-lbs N.M. = O.T.M. - R.M. = 10017 - 8676.8 = 1340 ft-ibs UPLIFT = N.M. / LENGTH = 1340.2 #/ 8.00 ft — 168 Ibs, PROVIDE: NO HOLDOWN ESI / FME , Inc . Sheet 32 • STRUCTURAL ENGINEERS Date 03/25/03 JN. 35 " La Laguna Large "/ FORECAST Menifee , California.. PLAN-3 FOUNDATION ANALYSIS SOIL BEARING PRESSURE= 2000 psf By : ALBUS-KEEFE, ASSOCIATES ,fob No. 1159.01 Dated: 11/ 19/ 2002 1. Continuous Footing Design: @ REAR OF HOUSE Roof : ( 34 ) ( 32/2 ) = 544 plf Wall : { 14 ) ( 9+8 ) = 238 Floor : ( 52 ) { 16/2 ) = 416 Deck : ( 57 ) ( 0 ) = 0 1198 plf Width Required = ( 1198 } / { 2000 - 0 ) = 0.60 ft. • USE 12 in. wide x 18 in. deep cant. ftg. 2-Story w/ 1 - #4 T / B Cont. FOR VERY LOW EXPANSION INDEX. < 20 2. Point Loaded Footing P max = S.B.P. * S * W / 144 4 x post (minimum) Pmax ( 2-Story ) = 8667 lbs. SLAB ----- ------------------ ----- ------------------ w/ (1) #4 T/B - 7000 lbs. CONT. FTG,,' `,Q 45-deg. S-Searing Area • Pad # 3 : P = R ( L,R ) = 5595 lbs from beam 8 Area = { 5595 ) / ( 2000 - 0 ) 2.80 sq. ft., hence, L = 1.67 ft. ( minimum ) * Use pad 24 " square x 18 " deep with (2) #4 each way at bottom • E S I F M E I N C. STRUCTURAL ENGINEERS PROJECT : Structural Calculations on " La Laguna Large " to be built at Menifee , California PLAN4 '2001 CeC Date : March 25, 2003 Client : FORECAST Revisions : � Client Job No. Shipped : MAY L J4 Job Na. 303-3590 • 1800 E. 16th Street, Santa Ana, CA 92701 - (714) 835-2800 - Fax (714) 835-2819 ESI / FME , Inc . Sheet 2 ,05 STRUCTURAL ENGINEERS Date 31 I o ZZ JN. 359 0 LOAD CONDITIONS ROOF : Wd.Shake Rock Tile FLOOR : Slope n0 ❑� ❑� w�Cone. wO c. Live Load 16.0 psf 20.0 psf 16.0 psf Live Load 40 psf 40.0 psf Roof'g Mt'I 4.0 - - 10.0 D.L. of F.F. 5.0 15.0 Built-Up - - 6.0 - - Sheathing 1.5 1.5 Sheathing 1.5 1.5 1.5 Floor Joists 3.0 3.0 Roof Rafters 1.5 1.5 1.5 Drywall 2.5 2.5 Ceiling Joist 1.5 1.5 1.5 Total D.L. 12.0 psf 22.0 psf Drywall 2.5 2.5 2.5 Miscellaneous 1.0 1.0 1.0 Total Load 52 psf 62.0 psf Total D.L. 12.0 psf 14.0 psf 18.0 psf LOAD CONDITIONS : Total LOAD 28.0 psf 34.0 psf 34.0 psf 0 STANDARD SPECIFICATIONS FOR PROJECT DESCRIPTION: STRUCTURAL CALCULATIONS PLAN 4 ' La Laguna Large"/FORECAST Menifee , CA 1. Sketches of details in calculations are not to scale and may not represent true PROJECT ENGINEER: Q,L.F conditions on plans. Architect or designer CALCS BY: Reuse AL DATE:3-25-2003 • is responsible for drawing details in plans ASSOC. CHECK: DATE: which represent true framing conditions BACK CHECK: DATE: and scale. Enclosed details are intended to ROOF TRUSS Rev.: DATE: complement standard construction practice FLR. TRUSS Rev.; DATE: to be used by experienced and qualified PIT FOUND. Rev.: DATE: contractors. PLAN CHECK: DATE.- REVISIONS: 2. The structural calculations included here are for the analysis and design of primary O SHTS: DATE: -5 structural system. The attachment of non- Init.; structural elements is the responsibility of �_SHTS: DATE: the architect or designer, unless specifically Init.: shown otherwise. O SHTS: DATE: I nit. 3. The drawings, calculations, specifications SHTS: DATE: and reproductions are instruments of Init.: service to be used only for the specific O SHTS: DATE.- project covered by agreement and cover Init.: sheet. Any other use is solely prohibited. SHTS: DATE: Init.: 4. All changes made to the subject project SHTS: DATE: shall be submitted to E S I / F M E, Inc. <G> Init.: in writing for their review and comment. E S I 1 F M E, Inc. - Structural Engineers These calculations are meant to be used (This signature is to be a Q�Q� `SRO by a design professional, omissions are wet signature, not a copy,) Q N intended. APPROVED BY: E 5. Copyright ©- 1994 by E S I / F M E, Inc. v Structural Engineers. All rights reserved. o,C 30407 m rn This material may not be reproduced in ch 1,2004 M whole or part without written permission of ES I / FME, Inc. DATE: CIVIL WE, C CALI�� ` �� r �� a I'D ESQ / FME , nc Sheet 3 STRUCTURAL ENGINEERS Date 3 1 2 6 I o Z JN. 3SCl 0 DESIGN CRITERIA SHEET FOR RESIDENTIAL CONSTRUCTION CODE: 1997 UNIFORM BUILDING CODE REV 7!2J99 In al! cases calculations will supersede this design criteria sheet. TIMBER Douglas Fir-Larch - 19% max. moisture content I 4x6,8#241: Fb = 1140/1300 psi; fv=95 psi; E=1.6 2x4 #2: Fb = 1315/1510 psi; fv=95 psi; E=1.61 4x10 #241: Fb = 1050/1200 psi; fv=95 psi; E=1.6 2x6 #2: Fb = 1140/1310 psi; fv=95 psi; E=1.61 412 #241: Fb = 965/1100 psi; fv=95 psi; E=1.6/1.7 2x8 #2: Fb = 1055/1210 psi; fv=95 psi; E=1.61 4x14 #241: Fb = 875/1000 psi; fv=95 psi; E=1.6/1.7 2x10 #2: Fb = 965/1105 psi; fv=95 psi; E=1.61 4x16 #241: Fb = 875/1000 psi; fv=95 psi; E=1.6/1.7 2x12 #2: Fb = 875/1005 psi; fv=95 psi; E=1.61 6x10 #1/SS: Fb = 1350/1600 psi; fv=85 psi; E=1.6 2x14 #2: Fb = 790/905 psi; fv=95 psi; E=1.61 6x12 #1/SS: Fb = 1350/1600 psi; fv=85 psi; E=1.6 It is recommended that lumber be free of heart center. PARALLAM PSL 2.0E Glued Laminated Beams: Douglas Fir-Larch fb=2900.psi; fv=290.psi; E=2.OE6 psi Ind. App. Grade: Fb=2400 psi;Fv=165 psi;E=1.8E6 psi MICROLLAM LVL: Fb=2600psi;Fv=285psi;E=1.8 CONCRETE 1. Drypack shall be composed of one part Portland Cement to not more than three parts sand. 2. All structural concrete ...................................................fc = 3000 psi w/ inspection. All slab-on-grade/continuous footings/pads .................. fc = 2500 psi w/o inspection. All concrete shall reach minimum compressive strength at 28 days. • REINFORCING STEEL 1. All reinforcing shall be A.S.T.M. A-615-40 for#5 bars and smaller. All reinforcing shall be A.S.T.M. A-615-60 for#6 bars and larger. Welded wire fabric to be A.S.T.M. A-185, lap 1-1/2 spaces, 9" min. 2. Splicing of bars shall have lapping or 40 dia. or 2'-O" min. in all continuous concrete reinforcement (30 dia. for compression). Masonry reinforcement shall have lappings of 40 dia. or 2'-0". This is in all cases U.N.O. 3, All reinforcing bars shall be accurately and securely placed before pouring concrete, or grouting masonry. 4. Concrete protection for reinforcement shall be at least equal to the diameter of the bars. Cover shall be as follows, U.N.O.: A. Poured against earth.............................. 3" B. Poured against form below grade........... 2" C. Slabs on grade (from top of slab)............ 1" D. Columns and beams to main bars.......... 2" STRUCTURAL STEEL 1. Fabrication and erection of structural steel shall be in accordance with "Specifications for the Design, Fabrication and Erection of Structural Steel Buildings", AISC, current edition. Steel to conform to ASTM A36. Round pipe columns shall conform to ASTM A53, Grade B. Square/Rectangular steel tubes ASTM A500, Grade B. 2. All welding shall be performed by certified welders, using the Electric Shielded Arc Process at licensed shops or otherwise approved by the Bldg. Dept. Continuous inspection required for all field welding. 3. All steel exposed to weather shall be hot-dip galvanized after fabrication, or other approved weatherproofing method. 4. Where finish is attached to structural steel, provide 1/2"o bolt holes @ 4'-0" o.c. for attachment of nailers, U.N.O. See architectural drawings for finishes (Nelson studs 1/2" x 3" CPL may replace bolts). MASONRY I 1. Concrete block shall be of sizes shown on architectural drawings and/or called for in specifications and conform to ASTM C-90, grade N medium weight units with max. linear shrinkage of 0.06% 2. All vertical reinforcing in masonry walls not retaining earth shall be located in the center of the wall (U.N.O.), retaining walls are to be as shown in details. 3. All cells with steel are to be solid grouted (except retaining walls where all cells are to be solid grouted). ESI / FME , Inc . Sheet 4 on STRUCTURAL ENGINEERS Date 3 12 (v 1 03 JN. �raCi 0 GENERAL SPECIFICATIONS FOR STANDARD RESIDENTIAL CONSTRUCTION (1997 Uniform Building Code) REV.ef2W9 A. All beams to be supported with full bearing unless noted otherwise. B. All isolated posts and beams to have Simpson PB's, PC's and/or BC's minimum, U.N.O. C. All bearing walls on wood floors are to be supported with double joists or solid blocking, U.N.O. D. Provide 4x or 2-2x members under sole plate nailing less than 6" o/c. E. All Simpson HDA, HPA and CB holdowns to be fastened to 4x4 post min. P. All hardware is to be Simpson Strong-TieTM or approved equal. Install per mfr.'s specifications. G. All shop drawings are to be reviewed by the contractor and the architect prior to submittal for engineers review. H. All exterior walls are to be secured with 5/8" diameter x 10" anchor bolts @ 72" o.c., U.N.O. (WS5884 Ramset/Redhead may be used in lieu of anchor bolts, as a fix) I. All interior walls to be secured with shot pins per manufacturer's recommendations, U.N.O.. Calculations govern in all cases. Recommend Ramset/Redhead 1516SD @ 24" o.c. J. All conventional framed portions of structure are to be constructed per section 2320 of the 1997 Uniform Building Code, U.N.O. K. All nailing is to be per table 23-11-B-1 of the Uniform Building Code, U.N.O. L. All nails to be "common", U.N.O. SSOLE PLATE LEGEND MARK : DESCRIPTION SPN12: 16d Sole Plate Nailing at 12"o/c JSCR8 : 3/8"o x 6.5" Sole Plate Screws at 8"o/c SPN10; 16d Sole Plate Nailing at 10"o/c SCR6 : 3/8"o x 6.5" Sole Plate Screws at 6"o/c SPN8 : 16d Sole Plate Nailing at 8"o/c SPN6 : 16d Sole Plate Nailing at 6"o/c SPN4 : 16d Sole Plate Nailing at 4"o/c SPN3 : 16d Sale Plate Nailing at 3"o/c SPN2 : 16d Sole Plate Nailing at 2"o/c FOUNDATION HARDWARE LEGEND MARK: DESCRIPTION MARK : DESCRIPTION AB64 : 5/8"o x 10"Anchor Bolts at 64"o/c 244 : Provide a total of 244 at top&244 at AB56 : 5/8"o x 10"Anchor Bolts at 56"o/c bottom of footing, 3'past posts AB48 : 5/8"e x 10"Anchor Bolts at 48"o/c 344 : Provide a total of 344 at top & 344 at AB40 : 5/8"o x 10"Anchor Bolts at 40"o/c bottom of footing, 3' past posts AB32 : 5/8"o x 10"Anchor Bolts at 32"o/c 444 : Provide a total of 444 at top &444 at AB24 : 5/8"s x 10"Anchor Bolts at 24"o/c bottom of footing, 3' past posts AB16 : 5/8"o x 10"Anchor Bolts at 16"o/c HD2A : (1) Simpson HD2A per post AB8 5/8"o x 10" Anchor Bolts at 8"o/c HD5A : (1) Simpson HD5A per post AB32X: 5/8"o x 12"Anchor Bolts at 32"o/c HD6A (1) Simpson HD6A per post AB24X: 5/8"o x 12"Anchor Bolts at 24"o/c HD8A (1) Simpson HD8A per post AB16X: 518"o x 12"Anchor Bolts at 16"o/c HD10A: (1) Simpson HD10A per post • A68X : 5/8"o x 12"Anchor bolts at 8"o/c HD14A: (1) Simpson HD14A per post 2 A B (2) 5/8"o x 10"Anchor Bolts HD20A. (1) Simpson HD20A per post 3A6 : (3) 5/8"o x 10" Anchor Bolts HPA (1) Simpson HPAHD22 per post 2ABX ; (2) 5/8"e x 12" Anchor Bolts _ HPA2P : (1) Simpson HPAHD22-2P per post 3ABX : (3) 5/8"o x 12"Anchor Bolts _ A _ HTT22 : (1) Simpson HTT22 per post NOTE:Provide T sq.x 3116"thick plate washers for all sill plate A.B.'s. 24"5a.Pn ADIB'DP. [� E S CONG. FAQ w/(7)•4 EAU _ �Dr-�+ 36"�• I ;Z I L J L � • rj._m. 6 3,SILL 3n BILL A q ABB m 7-4 a FDI O 1-S LO F--------------, -_� ----------------- - I I it ' FDI I I i 1 I I I I "Fry I I I I I I •��4 y7tJ� I I I � �----- --- I I = r---T 11 r--� I I I I Ij Y oN M I I fI I _ I FDI I • f! L--FDI _ JJ FDI I I I I I I I�,-,--- I I I I I I I I - I I I z� rA516 = I I I FDI 3x SILL I I 1 I I I I I I I 17 I I FDI I I I 5177 I I I I m I I I Q I Q r I I I 0 I I I FDI I I 3 I �n I FDI I tSZl m I I I a I � � I I I FDI I I I I 1 : I I I -----------JL ----' --------------ov © u4e.e e I I Oul E TJ 77■1 D7'A PORTAL 30'SO.x IS"DP cow_PAD u/(2)•4 EAU b'4• 7©'a' Jb'-0• FOUNDATION PLAN 4A &S'AI-E : 1/4" . 1' 0^ • OPT. DEOK I I U&E(14)Ibd NAILS PER TOP PLATE SPLICE I ENTIRE IS 15 WALL SDI SPN 4 501 1 5DI L v I •I3 I �G I u ---- � h - -- —+--------- 14 I \\ T I I c1�z \ s e� M B�D /• Ap�t9 I �S 11 ' \ GIRDER TRUSS V-0" / I I � 1 32 \ • 1 A AX 14 I I I \ / l� I P 1 4 I ! V SD IL IL ♦ I \ / 1 > w IL WA K—IN ; oc ` I I <E1 � I --- --- 8'-0" CLG J � i ( I z I I I I I I I I > z I w L N C J I I 1 I 1 I 1 I W z < I I I ,z 5 � 32 .. _ /\ T � I ENTIRE w 5D2 I \ 1"1 BA I WALL { I FDA � // a—0" I a \ ' I x / \ n I I ' 8'-0" CLG 5D1 / \ TYP. I EN E I • \ WALL I \ � I I 1 %I Gam♦ / GIRDER TRU55 \ T SDI 4x4 I v - I POT ♦ l WALK-IN I 8'-0" CLG '�— 1 I �561 T 16 TYP. \ I SDI In 5E SD2p �. WA K-IN _ 4x6 4x6 4xb ;;;4xy.�-' - --- = `-t-- I ` 14 �yT I(� f ------ 4 =—ram r rrr�Jy — —— 1 NOTE: I 1 24 $12 I I OT ak I NOTE: I5DI Sv2 L.n•-�— --.__ — 30 ----- J ENT RE •LOU) SPN 4 S02 SD2 AT EXT WA *AT GABLE END WALLS IF I WALL ROOF ``�-- PLT SWEAT PLY SHEAR IS RUN I USE(14)Ibd NAILb PER TOP PLATE SPLICE UP TO AM UP TO AND NAILED TO EIOT.GWORD OF TRJ55 —-� r-— r— OMITTO TS.R.• PLATE TO SPICE A3 IL AND ROOF FRAMING EW, A D I PLATE 5PIGE NAILING I I I I PLATE 5PI SUi,ADP I -------- PLAN 4A EAGHRU9 SCALE : 114" = I--0' �7 c � _FL 6xle.�----_..----- • E 115E(12)166 NAIL5 PER TOP PLATE 5PLICE c w 0 3 N „x, SIM 3-SILL. 3x SILL 2 L.4'-O" O/NDR L•4'-Q" SDI}9� h� E 11 I$ 15 r x 1S 3 4 M1fi Q% 12 SDI501 ~ SDI 111 .p 1 � E _ _ 4�g dxk4 >Si dxB 3 V7"xIR_P$L TRI MEiERPSTRAND ___ O F. axb T OONT.4xR, `Yj11 J � BOST•D' P m s} 3-3 �1> I ` a EN 15D2 j 116 s ' NOO K 8-2 ENTIRE •DECK , 5DI WALL -a" CLG �I 9'-0" CLG x Roe w FL" w t ' i a II I FAN I LY I 11 9 -0" CLG 5DI SD1 r 1 F 1 -44,8 _ _ GSIb •r I 5Li95•I�L —--— —————— V LI — 'G W!C516 p BMT. •OPT.DEN/ 3-GAR C ARAG! 4x9, 3I I Y✓ '> ____ — KIT 4 IL -- --- —5 0' 9'-0" ClG L PQ�� 1 II ry 1� 4 < --- --- SD I SDI ` �~� x1 nxa d1 5 ___ ___ _ 1 GSI& Il Q S -� �l O� \I Lam'-m• CONT.3 in,x II W"_PSL FL P �) <i PQy�I it it i i i \J� WH 16DI IF'LATE OP —1 4 I 26 3 8 2 WIRE SDI I 5D2 fi}�' SDI xI 5DI ALL AY- �.a I l C TSR *t� 91 12 pe yf LZfl I I ABOVE L.w-W p0 6 R mm 5Di 3x SILL DIN NG B,SLID BLK'G 9'—O" LG 8-3 CONT.TOP PLATE NO SPLICE 4 I® SDI Am 5pl ' ��� GARAGE 9'-0" CLG bfA tt� w J (FROM T.O.C.) P� �AxA PL-K'Z P0� v y1PQb LIVING '-`D--- 9'-0" CLG ON T "ours OP OF •LOW I_2 S •LOW TRUS5EWYP/ 5 pp5� ROOF SDI SDI ROOF A3S o W, 501 21 CONT,3 1/2' _%x I > T Q Ty 902 J1 v II 1/8'PSL FxSL _ 102 OP�l FL 1 x IB' FI X 5TI I CONT.3 VS•v II 1/B'PSL I � DOTT.•B'•0',L:10'•6' NOTE- I 12 514D 12 12 I ����4x14 —T—� I 12 •LIDR �O{JDR `SoI TJ 4s x D 50I -I - — 5DI SR1. 40', kT WALL$IF FOR 10' • R 13 ------------ -- —_ --� SHEAR,$RUN I I PORCH T Sa'L i SD2 A35•s• 3i 1 TO AND NAILED i I ———— —————— Irti 49 iL•4DR 16O.C.SD7 O 4DR DHL PORTAL TSR.-OK TO 9-�� O/FDR A3S's AND PLATE ADD ST02 ILAG eUT, ; ❑ 4v6 4x6 ❑ IDBL PORTAL FLOOR FRAMING EACW RIM SPLICE. j = ------- L--------------- ---------i PLAN 4A I 5DI SALE I%'<" = I'-©' ------------------ -------------------- I + � I I I I I I I I f LOFT M BED I I I I i I � 1 I I i I i ENTIRE 19 WALL SOI I i le I 5P1 _ __ AALK-I N I 8 r�— I IO x� I O I I I 8'-0" M 8A ! 5A 2 i 8'-0" CLG � I I I 3D'X60" O I TWS5 W/ROOF EX ---- - - DRAG LOAD u/ROOF IN, ---------- --- I ' DRGG LOAD 4400 LOdD•4400 I T WALK-N I 8'-0" CLG I 8ED 3 E3ED 2 T I 8•-0" CLG 8'-D" CLG soa soy WALK-�N sw. 8.-0" CLG .Low ROOF 5o1 93 O_MSTOIb OR 4x OLKr; - IV' LEFT iRT.— L—— ————— ---, -----.--.M d�6 dx6 I f L-- ------------- 6— - x& - 6x6 - USE(11)1&d NAILS PER TOP IPLATE SPLICE I 12 �Q. I I I I I L-------------J • ROOF FRAMING PLAN 4B SCALE : 1/4" = I'-C" FOR ADDITIONAL AND SPECIFIC INFORMATION NOT 5HOu.N HERE REFER TO MAIN F-R411ING PLAN � 1 I I I LIVING 1 9'-0" CLG TJ 22 x l TJ 22 x"I I DBL PORTAL DBL PORTAL I I I I I ! 1 L_ L � J I I -----------------J _-------------------- \� L- J L J `TJ 32 x 8 7,� 30'50,x IB'OP. �30"SQ x V DP. DBL PORTAL GONG.PAD CONC.PAD w/(3)4 BARS EA WAY w/(3)4 BARS EA WAY ■ I i D 24"$0.x 18"DP. 24"5Q.x IB'DP. GONG.PAD GONC_PAD w/(2)4 BARS EA.WAY w/(7)4 BARS EA.WAY FOUNDATION PLAN 4B • 5GALE : 114" = 1'-0" FOR ADDITIONAL AND SPECIFhC INFORMATION NOT SHOWN HERE REFER TO rnAIN FRAi"IING PLAN 9 5 a*9 5DI v by0 5dl �g5 POgS l" x Ib"PSL DROP BH 16 Ir 1r r Ir 26 9'-0" CLG CONT.TOP PLATE 5D2 I TJ 22 x l L `0+�� DBL PORTAL 4 s DECK SD2 Sp � I 8-3 5D1 5D2 �"x I1 l/8" PSL w/EN FL E31'7 G516 —— �— — —�—--—— ——� ——L—Igo_m.— — 7J 22 x l I % I J(4 i r DBL PORTAL 3 IR'x II IV P5L � 4x6 CONT. 11 5 1/4'■ Ib"PSL 27T 0 - 12 23 I H - 12 5DI TSIMJ 32 x 6 SDI SV2 SDI s HDR. !? I %Ir'I n5T48 12 3.3,6 ——_ _— 12 — ——a1rl HDR I HDR. � —I'—.r— L"b'-0. L"S..m— T I Jh ¢ O/HDR TO TO TRtI EPT 4 O/HDR EXTEND PLY I �� TO f7ATLH DEPTN OVER WDR D I OF DECK J0151 TTP. — — DROP — FLOOR FRAMING PLAN 4B 5GALE : 1/4" = 1'-0" FOR ADDITIONAL AND SPECIFIC INFORMATION NOT SHOUN HERE REFER TO MAkN FRAMING PLAN -/o 1 8'-0" CLG // I / GT \ I I I / 8'-0" CLG —0" CLG I 8'-0" CbG ii I 4x6 _ :4:x6..`::.. - .: ::`: .. 4x4 1 / I ♦ f --_----7 - --( T \r----- t--� — -- sr—J2 _---- SFN4- ------i J SDIZSD2 - -----------L-21-3° -- --- Roo0,F - / 1 � --� USE 02)IbG NAILS PER TOP PLATE 5PLIGE I I I //)------- 7 I I I�—_...------_ -j/ L---- ------- ---J i ROOF FRAMING PLAN 4C SCALE : 114" : I'-0" FOR ADDITIONAL AND 5PEGIFIG INFORMATION NOT SNOUN HERE REFER TO MAIN FR,4MINC3 PLAN IVING 9'-0" CLG • I I I I I I I I I I I I I I I L-----------------J -------------------------- D ❑ 30"50.x IS'DR � //GONG.PAD w/f2P4 BARS EA.WAY 30"50.x IV'DP. 30"so.x IB'DR LONG.PAD //CONC.PAD — �w/(7T4 BAR$EA.WAY / WI(7Ta BARS EA.WAY I I I �I i Fl: l L--J L--J FOUNDATION PLAN 4C SCALE : 1/4" = 1' 0" FOR ADDITIONAL AND 5PECIFIC INFORI'lATION NOT SHOWN HERE REFER TO MAIN 1=R,41-11NG PLAN LIVING 9'-0" CLG Zllt- v c, : ...•.-... I1 — � A ------------ ----- ------ / T I i I / dxhS7—- I �'————————- dxb L——————————————J FLOOR FRAMING PLAN 4C SCALE : 114" = I'-0" L R ADClTION.AL AND 5PECIFIC ORMATION NOT SHOU.N HERE FER TO MAIN FRAMING PLAN w, Eo- -X- I II -------- --� I I • I -- I I I I I I I I , I I DINING I 9'-O" CLG I I I 5D1 I ' I I ' I I 3-GAR GARACaE 9'-0" CLG (FROM T.O.C.) � I I � I I LIVING I ' 1 I 9'-O" CLG a@ CONC.PAD I I SDI - uK3N DAR5 EA.IIIAT L-.-- --.------------—_J .------- ---`J L------------------------ FEllFill 13 3-CAR GARAGE _FOUNDATION PLAN 4A SCALE:1/4"" 1'-0` FOR ADDITIONAL AND SPECIFIC INFORMATION NOT SWOUN WERE REFER TO MAIN FOINDATION FLAN L I - I I I I I I I I DINING I I 9'-0" CLG I I I I I I I I I I ' 3-GAR GARAGE I I 9'-O" CLG r- {FROM T.O.C.) LIVING 9'-O" CLG I I I I �I I I I u 3C*C.FAD I rK5N BARS EA"T I I I I I I I I I I L-----------------� ————————— —_ --------__------- • D � 3-CAR GARAGE FOUNDATION PLAN 4B SCALE:114" : 1'-0" FOR ADDITIONAL AND SPECIFIC INFORMATION NOT SHOW WERE REFER TO MAIN FOINDATION PLAN • --- --- . --t------� I I I iC,x�7j -------------- 1 1 `"H ti-- � ------ I I I I I � 1 I I I I I I I DINING I 1 I 9'-0" CLG I I � I I I I 1 I 5-GAR GARAGE I I I 3'-0" CLG (FROM T.O.C.) I I I I I I LIVING + ' I � 9'-0" CLG I I I I I I I I F I 1 I I I I � E i � _----------------1 --------- --------------------------, FL-]] FLJ] 3-CAR GARAGE FOUNDATION PLAN 4C SCALE : Va^ - I'-C" FOR ADDITIONAL AND 51'Er-IrIC JNFORMAT}ON NOT SNOUN HERE REFER TO MAIN FOUNDATION PLAN Y --- --- 9'-0" CLG SDI CAI 37 c SDIIL _ONT3-2 SDI >: D-a SDI..6 L.ID•6`< WEN. DIN€NG 3.SILL DRAG LOAD.00V I NAIL St.OF DRAG IRA W-0" CLG TO P5L Wlbd NAILS I •D'Oc. ID ARAGE 5DI I ® I -0" CLG I3 I FROM T.O.C.} ! BED -------- ------ DEN DRAG TRS5./R0OF E!1 DRAG LOAD-WOr LIVING - W-0" CLG oil }` 5D7 ,Q t SDI I ri..Mr,gDW�A11D'P:A Axi _- -J`-=- --J ca1T.FL b 4.•.ID•PSL - I I I ( I= AKI IL-IL R I I I I _____- ____ - ` SM I I f I I c o OR o%uPR Y �R SIM TJ 77 x S PM F•ORSAL DL POR•- TAL TJ 77.l ---____ -___---- I L------------------------i OPTIONAL DEN/BED 6 FLOOR FRAMING PLAN 4A SCALE:LW. I'-IV" FOR ADDITIONAL AND SPECIFIC • REFERT M NOT FPAMI HERE REFER TO MAIN FRAMING PLAN --- --- 9'-O" CLG I -- _---------------- rl ---r i i i i '� I max♦ I O ! i i i I � �R-�-I __.� ✓+� I I I .D I I I DINING - Fr W-0" CLG ARAr_7E r o" II '-0" CLG 11 I p I 9•.16'PSL DROP FROM T.O. I BED b ----- I I DEN —�r—_____ _ LIVING I I ! 9'-0" CLO T Ji I I- I rI -, I I �7 soi 'IF 1 I 1 4xl7 '7 _CON. DIH•�II lA3'I�SL=iL•]1'.G• L-------------- I I I 17 Srt r L _ _^ _�-.-________ _ _I -OAIDR O/"DR6DITJ 7x� I u I oRrAL D D5)L PORTALOft� ---------- OPTIONAL DEN/BED 6 FLOOR FRAMING PLAN 4B SCALE:1/4• : I'.0. FOR ADDITIONAL AMC)SPECIFIC NFORMATION NOT SHORN HERE REFER TO MAIN FRAr-IING PLAN -- ---- 9'-0" CLG I --- - - I ---------------- IIIIIII F- J ww I N I I � I j I + I I DINING 9'-0" CLG I I I GARAGE 9'-09'-0" CLC , (FROM T.C.CI) BED I --------------- -I DEN I I ' LIVING 9'-0" CLG I I I 1 EEE:]I � � I I I I - ------------------------ OPTIONAL DEN/BED 6 �/0 0 FLOOR FRAMING PLAN 4C L-------I------- J SCALE I/4' I'-p" FOR ADD;TIONAL ANC)5PECIFIC 1NFORNATON NOT SWOLLN HERE REFER TO MAIN FRANING PLAN -7Y /6, -- --- l 9'-0" CLG 1 FAS121 I \ \r4� --------- — 5DI L 5 I I t sDl I I J I I I-_-^- DINING I 9'-0" CLG 1 1 I I I I I I I I I GARAGE I I I I I 9'-O" CLG ! I I I I I (FROM T.O.C.) I 3 I I aBED6 I eDl I I DEN I I I I I I sol I I I I I I I I LIVING, I I I I I I CLG I I I I I I I I I I II I I I I I i I I I I I 5DI I I I I I I I I I I I L-----------------J �-_ ---------- L-------------- ----------� Li I Li DBL PORTAL DBL PORTAL a OPT. DEN/BED 6 FLOOR FRAMING PLAN 4A SCALE:1/4" . I' 0" IFOR ADDITIONAL AND 5PECIFIG INFORMATION NOT SNOUN HERE RMERTOMAN FRAMING PLAN --- --- ` 9'-0" CLG I rl l r I 1 // LL ----------- L I I I I I I ! I I I I I I I DINING i -------------� I I 9'-0' CLG I I I I it GARAGE I I I I I I 9'-0" CLG I I I I I i (FROM T.O.C.) I , BED 6 I r LIVING i i DEN CLG I J I I I I I ! I I I I l l I I I I I I I I I I I I I I I I I r I I I I I I I I I I I { I I ! I I I I I I L—————————————————J L-———————————J L—————————— —————_———————- � a o OPT. DEN/BED 6 FLOOR FRAMING PLAN 4B SCALE : I/4" , 1'-0" FOR ADDITIONAL AND 5PECIFIC INFCRI-1ATION NOT SWORN WERE REFER TO MAIN FRAMING PLAN -- --- 9,_0.. CLG 412 ---------- —IL I I L-I 1 I I I I I I I I I I I I DINING i -----------, CLG I I I I 1 I I I f l r &ARAGE I I I I I 9'—O" CLG i I I I I I (FROM T.O,C.) I J I I 8ED 6 � I I I I I I I DEN r t l I I I I I I I I I LVNG I I I I I I 9'—O" CLG I I I I I I I I I J I I l i I I I I I I i t I I I I ! I I I I r I I I L—————————————————J L———_———————J L_—_——————————————————_———J ILJI OPT. DEN/BED 6 ❑❑ ❑❑ FLOOR FRAMING PLAN 4C • SCALE : IM" . P-0" FOR ADDITIONAL AND 5PECIFIC WFORMATION NOT SNOUN HERE REFER TO MAIN FFR ar IING PLAN Eo- 9'-0" CLG 1 1 I I I I I 5-GAR GA GE 9'-0" CLG -- --- -I (FROM T.O.C.) � + I I I LIVING p - 9'—D' CLG ~— I e l� I R _ _ ^".g ---------- n lL-------------- --------------� I I 0 3-CAR GARAGE L------------------------J FLOOR FRAMING PLAN 4A SCALE:114" . 1'•0" ROR ADDITIONAL AND 5PECIFICFORMATION NOT SWOM WERE EFER TO MAIN FRAMING PLAN -- ---------------- I I I i I d�6 1 I El I I I DINING 9'-0" CLG I � I SDI i t I I I 3-GAR GARAGE ��4+y� 9.-0" CLG I� �*b 5DI POI (FROM T.O.C.) LIVING 3 1(J'x II,1E�PSL DROP 9'-O" CLG �- -� - -- - ----- I 1 I 1 1 , N i I II I{{I 118"P5L 1 I I I I L-------------- ----- ------- ---- - ------------------------------------- I ----------J 3-CAR GARAGE FLOOR FRAMING PLAN 4B SCALE: I/L" . I'-0" FOR ADDITIONAL AND SPECIFIC INFORMATION NOT SWOUP WERE REFER TO MAIN FRAMING PLAN ESI / FME , Inc . Sheet 2-1, y� STRUCTURAL ENGINEERS Date 3-20-03 JN, 303-3590 LA LAGUNA LARGE/FORECAST MENIFEE, CA PLAN 4 3� HDR @ LEFT OF BED 3 Length = 3 ft. P1 = 3060 Ibs= 34*5*36/,LaS FROM G.T. @ L1 = 1 ft. P2 = 0 lbs= 0 @ L2 = 0 ft. �t L2 -► w: Roof = ( 34 psf) ( 0 + 1.5 ) = 51.0 plf - -► P1 P2 Wall = ( 14 psf) ( 1.5 + 0 ) = 21.0 vv Floor = ( 52 psf) ( 0 + 0 ) = 0.0 R1 R2 D. L. of Beam . . . . . . . . . . . . . . . = 10.0 w = 82.0 plf Fb = 965 psi. M = 2132 ft-lb= 25.59 in-k S = Moment / 1.250 Fb = 21.2 i n A 3 Reactions: *RL= 2163 Jbs Fv = 95 psi ; d = 11.25 in. *RR= 1143 Ibs V = R(max)-(w*d)= 2086 lbs. A = 1.5 V / 1.250 Fv = 26.4 inA2 Req'd Sec. Properties: PaJd * S = 21.2 i n A 3 73.83 Allow deft = L / 360 - 0.10 in * A = 26.4 sq. in. 39.38 E = 1.6 x 10**6 psi * I = 21.6 inA4 41528 1 =5*M*LA2 /48*E*d= 22 in^4 Estimated deft = 0.005 in. U S E 4 x 12 W.C.D.F. # 2 4 j HDR @ LEFT OF DINING Length = 6 ft. P1 = 0 Ibs= 0 @ L1 = 0 ft. P2 = 0 Ibs= 0 @ L2 = 0 ft. 1� 1 L:2-► w: Roof = { 34 psf) ( 36/2 + 1.5 ) = 663.0 plf Imo- P1 P2 Wall = { 14 psf) ( 8 + 1.5 ) = 133.0 Floor = ( 52 psf) ( 16/2 + 0 } = 416.0 R1 R2 \- D. L. of Beam . . . . . . . . . . . . . . . = 10.0 w = 1222.0 plf Fb = 965 psi. M = 5499 ft-lb= 65.99 in-k S = Moment/ 1.250 Fb = 54.7 inA3 Reactions: *RL= 3666lbs Fv = 95 psi ; d = 11.25 in. *RR= 3666 Ibs V = R(max)-(w*d)= 2520 Ibs. A = 1.5 V / 1.250 Fv = 31.8 i n A 2 Req'd Sec. Properties: Prodd * S = 54.7 inA3 73.B3 Allow deft = L / 360 = 0.20 in * A = 31.8 sq. in. 39.38 E = 1.6 x 10**6 psi * I = 111.4 inA4 41528 I =5*M*LA2 /48*E*d= 111 inA4 Estimated deft = 0,054 in. U S E 4 x 12 W.C.D.F. # 2 P4B3 --- - ---------------- #l� wN I - I I I ! I I I ! DINING ! Eo- W-O" CLG ! I ! I I I ! I 3-GAR &AR;AGE ------_--- W-C" CLG ! (FROM T.O.C.) ! I I _ I I LIVING 9'-0" CLG I I I I I I I I I I I ! �' ------J / 3-CAR GARAGE I ❑ I �---------� I FLOOR FRAMING PLAN 4C SCALE:1/4' . 1'•0" FOR ADDITIONAL AND SPECIFIC INFORMATION NOT 5W=N HERE REFER TO MAIN FRAMING FLAN ---- -- -- ---- -- --- I I I I I I I 1 ! I I I ! I I I ! I I I f II I I II I I II I I II I II I I II 116 I I II I I II I I I! I I !I -3-CAR GARAGE 3-CAR GARAGE ROOF FRAMING PLAN 4C ROOF FRAMING PLAN 4A SCALE : I/I6' I'-0- SCALE : M(.' - I'•0" -----------7 � I I I I I I I I I I I II �I �I J 3-CAR GARAGE ROOF FRAMING PLAN 4B ESI / FME , Inc . Sheet LI I• STRUCTURAL ENGINEERS Date 3-20-03 JN. 303-3590 LA LAGUNA LARGE/FORECAST MENIFEE, CA PLAN 4 j HDR @ REAR OF LOFT (ELEV. B) Length = 6 ft. P1 = 0 Ibs= 0 @ L1 = 0 ft. P2 = 0 lbs= 0 @ L2 = 0 ft. �z w: Roof = ( 34 psf) ( 42/2 + 1.5 ) = 765.0 plf 1 P2 Wall = { 14 psf ) ( 1.5 + 0 ) = 21.0 Floor = ( 52 psf ) ( 0 + 0 ) = 0.0 71 R2L. D. L. of Beam . . . . . . . . . . . . . . . - 10.0 w - 796.0 plf Fb = 1050 psi. M = 3582 ft-lb= 42.98 in-k S = Moment/ 1.250 Fb = 32.7 in^3 Reactions: *RL= 2388lbs Fv = 95 psi d = 9.25 in. *RR= 2388 lbs V = R(max)-(w*d)= 1774 lbs. A = 1.5 V / 1.250 Fv = 22.4 in^2 Req'd Sec. Properties: Prodd - * S = 32.7 inA3 4991 Allow defl = L / 360 0.20 in * A = 22.4 sq. in. 32.38 E = 1.6 x 10**6 psi * I = 72.5 in^4 230.84 1 =5*M*L^2 / 48*E*d= 73 in^4 Estimated deft = 0,063 in. U S E 4 x 10 W.C.D.F. # 2 C,' 22 � HDR @ REAR OF MBR (ELEV. B) Length 8 ft. P1 = 0 Ibs= 0 @ L1 = 0 ft. P2 = 0 Ibs= 0 @ L2 = 0 ft. L. -► w: Roof = ( 34 psf ) ( 44/2 + 1.5 ) = 799.0 plf �� BPI a P2 Wall = ( 14 psf ) ( 1.5 + 0 ) = 21.0 Floor = ( 52 psf ) ( 0 + 0 ) = 0.0 •�R1 R2U D. L. of Beam . . . . . . . . . . . . . - 10.0 w - 830.0 pif Fb = 965 psi. M = 6640 ft-lb= 79.68 in-k S = Moment 1 1.250 Fb = 66.1 in^3 Reactions: *RL= 3320lbs Fv = 95 psi ; d = 11.25 in. *RR= 3320 lbs V = R(max)-(w*d)= 2542 lbs. A = 1.5 V / 1.250 Fv = 32.1 in^2 Req'd Sec, Properties: Lro,/d Allow defl = L / 360 0.27 in * A = 32.1 sq. in. 39.38 E = 1.6 x 10**6 psi * 1 = 179.3 in^4 415.28 I =5*M*LA2148*E*d= 179 in^4 Estimated deft = 0.115 in. U S E 4 x 12 W.C.D.F. # 2 P481 ESI / FME , Inc . Sheet 2,07s on STRUCTURAL ENGINEERS Date 3-20-03 JN. 303-3590 LA LAGUNA LARGE/FORECAST MENIFEE, CA PLAN 4 HDR @ LEFT OF BED 3 Length = 3 ft. P1 = 3060 lbs= 34*5*36/,LBS FROM G.T. @ L1 = 1 ft. P2 = 0 Ibs= 0 @ L2 = 0 ft. �T w: Roof = ( 34 psf ) ( 0 + 1.5 ) = 51.0 plf -* P1 P2 Wall = ( 14 psf ) ( 1.5 + 0 ) = 21.0 7 Floor = ( 52 psf ) ( 0 + 0 ) = 0.0 R1 R2L D. L. of Beam . . . . . . . . . . . . . . . = 10.0 w - 82.0 plf Fb = 965 psi. M = 2132 ft-lb= 25.59 in-k S = Moment/ 1.250 Fb = 21.2 in^3 Reactions: *RL= 2163lbs Fv = 95 psi ; d = 11.25 in. *RR= 1143 lbs V = R(max)-(w*d)= 2086 lbs. A = 1.5 V / 1.250 Fv = 26.4 inA2 Req`d Sec. Properties: Pradd • - * S = 21.2 i n A 3 73.83 Allow defl = L / 360 0.10 in * A = 26.4 sq. in. 39.38 E = 1.6 x 10**6 psi * I = 21.6 in^4 41528 1 =5*M*L^2 / 48*E*d= 22 in^4 Estimated defl = 0.005 in. U S E 4 x 12 VV.C.D.F. # 2 4 \ HDR @ LEFT OF DINING Length = 6 ft. P1 = 0 Ibs= 0 @ L1 = 0 ft. P2 = 0 Ibs= 0 @ L2 = 0 ft. L1 LZ ► w: Roof = ( 34 psf) ( 36/2 + 1.5 ) = 663.0 plf P1 P2 Wall = ( 14 psf) ( 8 + 1.5 ) = 133.0 Floor = ( 52 psf) ( 16/2 + 0 ) = 416.0 R1 R2� D. L. of Beam . . . . . . . . . . . . . . = 10.0 w = 1222.0 plf Fb = 965 psi. M = 5499 ft-lb= 65.99 in-k S = Moment/ 1.250 Fb = 54.7 in"3 Reactions: *RL= 3666lbs Fv = 95 psi ; d = 11.25 in. *RR= 3666 lbs V = R(max)-(w*d)= 2520 lbs. A = 1.5 V / 1.250 Fv = 31.8 i n A 2 Req'd Sec, Properties: ProJd • - * S = 54.7 in^3 7383 Allow defl = L / 360 0.20 in * A = 31.8 sq. in. 39.38 E = 1.6 x 10**6 psi * I = 111.4 in^4 415.28 1 =5*M*L^2 /48*E*d= 111 in^4 Estimated defl = 0.054 in. U S E 4 x 12 W.C.Q.F. # 2 P4B3 ESI / FME , Inc . Sheet z3 STRUCTURAL ENGINEERS Date 3-20-03 JN. 303-3590 LA LAGUNA LARGE/FORECAST MENIFEE, CA PLAN 4 �5/ FL BM @ REAR OF DECK Length = 13 ft. P1 = 0 Ibs= 0 @ L1 = 0 ft. L2 P2 = 0 Ibs= 0 @ L2 = 0 ft. 10 w: Roof = ( 34 psf) ( 0 + 0 ) = 0,0 plf 1 P2 Wall = ( 14 psf) ( 0 + 0 ) = 0.0 Floor = ( 52 psf) ( +8/2 + 0 ) = 208.0 71 R2Z/ D. L. of Beam . . . . . . . . . . . . . . . = 10.0 w = 218.0 plf Fb = 1350 psi. M = 4605 ft-lb= 55.26 in-k S = Moment/ 1.000 Fb = 40.9 in"3 Reactions: *RL= 14171bs Fv = 85 psi ; d = 9.5 in. *RR= 1417 Ibs V = R(max)-(w*d)= 1244 Ibs. A = 1.5 V / 1.000 Fv = 22.0 inA2 Req'd Sec. Properties: Provd • - * S = 40.9 in"3 82.73 Allow deft = L / 360 0.43 in * A = 22.0 sq. in. -52.25 E = 1.6 x 10**6 psi * I = 202.1 inA4 392.96 1 =5*M*L"2 /48*E*d= 202 in"4 Estimated deft = 0.223 in. U S E 6 x 10 W.C.D.F. # 1 HDR @ REAR OF NOOK Length = 6 ft. P1 = 0 Ibs= 0 @ L1 = 0 ft. P2 = 0 Ibs= 0 @ L2 = 0 ft, e1 L� -► w: Roof = ( 34 psf) ( 44/2 + 1.5 ) = 799.0 plf P2 Wall = ( 14 psf ) ( 8 + 1.5 ) = 133.0 _+ Floor = ( 52 psf) ( 20/2 + 0 ) = 520.0 R1 R2n D. L. of Beam . . . . . . . . . . . . . = 10.0 w = 1462.0 plf Fb = 2900 psi. M = 6579 ft-lb= 78.95 in-k S = Moment/ 1.000 Fb = 27.2 in"3 Reactions: *RL= 4386lbs Fv = 290 psi ; d = 9.5 in. *RR= 4386 Ibs V = R(max)-(w*d)= 3229 Ibs. A = 1.5 V / 1.000 Fv = 16.7 inA2 Req'd Sec. Properties: Provd @ - * S = 27.2 in"3 52.65 Allow defl = L / 360 0.20 in * A = 16.7 sq. in. 33.25 E = 2 x 10**6 psi * l = 106.6 in"4 25C 07 I =5*M*L"2 /48*E*d= 107 in"4 Estimated defl = 0.085 in. U S E 3.5 x 9.5 PARALLAM PSL E=2.0 P4$5 ESI / FME , Inc . sheet Zor o STRUCTURAL ENGINEERS Date 3-20-03 JN. 303-3590 LA LAGUNA LARGE/FORECAST MENIFEE, CA PLAN 4 07 ' HDR @ REAR OF DEN Length = 5 ft. P1 = 0 lbs= 0 @ L1 = 0 ft. P2 = 0 lbs= 0 @ L2 = 0 ft. L�= w: Roof = ( 34 psf) ( 42/2 + 1.5 ) = 765.0 plf P2 Wall = ( 14 psf) ( 8 + 1.5 ) = 133.0 Floor = { 52 psf) ( 18/2 + 0 ) = 468.0 R1 R2! D. L. of Beam . . . . . . . . . = 10.0 w = 1376.0 plf Fb = 965 psi. M = 4300 ft-lb= 51.6 in-k S = Moment/ 1.000 Fb = 53.5 in^3 Reactions: *RL= 3440lbs Fv = 95 psi ; d = 11.25 in. *RR= 3440 Ibs V = R(max)-(w*d)= 2150 Ibs. A = 1.5 V / 1.000 Fv = 33.9 in^2 Req'd Sec. Properties: ProVd - * S = 53.5 in^3 73.83 Allow defl = L / 360 0.17 in * A = 33.9 sq. in. 39.38 E = 1.6 x 10**6 psi * I = 72.6 in^4 415.28 1 =5*M*LA2 /48*E*d= 73 in^4 Estimated defl = 0.029 in. U S E 4 x 12 W.C.D.F. # 2 �8 FL BM @ REAR OF DINING Length = 15 ft. P1 - 2392 lbs= 52*23/2*4 @ L1 = 12 ft. P2 = 0 lbs= 0 @ L2 = 0 ft. Lz - ► w: Roof = ( 34 psf) ( 0 + 0 ) = 0.0 plf P2 Wall = ( 10 psf) ( 8 + 0 ) = 80.0 _ Floor = { 52 psf) ( 1.33/2 + 0 ) = 34.6 R2U D. L. of Beam . . . . . . . . . . . . . . . = 10.0 w = 124.6 plf Fb = 2900 psi. M = 9245 ft-lb= 110.9 in-k S = Moment/ 1.000 Fb = 38.3 in^3 Reactions: *RL= 1413lbs Fv = 290 psi ; d = 11.9 in. *RR= 2848 Ibs V = R(max)-(w*d)= 2724 Ibs. A = 1.5 V / 1.000 Fv = 14.1 in^2 Req'd Sec. Properties: Pro,/d • - * S = 38.3 in^3 6349 Allow defl = L / 240 0.75 in * A = 14.1 sq. in. 3201 E = 2 x 10**6 psi * I = 249.6 in^4 377.76 1 =5*M*L^2 /48*E*d= 250 in^4 Estimated defl = 0.496 in. U S E 2.69 x 11.9 PARALLAM PSL E=2.0 P4B7 ESI / FMEI Inc . Sheet zs • STRUCTURAL ENGINEERS Date 3-20-03 JN. 303-3590 LA LAGUNA LARGE/FORECAST MENIFEE, CA PLAN 4 9 FL BM @ FRONT OF NOOK Length = 11 ft. P1 = 0 Ibs= 0 @ L1 = 0 ft. P2 = 0 Ibs= 0 @ L2 = 0 ft. �Lz-1 w: Roof = ( 34 psf) ( 0 + 0 ) = 0.0 plf 4 10- 1 P2 Wall = { 10 psf) { 4 + 0 ) = 40.0 Fvv Floor = ( 52 psf ) ( 23/2 + 0 ) = 598.0 Z�R 1 R2 Z� D. L. of Beam . . . . . . . . . . . . . . - 10.0 w - 648.0 plf Fb = 2900 psi. M = 9801 ft-lb= 117.6 in-k S = Moment/ 1.000 Fb = 40.6 inA3 Reactions: *RL= 3564lbs Fv = 290 psi ; d = 11.9 in. *RR= 3564 Ibs V = R(max)-(w*d)= 2921 lbs. A = 1.5 V / 1.000 Fv = 15.1 inA2 Req'd Sec. Properties: Prodd 0 Allow defl = L / 360 0.37 in * A = 15.1 sq. in. 41.65 E = 2 x 10**6 psi * I = 291.1 in^4 491.50 1 =5*M*L^2/48*E*d= 291 in^4 Estimated defl = 0.217 in. U S E 3.5 x 11.9 PARALLAM PSL E=2.0 FO FL BM O/ LIVING Length = 15 ft. P1 = 0 Ibs= 0 @ L1 = 0 ft. P2 = 0 lbs= 0 @ L2 = 0 ft. � l Lz ► w: Roof = ( 34 psf ) { 42/2+1.5 + +8/2 ) = 901.0 plf P1 P2 Wall = ( 14 psf ) ( 8 + 0 ) = 112.0 Floor = ( 52 psf) ( 1.33/2 + 0 ) = 34.6 AR R2 D. L. of Beam . . . . . . . . . . . . . . . - 10.0 w - 1057.6 plf Fb = 2900 psi. M = 29744 ft-lb= 356.9 in-k S = Moment / 1.000 Fb = 123.1 in^3 Reactions: *RL= 7932 Ibs Fv = 290 psi ; d = 11.9 in. *RR= 7932 Ibs V = R(max)-(w*d)= 6883 Ibs. A = 1.5 V / 1,000 Fv = 35.6 in^2 Req'd Sec. Properties: Rro,/d * S = 123.1 in^3 165.21 • Allow defl = L / 240 0.75 in * A = 35.6 sq. in. 83.30 E = 2 x 10**6 psi * I = 803.1 in^4 983.01 1 =5*M*L^2 /48*E*d= 803 in^4 Estimated defl = 0.613 in. U S E 7 x 11.9 PARALLAM PSL E=2.0 P4B9 ESI / FME , Inc . Sheet 2 (a S STRUCTURAL ENGINEERS Date 3-20-03 JN. 303-3590 LA LAGUNA LARGE/FORECAST MENIFEE, CA PLAN 4 (1> TOP FL BM 01 GARAGE Length = 20.5 ft. P1 = 0 lbs= 0 @ L1 = 0 ft. P2 = 0 lbs= 0 @ L2 = 0 ft. L-z ► w: Roof = ( 34 psf) ( 8/2+1.5 + +3/2 ) = 238.0 plf ► P1 a P2 Wall = ( 14 psf) ( 8 + 0 ) = 112.0 Floor = ( 52 psf) ( 18.5/2 + 0 ) = 481.0 AR1 R2L D. L. of Beam . . . . . . . . . . . . . . . = 15.0 w = 846.0 plf Fb = 2900 psi. M = 44441 ft-lb= 533.3 in-k S = Moment/ 0.956 Fb 192.4 in^3 Reactions: *RL= 8672 lbs Fv = 290 psi ; d = 18 in. *RR= 8672 lbs V = R(max)-(w*d)= 7403 lbs. A = 1.5 V / 0.956 Fv = 40.1 in112 Req`d Sec, Properties: Prodd • - * S = 192.4 in^3 378.00 Allow deft = L / 340 0.72 in * A = 40.1 sq. in. ;26.00 E = 2 x 10**6 psi * I = 2323.2 in^4 34C2.00 I =5*M*L^2148*E*d= 2323 in^4 Estimated defl = 0.494 in. U S E 7 x 18 PARALLAM PSL E=2.0 2` FL BM Ol 3-CAR GARAGE Length = 12 ft. P1 - 0 lbs= 0 @ L1 = 0 ft. P2 = 0 lbs= 0 @ L2 = 0 ft. L2 ► w: Roof = ( 34 psf) ( 8/2+1.5 + +312 ) = 238.0 plf I P1 P2 Wall = ( 14 psf } ( 8 + 0 ) = 112.0 Floor = ( 52 psf ) ( 18/2 + 0 ) = 468.0 LR1 R2n D. L. of Beam . . . . . . . . . . . . . . - 15.0 w = 833.0 plf Fb = 2900 psi. M = 14994 ft-lb= 179.9 in-k S = Moment / 1.000 Fb = 62.0 in^3 Reactions: *RL= 4998lbs Fv = 290 psi ; d = 11.9 in. *RR= 4998 lbs V = R(max)-(w*d)= 4172 lbs. A = 1.5 V / 1.000 Fv = 21.6 in^2 Req'd Sec. Properties: ProJd Allow defl = L / 360 0.40 in * A = 21.6 sq. in. 6248 E = 2 x 10**6 psi * I = 485.8 inA4 73T25 1 =5*M*L^2 / 48*E*d= 486 in^4 Estimated defl = 0.264 in. U S E 5.25 x 11.9 PARALLAM PSL E=2.0 P4511 ESl / FME , Inc . Sheet �� STRUCTURAL ENGINEERS Date 3-20-03 JN. 303-3590 LA LAGUNA LARGE/FORECAST MENIFEE, CA PLAN 4 (13 TOP FL BM O/ GARAGE (OPT. DEN) Length = 20.5 ft. P1 = 4998 Ibs= 4998 LBs FROM BM 12 @ L1 = 2 ft. L2 P2 = 0 Ibs= 0 @ L2 = 0 ft. w: Roof = ( 34 psf ) ( 36/2 + 1.5 ) = 663.0 plf 1 P2 Wall = { 14 psf ) ( 8 + 0 ) = 112.0 f VV- Floor = ( 52 psf) ( 1.33/2 + 0 ) = 34.6 R1 R2Z� D. L. of Beam . . . . . . . . . . . . . . . - 15.0 w = 824.E plf Fb = 2900 psi. M = 52337 ft-lb= 628 in-k S = Moment/ 0.969 Fb = 223.6 inA3 Reactions: *RL= 12962 lbs Fv = 290 psi ; d = 16 in. *RR= 8940 lbs V = R(max)-(w*d)= 11863 lbs. A = 1.5 V / 0.969 Fv = 63.4 inA2 Req'd Sec. Properties: Pradd • - * S = 223.6 inA3 298.67 Allow defl = L / 240 1.03 in * A = 63.4 sq. in. 112.00 E = 2 x 10**6 psi * I = 1931.2 inA4 2389.33 I =5*M*L^2 /48*E*d= 1931 inA4 Estimated defl = 0.828 in. U S E 7 x 16 PARALLAM PSL E=2.0 14 FL BM O/ 3-CAR GARAGE Length = 16 ft. P1 = 12962 lbs- 12962 LBs FROM BM13 @ L1 = 7.5 ft. P2 = 0 Ibs= 0 @ L2 = 0 ft. �z L2 P2 w: Roof = ( 34 psf ) ( 0 + 0 ) = 0.0 plf f P1 P2 Wall = ( 14 psf) ( 1.5 + 0 ) = 21.0 Floor = ( 52 psf) ( 0 + 0 ) = 0.0 R1 R2L1 D. L. of Beam . . . . . . . . . . . . . . = 15.0 w = 36.0 plf Fb = 2900 psi. M = 52797 ft-lb= 633.6 in-k S = Moment / 0.956 Fb = 228.5 in^3 Reactions: *RL= 7174lbs Fv = 290 psi ; d = 18 in. *RR= 6364 lbs V = R(max)-(w*d)= 7120 lbs. A = 1.5 V / 0.956 Fv = 38.5 inA2 Req'd Sec. Properties: Provd - * S = 228.5 In^3 283.50 Allow defl = L I 360 0.53 in * A = 38.5 sq, in. 94.50 E = 2 x 10**6 psi * I = 2280.9 in^4 12551.50. 1 =5*M*LA2 / 48*E*d= 2281 inA4 Estimated defl = 0.477 in. U S E 5.25 x 18 PARALLAM PSL E 2.0 P4B13 ESI / FME , Inc . Sheet Zo O STRUCTURAL ENGINEERS Date 3-20-03 JN. 303-3590 LA LAGUNA LARGE/FORECAST MENIFEE, CA PLAN 4 15� HDR @ FRONT OF 3-CAR GARAGE Length = 17.5 ft. P1 = 3825 Ibs= 34*25/2*9 LBS FROM ROOF @ L1 = 13 ft. P2 = 433.5 Ibs= 34*3/2*8.5 LBS FROM ROOF @ L2 = 4.25 ft. L2 w: Roof = ( 34 psf) ( 1.5 + 0 ) = 51.0 plf 1 P2 Wall = ( 14 psf) ( 1.5 + 0 ) = 21.0 Floor = ( 52 psf) ( 0 + 0 ) = 0.0 RI Rev D. L. of Beam . . . . . . . . . . . . . . = 15.0 w = 87.0 plf Fb = 2900 psi. M = 17512 ft-lb= 210.1 in-k S = Moment/ 1.229 Fb = 59.0 in^3 Reactions: *RL= 2073lbs Fv = 290 psi ; d = 14 in. *RR= 3708 lbs V = R(max)-(w*d)= 3606 lbs. A = 1.5 V / 1.229 Fv = 15.2 in^2 Req'd Sec. Properties: Prodd • - * S = 59.0 in^3 114.33 Allow defl = L / 240 0.88 in * A = 15.2 sq. in. 49.00 E = 2 x 10**6 psi * I = 551.6 in^4 800.33 1 =5*M*L^2 /48*E*d= 552 in^4 Estimated deft = 0.603 in. U S E 3.5 x 14 PARALLAM PSL E=2.0 16/ DROP BM O/ GARAGE Length = 20.5 ft. P1 0 Ibs= 0 @ L1 = 0 ft. P2 = 0 Ibs= 0 @ L2 = 0 ft. L2_ w: Roof = ( 34 psf ) ( 0 + 0 ) = 0.0 plf P2 Wall = ( 10 psf) ( 4 + 0 ) = 40.0 Floor = ( 52 psf ) ( 20/2 + 0 ) = 520.0 R1 R2 \ D. L. of Beam . . . . . . . . . . . . . . . = 15.0 w = 575.0 plf Fb = 2900 psi. M = 30205 ft-lb= 362.5 in-k S = Moment / 0.969 Fb = 129.0 in^3 Reactions: *RL= 5894lbs Fv = 290 psi ; d = 16 in. *RR= 5894 lbs V = R(max)-(w*d)= 5127 lbs. A = 1.5 V / 0.969 Fv = 27A in^2 Req'd Sec. Properties: Proud • - * S = 129.0 in^3 298.67 Allow defl = L / 360 0.68 in * A = 27.4 sq. in. 112.00 E = 2 x 10**6 psi * I = 1671.9 in^4 2389.33 1 =5*M*L^2 /48*E*d= 1672 in^4 Estimated defl = 0.478 in. U S E 7 x 16 PARALLAM PSL E=2.0 P4B15 ESI / FME , Inc _ Sheet Z STRUCTURAL ENGINEERS Date 3-20-03 JN. 303-3590 LA LAGUNA LARGE/FORECAST MENIFEE, CA PLAN 4 HDR @ FRONT OF GARAGE (ELEV. B) Length = 16.5 ft. P1 = 0 Ibs= 0 @ L1 = 0 ft. P2 = 0 Ibs= 0 @ L2 = 0 ft. w: Roof = ( 34 psf ) ( 4412 + 1.5 } = 799.0 plf P1 P2 Wall = ( 14 psf ) ( 8 + 1.5 } = 133.0 Floor = ( 52 psf) ( +10/2 + 1 ) = 312.0 R1 R2U D. L. of Beam . . . . . . . . . . . . . . . = 15.0 w = 1259.0 plf Fb = 2900 psi. M = 42845 ft-lb= 514.1 in-k S = Moment/ 0.969 Fb = 183.0 in^3 Reactions; *RL= 10387lbs Fv = 290 psi ; d = 16 in. *RR= 10387 lbs V = R(max)-(w*d)= 8708 lbs, A = 1.5 V / 0.969 Fv = 46.5 in^2 Req'd Sec. Properties: ProJd - * S = 183.0 in^3 224.00 Allow defl = L / 240 0.83 in * A = 46.5 sq. in. 64,00 E = 2 x 10**6 psi * I = 1272.5 in^4 1792.00 1 =5*M*L^2 /48*E*d= 1273 in^4 Estimated defl = 0.586 in. U S E 5.25 x 16 PARALLAM PSL E=2.0 �1 ) FL BM O/ GARAGE (OPT. DEN ELEV. B) Length = 10 ft. P1 = 0 Ibs= 0 @ L1 = 0 ft. P2 = 0 Ibs= 0 @ L2 = 0 ft. L� ► w: Roof = ( 34 psf ) ( 2.5 + 1 ) = 119.0 plf 1 P2 Wall = ( 14 psf ) ( 8 + 0 } = 112.0 Floor = ( 52 psf) ( 1.33/2 + 0 ) = 34.6 7R1 R2U D. L. of Beam . . . . . . . . . . . . . . . = 15.0 w = 280.6 plf Fb = 2900 psi. M = 3507 ft-lb= 42.09 in-k S = Moment/ 1.000 Fb = 14.5 in^3 Reactions: *RL= 1403 lbs Fv = 290 psi ; d = 11.9 in, *RR= 1403 lbs V = R(max)-(w*d)= 1125 lbs, A = 1.5 V / 1.000 Fv = 5.8 in^2 Req'd Sec, Properties: Prod Allow deft = L / 360 0.33 in * A = 5.8 sq. in. 32.01 E = 2 x 10**6 psi * I = 94.7 in^4 377.76 1 =5*M*L^2 /48*E*d= 95 in^4 Estimated defl = 0.084 in. U S E 2.69 x 11.9 PARALLAM PSL E=2.0 P4B17 ESI / FME , Inc . Sheet 30 o STRUCTURAL ENGINEERS Date 3-20-03 JN. 303-3590 LA LAGUNA LARGE/FORECAST MENIFEE, CA PLAN 4 1 DROP BM 01 GARAGE (ELEV. B) Length = 22 ft. P1 2806 Ibs= 1403*2 LBS FROM BM 18 @ L1 = 10.5 ft. LZ P2 = 5460 Ibs= 52*20/2*10.5 FLOOR @ L2 = 5.25 ft. _Ll _ w: Roof = ( 34 psf) ( 0 + 0 ) = 0.0 pif P1 P2 Wall = ( 10 psf) ( 4 + 0 ) = 40.0 Floor = { 52 psf) ( 0 + 0 ) = 0.0 LR1 R2L\ D. L. of Beam . . . . . . . . . . . . . . . = 15.0 w = 55.0 plf Fb = 2900 psi. M = 40553 ft-lb= 486.6 in-k S Moment/ 0.969 Fb = 173.3 in^3 Reactions: *RL= 6229lbs Fv = 290 psi ; d = 16 in. *RR= 3247 lbs V = R(max)-(w*d)= 6155 lbs, A = 1.5 V / 0.969 Fv = 32.9 in"2 Req'd Sec. Properties: Frond • - * S = 173.3 in^3 29&67 Allow defl = L / 240 1.10 in * A = 32.9 sq. in. 1-12.00 E = 2 x 10**6 psi * I = 1605.9 in"4 2389.33 1 =5*M*L^2 /48*E*d= 1606 in"4 Estimated defl = 0.739 in. U S E 7 x 16 PARALLAM PSL E=2.0 C HDR @ FRONT OF GARAGE (ELEV. B OPT. DEN) Length = 16 ft. P1 = 8204 Ibs= (52*(10/2+1)+8*14+34*44/2)*7 @ Ll = 3.5 ft. P2 = 3519 Ibs= 34*23/2*9 LBS FROM ROOF @ L2 = 1 1.5 ft. Ll Lz V Roof = { 34 psf ) ( 4 + 0 ) = 136.0 plf �' 1 CP Wall = { 14 psf } ( 0 + 0 ) = 0.0 LVV Floor = ( 52 psf ) ( 0 + 0 ) = 0.0 R 1 D. L. of Beam . . . . . . . . . . . . . = 15.0 w = 151.0 plf Fb = 2900 psi. M = 38647 ft-lb= 463.8 in-k S = Moment/ 0.969 Fb = 165.1 in^3 Reactions: *RL= 8607lbs Fv = 290 psi ; d = 16 in. *RR= 5532 lbs V = R(max)-(w*d)= 8406 lbs. A = 1.5 V / 0.969 Fv = 44.9 in^2 Req'd Sec. Properties: Frovd • - * S = 165.1 in^3 224.00 Allow defl = L / 240 0.80 in * A = 44.9 sq. in. 84.00 E = 2 x 10**6 psi * I = 1113.0 in^4 1792 00 I =5*M*L"2 /48*E*d= 1113 in^4 Estimated def] = 0.497 in. U S E 5.25 x 16 PARALLAM PSL E=2.0 P4B19 ESI / FME , Inc . Sheet 3 • STRUCTURAL ENGINEERS Date 3-20-03 JN. 303-3590 LA LAGUNA LARGE/FORECAST MENIFEE, CA PLAN 4 21 HDR @ FRONT OF OPT. DEN (ELEV. B) Length = 5 ft. P1 = 0 lbs= 0 @ L1 = 0 ft. P2 = 0 Ibs= 0 @ L2 = 0 ft. -t z► w: Roof = { 34 psf) ( 44/2 + 1 ) = 782.0 plf --� i n2 Wall = { 14 psf) ( 8 + 0 ) = 112.0 Floor = ( 52 psf) ( 16.5/2 + 1 ) = 481.0 R1 R2A D. L. of Beam . . . . . . . . . . . . . . . = 15.0 w - 1390.0 plf Fb = 965 psi. M = 4344 ft-lb= 52.13 in-k S = Moment/ 1.000 Fb = 54.0 inA3 Reactions: *RL= 3475lbs Fv = 95 psi ; d = 11.25 in. *RR= 3475 lbs V = R(max)-(w*d)= 2172 lbs. A = 1.5 V / 1.000 Fv = 34.3 inA2 Req'd Sec. Properties: ProJd W * S = 54.0 in^3 73.83 Allow deft = L / 360 0.17 in * A = 34.3 sq. in. -3938 E = 1.6 x 10**6 psi * I = 73.3 in^4 415.28 1 =5*M*L^2 /48*E*d= 73 in^4 Estimated defl = 0.029 in. U S E 4 x 12 W.C.D.F. # 2 ��/ DROP BM 0/ 3-CAR GARAGE (ELEV. B) Length = 12 ft. P1 = 0 Ibs= 0 @ L1 = 0 ft. LZ P2 = 0 Ibs= 0 @ L2 = 0 ft. I w: Roof = { 34 psf) ( 0 + 0 ) = 0.0 plf i I P2 Wall = ( 14 psf) ( 0 + 0 ) = 0.0 Floor = ( 52 psf) ( 20/2 + 0 } = 520.0 R1 R2L� D. L. of Beam . . . . . . . . . . . . . . . - 15.0 w = 535.0 plf Fb = 2900 psi. M = 9630 ft-lb= 115.6 in-k S = Moment/ 1.000 Fb = 39.8 in^3 Reactions: *RL= 3210lbs Fv = 290 psi ; d = 11.9 in. *RR= 3210 lbs V = R(max)-(w*d)= 2679 lbs. A = 1.5 V / 1.000 Fv = 13.9 in^2 Req'd Sec. Properties: Prodd Allow defl = L / 360 0.40 in * A = 13.9 sq. in. 41.65 E = 2 x 10**6 psi * l = 312.0 inA4 491.50 1 =5*M*L^2 / 48*E*d= 312 in^4 Estimated defl = 0.254 in. U S E 3.5 x 11.9 PARALLAM PSL E=2.0 P4621 ESI / FME , Inc . Sheet 3'Z . STRUCTURAL ENGINEERS Date 3-20-03 JN. 303-3590 LA LAGUNA LARGE/FORECAST MENIFEE, CA PLAN 4 23� HDR @ FRONT OF 1-CAR GARAGE (ELEV. B) Length = 8 ft. P1 = 0 Ibs= 0 @ L1 = 0 ft. P2 = 0 Ibs= 0 @ L2 = 0 ft. L2 w: Roof = ( 34 psf ) ( . 44/2 + 1 } = 782.0 plf ► P1 P2 Wall = ( 14 psf ) ( 8 + 0 } = 112.0 Floor = ( 52 psf ) ( +10/2 + 1 ) = 312.0 1\R1 R2 D. L. of Beam . . . . . . . . . . . . . . . = 15.0 w = 1221.0 plf Fb = 2900 psi. M = 9768 ft-lb= 117.2 in-k S = Moment / 1.000 Fb = 40.4 in^3 Reactions: *RL= 4884lbs Fv = 290 psi ; d = 11.9 in. *RR= 4884 Ibs V = R(max)-(w*d)= 3673 Ibs. A = 1.5 V / 1.000 Fv = 19.0 in^2 Req'd Sec, Properties: Prov'd * S = 40.4 in^3 82.61 Allow defl = L / 360 = 0.27 in * A = 19.0 sq. in. 41.65 E = 2 x 10**6 psi * I = 211.0 inA4 491.56 =5*M*L^2 / 48*E*d= 211 in^4 Estimated deft = 0.114 in. U S E 3.5 x 11.9 PARALLAM PSL E=2.0 �24 � FL BM@ REAR OF GARAGE OPT DEN/BED#6 Length = 9.5 ft. P1 = 0 lbs= 0 @ L1 = 0 ft. P2 - 0 Ibs= 0 @ L2 = 0 ft. LL 2 w: Roof = ( 34 psf ) ( 0 + 0 ) = 0.0 plf P1 P2 Wall = ( 14 psf ) ( 0 + 0 } = 0.0 j Floor = ( 52 psf ) ( 7 + 0 } = 364.0 R1 R 2 L\_ D. L. of Beam . . . . . . . . . . . . . = 15.0 w = 379.0 plf Fb = 2900 psi. M = 4276 ft-lb= 51.31 in-k S = Moment / 1.000 Fb = 17.7 in^3 Reactions: *RL= 1800lbs Fv = 290 psi d = 11.875 in. *RR= 1800 Ibs V = R(max)-(w*d)= 1425 lbs. A = 1.5 V / 1.000 Fv = 7.4 in^2 Req'd Sec, Properties: P-rovd * S = 17.7 in^3 82.26 Allow defl = L / 360 = 0.32 in * A = 7A sq. in. E = 2 x 10**6 psi * I = 109.7 in^4 �Lz I =5*M*LA2 / 48*E*d= 110 in^4 Estimated defl = 0.071 in. U S E 3.5 x 11.875 PARALLAM PSL E=2.0 ESI / FME , Inc . Sheet 3� on STRUCTURAL ENGINEERS Date JN. 303-3590 LA LAGUNA LARGE/FORECAST MENIFEE, CA PLAN 4 LATERAL ANALYSIS LONGITUDINAL (1-1) F2 D.L. of Roof : Roof = ( 18 )( 36+3 } = 702 Wall = ( 14 )( 8-4 ){ 4 )= 224 { 10 )( 8-4 )( 4 )= 160 0 F1 TOTAL DL = 1086 plf D.L. 1 st Flr. : Floor = ( 12 )( 36 ) - 432 plf Vb L� Roof = ( 18 )( 0 ) = 0 Wall = ( 14 )( 8,5 )( 4 )= 476 D(min) { 10 )( 8.5 )( 3 )= 255 TOTAL DL = 1163 plf 1997 UNIFORM BUILDING CODE: Seismic Zone Factor Z = 0.4 Soil Parameter Per soil report Sc = 0.40 Near Source Factor per Soil Report Na = 1.30 Seismic Coefficient (Table 16-Q): 'Ca = Na * Sd = 1.30 * 0.40 = 0.52 Response Factor (Table 16-N) Rw = 5.5 Importance Factor I = 1 SIMPLIFIED DESIGN BASE SHEAR (97UBC - SECTION 1612.3.1) V = ( 3 * Ca 1 Rw ) * Rho * W 1.4 (Assuming Rho=1) ( 3 * 0.52 / 5.5 ) * 1 * W - 0.2026 W 1.4 Actual Rho 1 ( 3 * 0.52 / 5.5 ) * 1 * W = 0.2026 W 1.4 * WIND CRITERIA: P = Cq * Ce * qs * 1 70 MPH I EXP. C . Ave. Ce = (15*1.06+5*1.13+5*1.19)/25 = 1.10 P = 1.3 ' 1.10 * 12.6 * 1 = 18.02 psf Control Level W Fx Story Shear Wind ( plf) Force • if If if v= P * h l Roof 1086 220 -- 13-4 *P = 162 220 1 1163 236 456 23-4,5 *P = 333 456 Base 22491 456 ESI / FME , Inc . Sheet STRUCTURAL ENGINEERS Date JN. 303-359 LA LAGUNA LARGE/FORECAST MENIFEE, CA PLAN 4 LATERAL ANALYSIS TRANSVERSE (T1) F2 '— D.L. of Roof : Roof = ( 18 )( 42+3 ) = 810 Wall = ( 14 )( 8-4 ){ 4 )= 224 0 1 10 )( 8-4 )( 4 )= 160 F1 L TOTAL DL = 1194 plf G D.L. 1 st Flr. : Floor = ( 12 )( 42 } = 504 plf vb 2Roof = ( 18 )( 6 ) 108 Wall = ( 14 )( 8.5 )( 4 )= 476 D(min) { 10 )( 8.5 )( 3 )= 255 TOTAL DL = 1343 plf • 1997 UNIFORM BUILDING CODE: Seismic Zone Factor Z = 0.4 Soil Parameter Per soil report Sc = 0.40 Near Source Factor per Soil Report Na = 1.30 Seismic Coefficient (Table 16-Q): 'Ca = Na ' Sd = 1.30 * 0.40 = 0.52 Response Factor (Table 16-N) Rw = 5.5 Importance Factor I = 1 SIMPLIFIED DESIGN BASE SHEAR (971JBC - SECTION 1612.3.1) V = ( 3 * Ca / Rw ) * Rho * W 1.4 (Assuming Rho=1) ( 3 * 0.52 / 5.5 } " 1 W = 0.2026 W 1.4 Actual Rho = 1 _ { 3 * 0.52 / 5.5 ) * 1 * W = 0.2026 W 1.4 * WIND CRITERIA: P = Cq * Ce * qs * 1 70 MPH / EXP. C . Ave. Ce = (15*1.06+5*1.13+5*1.19)/25 = 1.10 P = 1.3 * 1.10 * 12.6 * 1 18.02 psf Control Level' Wi Fx Story Shear Wind ( plf ) Force • if If I if v=.P * h if Roof 1194 242 -- ( I5.5-4 *P = 207 242 1 1343 272 514 25.5-4.5 *P = 378 514 Base 2537 514 ESI / FME , Inc . Sheet ON STRUCTURAL ENGINEERS Date 3-20-03 A. 303-3690 LA LAGUNA LARGE/FORECAST MENIFEE, CA PLAN 4 LATERAL ANALYSIS 1997 UNIFORM BUILDING CODE: Seismic Zone Factor Z = 0.4 Soil Parameter Per soil report Sc = 0.4 Near Source Factor per Sal Report Na = 1.3 Seismic Coefficient (Table 16-Q): Ca = Na * Sd = 0.52 Response Factor (Table 16-N) Rw = 5.5 Importance Factor 1 = 1 SIMPLIFIED DESIGN BASE SHEAR (97UBC - SECTION 1612.3.1) V = ( 3 * Ca 1 Rw ) * * W LONGITUDINAL (L2) 1.4 V = ( 3 - 0.52 / 5.5 ) * 0 * W = 0.2026 W 1.4 • TRANSVERSE (T2) V = ( 3 * 0.52 1 5.5 ) * 1 * W = 0.2026 W 1.4 * WIND CRITERIA: P = Cq * Ce * qs * 1 70 MPH - EXP. C Ave. Ce = (1.06*15+1.13*0+1.19*0)115 = 1.06 P = 1.3 * 1.06 * 12.6 * 1 = 17.36 psf LONGITUDINAL (L2) DECK Wind. . . . . = ( 17A psf)( 12 - 9 } = 52 plf for Wind Loads. Seismic: Roof= ( 18 psf}( 0 ) - 0 Perpend. Wall = ( 14 psf)( 8 - 4 )( 0.0 } = 0 _ ( 10psf)( 8 - 4 )( 3.0 } = 120 � pip Floor= ( 12 psf}( 13 ) = 156 276 x( 0.2026 }= 56 plf ...Controlling Lateral Force: 56 plf (seismic) TRANSVERSE (T2) 3-CAR GARAGE Wind: . . = ( 17A psf}( 13.5 - 4.5 ) = 156 plf for Wind Loads. Seismic: Roof= ( 18 psf)( 25+3 ) = 504 Perpend. Wall = ( 14 psf}( 9 - 4.5 )( 3.0 } = 189 _ ( 10 psf}( 9 - 4.5 }( 0.0 } = 0 Floor= ( 12 psf)( 0 ) = 0 693 x( 0.2026 }= 140 plf ...Controlling Lateral Force: 156 plf (wind) F S I / F M C A I n C . Sheet • STRUCTURAL ENGINEERS Date 3 ( 2 b( a,3 A. 35 LATERAL SHEAR NOTES (rev, 2 14 1 98) (2001 CBC; SEISMIC ZONE 4) FRAMING MEMBERS V E RTI CAL: DOUG FIR-LARCH @ 16"o.c, 1 —(2) LAYERS 518"Blocked Drywall with 6d cooler nails @ 9"o.c. at edges &field at base layer, 8d c000ler nails @ 7" o.c. at edges &field at face layer............................................... 125 plf 2 -- 1/2"Drywall with 5d cooler nails @ 7" o.c at edges and field. (Table 25-1 UBC)................................................ 50 plf 3 -- 5/8" Drywall with 6d cooler nails @ 7"o.c at edges and field. (Table 25-1 UBC)................... ........... ........... 58 plf 4 — 1/2" Drywall with 5d cooler nails @ 4" o.c at edges and field. (Table 25-1 UBC)................................................ 63 pif 5 5/8" Drywall with 6d cooler nails @ 4"o.c at edges and field. (Table 25-1 UBC)................................................ 73 plf 6 — 1/2" Blocked Drywall with 5d cooker nails @ 4"o.c at edges and field. (Table 25-1 UBC).................................. 75 plf 7 --5/8" Blocked Drywall with 6d cooler nails @ 4" o.c at edges and field. (Table 25-1 UBC)......................... ........ 88 plf 8 —718"Stucco over approved lath with 16 gauge staples @ 6"c.c, at top and bottom plates, edges of shear wall, and field, (Table 25-1 UBC)...... ..................................................... 180 plf • 9 —7/8"Stucco over approved lath with 16 gauge staples @ 3" o.c. at top and bottom plates, edges of shear wall, and 6"o.c. at field. (ICBO report No. 1254, or equal).................... 260 plf 10 —3/8"Wood Structural Panel w. 8d common nails @ 6"o.c @ edges & 12"o.c. @ field, (Table 23-11-1-1 UBC). 260 plf 11 —3/8"Wood Structural Panel w. 8d common nails @ 4"o.c @ edges& 12"o.c. @ field, (Table 23-II-1-1 UBC).. 350 plf 12 —3/8"Wood Structural Panel w. 8d common nails @ 3"o.c @ edges & 12"o.c. @ field, (Table 23-II-1-1 UBC).. 490 plf 13 —3/8"Wood Structural Panef w. 8d common nails @ 2"c.c @ edges & 12"o.c. @ field. (Table 23-11-l-1 UBC).. 640 plf 14 -- 1/2"(or 15/32")Wood Structural Panel with 10d common nails @ 2" o.c at edges and 12" o.c, at field (Table 23-11-I-1 UBC)..................................................................................................................................... 770 plf 15 -- 1/2"(or 15/32") Structural I Wood Panel with 10d common nails @ 2"o.c at edges and 12"o.c. at field (Table 23-II-1-1 UBC)................................................ ................... ............................................................. 870 plf NOTES: a. Wood Structural Panel: Material approved by APA, PFS/TECO or Pittsburgh Testing Laboratories(this includes OSS) These values are for Doug-Fir Larch or Southern Pine, other lumber species may differ in shear capacities. b. Where plywood is applied on both faces of wall and nail spacing is less than 6"o.c., panel joints shall be offset to fall on different framing members or framing shall be 3x or wider and nails staggered on each side. c. For allowable shear values greater than 350plf, provide a min. of a single 3x member at foundation sill plates & all framing members receiving edge nailing from abutting panels, Nails shall be staggered. Provide 2x members otherwise, d. Provide 2"x 2"x 3/16"steel plate washer @ each bolt. (UBC sect. 1806.6.1) H 0 R I Z 0 N T A L: All roof and floor sheathing to be Exposure I or Exterior(Tables 23-II-H and 23-I1-E-1 UBC), ROOF: JOIST SPACING—<24"o.c.: 15132"Wood Struct. Panel PII 2410,with Bd's @ 6"c.c. at edges&boundaries, 12"c.c.field. • FLOOR : Joist Spacing< 16" o.c.: 19/32"Wood Struct Panel T&G', PI 32/16,w/10d's @ 6"o.c. at edges&bound., 10" o.c. field. Joist Spacing <20" o.c.: 19/32"Wood Struct, Panel T&G', PI 40120, w/10d's @ 6"o.c. at edges&bound., 10" o.c. field. Joist Spacing <24" o.c.: 23/32"Wood Panel T&G-shtg, PI 48124, w/10d's @ 6" o.c. at edges&boundaries, 10"o.c. field, "Pane{edges shall have approved T&G joints or shall be supported with blocking. Not required when lightweight concrete is placed over subfloor. ESI / FME , Inc . sheet 37 . STRUCTURAL ENGINEERS Date 3-20-03 JN 303-3590 LA LAGUNA LARGEIFORECAST PLAN 4 MENIFEE, CA WALL(S)@ LEFT ELEV. (2ND FLR) L = 6.75 ft - 0 ft + 10.5 = 17.25 ft S LOAD = ( 242 Ibs /ft)( 36.0 ft/2 + 0 ) = 4356 lbs. LOAD = ( 0 Ibs /ft)( 0.0 ft/2 + 0 ) = 0 Ibs. LOAD = ( 0 Ibs /ft)( 0.0 ft/2 + 0 ) = 0 Ibs. SHEAR = LOAD / L = 4356 Ibs / 17.25 ft. - 253 lbs /ft U S E 11 wl 16d S.P.N. A 4 "o/c PN 4 L(Wall) b./b tt. Wall Height - 8.00 ft. LOAD = 1705 Ibs. O. T. M. - 13636 ft-Ibs 0.85*R.M.= (14*8+18*3)*0.85 6.75 ^2/2= 3214 ft-Ibs NET MOMENT = 13636.2 - 3214.43 - 10422 ft-lbs UPLIFT = N.M. / L= 10422 / 6.75 = 1544 lbs. PROVIDE: (1) SIMPSON MST48 PER POST. 0, 2 WALL(S)@ RIGHT ELEV. (21ND FLR) iL = 12ft - Oft + 16 28.00 ft S LOAD = ( 242 Ibs /ft)( 36.0 ft / 2 + 0 ) = 4356 Ibs. LLOAD OAD - 0 lbs I ft)( 0.0 ft/ 2 + 0 ) = 0 lbs. 0 Ibs /ft)( 0.0 ft/2 + 0 ) = 0 Ibs. SHEAR = LOAD / L = 4356 Ibs / 28.00 ft. - 156 lbs /ft U S E A\0 w/ 16d S.P.N. 8 "o/c PN 8 UPLIFT: L( Wall } = 12.00 ft. Wall Height 8.00 ft. LOAD = 1867 lbs. O. T. M. = 14935 ft-Ibs 0.85*R.M.= (14*8+18*2)*0.85 12.00 112/2= 9058 ft-Ibs NET MOMENT = 14934.9 - 9057.6 - 5877 ft-Ibs UPLIFT = N.M. / L= 5877 / 12.00 - 490 Ibs. NO HOLDOWN REQUIRED. {�31 WALL(S)@ REAR ELEV. (2ND FLR) L = 13.75 ft - 0ft + 0 = 13.75 ft S LOAD = ( 220 Ibs /ft)( 41.0 ft/2 + 0 ) = 4510 Ibs. LOAD = ( 0 Ibs /ft)( 0.0 ft/2 + 0 ) = 0 Ibs. LOAD = ( 0 Ibs /ft)( 0.0 ft/2 + 0 ) = 0 Ibs, SHEAR = LOAD / L = 4510 Ibs / 13.75 ft. = 328 lbs /ft U S E /11 w/ 16d S.P.N. 4 "o/c SPN 4 -L(Wall) 13.75 ft. WallHeight = 8.00 ft. • LOAD = 4510 lbs. O. T. M. = 36080 ft-Ibs 0.85*R.M.= (14*8+18*5.5)*0.85 13.75 12/2= 16954 ft-Ibs UPLIFT = N.M. / L= 36080 - 16954.2 = 19126 ft-Ibs UPLIFT = M / L= 19126 / 13.75 - 1391 Ibs. PROVIDE: (1) SIMPSON ST6224 PER POST. ESI / FME , Inc . Sheet 33 • STRUCTURAL ENGINEERS Date 3-20-03 JN. 303-3590 LA LAGUNA LARGEIFORE A MENIFEE, CA 4) WALL(S)@ FRONT ELEV. (2ND FLR) L = 17ft - 5ft + 0 - 12.00 ft S LOAD = ( 220 Ibs /ft)( 41.0 ft/2 + 0 ) = 4510 Ibs. LOAD = ( 0 Ibs /ft)( 0.0 ft/2 + 0 ) = 0 Ibs. LOAD = ( 0 Ibs /ft)( 0.0 ft/2 + 0 ) = 0 Ibs. SHEAR = LOAD / L = 4510 Ibs / 12.00 ft. - 376 lbs /ft U S E /12 w/ 16d S.P.N. 3 "o/c SpN 3 UPLIFT: L( Wall ) = a Height = 8.00 ft. LOAD - 4510 lbs. 0. T. M. - 36080 ft-Ibs 0.85*R.M.= (14*8+18*5.5)*0.85 17.00 12/2= 25916 ft-lbs NET MOMENT = 36080 - 25916.1 = 10164 ft-lbs UPLIFT = N.M. / L= 10164 / 17.00 = 598 Ibs. PROVIDE: SIMPSON ST6224 PER POST 05 WALL(S)@ FRONT ELEV. (ELEV. B) • L = 13.5ft - 3ft + 0 = 10.50 ft S LOAD = ( 220 Ibs /ft)( 41.0 ft/2 + 0 ) = 4510 lbs. LOAD = ( 0 Ibs /ft)( 0.0 ft/2 + 0 ) = 0 Ibs. LOAD = ( 0 Ibs /ft)( 0.0 ft /2 + 0 ) = 0 Ibs. SHEAR = LOAD / L = 4510 Ibs / 10.50 ft. = 430 lbs /ft U S E ;X'12 w/ 16d S.P.N. A 3 "o/c sPN 3 UPLI : L( Wall ) = 13. 0 ft. Wall Height - 8.00 ft. LOAD = 4510 Ibs. 0. T. M. = 36080 ft-Ibs 0.85*R.M.= (14*8+18*(44/2+1.5))*0.85 13.50 ^2/2= 41439 ft-Ibs NET MOMENT = 36080 - 41439.1 = -5359 ft-lbs UPLIFT = N.M. I L= -5359 I 13.50 = -397 Ibs. NO HOLDOWN REQUIRED. �6 WALL(S)@ FRONT ELEV. (ELEV. C) L = 21.25 ft - 5 ft + 0 = 16.25 ft S LOAD = ( 220 lbs /ft)( 41.0 ft/2 + 0 ) = 4510 Ibs. LOAD = ( 0 lbs /ft)( 0.0 ft /2 + 0 ) = 0 Ibs. LOAD = ( 0 lbs /ft)( 0.0 ft /2 + 0 ) = 0 Ibs. SHEAR = LOAD / L = 4510 lbs / 16.25 ft. = 278 lbs /ft U S E /11 w/ 16d S.P.N. 4 "o/c PN 4 L( Wall 21.25 tt, WalleIg t - 8.00 ft. • LOAD = 4510 Ibs. O. T. M. = 36080 ft-Ibs 0.85*R.M.= (14*8+18*5.5)*0.85 21.25 A2/2= 40494 ft-Ibs UPLIFT = N.M. / L= 36080 - 40493.9 = -4414 ft-lbs UPLIFT = M / L= -4414 / 21.25 = -208 Ibs. NO HOLDOWN REQUIRED. ESI / FME , Inc . Sheet 3 STRUCTURAL ENGINEERS Date 3-21-03 JN. 303-3590 LA LAGUNA LARGEIFORECAST MENIFEE, CA PLAN 4 70 WALL(S)@ LEFT ELEV (1ST FLR) L = 10.5 ft - 0 ft + 12 = 22.50 ft S LOAD = ( 4356 lbs /ft)( 0.0 ft/2 + 1 ) = 4356 Ibs W1 LOAD = ( 514-242 lbs /ft)( 15.5 ft/2 + 0 ) = 2108 lbs. LOAD = ( 56'8/13 lbs /ft)( 13.0 ft/2 + 0 ) = 224 lbs. SHEAR = LOAD/ L = 6688 lbs / 22.50 ft. = 297 lbs /ft U S E 11\ w/518 in. dia. x 10 in. AB's 32 "o!c AB 3z UPLIFT: L( Wall ) = 10.50 ft. Wall Height = 9.00 ft. LOAD = 3121 lbs. O. T. M. - 28090 ft-lbs UPLIFT FROM ABOVE= 1544 DIST. FROM EDGE= 10.5 O.T,M. FROM ABOVE - 16212 0.85"R.M. =(14`9+12*1.33)"0.85 10.50 ^2/2= 6652 ft-lbs NET MOMENT = 44301.6 - 6651.71 = 37650 ft-lbs UPLIFT = N.M. 1 L= 37650 1 10.50 = 3586 lbs. PROVIDE : (1) SIMPSON HTT22 PER POST. 0` WALL(S)@ LEFT OF GARAGE L = 21 ft - 0 ft + 0 = 21.00 ft • S LOAD = ( 514-242 lbs /ft)( 36.0 ft/2 + 0 ) = 4896 lbs. LOAD = ( 56*8/13 lbs /ft)( 13.0 ft/ 2 + 0 ) = 224 lbs. LOAD = { 0 lbs /ft)( 0.0 ft/2 + 0 ) = 0 lbs. SHEAR = LOAD/ L = 5120 lbs / 21.00 ft. - 244 lbs /ft U S E /11 w15/8 in. dia. x 10 in. AB's 40 "o/c as 40 arf) 21.00 ft. Wall Height = 9.00 ft. LOAD = 5120 lbs. 0. T. M. = 46080 ft-lbs UPLIFT FROM ABOVE= 0 DIST. FROM EDGE= 0 O.T.M. FROM ABOVE - 0 0.85'R.M. =(10•12+12"15.512)•0.85 21.00 ^2/2= 39922 ft-lbs NET MOMENT = 46080 - 39921.5 - 6158 ft-lbs UPLIFT = N.M. / L= 6158 1 21.00 293 lbs- NO HOLDOWN REQUIRED. WALL(S)@ RIGHT ELEV. L = 9.5 ft - 0 ft + 12 - 21.50 ft S LOAD = ( 4356 lbs/ft)( 0.0 ft 12 + 1 } = 4356 Ibs.W2 LOAD = ( 514-242 lbs /ft)( 21.0 ft/2 + 0 ) = 2856 lbs. LOAD = { 0 lbs /ft)( 0.0 ft/2 + 0 ) = 0 lbs. SHEAR = LOAD/ L = 7212 fbs / 21.50 ft. - 335 lbs /ft U S E /1 \ w/5/8 in. dia. x 10 in. AB's 24 "olc As 24 UPLIFT: L( Wall = 9.50 ft. Wall Height - 9.00 ft. LOAD = 3187 lbs. O, T. M. - 28680 ft-lbs UPLIFT FROM ABOVE= 0 DIST. FROM EDGE= 0 O.T.M. FROM ABOVE 0 0.85'R.M. =(14'9+18'2.5+12`1.33)'0.85 9.50 12/2= 7171 ft-lbs NET MOMENT = 28680.3 - 7171.08 - 21509 ft-lbs UPLIFT = N.M. / L= 21509 1 9.50 - 2264 lbs. PROVIDE : (1) SIMPSON HTT22 PER POST. ESI / FME , Inc . Sheet 40 • STRUCTURAL ENGINEERS Date -11-71-03 JN. 303-3590 LA LAGUNA LARGE/FORECAST MENIFEE, CA PLAN 4 10 WALL(S)@ REAR ELEV. L = 4 ft - 0 ft + 4.5 = 8.50 ft S LOAD = ( 4510 lbs /ft)( 0.0 ft/2 + 1 ) = 4510 Ibs.W3 LOAD = ( 456-220 lbs/ft)( 20.0 ft/2 + 0 ) = 2360 lbs. LOAD = ( 56 lbs /ft)( 0.0 ft/2 + 8 ) = 448 lbs, SHEAR = LOAD/ L = 7318 lbs / 8.50 ft. = 861 lbs/ft 3XSILL U S E A\5 wl 518 in. dia. x 12 in. AB's 8 "o/c I AB 8 UPLIFT: L( Wall ) = 4.00 ft. Wall Height = 8.00 ft. LOAD = 3444 lbs. O. T. M. = 27550 ft-lbs UPLIFT FROM ABOVE= 0 DIST. FROM EDGE= 0 O.T.M. FROM ABOVE = 0 0.85-R.M. =(14-17+18*6+12'18/2)'0.85 4.00 ^2/2= 3087 ft-lbs NET MOMENT = 27550.1 - 3087.2 = 24463 ft-lbs UPLIFT = N.M. / L= 24463 I 4.00 = 6116 lbs. PROVIDE : (1) SIMPSON HD8A PER POST. 01, WALL(S)@ REAR OF GARAGE L = 11.5 ft - 0 ft + 0 — 11.50 ft • S LOAD = { 456-220 lbs/ft)( 43.0 ft/2 + . 0 ) = 5074 lbs. LOAD = ( 0 lbs/ft)( 0.0 ft/2 + 0 ) = 0 lbs. LOAD = ( 0 lbs/ft)( 0.0 ft/2 + 0 ) = 0 lbs. SHEAR = LOAD / L = 5074 lbs / 11.50 ft. = 441 lbs/ft 3XSILL U S E 12 , w15/8 in. dia. x 12 in. AB's 16 "olc I AB 16 L( Wall 11.50 ft. Wall Height = 9.00 ft. LOAD = 5074 lbs. O. T. M. — 45666 ft-lbs UPLIFT FROM ABOVE= 0 DIST. FROM EDGE= 0 O.T.M. FROM ABOVE = 0 0.85'R.M. =(10*12+12*22/2)'0.85 11.50 ^2/2= 14164 ft-lbs NET MOMENT = 45666 - 14164 = 31502 ft-lbs UPLIFT = N.M. / L= 31502 / 11.50 = 2739 lbs, PROVIDE : (1) SIMPSON HTT22 PER POST. 012 WALL(S)@ FRONT ELEV. L = 1 ft - 0 ft + 0 — 1.00 ft S LOAD = ( 4510 lbs /ft)( 0.0 ft/2 + 1 } = 4510 Ibs.W4 LOAD = { 456-220 lbs /ft)( 20,0 ft/2 + 0 ) = 2360 lbs. LOAD = ( 140.17125 lbs /ft)( 0.0 ft/2 + 6 ) = 571 lbs. SHEAR = LOAD / L = 7441 lbs / 1.00 ft. = 7441 lbs /ft USE(1)TJ-SHEAR PANEL DOUBLE GARAGE PORTAL 22X7+(1)STANDARD PANEL TJ48X8=4855+4900=9755 LBS>7441 LBS-OK ESI / FMEI Inc . Sheet on STRUCTURAL ENGINEERS Date JN. 303-3590 LA LAGUNA LARGE/FORECAST MENIFEE, CA PLAN 4 13 WALL(S)@ RIGHT ELEV. (3-CAR AND DEN OPT.) L = 9.5 ft - 0 ft + 0 = 9.50 ft S LOAD = ( 4356 lbs /ft)( 0.0 ft/2 + 1 } = 4356 Ibs.W2 LOAD = ( 514-242 lbs /ft)( 21.0 ft/2 + 0 } = 2856 lbs. LOAD = ( 140 lbs /ft)( 11.0 ft/2 + 0 } = 770 lbs. SHEAR = LOAD / L = 7982 lbs / 9.50 ft. = 840 lbs/ft 3XSILL U S E \15\ wl518 in. dia. x 12 in. AB's 8 "o/c AB 8 UPLIFT: L(Wall ) = 9.50 ft. Wall Height - 9.00 ft. LOAD - 7982 lbs. 0. T. M. = 71838 ft-lbs UPLIFT FROM ABOVE= 0 DIST. FROM EDGE= 0 O.T.M. FROM ABOVE = 0 0.85*R.M. =04*9+18*2.5+12*1.33)*0.85 9.50 ^2/2= 7171 ft-lbs NET MOMENT = 71838 - 7171.08 = 64667 ft-lbs UPLIFT = N.M. / L= 64667 / 9.50 - 6807 lbs. PROVIDE : (1) SIMPSON HD8A PER POST. 14 WALL(S)@ RIGHT OF 3-CAR AND DEN OPT. L = 8 ft - 0 ft + 0 = 8.00 ft • W LOAD = ( 156 lbs/ft)( 12.0 ft/2 + 0 ) = 936 lbs. LOAD = ( 0 lbs/ft)( 0.0 ft/2 + 0 ) = 0 lbs. LOAD = ( 0 lbs/ft)( 0.0 ft 12 + 0 ) = 0 lbs. SHEAR = LOAD I L = 936 lbs I 8.00 ft. = 117 lbs /ft U S E A\0 wl 5/8 in. dia. x 10 in. AB's 72 "o/c AB 72 a t. a Height = 9.00 ft. LOAD y = 936 lbs. O. T. M. = 8424 ft-lbs UPLIFT FROM ABOVE= 0 DIST. FROM EDGE= 0 O.T.M. FROM ABOVE = 0 2/3*R.M. = (14*9+18*2.5)*2r3 8.00 12/2= 3648 ft-lbs NET MOMENT = 8424 - 3648 = 4776 ft-lbs UPLIFT = N.M. / L= 4776 / 8.00 = 597 lbs. NO HOLDOWN REQUIRED. 15 WALL(S)@ REAR OF GARAGE (3-GARAGE AND DEN OPT.) L= 8 ft - 0 ft + 0 = 8.00 ft S LOAD = { 0 lbs /ft)( 0.0 ft/2 + 0 ) = 0 lbs. LOAD = { 140*11/25 lbs /ft)( 23.0 ft/2 + 0 ) = 708 lbs. LOAD = ( 0 lbs /ft)( 0.0 ft/2 + 0 ) = 0 lbs. SHEAR = LOAD/ L = 708 lbs / 8.00 ft. = 89 lbs/ft U S E /10\ wl 518 in. dia. x 10 in. AB's 72 "o/c ae 72 Wall = t. Wall Height = 9.00 ft. LOAD = 708 lbs. 0. T. M. = 6376 ft-lbs UPLIFT FROM ABOVE= 0 DIST FROM EDGE= 0 - O.T.M. FROM ABOVE 0 =(14*9+18*2512)*0.85 8.00 ^2/2= 9547 ft-lbs NET MOMENT = 6375.6 - 9547.2 = -3172 ft-lbs UPLIFT = N.M. / L= -3172 / 8.00 - -396 lbs. NO HOLDOWN REQUIRED. ESI / FME , Inc . Sheet 4 z • STRUCTURAL ENGINEERS Date JN. 303-3590 LA LAGUNA LARGE/FORECAST MENIFEE, CA PLAN 4 16 WALL(S)@ FRONT ELEV. OF 3-CAR GARAGE AND DEN OPT. L = 1 ft - 0 ft + 0 = 1.00 ft S LOAD = ( 4510 lbs/ft)( 0.0 ft/2 + 1 } = 4510 lbs.W4 LOAD = ( 456-220 lbs /ft)( 20.0 ft/2 + 0 ) = 2360 lbs. LOAD = ( 140.17/25 lbs /ft)( 0.0 ft/2 + 6 ) = 571 lbs. LOAD = ( 140.11/25 lbs /ft)( 23.0 ft/2 + 2 ) = 832 lbs. SHEAR = LOAD / L = 8273 lbs / 1.00 ft. — 8273 lbs /ft USE(1)TJ-SHEAR PANEL DOUBLE GARAGE PORTAL 22X7+(1)STANDARD PANEL TJ48XB=4855+4900=9755 LBS>8273 LBS----OK l 17� WALL(S)@ FRONT ELEV. (ELEV. B) L = 1 ft - Oft + 0 = 1.00 ft • S LOAD = ( 4510 lbs /ft)( 0.0 ft/2 + 1 ) = 4510 Ibs.W4 LOAD = ( 456-220 lbs /ft)( 20.0 ft/2 + 0 ) = 2360 lbs. LOAD = ( 0 lbs /ft)( 0.0 ft/2 + 0 ) = 0 lbs. SHEAR = LOAD / L = 6870 lbs / 1.00 ft. = 6870 lbs /ft USE(1)TJ-SHEAR PANEL DOUBLE GARAGE PORTAL 22X7+(1)STANDARD PANEL TJ32X8=4855+2905=7760 LBS>6870 LBS--OK 18� WALL(S)@ FRONT ELEV. OF 3-CAR GARAGE AND DEN OPT. (ELEV. B) L = 1 ft - Off + 0 — 1.00 ft S LOAD = ( 4510 lbs /ft)( 0.0 ft/2 + 1 ) = 4510 Ibs.W4 LOAD = ( 456-220 lbs /ft)( 20.0 ft/2 + 0 ) = 2360 lbs. LOAD = ( 140.11/25 lbs /ft)( 23.0 ft/2 + 0 ) = 708 lbs. SHEAR = LOAD / L = 7578 lbs 1 1.00 ft. = 7578 lbs /ft USE(1)TJ-SHEAR PANEL DOUBLE GARAGE PORTAL 22X7+(1)STANDARD PANEL TJ32XB=4855+2905=7760 LBS>7578 LBS----OK • ESI / FME , Inc . Sheet 4.3 STRUCTURAL ENGINEERS Date3-24-03 M. 303 3590-- LA LAGUNA LARGE/FORECAST MENIFEE, CA PLAN 4 FOUNDATION ANALYSIS ASSUMED SOIL BEARING PRESSURE= 2000 psf Soils Report By : ALBUS-KEEF & ASSOCIATES Job No. 1159.01 Dated : NOV. 19, 2002 1. Confinuous Footing Design: @ 2-STORY Roof : { 34 } ( 44/2+1.5 } = 799 plf Wall { 14 ) ( 17 ) = 238 Floor : ( 52 ) ( 2012 ) = 520 1557 plf Width Required = ( 1557 ) / ( 2250 - 75 ) = 0.72 ft. • USE 12 in. wide x 18 in. deep cont. ftg. 1-Story w/ 1 - #4 T / B Cont. USE 12 in, wide x 18 in. deep cont. ftg. 2-Story w/ 1 - #4 T 1 B Cont. 2. Point Loaded Footing P max = S.B.P. * S * W / 144 4 x post ( minimum ) Pmax ( 1-Story ) = 8667 lbs. SLAB ONT. FTG Q 45-deg. Pmax ( 2-Story ) = 8667 lbs. S-Bearing Area 3. Pads needed : Pad # 1 : P = R ( R+L ) = 16604.00 lbs from BM#10+11 Area = ( 16604 ) / ( 2000 - 50 } — 8.51 sq. ft., hence, L = 2.92 ft. ( minimum ) Use pad 36 " square x 18 " deep. Pad # 2 : P = R ( INT ) = 9621.70 lbs from BM#12 • Area _ ( 9621.7 ) / ( 2000 - 50 } 4.93 sq. ft., hence, L = 2.22 ft. ( minimum ) * Use pad 30 " square x 18 " deep. GSUFME file:3590F1.wk4 ESI / FME , Inc . Sheet STRUCTURAL ENGINEERS , Date 3-24-03 JN. 202-359() LA LAGUNA LARGE/FORECAST MENIFEE, CA PLAN 4 FOUNDATION ANALYSIS ASSUMED SOIL BEARING PRESSURE= 2000 psf Soils Report By : ALBUS-KEEF & ASSOCIATES Job No. 1159.01 Dated : NOV. 19, 2002 1. Continuous Footing Design: @ 2-STORY Roof : ( 34 } { 44/2+1.5 } = 799 plf Wall : ( 14 } { 17 } = 238 Floor : ( 52 } { 20/2 } = 520 1557 plf Width Required = ( 1557 } / ( 2250 - 75 } = 0.72 ft. USE 12 in. wide x 18 in. deep cont. ftg. 1-Story w/ 1 - #4 T / B Cont. USE 12 in. wide x 18 in. deep cont. ftg. 2-Story w/ 1 - #4 T / B Cont. 2. Point Loaded Footing P max = S.B.P. ' S * W / 144 4 x post ( minimum ) Pmax { 1-Story ) = 8667 lbs. SLAB ONT. FTG,` 45-deg. Pmax { 2-Story } = 8667 lbs. S-Bearing Area 3. Pads needed Pad # 3 : P = R ( R ) = 8940.00 lbs from BM#13 Area = ( 8940 ) / ( 2000 - 50 } 4.58 sq. ft., hence, L = 2.14 ft. ( minimum ) * Use pad 30 " square x 18 " deep. Pad # 4 : P = R ( R/L ) = 10387.00 lbs from BM#17 Area _ ( 10387 ) / ( 2000 - 50 ) 5.33 sq. ft., hence, L = 2.31 ft. ( minimum ) " Use pad 30 " square x 18 " deep. GSIIFME file:3�9QF2.wk4 LA LAGUNA ESTATES I LARGE Lake Elsinore, CA Climate Zone # 10 Micropas 2001 Standards ROVED FOR P ISSUANCE SCOTT FAZ S ASSOCIATES If ??,j Forecast Homes Danielian Associates Arcli tecttu-e The issuance or granting of a permit based on approval of these plans shall not be construed to permit or approve any violation of the applicable codes or ordinance. No permit presumed to give authority to violate or cancel the provisions of such codes shall be valid. HERITAGE ENERGY GROUP March 20, 2003 Title 24 Energy Calculations (949) 789-7221 CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 3 CF-1R Project Title. . . . . . . . . . La Laguna Estates / Large Date. . 03/20/03 19: 13: 15 COMPLIANCE STATEMENT -------------------- This certificate of compliance lists the building features and performance specifications needed to comply with Title-24, ' Parts 1 and 6 of the California Code of Regulations, and the administrative recjulations to implement them. This certificate has been signed by the individual with overall design responsibility. When this certificate of compliance is submitted for a single building plan to be built in multiple orientations, any shading feature that is varied is indicated in the Special Features Modeling Assumptions section. DESIGNER or OWNER DOCUMENTATION AUTHOR Name. . . . Name. . . . Roland Gonzalez Company. Forecast Homes Company. Heritage Energy Group Address. 3536 Concourse St. , #100 Address. 15375 Barranca Pkwy, Suite F-101 Ontario, CA 91764 Irvine, CA 92618 Phone. . . 909-483--7320 Phone. . . 949-789-7221 License. // Signed. . Signed. . �' 3lZ.103 (date) (date) ENFORCEMENT AGENCY Name. . . . Title. . . Agency. . Phone. . . Signed. . (date) W CERTIFICATE OF {COMPLIANCE: RESIDENTIAL Page 1 CF-1R Project Title. . . . . . . . . . Plan 1 Date. .03/20/03 19: 13 :15 Project Address. . . . . . . . La Laguna Estates/Large ******* --------------------- Lake Elsinore, CA *v6.01* Documentation Author. . . Roland Gonzalez ******* Builaing Perms Heritage Energy Group 15375 Barranca Pkwy, Suite F-101 Plan Check Da e Irvine, CA 92618 949-789-7221 Field C ec Date Climate Zone. . . . . . . . . 10 --------------------- Compliance Method. . . . . . MICROPAS6 v6. 01 for 2001 Standards by Enercomp, Inc. ------------------------------------------------- --MICROPAS6 v6. 01--File-23098P1 Wth-CTZ10S92 Program-FORM CF-1R User#-MP0940 User-Heritage Energy Group Run- ------------------------------------------------------------------------_------- GENERAL INFORMATION ------------------- Conditioned Floor Area. . . . . 1871 sf Building Type. . . . . . . . . . . . . . Single Family Detached Construction Type . . New Building Front Orientation. Cardinal - N,E,S,W Number of Dwelling Units. . . 1 Number of Stories. . . . . . . . . . 1 Floor Construction Type. . . . Slab On Grade Glazing Percentage. . . . . . . . . 15.2 % of floor area Average Glazing U-factor. . . 0.55 Btu/hr-sf-F Average Glazing SHGC. . . . . . . 0. 45 Average Ceiling Height. . . . . 9. 1 ft BUILDING SHELL INSULATION -------------------»------- Component Frame Cavity Sheathing Total Assembly Type Type R-value R-value R-value U-factor Location/Comments ------ ------ ------- -------- -------- ------- ------- ------------------------ Wall Wood R-13 R-n/a R-13 0. 088 exterior: Wall Wood R-13 R-n/a R-13 0. 082 Garage/house Roof Wood R-30 R-n/a R-30 0.031 Attic: Door Wood R-0 R-n/a R-0 0. 330 frt door, garage door SlabEdge None R-0 R-n/a F2=0. 760 to outside SlabEdge None R-0 R-n/a F2=0. 510 to garage FENESTRATION ------------ Over- Area U- Exterior hang/ Orientation (sf) Factor SHGC Shading Fins Location/Comments --------- ------- ----- ------ ------ -------- ----- -------------------------- Wind Back (S) 35. 0 0. 550 0.450 Standard Yes Alumn/Operable/Low-E Door Back (S) 88 . 0 0. 550 0.450 Standard Yes Alumn/Patio Door/Low-E Wind Right (W) 22 .5 0.550 0.450 Standard Yes Alumn/Operable/Low-E Wind Right (W) 43 . 5 0. 550 0. 450 Standard None Alumn/Operable/Low-E Wind Front (N) 55. 0 0. 550 0. 450 Standard Yes Alumn/Operable/Low-E Wind Left (E) 40. 0 0. 550 0.450 Standard None Alumn/Operable/Low-E P-"ZTIFICATE' OF COMPLIANCE: RESIDENTIAL Page 2 CF-1R Project Title. . . . . . . . . . Plan 1 Date. . 03/20/03 19: 13: 15 SLAB SURFACES ------------- Area Slab Type (sf) Standard Slab 1871 HVAC SYSTEMS ------------ Refrigerant Tested ACCA Equipment Minimum Charge and Duct Duct Duct Manual Thermostat Type Efficiency Airflow Location R-value Leakage D Type ------------ ------------ -------- ----------- ------- ------- ------ ---------- Furnace 0.800 AFUE n/a Attic R-4 .2 No No Setback ACSplit 10. 00 SEER No Attic R-4 . 2 No No Setback Minimum Heating Load: 35, 428 Btuh Cooling Load: 23 , 429 (Sensible) , 28, 115 (Total) Nate: The loads shown are only one of the criteria affecting the selection of HVAC equipment. Other relevant design factors such as air flow requirements, outdoor design temperatures, coil sizing, availability of equipment, oversizing safety margin, etc. , must also be considered. It is the HVAC designer's responsibility to consider all factors when selecting the HVAC equipment. That individual is required to provide Form CF-6R, an Installation Certificate, which must be posted at the building site prior to issuance of the occupancy permit. The CF-6R is not required for permit submittal. It is intended to insure installation of equipment that meets the efficiency requirements of the compliance documentation. WATER HEATING SYSTEMS --------------------- Number Tank External in Energy Size Insulation Tank Type Heater Type Distribution Type System Factor (gal) R-value Storage Gas Standard 1 0. 62 40 R- n/a Rheem Water Heater RHG PR040-40 (or equal) First Hour Rating, Gallons (68) As per UPC chapter 5: The minimum capacity for water heaters shall be in accordance with the first hour rating listed in Table 5-1 below. -Number�of Bathrooms 1 to 1. 5 2 to 2 . 5 3 to 3 . 5 --------------------------- ------_--__ ---------------Number of of Bedrooms 1 2 3 2 3 4 5 3 4 5 6 1st. Hour Rating, Gallons 42 54 54 54 67 67 80 67 80 80 80 SPECIAL FEATURES AND MODELING ASSUMPTIONS *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This is a multiple orientation building with no orientation restrictions. This printout is for the front facing North. P'ERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 1 CF-1R Project Title. . . . . . . . . . Plan 1 w/Opt. Bonus Room Date. . 03/20/03 16:54:56 Project Address. . . . . . . . La Laguna Estates/Large ******* --------------------- Lake Elsinore, CA *v6.01* Documentation Author. . . Roland Gonzalez ******* Building Perms Heritage Energy Group 15375 Barranca Pkwy, Suite F-101 Plan Check Da e Irvine, CA 92618 949-789-7221 Field Check/ Date Climate Zone. . . . . . . . . . . 10 --------------------- Compliance Method. . . . . . MICROPAS6 v6. 01 for 2001 Standards by Enercomp, Inc. MICROPAS6 v6. 01 File-23098P10 Wth-CTZ10S92 Program-FORM CF-1R User#-MP0940 User-Heritage Energy Group Run- -------------------------------------------------------------------------------- GENERAL INFORMATION ------------------- Conditioned Floor Area. . . . . 2074 sf Building Type. . . . . . . . . . . . . . Single Family Detached Construction Type . . . . . . . . . New Building Front Orientation. Cardinal - N,E,S,W Number of Dwelling Units. . . 1 Number of Stories. . . . . . . . . . 1 Floor Construction Type. . . . Slab On Grade Glazing Percentage. . . . . . . . . 15.4 % of floor area Average Glazing U-factor. . . 0. 55 Btu/hr-sf-F Average Glazing SHGC. . . . . . . 0. 45 Average Ceiling Height. . . . . 9 . 1 ft BUILDING SHELL INSULATION ------------------------- Component Frame Cavity Sheathing Total Assembly Type Type R--value R-value R-value U-factor Location/Comments ------- ------ ------- -------- -------- ------- ------- ------------------------ Wall Wood R-13 R-n/a R-13 0. 088 exterior: Wall Wood R-13 R-n/a R-13 0. 082 Garage/house Roof Wood R-30 R-n/a R-30 0. 031 Attic: Door Wood R-0 R-n/a R-0 0. 330 frt door, garage door SlabEdge None R-0 R-n/a F2=0.760 to outside SlabEdge None R-0 R-n/a F2=0. 510 to garage FENESTRATION ------------ Over- Area U- Exterior hang/ Orientation (sf) Factor SHGC Shading Fins Location/Comments --------- Wind Back (S) 35. 0 0. 550 0. 450 Standard Yes Alumn/Operable/Low-E Door Back (S) 88. 0 0. 550 0.450 Standard Yes Alumn/Patio Door/Low-E Wind Right (W) 32 . 5 0. 550 0.450 Standard Yes Alumn/Operable/Low-E Wind Right (W) 43 .5 0. 550 0. 450 Standard None Alumn/Operable/Low-E Wind Front (N) 80. 0 0. 550 0.450 Standard Yes Alumn/Operable/Law-E Wind Left (E) 40. 0 0. 550 0. 450 Standard None Alumn/Operable/Low-E 4P CERTIFICA`VE OF, COMPLIANCE: RESIDENTIAL Page 2 CF-1R Project Title. . . . . . . . . . Plan 1 w/Opt. Bonus Room Date. . 03/20/03 16:54:56 SLAB SURFACES ------------- Area Slab Type (sf) Standard Slab 2074 HVAC SYSTEMS ------------ Refrigerant Tested ACCA Equipment Minimum Charge and Duct Duct Duct Manual Thermostat Type Efficiency Airflow Location R-value Leakage D Type Furnace 0. 800 AFUE n/a *Attic R-4 . 2 No No Setback ACSplit 10. 00 SEER No Attic R-4 . 2 No No Setback Minimum Heating Load: 40, 461 Btuh Cooling Load: 26,263 (Sensible) , 31, 515 (Total) Note: The loads shown are only one of the criteria affecting the selection of HVAC equipment. Other relevant design factors such as air flow requirements, outdoor design temperatures, coil sizing, availability of equipment, oversizing safety margin, etc. , must also be considered. It is the HVAC designer's responsibility to consider all factors when selecting the HVAC equipment. That individual is required to provide Form CF-6R, an Installation Certificate, which must be posted at the building site prior to issuance of the occupancy permit. The CF-6R is not required for permit submittal. It is intended to insure installation of equipment that meets the efficiency requirements of the compliance documentation. WATER HEATING SYSTEMS --------------------- Number Tank External in Energy Size Insulation Tank Type Heater Type Distribution Type System Factor (gal) R-value Storage Gas Standard 1 0. 62 40 R- n/a Rheem Water Heater RHG PR040-40 (or equal) First Hour Rating, Gallons (68) As per UPC chapter 5: The minimum capacity for water heaters shall be in accordance with the first hour rating listed in Table 5-1 below. Number-ofaBathrooms 1 to 1. 5 2 to 2 . 5 3 to 3 . 5 Number�of�Bedrooms 1 2 3 2 3 4 5 3 4 5 6 1st. Hour Rating, Gallons 42 54 54 54 67 67 80 67 80 80 80 SPECIAL FEATURES AND MODELING ASSUMPTIONS *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This is a multiple orientation building with no orientation restrictions. This printout is for the front facing North. CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 1 CF-1R Project Title. . . . . . . . . .-Plan-2 Date. .03/20/03 16:58:57 Project Address. . . . . . . . La Laguna Estates/Large ******* --------------------- Lake Elsinore, CA *v6. 01* Documentation Author. . . Roland Gonzalez ******* Building Perms Heritage Energy Group 15375 Barranca Pkwy, Suite F-101 Plan Check Date Irvine, CA 92618 949-789-7221 Field C ec Da e Climate Zone. . . . . . . . . . . 10 --------------------- Compliance Method. . . . . . MICROPAS6 v6. 01 for 2001 Standards by Enercomp, Inc. __-__----------------------- ---------------------- - -MICR0PAS6 v6. 01- File-23098P2 Wth-CTZ10S92 Program-FORM CF-1R User#-MP0940 User-Heritage Energy Group Run- -------------------------------------------------------------------------------- GENERAL INFORMATION ------------------- Conditioned Floor Area. . . . . 2032 sf Building Type. . . . . . . . . . . . . . Single Family Detached Construction Type . . . New Building Front Orientation. Cardinal - N,E,S,W Number of Dwelling Units. . . 1 Number of Stories. . . . . . . . . . I Floor Construction Type. . . . Slab On Grade Glazing Percentage. . . . . . . . . 14 . 3 % of floor area Average Glazing U-factor. . . 0. 55 Btu/hr-sf-F Average Glazing SHGC. . . . . . . 0.45 Average Ceiling Height. . . . . 9. 1 ft BUILDING SHELL INSULATION ------------------------- Component Frame Cavity Sheathing Total Assembly Type Type R-value R-value R-value U-factor Location/Comments ------- Wall Wood R-13 R-n/a R-13 0. 088 exterior: Wall Wood R-13 R-n/a R-13 0. 082 Garage/house Roof Wood R-30 R-n/a R-30 0. 031 Attic: Door Wood R-0 R-n/a R-0 0. 330 frt door, garage door SlabEdge None R-0 R-n/a F2=0. 760 to outside SlabEdge None R-0 R-n/a F2=0. 510 to garage FENESTRATION ------------ Over- Area U- Exterior hang/ orientation (sf) Factor SHGC Shading Fins Location/Comments --------- Wind Back (S) 60. 0 0. 550 0. 450 Standard Yes Alumn/Operable/Low-E Door Back (S) 96. 0 0. 550 0. 450 Standard Yes Alumn/Patio Door/Low-E Wind Right (W) 40. 0 0. 550 0.450 Standard None Alumn/Operable/Low-E Wind Front (N) 20. 0 0. 550 0.450 Standard Yes Alumn/Operable/Low-E Wind Front (N) 20. 0 0. 550 0.450 Standard None Alumn/Operable/Low-E Wind Left (E) 42 .5 0. 550 0. 450 Standard None Alumn/Operable/Low-E Wind Left (E) 12 . 5 0. 550 0. 450 Standard Yes Alumn/Operable/Low-E CERTIFICATE OF 'COMPLIANCE: RESIDENTIAL Page 2 CF-1R Project Title. . . . . . . . . . Plan 2 Date. . 03/20/03 16:58:57 ---------------- SLAB SURFACES ------------- Area Slab Type (sf) Standard Slab 2032 HVAC SYSTEMS ------------ Refrigerant Tested ACCA Equipment Minimum Charge and Duct Duct Duct Manual Thermostat Type Efficiency Airflow Location R-value Leakage D Type Furnace 0.800 AFUE n/a Attic R-4. 2 No No Setback ACSplit 10. 00 SEER No Attic R-4.2 No No Setback Minimum Heating Load: 37, 330 Btuh Cooling Load: 25, 725 (Sensible) , 30,870 (Total) Note: The loads shown are only one of the criteria affecting the selection of HVAC equipment. Other relevant design factors such as air flow requirements, outdoor design temperatures, coil sizing, availability of equipment, oversizing safety margin, etc. , must also be considered. It is the HVAC designer's responsibility to consider all factors when selecting the HVAC equipment. That individual is required to provide Form CF-6R, an Installation Certificate, which must be posted at the building site prior to issuance of the occupancy permit. The CF-6R is not required for permit submittal. It is intended to insure installation of equipment that meets the efficiency requirements of the compliance documentation. WATER HEATING SYSTEMS --------------------- Number Tank External in Energy Size Insulation Tank Type Heater Type Distribution Type System Factor (gal) R-value ------------ ----------- -------------------- ------ -------- ------ ---------- Storage Gas Standard 1 0. 62 40 R- n/a Rheem Water Heater RHG PRO40-40 (or equal) First Hour Rating, Gallons (68) As per UPC chapter 5: The minimum capacity for water heaters shall be in accordance with the first hour rating listed in Table 5-1 below. Number of Bathrooms 1 to 1.5 2 to 2 . 5 3 to 3 .5 Number of Bedrooms 1 j =2=j=3=. =2= 3 4 5 3 4 5 6 1st. Hour Rating, Gallons 42 54 54 54 67 67 80 67 80 80 80 =----------------------------------------- SPECIAL FEATURES AND MODELING ASSUMPTIONS *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This is a multiple orientation building with no orientation restrictions. This printout is for the front facing North. CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 1 CF-1R -------------- Project Title. . . . . . . . . . Plan 2 w/Opt.Bed.5/Office Date. .03/20/03 17:01:27 Project Address. . . . . . . La Laguna Estates/Large ******* --------------------- Lake Elsinore, CA *v6. 01* Documentation Author. . . Roland Gonzalez ******* Building Perm Heritage Energy Group 15375 Barranca Pkwy, Suite F-101 Plan Check / Date Irvine, CA 92618 949-789-7221 Field C ec Date Climate Zone. . . . . . 10 --------------------- Compliance Method. . . . . . MICROPAS6 v6. 01 for 2001 Standards by Enercomp, Inc. MICROPAS6 v6. 01 File-23098P20 Wth--CTZ10S92 Program-FORM CF-1R User#-MP0940 User-Heritage Energy Group Run- --------------------------------------------------------------------------------- GENERAL INFORMATION ------------------- Conditioned Floor Area. . . . . 2232 sf Building Type. . . . . . . . . . . . . . Single Family Detached Construction Type . . . . . . New Building Front Orientation. Cardinal - N,E,S,W Number of Dwelling Units. . . 1 Number of Stories. . . . . . . . . . 1 Floor Construction Type. . . . Slab On Grade Glazing Percentage. . . . . . . . . 13 .9 % of floor area Average Glazing U-factor. . . 0.55 Btu/hr-sf-F Average Glazing SHGC. . . . . . . 0.45 Average Ceiling Height. . . . . 9. 1 ft BUILDING SHELL INSULATION ------------------------- Component Frame Cavity Sheathing Total Assembly Type Type R-value R-value R-value U-factor Location/Comments ------ ------ ------- -------- -------- ------- ------- ------------------------- Wall Wood R-13 R-n/a R-13 0. 088 exterior: Wall Wood R-13 R-n/a R-13 0. 082 Garage/house Roof Wood R-30 R-n/a R-30 0. 031 Attic: Door Wood R-0 R-n/a R-0 0. 330 frt door, garage door SlabEdge None R-0 R-n/a F2=0.760 to outside SlabEdge None R-0 R-n/a F2=0.510 to garage FENESTRATION ------------ Over-- Area U- Exterior hang/ Orientation (sf) Factor SHGC Shading Fins Location/Comments --------- -------- ----- ------ ------ -------- ----- -------------------------- Wind Back (S) 60. 0 0. 550 0.450 Standard Yes Alumn/Operable/Low-E Door Back (S) 96. 0 0. 550 0.450 Standard Yes Alumn/Patio Door/Low-E Wind Right (W) 40. 0 0. 550 0.450 Standard None Alumn/Operable/Low-E Wind Front (N) 40. 0 0. 550 0. 450 Standard Yes Alumn/Operable/Low-E Wind Front (N) 20. 0 0. 550 0. 450 Standard None Alumn/Operable/Low-E Wind Left (E) 42 . 5 0. 550 0. 450 Standard None A1umn/Operable/Low-E Wind Left (E) 12 . 5 0. 550 0.450 Standard Yes Alumn/Operable/Low-E CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 2 CF-lR Project Title. . . . . . . . . . Plan 2 w/opt.Bed. 5/Office Date. .03/20/03 17: 01:27 SLAB SURFACES ------------- Area Slab Type (sf) ---------------- ------ Standard Slab 2232 HVAC SYSTEMS ------------ Refrigerant Tested ACCA Equipment Minimum Charge and Duct Duct Duct Manual Thermostat Type Efficiency Airflow Location R-value Leakage D Type ------------ ------------ ------- ----------- ------- ------- -------- ---------- Furnace 0.800 AFUE n/a Attic R-4 .2 No No Setback ACSplit 10. 00 SEER No Attic R-4 . 2 No No Setback Minimum Heating Load: 42, 726 Btuh Cooling Load: 28, 213 (Sensible) , 33, 856 (Total) Note: The loads shown are only one of the criteria affecting the selection of HVAC equipment. other relevant design factors such as air flow requirements, outdoor design temperatures, coil sizing, availability of equipment, oversizing safety margin, etc. , must also be considered. It is the HVAC designer's responsibility to consider all factors when selecting the HVAC equipment. That individual is required to provide Form CF-6R, an Installation Certificate, which must be posted at the building site prior to issuance of the occupancy permit. The CF-6R is not required for permit submittal . It is intended to insure installation of equipment that meets the efficiency requirements of the compliance documentation. WATER HEATING SYSTEMS --------------------- Number Tank External in Energy Size Insulation Tank Type Heater Type Distribution Type System Factor (gal) R-value Storage Gas Standard 1 0. 62 40 R- n/a Rheem Water Heater RHG PR040-40 (or equal) First Hour Rating, Gallons (68) As per UPC chapter 5: The minimum capacity for water heaters shall be in accordance with the first hour rating listed in Table 5-1 below. Number of Bathrooms 1 to 1. 5 2 to 2 .5 3 to 3 . 5 ---------___------_--_____--.- ----------- --------------- ------.....___----- Number of Bedrooms 1 2 3 2 3 4 5 3 4 5 6 1st. Hour Rating, Gallons 42 54 54 54 67 67 80 67 80 80 80 -------__--------------------------------------------------------------- SPECIAL FEATURES AND MODELING ASSUMPTIONS *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This is a multiple orientation building with no orientation restrictions. This printout is for the front facing North. r CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 1 CF-1R Proiect Title. . . . . . . . . . Plan 3 Date. . 03/20/03 17: 28:28 Project Address. . . . . . . . La Laguna Estates/Large ******* --------------------- Lake Elsinore, CA *v6. 01* Documentation Author. . . Roland Gonzalez ******* Building Perms Heritage Energy Group 15375 Barranca Pkwy, Suite F-101 Plan Check Da e Irvine, CA 92618 949-789-7221 Field Check/ Date Climate Zone. . . . . . . . . . . 10 --------------------- Compliance Method. . . . . . MICROPAS6 v6. 01 for 2001 Standards by Enercomp, Inc. ------_- -------------------------------__ ._...._______------- - MICROPAS6 v6. 01 File-23098P3 Wth-CTZ10S92 Program-FORM CF-1R User#-MP0940 User-Heritage Energy Group Run- J -------------------------------------------------------------------------- GENERAL INFORMATION ------------------- Conditioned Floor Area. . . . . 2311 st Building Type. . . . . . . . . . . . . . Single Family Detached Construction Type . . . New Building Front Orientation. Cardinal - N,E,S,W Number of Dwelling Units. . . 1 Number of Stories. . . . . . . . . . 2 Floor Construction Type. . . . Slab On Grade Glazing Percentage. . . . . . . . . 16. 3 % of floor area Average Glazing U-factor. . . 0.55 Btu/hr-sf-F Average Glazing SHGC. . . . . . . 0.45 Average Ceiling Height. . . . . 8. 6 ft BUILDING SHELL INSULATION ------------------------- Component Frame Cavity Sheathing Total Assembly Type Type R-value R-value R-value U-factor Location/Comments ------ ------ ------- -------- -------- ------- ------- ------------------------ Wall Wood R-13 R-n/a R-13 0. 088 exterior: Wall Wood R-13 R-n/a R-13 0. 082 Garage/house Floor Wood R-13 R-n/a R-13 0. 064 O/Garage: Floor Wood R-19 R-n/a R-19 0. 049 Expo Flr: Roof Wood R-30 R-n/a R-30 0. 031 Attic: Door Wood R-0 R-n/a R-0 0. 330 frt door, garage door SlabEdge None R-0 R-n/a F2=0.760 to outside SlabEdge None R-0 R-n/a F2=0.510 to garage FENESTRATION ------------ Over-- Area U- Exterior hang/ Orientation (sf) Factor SHGC Shading Fins Location/Comments --------- Wind Back (S) 90. 0 0 . 550 0. 450 Standard None Alumn/Operable/Low-E Door Back (S) 81. 3 0. 550 0. 450 Standard Yes Alumn/Patio Door/Low-E Wind Back (S) 56. 0 0.550 0.450 Standard Yes Alumn/Operable/Low-E Wind Right (W) 54 . 3 0. 550 0. 450 Standard None Alumn/Operable/Low-E Wind Front (N) 70. 0 0. 550 0.450 Standard Yes Alumn/Fixed/Low-E Wind Left (E) 24 . 0 0. 550 0.450 Standard None Alumn/Fixed/Low-E CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 2 CF-1R Project Title. . . . . . . . . . Plan 3 Date. .03/20/03 17: 28:28 SLAB SURFACES ------------- Area Slab Type (sf) ---------------- ------ Standard Slab 1150 HVAC SYSTEMS ------------ Refrigerant Tested ACCA Equipment Minimum Charge and Duct Duct Duct Manual Thermostat Type Efficiency Airflow Location R-value Leakage D Type Furnace 0. 800 AFUE n/a Attic R-4 .2 No No Setback ACSplit 10. 00 SEER No Attic R-4 .2 No No Setback Minimum Heating Load: 41, 188 Btuh Cooling Load: 30, 644 (Sensible) , 36, 773 (Total) Note: The loads shown are only one of the criteria affecting the selection of HVAC equipment. Other relevant design factors such as air flow requirements, outdoor design temperatures, coil sizing, availability of equipment, oversizing safety margin, etc. , must also be considered. It is the HVAC designer's responsibility to consider all factors when selecting the HVAC equipment. That individual is required to provide Form CF-6R, an Installation Certificate, which must be posted at the building site prior to issuance of the occupancy permit. The CF-6R is not required for permit submittal. It is intended to insure installation of equipment that meets the efficiency requirements of the compliance documentation. WATER HEATING SYSTEMS --------------------- Number Tank External in Energy Size Insulation Tank Type Heater Type Distribution Type System Factor (gal) R-value ------------ ----------- ------------------- ------ -------- ------ ---------- Storage Gas Standard 1 0. 62 40 R- n/a Rheem Water Heater RHG PR040-40 (or equal) First Hour Rating, Gallons (68) As per UPC chapter 5: The minimum capacity for water heaters shall be in accordance with the first hour rating listed in Table 5-1 below. Number of Bathrooms` 1 to 1. 5 2 to 2 . 5 3 to 3 . 5 Number of Bedrooms 1 2 3 2 3 4 5 3 4 5 6 =j= =J = = = =j = =' = =j= = 1st. Hour Rating, Gallons 42 54 54 54 67 67 80 67 80 80 80 ------------------------------------------------ SPECIAL FEATURES AND MODELING ASSUMPTIONS *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This is a multiple orientation building with no orientation restrictions. This printout is for the front facing North. CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 1 CF-1R - ------ ---------- Project Title. . . . . . . . . . Plan 3 w/Opt. Bed.6/Den Date. . 03/20/03 17: 32:03 Project Address. . . . . . . . La Laguna Estates/Large ******* --------------------- Lake Elsinore, CA *v6. 01* Documentation Author. . . Roland Gonzalez ******* Building Perms Heritage Energy Group 15375 Barranca Pkwy, Suite F-101 Plan Check / Date Irvine, CA 92618 949-789-7221 Field C ec Date Climate Zone. . . . . . . . . 10 --------------------- Compliance Method. . . . . . MICROPAS6 v6. 01 for 2001 Standards by Enercomp, Inc. MICROPAS6-v6. 01 File-23098P30 Wth-CTZZOS92 Program-FORM CF-1R - User#-MP0940 User-Heritage Energy Group Run- -----------------------------»--------------------------------------------------- GENERAL INFORMATION ------------------- Conditioned Floor Area. . . . . 2521 sf Building Type. . . . . . . . . . . . . . Single Family Detached Construction Type . . . . . . . . . New Building Front Orientation. Cardinal - N,E,S,W Number of Dwelling Units. . . 1 Number of Stories. . . . . . . . . . 2 Floor Construction Type. . . . Slab On Grade Glazing Percentage. . . . . . . . . 16.5 % of floor area Average Glazing U-factor. . . 0.55 Btu/hr-sf-F Average Glazing SHGC. . . . . . . 0. 45 Average Ceiling Height. . . . . 8 . 6 ft BUILDING SHELL INSULATION ------------------------- Component Frame Cavity Sheathing Total Assembly Type Type R-value R-value R-value U-factor Location/Comments ------ ------ ------- -------- -------- ------- ------- ------------------------ Wall Wood R-13 R-n/a R-13 0. 088 exterior: Wall Wood R-13 R-n/a R-13 0. 082 Garage/house Floor Wood R-13 R-n/a R-13 0. 064 O/Garage: Floor Wood R-19 R-n/a R-19 0. 049 Expo Flr: Roof Wood R-30 R-n/a R-30 0. 031 Attic: Door Wood R-0 R-n/a R-0 0. 330 frt door, garage door S1abEdge None R-0 R-n/a F2=0.760 to outside SlabEdge None R-0 R-n/a F2=0. 510 to garage FENESTRATION ------------ Over- Area U_ Exterior hang/ Orientation (sf) Factor SHGC Shading Fins Location/Comments --------- ------- ----- ------ ------ -------- ----- -------------------------- Wind Back (S) 90. 0 0. 550 0. 450 Standard None Alumn/Operable/Low-E Door Back (S) 81. 3 0. 550 0.450 Standard Yes Alumn/Patio Door/Low-E Wind Back (S) 56. 0 0. 550 0.450 Standard Yes Alumn/Operable/Low-E Wind Right (W) 54. 3 0. 550 0.450 Standard None Alumn/Operable/Low-E Wind Front (N) 95. 0 0 . 550 0.450 Standard Yes Alumn/Fixed/Low-E Wind Left (E) 39. 0 0. 550 0. 450 Standard None Alumn/Fixed/Low-E CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 2 CF-lR Project Title. . . . . . . . . . Plan 3 w/Opt. Bed.6/Den Date. . 03/20/03 17: 32:03 SLAB SURFACES ------------- Area Slab Type (sf) ---------------- ------ Standard Slab 1360 HVAC SYSTEMS ------------ Refrigerant Tested ACCA Equipment Minimum Charge and Duct Duct Duct Manual Thermostat Type Efficiency Airflow Location R-value Leakage D Type Furnace 0.800 AFUE n/a 'Attic R-4. 2 No No Setback ACSplit 10. 00 SEER No Attic R-4. 2 No No Setback Minimum Heating Load: 47, 362 Btuh Cooling Load: 33 ,791 (Sensible) , 40, 549 (Total) Note: The loads shown are only one of the criteria affecting the selection of HVAC equipment. Other relevant design factors such as air flow requirements, outdoor design temperatures, coil sizing, availability of equipment, oversizing safety margin, etc. , must also be considered. It is the HVAC desiVner' s responsibility to consider all factors when selecting the HVAC equipment. That individual is required to provide Form CF-6R, an Installation Certificate, which must be posted at the building site prior to issuance of the occupancy permit. The CF-6R is not required for permit submittal . It is intended to insure installation of equipment that meets the efficiency requirements of the compliance documentation. WATER HEATING SYSTEMS --------------------- Number Tank External in Energy Size Insulation Tank Type Heater Type Distribution Type System Factor (gal) R-value ------------ ----------- ------------------- ------ -------- ------ ---------- Storage Gas Standard 1 0. 62 40 R- n/a Rheem Water Heater RHG PR040-40 (or equal) First Hour Rating, Gallons (68) As per UPC chapter 5: The minimum capacity for water heaters shall be in accordance with the first hour rating listed in Table 5-1 below. Number of Bathrooms 1 to 1. 5 2 to 2 . 5 3 to 3 . 5 Number of Bedrooms 1 J=2=J=3=. =2=J=3= 4 5 3 4 5 6 1st. Hour Rating, Gallons 42 54 54 54 67 67 80 67 80 80 80 SPECIAL FEATURES AND MODELING ASSUMPTIONS *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This is a multiple orientation building with no orientation restrictions. This printout is for the front facing North. CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 1 CF-1R Project Title. . . . . . . . . . Plan 4 Date. .03/20/03 17:40: 14 Project Address. . . . . . . . La Laguna Estates/Large ******* --------------------- Lake Elsinore, CA *v6. 01* Documentation Author. . . Roland Gonzalez ******* Building Permit Heritage Energy Group 15375 Barranca Pkwy, Suite F-101 Plan Check Date Irvine, CA 92618 949-789-7221 Field Check/ Date Climate Zone. . . . . . . 10 --------------------- Compliance Method. . . . . . MICROPAS6 v6. 01 for 2001 Standards by Enercomp, Inc. --MICROPAS6 v6. 01 File-23098P4 Wth-CTZ10S92 Program-FORM CF-1R User#-MP0940 User-Heritage Energy Group Run---------------------------------------------------------------------------- J GENERAL INFORMATION Conditioned Floor Area. . . . . 2558 sf Building Type. . . . . . . . . . . . . . Single Family Detached Construction Type . . . . . . . . . New Building Front Orientation. Cardinal - N,E,S,W Number of Dwelling Units. . . 1 Number of Stories. . . . . . . . . . 2 Floor Construction Type. . . . Slab On Grade Glazing Percentage. . . . . . . . . 14.9 % of floor area Average Glazing U-factor. . . 0. 55 Btu/hr-sf-F Average Glazing SHGC. . . . . . . 0.45 Average Ceiling Height. . . . . 8 .5 ft BUILDING SHELL INSULATION ------------------------- Component Frame Cavity Sheathing Total Assembly Type Type R-value R-value R-value U-factor Location/Comments ------ ------ ------- -------- -------- ------- ------- ------------------------ Wall Wood R-13 R-n/a R-13 0. 088 exterior: Wall Wood R-13 R-n/a R-13 0. 082 Garage/house Floor Wood R-13 R-n/a R-13 0. 064 O/Garage: Roof Wood R-30 R-n/a R-30 0. 031 Attic: Door Wood R-0 R-n/a R-0 0. 330 frt door, garage door SlabEdge None R-0 R-n/a F2=0.760 to outside SlabEdge None R-0 R-n/a F2=0. 510 to garage FENESTRATION ------------ Over- Area U- Exterior hang/ Orientation (sf) Factor SHGC Shading Fins Location/Comments --------- Door Back (S) 80. 0 0. 550 0. 450 Standard Yes Alumn/Patio Door/Low-E Wind Back (S) 15. 0 0. 550 0. 450 Standard None Alumn/Operable/Low-E Door Back (S) 48. 0 0. 550 0. 450 Standard None Alumn/Patio Door/Low-E Wind Back (S) 32 . 0 0.550 0.450 Standard Yes Alumn/Operable/Low-E Wind Right (W) 36. 0 0.550 0.450 Standard None Alumn/Operable/Low-E Wind Right (W) 22 . 0 0. 550 0. 450 Standard Yes Alumn/Operable/Low-E Wind Front (N) 78 . 0 0. 550 0. 450 Standard Yes Alumn/Operable/Low-E Wind Left (E) 30 . 0 0. 550 0.450 Standard None Alumn/Operable/Low-E Wind Left (E) 41. 0 0. 550 0. 450 Standard Yes Alumn/Operable/Low-E CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 2 CF-1R Project Title. . . . . . . . . . Plan 4 Date. . 03/20/03 17:40: 14 SLAB SURFACES ------------- Area Slab Type (sf) ---------------- ------ Standard Slab 1143 HVAC SYSTEMS ------------ Refrigerant Tested ACCA Equipment Minimum Charge and Duct Duct Duct Manual Thermostat Type Efficiency Airflow Location R-value Leakage D Type Furnace 0.800 AFUE n/a Attic R-4. 2 No No Setback ACSplit 10. 00 SEER No Attic R-4 . 2 No No Setback Minimum Heating Load: 43, 964 Btuh Cooling Load: 28,988 (Sensible) , 34, 785 (Total) Note: The loads shown are only one of the criteria affecting the selection of HVAC equipment. Other relevant design factors such as air flow requirements, outdoor design temperatures, coil sizing, availability of equipment, oversizing safety margin, etc. , must also be considered. It is the HVAC designer's responsibility to consider all factors when selecting the HVAC equipment. That individual is required to provide Form CF-6R, an Installation Certificate, which must be posted at the building site prior to issuance of the occupancy permit. The CF-6R is not required for permit submittal. It is intended to insure installation of equipment that meets the efficiency requirements of the compliance documentation. WATER HEATING SYSTEMS --------------------- Number Tank External in Energy Size Insulation Tank Type Heater Type Distribution Type System Factor (gal) R-value Storage Gas Standard 1 0. 62 40 R- n/a Rheem Water Heater RHG PRO40-40 (or equal) First Hour Rating, Gallons (68) As per UPC chapter 5: The minimum capacity for water heaters shall be in accordance with the first hour rating listed in Table 5-1 below. Number of Bathrooms 1 to 1. 5 2 to 2 . 5 3 to 3 .5 Number of Bedrooms 1 1=2= 3 2 3 4 5 3 4 5 6 1st. Hour Rating, Gallons 42 54 54 54 67 67 80 67 80 80 80 SPECIAL FEATURES AND MODELING ASSUMPTIONS *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This is a multiple orientation building with no orientation restrictions. This printout is for the front facing North. CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 1 CF-1R Project Title. . . . . . . . . . Plan 4 w/Opt. Den/Bed. 6 Date. .03/20/03 17:45:58 Project Address. . . . . . . . La Laguna Estates/Large ******* --------------------- Lake Elsinore, CA *v6. 01* Documentation Author. . . Roland Gonzalez ******* Building Permit Heritage Energy Group 15375 Barranca Pkwy, Suite F-101 Plan check Date Irvine, CA 92618 949-789-7221 Field C ec Da e Climate Zone. . . . . . . . . . 10 --------------------- Compliance Method. . . . . . MICROPAS6 v6. 01 for 2001 Standards by Enercomp, Inc. -----------------. ------------------------------------ MICROPAS6 v6. 01 File-23098P40 Wth-CTZ10S92 Program-FORM CF-1R User# -MP0940 User-Heritage Energy Group Run- ------------------------------------------------------------------------------- GENERAL INFORMATION ------------------- Conditioned Floor Area. . . . . 2763 sf Building Type. . . . . . . . . . . . . . Single Family Detached Construction Type . . . . . . . . . New Building Front Orientation. Cardinal - N,E,S,W Number of Dwelling Units. . . 1 Number of Stories. . . . . . . . . . 2 Floor Construction Type. . . . Slab On Grade Glazing Percentage. . . . . . . . . 14 .7 % of floor area Average Glazing U-factor. . . 0. 55 Btu/hr-sf-F Average Glazing SHGC. . . . . . . 0.45 Average Ceiling Height. . . . . 8. 6 ft BUILDING SHELL INSULATION ------------------------- Component Frame Cavity Sheathing Total Assembly Type Type R-value R-value R-value U-factor Location/Comments ------ ------ ------- -------- -------- ------- ------- ------------------------ Wall Wood R-13 R-n/a R-13 0. 088 exterior: Wall Wood R-13 R-n/a R-13 0. 082 Garage/house Floor Wood R-13 R-n/a R-13 0. 064 O/Garage: Roof Wood R-30 R-n/a R-30 0. 031 Attic: Door Wood R-0 R-n/a R-0 0. 330 frt door, garage door S1abEdge None R-0 R-n/a F2=0. 760 to outside S1abEdge None R-0 R-n/a F2=0. 510 to garage FENESTRATION ------------ Over- Area U- Exterior hang/ Orientation (sf) Factor SHGC Shading Fins Location/Comments --------- ------- ----- ------ ------ -------- ----- --------------------------- Door Back (S) 80. 0 0 .550 0.450 Standard Yes Alumn/Patio Door/Low-E Wind Back (S) 15. 0 0. 550 0.450 Standard None Alumn/Operable/Low-E Door Back (S) 48 . 0 0.550 0.450 Standard None Alumn/Patio Door/Low-E Wind Back (S) 32 . 0 0. 550 0.450 Standard Yes Alumn/Operable/Low-E Wind Right (W) 36. 0 0. 550 0. 450 Standard None Alumn/Operable/Low--E Wind Right (W) 22 . 0 0. 550 0. 450 Standard Yes Alumn/Operable/Low-E Wind Front (N) 103 . 0 0. 550 0.450 Standard Yes Alumn/Operable/Low-E Wind Left (E) 30. 0 0. 550 0.450 Standard None Alumn/Operable/Low-E Wind Left (E) 41. 0 0.550 0.450 Standard Yes Alumn/Operable/Low-E CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 2 CF-1R Project Title. . . . . . . . . . Plan 4 w/Opt. Den/Bed. 6 Date. . 03/20/03 17:45:58 SLAB SURFACES ------------- Area Slab Type (sf) Standard Slab 1348 HVAC SYSTEMS ------------ Refrigerant Tested ACCA Equipment Minimum Charge and Duct Duct Duct Manual Thermostat Type Efficiency Airflow Location R-value Leakage D Type ------------ ------------ ------- ----------- ------- ------- ------ ---------- Furnace 0. 800 AFUE n/a 'Attic R-4 . 2 No No Setback ACSplit 10. 00 SEER No Attic R-4 . 2 No No Setback Zone 1 - 1st Floor: Minimum Heating Load: 26, 586 Btuh Cooling Load: 15, 445 (Sensible) , 18, 534 (Total) Zone 2 - 2nd Floor: Minimum Heating Load: 20,453 Btuh Cooling Load: 15, 161 (Sensible) , 18, 193 (Total) Note: The loads shown are only one of the criteria affecting the selection of HVAC equipment. Other relevant design factors such as air flow requirements, outdoor design temperatures, coil sizing, availability of equipment, oversizing safety margin, etc. , must also be considered. It is the HVAC designer's responsibility to consider all factors when selecting the HVAC equipment. That individual is required to provide Form CF-6R, an Installation Certificate, which must be posted at the building site prior to issuance of the occupancy permit. The CF-6R is not required for permit submittal. It is intended to insure installation of equipment that meets the efficiency requirements of the compliance documentation. WATER HEATING SYSTEMS Number Tank External in Energy Size Insulation Tank Type Heater Type Distribution Type System Factor (gal) R-value ------------ ----------- ------------------- ------ -------- ------ ---------- Storage Gas Standard 1 0. 62 40 R- n/a Rheem Water Heater RHG PRO40-40 (or equal) First Hour Rating, Gallons (68) As per UPC chapter 5: The minimum capacity for water heaters shall be in accordance with the first hour rating listed in Table 5-1 below. Number of Bathrooms 1 to 1.5 2 to 2. 5 3 to 3 . 5 Number of Bedrooms 1 2 3 2 3 4 5 3 4 5 6 1st. Hour Rating, Gallons 42 54 54 54 67 67 80 67 80 80 80 SPECIAL FEATURES AND MODELING ASSUMPTIONS *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This is a multiple orientation building with no orientation restrictions. This printout is for the front facing North. COMPUTER METHOD SUMMARY Page 1 C-2R Project Title. . . . . . . . . . Plan 1 Date. . 03/20/03 19: 13: 15 Project Address. . . . . . . . La Laguna Estates/Large ******* --------------------- Lake Elsinore, CA *v6. 01* Documentation Author. . . Roland Gonzalez ******* Building Permit Heritage Energy Group 15375 Barranca Pkwy, Suite F-101 Plan Check / Date Irvine, CA 92618 949-789-7221 Fie d Chec Da e Climate Zone. . . . . . . . . . . 10 --------------------- Compliance Method. . . . . . MICROPAS6 v6. 01 for 2001 Standards by Enercomp, Inc. MICROPAS6 v6. 01 File-23098P1 Wth-CTZ10S92 Program-FORM C-2R User#-MP0940 User-Heritage Energy Group Run- -----------------------------------------------------------------------__--- ----------------------------------------------------------------- MICROPAS6 ENERGY USE SUMMARY ---------------------------- = Energy Use Standard Proposed Compliance = (kBtu/sf-yr) Design Design Margin = _ ----------------------- ---------- ---------- ---------- _ Space Heating. . . . . . . . . . 8 . 06 6. 57 1. 49 - Space Cooling. . . . . . . . . . 10.29 11.99 -1.70 = = Water Heating. . . . . . . . . . 13 . 60 11.47 2 . 13 = North Total 31. 95 30. 03 1. 92 = Space Heating. . . . . . . . . . 8 . 06 7. 54 0. 52 _ = Space Cooling. . . . . . . . . . 10.29 11. 55 -1. 26 -- Water Heating. . . . . . . . . . 13 . 60 11. 47 2 . 13 = East Total 31. 95 30. 56 1. 39 = Space Heating. . . . . . . . . . 8 . 06 7. 89 0. 17 = Space Cooling. . . . . . . . . . 10.29 10. 14 0. 15 = Water Heating. . . . . . . . . . 13 . 60 11.47 2 . 13 = W South Total 31.95 29. 50 2 .45 = Space Heating. . . . . . . . . . 8 . 06 6.81 1. 25 - Space Cooling. . . . . . . . . . 10.29 11. 29 -1. 00 = = Water Heating. . . . . . . . . . 13 . 60 11. 47 2 . 13 = West Total 31.95 29 . 57 2.38 = *** Building complies with Computer Performance GENERAL INFORMATION ------------------- Conditioned Floor Area. . . . . 1871 sf Building Type. . . . . . . . . . . . . . Single Family Detached Construction Type . . . . . . . . . New Building Front Orientation. Cardinal - N,E,S,W Number of Dwelling Units. . . 1 Number of Building Stories. 1 Weather Data Type. . . . . . . . . . ReducedYear Floor Construction Type. . . . Slab On Grade Number of Building Zones. . . 1 Conditioned Volume. . . . . . . . . 17026 cf Slab-On-Grade Area. . . . . . . . . 1871 sf COMPUTER METHOD SUMMARY Page 2 C-2R Project Title. . . . . . . . . . Plan 1 Date. . 03/20/03 19: 13 :15 Glazing Percentage. . . . . . . . . 15.2 % of floor area Average Glazing U-factor. . . 0.55 Btu/hr-sf-F Average Glazing SHGC. . . . . . . 0. 45 Average Ceiling Height. . . . . 9. 1 ft BUILDING ZONE INFORMATION ------------------------- Floor # of Vent Vent Air Area Volume Dwell Cond- Thermostat Height Area Leakage Zone Type (sf) (cf) Units itioned Type (ft) (sf) Credit -------------- ----- ------- ----- ------- ----------- ----- -------- --------- Residence 1871 17026 1. 00 Yes Setback 2 . 0 Standard No OPAQUE SURFACES --------------- Area U- Insul Act Solar Form 3 Location/ Surface (sf) factor R-val Azm Tilt Gains Reference Comments -------------- ------ ----- ----- --- ---- ----- ------------ ------------------ 1 1 Wall 287 0. 088 13 180 90 Yes None exterior: 2 Wall 322 0. 088 13 270 90 Yes None 3 Wall 167 0. 088 13 0 90 Yes None 4 Wall 342 0. 088 13 90 90 Yes None 5 Wall 25 0. 082 13 270 90 No None Garage/house 6 Wall 189 0. 082 13 0 90 No None Garage/house 7 Wall 53 0. 082 13 90 90 No None Garage/house 8 Roof 1871 0. 031 30 n/a 0 Yes None Attic: 9 Door 20 0. 330 0 0 90 Yes None frt door 10 Door 18 0. 330 0 0 90 No None garage door PERIMETER LOSSES ---------------- Length F2 Insul Solar Surface (ft) Factor R-val Gains Location/Comments 1 11 SlabEdge 154 0. 760 R-0 No to outside 12 SlabEdge 29 0. 510 R-0 No to garage FENESTRATION SURFACES --------------------- Exterior Area U- Act Shade Orientation (sf) factor SHGC Azm Tilt Type Location/Comments ------------------- ----- ----- ----- --- ---- -------- ------------------------- 1 1 Wind Back (S) 20. 0 0. 550 0. 450 180 90 Standard Alumn/Operable/Low-E 2 Door Back (S) 40. 0 0. 550 0. 450 180 90 Standard Alumn/Patio Door/Low-E 3 Wind Back (S) 15. 0 0. 550 0.450 180 90 Standard Alumn/Operable/Low-E 4 Door Back (S) 48. 0 0. 550 0.450 180 90 Standard Alumn/Patio Door/Low-E 5 Wind Right (W) 22 . 5 0.550 0.450 270 90 Standard Alumn/Operable/Low-E 6 Wind Right (W) 13 . 5 0. 550 0.450 270 90 Standard Alumn/Operable/Low-E 7 Wind Right (W) 30. 0 0. 550 0.450 270 90 Standard Alumn/Operable/Low-E 8 Wind Front (N) 30. 0 0. 550 0. 450 0 90 Standard Alumn/Operable/Low-E 9 Wind Front (N) 25. 0 0. 550 0.450 0 90 Standard Alumn/Operable/Low-E 10 Wind Left (E) 20. 0 0. 550 0. 450 90 90 Standard Alumn/Operable/Low-E 11 Wind Left (E) 20. 0 0. 550 0.450 90 90 Standard Alumn/Operable/Low-E COMPUTER METHOD SUMMARY Page 3 C-2R Project Title. . . . . . . . . . Plan 1 Date. . 03/20/03 19: 13: 15 OVERHANGS AND SIDE FINS ----------------------- ---Window-- ------Overhang----- ---Left Fin--- ---Right Fin-- Area Left Rght Surface (sf) Wdth Hgth Dpth Hght Ext Ext Ext Dpth Hght Ext Dpth Hght ----------- ----- ----- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 1 1 Window 20. 0 n/a 5 1 . 5 n/a n/a n/a n/a n/a n/a n/a n/a 2 Door 40. 0 n/a 6. 7 1 . 5 n/a n/a n/a n/a n/a n/a n/a n/a 3 Window 15. 0 n/a 5 1 . 5 n/a n/a n/a n/a n/a n/a n/a n/a 4 Door 48. 0 n/a 8 1 . 5 n/a n/a n/a n/a n/a n/a n/a n/a 5 Window 22 .5 n/a 4 . 5 1 2 n/a n/a n/a n/a n/a n/a n/a n/a 8 Window 30. 0 n/a 5 6 0 n/a n/a n/a n/a n/a n/a n/a n/a 9 Window 25. 0 n/a 5 1 . 5 n/a n/a n/a n/a n/a n/a n/a n/a SLAB SURFACES ------------- Area Slab Type (sf) 1 Standard Slab 1871 HVAC SYSTEMS ------------ Refrigerant Tested ACCA System Minimum Charge and Duct Duct Duct Manual Duct Type Efficiency Airflow Location R-value Leakage D Eff ------------- ----------- ------- -------------- ------- --------- -------- ---- 1 Furnace 0.800 AFUE n/a Attic R-4 .2 No No 0.753 ACSplit 10. 00 SEER No Attic R-4 . 2 No No 0. 674 WATER HEATING SYSTEMS --------------------- Number Tank External in Energy Size Insulation Tank Type Heater Type Distribution Type System Factor (gal) R-value ------------ ----------- ------------------- ------ -------- ------ ---------- 1 Storage Gas Standard 1 0. 62 40 R- n/a SPECIAL FEATURES AND MODELING ASSUMPTIONS ------------------------------------------ *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This is a multiple orientation building with no orientation restrictions. This printout is for the front facing North. REMARKS COMPUTER METHOD SUMMARY Page 1 C-2R Project Title. . . . . . . . . . Plan 1 w/Opt. Bonus Room Date. . 03/20/03 16:54:56 Project Address. . . La Laguna Estates/Large ******* --------------------- Lake Elsinore, CA *v6. 01* Documentation Author. . . Roland Gonzalez ******* Building Permit Heritage Energy Group 15375 Barranca Pkwy, Suite F-101 Plan Check / Date Irvine, CA 92618 949-789-7221 Field C ec Date Climate Zone. . . . . . . . . . . 10 --------------------- Compliance Method. . . . . . MICR0PAS6 v6. 01 for 2001 Standards by Enercomp, Inc. MICROPAS6 v6. 01 File-23098P10 Wth-CTZ10S92 Program-FORM C-2R User#-MP0940 User-Heritage Energy Group Run- ------------------------------------------------------------------------------- MICROPAS6 ENERGY USE SUMMARY = ---------------------------- Energy Use Standard Proposed Compliance - (kBtu/sf-yr) Design Design Margin - - Space Heating. . . . . . . . . . 8 .79 7 . 56 1. 23 = Space Cooling. . . . . . . . . . 10. 52 11.92 -1. 40 = Water Heating. . . . . . . . . . 12 . 74 10. 79 1. 95 = North Total 32 . 05 30.27 1.78 - = Space Heating. . . . . . . . . . 8 . 79 8. 37 0.42 - Space Cooling. . . . . . . . . . 10. 52 11.49 -0.97 = Water Heating. . . . . . . . . . 12 .74 10. 79 1. 95 = = East Total 32. 05 30. 65 1.40 = = Space Heating. . . . . . . . . . 8 . 79 8. 34 0.45 = Space Cooling. . . . . . . . . . 10. 52 10.46 0. 06 = Water Heating. . . . . . . . . . 12.74 10. 79 1. 95 = South Total 32 . 05 29. 59 2 .46 - = Space Heating. . . . . . . . . . 8.79 7. 51 1. 28 = Space Cooling. . . . . . . . . . 10. 52 11.75 -1. 23 - Water Heating. . . . . . . . . . 12 . 74 10. 79 1. 95 = = West Total 32 .05 30. 05 2 . 00 = - *** Building complies with Computer Performance GENERAL INFORMATION ------------------- Conditioned Floor Area. . . . . 2074 sf Building Type. . . . . . . . . . . . . . Single Family Detached Construction Type . . . . . . . . . New Building Front Orientation. Cardinal - N,E,S,W Number of Dwelling Units. . . 1 Number of Building Stories. 1 Weather Data Type. . . . . . . . . . ReducedYear Floor Construction Type. . . . Slab On Grade Number of Building Zones. . . 1 Conditioned Volume. . . . . . . . . 18873 cf Slab-On-Grade Area. . . . . . . . . 2074 sf COMPUTER METHOD SUMMARY Page 2 C-2R Project Title. . . . . . . . . . Plan 1 w/Opt. Bonus Room Date. . 03/20/03 16:54:56 Glazing Percentage. . . . . . . . . 15.4 % of floor area Average Glazing U-factor. . . 0.55 Btu/hr-sf-F Average Glazing SHGC. . . . . . . 0.45 Average Ceiling Height. . . . . 9. 1 ft BUILDING ZONE INFORMATION ------------------------- Floor # of Vent Vent Air Area Volume Dwell Cond- Thermostat Height Area Leakage Zone Type (sf) (cf) Units itioned Type (ft) (sf) Credit -------------- ----- ------- ----- ------- ----------- ----- -------- --------- 1 Residence 2074 18873 1. 00 Yes Setback 2 . 0 Standard No OPAQUE SURFACES --------------- Area U- Insul Act Solar Form 3 Location/ Surface (sf) factor R-val Azm Tilt Gains Reference Comments -------------- ------ ----- ----- --- ---- ----- ------------ ---------------- 1 1 Wall 287 0. 088 13 180 90 Yes None exterior: 2 Wall 481 0. 088 13 270 90 Yes None 3 Wall 188 0. 088 13 0 90 Yes None 4 Wall 342 0. 088 13 90 90 Yes None 5 Wall 25 0. 082 13 270 90 No None Garage/house 6 Wall 142 0. 082 13 0 90 No None Garage/house 7 Wall 219 0. 082 13 90 90 No None Garage/house 8 Roof 2074 0. 031 30 n/a 0 Yes None Attic: 9 Door 20 0. 330 0 0 90 Yes None frt door 10 Door 18 0. 330 0 90 90 No None garage door PERIMETER LOSSES ---------------- Length F2 Insul Solar Surface (ft) Factor R-val Gains Location/Comments ------------ ------ -------- ------- ----- ----------------------- 1 11 S1abEdge 178 0.760 R-0 No to outside 12 SlabEdge 43 0. 510 R-0 No to garage FENESTRATION SURFACES --------------------- Exterior Area U- Act Shade Orientation (sf) factor SHGC Azm Tilt Type Location/Comments ------------------ ----- ----- ----- --- ---- -------- ------------------------ 1 1 Wind Back (S) 20. 0 0. 550 0. 450 180 90 Standard Alumn/Operable/Low-E 2 Door Back (S) 40. 0 0.550 0.450 180 90 Standard Alumn/Patio Door/Low-E 3 Wind Back (S) 15. 0 0. 550 0.450 180 90 Standard Alumn/Operable/Low-E 4 Door Back (S) 48 . 0 0. 550 0. 450 180 90 Standard Alumn/Patio Door/Low-E 5 Wind Right (W) 22 . 5 0. 550 0. 450 270 90 Standard Alumn/Operable/Low-E 6 Wind Right (W) 13 . 5 0.550 0.450 270 90 Standard Alumn/Operable/Low-E 7 Wind Right (W) 30. 0 0.550 0.450 270 90 Standard Alumn/Operable/Low-E 8 Wind Front (N) 30. 0 0. 550 0. 450 0 90 Standard Alumn/Operable/Low-E 9 Wind Front (N) 25. 0 0. 550 0.450 0 90 Standard Alumn/Operable/Low-E 10 Wind Left (E) 20. 0 0. 550 0.450 90 90 Standard Alumn/Operable/Low-E 11 Wind Left (E) 20. 0 0. 550 0. 450 90 90 Standard Alumn/Operable/Low-E 12 Wind Right (W) 10. 0 0. 550 0. 450 270 90 Standard Alumn/Operable/Low-E 13 Wind Front (N) 25. 0 0.550 0.450 0 90 Standard Alumn/Operable/Low-E COMPUTER METHOD SUMMARY Page 3 C-2R Project Title. . . . . . . . . . Plan 1 w/Opt. Bonus Room Date. .03/20/03 16:54:56 OVERHANGS AND SIDE FINS ----------------------- ---Window-- ------Overhang----- ---Left Fin--- ---Right Fin-- Area Left Rght Surface (sf) Wdth Hgth Dpth Hght Ext Ext Ext Dpth Hght Ext Dpth Hght 1 1 Window 20. 0 n/a 5 1 .5 n/a n/a n/a n/a n/a n/a n/a n/a 2 Door 40. 0 n/a 6. 7 1 .5 n/a n/a n/a n/a n/a n/a n/a n/a 3 Window 15. 0 n/a 5 1 . 5 n/a n/a n/a n/a n/a n/a n/a n/a 4 Door 48 . 0 n/a 8 1 .5 n/a n/a n/a n/a n/a n/a n/a n/a 5 Window 22. 5 n/a 4 . 5 1 2 n/a n/a n/a n/a n/a n/a n/a n/a 8 Window 30. 0 n/a 5 6 0 n/a n/a n/a n/a n/a n/a n/a n/a 9 Window 25. 0 n/a 5 1 . 5 n/a n/a n/a n/a n/a n/a n/a n/a 12 Window 10. 0 n/a 5 1 .5 n/a n/a n/a n/a n/a n/a n/a n/a 13 Window 25. 0 n/a 5 1 . 5 n/a n/a n/a n/a n/a n/a n/a n/a SLAB SURFACES ------------- Area Slab Type (sf) ---------------- ------ Standard Slab 2074 HVAC SYSTEMS ------------ Refrigerant Tested ACCA System Minimum Charge and Duct Duct Duct Manual Duct Type Efficiency Airflow Location R-value Leakage D Eff ------------- ----------- ------- ------------- -------- --------- -------- ---- 1 Furnace 0. 800 AFUE n/a Attic R-4 . 2 No No 0.753 ACSplit 10. 00 SEER No Attic R-4. 2 No No 0. 674 WATER HEATING SYSTEMS --------------------- Number Tank External in Energy Size Insulation Tank Type Heater Type Distribution Type System Factor (gal) R-value ------------ ----------- ------------------- ------ -------- ------ ---------- 1 Storage Gas Standard 1 0. 62 40 R- n/a SPECIAL FEATURES AND MODELING ASSUMPTIONS ------------------------------------------ *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This is a multiple orientation building with no orientation restrictions. This printout is for the front facing North. REMARKS COMPUTER METHOD SUMMARY Page 1 C-2R Project Title. . . . . . . . . . Plan 2 Date. . 03/20/03 16: 58:57 Project Address. . . . . . . . La Laguna Estates/Large ******* --------------------- Lake Elsinore, CA *v6. 01* Documentation Author. . . Roland Gonzalez ******* Building Permit Heritage Energy Group 15375 Barranca Pkwy, Suite F-101 Plan Check / Date Irvine, CA 92618 949-789-7221 Field Check/ Da e Climate Zone. . . . . . . . . . . 10 --------------------- Compliance Method. . . . . . MICROPAS6 v6. 01 for 2001 Standards by Enercomp, Inc. MICROPAS6 v6. 01 File-23098P2 Wth-CTZ10S92 Program-FORM C-2R User#-MP0940 User-Heritage Energy Group Run- ------------------------------------------------------------------------------- - MICROPAS6 ENERGY USE SUMMARY---------------------------- - = Energy Use Standard Proposed Compliance = - (kBtu/sf-yr) Design Design Margin = Space Heating. . . . . . . . . . 7. 81 5. 95 1.86 = Space Cooling. . . . . . . . . . 9.87 11. 23 -1. 36 = Water Heating. . . . . . . . . . 12 . 91 10.92 1. 99 - North Total 30. 59 28. 10 2 . 49 - Space Heating. . . . . . . . . . 7 . 81 6.93 0.88 = Space Cooling. . . . . . . . . . 9.87 11. 80 -1.93 Water Heating. . . . . . . . . . 12 .91 10. 92 1.99 East Total 30. 59 29 . 65 0. 94 = Space Heating. . . . . . . . . . 7.81 7. 59 0. 22 - Space Cooling. . . . . . . . . . 9 . 87 9 . 66 0. 21 = Water Heating. . . . . . . . . . 12 . 91 10. 92 1. 99 South Total 30. 59 28. 17 2 . 42 = Space Heating. . . . . . . . . . 7 . 81 6. 70 1. 11 - Space Cooling. . . . . . . . . . 9. 87 10. 78 -0.91 = Water Heating. . . . . . . . . . 12 .91 10.92 1. 99 = West Total 30. 59 28 . 40 2 . 19 = _ *** Building complies with Computer Performance GENERAL INFORMATION ------------------- Conditioned Floor Area. . . . . 2032 sf Building Type. . . . . . . . . . . . . . Single Family Detached Construction Type . . . . . . . . . New Building Front Orientation. Cardinal - N,E,S,W Number of Dwelling Units. . . 1 Number of Building Stories. 1 Weather Data Type. . . . . . . . . . ReducedYear Floor Construction Type. . . . Slab On Grade Number of Building Zones. . . 1 Conditioned Volume. . . . . . . . . 18491 cf Slab-On--Grade Area. . . . . . . . . 2032 sf COMPUTER METHOD SUMMARY Page 2 C-2R Project Title. . . . . . . . . . Plan 2 Date. . 03/20/03 16:58:57 ---------------- --- Glazing Percentage. . . . . . . . . 14.3 % of floor area Average Glazing U-factor. . . 0. 55 Btu/hr-sf-F Average Glazing SHGC. . . . . . . 0.45 Average Ceiling Height. . . . . 9. 1 ft BUILDING ZONE INFORMATION ------------------------- Floor # of Vent Vent Air Area Volume Dwell Cond- Thermostat Height Area Leakage Zone Type (sf) (cf) Units itioned Type (ft) (sf) Credit -------------- ----- ------- ----- ------- ----------- ----- -------- --------- 1 Residence 2032 18491 1. 00 Yes Setback 2 . 0 Standard No OPAQUE SURFACES --------------- Area U- Insul Act Solar Form 3 Location/ Surface (sf) factor R-val Azm Tilt Gains Reference Comments -------------- ------ ----- ----- --- ---- ----- ------------ ---------------- 1 1 Wall 299 0. 088 13 180 90 Yes None exterior: 2 Wall 322 0. 088 13 270 90 Yes None 3 Wall 228 0. 088 13 0 90 Yes None 4 Wall 324 0. 088 13 90 90 Yes None 5 Wall 41 0. 082 13 270 90 No None Garage/house 6 Wall 189 0. 082 13 0 90 No None Garage/house 7 Wall 25 0. 082 13 90 90 No None Garage/house 8 Roof 2032 0. 031 30 n/a 0 Yes None Attic: 9 Door 20 0. 330 0 0 90 Yes None frt door 10 Door 18 0. 330 0 0 90 No None garage door PERIMETER LOSSES ---------------- Length F2 Insul Solar Surface (ft) Factor R-val Gains Location/Comments 1 11 S1abEdge 161 0. 760 R-0 No to outside 12 SlabEdge 28 0. 510 R-0 No to garage- FENESTRATION SURFACES --------------------- Exterior Area U- Act Shade Orientation (sf) factor SHGC Azm Tilt Type Location/Comments ------------------ ----- ----- ----- --- ---- -------- ------------------------ 1 1 Wind Back (S) 40. 0 0. 550 0. 450 180 90 Standard Alumn/Operable/Low-E 2 Door Back (S) 48 . 0 0. 550 0.450 180 90 Standard Alumn/Patio Door/Low-E 3 Wind Back (S) 20. 0 0. 550 0. 450 180 90 Standard Alumn/Operable/Low-E 4 Door Back (S) 48. 0 0. 550 0. 450 180 90 Standard Alumn/Patio Door/Low-E 5 Wind Right (W) 20. 0 0. 550 0.450 270 90 Standard Alumn/Operable/Low-E 6 Wind Right (W) 20. 0 0.550 0.450 270 90 Standard Alumn/Operable/Low-E 7 Wind Front (N) 20. 0 0. 550 0. 450 0 90 Standard Alumn/Operable/Low-E 8 Wind Front (N) 20. 0 0. 550 0. 450 0 90 Standard Alumn/Operable/Low-E 9 Wind Left (E) 30. 0 0.550 0. 450 90 90 Standard Alumn/Operable/Low-E 10 Wind Left (E) 12 . 5 0.550 0. 450 90 90 Standard Alumn/Operable/Low-E 11 Wind Left (E) 12 . 5 0.550 0.450 90 90 Standard Alumn/Operable/Low-E COMPUTER METHOD SUMMARY Page 3 C-2R Project Title. . . . . . . . . . Plan 2 Date. .03/20/03 16:58:57 OVERHANGS AND SIDE FINS ----------------------- ---Window-- ------Overhang----- ---Left Fin--- ---Right Fin-- Area Left Rght Surface (sf) Wdth Hgth Dpth Hght Ext Ext Ext Dpth Hght Ext Dpth Hght 1 1 Window 40. 0 n/a 5 1 . 5 n/a n/a n/a n/a n/a n/a n/a n/a 2 Door 48. 0 n/a 8 1 .5 n/a n/a n/a n/a n/a n/a n/a n/a 3 Window 20. 0 n/a 5 1 .5 n/a n/a n/a n/a n/a n/a n/a n/a 4 Door 48 . 0 n/a 8 1 . 5 n/a n/a n/a n/a n/a n/a n/a n/a 7 Window 20. 0 n/a 5 1 . 5 n/a n/a n/a n/a n/a n/a n/a n/a 11 Window 12. 5 n/a 5 1 1.5 n/a n/a n/a n/a n/a n/a n/a n/a SLAB SURFACES ------------- Area Slab Type (sf) ---------------- ------ 1 Standard Slab 2032 HVAC SYSTEMS ------------ Refrigerant Tested ACCA System Minimum Charge and Duct Duct Duct Manual Duct Type Efficiency Airflow Location R-value Leakage D Eff -------------- ----------- ------- ------------- ------- --------- -------- ---- Furnace 0. 800 AFUE n/a Attic R-4 . 2 No No 0. 753 ACSplit 10. 00 SEER No Attic R-4 . 2 No No 0. 674 WATER HEATING SYSTEMS --------------------- Number Tank External in Energy Size Insulation Tank Type Heater Type Distribution Type System Factor (gal) R-value ------------ ----------- ------------------- ------ -------- ------ ---------- 1 Storage Gas Standard 1 0. 62 40 R- n/a SPECIAL FEATURES AND MODELING ASSUMPTIONS ----------------------------------------- *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This is a multiple orientation building with no orientation restrictions. This printout is for the front facing North. REMARKS COMPUTER METHOD SUMMARY Page 1 C-2R ------------------ -------- Project Title. . . . . . . . . . Plan 2 w/Opt.Bed.5/Office Date. .03/20/03 17:01:27 . . La Laguna Estates Lar ******* Project Address, . . . . . a --------------------- g g Lake Elsinore, CA *v6. 01* Documentation Author. . . Roland Gonzalez ******* Building Permit Heritage Energy Group 15375 Barranca Pkwy, Suite F-101 Plan Check / Date Irvine, CA 92618 949-789-7221 Field Check/ Da Fe - Climate Zone. . . . 10 --------------------- Compliance Method. . . . . . MICROPAS6 v6. 01 for 2001 Standards by Enercomp, Inc. MICROPAS6 v6. 01 File-23098P20 Wth-CTZ10S92 Program-FORM C-2R User#-MP0940 User-Heritage Energy Group Run- ------------------------------------------------------------------------------- MICROPAS6 ENERGY USE SUMMARY---------------------------- - Energy Use Standard Proposed Compliance = (kBtu/sf-yr) Design Design Margin - Space Heating. . . . . . . . . . 8 . 85 7. 15 1.70 = Space Cooling. . . . . . . . . . 10.40 11. 02 -0. 62 = Water Heating. . . . . . . . . . 12 . 18 10. 35 1. 83 = North Total 31. 43 28 . 52 2 .91 = Space Heating. . . . . . . . . . 8.85 7 . 85 1. 00 Space Cooling. . . . . . . . . . 10. 40 11. 87 -1.47 = Water Heating. . . . . . . . . . 12 . 18 10. 35 1. 83 = - -------- -------- -------- - - East Total 31. 43 30. 07 1. 36 = Space Heating. . . . . . . . . . 8.85 8 . 42 0.43 = Space Cooling. . . . . . . . . . 10.40 10. 02 0. 38 = Water Heating. . . . . . . . . . 12 . 18 10. 35 1. 83 = = South Total 31.43 28 .79 2 . 64 = Space Heating. . . . . . . . . . 8 . 85 7. 92 0. 93 = Space Cooling. . . . . . . . . . 10. 40 10.94 -0. 54 = Water Heating. . . . . . . . . . 12 . 18 10. 35 1. 83 = - -------- -------- -------- West Total 31. 43 29. 21 2 . 22 = *** Building complies with Computer Performance ------------------------------------------------------------------- GENERAL INFORMATION ------------------- Conditioned Floor Area. . . . . 2232 sf Building Type. . . . . . . . . . . . . . Single Family Detached Construction Type . . . . . New Building Front Orientation. Cardinal - N,E,S,W Number of Dwelling Units. . . 1 Number of Building Stories. 1 Weather Data Type. . . . . . . . . . ReducedYear Floor Construction Type. . . . Slab On Grade Number of Building Zones. . . 1 Conditioned Volume. . . . . . . . . 20311 cf Slab-On-Grade Area. . . . . . . . . 2232 sf COMPUTER METHOD SUMMARY Page 2 C-2R Project Title. . . . . . . . . . Plan 2 w/Opt.Bed. 5/Office Date. .03/20/03 17:01:27 Glazing Percentage. . . . . . . . . 13. 9 % of floor area Average Glazing U-factor. . . 0. 55 Btu/hr-sf-F Average Glazing SHGC. . . . . . . 0.45 Average Ceiling Height. . . . . 9. 1 ft BUILDING ZONE INFORMATION ------------------------- Floor # of Vent Vent Air Area Volume Dwell Cond- Thermostat Height Area Leakage Zone Type (sf) (cf) Units itioned Type (ft) (sf) Credit -------------- ----- ------- ----- ------- ----------- ----- -------- --------- 1 Residence 2232 20311 1. 00 Yes Setback 2 . 0 Standard No OPAQUE SURFACES --------------- Area U- Insul Act Solar Form 3 Location/ Surface (sf) factor R-val Azm Tilt Gains Reference Comments -------------- ------ ----- ----- --- ---- ----- ------------ ---------------- 1 1 Wall 299 0. 088 13 180 90 Yes None exterior: 2 Wall 322 0. 088 13 270 90 Yes None 3 Wall 304 0. 088 13 0 90 Yes None 4 Wall 493 0. 088 13 90 90 Yes None 5 Wall 211 0. 082 13 270 90 No None Garage/house 6 Wall 189 0. 082 13 0 90 No None Garage/house 7 Wall 25 0. 082 13 90 90 No None Garage/house 8 Roof 2232 0. 031 30 n/a 0 Yes None Attic: 9 Door 20 0. 330 0 0 90 Yes None frt door 10 Door 18 0. 330 0 0 90 No None garage door PERIMETER LOSSES ---------------- Length F2 Insul Solar Surface (ft) Factor R-val Gains Location/Comments ------------ ------ -------- ------- ----- ---------------------- 1 11 S1abEdge 190 0. 760 R-0 No to outside 12 S1abEdge 47 0. 510 R-0 No to garage FENESTRATION SURFACES --------------------- Exterior Area U- Act Shade Orientation (sf) factor SHGC Azm Tilt Type Location/Comments ------------------ ----- ----- ----- --- ---- -------- ------------------------ 1 1 Wind Back (S) 40. 0 0.550 0. 450 180 90 Standard Alumn/Operable/Low-E 2 Door Back (S) 48 . 0 0. 550 0. 450 180 90 Standard Alumn/Patio Door/Low-E 3 Wind Back (S) 20. 0 0. 550 0.450 180 90 Standard Alumn/Operable/Low-E 4 Door Back (S) 48. 0 0. 550 0. 450 180 90 Standard Alumn/Patio Door/Low-E 5 Wind Right (W) 20. 0 0. 550 0. 450 270 90 Standard Alumn/Operable/Low-E 6 Wind Right (W) 20. 0 0. 550 0.450 270 90 Standard Alumn/Operable/Low-E 7 Wind Front (N) 20. 0 0.550 0.450 0 90 Standard Alumn/Operable/Low-E 8 Wind Front (N) 20. 0 0.550 0.450 0 90 Standard Alumn/Operable/Low-E 9 Wind Left (E) 30. 0 0. 550 0.450 90 90 Standard Alumn/Operable/Low-E 10 Wind Left (E) 12. 5 0. 550 0.450 90 90 Standard Alumn/Operable/Low-E 11 Wind Left (E) 12 . 5 0. 550 0. 450 90 90 Standard Alumn/Operable/Low-E 12 Wind Front (N) 20. 0 0. 550 0. 450 0 90 Standard Alumn/Operable/Low-E COMPUTER METHOD SUMMARY Page 3 C-2R Project Title. . . . . . . . . . Plan 2 w/Opt.Bed. 5/Office Date. . 03/20/03 17:01:27 --------------- OVERHANGS AND SIDE FINS ----------------------- ---Window-- ------Overhang----- ---Left Fin--- ---Right Fin-- Area Left Rght Surface (sf) Wdth Hgth Dpth Hght Ext Ext Ext Dpth Hght Ext Dpth Hght ----------- ----- ----- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 1 1 Window 40. 0 n/a 5 1 . 5 n/a n/a n/a n/a n/a n/a n/a n/a 2 Door 48. 0 n/a 8 1 . 5 n/a n/a n/a n/a n/a n/a n/a n/a 3 Window 20. 0 n/a 5 1 . 5 n/a n/a n/a n/a n/a n/a n/a n/a 4 Door 48. 0 n/a 8 1 . 5 n/a n/a n/a n/a n/a n/a n/a n/a 7 Window 20. 0 n/a 5 1 . 5 n/a n/a n/a n/a n/a n/a n/a n/a 11 Window 12 . 5 n/a 5 1 1. 5 n/a n/a n/a n/a n/a n/a n/a n/a 12 Window 20. 0 n/a 5 1 . 5 n/a n/a n/a n/a n/a n/a n/a n/a SLAB SURFACES ------------- Area Slab Type (sf) ---------------- ------ Standard Slab 2232 HVAC SYSTEMS ------------ Refrigerant Tested ACCA System Minimum Charge and Duct Duct Duct Manual Duct Type Efficiency Airflow Location R-value Leakage D Eff ------------- ------------ ------- ------------- ------- --------- -------- ---- 1 Furnace 0. 800 AFUE n/a Attic R-4 . 2 No No 0. 753 ACSplit 10. 00 SEER No Attic R-4 .2 No No 0. 674 WATER HEATING SYSTEMS --------------------- Number Tank External in Energy Size Insulation Tank Type Heater Type Distribution Type System Factor (gal) R-value ------------- ----------- ------------------- ------ -------- ------ ---------- 1 Storage Gas Standard 1 0. 62 40 R- n/a SPECIAL FEATURES AND MODELING ASSUMPTIONS ----------- ----------------------------- *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This is a multiple orientation building with no orientation restrictions. This printout is for the front facing North. REMARKS COMPUTER METHOD SUMMARY Page 1 C-2R ---------- Project Title. . . . . . . . . . Plan 3 Date. . 03/20/03 17:28:28 Project Address. . . . . . . . La Laguna Estates/Large ******* --------------------- Lake Elsinore, CA *v6. 01* Documentation Author. . . Roland Gonzalez ******* Building Permit Heritage Energy Group 15375 Barranca Pkwy, Suite F-101 Plan Check / Date Irvine, CA 92618 949-789-7221 Field C ec Date Climate Zone. . . . . . 10 --------------------- Compliance Method. . . . . . MICROPAS6 v6. 01 for 2001 Standards by Enercomp, Inc. ----------------------- ----- MICROPAS6 v6. 01 File-23098P3--Wth-CTZ10S92 Program-FORM C-2R User#-MP0940 User-Heritage Energy Group Run- ------------------------------------------------------------------------------- ---------------------------------------------------------------------- MICROPAS6 ENERGY USE SUMMARY = ---------------------------- = Energy Use Standard Proposed Compliance = (kBtu/sf-yr) Design Design Margin = = Space Heating. . . . . . . . . . 8 . 69 7 .54 1. 15 = = Space Cooling. . . . . . . . . . 10. 38 12. 28 -1. 90 = Water Heating. . . . . . . . . . 11.93 10. 15 1. 78 = = North Total 31. 00 29 . 97 1. 03 - = Space Heating. . . . . . . . . . 8. 69 8. 33 0. 36 Space Cooling. . . . . . . . . . 10. 38 12 . 48 -2 . 10 = = Water Heating. . . . . . . . . . 11. 93 10. 15 1. 78 = East Total 31. 00 30. 96 0. 04 = Space Heating. . . . . . . . . . 8 . 69 8 . 55 0. 14 - Space Cooling. . . . . . . . . . 10. 38 9. 44 0. 94 = Water Heating. . . . . . . . . . 11.93 10. 15 1.78 = South Total 31. 00 28. 14 2 . 86 - Space Heating. . . . . . . . . . 8 . 69 7 .48 1. 21 = Space Cooling. . . . . . . . . . 10. 38 11. 86 -1. 48 - Water Heating. . . . . . . . . . 11.93 10. 15 1.78 - West Total 31. 00 29 . 49 1. 51 - *** Building complies with Computer Performance GENERAL INFORMATION ------------------- Conditioned Floor Area. . . . . 2311 sf Building Type. . . . . . . . . . . . . . Single Family Detached Construction Type . . . . . . . . . New Building Front Orientation. Cardinal - N,E,S,W Number of Dwelling Units. . . 1 Number of Building Stories. 2 Weather Data Type. . . . . . . . . . ReducedYear Floor Construction Type. . . . Slab On Grade Number of Building Zones. . . 1 Conditioned Volume. . . . . . . . . 19869 cf Slab-On-Grade Area. . . . . . . . . 1150 sf COMPUTER METHOD SUMMARY Page 2 C-2R Project Title. . . . . . . . . . Plan 3 Date. . 03/20/03 17:28:28 ------------------- Glazing Percentage. . . . . . . . . 16.3 % of floor area Average Glazing U-factor. . . 0.55 Btu/hr-sf-F Average Glazing SHGC. . . . . . . 0. 45 Average Ceiling Height. . . . . 8. 6 ft BUILDING ZONE INFORMATION ------------------------- Floor # of Vent Vent Air Area Volume Dwell Cond- Thermostat Height Area Leakage Zone Type (sf) (cf) Units itioned Type (ft) (sf) Credit -------------- ----- ------- ----- ------- ----------- ----- -------- --------- 1 Residence 2311 19869 1. 00 Yes Setback 8. 0 Standard No OPAQUE SURFACES --------------- Area U- Insul Act Solar Form 3 Location/ Surface (sf) factor R-val Azm Tilt Gains Reference Comments -------------- ------ ----- ----- --- ---- ----- ------------ ---------------- 1 1 Wall 495 0. 088 13 180 90 Yes None exterior: 2 Wall 459 0. 088 13 270 90 Yes None 3 Wall 465 0. 088 13 0 90 Yes None 4 Wall 489 0. 088 13 90 90 Yes None 5 Wall 25 0. 082 13 270 90 No None Garage/house 6 Wall 189 0. 082 13 0 90 No None Garage/house 7 Wall 25 0. 082 13 90 90 No None Garage/house 8 Floor 6 0. 064 13 n/a 0 No None O/Garage: 9 Floor 76 0. 049 19 n/a 0 Yes None Expo Flr: 10 Roof 1231 0. 031 30 n/a 0 Yes None Attic: 11 Door 20 0. 330 0 0 90 Yes None frt door 12 Door 18 0. 330 0 0 90 No None garage door PERIMETER LOSSES ---------------- Length F2 Insul Solar Surface (ft) Factor R-val Gains Location/Comments ------------ ------ -------- ------- ----- ---------------------- 1 13 SlabEdge 123 0. 760 R-0 No to outside 14 SlabEdge 26 0. 510 R-0 No to garage FENESTRATION SURFACES --------------------- Exterior Area U- Act Shade Orientation (sf) factor SHGC Azm Tilt Type Location/Comments ------------------ ----- ----- ----- --- ---- -------- ------------------------ 1 1 Wind Back (S) 30. 0 0.550 0.450 180 90 Standard Alumn/Operable/Low-E 2 Wind Back (S) 30. 0 0. 550 0.450 180 90 Standard Alumn/Operable/Low-E 3 Door Back (S) 48 . 0 0. 550 0. 450 180 90 Standard Alumn/Patio Door/Low-E 4 Wind Back (S) 30. 0 0. 550 0.450 180 90 Standard Alumn/Operable/Low-E 5 Wind Back (S) 16. 0 0. 550 0.450 180 90 Standard Alumn/Operable/Low-E 6 Wind Back (S) 20. 0 0. 550 0. 450 180 90 Standard Alumn/Operable/Low-E 7 Door Back (S) 33 . 3 0. 550 0. 450 180 90 Standard Alumn/Patio Door/Low-E 8 Wind Back (S) 20. 0 0. 550 0. 450 180 90 Standard Alumn/Operable/Low-E 9 Wind Right (W) 20. 3 0. 550 0.450 270 90 Standard Alumn/Operable/Low-E 10 Wind Right (W) 18 . 0 0. 550 0.450 270 90 Standard Alumn/Operable/Low-E 11 Wind Right (W) 16. 0 0. 550 0.450 270 90 Standard Alumn/Operable/Low-E 12 Wind Front (N) 8 . 0 0. 550 0. 450 0 90 Standard Alumn/Fixed/Low-E 13 Wind Front (N) 12 .0 0. 550 0. 450 0 90 Standard Alumn/Fixed/Low-E COMPUTER METHOD SUMMARY Page 3 C-2R Project Title. . . . . . . . . . Plan 3 Date. . 03/20/03 17:28:28 FENESTRATION SURFACES --------------------- Exterior Area U- Act Shade Orientation (sf) factor SHGC Azm Tilt Type Location/Comments 14 Wind Front (N) 15. 0 0. 550 0. 450 0 90 Standard Alumn/Operable/Low-E 15 Wind Front (N) 15. 0 0. 550 0. 450 0 90 Standard Alumn/Fixed/Low-E 16 Wind Front (N) 20. 0 0. 550 0.450 0 90 Standard Alumn/Operable/Low-E 17 Wind Left (E) 20. 0 0. 550 0.450 90 90 Standard Alumn/Fixed/Low-E 18 Wind Left (E) 4 . 0 0.550 0.450 90 90 Standard Alumn/Operable/Low-E OVERHANGS AND SIDE FINS ----------------------- ---Window-- ------Overhang----- ---Left Fin--- ---Right Fin--- Area Left Rght Surface (sf) Wdth Hgth Dpth Hght Ext Ext Ext Dpth Hght Ext Dpth Hght ----------- ----- ----- ----- ---- ---- ----- ---- ---- ---- ---- ---- ---- ---- 1 3 Door 48. 0 n/a 8 6 1 n/a n/a n/a n/a n/a n/a n/a n/a 5 Window 16. 0 n/a 4 1 . 5 n/a n/a n/a n/a n/a n/a n/a n/a 6 Window 20. 0 n/a 4 1 . 5 n/a n/a n/a n/a n/a n/a n/a n/a 7 Door 33 . 3 n/a 6. 7 1 . 5 n/a n/a n/a n/a n/a n/a n/a n/a 8 Window 20. 0 n/a 4 1 . 5 n/a n/a n/a n/a n/a n/a n/a n/a 12 Window 8 . 0 n/a 4 10 0 n/a n/a n/a n/a n/a n/a n/a n/a 13 Window 12 . 0 n/a 4 1 . 5 n/a n/a n/a n/a n/a n/a n/a n/a 14 Window 15. 0 n/a 5 1. 5 0 n/a n/a n/a n/a n/a n/a n/a n/a 15 Window 15. 0 n/a 5 1 . 5 n/a n/a n/a n/a n/a n/a n/a n/a 16 Window 20. 0 n/a 4 1 . 5 n/a n/a n/a n/a n/a n/a n/a n/a SLAB SURFACES ------------- Area Slab Type (sf) 1 Standard Slab 1150 HVAC SYSTEMS ------------ Refrigerant Tested ACCA System Minimum Charge and Duct Duct Duct Manual Duct Type Efficiency Airflow Location R-value Leakage D Eff -------------- ------------ ------- ------------- ------- --------- -------- ---- 1 Furnace 0.800 AFUE n/a Attic R-4 . 2 No No 0.782 ACSplit 10. 00 SEER No Attic R-4 . 2 No No 0. 696 WATER HEATING SYSTEMS --------------------- Number Tank External in Energy Size Insulation Tank Type Heater Type Distribution Type System Factor (gal) R-value ------------ ----------- ------------------- ------ -------- ------ ---------- 1 Storage Gas Standard 1 0. 62 40 R- n/a SPECIAL FEATURES AND MODELING ASSUMPTIONS ----------------------------------------- *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** COMPUTER METHOD SUMMARY Page 4 C-2R Project Title. . . . . . . . . . Plan 3 Date. . 03/20/03 17:28:28 SPECIAL FEATURES AND MODELING ASSUMPTIONS ----------------------------------------- This is a multiple orientation building with no orientation restrictions. This printout is for the front facing North. REMARKS COMPUTER METHOD SUMMARY Page 1 C-2R Project Title. . . . . . . . . . Plan 3 w/Opt. Bed. 6/Den Date. . 03/20/03 17:32:03 Project Address. . . La Laguna Estates/Large ******* --------------------- Lake Elsinore, CA *v6. 01* Documentation Author. . . Roland Gonzalez ******* Building Permit Heritage Energy Group 15375 Barranca Pkwy, Suite F-101 Plan Check / Date Irvine, CA 92618 949-789-7221 Field Check/ Date Climate Zone. . . . . . 10 _____________________ Compliance Method. . . . . . MICROPAS6 v6. 01 for 2001 Standards by Enercomp, Inc. MICROPAS6 v6. 01 File-23098P30 Wth-CTZ10S92 Program-FORM C-2R User#-MP0940 User-Heritage Energy Group Run- ------------------------------------------_------------------------------------- = MICROPAS6 ENERGY USE SUMMARY ---------------------------- Energy Use Standard Proposed Compliance = (kBtu/sf-yr) Design Design Margin = _ ----------------------- ---------- ---------- ---------- _ Space Heating. . . . . . . . . . 9 . 66 8. 46 1. 20 = Space Cooling. . . . . . . . . . 10.76 12 . 00 -1. 24 = = Water Heating. . . . . . . . . . 11. 30 9. 65 1. 65 = North Total 31. 72 30. 11 1. 61 = Space Heating. . . . . . . . . . 9. 66 9 . 08 0. 58 = = Space Cooling. . . . . . . . . . 10.76 12 .92 -2 . 16 - Water Heating. . . . . . . . . . 11. 30 9. 65 1.65 = East Total 31.72 31. 65 0. 07 - Space Heating. . . . . . . . . . 9 . 66 9. 38 0. 28 = Space Cooling. . . . . . . . . . 10. 76 10. 22 0. 54 = = Water Heating. . . . . . . . . . 11. 30 9 . 65 1. 65 = South Total 31. 72 29 .25 2 . 47 = Space Heating. . . . . . . . . . 9. 66 8. 65 1. 01 - - Space Cooling. . . . . . . . . . 10. 76 12 . 05 -1. 29 = = Water Heating. . . . . . . . . . 11. 30 9 . 65 1. 65 = West Total 31.72 30. 35 1. 37 = _ *** Building complies with Computer Performance GENERAL INFORMATION ------------------- Conditioned Floor Area. . . . . 2521 sf Building Type. . . . . . . . . . . . . . Single Family Detached Construction Type . . . . . . . . . New Building Front Orientation. Cardinal - N,E,S,W Number of Dwelling Units. . . 1 Number of Building Stories. 2 Weather Data Type. . . . . . . . . . ReducedYear Floor Construction Type. . . . Slab On Grade Number of Building Zones. . . 1 Conditioned Volume. . . . . . . . . 21780 cf Slab-On-Grade Area. . . . . . . . . 1360 sf COMPUTER METHOD SUMMARY Page 2 C-2R Project Title. . . . . . . . . . Plan 3 w/Opt. Bed. 6/Den Date. . 03/20/03 17 : 32 :03 ------------ Glazing Percentage. . . . . . . . . 16. 5 % of floor area Average Glazing U-factor. . . 0. 55 Btu/hr-sf-F Average Glazing SHGC. . . . . . . 0. 45 Average Ceiling Height. . . . . 8. 6 ft BUILDING ZONE INFORMATION ------------------------- Floor # of Vent Vent Air Area Volume Dwell Cond- Thermostat Height Area Leakage Zone Type (sf) (cf) Units itioned Type (ft) (sf) Credit -------------- ----- ------- ----- ------- ------------ ----- -------- --------- 1 Residence 2521 21780 1. 00 Yes Setback 8. 0 Standard No OPAQUE SURFACES --------------- Area U- Insul Act Solar Form 3 Location/ Surface (sf) factor R-val Azm Tilt Gains Reference Comments 1 1 Wall 495 0. 088 13 180 90 Yes None exterior: 2 Wall 459 0. 088 13 270 90 Yes None 3 Wall 535 0. 088 13 0 90 Yes None 4 Wall 659 0 . 088 13 90 90 Yes None 5 Wall 211 0. 082 13 270 90 No None Garage/house 6 Wall 189 0. 082 13 0 90 No None Garage/house 7 Wall 25 0. 082 13 90 90 No None Garage/house 8 Floor 6 0. 064 13 n/a 0 No None O/Garage: 9 Floor 76 0. 049 19 n/a 0 Yes None Expo Fir: 10 Roof 1441 0. 031 30 n/a 0 Yes None Attic: 11 Door 20 0. 330 0 0 90 Yes None frt door 12 Door 18 0. 330 0 270 90 No None garage door PERIMETER LOSSES ---------------- Length F2 Insul Solar Surface (ft) Factor R-val Gains Location/Comments ------------ ------ -------- ------- ----- ---------------------- 1 13 SlabEdge 154 0. 760 R-0 No to outside 14 SlabEdge 47 0. 510 R-0 No to garage FENESTRATION SURFACES --------------------- Exterior Area U- Act Shade Orientation (sf) factor SHGC Azm Tilt Type Location/Comments ------------------ ----- ----- ----- --- ---- -------- ------------------------ 1 1 Wind Back (S) 30. 0 0. 550 0.450 180 90 Standard Alumn/Operable/Low-E 2 Wind Back (S) 30. 0 0. 550 0. 450 180 90 Standard Alumn/Operable/Low-E 3 Door Back (S) 48 . 0 0. 550 0. 450 180 90 Standard Alumn/Patio Door/Low-E 4 Wind Back (S) 30. 0 0. 550 0.450 180 90 Standard Alumn/Operable/Low-E 5 Wind Back (S) 16. 0 0. 550 0.450 180 90 Standard Alumn/Operable/Low-E 6 Wind Back (S) 20. 0 0. 550 0. 450 180 90 Standard Alumn/operable/Low-E 7 Door Back (S) 33 .3 0.550 0. 450 180 90 Standard Alumn/Patio Door/Low-E 8 Wind Back (S) 20. 0 0. 550 0. 450 180 90 Standard Alumn/Operable/Low-E 9 Wind Right (W) 20. 3 0. 550 0.450 270 90 Standard Alumn/Operable/Low-E 10 Wind Right (W) 18. 0 0. 550 0.450 270 90 Standard Alumn/Operable/Low-E 11 Wind Right (W) 16. 0 0. 550 0.450 270 90 Standard Alumn/Operable/Low-E 12 Wind Front (N) 8 . 0 0.550 0.450 0 90 Standard Alumn/Fixed/Low-E 13 Wind Front (N) 12 . 0 0. 550 0. 450 0 90 Standard Alumn/Fixed/Law-E COMPUTER METHOD SUMMARY Page 3 C-2R Project Title. . . . . . . . . . Plan 3 w/Opt. Bed. 6/Den Date. . 03/20/03 17:32: 03 --------------- FENESTRATION SURFACES --------------------- Exterior Area U- Act Shade Orientation (sf) factor SHGC Azm Tilt Type Location/Comments ------------------ ----- ----- ----- --- ---- -------- -------n---------------- 14 Wind Front (N) 15. 0 0. 550 0.450 0 90 Standard Alumn/Operable/Low-E 15 Wind Front (N) 15. 0 0. 550 0.450 0 90 Standard Alumn/Faxed/Low-E 16 Wind Front (N) 20. 0 0.550 0. 450 0 90 Standard Alumn/Operable/Low-E 17 Wind Left (E) 20. 0 0. 550 0. 450 90 90 Standard Alumn/Faxed/Low-E 18 Wind Left (E) 4 . 0 0. 550 0.450 90 90 Standard Alumn/Operable/Low-E 19 Wind Front (N) 25. 0 0. 550 0.450 0 90 Standard Alumn/Operable/Low-E 20 Wind Left (E) 15. 0 0.550 0. 450 90 90 Standard Alumn/Faxed/Low-E OVERHANGS AND SIDE FINS ----------------------- ---Window-- ------Overhang----- ---Left Fin--- ---Right Fin-- Area Left Rght Surface (sf) Wdth Hgth Dpth Hght Ext Ext Ext Dpth Hght Ext Dpth Hght ----------- ----- ----- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 1 3 Door 48 . 0 n/a 8 6 1 n/a n/a n/a n/a n/a n/a n/a n/a 5 Window 16. 0 n/a 4 1 . 5 n/a n/a n/a n/a n/a n/a n/a n/a 6 Window 20. 0 n/a 4 1 .5 n/a n/a n/a n/a n/a n/a n/a n/a 7 Door 33 . 3 n/a 6. 7 1 . 5 n/a n/a n/a n/a n/a n/a n/a n/a 8 Window 20. 0 n/a 4 1 . 5 n/a n/a n/a n/a n/a n/a n/a n/a 12 Window 8. 0 n/a 4 10 0 n/a n/a n/a n/a n/a n/a n/a n/a 13 Window 12 . 0 n/a 4 1 . 5 n/a n/a n/a n/a n/a n/a n/a n/a 14 Window 15. 0 n/a 5 1. 5 0 n/a n/a n/a n/a n/a n/a n/a n/a 15 Window 15 . 0 n/a 5 1 . 5 n/a n/a n/a n/a n/a n/a n/a n/a 16 Window 20. 0 n/a 4 1 . 5 n/a n/a n/a n/a n/a n/a n/a n/a 19 Window 25. 0 n/a 5 1 . 5 n/a n/a n/a n/a n/a n/a n/a n/a SLAB SURFACES ------------- Area Slab Type (sf) ---------------- ------ Standard Slab 1360 HVAC SYSTEMS ------------ Refrigerant Tested ACCA System Minimum Charge and Duct Duct Duct Manual Duct Type Efficiency Airflow Location R-value Leakage D Eff ------------- ----------- ------- ------------- ------- --------- -------- ---- 1 Furnace 0. 800 AFUE n/a Attic R-4 .2 No No 0.782 ACSplit 10. 00 SEER No Attic R-4 .2 No No 0. 696 WATER HEATING SYSTEMS --------------------- Number Tank External in Energy Size Insulation Tank Type Heater Type Distribution Type System Factor (gal) R-value ------------ ----------- ------------------- ------ -------- ------ ---------- 1 Storage Gas Standard 1 0. 62 40 R- n/a • Y COMPUTER METHOD SUMMARY Page 4 C-2R Project Title. . . . . . . . . . Plan 3 w/Opt. Bed. 6/Den Date. . 03/20/03 17:32 :03 SPECIAL FEATURES AND MODELING ASSUMPTIONS ----------------------------------------- *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This is a multiple orientation building with no orientation restrictions. This printout is for the front facing North. REMARKS COMPUTER METHOD SUMMARY Page 1 C-2R Project Title. . . . . . . . . . Plan 4 Date. . 03/20/03 17 :40: 14 Project Address. . . . . . . . La Laguna Estates/Large ******* --------------------- Lake Elsinore, CA *v6. 01* Documentation Author. . . Roland Gonzalez ******* Building Permit Heritage Energy Group 15375 Barranca Pkwy, Suite F-101 Plan Check / Date Irvine, CA 92618 949-789-7221 Field check/ Da e Climate Zone. . . . . . 10 --------------------- Compliance Method. . . . . . MICROPAS6 v6. 01 for 2001 Standards by Enercomp, Inc. MICROPAS6 v6. 01 File-23098P4 Wth-CTZ10S92 Program-FORM C-2R User#-MP0940 User-Heritage Energy Group Run- -------------------------------------------------------------------------- = MICROPAS6 ENERGY USE SUMMARY---------------------------- - Energy Use Standard Proposed Compliance - - (kBtu/sf-yr) Design Design Margin = _ ----------------------- ---------- ---------- ---------- Space Heating. . . . . . . . . . 8. 57 7 .49 1. 08 = Space Cooling. . . . . . . . . . 10. 17 10. 33 -0. 16 - Water Heating. . . . . . . . . . 11. 14 9. 51 1. 63 = North Total 29. 88 27 . 33 2 . 55 - Space Heating. . . . . . . . . . 8 . 57 8. 02 0.55 - Space Cooling. . . . . . . . . . 10. 17 10. 53 -0. 36 = = Water Heating. . . . . . . . . . 11. 14 9 . 51 1. 63 = East Total 29 . 88 28 . 06 1. 82 = = Space Heating. . . . . . . . . . 8 . 57 8 . 47 0. 10 = = Space Cooling. . . . . . . . . . 10. 17 8. 90 1.27 = Water Heating. . . . . . . . . . 11. 14 9 . 51 1. 63 = South Total 29.88 26. 88 3 . 00 - Space Heating. . . . . . . . . . 8 . 57 7 .81 0. 76 - = Space Cooling. . . . . . . . . . 10. 17 9 . 73 0.44 = Water Heating. . . . . . . . . . 11. 14 9. 51 1. 63 = = West Total 29 .88 27 . 05 2.83 = *** Building complies with Computer Performance GENERAL INFORMATION ------------------- Conditioned Floor Area. . . . . 2558 sf Building Type. . . . . . . . . . . . . . Single Family Detached Construction Type . . . . . . . . . New Building Front Orientation. Cardinal - N,E,S,W Number of Dwelling Units. . . 1 Number of Building Stories. 2 Weather Data Type. . . . . . . . . . ReducedYear Floor Construction Type. . . . Slab On Grade Number of Building Zones. . . 1 Conditioned Volume. . . . . . . . . 21863 cf Slab-On-Grade Area. . . . . . . . . 1143 sf COMPUTER METHOD SUMMARY Page 2 C-2R Project Title. . . . . . . . . . Plan 4 Date. . 03/20/03 17:40:14 ----------.--_____----- Glazing Percentage. . . . . . . . . 14 .9 % of floor area Average Glazing U-factor. . . 0.55 Btu/hr-sf-F Average Glazing SHGC. . . . . . . 0. 45 Average Ceiling Height. . . . . 8.5 ft BUILDING ZONE INFORMATION ------------------------- Floor # of Vent Vent Air Area Volume Dwell Cond- Thermostat Height Area Leakage Zone Type (sf) (cf) Units itioned Type (ft) (sf) Credit -------------- ----- ------- ----- ------- ----------- ----- -------- --------- 1 Residence 2558 21863 1. 00 Yes Setback 8. 0 Standard No OPAQUE SURFACES --------------- Area U- Insul Act Solar Form 3 Location/ Surface (sf) factor R-val Azm Tilt Gains Reference Comments -------------- ------ ----- ----- --- ---- ----- ------------ ---------------- 1 1 Wall 444 0. 088 13 180 90 Yes None exterior: 2 Wall 488 0. 088 13 270 90 Yes None 3 Wall 354 0. 088 13 0 90 Yes None 4 Wall 492 0. 088 13 90 90 Yes None 5 Wall 189 0. 082 13 270 90 No None Garage/house 6 Wall 189 0. 082 13 0 90 No None Garage/house 7 Wall 34 0. 082 13 90 90 No None Garage/house 8 Floor 391 0. 064 13 n/a 0 No None O/Garage: 9 Roof 1522 0. 031 30 n/a 0 Yes None Attic: 10 Door 20 0. 330 0 0 90 Yes None frt door 11 Door 18 0. 330 0 0 90 No None garage door PERIMETER LOSSES ---------------- Length F2 Insul Solar Surface (ft) Factor R-val Gains Location/Comments ------------ ------ -------- ------- ----- ---------------------- 1 12 S1abEdge 99 0 . 760 R-0 No to outside 13 SlabEdge 45 0.510 R-0 No to garage FENESTRATION SURFACES --------------------- Exterior Area U- Act Shade Orientation (sf) factor SHGC Azm Tilt Type Location/Comments ------------------ ----- ----- ----- --- ---- -------- ------------------------- 1 1 Door Back (S) 40. 0 0. 550 0. 450 180 90 Standard Alumn/Patio Door/Low-E 2 Wind Back (S) 15. 0 0. 550 0. 450 180 90 Standard Alumn/Operable/Low-E 3 Door Back (S) 48 . 0 0.550 0.450 180 90 Standard Alumn/Patio Door/Law-E 4 Door Back (S) 40. 0 0. 550 0. 450 180 90 Standard Alumn/Patio Door/Low-E 5 Wind Back (S) 32 . 0 0. 550 0.450 180 90 Standard Alumn/Operable/Low-E 6 Wind Right (W) 22 . 5 0. 550 0.450 270 90 Standard Alumn/Operable/Low-E 7 Wind Right (W) 13 . 5 0. 550 0.450 270 90 Standard Alumn/Operable/Low-E 8 Wind Right (W) 6. 0 0.550 0.450 270 90 Standard Alumn/Operable/Low--E 9 Wind Right (W) 16. 0 0. 550 0. 450 270 90 Standard Alumn/Operable/Low-E 10 Wind Front (N) 30. 0 0. 550 0.450 0 90 Standard Alumn/Operable/Low-E 11 Wind Front (N) 30. 0 0.550 0. 450 0 90 Standard Alumn/Operable/Low-E 12 Wind Front (N) 18 . 0 0. 550 0. 450 0 90 Standard Alumn/Fixed/Low-E 13 Wind Left (E) 30. 0 0. 550 0. 450 90 90 Standard Alumn/Operable/Low-E 14 Wind Left (E) 15. 0 0. 550 0.450 90 90 Standard Alumn/Operable/Low-E COMPUTER METHOD SUMMARY Page 3 C-2R Project Title. . . . . . . . . . Plan 4 Date. . 03/20/03 17:40:14 FENESTRATION SURFACES --------------------- Exterior Area U- Act Shade Orientation (sf) factor SHGC Azm Tilt Type Location/Comments 15 Wind Left (E) 6. 0 0. 550 0.450 90 90 Standard Alumn/Operable/Low-E 16 Wind Left (E) 20. 0 0. 550 0.450 90 90 Standard Alumn/Operable/Low-E OVERHANGS AND SIDE FINS ----------------------- ---Window-- ------Overhang----- ---Left Fin--- ---Right Fin-- Area Left Rght Surface (sf) Wdth Hgth Dpth Hght Ext Ext Ext Dpth Hght Ext Dpth Hght ----------- ----- ----- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 1 1 Door 40. 0 n/a 8 8 1 n/a n/a n/a n/a n/a n/a n/a n/a 4 Door 40. 0 n/a 6.7 1 . 5 n/a n/a n/a n/a n/a n/a n/a n/a 5 Window 32 . 0 n/a 4 1 . 5 n/a n/a n/a n/a n/a n/a n/a n/a 8 Window 6. 0 n/a 3 1 .5 n/a n/a n/a n/a n/a n/a n/a n/a 9 Window 16. 0 n/a 4 1 . 5 n/a n/a n/a n/a n/a n/a n/a n/a 10 Window 30. 0 n/a 5 6 0 n/a n/a n/a n/a n/a n/a n/a n/a 11 Window 30. 0 n/a 5 2 0 n/a n/a n/a n/a n/a n/a n/a n/a 12 Window 18 . 0 n/a 3 1 1. 5 n/a n/a n/a n/a n/a n/a n/a n/a 14 Window 15. 0 n/a 5 1 . 5 n/a n/a n/a n/a n/a n/a n/a n/a 15 Window 6. 0 n/a 3 1 . 5 n/a n/a n/a n/a n/a n/a n/a n/a 16 Window 20. 0 n/a 4 1 .5 n/a n/a n/a n/a n/a n/a n/a n/a SLAB SURFACES ------------- Area Slab Type (sf) ---------------- ------ 1 Standard Slab 1143 HVAC SYSTEMS ------------ Refrigerant Tested ACCA System Minimum Charge and Duct Duct Duct Manual Duct Type Efficiency Airflow Location R-value Leakage D Eff ------------- ----------- ------- ------------- ------- --------- -------- ---- 1 Furnace 0. 800 AFUE n/a Attic R-4 .2 No No 0.782 ACSplit 10. 00 SEER No Attic R-4 .2 No No 0. 696 WATER HEATING SYSTEMS --------------------- Number Tank External in Energy Size Insulation Tank Type Heater Type Distribution Type System Factor (gal) R-value ------------ ----------- ------------------- ------ -------- ------ ---------- 1 Storage Gas Standard 1 0. 62 40 R- n/a SPECIAL FEATURES AND MODELING ASSUMPTIONS ----------------------------------------- *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This is a multiple orientation building with no orientation restrictions. This printout is 'for the front facing North. COMPUTER METHOD SUMMARY Page 1 C-2R __------------------ Project Title. . . . . . . . . . Plan 4 w/Opt. Den/Bed. 6 Date. . 03/20/03 17:45:58 Project Address. . . . . . . . La Laguna Estates/Large ******* --------------------- Lake Elsinore, CA *v6. 01* Documentation Author. . . Roland Gonzalez ******* Building Permit Heritage Energy Group 15375 Barranca Pkwy, Suite F-101 Plan Check / Date Irvine, CA 92618 949-789-7221 Field C ec Da e Climate Zone. . . . . . 10 --------------------- Compliance Method. . . . . . MICROPAS6 v6.01 for 2001 Standards by Enercomp, Inc. ------------------------------------------- MICROPAS6 v6. 01 File-23098P40 Wth-CTZ10S92 Program-FORM C-2R User#-MP0940 User-Heritage Energy Group Run- --------------------------------------------------------------------------------_ = MICROPAS6 ENERGY USE SUMMARY = ---------------------------- Energy Use Standard Proposed Compliance = (kBtu/sf-yr) Design Design Margin = - Space Heating. . . . . . . . . . 8 .47 7. 65 0. 82 = Space Cooling. . . . . . . . . . 9.79 10. 08 -0. 29 - Water Heating. . . . . . . . . . 10. 31 8 . 80 1. 51 = - North Total 28. 57 26. 53 2 . 04 = = Space Heating. . . . . . . . . . 8 . 47 7.95 0. 52 = Space Cooling. . . . . . . . . . 9 . 79 10. 66 -0. 87 = Water Heating. . . . . . . . . . 10. 31 8 . 80 1. 51 = = East Total 28 . 57 27 . 41 1. 16 = - Space Heating. . . . . . . . . . 8 . 47 8 . 36 0. 11 = Space Cooling. . . . . . . . . . 9 . 79 9 .22 0. 57 Water Heating. . . . . . . . . . 10. 31 8. 80 1. 51 = = South Total 28 . 57 26. 38 2 . 19 - Space Heating. . . . . . . . . . 8.47 7. 91 0. 56 = Space Cooling. . . . . . . . . . 9 . 79 9 .86 -0. 07 = Water Heating. . . . . . . . . . 10. 31 8. 80 1. 51 = West Total 28 . 57 26. 57 2 . 00 = *** Building complies with Computer Performance *** -- GENERAL INFORMATION ------------------- Conditioned Floor Area. . . . . 2763 sf Building Type. . . . . . . . . . . . . . Single Family Detached Construction Type . . . . . . . . . New Building Front Orientation. Cardinal - N,E,S,W Number of Dwelling Units. . . 1 Number of Building Stories. 2 Weather Data Type. . . . . . . . . . ReducedYear Floor Construction Type. . . . Slab On Grade Number of Building Zones. . . 2 Conditioned Volume. . . . . . . . . 23729 cf Slab-On-Grade Area. . . . . . . . . 1348 sf COMPUTER METHOD SUMMARY Page 2 C-2R Project Title. . . . . . . . . . Plan 4 w/Opt. Den/Bed. 6 Date. . 03/20/03 17:45:58 -----_-_ ------------------------------------------------------------------------ Glazin Percentage. . . . . . . . . 14 . 7 % of floor area Average Glazing U-factor. . . 0. 55 Btu/hr-sf-F Average Glazing SHGC. . . . . . . 0.45 Average Ceiling Height. . . . . 8. 6 ft BUILDING ZONE INFORMATION ------------------------- Floor # of Vent Vent Air Area Volume Dwell Cond- Thermostat Height Area Leakage Zone Type (sf) (cf) Units itioned Type (ft) (sf) Credit -------------- ----- ------- ----- ------- ----------- ----- -------- --------- 1 Residence 1348 12267 0. 49 Yes Setback 8 . 0 Standard No 2 Residence 1415 11462 0. 51 Yes Setback 8. 0 Standard No OPAQUE SURFACES --------------- Area U- Insul Act Solar Form 3 Location/ Surface (sf) factor R-val Azm Tilt Gains Reference Comments -------------- ------ ----- ----- --- ---- ----- ------------ ---------------- 1 1 Wall 225 0. 088 13 180 90 Yes None exterior: 3 Wall 173 0. 088 13 270 90 Yes None 5 Wall 183 0. 088 13 0 90 Yes None 7 Wall 392 0. 088 13 90 90 Yes None 9 Wall 213 0. 082 13 270 90 No None Garage/house 10 Wall 92 0. 082 13 0 90 No None Garage/house 12 Roof 93 0 . 031 30 n/a 0 Yes None Attic: 14 Door 20 0. 330 0 0 90 Yes None frt door 15 Door 18 0. 330 0 270 90 No None garage door 2 2 Wall 220 0. 088 13 180 90 Yes None exterior: 4 Wall 315 0. 088 13 270 90 Yes None 6 Wall 244 0. 088 13 0 90 Yes None 8 Wall 296 0. 088 13 90 90 Yes None 11 Floor 187 0. 064 13 n/a 0 No None O/Garage: 13 Roof 1450 0. 031 30 n/a 0 Yes None Attic: PERIMETER LOSSES ---------------- Length F2 Insul Solar Surface (ft) Factor R-val Gains Location/Comments ------------ ------ -------- ------- ----- ---------------------- 1 16 S1abEdge 132 0.760 R-0 No to outside 17 S1abEdge 34 0. 510 R-0 No to garage FENESTRATION SURFACES --------------------- Exterior Area U- Act Shade Orientation (sf) factor SHGC Azm Tilt Type Location/Comments ------------------ ----- ----- ----- --- ---- -------- ------------------------ 1 1 Door Back (S) 40. 0 0. 550 0.450 180 90 Standard Alumn/Patio Door/Low-E 2 Wind Back (S) 15. 0 0. 550 0.450 180 90 Standard Alumn/Operable/Low-E 3 Door Back (S) 48 . 0 0. 550 0.450 180 90 Standard Alumn/Patio Door/Low-E 6 Wind Right (W) 22 . 5 0. 550 0. 450 270 90 Standard Alumn/Operable/Low-E 7 Wind Right (W) 13 . 5 0.550 0. 450 270 90 Standard Alumn/Operable/Low-E 10 Wind Front (N) 30. 0 0. 550 0.450 0 90 Standard Alumn/Operable/Low-E 13 Wind Left (E) 30. 0 0. 550 0. 450 90 90 Standard Alumn/Operable/Low-E COMPUTER METHOD SUMMARY Page 3 C-2R Project Title. . . . . . . . . . Plan 4 w/Opt. Den/Bed. 6 Date. . 03/20/03 17:45:58 FENESTRATION SURFACES --------------------- Exterior Area U- Act Shade Orientation (sf) factor SHGC Azm Tilt Type Location/Comments ------------------ ----- ----- ----- --- ---- -------- ------------------------- 17 Wind Front (N) 25. 0 0.550 0.450 0 90 Standard Alumn/Operable/Low-E 2 4 Door Back (S) 40. 0 0. 550 0.450 180 90 Standard Alumn/Patio Door/Low-E 5 Wind Back (S) 32 . 0 0. 550 0. 450 180 90 Standard Alumn/Operable/Low-E 8 Wind Right (W) 6. 0 0. 550 0. 450 270 90 Standard Alumn/Operable/Low-E 9 Wind Right (W) 16. 0 0.550 0.450 270 90 Standard Alumn/Operable/Low-E 11 Wind Front (N) 30. 0 0.550 0.450 0 90 Standard Alumn/Operable/Low-E 12 Wind Front (N) 18 . 0 0. 550 0.450 0 90 Standard Alumn/Fixed/Low-E 14 Wind Left (E) 15. 0 0. 550 0. 450 90 90 Standard Alumn/Operable/Low-E 15 Wind Left (E) 6. 0 0. 550 0. 450 90 90 Standard Alumn/Operable/Low-E 16 Wind Left (E) 20. 0 0.550 0. 450 90 90 Standard Alumn/Operable/Law-E OVERHANGS AND SIDE FINS ----------------------- ---Window-- ------Overhang----- ---Left Fin--- ---Right Fin-- Area Left Rght Surface (sf) Wdth Hgth Dpth Hght Ext Ext Ext Dpth Hght Ext Dpth Hght ----------- ----- ----- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 1 1 Door 40 . 0 n/a 8 8 1 n/a n/a n/a n/a n/a n/a n/a n/a 10 Window 30. 0 n/a 5 6 0 n/a n/a n/a n/a n/a n/a n/a n/a 17 Window 25 . 0 n/a 5 1 . 5 n/a n/a n/a n/a n/a n/a n/a n/a 2 4 Door 40. 0 n/a 6. 7 1 . 5 n/a n/a n/a n/a n/a n/a n/a n/a 5 Window 32 . 0 n/a 4 1 . 5 n/a n/a n/a n/a n/a n/a n/a n/a 8 Window 6. 0 n/a 3 1 . 5 n/a n/a n/a n/a n/a n/a n/a n/a 9 Window 16. 0 n/a 4 1 . 5 n/a n/a n/a n/a n/a n/a n/a n/a 11 Window 30. 0 n/a 5 2 0 n/a n/a n/a n/a n/a n/a n/a n/a 12 Window 18 . 0 n/a 3 1 1. 5 n/a n/a n/a n/a n/a n/a n/a n/a 14 Window 15. 0 n/a 5 1 .5 n/a n/a n/a n/a n/a n/a n/a n/a 15 Window 6. 0 n/a 3 1 . 5 n/a n/a n/a n/a n/a n/a n/a n/a 16 Window 20. 0 n/a 4 1 . 5 n/a n/a n/a n/a n/a n/a n/a n/a SLAB SURFACES ------------- Area Slab Type (sf) ---------------- ------ 1 Standard Slab 1348 HVAC SYSTEMS ------------ Refrigerant Tested ACCA System Minimum Charge and Duct Duct Duct Manual Duct Type Efficiency Airflow Location R-value Leakage D Eff ------------- ----------- ------- ------------- ------- --------- -------- ---- 1 Furnace 0. 800 AFUE n/a Attic R-4 . 2 No No 0. 782 ACSplit 10. 00 SEER No Attic R-4 . 2 No No 0. 696 2 Furnace 0. 800 AFUE n/a Attic R-4 .2 No No 0.782 ACSplit 10. 00 SEER No Attic R-4 . 2 No No 0. 696 ' r • I y COMPUTER METHOD SUMMARY Page 4 C-2R Project Title. . . . . . . . . . Plan 4 w/opt. Den/Bed. 6 Date. .03/20/03 17:45:58 WATER HEATING SYSTEMS --------------------- Number Tank External in Energy Size Insulation Tank Type Heater Type Distribution Type System Factor (gal) R-value ------------ ----------- ------------------- -------- -------- ------ ---------- 1 Storage Gas Standard 1 0. 62 40 R- n/a SPECIAL FEATURES AND MODELING ASSUMPTIONS ----------------------------------------- *** Items in this section .should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This is a multiple orientation building with no orientation restrictions. This printout is for the front facing North. REMARKS r E S I F M E N C. STRUCTURAL ENGINEERS F• PROJECT . Structural Calqpjations _ " guna Large2"— to be � ' -at,Menifee ,I California 'dhe "gip to the `„.'. • Autho- i taun is ' appllcahle rrr., :, t" Pei mlt mending hereby granif-I to ,ss 't a u. =i' p t app ,,, h� ,I , cal,lt C•t, P LAN�� mit based on The'200'1`r'CBC.r grant t ,t a p r nr)roval of -muse pla*�:. l not tie construed to F 14, Icak►le permit or appluvc ai r V e snit presumed to give codes or ordinance. No p me;'-- ity to violate or cancel the provisions of such Date : codes shall be valid. Client March 25, 2003 FORECAST Revisions : Client Job No. Shipped : Job No. 3590 f CJ -- 1800 E. 16th Street, Santa Ana, CA 92701 (714) 835-2800 • Fax (714) 835-2819 ESI / FME , Inc , Sheet 2 . STRUCTURAL ENGINEERS Dat JN. LOAD CONDITIONS ROOF : Wd.Shake Rock Tile FLOOR : Slope ❑� ❑� ❑� w0 Conc. w�c. Live Load 16.0 psf 20.0 psf 16.0 psf Live Load 40 psf 40.0 psf Roof'g Mt'I 4.0 - - 10.0 D.L. of F.F. 5.0 15.0 Built-Up - - 6.0 - - Sheathing 1.5 1.5 Sheathing 1.5 1.5 1.5 Floor Joists 3.0 3.0 Roof Rafters 1.5 1.5 1.5 Drywall 2.5 2.5 Ceiling Joist 1.5 1.5 1.5 Total D.L. 12.0 psf 22.0 psf Drywall 2.5 2.5 2.5 Miscellaneous 1.0 1.0 1.0 Total Load 52 psf 62.0 psf Total D.L, 12.0 psf 14.0 psf 18.0 psf LOAD CONDITIONS.: Total LOAD 28.0 psf 34.0 psf 34.0 psf 0 STANDARD SPECIFICATIONS FOR PROJECT DESCRIPTION: STRUCTURAL CALCULATIONS PLAN 1 ' La Laguna Large"/FORECAST Menifee , CA 1. Sketches of details in calculations are not to scale and may not represent true PROJECT ENGINEER: D.L.F conditions on plans. Architect or designer CALCS BY: Reuse Ben DATE:3-25-2003 is responsible for drawing details in plans ASSOC. CHECK: DATE: which represent true framing conditions BACK CHECK: DATE: and scale, Enclosed details are intended to ROOF TRUSS Rev.: DATE: complement standard construction practice FLR. TRUSS Rev.: DATE: to be used by experienced and qualified PIT FOUND. Rev.: DATE: contractors. PLAN CHECK: DATE: REVISIONS: 2. The structural calculations included here are for the analysis and design of primary SHTS: DATE: structural system. The attachment of non- Init.: structural elements is the responsibility of CB� SHTS: DATE: the architect or designer, unless specifically ✓ Init.: shown otherwise. SHTS: DATE: Init.: 3. The drawings, calculations, specifications SHTS: DATE: and reproductions are instruments of Init.: service to be used only for the specific SHTS: DATE: project covered by agreement and cover Init.: sheet. Any other use is solely prohibited. \> SHTS: DATE: Init.: 4. All changes made to the subject project G\ SHTS: DATE: shall be submitted to E S I / F M E, Inc. ` in writing for their review and comment. E S I/ F M E, Inc. - Structural En �Q Q These calculations are meant to be used (This signature is to be a Qq by a design professional, omissions are wet signature, not a copy.) intended. APPROVED BY: � G • 5. Copyright©- 1994 by E S I / F M E, Inc. 4Q :o.C 0407 N m t Structural Engineers. All rights reserved. E I ch 1,2004 xfl This material may not be reproduced in whole or part without written permission of ESI / FME, Inc. DATE: >� ESI / FME , Inc . Sheet 3 low STRUCTURAL ENGINEERS Date 3/1 L /o-� JN. DESIGN CRITERIA SHEET FOR RESIDENTIAL CONSTRUCTION CODE: 2001 CBC CODE (rev. 09/22/2003) In all cases calculations will supersede this design criteria sheet. TIMBER Douglas Fir-Larch - 19% max.,moisture content 4x6,8#2l#1: Fb = 1140/1300 psi; fv=95 psi; E=1.6 2x4 #2: Fb = 1315/1510 psi; fv=95 psi; E=1.61 4xl0 #2/#1: Fb = 1050/1200 psi; fv=95 psi; E=1.6 2x5 #2: Fb = 1140/1310 psi; fv=95 psi; E=1.61 4x12 #2/#1: Fb = 965/1100 psi; fv=95 psi; E=1.6/1.7 2x8 '1 2: Fb = 1055/1210 psi; fv=95 psi; E=1.61 4x14 #2/#1: Fb = 875/1000 psi; fv=95 psi; E=1.6/1.7 2x10 #2: Fb = 965/1105 psi; fv=95 psi; E=1.61 4x16 #2/#1: Fb = 875/1000 psi; fv=95 psi; E=1.6/1.7 2x12 #2: Fb = 875/1005 psi; fv=95 psi; E=1.61 6x10 #1/SS: Fb = 1350/1600 psi; fv=85 psi; E=1.6 2xl4 It: Fb = 790/905 psi; fv=95 psi; E=1.61 5x1.2 #1/SS: Fb = 1350/1600 psi; fv=85 psi; E=1.6 It is recommended that lumber be free of heart center. PARALLAM PSL 2.0E Glued Laminated Beams: Douglas Fir-Larch fb=2900.psi; fv=290.psi; E=2.OE6 psi Ind. App. Grade: a=b=2400 psi;Fv=165 psi;E=1.8E6 psi MICROLLAM LVL: Fb=2600psi;Fv=285 si;'E=1.8 CONCRETE 1. Drypack shall be composed of one part Portland Cement to not more than three parts sand. 2. All structural concrete .................................................... fc = 3000 psi wl inspection. All slab-on-grade/continuous footings/pads ...................fc = 2500 psi w/o inspection. All concrete shall reach minimum compressive strength at 28 days. REINFORCING STEEL 1. All reinforcing shall be A.S,T.M. A-615-40 for#4 bars and smaller. All reinforcing shall be A.S.T.M. A-615-60 for#5 bars and larger. Welded wire fabric to be A.S.T.M. A-185, lap 1-1/2 spaces, 9" min. 2. Splicing of bars shall have lapping or 40 dia. or 2'-0" min. in all continuous concrete reinforcement (30 dia. for compression). Masonry reinforcement shall have lappings of 40 dia. or 2'-0". This is in all cases U.N.O. 3. All reinforcing bars shall be accurately and securely placed before pouring concrete, or grouting masonry. 4. Concrete protection for reinforcement shall be at least equal to the diameter of the bars. Cover shall be as follows, U.N.O..- A. Poured against earth....................... .......3" B. Poured against form below grade............2" C. Slabs on grade (from top of slab)............ 1" D. Columns and beams to main bars...........2" STRUCTURAL STEEL 1. Fabrication and erection of structural steel shall be in accordance with "Specifications for the Design, Fabrication and Erection of Structural Steel Buildings", AISC, current edition. Steel to conform to ASTM A36. Round pipe columns shall conform to ASTM A53, Grade B. Square/Rectangular steel tubes ASTM A500, Grade B. 2. All welding shall be performed by certified welders, using the Electric Shielded Arc Process at licensed shops or otherwise approved by the Bldg. Dept. Continuous inspection required for all field welding. 3. All steel exposed to weather shall be hot-dip galvanized after fabrication, or other approved weatherproofing method. • 4. Where finish is attached to structural steel, provide 1/2"o bolt holes @ 4'-0" c.c. for attachment of trailers, U.N.O. See architectural drawings for finishes (Nelson studs 1/2" x 3" CPL may replace bolts). MASONRY 1, Concrete block shall be of sizes shown on architectural drawings andlor called for in specifications and conform to ASTM C-90, grade N medium weight units with max. linear shrinkage of 0.06% 2. All vertical reinforcing in masonry walls not retaining earth shall be located in the center of the wall (U.N.O.), retaining walls are to be as shown in details. 3.-All cells with steel are to be solid grouted (except retaininq walls where all cells are to be solid grouted). , ESI / FME , Inc . Sheet STRUCTURAL ENGINEERS Date 3 A�A?3 JN. 3� GENERAL SPECIFICATIONS FOR STANDARD_ RESIDENTIAL CONSTRUCTION (2001 CBC Code) (rev, 09/22/2003) A. All beams to be supported with full bearing unless noted otherwise. B. All isolated posts and beams to have Simpson PB's, PC's and/or BC's minimum, U.N.O. C. All bearing walls on wood floors are to be supported with double joists or solid blocking, U.N.O. D. Provide 4x or double members under sole plate nailing less than 6" oIc. E. All Simpson HDA, HPA and CB holdowns to be fastened to 4x4 post min. F. Ali hardware is to be Simpson Strong-TieT11A or approved equal. install per mfr.'s specifications. G. All shop drawings are to be reviewed by the contractor and the architect prior to submittal for engineers review. H. All exterior walls are to be secured with 5/8" diameter x 12" anchor bolts @ 72" o.c., U.N.O. I. All interior walls to be secured with shot pins per manufacturer's recommendations, U.N.O.. Calculations govern in all cases. Recommend Ramset/Redhead 1516SD @ 24" o.c. J. Ail conventional framed portions of structure are to be constructed per section 2320 of the CBC Code, U.N.O. K. All nailing is to be per table 23-II-13-1 of the CBC Code, U.N.O. L. All nails to be "common", U.N.O. FRAMING NOTES LEGEND MARK : DESCRIPTION SPN12: 16d Sole Plate Nailing at 12"oIc ISCR8 : 3/8"o x 6.5"Sole Plate Screws at 8 "oIc SPN10: 16d Sole Plate Nailing at 10"oIc SCR6 : 3/8"o x 6.5"Sole Plate Screws at 6 "oIc SPN8 : 16d Sole Plate Nailing at 8"o/c SPN6 : 16d Sole Plate Nailing at 6"o/c SPN4 : 16d Sole Plate Nailing at 4"o/c SPN3 : 16d Sole Plate Nailing at 3"o/c SPN2 : 16d Sole Plate Nailing at 2"o/c FOUNDATION NOTES LEGEND MARK: DESCRIPTION MARK : DESCRIPTION AB64 : 5/8"o x 10"Anchor Bolts at 64"o/c 244 : Provide a total of 244 at top &244 at A656 : 5/8"o x 10"Anchor Bolts at 56"oIc bottom of footing, 3' past posts AB48 : 518"o x 10"Anchor Bolts at 48"o/c 344 : Provide a total of 344 at top & 344 at A640 : 5/8"o x 10"Anchor Bolts at 40"o/c I bottom of footing, 3' past posts AB32 : 518"o x 10"Anchor Bolts at 32"oIc 444 : Provide a total of 444 at top &444 at AB24 : 5/8"o x 10"Anchor Bolts at 24"o/c bottom of footing,3'past posts AB16 : 5/8"o x 10"Anchor Bolts at 16"o/c HD2A (1) Simpson H02A per post AB8 : 5/8"o x 10"Anchor bolts at 8"o/c HDSA (1) Simpson HDSA per post AB24X: 518"o x 12"Anchor Bolts at 24"oIc HD6A (1)Simpson HD6A per post • AB16X: 5/8"o x 12"Anchor Bolts at 16-olc t HDSA (1) Simpson HDSA per post AB8X : 5/8"o x 12"Anchor bolts at 8"o/c HD10A: (1) Simpson HD10A per post 2AB : (2) 5/8"o x 10"Anchor Bolts HD14A: (1)Simpson HD14A per post 3AB (3) 5/8"o x 10"Anchor Bolts H020A: (1) Simpson HD20A per post 2ABX : (2) 5/8"o x 12"Anchor Bolts HPA : (1)Simpson HPAHD22 per post 3ABX : (3) 5/8"o x 12"Anchor Bolts HPA2P : (1)Simpson HPAHD22-2P per post . -_11v . il, wr." 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FDl 12 2A9 zt 'TL FD 7••d FDI : 4 Ln U&ILL 3,54 L f•I•I O m Ln Wk FOUNDATION PLAN 1A SCALE 1 114" . 1'0" �3S9G IUSE r7D11(.tl WILS rcR iOP RASE"rLKE L'�• �� SDI _�� ��' F NOCK 9-O• CLC M BA ' li C 9'-0• CLG LG I 9-10' CLG FAMILY 9'-0" CLG T I I i--i L r I' Q T c1° WALK-IK a'-G" CLG-c r� u • LA w post. y I I I r rr H - B DED 2 - ;p s'-D CLG BA :2 DINING W ,� V-0• CLG 9'-0-CLc Ip � vl y I I oo n roc. DEN +�• 1 I s ..S 9'-0'CLG LISE nv MAILS reR T aTE .KE sDl i o §a°- LIV N O AG TrSAS f W D w coos ew JIII •DI 9'-0-p" LG ASM1.I D4.rG Tftm , Ol.•I100" I �l. �1 N `•fu � SD7 r ,j i I I Y :. II � �� l.7 � ; ;; SDV •D• eLrE i ,PL ISDI 10'- I, R•tE sir _ GAR 67, RAGE , g'-D• CLc JSDI L.yL (FROM I 0 L) �Iy _ GIRDER:7L755 pd' 7 f; ros; CJi L O O i L41E a , Q D7 SDI -_- - --- CQ11 l.0� r+DRlll.7D'•6v +O:E. N sor - � I - SDI 50lBLL Dery ;61+� AT eAABLE END 4LLS F FLY SAAR,r ft.E -•a.s LL s.BILL io oAND 1.c4HALED a O rRJSS FULL DCrT4 EkTE T. BLOCKINGEXIE.3D Rr. -OK TO OMIT•!!'.AND Lr)M .'•O'.MDR •WALL w rLT �..0. NOR KATE"GE WAIL,/, b Ch l!1 a ROOF FRAMING PLAN 1A r1 6-'ALE I U<".1'-0" II Fi-A ,I 35J'0 I BED 3 'fix'' DENv ' LIVI +G • {I I I 9•—Ors „f r V-0" CLC 9'-0" CLG �' K__y `r., FT-7L 40 ic -- SDI SDI PLATE STH � y 1 i T T -GAr'Z GA AGE W-0" CLG (FROM T0C.) --------------------- ROOF FRAMING PLAN 1B 5CALE:V<'. I--O- FOR ADDITIONAL AND SPECFiC INFOfk''IA ION NOT 644OUN HERE REFER AiN FRAMING PLAN • II II II ,I I BED 3 'fix'' DE� ' UV IC w 9'-0"LiC C C V-O" CLG. 6DI F��a II If NO IOP PLATF I I I o. In In o �-GAR GA AGE N 4'-0" CLG (FROM T.0 C) CIan j,Z O GIROER 7 Q.IFIJ C: O u rl T t ..s. ' GOW.I MD iLr=D'-0'r h O CD 0) oT Ln � 6•I VALI � SDI rPLr Cr v ROOF FRAMING PLAN 1C SCALE:VA' •i'-0' FOR ADDITIONAL AND SPEGFIC 1N-0R1'.ATION NOT 54OW NETZ RFFER TO VAIN FRATTING P-AN 3sq� � � a `77".3(11.17'DP� CNC,E PAD n'- W CONC,PAD p)7-.Elu V.J 0 FOUNDATION PLAN 1B SCALE:114" . 1'-0' FOR ADDITIONAL AND 5PECIFIC INFOR^IATION NOT 5W0¢N WERE REFER TO MAIN FOUNDATION PLAN • IFILL I a 0 0 ��`f1 Go `7<•so.P.dDv'DP. � CCr+C.aa7 un'O ELI nl M O O fV CD T'M c o Ln C) m Lr) Q Ln ,Ln FOUNDATION PLAN 1C Ll_ SCALE :114' . 1'-0" FOR ADDITIONAL AND SPECIFIC r'1 INFOFZ"UTION N^✓T 5WO,IN WERE REFER TO MAIN FOUNDATION PLAN Q7 GA 2 3S9d 9'-0" CLG • BED 4 9'-0• CLG 8'-0= C— BED4 OPTION 5GALE: V4" . I'-0• FOR ADDITIONAL AND SPECIFIC IN=OR'1ATION Wi 5140RN WERE REFER TO WAIN FOUNDATION PLAN • BED 3 9'-0° aG S e-� DEN LIVING 9'-0" CLG 9'-0" CLG co tp a r-� ' L I�` - 9 7a"50.12"DP. (V CONC.PAD M r- _8b• U•On. O caNC.PAIDS 2 - GAF, GARAGE BOLUS IROOM 9'-0" CLG 9'-C" CLG (FROM T.0 C.) IT LC7� O Q1 0 0 Ln CD PARTIAL BONUS ROOM M FOUNDATION PLAN 1B SCALE:Vt'• I'-0' LL FOR ADDITIONAL AND SFECIFIC INFORMATION NOi SNOUN WERE '""� REFER 70 MAIN FOUNDATION PLAN E3ED 5 j/° g._p.. CLG 3S�D l DEN LIVING • I I 4'-0" CLG 9'-0' CLG i Fr.-9 F. CON-.PAO "WC.PAO .n..Ell 2 - GAR CcARAGE (FROM T,O.C.> E30NU5 ROOM 19'-0"CLG ❑ ❑ nEl o o 1 PARTIAL BONUS ROOM FOUNDATION PLAN 1A SCALE,IM' . ;'.0" FOR 60D1T IONAL AND 5PECIFIG INFOR•SATION NOT 5NOLLN WERE REFER TO MAIN FOUND,ATVON PLAN • 5CL/ 9'-0' CLG r J n e=p.. ❑ DEN LIVING 9,-0•• CLC 9'-0" CLG C ,Z 00 F- Q ' ID a•so.n•oP J N eor,C e'A, M �77•.se•.u•oP. C> coNc.raos 2 - GAR G,A,RA 6E E30NU5 ROOM CD 9'-0" CLG 9'-0" CLG (FROM T O.C.) C? O o o lfl Q PARTIAL BONUS ROOM Ln FOUNDATION PLAN 1C SCALE_,Ile• ,I'-V FOR nDDITIONAL AriD SPECIFIC V- INF02"1ATION NOT 5NOW iL R= REFER TO MdIN FO,1JpATION FLAN • /i9'-0" CLG I ; �� �i I ♦� I � � I I , ♦. DEN LIVING`, 9'-0" CLG I I 9'-0" CLG I 1 I P 1---- I ! I L------1------J I r♦ . I 2 - CAR�6,4,RA6E r3nNU5 BROOM t I 9'-0" CLG / \ `♦ 9'-O 4G I (FROM TO/C.) i ` I ' --------------------- r----_,- �---- I � ---------------------------�� M N N PARTIAL BONUS ROOM ROOF FRAMING PLAN 1B p SCALE:VA' . I' 0' N FOR AODITIONAL AND SPECIFIC d INFORI'1ATION NOT 5NOWJ HERE m REPER TO SW-El 51-3 PLAN 15 Q ,-1 V) a rn u, M O 10) Ln N OJ LL n 1 ♦ li I I I • - 1 _.i R DEN ,/!IVjNG' j- � _•eoTr. \9'-0- 9'-0" GlG `\ I I `♦ ' I `\ I I I I I ,' ♦ -------I------- I I \ -------- _- \ ♦\ L�yy I �.�y�1 1 7 - r ;d F GIRDER Trans ,.• , °F ow 7Lo,' 3O '' 115 ROOM r) \ ❑ ❑ �,�- _ _ J_�3`r------------- -----------------------------'� PARTIAL BONUS ROOM ROOF FRAMING PLAN 1A SGtLE:VA*.C•0' FOR aoW710.tAL AND 57 EOIFIO INFOR'IATI-NOT-i—WERE RE>=ER 70 SWEET VI M IA I I I ? I I 'o • 1 `' 1 ` I I � t 1 / I ♦, I I /7'\ I I \ 1 I \ 1 N i i LIVING 5'-0" CLG 1 1 9'-O" CLG \ t C I I ♦ , 1 ♦ 1 1 , I I I I I ! 1 1 Nrn I �'' `♦ 1 1 ❑ I C) 1 . 1 1 - Y jol r------- C) I L-------L------J cli C) 2 - GAF !( AX A&E ��tNUS ROOM 1 O T-G.: CLG 1 ♦ 4.-a.. �C I •� (FROM T.O.C) } I 1 `♦ �\ I Lf1 I 1 `♦ I `\ I ' I I ♦ ♦ 1 V) I ♦` \ 1 Q Ln m L----------- ---- o r------------ CD --------------t--------------� m Ln WLL- PARTIAL BONUS ROOM ROOF FRAMING PLAN 1C SGtLc 114'.1'-0' INF SO',�ICNNO SW SFEGIFIC INFOi?TATILN NOT SWpu.1 WERE REFER TO 611EET 51-3-LAN IC ESI / FME , Inc . Sheet i3 • STRUCTURAL ENGINEERS Date 3-25-2003 J N. " La Laguna Large "/ FORECAST Menifee , California.. PLAN 1 01 Header @ Rear of Master Bedroom: Length = 6 ft. P1 = 0 lbs @ L1 = 0 ft. P2 = 0 lbs @ L2 = 0 ft. 2 ►1 w: Roof = ( 34 psf ) ( 39/2 + 1.5 ) = 714.0 plf ► P1 P2 Wall = ( 14 psf ) ( 1.5 + 0 ) = 21.0 Floor = ( 52 psf ) ( 0 + 0 ) = 0.0 R1 R2A D. L. of Beam . . . . . . . . . . . = 15.0 w = 750.0 plf Fb = 1140 psi. M = 3375 ft-lb= 40.5 in-k S = Moment 1.250 Fb = 28.4 in^3 Reactions: *RL= 2250 lbs Fv = 95 psi ; d = 7.25 in. *RR= 2250 lbs V = R(max)-(w*d)= 1797 lbs. • A = 1.5 V / 1.250 Fv = 22.7 in^2 Req'd Sec. Properties:Prov'd * S = 28.4 in^3 30,66 Allow defl = L / 240 - 0.30 in * A = 22.7 sq. in. 25.3E E - 1.6 x 10**6 psi * I = 45.6 in^4 111.15 I =5*M*L^2 / 48*E*d= 46 inA4 Estimated defl = 0.123 in. U S E 4 x 8 W.C.D.F. # 2 (2 Header @ front of Living Room: Length = 6 ft. P 1 - 0 lbs @ L 1 = 0 ft. P2 - 0 lbs @ L2 = 0 ft. � -1 2-► w: Roof = ( 34 psf ) ( 42/2 + 1.5 ) = 765.0 pif - ► P1 P2 Wall = ( 14 psf ) ( 1.5 + 0 ) = 21.0 Lw Floor = ( 52 psf ) ( 0 + 0 ) = 0.0 /\R1 R2U D. L. of Beam . . . . . . . . . . . - 15.0 w = 801.0 plf Fb = 1050 psi. M = 3605 ft-lb= 43.25 in-k S = Moment 1.250 Fb = 33.0 inA3 Reactions: *RL= 2403lbs Fv = 95 psi ; d = 9.25 in. *RR= 2403 lbs V = R(max)-(w*d)= 1786 lbs. � A = 1.5 V / 1.250 Fv = 22.6 inA2 Req'd Sec. Properties:Prol V'd • - * S = 33.0 in^3 I 49.911 Allow defl = L / 240 0.30 in * A = 22.6 sq. in. 32.3E E = 1.6 x 10**6 psi * I = 487 inA4 230.E4 1 =5*M*LA2 / 48*E*d= 49 inA4 Estimated defl = 0.063 in. file:2115p1 b1.wk4 U S E 4 x 10 W.C.D.F. # 2 ESI / FME , Inc . Sheet /y S STRUCTURAL ENGINEERS Date 3-25-2003 JN, 3590 " La Laguna Large "/ FORECAST Menifee , California.. PLAN 1 jj Header @ front of Garage: Length = 16 ft. P1 = 0 lbs @ L1 = 0 ft. P2 = 0 lbs @ L2 = 0 ft. i�-�-� --►� w: Roof = ( 34 psf ) ( +9/2 + 1.5 } = 204.0 plf R1 P2 Wall = ( 14 psf ) ( 1.5 + 0 } = 21.0 — Floor = ( 52 psf ) ( 0 + 0 ) = 0.0 R1 R2U D. L. of Beam . . . . . . . . . . . . . . . — 15.0 w = 240.0 plf Fb = 1000 psi. M = 7680 ft-lb= 92.16 in-k S = Moment 1.250 Fb = 73.7 in"3 Reactions: *RL= 1920 lbs. Fv = 95 psi ; d = 13.25 in. *RR= 1920 lbs V = R(max)-(w*d)= 1655 lbs. A = 1.5 V / 1.250 Fv = 20.9 in"2 Req'd Sec. Properties:��o�d • * S = 73.7 in"3 102.41 Allow defl = L / 240 = 0.80 in * A = 20.9 sq. In. 46.38 E = 1.6 x 10**6 psi * I = 276.5 in"4 1 678.48 1 =5*M*L"2 / 48*E*d= 276 in"4 Estimated deft = 0.326 in. � U S E 4 x 14 W.C.D.F. # 1 ESI / FME , Inc . Sheet STRUCTURAL ENGINEERS Date 3-25-2003 JN. 3590 " La Laguna Large "/ FORECAST Menifee , California.. PLAN 1 LATERAL ANALYSIS 2001 CBC CODE: Seismic Zone Factor Z = 0.4 Soil Parameter per soil report Sc = 0.4 Near Source Factor per soil report Na = 1.3 Seismic Coefficient (Table 16-Q): Ca = Na * Sc = 0.52 Response Factor (Table 16-N) Rw = 5.5 Importance Factor I = 1 SIMPLIFIED DESIGN BASE SHEAR (2001 CBC - SECTION 1612.3.1) V = ( 3 * Ca / Rw ) W LONGITUDINAL (L1) 1.4 V = ( 3 - 0.52 / 5.5 ) * W = 0.2026 W 1.4 • TRANSVERSE (T1) V = ( 3 - 0.52 / 5.5 * W = 0.2026 W . 1.4 * WIND CRITERIA: P = Cq * Ce * qs * 1 70 MPH - EXP. C Ave. Ce = (1.06'15+1.13*2)/17 = 1.07 P = 1.3 * 1.07 * 12.6 * 1 = 17.50 psf LONGITUDINAL L1)_ HOUSE Wind: . . . . = { 17.5 psf}( 17 - 4.5 ) = 219 plf for Wind Loads. Seismic: Roof= ( 18 psf}( 45 } = 810 Perpend. Wall = ( 14 psf)( 9 - 4.5 }( 2 ) = 126 _ { 10 psf)( 9 - 4.5 }( 3 ) = 135 Floor- ( 12 psf)( 0 ) = 0 1071 x( 0.2026 }= 217 plf ...Controlling Lateral Force: 219 plf (wind) TRANSVERSE (T1)_: @ HOUSE Wind: . . . . = ( 17.5 psf)( 14 - 4.5 } = 166 plf for Wind Loads. Seismic: Roof= ( 18 psf)( 47 ) - 846 Perpend. Wall = ( 14 psf)( 9 - 4.5 )( 2 ) = 126 _ ( 10 psf){ 9 - 4.5 )( 3 } = 135 • �� Floor= ( 12 psf}( 0 } - 0 1107 x( 0.2026 }= 224 plf ...Controlling Lateral Force: 224 plf (seismic) ESI / FME , Inc . sheet STRUCTURAL ENGINEERS Date 3-25 JN. 3590 " La Laguna Large "/ FORECAST Menifee , California.. PLAN 1 LATERAL ANALYSIS 2001 CBC CODE: Seismic Zone Factor Z = 0A Soil Parameter per soil report Sc = 0.4 Near Source Factor per soil report Na = 1.3 Seismic Coefficient (Table 16-Q): Ca = Na * Sc = 0.52 Response Factor (Table 16-N) Rw = 5.5 Importance Factor I = 1 SIMPLIFIED DESIGN BASE SHEAR (2001 CBC - SECTION 1612.3.1) V = ( 3 * Ca 1 Rw_) W LONGITUDINAL (L2) 1.4 V = { 3 * 0.52 / 5.5 ) * W = 0.2026 W 1.4 • TRANSVERSE (T2) V = ( 3 * 0.52 / 5.5 ) * W = 0.2026 W 1.4 * WIND CRITERIA: P = Cq * Ce * qs * 1 70 MPH - EXP. C Ave. Ce = (1.06*15+1.13*0)/15 = 1 .06 P = 1.3 * 1.06 12.6 1 = 17.36 psf LONGITUDINAL_( GARAGE ALL ELV'S Wind: ( 17.4 psf){ 0 - 0 } = 0 plf for Wind Loads. Seismic: Roof = ( 18 psf)( 22 ) = 396 Perpend. Wall = ( 14 psf)( 9 - 4.5 }( 2 } = 126 ( 10 psf)( 9 - 4.5 }( 0 } = 0 Floor= { 12 psf)( 0 ) = 0 522 x( 0.2026 )= 106 plf ...Controlling Lateral Force: 106 plf (seismic) TRANSVERSE _(T2) @ GARAGE ALL ELV'S Wind: . . . . = ( 17.4 psf)( 14 - 4.5 ) - 165 plf for Wind Loads. Seismic: Roof = ( 18 psf)( 33 ) = 594 Perpend. Wall = ( 14 psf)( 9 - 4.5 )( 2 ) = 126 _ { 10 psf)( 9 - 4.5 ){ 1 ) = 45 lepo- Floor= ( 12 psf}( 0 } - 0 765 x( 0.2026 }= 155 plf ...Controlling Lateral Force: 165 plf (wind) Sheet /7 ESQ / FME , Inc . • STRUCTURAL ENGINEERS Date z� O� JN. 3 LATERAL SHEAR NOTES ( rev. 2/4 1 2003) (2001 CDC; SEISMIC ZONE 4) FRAMING MEMBERS V E R T I C A L DOUG FIR-LARCH @ 16"o.c. 1 (2)LAYERS 5/8" Blocked Drywall with 6d cooler nails @ 9"o.c. at edges &field at base layer, 8d cocoler nails @ 7"o.c. at edges&field at face layer............................................... 125 plf 2 — 1/2" Drywall with 5d cooler nails @ 7" o.c at edges and field, (Table 25-1 CBC)................................................ 50 Plf 3 —518"Drywall with 6d cooler nails @ 7"o.c at edges and field. (Table 25-1 CDC)................................................ 58 plf 4 — 1/2" Drywall with 5d cooler nails @ 4" o.c at edges and field. (Table 25-1 CDC)................................................ 63 plf 5 —518"Drywall with 6d cooler nails @ 4"o.c at edges and field. (Table 25-1 CDC)................................................ 73 pif 6 - 1/2"Blocked Drywall with 5d cooler nails @ 4"o.c at edges and field. (Table 25-1 CDC).................................. •J5 plf 7 —5/8" Blocked Drywall with 6d cooler nails @ 4"o.c at edges and field. (Table 25-1 CBC).................................. 88 ptf 8 —718"Stucco over approved lath with 16 gauge staples @ 6"o.c. at top and bottom plates, edges of shear wall, and field. (Table 25-1 CBC)............................................................ 180 plf • 9 —7/8" Stucco over approved lath with 16 gauge staples @ 3"o.c. at top and bottom plates, edges of shear wall, and 6"o.c. at field. (ICBO report No. 1254, or equal).................... 260 plf 10 —3/8"Woad Structural Panel w. 8d common nails @ 6" o.c @ edges & 12"o.c. @ field. (Table 23-11-1-1 CBC).. 260 plf 11 —3/8"Wood Structural Panel w. 8d common nails @ 4"o.c @ edges & 12"o.c. @ field. (Table 23-II-1-1 C5C).. 35C plf 12 —3/8"Wood Structural Panel w. 8d common nails @ 3"o.c @ edges & 12"o.c. @ field. (Table 23-I1-1-1 CBC).. 490 plf 13 318"Wood Structural Panel w. 8d common nails @ 2" o.c @ edges& 12"o.c. @ field. (Table 23-II-1-1 CDC). 640 pif 14 — 1/2"(or 15132")Wood Structural Panel with 10d common nails @ 2" o.c at edges and 12"c.c. at field (Table 23-I1-1-1 UBC)................................................. ............................... ........................................... ........ 770 plf 15 — 112"(or 15/32")Structural I Wood Panel with 10d common nails @ 2" o.c at edges and 12"o.c. at field 870 plf (Table 23-11-1-1 CBC)...................... . ................... NOTES: a. Wood Structural Panel: Material approved by APA, PFS/TECO or Pittsburgh Testing Laboratories(this includes OSB) These values are for Doug-Fir Larch or Southern Pine, other lumber species may differ in shear capacities. In. Where plywood is applied on both faces of wall and nail spacing is less than 6" o.c., panel joints shall be offset to fall on different framing members or framing shall be 3x or wider and naiis staggered on each side. c. For allowable shear values greater than 350olf, provide a min. of a single 3x member at foundation sill plates & all framing members receiving edge nailing from abutting panels. Nails shall be staggered. Provide 2x members otherwise. d. Provide 2"x 2"x 3/164'steel plate washer @ each bolt (USC sect. 1806.6.1) H O R 1 Z O N T A L: All roof and floor sheathing to be Exposure I or Exterior(Tables 23-11-H and 23-II-E-1 CDC). ROOF: JOIST SPACING<24" o.c.: 15/32"Wood Struct. Panel PII 2410,with 8d's @ 6-o.c. at edges&boundaries, 12" o.c. field. iFLOOR : Joist Spacing < 16" o.c.: 19/32"Wood Struct. Panel T&G', PI 32/16,w110d's @ 6" O.C. at edges&bound., 10"o.c.field. Joist Spacing < 20"c.c.: 19/32"Wood Struct. Panel T&G', PI 40120,w110d's @ 6"O.C. at edges&bound., 10" o.c.field. Joist Spacing <24" o.c.:23/32"Wood Panel T&G'shtg, PI 48/24,w/10d's @ 6"o.c. at edges&boundaries, 10"o,c.field. 'Panel edges shalt have approved T&G joints or shall be supported with blocking. Not required when lightweight concrete is placed over subfloor. ESI / FME , Inc . Sheet - - �P • STRUCTURAL ENGINEERS Date 3-25-2003 JN. " La Laguna Large "/ FORECAST Menifee , California.. PLAN 1 1 Wall (s) @ Left of House: L= 16 = 16 ft. S LOAD = ( 217 lbs/ft )( 45.0 ft/2 + 0 ) = 4882.50 lbs. LOAD = ( 0 lbs /ft )( 0.0 ft/2 + 0 ) = 0.00 lbs. LOAD = ( 0 lbs /ft )( 0.0 ft/2 + 0 ) = 0.00 lbs. SHEAR = LOAD / L = 4882.50 lbs / 16.0 ft. = 305.2 lbs /ft U S E 11_ w. 5/8 " dia. x 10 "A.B.'s 40 "o/c AB40 UPLIFT: L( Wall ) = 12.00 ft. Wall Height = 9.00 ft_ _._.- LOAD = 3662 lbs. O. T. M. = 32957 ft-lbs 0.85*R.M. = 0.85*(14*9+18*2) 12'00 A2/2 = 9914 ft-lbs N.M. = O.T.M. - R.M. = 32957 - 9914 23042 ft-lbs UPLIFT = N.M. / LENGTH = 23042 ! 12.00 1920 lbs. PROVIDE: (1) SIMPSON HTT22 PER POST • ( 2- ', Wall (s) @ Right of House: L= 6.5+8 = 14.5 ft. W LOAD = ( 219 lbs/ft )( 45.0 ft/2 + 0 ) = 4927,50 lbs. LOAD = ( 0 lbs /ft )( 0.0 ft /2 + 0 ) = 0.00 lbs. SHEAR = LOAD / L = 4927.5 lbs / 14.5 ft. - 339.8 lbs /ft U S E _11_ w. 5/8 " dia. x 10 "A.B.'s 40 "o/c AB40 UPLIFT: L( Wall ) = 6.50 ft. Wall Height = 9.00 ft LOAD - 2209 lbs. O. T. M. = 19880 ft-lbs 2/3"R.M. = 2/3*(14*9+18*2) 6.50 A2/2 = 2282 ft-lbs N.M. = O.T.M. - R.M. = 19880 - 2282 17598 ft-lbs UPLIFT = N.M. / LENGTH = 17598 / 6.50 2707 lbs. PROVIDE: (1) SIMPSON HTT22 PER POST 3 Wall (s) @ Left and right of 3-Car Garage All Elev's L = 12 = 12 ft. W LOAD = ( 219.00 lbs/ft ) ( 31.0 ft / 2 + 0 ) = 3394.50 lbs. LOAD = ( 0.00 lbs/ft ) ( 0.0 ft / 2 + 0 ) = 0.00 lbs. SHEAR = LOAD / L = 3394.50 lbs / 12.0 ft. = 282.9 lbs /ft U S E 11 w. 5/8 " dia. x 10 "A.B.'s 48 "o/c A648 UPLIFT: L( Wall ) = 12.00 ft. Wall Height = 9.00 ft. • LOAD = 3395 Ibs. O. T. M. = 30551 ft-lbs 0.85'R.M. = 0.85*(14*9+18*31/2) 12.00 A2/2 = 24786 ft-lbs N.M. = O.T.M. - R.M. = 30551 - 24786 5765 ft-lbs UPLIFT = N.M. / LENGTH = 5765 I 12.00 480 lbs. PROVIDE: (1) SIMPSON HTT22 PER POST wl ES I J F M E , Inc Sheet 1/ 95 STRUCTURAL ENGINEERS q " La Laguna Large '.'/ FORECAST Menifee , California.. PLAN 1 Wall (s) @ Rear of House: L= 7 = 7 ft. s LOAD = ( 224 lbs /ft }( 42.0 ft 12 + 0 ) = 4704.00 lbs. LOAD = ( 0 Ibs /ft )( 0.0 ft/2 + 0 ) = 0.00 lbs. SHEAR = LOAD / L = 4704.00 lbs / 7.0 ft. - 672.0 lbs /ft U S E %14'-\ w. 5/8 " dia. x 12 "A.B.'s 16 "o/c AB16X UPLIFT: L( Wall - 7.00 ft. Wall Height = 9.00 ft 3x sill ) LOAD = 4704 lbs. 0. T. M. = 42336 ft-lbs 0.85"R.M. = 0.85*(14*9+18*39/2) 7.00 A2/2 = 9934 ft-lbs N.M. = O.T.M. - R.M. = 42336 - 9934 32402 ft-lbs UPLIFT = N.M. / LENGTH = 32402 / 7.00 4629 lbs. PROVIDE: (1) SIMPSON HD8A PER POST Wall (s) @ Rear of Garage All Elev's L= 10 = 10 ft. s LOAD = { 224 lbs /ft )( 42.0 ft/ 2 + 0 ) = 4704.00 lbs. LOAD = ( 155 lbs / ft )( 18.0 ft/ 2 + 0 ) = 1395.00 lbs. SHEAR = LOAD / L = 6099.0 lbs / 10.0 ft. = 609.9 lbs /ft % 2 "A, USE �1.3 w, 5/8 " dia, x 1e.'s 16 "o/c A B16 X UPLIFT: L( Wall } = 10.00 ft. Wall Height = 9.00 ft,3x sill LOAD = 6099 lbs. O. T. M. = 54891 ft-lbs 0.85'R.M. = 0.85*(10*9+18*3912) 10.00 A2/2 = 18743 ft-lbs N.M. = O.T.M. - R.M. = 54891 - 18743 36149 ft-lbs UPLIFT = N.M. / LENGTH = 36149 1 10.00 3615 lbs. PROVIDE: (1) SIMPSON HTT22 PER POST r6 Wall (s) @ Front of Garage All Elev's L = 2+2 = 4 ft. W LOAD = { 165.00 lbs/ ft ) ( 18.0 ft/ 2 + 0 ) = 1485,00 lbs. LOAD = ( 0.00 lbs /ft ) ( 0.0 ft/ 2 + 0 ) = 0.00 lbs. SHEAR = LOAD / L = 1485.00 lbs / 4.0 ft. = 371.3 lbs /ft U S E A 2\ w. 5/8 " di a. x 12 "A.B.'s 32 "o/c AB32X UPLIFT: L( Wall } = 2.00 ft. Wall Height = 6.50 ft!3x sill LOAD 743 lbs. 0. T. M. = 4826 ft-lbs • 0.85'R.M. = 0.85*(14*9+18*2) - 2,00 ^2/2 = 275 ft-lbs N.M. = O.T.M. - R.M. = 4826 275.4 4551 ft-lbs UPLIFT = N.M. / LENGTH = 4551 / 2.00 2275 lbs. PROVIDE: (1) SIMPSON HTT22 PER POST w2 ESI / FME , Inc . Sheet • STRUCTURAL ENGINEERS Date JN. La Laguna Large "/ FORECAST Menifee , California.. PLAN 1 Wall (s) @ Right of 2- Car Garage: L= 8 = 8 ft. W LOAD = { 219 lbs / ft )( 20.0 ft / 2 + 0 ) = 2190.00 lbs. LOAD = ( 0 lbs / ft )( 0.0. ft / 2 + 0 ) = 0.00 lbs. SHEAR = LOAD / L = 2190.00 lbs I 8.0 ft. = 273.8 lbs I ft U S E /11\ w. 5/8 " dia. x 10 "A.B.'s 48 "o/c A648 UPLIFT: L( Wall ) = 8.00 ft. Wall Height = 9.00 ft; � LOAD = 2190 lbs. 0. T. M. = 19710 ft-lbs 0.85*R.M. = 0.85*(14*9+18*20/2) 8.00 ^2/2 = 8323 ft-lbs N.M. = O.T.M. - R.M. = 19710 - 8323 11387 ft-lbs UPLIFT = N.M. / LENGTH = 11387 / 8.00 1423 Ibs. PROVIDE: (1) SIMPSON HTT22 PER POST • w3 • : 1 ESI / FME , Inc . Sheet z " ON STRUCTURAL ENGINEERS Date JN. La Laguna Large "/ FORECAST Menifee , California.. PLAN 'I FOUNDATION ANALYSIS SOIL BEARING PRESSURE= 2000 psf By : ALBUS-KEEFE, ASSOCIATES Job No. 1159.01 Dated: 11/ 191 2002 1. Continuous Footing Design.- Roof : { 34 ) { 42/2+1.5 } = 765 plf Wall : ( 14 ) ( 9 ) 126 Floor : { 52 } { 0 ) = 0 Deck : ( 72 ) ( 0 ) 0 891 plf • Width Required = { 891 } / ( 2000 - 50 } = 0-46 ft. USE 12 in. wide x 18 in. deep cont. ftg. 1-Story w/ 1 - #4 T / B Cont. 2. Point Loaded Footing P max = S.B.P. * S " W 1144 4 x post (minimum ) Pmax ( 1-Story ) = 8667 Ibs. FSLAB - ------- --------------------- w/ (1) #4 T/B = 6000 Ibs. TG. 45-deg. S-Bearing Area I I E S 11 F M E I N C. STRUCTURAL ENGINEERS • PROJECT : Structural Calculations on La Laguna Large " to be built at Menifee , California PLAN2 '2001 CBC Date : Client March 25, 2003 FORECAST Revisions : Client Job No. Shipped : Job No. 3590 • 1800 E. 16th Street, Santa Ana, CA 92701 (714) 835-2800 • Fax (714) 835-2819 ESI / FME , Inc . Sheet i STRUCTURAL ENGINEERS DUAR 2 6 2003 JN. 35 ,90 LOAD CONDITIONS ROOF : Wd.Shake Rock Tile FLOOR : 0 2 0 Slope ❑ 4:12 ❑ 3:12 ❑ 4:12 w/o Conc. w/Conc. Live Load 16.0 psf 20.0 psf 16.0 psf Live Load 40 psf 40.0 psf Roof'g Mt'l 4.0 - - 10.0 D.L. of F.F. 5.0 15.0 Built-Up - - 6.0 - - Sheathing 1.5 1.5 Sheathing 1.5 1.5 1.5 Floor Joists 3.0 3.0 Roof Rafters 1.5 1.5 1.5 Drywall 2.5 2.5 Ceiling Joist 1.5 1.5 1.5 Total D.L. 12.0 psf 22.0 psf Drywall 2.5 2.5 2.5 Miscellaneous 1.0 1.0 1.0 Total Load 52 psf 62.0 psf Total D.L. 12.0 psf 14.0 psf 18.0 psf LOAD CONDITIONS : Total LOAD 28.0 lost 34.0 psf 34.0 psf 0 0 0 STANDARD SPECIFICATIONS FOR PROJECT DESCRIPTION: STRUCTURAL CALCULATIONS PLAN 2 ' La Laguna Large"/FORECAST Menifee , CA 1. Sketches of details in calculations are not to scale and may not represent true PROJECT ENGINEER: D.L.F • conditions on plans. Architect or designer CALLS BY: Reuse Ben DATE:3-25-2003 is responsible for drawing details in plans ASSOC. CHECK: DATE: which represent true framing conditions BACK CHECK: DATE: and scale. Enclosed details are intended to ROOF TRUSS Rev.: DATE: complement standard construction practice FLR. TRUSS Rev.: DATE: to be used by experienced and qualified P/T FOUND. Rev.: DATE: contractors. PLAN CHECK: DATE: REVISIONS: 2. The structural calculations included here are for the analysis and design of primary SHTS: /��� DATE: j l .�103 structural system. The attachment of non- / I i . Init.: structural elements is the responsibility of B SHTS: DATE: the architect or designer, unless specifically \ / Init.: shown otherwise. I SHTS: DATE: Init.: 3. The drawings, calculations, specifications SHTS: DATE: and reproductions are instruments of <E> Init.:service to be used only for the specific SHTS: DATE: project covered by agreement and cover Init.: sheet. Any other use is solely prohibited. <F> SHTS: DATE: Init.: 4. All changes made to the subject project <G> SHTS: DATE: shall be submitted to E S I / F M E, Inc. Init.: in writing for their review and comment. E S I/F M E, Inc. - Structural Engineers These calculations are meant to be used (This signature is to be a by a design professional, omissions are wet signature, not a copy.) �Q4 E� t intended. APPROVED BY: 5. Copyright©- 1994 by E S I / F M E, Inc. I Q • i .No -30407 ' Structural Engineers. All rights reserved. � Q Cn This material may not be reproduced in I Aar 31,2004 X whole or part without written permission of ESI / FME, Inc. DATE: Cf VI PT z 7003 J '�oF C�,uF��' ESI / FME , Inc . Sheet STRUCTURAL ENGINEERS Date /0-7"d--4"3 JN. DESIGN CRITERIA SHEET FOR RESIDENTIAL CONSTRUCTION CODE: 2001 CBC CODE (rev. 09/22/2003) In all cases calculations will supersede this design criteria sheet. TIMBER Douglas Fir-Larch - 19% max, moisture content j 4x6,8#2/#1: Fb = 1 140/1300 psi, fv=95 psi; E=1.6 2x4 #2: Fb = 1315/1510 psi; fv=95 psi; E=1.61 4x10 #2/#1: Fb = 1050/1200 psi; fv=95 psi; E=1.6 2x6 #2: Fb = 1140/1310 psi; fv=95 psi; E=1.6j 4x12 #2/n1: Fb = 965/1100 psi; fv=95 psi; E=1.6/1.7 2x8 #2: Fb = 1055/1210 psi; fv=95 psi; E=1.61 4x14 #2/#1: Fb = 875/1000 psi; fv=95 psi; E=1.6/1.7 2x10 #2: Fb = 965/1105 psi; fv=95 psi; E=1.61 4x16 T2/#1: Fb = 875/1000 psi; fv=95 psi; E=1.6/1.7 2x12 #2: Fb = 875/1005 psi; fv=95 psi; E=1.61 6x10 #1/SS: Fb = 1350/1600 psi; fv=85 psi; E=1.6 2x14 #2: Fb = 790/905 psi; fv=95 psi; E=1.61 6x22 #1/SS: Fb = 1350/1500 psi, fv=85 psi; E=1.6 It is recommended that lumber be free of heart center. PARALLAM PSL 2.0E Glued Laminated Beams: Douglas Fir-Larch fb=2900.psi; fv=290.psi; E=2.OE6 psi Ind. App. Grade: Fb=2400 psi;Fv=165 psi;E=1.8E6 psi MICROLLAM LVL: Fb=2600psi;Fv=285psi;'E=1.8 CONCRETE 1. Drypack shall be composed of one part Portland Cement to not more than three parts sand. 2. All structural concrete ................................................:.. fc = 3000 psi w/ inspection. All slab-on-grade/continuous footings/pads ...................fc = 2500 psi w/o inspection. • All concrete shall reach minimum compressive strength at 28 days. REINFORCING STEEL 1. All reinforcing shall be A.S.T.M. A-615-40 for#4 bars and smaller. All reinforcing shall be A.S.T.M. A-615-60 for#5 bars and larger. Welded wire fabric to be A.S.T.M. A-185, lap 1-1/2 spaces, 9" min. 2. Splicing of bars shall have lapping or 40 dia. or Z-O" min. in all continuous concrete reinforcement (30 dia. for compression). Masonry reinforcement shall have lappings of 40 dia. or 2'-O". This is in all cases U.N.O. 3. All reinforcing bars shall be accurately and securely placed before pouring concrete, or grouting masonry. 4. Concrete protection for reinforcement shall be at least equal to the diameter of the bars. Cover shall be as follows, U.N.O.: A. Poured against earth...............................3" B. Poured against form below grade............211 C. Slabs on grade (from top of slab)............ 1" D. Columns and beams to main bars...........2" STRUCTURAL STEEL 1. Fabrication and erection of structural steel shall be in accordance with "Specifications for the Design, Fabrication and Erection of Structurai Steei Buildings", AISC, current edition. Steel to conform to ASTM A36. Round pipe columns shall conform to ASTM A53, Grade B. Square/Rectangular steel tubes ASTM A500, Grade B. 2. All welding shall be performed by certified welders, using the Electric Shielded Arc Process at licensed shops or otherwise approved by the Bldg. Dept. Continuous inspection required for ali field welding. 3. All steel exposed to weather shall be hot-dip galvanized after fabrication, or other approved weatherproofing method. 4. Where finish is attached to structural steel, provide 1/2"o bolt holes @ 4'-0" O.C. for attachment of • nailers, U.N.O. See architectural drawings for finishes (Nelson studs 1/2" x 3" CPL may replace bolts). MASONRY 1. Concrete block shall be of sizes shown on architectural drawings and/or called for in specifications and conform to ASTM C-90, grade N medium weight units with max. linear shrinkage of 0.06% 2. All vertical reinforcing in masonry walls not retaining earth shall be located in the center of the wail (U.N.O.), retaining walls are to be as shown in details. 3. All cells with steel are to be solid grouted (except retaining walls where all cells are to be solid grouted). S ES I / FM E , I ne . Sheet STRUCTURAL ENGINEERS Date /0 _- fU 6`3 JN. GENERAL SPECIFICATIONS FOR STANDARD RESIDENTIAL CONSTRUCTION (2001 CBC Code) (rev. 09/2212003) A. All beams to be supported with full bearing unless noted otherwise. B. All isolated posts and beams to have Simpson PB's, PC's and/or BC's minimum, U.N.O. C. All bearing walls on wood floors are to be supported with double joists or solid blocking, U.N.O. D. Provide 4x or double members under sole plate nailing less than 6" o/c. E, All Simpson HDA, HPA and CB holdowns to be fastened to 4x4 post min. F. All hardware is to be Simpson Strong-Tie TM or approved equal. Install per mfr.'s specifications. G. All shop drawings are to be reviewed by the contractor and.the architect prior to submittal for engineers review. H. All exterior walls are to be secured with 5/8" diameter x 12" anchor bolts @ 72" o.c., U.N.O. i. All interior walls to be secured with shot pins per manufacturer's recommendations, U.N.O.. Calculations govern in all cases. Recommend RamsetlRedhead 1516SD @ 24" o.c. J. All conventional framed portions of structure are to be constructed per section 2320 of the CBC Code, U.N.O. K. All nailing is to be per table 23-II-6-1 of the CBC Code, U.N.O. L. All nails to be "common", U.N.O. FRAMING NOTES LEGEND MARK : DESCRIPTION SPN12: 16d Sole Plate Nailing at 12"olc JSCR8 : 3/8"o x 6.5"Sole Plate Screws at 8"o/c SPN10: 16d Sole Plate Nailing at 10"o/c I SCR6 : 3/8"o x 6.5"Sole Plate Screws at 6"o/c SPN8 : 15d Sole Plate Nailing at 8"o/c SPN6 : 16d Sole Plate Nailing at 6"o/c SPN4 -. 16d Sole Plate Nailing at 4"o/c SPN3 : 16d Sole Plate Nailing at 3"o1c SPN2 : 16d Sole Plate Nailing at 2"o/c FOUNDATION NOTES LEGEND MARK: DESCRIPTION MARK : DESCRIPTION A664 : 518"o x 10"Anchor Bolts at 64"o/c 244 : Provide a total of 244 at top &244 at AB56 : 518"o x 10"Anchor Bolts at 56"o/c bottom of footing, 3' past posts AB48 : 5/8"o x 10"Anchor Bolts at 48"o/c 3-;4 : Provide a total of 344 at top & 344 at AB40 : 518"e x 10"Anchor Bolts at 40"o/c bottom of footing, T past posts AB32 : 5/8"o x 10"Anchor Bolts at 32"olc 444 : Provide a total of 444 at top &444 at AB24 : 518"o x 10"Anchor Bolts at 24"olc bottom of footing, 3' past posts AB16 : 5/8"o x 10"Anchor Bolts at 16"o/c HD2A (1)Simpson HD2A per post A38 :5/8"o x 10"Anchor bolts at 8"o1c i HD5A (1)Simpson HD5A per post A824X: 518"0 x 12"Anchor Bolts at 24"o1c HD6A (1) Simpson HD6A per post A916X: 518"o x 12" Anchor Bolts at 16"0/11 HD8A (1)Simpson HD8A per post AB8X : 518"a x 12"Anchor boits at 8"o/c HD10A: (1) Simpson HD10A per post 2AB : (2) 518"e x 10"Anchor Bolts HD14A: (1)Simpson HD14A per post 3AB : (3) 5/8"o x 10"Anchor Bolts HD20A: (1)Simpson HD20A per post 2ABX : (2) 518"o x 12"Anchor Bolts HPA (1) Simpson HPAHD22 per post 3ABX : (3) 5/8"o x 12"Anchor Bolts HP.A2P : (1) Simpson HPAHD22-2P per post -_ ovv . f11 1+A"R-1)" L -►—owl+� I HTT7 7 f 11 Simpson HT T22 o e r post .5 3s�a 4 a 3.SILL ir--- ____________________________ ___________ --------------_ __, I I I I I FDI , I I I I I 4-4 I I I I , I caI I I I I I I '� I I - I I L--------- I I I I I I fDl I I I I I I I I I ^ ) I I L i I , t NO I I > FDI I ( I I b FDI `DI I I I —__ Z________—_—J I PR, J U � ° "r>7,7_•-__---- n FDI n i t # Y I FDI �.6ru I C I I 1 l?? FQ1 I ❑ w 1 I a t t . t I ioc N I I `\ p `7<•SP..R'PP I al% Fo1 AR( IN POD p w/21 En !h •PATSOrI CD I 11 v O I CV I I FDI PRI C 5 I Q $HI I �,•12 7O 17 1 R O < I I O ❑. I I !.51LLKID) FDI FDi I ).SILL _1 ^_/_ __ __ _JID, - CT OTuE RS Q *J I 72.OR FDI 64' OM 66'O-fy g• 0,0 FOUNDATION PLAN 2A a 10' 001 SCALL 1/4" I'0" lL I-1 3s�o FLI d-I a ❑ FOUNDATION PLAN 2B 5G4LE 114' _ I'-O" EF L'..; � l I 0 0 a FEil F11 0 M 0 N IT] O O N O M O Ol IL 3 N ❑ ❑ FOUNDATION PLAN 2G SCALE I/4" 1'-O" O m L!'I M N <L rry '-2W USE(16)Wa NAIL6 PER TOP"LATE SPLCE gD +�- Q Sx SSILL1 L i J•- 75 7 'Fp SC7 D +6 Tyr 1 L., .� 3s-0 • SDI er+ ENURE WALL M BA FAMILY9'-G••cLG i i M 3ED 9-0 NOOK CLG CLG 9'-0" CLG � -DRAG TRuss r ISOIOF IiN. 7m 4 DRAG LOAD.73OO• 9D7 6'l TTP. DWY.*R'SSw � DRAG LOAp.]56s z 3+ KIT - 9'-0" CLG I 1 T db `� 9'-0" CLG 20 50' BED p rrP. 9•-0` CLG s I••fs @ Fb E-� I +� bD 9.759 li� li`ullll DINING 5p1 9 9'-0' CLG 1 A CA8A TIE E s" 4 IF. R ti12 , A'Dpt RP. M. ! I A�, SDI ! l so- PEN 5 9'-0" CLG R 9•-0" CLG 4'-D" 9'-C" CLG ems" II A DL. n \ MS760 1� SD' L ENT t '• . D7 /p • I a ne SDI s _~ - DR.G ira45 w ROGc EN. x� F4:6 i.b DRAG LOAD•6.9D ia64w6. _ RAG - 1 � DRAG LOPD•�]7OS i77 .I m. b I O G 5D7 D.SILL II 1 '-0" CLG DSTbR acooceD DIAP. +'` �. T SDI •� I DO NOT GREILK [iox L _ -CAR SARA& PUT USE(E•)Ibd NA S. R 1 AlR A 9'_0"CLG post 0 of T LI'] e G r�� M ' Bret � s�• ;; NOTE. N AT OAS-e END DIALLS E I DRAG M55.1 ROOF EN `$f M PLY SMEAR IS RUN DRAG LOAD.UVE) - C7 TIP C Alp NAEED CD TO 50 O,DIlD OQ TRUSS �x^^ CONT.,xtt N •OC 100MIT Alb AND _— - - L•71'•b•. RATE SPICE NAILINS I ' rn L --- - -__ ---- -- -- _� o ' 7 SDI ILL 1-1b D. b 1•i'S' .61LL SOI SDt h 5LL 6 Ex ND PLY EkiL•ND RT S'•O' MR, ,'-D• MDR N fV Ln (T in M O T Ll7 M ROOF FRAMING PLAN 2A r-y SCALE:1/4".V-0" 3s�a V • II N 6A i i u E3E0 9'-O" CLG 9'-0" CLG 1 i i WAL<!' 9'-0' CLG I_ :- r- o EA 2 9'-O' CLG RETREAT 9'-0" CLG ML -------- OPT. RETREAT @ BEDROOM 2 SCALE.1/4".1'0" FOR ADDITIONAL AND SPECIFIC INFORMATION NOT SWORN WE RE REFER TO MAIN FRAMING ?LAN U ' I Y C f�0 - II (FROM 4 O C? O i\x�l BCD 4 I� �I CD4'-0" CLG O q=q" O '�f xr I M O N FORCH Ln O 9'-0" CLG 01 Ln GARAGE O - (FROM CLG O) (FROM T.O.C.) Ln 0) LL OPTIONAL BEDROOM 4 @ DEN °F 5CALE. I/4". 1'-0" 9 ' I — C I I ll � Ib SDI SOI LIVING DEN S_ ED 3 9'-0" CLG 9'-D" CLG 9'-0" 9'- CLG • o a =3 .. . P RG 9'-0" CLG T I fo Y i CL N -GAR "ARAGE 9'-O" CLG (FROM T 0.0) N M Q Q N O M Q r DRAG iFV55.u/ROOF EN. C>7 A.a DQAG LOAD.2000' 17 N i I7 �' SP1 17 Lo gp1 L.1..-3` L•p•.-y Q 3.51LL 3K SILL V) EXTEND PLY EXTEND PLY M 4' @ HDR. 4 @ HDR. CD m PARTIAL ROOF FRAMING PLAN 2C FOR AppITIpNAL AND SPECIFIC INFORMATION NOT 514OD,N HERE r'1 REFER TO MAIN fRAI.11NG, PLAN 3s�o 7 rl WµWµ 1) Uo Q 0� 1 a�2 J 1 { tt 3 1/0 RIDGE I � 1 1 7 f w I SDi � J xTTTi r a O H I6 < SDI 4 5L'i LIVING D_N S_ E 3 =1 9'-0' CLG 9'-0' CLG 9'-0" -0' CLC GIRDER TNU55 r V—L 1AG 1R155.1N_9LL94D.I.19p' +16 416 t.6Rk,I I� �I f {� ,Lt• J II DIW,L AZ TR155.,RpGF EN DRIr LOAD 37OS• � • P X 1; G ro 1 II m 1 M -GA GARA �: O 5DI — GIr�ER TR�65 P�` 4• 61ROER TRU55 ! POyt M O Q O T 3 -•---..�C-� _ �_: _ CANT.-l.lt. L•�.-6...—� _—__ —- 17 N IT 12' LLn L•3--5- L•7"•3' O 3.SILL ( I \ 3a SILL d1 SDI U) EXSEnD PLT i EXTEND PLY MULL DEPTH 6.o.s�•, 6L OCKINS Q s UAL: Ln PARTIAL ROOF FRAMING PLAN 2B M SCALE -. , I AL FOR ADDITIONAL AND SPECIFIC IN'FOZZ IATION NOT SHOWN WERE REFER TO MAIN =,RAMINIG PLAN 1-'1 ♦ H ,,T♦♦ I / ♦ / .'/ L1VIN6 iP>r''j4 �� o o. � ♦��ED 3 � a'' I I fipl 1 / �' I � ♦ I I I -0"ICLG „ nsreo I I .I I ,�I evl , ♦ 1 '4 I Y ♦♦♦ I I I II I I•' ` I J� I � r / GIRDER 1R7S5 �/n•r r I .17 } ♦ T� I / / I• c. I 601 I .ORKa La.0.tw I I �� -- - Ts II SDT `—=------------i--..— ------ 1 L..O'•.• U5F(R)I66 NAILS PER TOP PLA1E 6PLILE 2-CAR GAR / BED 5 / OFFICE ROOF FRAMING PLAN 2A SCALE 1i4-. I'-O" FOR ADDITIONAL AND SPECIFIC INFORMATION NOT 51 Ol,HERE REFER TO MAIN FRAMM. PLAN I ! H I ' I I I♦♦ /' I f I � II LIVING i BEV 4 ,/ a oo- i E3ED 5 I a'-0• CLG i a'-Q LC I 9'-0"CLG I I I w". 1 �� I I I ♦ I I a 1 . � � •Yf I I � ICI f I ' f / C.H In ! H-0" CLG♦ I Iy i ,r ♦♦ ;I , ♦` I O I li ,l' ♦ I J,/ ♦♦♦ rN O ' )\ , o l,--------------1- BCD 5/ , t OFFIGLE •' GAAeE CLG , , ♦U) I /' ,' /' ♦ I I / � I ,/ /' / Lr I / ' `') `j I I Ln I/ T'rl -- ---------- --'-----------'--y 2-CAR GAR. / BR 5 OPT. ROOF-FRAMING _ FRAMING AN 2B MALE:v.•, I.O• .r FOR ADpITICNAL AND 5FECIFIC NFORnATICN H07 SNOUN HERE RE=CR TO 2A/7-CAR OPTION FRA`IW.PLAN I ' I ♦ I I / I ♦ f , ♦ I I /� I ♦ �� I p ♦♦ I I / ♦ IFN 'RE ' ' L I V i N6 ' i 3'-Gi,LG , I oo W-O"CLG ! ,' i ♦♦ I EfJ 4 Pl.0'rg0"CLG I I I ?' I IN I L-------------L-FQRCH li I s'—a',CLG I -------- -----1— 1 BEAD 5/ OFFICE I I W—C" CLG i 9 RAGE I CLG (FROM 7.0.C.) I � I � I � I I I I I I I I I I I I , f , I I I I I I ! L________.---� ___1__ � i❑ I I LLLJJJ I . I • _1___-_- — 2-CAR GAR. / BR 5 OPT. ROOF FRAMING PLAN 2C SOALE:I,4".I'-D. 101,1110 ITIONAL AND SPECIFIC INFOR"'1ATIC N N'OT SWOUN WERE REFER TO 7A 12-CAR OF71ON FRAMNO RAN I I ! I I , y LIVING BED 4 S �� BED 5 9'O ,♦ r I CLG 9'-O" CLG x I 9'-O" CLG I I i K_ r y 50 TTP. , I I I -- ---- Sin --I -----------J r-� LF7 FDI 9'-O. CLGLn I I I I I -7'---- -`_------ I I I OI FDI m • �. I I I CD O ' BED 5/ I o i OFFICE i GARAGE 9.-0', CLG I O I I (FROM T.O.C.) e I rot I .DI N� n LL to -------- O Ln cnLn Dt v 2-CAR GAR / BED 5 / OFFICE FOUNDATION PLAN 2A1 2B, & 2C LL SCALE.114'.I'V _ FOR AppITtLT:dL ANO SPECIFIC NFOR"16TION NOT SWOt:M WERE REFER TO MAN FOW0ATICN PLAN ESI / FME , Inc . Sheet ON STRUCTURAL ENGINEERS DaW25-2003 JN. 3590 " La Laguna Large "I FORECAST Menifee , California.. PLAN-2 0_1 HDR @ REAR OF NOOK Length = 6 ft. P1 - 0 lbs = 0 @ L1 = 0 P2 = 0 lbs = 0 @ L2 ` 0 Roof = ( 34 psf) ( 4-1 ft/2 + 1 ) = 731.0 plf api z Wall = ( 14 psf) ( 1 + 0 ) = 14.0 Floor = ( 52 psf) ( 0 ft/2+ 0 } = 0.0 D. L. of Beam . . . . . . . . . . . = 15.0 I i w - 760.0 plf Fb = 1050 psi. M = 3420 ft-lb= 41.04 in-k S = Moment/ 1.250 Fb = 31.3 in^3 Reactions: *RL= 2280lbs Fv = 95 psi ; d = 9.25 in. *RR= 2280 lbs V = R(max)-(w*d)= 1694 lbs. A = 1.5 V / 1.250 Fv = 21.4 in^2 Req'd Sec. Properties: ProVd • - * S = 31.3 in^3 Allow defl = L / 240 0.30 in * A = 21.4 sq. in. sz.3s E = 1.6 x 10**6 psi * I = 46.2 in^4 zso.aa I =5*M*L^2 /48*E*d= 46 in^4 Estimated defl = 0.060 U S E 4 x 10 W.C.D.F. #2 C-) HDR @ REAR FAM. (ELEV.B ) Length = 8 ft. P1 = 2788 lbs = 34*8/2*41/2 @ L1 = 4 P2 = 2788 lbs = 34*41/2*4 @ L2 = 6 P1 z Roof = ( 34 psf) ( 0 ft/2 + 1 ) = 34.0 plf Wall = ( 14 psf ) ( 1 + 0 ) = 14.0 Floor = ( 52 psf) ( 0 ft/2+ 0 ) = 0.0 D. L. of Beam . . . . . . . . . . . . . . - .0 w = 63.4 plf Fb = 2900 psi. M = 10262 ft-lb= 123.1 in-k S = Moment/ 1.250 Fb = 34.0 in^3 Reactions: *RL= 2343lbs Fv = 290 psi ; d = 9.5 in. *RR= 3737 lbs V = R(max)-(w*d)= 3687 lbs. A = 1.5 V / 1.250 Fv = 15.3 in^2 Req'd Sec. Properties: ProJd * S = 34.0 in^3 sz.ssi Allow defl = L / 240 = 0.40 in * A = 15.3 sq. in. I ss zs E = 2 x 10**6 psi * i = 147.8 in^4 zsoo� I =5*M*L^2 /48*E*d= 148 in^4 Estimated defl = 0.236 U S E 3.5 x 9.5 PARALLAM ESI / FME , Inc . Sheet 15 • STRUCTURAL ENGINEERS Date-25-2003 JN. 3590 " La Laguna Large "/ FORECAST Menifee , California.. PLAN-2 3 TYP. 4X6 HDR Length = 4 ft. P1 - 0 lbs = 0 @ L1 = 0 P2 = 0 lbs = 0 @ L2 = 0 ���� Roof = ( 34 psf ) ( 41 ft/2 + 1 ) = 731.0 Of P, z Wall = ( 14 psf) { 1 + 0 } = 14.0 Floor = { 52 psf ) { 0 ft/2+ 0 ) = 0.0 D. L. of Beam . . . . . . . . . . . . . . . = 15.0 w = 760.0 plf Fb = 1140 psi. M = 1520 ft-lb= 18.24 in-k S = Moment/ 1.250 Fb = 12.8 in^3 Reactions: *RL= 1520 lbs Fv = 95 psi ; d = 5.5 in. *RR= 1520 lbs V = R(max)-(w*d)= 1172 lbs. A = 1.5 V / 1.250 Fv = 14.8 in^2 Req'd Sec. Properties: Proud • - * S = 12.8 ln^3 17.65 Allow defl = L 1 240 - 0.20 in * A = 14.8 sq. in. 19.25 E = 1.6 x 10**6 psi * I = 13.7 in^4 48.53 I =5*M*L^2 /48*E*d= 14 in^4 Estimated defl = 0.056 U S E 4 x 6 W.C.D.F. # 2 • ESI / FME , Inc . Sheettl STRUCTURAL ENGINEERS Date03125/03 JN. 3590 " La Laguna Large "I FORECAST Menifee , California.. PLAN-2 LATERAL ANALYSIS 2001 CBC CODE: Seismic Zone Factor Z = 0.4 Soil Parameter Per soil report Sc = 0.4 Near Source Factor per Soil Report Na = 1.3 Seismic Coefficient (Table 16-Q): Ca = Na * Sc = 0.52 Response Factor (Table 16-N) Rw = 5.5 Importance Factor I = 1 SIMPLIFIED DESIGN BASE SHEAR (2001 CBC - SECTION 1612.3.1) LONGITUDINAL (1-1): 1.4 V = ( 3 * 0.52 / 5.5 ) * W = 0.2026 W 1.4 TRANSVERSE (T1}: V = ( 3 * 0.52 / 5.5 ) * * W = 0.2026 W 1.4 * WIND CRITERIA: P = Cq * Ce * qs * 1 70 MPH - EXP. C Ave. Ce = (1.06*15+1.1*2+1.19*0)/17 - 1.06 P = 1.3 * 1.06 * 12.6 * 1 = 17.44 psf LONGITUDINAL (L1): Wind: . . . . _ ( 17.4 psf)( 17 - 4.5 ) - plf for Wind Loads. 792 Seismic: Roof= { 18 psf)( 44 ) = 792 Perpend. Wall = ( 14 psf)( 9 - 4.5 ){ 4 ) = 252 _ ( 10 psf)( 9 - 4.5 )( 2 } = 90 Floor-- ( 12 psf)( 0 ) = 0 1134 x( 0.2026 )= 230 plf ...Controlling Lateral Force: 230 plf (seismic) TRANSVERSE (T1): Wind: . . = ( 17.4 psf)( 15 - 4.5 } = 183 plf for Wind Loads. Seismic: Roof = ( 18 psf)( 52 ) - 936 Perpend. Wall = ( 14 psf)( 9 - 4.5 }( 4 ) = 252 _ ( 10 psf)( 9 - 4-5 )( 2 ) = 90 Floor= ( 12 psf)( 0 ) = 0 1278 x( 0.2026 )= 259 plf 259 plf (seismic) ...Controlling Lateral Force: ESI / FME , Inc . Sheet 17 • STRUCTURAL ENGINEERS Date 03/25103 JN. 3590 La Laguna Large "/ FORECAST Menifee , California.. PLAN-2 LATERAL ANALYSIS 2001 CBC CODE: Seismic Zone Factor Z = 0.4 Soil Parameter Per soil report Sc = 0.4 Near Source Factor per Soil Report Na = 1.3 Seismic Coefficient (Table 16-Q): Ca = Na * Sc = 0.52 Response Factor (Table 16-N) Rw = 5.5 Importance Factor I = 1 SIMPLIFIED DESIGN BASE SHEAR (2001 CBC - SECTION 1612.3.1) V = ( 3 * Ca I Rw ) * W LONGITUDINAL (L2): 1.4 V = ( 3 * 0.52 / 5.5 ) * W = 0.2026 W 1.4 • TRANSVERSE (T2): V = ( 3 * 0.52 / 5,5 * * W = 0.2026 W 1.4 * WIND CRITERIA: P = Cq * Ce * qs * 1 70 MPH - EXP. C Ave. Ce = (1.06*15+1.1*0+1.19*0)/15 - 1.06 P = 1.3 * 1.06 * 12.6 * 1 = 17.36 psf LONGITUDINAL (L2): Garage Wind: . . . . _ ( 17.4 psf)( 0 - 0 ) = 0 plf for Wind Loads. Seismic: Roof= ( 18 psf)( 211 }( )± 378 Perpend. Wall = ( 14 psf)( 4.5 1 - 63 ( 10 psf)( 9 - 4.5 )( 1 ) = 45 Floor= ( 12 psf)( 0 } - 0 486 x( 0.2026 }= 98 plf ...Controlling Lateral Force: 98 plf (seismic) TRANSVERSE (T2): Garage Wind: = ( 17.4 psf)( 15 - 4.5 } = plf for Wind Loads. Seismic: Roof= { 18 psf)( 30 ) = 540 Perpend. Wall = { 14 psf)( 9 - 4.5 )( 2 ) = 126 _ ( 10 psf}( 9 - 4.5 ){ 1 ) = 45 • �� Floor= ( 12 psf)( 0 } - 0 711 x( 0.2026 )= 144 plf ...Controlling Lateral Force: 182 plf (wind) E S I J F M E , Inc . Sheet 17- l • STRUCTURAL ENGINEERS date 3/Z s/p 3 JN, 3 Sl�o LATERAL SHEAR NOTES ( rev. 2 14/2003) (2001 CBC; SEISMIC ZONE 4) FRAMING MEMBERS V E R T I C A L: DOUG FIR-LARCH @ 16" c.c. 1 --(2) LAYERS 518" Blocked Drywall with 6d cooler nails @ 9" o.c. at edges &field at base layer, 8d c000ler nails @ 7" o.c. at edges&field at face layer............... ............._................ 125 pif 2 — 1/2" Drywall with 5d cooler nails @ 7"o.c at edges and field. (Table 25-1 CBC).......................................... ..... 50 ptf 3 —5/8" Drywall with 6d cooler nails @ 7" o.c at edges and field. (Table 25-1 CBC).........__. ......................... ....... 58 plf 4 — 1/2" Drywali with 5d cooler nails @ 4"o.c at edges and field. (Table 25-1 CBC).................................... .......... 63 pIf 5 —518" Drywall with 6d cooler nails @ 4"o.c at edges and field. (Table 25-1 CBC)......................................... ...... 73 pif 6 — 1/2" Blocked Drywall with 5d cooler nails @ 4" o.c at edges and field. (Table 25-1 CBC).................................. •.75 pIf 7 — 518" Blocked Drywall with 6d cooler nails @ 4" o.c at edges and field. (Table 25-1 CBC).................................. 88 plf 8 —7/8" Stucco over approved lath with 16 gauge staples @ 6" O.C. at top and bottom plates, edges of shear wall, and field. (Table 25-1 CBC)............................................................ 180 p1f • 9 —7/8" Stucco over approved lath with 16 gauge staples @ 3" o.c. at top and bottom plates, edges of shear wall, and 6"o.c. at field. (ICBO report No. 1254, or equal).................... 260 pIf 10 --3/8"Wood Structural Panel w, 8d common nails @ 6"o.c @ edges& 12"o.c. @ field. (Table 23-II-1-1 C9C).. 260 pIf 11 --3/8"Wood Structural Panel w. 8d common nails @ 4"c.c @ edges & 12"o.c. @ field. (Table 23-II-1-1 CBC).. 350 pif 12 —3/8"Wood Structural Panel w. 8d common nails @ 3"c.c @ edges & 12"o.c. @ field. (Table 23-11-1-1 CBC),. 490 pIf 13 --3/8"Wood Structural Panel w, 8d common nails @ 2"o.c @ edges& 12"c.c. @ field. (Table 23-11-t-1 CBC). 640 pEf 14 — 1/2" (or 15132")Wood Structural Panel with 10d common nails @ 2"o.c at edges and 12" o.c. at field 770 p!f (Table 23-II-1-1 ............................................................................. ..................................... 15 — 112" (or 15132")Structural I Wood Panel with 10d common nails @ 2"o.c at edges and 12"o.c. at field (Table 23-II-1-1 CBC)_.................... ............................................................ 874 pIf NOTES: a. Wood Structural Panel: Material approved by APA, PFS/TECO or Pittsburgh Testing Laboratories (this includes OSB) `these values are for Doug-Fir Larch or Southern Pine, other lumber species may differ in shear capacities. b Where plywood is applied on both faces of wall and nail spacing is less than 6" o.c., pane!joints shall be offset to fall on different framing members or framing shall be 3x or wider and nails staggered on each side. c For allowable shear values greater than 350plf, provide a min. of a single 3x member at foundation sill plates& all framing members receiving edge nailing from abutting panels Nails shall be staggered. Provide 2x members otherwise. d. Provide 2"x 2"x 3116"steel plate washer @ each bolt (USC sect. 1806.6.1) H O R I Z O N T A L: All roof and floor sheathing to be Exposure I or Exterior(Tables 23-11-H and 23-11-E-1 CBC). ROOF: JOIST SPACING-<24" o.c.: 15132"Wood Struct. Panel PIi 24/0,with 8d's @ 6" o.c. at edges &boundaries, 12" o.c. field. • FLOOR : Joist Spacing < 16"c.c.: 19132"Wood Struct. Panel T&G', PI 32/16, w/10d's @ 6"c.c. at edges&bound., 10" o.c,field. Joist Spacing <20" o.c.: 19/32"Wood Struct. Panel T&G', PI 40/20,w110d's @ 6" O.C. at edges&bound., 10" o.c. field. Joist Spacing <24" o.c.: 23/32"Wood Panel T&G'shtg, PI 48124, w110d's @ 6" o.c. at edges &boundaries, 10"o.c.field. "Panel edges shall have approved T&G joints or shall be supported with blocking. Not required when lightweight concrete is placed over subtloor. ESI / FME , Inc . Sheet 1 $ on STRUCTURAL ENGINEERS Date JN. 3590 " La Laguna Large "l FORECAST Menifee , California.. PLAN-2 1O WALL(S) @ LEFT OF HOUSE LENGTH = 8 ft - 0 ft + 8 ft = 16.00 ft s LOAD = ( 230 Ibs /ft) 20.0 ft/2 + 0 ft) = 2300 lbs. LOAD = ( 0 Ibs/ft) 0.0 ft/2 + 0 ft) = 0 Ibs. LOAD = ( 0 Ibs /ft) 0.0 ft/ 2 + 0 ft) = 0 Ibs. SHEAR = T. LOAD/L = 2300 lbs / 16.00 ft. = 144 Ibs 1 ft _ U S E 10 wl 5/8" Dia. x 12" A.B.'s 72 "o/c MA672�i UPLIFT: L( Wall ) = 8.00 ft. Wall Height - 9.00 ft. LOAD = 1150 lbs. 0. T. M. = 10350 ft-Ibs 0.85*R.M. =0.85*(14*9+18*2) 8.00 12/2 = 4406 ft-Ibs N.M. = O.T.M. - R.M. = 10350 - 4406.4 = 5944 ft-Ibs UPLIFT = N.M. / LENGTH = 5944 #I 8.00 ft = 743 lbs. PROVIDE: (1) SIMPSON HTT22 PER POST. 2O WALL(S) @ LEFT OF GARAGE LENGTH = 16 ft - 0 ft + 0 ft = 16.00 ft • S LOAD = ( 230 Ibs/ft) 50.0 ft/2 + 0 ft) = 5750 lbs. LOAD = ( 98 Ibs/ft) 30.0 ft/2 + 0 ft) = 1470 lbs. SHEAR = T. LOAD / L = 7220 Ibs / 16.00 ft. = 451 Ibs /ft 3x SILL R U S E ZL wl 5/8" Dia. x 12"A.B.'s 24 "olc ! AS24 UPLIFT: L( Wall ) = 16.00 ft. Wall Height = 9.00 ft. LOAD = 7220 lbs. O. T. M. = 64980 ft-lbs 0.85*R.M. =0.85*(14*9+18*15) * 16.00 12/2 = 43085 ft-lbs N.M. = O.T.M. - R.M. = 64980 - 43084.8 = 21895 ft-Ibs UPLIFT = N.M. / LENGTH = 21895 #I 16.00 ft = 1368 lbs. PROVIDE: (1) SIMPSON HTT22 PER POST. 3O WALL(S) @ RIGHT OF HOUSE LENGTH = 8 ft - 0 ft + 12 ft = 20.00 ft s LOAD = { 230 Ibs/ft) 31.0 ft/2 + 0 ft) = 3565 lbs. LOAD = ( 98 Ibs /ft) 31.0 ft/2 + 0 ft) = 1519 lbs. LOAD = ( 0 lbs /ft) 0.0 ft/ 2 + 0 ft) = 0 Ibs. SHEAR = T. LOAD / L = 5084 Ibs / 20.00 ft. = 254 Ibs /ft U S E 11 wl 5/8" Dia. x 12" A.B.'s 40 "o/c i aBdo UPLIFT: L( Wall ) = 8.00 ft. Wall Height = 9.00 ft. LOAD = 2034 Ibs. 0. T. M. - 18302 ft-Ibs 0.85*R.M. =0.85*(14*9+18*2) 8.00 12/2 = 4406 ft-Ibs N.M. = O.T.M. - R.M. = 18302 - 4406A = 13896 ft-Ibs UPLIFT = N.M. / LENGTH = 13896 #I 8.00 ft = 1737 lbs. wl PROVIDE: (1) SIMPSON HTT22 PER POST. • ESI / FME , Inc . Sheet • STRUCTURAL ENGINEERS Date 03/25103 .lN. 3590 " La Laguna Large "I FORECAST Menifee , California.. PLAN-2 O4 WALL(S) @ REAR OF HOUSE LENGTH = 17 ft - 4 ft + 0 ft = 13.00 ft s LOAD = { 259 lbs /ft) 42.0 ft/2 + 0 ft) = 5439 lbs. LOAD = ( 0 lbs /ft) 0.0 ft/2 + 0 ft) = 0 lbs. LOAD = { 0 lbs /ft) 0.0 ft/2 + 0 ft) = 0 lbs. SHEAR = T. LOAD / L = 5439 lbs / 13.00 ft. — 418 lbs /ft 3x SILL U S E 13 w/ 518" Dia. x 12" A.B.'s 24 "o/c 'AB2a UPLIFT: L( Wall ) = 17.00 ft. Wall Height = 9.00 ft. LOAD = 5439 lbs. 0. T. M. = 48951 ft-lbs 0,85*R.M. =0.85*(14*9+18*22) 17.00 A2/2 = 64115 ft-lbs N.M. = O.T.M. - R.M. = 48951 - 64114.65 = -15164 ft-lbs UPLIFT = N.M. / LENGTH = -15164 #/ 17.00 ft = -892 lbs. NO HOLDOWNS REQUIRED. 5O WALL(S) @ FRONT OF BED#3 LENGTH = 14 ft - O ft + 0 ft = 14.00 ft • s LOAD = { 259 Ibs /ft) 39.0 ft/ 2 + 0 ft) = 5051 lbs. LOAD = ( 144 lbs /ft) 20.0 ft/2 + 0 ft) = 1440 lbs. LOAD = { 0 lbs/ft) 0.0 ft/ 2 + 0 ft) = 0 lbs. SHEAR = T. LOAD / L = 6491 lbs / 14.00 ft. = 464 lbs 1 ft _ Ox SlL-L F U S E 13 w/ 5/8" Dia. x 12" A.B.'s 24 "o/c A824 ! UPLIFT: ( a ) = 14,00 ft. Wall Height = 9.00 ft. LOAD = 6491 lbs. 0. T. M. = 58415 ft-lbs 0.85*R.M. =0.85*(10*9+18*39/2) 14.00 A2/2 = 36735 ft-lbs N.M. = O.T.M. - R.M. = 58415 - 36735.3 = 21679 ft-lbs UPLIFT = N.M. / LENGTH = 21679 #/ 14.00 ft = 1549 lbs. PROVIDE: (1) SIMPSON HTT22 PER POST. • ESI / FME , Inc . Sheet • STRUCTURAL ENGINEERS Date 03/25/03 JN. 3590 La Laguna Large "I FORECAST Menifee , California.. PLAN-2 CONTINUOUS HEADER SHEAR WALL DESIGN 6 WALL @ FRONT OF 3-CAR GARAGE L = 2.25+3.25 = 5.5 ft W LOAD =( 182 lbs /ft ) ( 20.0 ft / 2 + 0 ) = 1820 lbs. LOAD =( 0 lbs / ft ) ( 0.0 ft / 2 + 0 ) = 0 lbs. SHEAR = 1820.00 lbs / 5.5 ft. = 331 lbs / ft 3xsill U S E /12 wl 2 5/8" Dia. x 12" A.B.'s 12A�.B wall L EDGE NAIL @ HEADER & POST. i 4'-0" b I a� Continuous Header Steel Strap Simpson (1) ST6224, @ Ea. Post over Ply. Sht'g. i 0 Lu 4 x Post = , Full Bearing for Header. 3 \ 2 x Stud @ 16 " o.c. Anchor Bolts per plan � i x ►� UPLIFT: L ( Wall ) = 2.25 ft. Wall Heigl = 7.00 ft. LOAD = 745 lbs. O. T. M. = 4963 ft-lbs • SECTION REQ'D = O.T.M. * 12 / (1.33 * Fb) = 45 inA3 UPLIFT = O.T.M. / x = 2206 lbs Use Simpson ST6224 at each post. PROVIDE:1-SIMPSON HTT22 PER POST. ES I JFM E , Inc . Sheet ? 4 • STRUCTURAL ENGINEERS Date03/25/03 JN. 3590 La Laguna Large "/ FORECAST Menifee , California.. PLAN-2 FOUNDATION ANALYSIS SOIL BEARING PRESSURE= 2000 psf By : ALBUS-KEEFE, ASSOCIATES Job No. 1159.01 Dated: 11/ 19/ 2002 1. Continuous Footing Design: @ REAR OF HOUSE Roof : ( 34 ) ( 44/2 ) = 748 plf Wall : ( 14 ) ( 10 ) = 140 Floor : { 52 ) ( 0 ) = 0 Deck : { 57 ) { 0 ) = 0 888 plf Width Required = ( 888 ) / ( 2000 - 0 ) = 0.44 ft. • USE 12 in. wide x 18 in. deep Cont. ftg. 1-Story w/ 1 - #4 T / B Cont. 2. Point Loaded Footing P max = S.B.P. * S * W / 144 4 x post ( minimum ) Pmax { 2-Story } = 8667 lbs. SLAB ---------------- ------------------�------v---- w/ (1) #4 T/B = 6000 Ibs. CONT. FTG,' Q 45-deg. S-Bearing Area • • E S I F M E N C. STRUCTURAL ENGINEERS • PROJECT : Structural Calculations on " La Laguna Large " to be built at Menifee , California PLAN3 '2001 CBC Date : Client March 25, 2003 FORECAST Revisions : _ Client Job No. Shipped : Job No. 3590 1800 E. 16th Street, Santa Ana, CA 92701 (714) 835-2800 • Fax (714) 835-2819 ESI / FME , Inc . Sheet on STRUCTURAL ENGINEERS DatMAR 2 fi 20 JN. 3590 LOAD C NDITIONS ROOF :: Wd.Shake Rock TileTile FLOOR : Slope [ ❑�2 ❑�4:12 w/o�Conc. w'/�Conc. Live Load 16.0 psf 20.0 psf 16.0 psf Live Load 40 psf 40.0 psf Roof'g Mt'l 4.0 - - 10.0 D.L. of F.F. 5.0 15.0 Buiit-Up - - 6.0 - - Sheathing 1.5 1.5 Sheathing 1.5 1.5 1.5 Floor Joists 3.0 3.0 Roof Rafters 1.5 1.5 1.5 Drywall 2.5 2.5 Ceiling Joist 1.5 1.5 1.5 Total D.L. 12.0 psf 22.0 psf Drywall 2.5 2.5 2.5 Miscellaneous 1.0 1.0 1.0 Total Load 52 psf 62.0 psf Total D.L. 12.0 psf 14.0 psf 18.0 psf LOAD CONDITIONS Total LOAD 28.0 psf 34.0 psf 34.0 psf STANDARD SPECIFICATIONS FOR PROJECT DESCRIPTION: STRUCTURAL CALCULATIONS PLAN 3 'La Laguna Large"/FORECAST Menifee , CA 1. Sketches of details in calculations are not to scale and may not represent true PROJECT ENGINEER: D.L.F • conditions on plans. Architect or designer CALLS BY: Reuse Ben DATE:3-25-2003 is responsible for drawing details in plans ASSOC. CHECK: DATE: which represent true framing conditions BACK CHECK: DATE: and scale. Enclosed details are intended to ROOF TRUSS Rev.: DATE: complement standard construction practice FLR. TRUSS Rev.: DATE: to be used by experienced and qualified P/T FOUND. Rev.: DATE: contractors. PLAN CHECK: DATE: REVISIONS: 2. The structural calculations included here are for the analysis and design of primary SHTS: 0 DATE: 5 r}S r' 03 structural system. The attachment of non- 2� Init.: Z. structural elements is the responsibility of BO SHTS: DATE: the architect or designer, unless specifically Init.: shown otherwise. SHTS: DATE: Init.: 3. The drawings, calculations, specifications OD SHTS: DATE: and reproductions are instruments of / Init.: service to be used only for the specific SHTS: DATE: project covered by agreement and cover Init.: sheet. Any other use is solely prohibited. SHTS: DATE: Init.: 4. All changes made to the subject project G SHTS: DATE: shall be submitted to E S I /F M E, Inc. Init.: in writing for their review and comment. E S I/F M E, Inc. - Structural Engineers These calculations are meant to be used (This signature is to be a RQF ID by a design professional, omissions are wet signature, not a copy.) Q intended. APPROVED BY: RE 5• Copyright©- 1994 by E S I / F M E, Inc. • Structural Engineers. All rights reserved. is o 30407 CA ns r� This material may not be reproduced in ar 31,2004 whole or part without written permission +' of ESI /FME, Inc. DATE: • ,��,�� � �; � �; � rya►�r�`' , ES1 / FME , IC1C . kDate 3 • STRUCTURAL ENGINEERS /151-3 IJN. DESIGN CRITERIA SHEET FOR RESIDENTIAL CONSTRUCTION CODE: 2001 CSC CODE (rev, 09/22;2003) In all cases calculations will supersede this desion criteria sheet. TIMBER _ � �--•.T� Douglas Fir-Larch - 19% max. moisture content 4x6,8#21#1: Fb = 1140/1300 psi; fv=95 psi; E=1.6 2x4 #2: Fb = 1315/1510 psi; €v=95 psi; E=1.61 4x10 #2/#1: Fb = 1050/1200 psi; fv=95 psi; E=1.6 2x6 #2: Fb = 1140/1310 psi; fv=95 psi; E=1.61 4x12 #2/#1: Fb = 965/1100 psi; fv=95 psi; E=1.6/1.7 2x8 #2. Fb = 1055/1210 psi; fv=95 psi; E=1.61 4x14 #2/#1: Fb = 875/1000 psi; fv=95 psi, E=1.6/1.7 2x10 #2: Fb = 965/1105 psi; fv=95 psi; E=1.01 4x16 #2/#1: Fb = 875/1000 psi; fv=95 psi; E=1.6/1.7 2x12 #2: Fb = 875/1005 psi; fv=95 psi; E=1.61 6xl0 #1/SS: Fb = 1350/1600 psi; fv=85 psi; E=1.6 2x14 #2: Fb = 790/905 psi; fv=95 psi; E=1.61 6x1.2 #1/SS: Fb = 1350/1600 psi; fv=85 psi; E=1.6 It is recommended that lumber be free of heart center. PARALLAM PSL 2.0E Glued Laminated Beams: Douglas Fir-Larch fb=2900.psi; fv=290.psi; E=2.OE6 psi Ind. App. Grade: Fb=2400 psi;Fv=165 psi;E=1.8E6 psi MICROLLAM LVL: Fb=2600psi;Fv=285psF,'E=1.8 CONCRETE 1. Drypack shall be composed of one part Portland Cement to not more than three parts sand. 2. All structural concrete .................................................... f c = 3000 psi w/ inspection. All slab-on-grade/continuous footings/pads ...................f c = 2500 psi w/o inspection. . All concrete shall reach minimum compressive strength at 28 days. v REINFORCING STEEL 1. All reinforcing shall be A.S.T.M. A-615-40 for#4 bars and smaller- All reinforcing shall be A.S.T.M, A-615-60 for #5 bars and larger. Welded wire fabric to be A.S.T.M. A-185, lap 1-1/2 spaces, 9" min. 2. Splicing of bars shall have lapping or 40 dia. or 2'-0" min. in all continuous concrete reinforcement (30 dia. for compression), Masonry reinforcement shall have lappings of 40 dia. or 2'-0". This is in all cases U.N.O. 3. All reinforcing bars shall be accurately and securely placed before pouring concrete, or grouting masonry. 4. Concrete protection for reinforcement shall be at least equal to the diameter of the bars. Cover shall be as follows, U.N.O,; A. Poured against earth...............................3" B. Poured against form below grade............2" C. Slabs on grade (from top of slab)............ 1" D. Columns and beams to main bars...........2" STRUCTURAL STEEL 1. Fabrication and erection of structural steel shall be in accordance with "Specifications for the Design, Fabrication and Erection of Structural Steel Buildings", AISC, current edition. Steel to conform to ASTM A36. Round pipe columns shall conform to ASTM A53, Grade B. Square/Rectangular steel tubes ASTM A500, Grade B. 2. All welding shall be performed by cer.ified welders, using the E;ectric Shielded Arc Process at licensed shops or otherwise approved by the Bldc. Dept. Continuous inspection required for ail field welding. 3. All steel exposed to weather shall be hot-dip galvanized after fabrication, or other approved weatherproofing method. 4. Where finish is attached to structural steel, provide 1/2"o bolt holes @ 4'-0" o.c. for attachment of • nailers, U.N.O. See architectural drawincs fcr finishes (Nelson studs 112" x 3" CPL may replace bolts). MASONRY 1. Concrete block shall be of sizes shown on architectural drawings and/or cailed for in specifications and conform to ASTM C-90, grade N medium weight units with max. linear shrinkage of 0,06% 2, A#1 vertical reinforcing in masonry walls not retaining earth shall be located in the center of the wall (U.N.O.), retaining walls are to be as shown in details. 3. All cells with steel are to be solid grouted (except retaining walls where all cells are to be solid grouted). 4N ESI / FME , Inc . Sheet STRUCTURAL ENGINEERS Date 3/25/0 3 JN. 3.S9a GENERAL SPECIFICATIONS FOR STANDARD RESIDENTIAL CONSTRUCTION (2001 CBC Code) (rev. 09/22/2003) A. All beams to be supported with full bearing unless noted otherwise. B. All isolated posts and beams to have Simpson PB's, PC's and/or BC's minimum, U.N.O. C. All bearing walls on wood floors are to be supported with double joists or solid blocking, U.N.O. D. Provide 4x or double members under sole plate nailing less than 6" o/c. E. All Simpson HDA, HPA and CB holdowns to be fastened to 4x4 post min. F. All hardware is to be Simpson Strong-Tie TM or approved equal. install per mfr.'s specifications. G. All shop drawings are to be reviewed by the contractor and the architect prior to submittal for engineers review. H. All exterior walls are to be secured with 5/8" diameter x 12" anchor bolts @ 72" o.c., U.N.O. I. All interior walls to be secured with shot pins per manufacturer's recommendations, U.N.O.. Calculations govern in all cases. Recommend Ramset/Redhead 1516SD @ 24" o.c. J. All conventional framed portions of structure are to be constructed per section 2320 of the CBC Code, U.N.O. K. All nailing is to be per table 23-II-B-1 of the CBC Code, U.N.O. • L. All nails to be "common", U.N.O. FRAMING NOTES LEGEND MARK : DESCRIPTION SPN12: 16d Sole Plate Nailing at 12"o/c SCR8 : 3/8"o x 6.5" Sale Plate Screws at 8 "o/c SPN10: 16d Sole Plate Nailing at 10"o/c SCR6 : 3/8"o x 6.5" Sole Plate Screws at 6 "o/c SPN8 : 16d Sole Plate Nailing at 8"o/c SPN6 : 16d Sole Plate Nailing at 6"o/c SPN4 : 16d Sole Plate Nailing at 4"o/c SPN3 : 16d Sole Plate Nailing at Yo/c SPN2 : 16d Sole Plate Nailing at 2"o/c FOUNDATION NOTES LEGEND MARK: DESCRIPTION MARK : DESCRIPTION AB64 : 5/8"o x 10"Anchor Bolts at 64"o/c 2#4 : Provide a total of 244 at top & 244 at A856 : 518"o x 10"Anchor Bolts at 56"o/c bottom of footing, 3' past posts A648 : 5/8"o x 10"Anchor Bolts at 48"o/c 3-#4 : Provide a total of 344 at top & 344 at AS40 : 5/8"o x 10"Anchor Bolts at 40"o/c bottom of footing, 3' past posts AB32 : 5/8"o x 10"Anchor Botts at 32"o/c F 444 : Provide a total of 444 at top & 444 at AB24 : 5/8"o x 10"Anchor Bolts at 24"olc bottom of footing, 3' past posts AB16 : 5/8"o x 10"Anchor Botts at 16"o/c HD2A (1) Simpson HD2A per post AB8 : 5/8"o x 10"Anchor bolts at 8"o/c HD5A (1) Simpson HD5A per post AB24X: 518"o x 12"Anchor Bolts at 24"o/c HD6A (1) Simpson HD6A per post • AB16X: 5/8"o x 12"Anchor Bolts at 16"o/c HD8A (1) Simpson H08A per post AB8X : 5/8"o x 12"Anchor bolts at 8"o/c HD10A: (1) Simpson H010A per post 2AB : (2) 5/8"o x 10"Anchor Bolts HD14A: (1) Simpson HD14A per post 3AB : (3) 518"o x 10"Anchor Bolts HD20A: (1) Simpson HD20A per post 2ABX : (2) 5/8"o x 12"Anchor Bolts HPA (1) Simpson HPAHD22 per post 3ABX : (3) 5/8"o x 12"Anchor Bolts HPA2P : (1) Simpson HPAHD22-2P per post 2ABXX : (2) 3/4"o x 12"Anchor Bolts HTT22: (1) Simpson Hiii 22 per post r- r- I L_ L_ IS �'117 24"BO.�1T DP. 74"BC.a 17'DP- FDI GH.Y GONG,PAD GONG.PAD TTP FDI TTP• I < < I 17 3 i •w _ ( I FDI I � I I I $3 tl I I i n I i ♦ 3,SILL 3.♦ BILL~ l ) f J EttiT Vill HST I ) 3a9 , a AB 7 / 4 I 5••�. 6•7�• �^ a, � �, �a` � FDI IY i J�l RDI I ^pe • L-_--� r----- ------ -- ----- -- X/i -L I J- L�- ;�, I I I �--a I a"Vj �--� � ----1 I c♦ ♦y \q I rt • - I l i i t K\ ♦j I I _ x 74'SO..u'DP. i ' f I I 1 ♦ I GONG.Pal 1 i t l I ♦x♦ I Q i •/ E/IJ Doti ■ i 3 - n i FDI v-6i� � I A 4 \ ? 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G140ER TRU55 PAS CLAN 3A 4�ALE : Va- I'-V •++ T N P' 1 M ti I / a.1a"��'��— 1T 17 * �T� I 501 I 5DI O SDI - L•3••a• 5D1 3.L ([} !x SILL SILRL R") ExTEND PLY FULL DEPTH EXTEND PLY 6 a'c uDR tT -WALL ud PLY a'•IaOR O v W0 5.106 i r- I F- ---n L71 7 3s�o W-150 5-i15 L, _ —_ U5E(I4)Ibd NAILS PIER TOP PLATE SPLICE �5PN t'�e'-4O-OPT. DECK as I I I 1-a scz II II I� so1 I� �I r , -- -- nxB�- --�— I u <I O�"r W331 1— 5-AS N BED I j y+° CRAG IRV55 V ROOF EN - - ie Q 6 LOAD.3180 SDI CI •�_ 13 ST6736 CI — DRAG TRU55.1 ROOF EN.— ( DRAG LOAD•3180 • \ 20 C SDI TTP. W 9m TYP a0 U la I U . } S L! 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I ' I I I I I I ROOF FRAMING PLAN 3C I I SCALE.v.". • FOR A ILTIONN O AND LN WERE I I I i I InrFo:mAnoN NOT 5u0ur:WE RE REFER TO MAIN FRAMING PIL o ❑ --- ixdl -T-Al _------ I♦ A 07 K_�yl I x I I I ♦X� I � I I I i ♦ I OO nw 1G__y ---- t 1 I co I I I M I I I I O I I I N I I I M I I I O I I I NO I I I I I I O I 1 1 rq ' FLOOR FRAMING PLAN 3C : E• CLG ,K , I SCALE:1/4" I'-O' I (PROM T.O G) I I FOR ADDITIONAL AND 5PECIzIG PTORI�ATION NOT SWOJN HERE I I M REFER TO MAIN FRAMING PLAN I I O I CT I I ! Ln I I I M I I I O _ I � I 11 I� I . . . . ❑ I Ul ----------L`-- — --.----- - i I U I I ---------------L -----------J � • Ja.'i �� •01 ••1 •W-LL r/PLY ♦ y } I \ / , 4.8 ♦ / I � P\tx) 4 Br 5 M 5E D � � I SDI I N I I ;I E3 A , rc // I I ♦ I / L.__J � I I I / ♦hKP I I - \ I I ♦♦ sD, --C--- - --- I BED 13 \ --- --- 5ED 2 V.4 -IN I a'-o" CLd \ fi I?'-0" CLC 'a0 c , I T T ♦ I { I 71 ,/ I ,, ♦I I t L---------------J I 11 L.�.-o. BEFOREgOxHc ouTTTP. I I L-----------_-----.-__1 Alhn / I I OOF FRAMING PLAN 3B \\\\\ FOR ADDITIONAL AND 5PECIFIC 1N=ORMA7V-W NOT SwouN HERE R_':-R TO MAIN FIZAYINIG PLAN d I - ----- I \ .I I �! 7 I c w I I I \Xi I co -- --- a ----- I � I I I N I I I I I n1 L------------------J I I CD nl I / ♦ I � I / ♦ t o I �/ ♦♦ 1 I O I // I / ` ,'I I r=GA.-GAFZAG�/ ' FLOOR FRAMING PLAN 3B ; ,,'(FROM I O.C.) 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FD1 t F01 •V FOI T () cnLn S M CD m 2-CAR GARAGE/BEDRM 6/DEN OPTION Siv PARTIAL FOUNDATION PLAN 3A 3B & 3C i SCALE I/a' 1'-m" 1"1 FOR ADDITIONAL ANp SPECIFIC C R 60 '.ATION NOT SNOW)W=r� REFER IO`IAM FRAIMING�PLAN ESI / FME , Inc . Sheet �� • STRUCTURAL ENGINEERS Date 03/25/03 JN. 3590 " La Laguna Large "/ FORECAST Menifee , California.. PLAN-3 C> HDR @ REAR OF MBR Length = 6 ft. P1 = 0 lbs = 0 @ L1 = 0 P2 = 0 lbs = 0 @ L2 = 0 Roof = ( 34 psf) ( 30 ft/2 + 1 } = 544.0 plf 41 2 Wall = ( 10 psf ) ( 1 + 0 } = 10.0 Floor = ( 52 psf) ( 0 ft/2+ 0 ) = 0.0 D. L. of Beam . . . . . . . . . . . . . . = 15.0 w = 569.0 plf Fb = 1140 psi. M = 2561 ft-lb= 30.73 in-k S = Moment/ 1.250 Fb = 21.6 in^3 Reactions: *RL= 1707 lbs Fv = 95 psi ; d = 7.25 in. *RR= 1707 lbs V = R(max)-(w*d)= 1363 lbs. A = 1.5 V / 1.250 Fv = 17.2 in^2 Req'd Sec. Properties: Prrn/d • - ' S = 21.6 in^3 3066 Allow defl = L / 240 0.30 in * A = 17.2 sq. in. zs.3e E = 1.6 x 10**6 psi * I = 34.6 in^4 1 =5*M*L^2 /48*E*d= 35 in^4 Estimated deft = 0.093 U S E 4 x 8 W.C.D.F. #2 TYP. 5'-HDR Length = 5 ft. P1 - 0 lbs = 0 @ L1 = 0 P2 = 0 lbs = 0 @ L2 = 0 LZ Roof = { 34 psf) ( 30 ft/2 + 1 ) = 544.0 plf Wall = { 14 psf ) ( 1 + 0 ) = 14.0 :jP Floor = ( 52 psf ) ( 0 ft /2+ 0 ) = 0.0 D. L. of Beam . . . . . . . . . = 15.0 � w = 573.0 plf Fb = 1140 psi. M = 1791 ft-lb= 21.49 in-k S = Moment/ 1.250 Fb = 15.1 in^3 Reactions: *RL= 1433 lbs Fv = 95 psi ; d = 5.5 in. *RR= 1433 lbs V = R(max)-(w*d)= 1170 lbs. A = 1.5 V / 1.250 Fv = 14.8 in^2 Req'd Sec. Properties: Provd * S = 15.1 in^3 17 65 Allow deft = L / 240 - 0.25 in * A = 14.8 sq. in. 19.25 • E = 1.6 x 10**6 psi * I = 20.1 in^4 as 53 1 =5*M*L^2 /48*E*d= 20 in^4 Estimated deft = 0.104 U S E 4 x 6 W.C.D.F. #2 ESI / FME , Inc . Sheet /3 • STRUCTURAL ENGINEERS Date 03/25/03 M. 3590 " La Laguna Large "/ FORECAST Menifee , California.. PLAN-3 OHDR @ REAR OF Ist FLOOR Length = 6 ft. P1 = 2276 lbs = 2276 BM 1 @ L1 = 3 P2 = 1479 Ibs = 34*29/2*3 @ L2 = 4.5 Roof = ( 34 psf) ( 0 ft/2 + 0 ) = 0.0 plf 2 Wall = ( 14 psf) ( 10 + 0 ) = 140.0 Floor = { 52 psf ) ( 16 ft /2+ 0 ) = 416.0 D. L. of Beam . . . . . . . . . . . . . . . = 15.0 w = 571.0 plf Fb = 2900 psi. M = 7647 ft-lb= 91.77 in-k S = Moment/ 1.100 Fb = 28.8 inA3 Reactions: *RL= 3221 lbs Fv = 290 psi ; d = 9.5 in. *RR= 3960 lbs V = R(max)-(w*d)= 3508 lbs. A = 1.5 V / 1.100 Fv = 16.5 inA2 Req'd Sec. Properties: PrOJd * S = 28.8 inA3 52.b5 • Allow defl = L / 360 - 0.20 in * A = 16.5 sq. in. 33 25 E = 2 x 10**6 psi * I = 123.9 inA4 zsoo� 1 =5*M*LA2 /48*E*d= 124 inA4 Estimated deft = 0.099 U S E 3.5 x 9.5 PARALLAM FL BM OVER ENTRY Length = 13.5 ft. P1 = 0 lbs = 0 @ L1 = 0 P2 = 0 lbs = 0 @ L2 = 0 Roof = ( 34 psf ) ( 0 ft/2 + 0 ) = 0.0 plf Wall = ( 10 psf) ( 8 + 0 ) = 80.0 P1 2 Floor = ( 52 psf) ( 22 ft /2+ 0 ) = 572.0 D. L. of Beam . . . . . . . . . . . . . . = 15.0 w = 667.0 plf Fb = 2900 psi. M = 15195 ft-lb= 182.3 in-k S = Moment 1 1.000 Fb = 62.9 inA3 Reactions: *RL= 4502lbs Fv = 290 psi ; d = 11.9 in. *RR= 4502 lbs V = R(max)-(w*d)= 3841 lbs. A = 1.5 V / 1.000 Fv = 19.9 inA2 Req'd Sec. Properties: Prod * S = 62.9 in^3 123 91 • Allow defl = L / 240 - 0.68 in * A = 19.9 sq. in. 62 48 E = 2 x 10**6 psi - * 1 = 369.2 inA4 L737 zs 1 =5*M*LA2 /48*E*d= 369 in^4 Estimated defl = 0.338 U S E 5.25 x 11.9 PARALLAM ESI / FME , Inc . Sheet ff • STRUCTURAL ENGINEERS Date 03/25/03 JN. 3590 La Laguna Large "/ FORECAST Menifee , California.. PLAN-3 CS FL BM OVER NOOK Length = 11 ft. P1 = 0 lbs = 0 @ L1 = 0 P2 = 0 lbs = 0 @ L2 = 0 `�-� Roof = ( 34 psf ) ( 0 ft/2 + 0 ) = 0.0 plf P 22 Wall = ( 10 psf) ( 8 + 0 ) = 80.0 Floor = ( 52 psf) ( 29 ft /2+ 0 ) = 754.0 D. L. of Beam . . . . . . . . . . . . . . . = 15.0 w = 849.0 plf Fb = 2900 psi. M = 12841 ft-lb= 154.1 in-k S = Moment/ 1.000 Fb = 53.1 in^3 Reactions: *RL= 4670 lbs Fv = 290 psi ; d = 11.9 in. *RR= 4670 lbs V = R(max)-(w*d)= 3828 lbs. A = 1.5 V / 1.000 Fv = 19.8 in^2 Req'd Sec. Properties: Pro,/d - ' S = 53.1 in^3 82.e1 Allow defl = L / 360 0.37 in * A = 19.8 sq. in. 41.65 E = 2 x 10**6 psi * I = 381.4 i n A 4 491.50 1 =5*M*L^2 /48*E*d= 381 in^4 Estimated defl = 0.285 U S E 3.5 x 11.9 PARALLAM CHDR TO CARRY BM 5 Length = 5 ft. P1 = 4670 lbs = 4670 @ L1 = 2.5 P2 = 0 lbs = 0 @ L2 = 0 Roof = ( 34 psf) ( 8 ft/2 + 1 ) = 170.0 plf Wall = { 14 psf) ( 10 + 0 ) = 140.0 a12 Floor = ( 52 psf ) ( 1.33 ft/2+ 0 ) = 34.6 D. L. of Beam . . . . . . . . . . . . . . . = 15.0 w = 359.6 plf Fb = 2900 psi. M = 6961 ft-lb= 83.53 in-k S = Moment/ 1.000 Fb = 28.8 in^3 Reactions: *RL= 3234lbs Fv = 290 psi ; d = 9.5 in. *RR= 3234 lbs V = R(max)-(w*d)= 2949 lbs. A = 1.5 V / 1.000 Fv = 15.3 inA2 Req'd Sec. Properties: Prod * S = 28.8 in^3 52.65 Allow defl = L / 240 = 0.25 in * A = 15.3 sq. in. 33.25 E = 2 x 10**6 psi * I = 62.7 in^4 25007 i =5*M*L^2 /48*E*d= 63 in^4 Estimated deft = 0.063 U S E 3.5 x 9.5 PARALLAM ESI / FME , Inc . Sheet /5 - � ON STRUCTURAL ENGINEERS Date 03/25/03 JN. 3590 " La Laguna Large "/ FORECAST Menifee , California.. PLAN-3 I FL BM OVER PORCH Length = 12 ft. P1 = 0 ibs = 0 @ L1 = 0 P2 = 0 lbs = 0 @ L2 = 0 Roof = { 34 psf) ( 30+5.5 ft/2 + 1 } = 637.5 plf P1 JLP2 W211 = ( 14 psf) ( 10 + 0 ) = 140.0 jvv Floor = { 52 psf ) ( 8.5 ft/2+ 0 } = 221.0 D. L. of Beam . . . . . . . . . . . . . . . = 15.0 w - 1013.5 plf Fb = 2900 psi. M = 18243 ft-lb= 218.9 in-k S = Moment / 1.000 Fb = 75.5 in^3 Reactions: *RL= 6081 lbs Fv = 290 psi ; d = 11.9 in. *RR= 6081 lbs V = R(max)-(w*d)= 5076 lbs. A = 1.5 V / 1.000 Fv = 26.3 in^2 Req'd Sec. Properties: Prod • _ * S = 75.5 in^3 123.91 Allow deft = L / 360 0.40 in * A = 26.3 sq. in. 62.46 E = 2 x 10**6 psi * I = 591.1 in^4 737.26 1 =5*M*L^2 /48*E*d= 591 in^4 Estimated defl = 0.321 U S E 5.25 x 11.9 PARALLAM BM TO CARRY BM 7 Length = 12 ft. P1 = 6081 lbs = 6081 @ L1 = 3.5 P2 = 2096 lbs = 8*(34*8/2+14*9) @ L2 = 7.5 LZ Roof = { 34 psf) ( 0 ft/2 + 1 ) = 34.0 plf Wall = { 14 psf) ( 0 + 0 ) = 0.0 P, 2 Floor = ( 52 psf ) ( 1.33 ft/2+ 0 ) = 34.6 D. L. of Beam . . . . . . . . . . . . . . . = 15.0 CAN I w = 83.6 plf Fb = 2900 psi. M = 22475 ft-lb= 269.7 in-k S = Moment/ 1.000 Fb = 93.0 in^3 Reactions: *RL= 5595lbs Fv = 290 psi ; d = 11.9 in. *RR= 3585 lbs V = R(max)-(w*d)= 5512 lbs. A = 1.5 V / 1.000 Fv = 28.5 in^2 Req'd Sec. Properties: Pt12 * S = 93.0 in^3 8,Allow defl = L / 240 = 0.60 in * A = 28.5 sq. in. .46 E = 2 x 10**6 psi * i = 485.5 in^4 737 26 1 =5*M*L^2 /48*E*d= 485 in^4 Estimated defl = 0.395 U S E 5.25 x 11.9 PARALLAM ESI / FME , Inc . Sheet els STRUCTURAL ENGINEERS Date 03/25/03 JN. " La Laguna Large "/ FORECAST Menifee , California.. PLAN-3 HHDR @ REAR OF MBR (ELEV. B) Length = 8 ft. P1 = 2550 lbs = 34*30/2*5 @ L1 = 2.5 P2 = 2040 lbs = 34*30/2*8/2 @ L2 = 5 Roof = { 34 psf) ( 0 ft/2 + 1 ) = 34.0 plf P, 2 Wall = { 10 psf) ( 1 + 0 ) = 10.0 Jvv Floor = ( 52 psf ) { 0 ft/2+ 0 ) = 0.0 D. L. of Beam = 15.0 w - 59.0 plf Fb = 2900 psi. M = 8680 ft-lb= 104.2 in-k S = Moment/ 1.250 Fb = 28.7 in^3 Reactions: *RL= 2754lbs Fv = 290 psi ; d = 9.5 in. *RR= 2308 lbs V = R(max)-(w*d)= 2707 lbs. A = 1.5 V / 1.250 Fv = 11.2 in^2 Req'd Sec. Properties: ProVd • _ * S = 28.7 in^3 52.65 Allow defl = L / 240 - 0.40 in * A = 11.2 sq. in. 33.25 E = 2 x 10**6 psi * I = 125.0 in/14 250.07 1 =5*M*L^2 /48*E*d= 125 in^4 Estimated defl = 0.200 U S E 3.5 x 9.5 PARALLAM �,_�O_ 4x10 Bm @ front of Family Rm: Length = 4 ft. P1 = 0 lbs = 0 @ L1 = 0 P2 = 0 lbs = 0 @ L2 = 0 Roof = { 34 psf) ( 0 ft/2 + 0 ) = 0.0 plf Wall = ( 14 psf) ( 0 + 0 ) = 0.0 4 P1 2 Floor = ( 52 psf ) ( 29 ft/2+ 0 ) = 754.0 D. L. of Beam . . . . . . . . . . . . . . . = 15.0 w - 769.0 plf Fb = 1050 psi. M = 1538 ft-lb= 18.46 in-k S = Moment / 1.000 Fb = 17.6 in^3 Reactions: *RL= 1538 lbs Fv = 95 psi ; d = 9.25 in. *RR= 1538 lbs V = R(max)-(w*d)= 945.2 lbs. A = 1.5 V / 1.000 Fv = 14.9 inA2 Req'd Sec. Properties: Pro,/d Allow defl = L / 240 0.20 in * A = 14.9 sq. in. 32 38 E = 1.6 x 10**6 psi * I = 13.8 in^4 230 84 1 =5*M*L^2 /48*E*d= 14 in^4 Estimated defl = 0.012 U S E 4 x 10 W.C.D.F. #2 ESI / FME , Inc . sheet 17 • STRUCTURAL ENGINEERS Date 03/25/03 JN. 3590 " La Laguna Large "/ FORECAST Menifee , California.. PLAN-3 C,,,) ML Left of Stairs: Length = 5 ft. P1 = 294 Ibs = 3.5/2*(3/2*52+10*9) @ L1 = 2 P2 = 0 Ibs = 0 @ L2 = 0 Roof = { 34 psf) { 0 ft/2 + 0 ) = 0.0 pif P 22 Wall = { 10 psf ) { 9 + 0 ) = 90.0 Floor = { 52 psf) { 0 ft /2+ 0 ) = 0.0 D. L. of Beam . . . . . . . . . . . . . . . = 15.0 w = 105.0 plf Fb = 2800 psi. M = 681 ft-lb= 8.171 in-k S = Moment/ 1.000 Fb = 2.9 in^3 Reactions: *RL= 439lbs Fv = 285 psi ; d = 11.9 in. *RR= 380 Ibs V = R(max)-(w*d)= 334.8 lbs. A = 1.5 V / 1.000 Fv = 1.8 in^2 Req'd Sec. Properties: Prow Allow defl = L / 240 0.25 in * A = 1.8 sq. in. 20.83 E = 1.8 x 10**6 psi * I = 6.8 i n A 4 245.75 i =5*M*LA2 /48*E*d= 7 in^4 Estimated defl = 0.007 USE 1.75 x 11.9 ML • ESI / FME , Inc . Sleet rU • STRUCTURAL ENGINEERS Date 103 JN. 3690 " La Laguna Large "/ FORECAST Menifee , California.. PLAN-3 LATERAL ANALYSIS - TRANSVERSE (T1) F2 r D.L. of Roof Roof = { 18 )( 43 ) = 774 Wall = { 14 )( +8/2 )( 4 )= 224 0 c 10 )( +8/2 }{ 2 )= 80 F1 TOTAL DL = 1078 pif D.L. 1st Fir. : r Floor = { 12 )( 41 ) = 492 plf Vb Roof = { 18 )( 0 ) = 0 Wall = { 14 )( 9 ){ 4 }= 504 D(min) t 10 )( 9 )( 2 }= 180 TOTAL DL = 1176 plf • 2001 CBC CODE: Seismic Zone Factor Z = 0.4 Soil Parameter Per soil report Sc = 0.40 Near Source Factor per Soil Report Na = 1.30 Seismic Coefficient (Table 16-Q)-. Ca = Na * Sc = 1.30 * 0.40 = 0.52 Response Factor (Table 16-N) R = 5.5 Importance Factor 1 = 1 SIMPLIFIED DESIGN BASE SHEAR (2001 CBC - SECTION 1612.3.1) V = ( 3 * Ca / R ) * * W 1.4 _ ( 3 * 0.52 / 5.5 ) * * = 0.2026 W 1.4 = 3 * 0.52 / 5.5 ) * * W = 0.2026 W 1.4 * WIND CRITERIA: P = Cq * Ce * qs * 1 70 MPH 1 EXP. C . Ave. Ce = (15*1.06+5*1.13+1.19*3)/23 - 1.09 P = 1.3 * 1.09 * 12.6 1 - 17.89 psf IControl. Level Wi Story Shear Wind ( plif) Force . (plf) 1 If) v = P t h plf) Roof 1078 218 218 -- ( 13-4 *P = 161 218 i 1 j 1176 238 238 457 ( 23-4.5 *P = 331 457 Base 2254, 1 457 ESI / FME , Inc . Sheet Iq ON STRUCTURAL ENGINEERS Date JN. " La Laguna Large "/ FORECAST Menifee , California.. PLAN-3 LATERAL ANALYSIS LONGITUINAL (L1) F2 D.L. of Roof Roof = { 18 )( 32 ) = 576 Wall = { 14 )( +8/2 )( 4 )= 224 0 i 10 )( +8/2 )( 2 )= 80 F1 �— TOTAL DL = 880 plf 0 D.L. 1 st Flr. Floor = ( 12 )( 30 } - 360 plf Vb r ► Roof= ( 18 )( 0 ) -- 0 Wall = ( 14 )( 9 )( 4 )= 504 D(min) 10 )( 9 )( 2 )= 180 TOTAL DL = 1044 plf • 2001 CBC CODE: Seismic Zone Factor Z = 0.4 Soil Parameter Per soil report Sc = 0.40 Near Source Factor per Soil Report Na = 1.30 Seismic Coefficient (Table 16-Q): Ca = Na " Sc= 1.30 * 0.40 = 0.52 Response Factor (Table 16-N) R = 5.5 Importance Factor 1 = 1 SIMPLIFIED DESIGN BASE SHEAR (2001 CBC - SECTION 1612.3.1) V - ( 3 * Ca / R ) * W 1.4 - ( 3 - 0.52 / 5.5 ) * * W = 0.2026 W 1.4 _ ( 3 * 0.52 / 5.5 * W = 0.2026 W 1.4 * WIND CRITERIA: P = Cq * Ce * qs * 1 70 MPH / EXP. C . Ave. Ce = (15*1.06+5*1.13+1.19*4)/24 = 1.10 P = 1.3 1.10 * 12.6 1 = 17.96 psf (Control. Level Wi Story Shear Wind ( plf) Force (plf) 1 (plf) If v = P * h If Roof + 880 178 178 -- ( 14-4 *P = 180 180 1 1044, 212 212 390 ( 24-4.5 )*P = 350 390 Base 19241 390 ESI / FMEI ' Inc . Sheet Z� STRUCTURAL ENGINEERS Date 03/25/03 JN. 3590 " La Laguna Large "/ FORECAST Menifee , California.. PLAN-3 LATERAL ANALYSIS 2001 CBC CODE: Seismic Zone Factor Z = 0.4 Soil Parameter per soil report Sc = 0A Near Source Factor per soil report Na = 1.3 Seismic Coefficient (Table 16-Q): Ca = Na * Sc = 0.52 Response Factor (Table 16-N) Rw = 5.5 Importance Factor I = 1 SIMPLIFIED DESIGN BASE SHEAR (2001 CBC - SECTION 1612.3.1) V = ( 3 * Ca / Rw ) W LONGITUDINAL (L2) 1.4 V = ( 3 * 0.52 / 5.5 } W = 0.2026 W • 1.4 TRANSVERSE (T2) V = ( 3 * 0.52 / 5.5 } * W = 0.2026 W 1.4 * WIND CRITERIA: P = Cq * Ce * qs * l 70 MPH - EXP. C Ave. Ce = (1.06*15+1.13*0)/15 = 1.06 P = 1.3 * 1.06 * 12.6 * 1 = 17.36 psf LONGITUDINAL (L2)_: GARAGE ALL ELV'S Wind: . . . . = ( 17.4 psf)( 0 - 0 ) = 0 plf for Wind Loads. Seismic: Roof= { 18 psf)( 22 ) = 396 Perpend. Wall = ( 14 psf)( 9 - 4.5 )( 2 ) = 126 _ ( 10psf)( 9 - 4.5 }( 0 ) = 0 Floor= ( 12 psf}( 0 ) = 0 522 x( 0.2026 }= 106 plf ...Controlling Lateral Force: 106 plf (seismic) TRANSVERSE (TZ•. @ GARAGE ALL ELV'S Wind: . . . . = ( 17.4 psf){ 14 - 4.5 } - 165 plf for Wind Loads. Seismic: Roof= { 18 psf)( 30 ) = 540 Perpend. Wall = ( 14 psf)( 9 - 4.5 )( 2 ) = 126 _ ( 10 psf}{ 9 - 4.5 )( 1 ) = 45 • ----� Floor-- ( 12 psf}( 0 ) = 0 711 x( 0.2026 }= 144 plf ...Controlling Lateral Force: 165 plf (wind) ESi / FME , Inc . Sheet Z/ STRUCTURAL ENGINEERS Date 31zS-163 JN. LATERAL SHEAR NOTES (rev. 2 14 12003) (2001 CBC; SEISMIC ZONE 4) FRAMING MEMBERS V E R T l C A L: DOUG FIR-LARCH @ 16"O.C. 1 —(2) LAYERS 5/8" Blocked Drywall with 6d cooler nails @ 4" o,c. at edges &field at base layer, 8d coocler nails @ 7" o.c. at edges&field at face layer............................................... 125 plf 2 — V2"Drywall with 5d cooler nails @ 7"o.c at edges and field. (Table 25-1 CBC)_.....__...__.......... ...... .......... 50 pff 3 —518" Drywall with 5d cooler nails @ 7" o.c at edges and field. (Table 25-1 CBC)................................................ 58 pff 4 - 1/2" Drywall with 5d cooler nails @ 4" o.c at edges and field. (Table 25-1 CBC)................................................ 63 plf 5 518" Drywall with 6d cooler nails @ 4" o.c at edges and field. (Table 25-1 CBC)................................................ 73 plf 6 1/2" Blocked Drywall with 5d cooler nails @ 4" o.c at edges and field. (Table 25-1 CBC).................................. 75 plf 7 -5/8"Blocked Drywall with 6d cooler nails @ 4"c.c at edges and field. (Table 25-1 CBC).................................. 88 plf 8 —7/8" Stucco over approved lath with 16 gauge staples @ 6" o.c. at top and bottom plates, edges of shear wall, and field. (Table 25-1 CBC)............................................I............... 180 pff 9 --7/8"Stucco over approved lath with 16 gauge staples @ 3"o.c, at top and bottom plates, edges of shear wall, and 6" o.c. at field. (ICBO report No. 1254, or equal).................... 260 plf 10 —3/8"Wood Structural Panel w. 8d common nails @ 6" o.c @ edges& 12"o.c. @ field. (Table 234l-4-1 CBC).. 260 plf 11 —3/8"Wood Structural Pane!W. 8d common nails @ 4" c.c @ edges& 12"o.c. @ field. (Table 23-II-1-1 CBC).. 350 plf 12 —3/8"Wood Structural Panel w. 8d common nails @ 3"o.c @ edges& 12"o.c. @ field. (Table 23-11-1-1 CBC). 490 pif 13 3/8"Wood Structural Panel w. 8d common nails @ 2"o.c @ edges & 12"o.c. @ field, (Table 23-11-1-1 CBC).. 640 plf 14 — 1/2"(or 15132")Wood Structural Panel with 10d common nails @ 2" o.c at edges and 12"o,c. at field (Table 23-11-1-1 UBC).....................I............................. . ....................................I.................. 770 plf 15 — 1/2"(or 15/32") Structural i Wood Panel with 10d common nails @ 2"o.c at edges and 12" o.c. at field (Table 23-11-1-1 CBC)....................... ........ .......................................... 870 plf NOTES: a. Wood Structural Panel: Material approved by APA, PFS/7ECO or Pittsburgh Testing Laboratories(this includes OSB) These values are for Doug-Fir Larch or Southern Pine, other lumber species may differ in shear capacities. b. Where plywood is applied on both faces of wall and nail spacing is less than 6" o.c., panel joints shall be offset to fall on different framing members or framing shall be 3x or wider and nails staggered on each side. c. For allowable shear values greater than 350plf, provide a min. of a single 3x member at foundation sill plates & all framing members receiving edge nailing from abutting panels. Nails shall be staggered. Provide 2x members otherwise. d. Provide 2"x 2"x 3/16"steel plate washer @ each bolt. (UBC sect. 1806.6.1) H O R I Z O N T A L: All roof and floor sheathing to be Exposure I or Exterior(Tables 23-I1-H and 23-11-E-1 CBC). ROOF: JOIST SPACING_<24" o.c.: 15132"Wood Struct. Panel PII 24/0, with 8d's @ 5"o.c. at edges&boundaries, 12" o.c. field. • FLOOR : Joist Spacing < 16" o.c.: 19132"Wood Struct. Panel T&G', PI 32/16,w/10d's @ 6" o.c. at edges &bound., 10" c.c.field. Joist Spacing <20"o.c.: 19132"Wood Struct. Panel T&G', PI 40/20,w/10d's @ 6" c.c, at edges&bound., 10" o.c. field. Joist Spacing <24"o.c.: 23132"Woof! Panel T&G'shtg, P1 48/24,w/10d's @ 6" o.c. at edges &boundaries, 10" c.c,field. 'Panel edges shag have approved T&G joints or shall be supported with blocking. Not required when lightweight concrete is placed over subfloor. ESI / FME , Inc . Sheet 22 STRUCTURAL ENGINEERS Date 03/25/03 La Lag JN. Menifee , California.. PLAN-3 1O WALL(S) LEFT OF 2nd FL. LENGTH — 9 ft - 0 ft + 0 ft = 9.00 ft W LOAD = ( 180 lbs /ft) 42.0 ft/2 + 0 ft) = 3780 lbs. LOAD = ( 0 lbs /ft) 0.0 ft/2 + 0 ft) = 0 lbs. LOAD = ( 0 lbs /ft) 0.0 ft/2 + 0 ft) = 0 lbs. SHEAR = T. LOAD / L = 3780 lbs / 9.00 ft. = 420 lbs/ft U S E 12 w/ 16d S.P.N. 3 "o/c SPN3 j UPLIFT: L( Wall ) 9.05 ft. WallHeight = 8.00 ft. N LOAD = 3780 lbs. O. T. M. = 30240 ft-lbs 2/3-R.M, = 2/3`(14*8+18*2) 9.00 112/2 = 3996 ft-lbs N.M. = O.T.M. - R.M. = 30240 - 3996 = 26244 ft-lbs UPLIFT = N.M. / LENGTH = 26244 #/ 9.00 ft = 2916 lbs. PROVIDE: (1) SIMPSON MST48 PER POST. 2O WALL(S) RIGHT OF 2nd FL. LENGTH = 8 ft - 0 ft + 8 ft = 16.00 ft W LOAD = ( 180 lbs /ft) 42.0 ft/2 + 0 ft) = 3780 lbs. • LOAD = ( 0 lbs /ft) 0.0 ft /2 + 0 ft) 0 lbs. LOAD = ( 0 lbs /ft) 0.0 ft/2 + 0 ft) = 0 lbs. SHEAR T. LOAD/ L = 3780 lbs / 16.00 ft. 236 lbs /ft U S E 11 wl 16d S.P.N. 6 "o/c SPNfi UPLIFT: ( a = 8.06 ft. Wall Height = 8.00 ft. LOAD = 1890 lbs. O. T. M. = 15120 ft-lbs 2/3-R.M. = 2/3*(14*8+18*2) 8.00 "2/2 = 3157 ft-lbs N.M. = O.T.M. - R.M. = 15120 - 3157.333 = 11963 ft-lbs UPLIFT = N.M. I LENGTH = 11963 #I 8.00 ft — 1495 lbs. PROVIDE: (1) SIMPSON ST6224 PER POST. OWALL(S) @ REAR OF 2nd FL. LENGTH = 16 ft - 5 ft + 0 ft = 11.00 ft s LOAD = { 218 lbs /ft) 30.0 ft/2 + 0 ft) = 3270 lbs. LOAD = { 0 lbs /ft) 0.0 ft/2 + 0 ft) = 0 lbs. LOAD = { 0 lbs/ft) 0.0 ft/2 + 0 ft) = 0 lbs. SHEAR = T. LOAD / L = 3270 lbs / 11.00 ft. = 297 lbs /ft U S E A,, w/ 16d S.P.N. P 4 "olc SPN4 M1 UPLIFT: L(Wall ) = 16.00 ft. Wall Height = 8.00 ft. LOAD = 3270 lbs. O. T. M. = 26160 ft-lbs 0.85*R.M. =0.85*(14*8+18*16) * 16.00 ^2/2 = 43520 ft-lbs N.M. = O.T.M. - R.M. = 26160 - 43520 = -17360 ft-lbs UPLIFT = N.M,/ LENGTH = -17360 #I 16.00 ft = -1085 lbs. wl NO HOLDOWNS REQUIRED. • ESI / FME , Inc . Sheet �> • STRUCTURAL ENGINEERS Date 03125 JN. 3590 " La Laguna Large "/ FORECAST Menifee , California.. PLAN-3 OWALL(S) @ FRONT OF 2nd FL. 15-5=10 ft B ele LENGTH = 11.5 ft - 3 ft + 0 ft = 8.50 ft A ele s LOAD = { 218 lbs/ft) 30.0 ft/2 + 0 ft) = 3270 lbs. LOAD = ( 0 lbs/ft) 0.0 ft/2 + 0 ft) = 0 lbs. LOAD = { 0 lbs/ft) 0.0 ft/2 + 0 ft) = 0 lbs. SHEAR = T. LOAD / L = 3270 lbs / 8.50 ft. = 385 lbs /ft U S E ZL w/ 16d S.P.N. @ 3 "o/c SPN3 UPLIFT: L( Wall ) = 11.50 ft, Wall Height = 8.00 ft. LOAD = 3270 lbs. 0. T. M. = 26160 ft-lbs 0.85`R.M. =0.85"(14"8+18"16) 11.50 ^2/2 = 22483 ft-lbs N.M. = O.T.M. - R.M. = 26160 - 22482.5 - 3678 ft-lbs UPLIFT = N.M. / LENGTH = 3677.5 #/ 11.50 ft - 320 lbs. PROVIDE: (1) SIMPSON ST6224 PER POST. OWALL(S) @ LEFT OF LIV. RM LENGTH - 11 ft - O ft + 0 ft = 11.00 ft • s LOAD ( 178 lbs /ft) 42.0 ft/2 + 0 ft) = 3738 lbs. LOAD = ( 212 lbs /ft) 16.0 ft/2 + 0 ft) = 1696 lbs. LOAD = ( 0 lbs /ft) 0.0 ft/2 + 0 ft) = 0 lbs. SHEAR = T. LOAD / L = 5434 lbs / 11.00 ft. = 494 lbs_/ft 3x SILL U S E 13 w/ 5/8" Dia. x 12" A.B.'s A 24 "olc AI324 UPLIFT: L( Wall ) = 11.00 ft. Wall Height = 9.00 ft. r LOAD = 5434 lbs. 0. T. M. - 48906 ft-lbs 0.85"R.M. =0.85"(14-17+18.2) 11.00 ^2/2 = 14090 ft-lbs N.M. = Q.T.M. - R.M. = 48906 - 14090.45 - 34816 ft-lbs UPLIFT = N.M. / LENGTH = 34816 #I 11.00 ft = 3165 lbs. PROVIDE: (1) SIMPSON HTT22 PER POST. 6O WALL(S) @ LEFT OF 3 CAR GARAGE LENGTH - 16 ft - 0 ft + 0 ft = 16.00 ft s LOAD = ( 390-178 lbs /ft) 42.0 ft/2 + 0 ft) = 4452 Ibs. LOAD = ( 106 lbs /ft) 31.0 ft/2 + 0 ft) = 1643 lbs. LOAD = ( 0 lbs /ft) 0.0 ft/2 + 0 ft) = 0 lbs. SHEAR = T. LOAD / L = 6095 lbs / 16.00 ft. - 381 lbs/ft 3x SILL U S E ZL w/ 5/8" Dia. x 12" A.B.'s 24 "o/c A624 UPLIFT: L( Wall ) = 16.00 ft. Wall Height - 9.00 ft. LOAD = 6095 lbs. 0. T. M. = 54855 ft-lbs 0.85"R.M. =0.85-(14'9+18'31/2) 16.00 ^2/2 = 44064 ft-lbs N.M. = O.T.M. - R.M. = 54855 - 44064 - 10791 ft-lbs UPLIFT = N.M. / LENGTH = 10791 #/ 16.00 ft = 674 lbs. w2 PROVIDE: (1) SIMPSON HTT22 PER POST. • ESI / FME , Inc . Sheet 2Y • STRUCTURAL ENGINEERS Date 03125103 JN. 3590 " La Laguna Large "I FORECAST Menifee , California.. PLAN-3 4B WALL(S) @ FRONT OF 2nd FL.( ELE "B") LENGTH = 16 ft - 3 ft + 0 ft = 13.00 ft s LOAD = ( 218 tbs /ft) 30.0 ft/2 + 0 ft) = 3270 Ibs. LOAD = ( 0 Ibs /ft) 0.0 ft/2 + 0 ft) = 0 Ibs. LOAD = ( 0 Ibs /ft) 0.0 ft/2 + 0 ft) = 0 Ibs. SHEAR = T. LOAD / L = 3270 Ibs / 13.00 ft. = 252 Ibs /ft U S E ZL w/ 16d S.P.N. 4 "o/c SPI 4 . 07717 L( Wall ) = 16.00 7 Wall Height = 8.00 ft. LOAD = 3270 Ibs. O. T. M. = 26160 ft-"Ibs 0.85-R.M. =0.85-(14*8+18*16) 16.00 '12/2 = 43520 ft-Ibs N.M. = O.T.M. - R.M. = 26160 - 43520 = -17360 ft-lbs UPLIFT = N.M. / LENGTH = -17360 #/ 16.00 ft = -1085 Ibs. PROVIDE: NO HOLDOWN • ESI / FME , Inc . Sheet - -' -?5 • STRUCTURAL ENGINEERS Date03/25/03 JN. 3590 La Laguna Large "/ FORECAST Menifee , California.. PLAN-3 7O WALL(S) @ RIGHT OF FAMILY & NOOK LENGTH = 20 ft - 4.5 ft + 0 ft = 15.50 .ft s LOAD = i 106 Ibs/ft) ( 31.0 ft/2 + 0 ft) = 1643 lbs. LOAD = 1 390-178 Ibs/ft) ( 27.0 ft/2 + 0 ft) = 2862 Ibs. LOAD = I 178 Ibs/ ft) ( 42.0 ft/2 + 0 ft) = 3738 Ibs. SHEAR = T. LOAD/ L = 8243 Ibs / 15.50 ft. = 532 ibs /ft 3x SILL U S E ZL wl 5/8" Dia. x 12" A.B.'s 16 "o/c AB16 UPLIFT: [( Wall ) _ 20.00 . Wall Height 9.00 ft. LOAD = 8243 Ibs. 0. T. M. - 74187 ft-Ibs 0.85*R.M. =0.85*(14*17+18*(2/2+1)+12*1.33/2) * 20.00 12/2 = 47937 ft-Ibs N.M. = O.T.M. - R.M. = 74187 - 47936.6 - 26250 ft-Ibs UPLIFT = N.M. / LENGTH = 26250 #/ 20.00 ft = 1313 lbs. PROVIDE: (1) SIMPSON HTT22 PER POST. 8� WALL(S) @ REAR OF DIN. LENGTH - 5 ft - 0 ft + 6 ft = 11.00 ft s LOAD = i 218 Ibs/ft) ( 30.0 ft/ 2 + 0 ft) - 3270 lbs. • LOAD = 1 457-218 Ibs/ft) ( 17.0 ft/2 + 4 ft) 2988 Ibs. LOAD = ( 0 Ibs/ fit) ( 0.0 ft/2 + 0 ft) 0 Ibs. SHEAR T. LOAD/ L - 6258 Ibs / 11.00 ft. 569 Ibs /ft _ 13 3x SILLM U S E w/ 5/8" Dia. x 12" A.B.'s @ 16 "o/c AB1,6 UPLIFT: L( Wall ) = 5.00 ft. Wall Height = 9.00 ft. LOAD = 2844 lbs. 0. T. M. - 25599 ft-lbs 0.85*R.M. =0.85*(14*17+18*16+12*8) * 5.00 12/2 = 6609 ft-Ibs N.M. = O.T.M. - R.M. = 25599 - 6608.75 = 18990 ft-Ibs UPLIFT = N.M. / LENGTH = 18990 #/ 5.00 ft - 3798 lbs. PROVIDE: (1) SIMPSON HTT22 PER POST. 9O WALL(S) @ FRONT OF DINING & FAM. LENGTH - 4.5 ft - 0 ft + 5.5 ft - 10.00 ft s LOAD = + 457-218 Ibs /ft) ( 30.0 ft/2 + 0 ft) = 3585 Ibs. LOAD = 1 0 lbs/ft) ( 0.0 ft/2 + 0 ft) = 0 lbs. LOAD = I 0 lbs/ft) ( 0.0 ft/2 + 0 ft) = 0 lbs. SHEAR = T. LOAD / L = 3585 Ibs / 10.00 ft. = 359 Ibs/ft 3x SILL U S E 12 w/ 5/8" Dia. x 12" A.B.'s @ 32 "olc AB32 UPLIFT_ L( Wall ) = 4.50 ft. Wall Height = 9.00 ft. LOAD - 1613 lbs. 0. T. M. = 14519 ft-Ibs 0.85*R.M. =0.85*(10*8+12*10) * 4.50 ^2/2 = 1721 ft-Ibs N.M. = O.T.M. - R.M. = 14519 - 1721.25 = 12798 ft-lbs UPLIFT = N.M. / LENGTH = 12798 #/ 4.50 ft = 2844 lbs. w3 PROVIDE: (1) SIMPSON HTT22 PER POST. ESl / FME , Inc . Sheet 2G • STRUCTURAL ENGINEERS Date JN. 3590 " La Laguna Large "/ FORECAST Menifee , California.. PLAN-3 10 WALL(S) @ REAR OF 3-CAR GARAGE LENGTH = 16 ft - O ft + 0 ft = 16.00 ft s LOAD = ( 218 lbs/ft) 30.0 ft/2 + 0 ft) = 3270 lbs. LOAD = ( 457-218 lbs/ft) 17.0 ft/2 + 0 ft) = 2032 lbs. LOAD = ( 144 lbs/ft) 21.0 ft/2 + 0 ft) = 1512 lbs. SHEAR = T. LOAD / L = 6814 lbs / 16.00 ft. = 426 Ibs/ft 3x SILL' U S E 12 w/ 5/8" Dia. x 12" A.B.'s 24 "o/c AB24 UPLIF - L( Wall ) = 16.00 all Height = 9.00 ft. LOAD = 6814 lbs. O. T. M. = 61322 ft-lbs 0.85"R.M. =0.85"(10'17+18'16+12'6) 16.00 ^2/2 = 57664 ft-Ibs N.M. = O.T.M. - R.M. = 61322 - 57664 — 3658 ft-lbs UPLIFT = N.M. / LENGTH = 3657.5 #I 16.00 ft = 229 lbs. PROVIDE: NO HOLDOWN • • 27 ESI / FME , Inc . Sheet - • STRUCTURAL ENGINEERS Date 03/25/03 JN. 3590 " La Laguna Large "/ FORECAST Menifee , California.. PLAN-3 CONTINUOUS HEADER SHEAR WALL DESIGN 11 ; WALL @ FRONT OF 3-CAR GARAGE L = 2.25+3 — 5.25 ft LOAD ={ 165 lbs / ft ) ( 21.0 ft / 2 + 0 ) = 1733 lbs. LOAD ={ 0 lbs / ft ) ( 0.0 ft / 2 + 0 ) = 0 lbs. SHEAR = 1732.50 Ibs / 5.3 ft. = 330 lbs / ft 3xsill U S E "12 wl 2 6/8" Dia. x 12" A.B.'s 12AB wall L DGE NAIL @ HEADER & POST. 4'-0" iu ' i -------- - Lu �� -- Continuous Header Steel Strap Simpson (1) ST6224, @ Ea. Post over Ply. Sht'g. _ 4 x Post i l Full Bearing for Header. I 2 x Stud @ 16 " o.c. Anchor Bolts r ----- per plan X UPLIFT: L ( Wall ) = 2.25 ft. Wall Heigl = 7.00 ft. LOAD = 743 lbs. O. T. M. = 4949 ft-lbs SECTION REQ'D = O.T.M. * 12 / (1.33 * Fb) = 45 in13 UPLIFT = O.T.M. / x = 2199 lbs Use Simpson ST6224 at each post. PROVIDE:1-SIMPSON HTT22 PER POST. w5 ESI / FME , Inc . Sheet STRUCTURAL ENGINEERS Date o 25103 JN. 3590 " La Laguna Large "/ FORECAST Menifee , California.. PLAN-3 12 WALL(S) @ RIGHT OF 3 CAR GARAGE LENGTH - 12 ft - O ft + 0 ft = 12.00 ft W LOAD = ( 17.4'(12-4.5) Ibs/ft) 31.0 ft/2 + 0 ft) = 2023 Ibs. LOAD = ( 0 Ibs/ft) 0.0 ft/2 + 0 ft) = 0 Ibs. LOAD = ( 0 Ibs/ft) 0.0 ft/2 + 0 ft) = 0 Ibs. SHEAR = T. LOAD / L = 2023 Ibs / 12.00 ft. - 169 Ibs /ft U S E 10 w/ 5/8" Dia. x 12" A.B.'s 72 "o/c ,•AB72R UPLIFT: L( all ) = 12.00 ft. WallHeight = 9.00 ft. LOAD = 2023 lbs. O. T. M. - 18205 ft-Ibs 0.85'R.M. =0.85'(14'8+18'(31/2+1)) 12.00 ^2/2 = 25031 ft-Ibs N.M. = O.T.M. - R.M. = 18205 - 25030.8 = -6826 ft-Ibs UPLIFT = N.M. / LENGTH = -6826 #/ 12.00 ft = -569 Ibs. PROVIDE: NO UPLIFT 13 WALL(S) @ LEFT OF 2 CAR GARAGE W/ BED#6 & DEN OPT LENGTH = 16 ft - 3 ft + 0 ft - 13.00 ft s LOAD = ( 390-178 Ibs /ft) 42.0 ft/2 + 0 ft) = 4452 Ibs. • LOAD = ( 106 Ibs /ft) 31.0 ft/2 + 0 ft) = 1643 lbs. LOAD = { 0 Ibs /ft) 0.0 ft/2 + 0 ft) = 0 Ibs. SHEAR = T. LOAD / L = 6095 Ibs / 13.00 ft. = 469 Ibs /ft 3x SILL' U S E 12 w/ 5/8" Dia. x 12" A.B.'s 24 "o/c ;_AB2a UP F : L( Wall ) = 16.00 ft. Walleight - 9.00 ft. LOAD = 6095 Ibs. O. T. M. = 54855 ft-ibs 0.85-R.M. =0.85'(14'9+18'31/2) ' 16.00 ^2/2 = 44064 ft-Ibs N.M. = O.T.M. - R.M. = 54855 - 44064 = 10791 ft-Ibs UPLIFT = N.M. /LENGTH = 10791 #/ 16.00 ft = 674 Ibs. PROVIDE: (1) SIMPSON HTT22 PER POST. • ESI / FME , Inc . Sheet • STRUCTURAL ENGINEERS Date 03/25/03 JN. 3590 " La Laguna Large "1 FORECAST Menifee , California.. PLAN-3 CONTINUOUS HEADER SHEAR WALL DESIGN r14� WALL @ FRONT OF BED#6,DEN OPT L = 4.5 = 4.5 ft LOAD =( 165 Ibs / ft ) ( 21.0 ft / 2 + 0 ) = 1733 Ibs. LOAD =( 0 Ibs / ft ) 1 0.0 ft / 2 + 0 ) = 0 Ibs. SHEAR = 1732.50 Ibs / 4.5 ft. = 385 Ibs / ft 3xsill USE 12 w/ 2 518" Dia. x 12" A.B.'s 2AB wall L DGE NAIL @ HEADER & POST. ---- ---- --mm--� Continuous Header w � Steel Strap Simpson (1) ST6224, @ Ea. Post over Ply. Sht'g. i k C� / ` z 4 x Post Full Bearing for Header. 2 x Stud @ 16 " o.c. Anchor Bolts per plan UPLIFT: L ( Wall ) = 2.25 ft. Wall Heigl = 7.00 ft. LOAD = 866 Ibs. O. T. M. = 5815 ft-Ibs • SECTION REQ'D - O.T.M. 12 / (1.33 W Fb) = 52 in^3 UPLIFT = O.T.M. / x = 2584 Ibs Use Simpson ST6224 at each post. PROVIDE:1-SIMPSOI\ HTT22 PER POST. w5 ESI / FME , Inc . Sheet 30 • STRUCTURAL ENGINEERS Date 03/25/03 JN. 3590 " La Laguna Large "/ FORECAST Menifee , California.. PLAN-3 FOUNDATION ANALYSIS SOIL BEARING PRESSURE= 2000 psf By : ALBUS-KEEFE, ASSOCIATES Job No. 1159.01 Dated: 11/ 19/ 2002 1. Continuous Footing Design: @ REAR OF HOUSE Roof : { 34 ) ( 32/2 ) = 544 pif Wall : { 14 ) ( 9+8 ) = 238 Floor : ( 52 ) ( 16/2 ) = 416 Deck : ( 57 ) ( 0 ) = 0 1198 plf Width Required = { 1198 } / { 2000 - 0 ) = 0.60 ft. USE 12 in. wide x 18 in. deep cont. ftg. 2-Story wl 1 - #4 T I B Cont. FOR VERY LOW EXPANSION INDEX. < 20 2. Point Loaded Footing P max = S.B.P. * S " W 1144 4 x post ( minimum) Pmax ( 2-Story ) = 8667 lbs. SLAB w/ (1) #4 T/B = 7000 Ibs. ------------------�------�---�-------�----- CONT. FTG.,` 45-de . S-Bearing Area Pad # 3 : P = R ( L,R ) = 5595 Ibs from beam 8 Area = ( 5595 ) / ( 2000 - 0 ) 2.80 sq. ft., hence, L = 1.67 ft. ( minimum ) * Use pad 24 " square x 18 " deep with (2) #4 each way at bottom • E S I F M E I NC. STRUCTURAL ENGINEERS • PROJECT : Structural Calculations on " La Laguna Large " to be built at Menifee , California PLAN4 '2001 CBC Date : March 25, 2003 Client : FORECAST Revisions : /a Client Job No. Shipped : Job No. 303-3590 • 1800 E. 16th Street, Santa Ana, CA 92701 • (714) 835-2800 • Fax (714) 835-2819 ESI / FME , Inc . Sheet z on STRUCTURAL ENGINEERS Date JN, 0 LOAD CONDITIONS ROOF : Wd.Shake Rock Tile FLOOR : 0 0 0 Slope ❑ 4:12 D 3:12 ❑ 4:12 w/o Conc. w/Conc. Live Load 16.0 psf 20.0 psf 16.0 psf Live Load 40 psf 40.0 psf Roof'g Mt'I 4.0 - - 10.0 D.L. of F.F. 5.0 15.0 Built-Up - - 6.0 - - Sheathing 1.5 1.5 Sheathing 1.5 1.5 1.5 Floor Joists 3.0 3.0 Roof Rafters 1.5 1.5 1.5 Drywall 2.5 2.5 Gelling Joist 1.5 1.5 1.5 Total D.L. 12.0 psf 22.0 psf Drywall 2.5 2.5 2.5 Miscellaneous 1.0 1.0 1.0 Total Load 52 psf 62.0 psf Total D.L. 12.0 psf 14.0 psf 18.0 psf LOAD CONDITIONS Total LOAD 28.0 psf 34.0 psf 34.0 psf U STANDARD SPECIFICATIONS FOR PROJECT DESCRIPTION: STRUCTURAL CALCULATIONS PLAN 4 ' La Laguna Large"/FORECAST Menifee , CA 1. Sketches of details in calculations are not to scale and may not represent true PROJECT ENGINEER: D.L.F conditions on plans. Architect or designer CALCS BY: Reuse AL DATE:3-25-2003 is responsible for drawing details in plans ASSOC. CHECK: DATE: which represent true framing conditions BACK CHECK: DATE: and scale. Enclosed details are intended to ROOF TRUSS Rev.: DATE: complement standard construction practice FLR. TRUSS Rev.: DATE: to be used by experienced and qualified PIT FOUND. Rev.: DATE: contractors. PLAN CHECK: DATE: REVISIONS: 2. The structural calculations included here are for the analysis and design of primary SHTS: DATE: S structural system. The attachment of non- Init.: structural elements is the responsibility of O SHTS: DATE: the architect or designer, unless specifically Init.: shown otherwise. SHTS: DATE: Init.: 3. The drawings, calculations, specifications SHTS: DATE: and reproductions are instruments of Init.: service to be used only for the specific OE SHTS: DATE: project covered by agreement and cover Init.: sheet. Any other use is solely prohibited. SHTS: DATE: Init.: 4. All changes made to the subject project O SHTS: DATE: shall be submitted to E S I / F M E, Inc. Init,: in writing for their review and comment. E S I /F M E, Inc. - Structural Engineers These calculations are meant to be used (This signature is to be a by a design professional, omissions are wet signature, not a copy.) Q intended. APPROVED BY: � RE (� 5. Copyright ©- 1994 by E S I / F M E, Inc. • Structural Engineers. All rights reserved. a C? ic. ,C 0407 , rn This material may not be reproduced in Ytarch 1,2004 whole or part without written permission of E S I / F M E, Inc. DATE: ESI / FME , Inc . Sheet .3 ON STRUCTURAL ENGINEERS Date JN. ,3Sf DESIGN CRITERIA SHEET FOR RESIDENTIAL CONSTRUCTION CODE: 2001 CBC CODE (rev. 09/22/2003) In all cases calculations will supersede this design criteria sheet. TIMBER Douglas Fir-Larch - 19% max: moisture content 4x6,8#21#1: Fb = 114011300 psi; fv=95 psi; E=1.6 2x4 #2: Fb = 1315/1510 psi; fv=95 psi; E=1.61 4x10 #2/#1: Fb = 1050/1200 psi; fv=95 psi; E=1.6 2x6 #2: Fb = 1140/1310 psi, fv=95 psi; E=1.61 4x12 #2/#1: Fb = 965/1100 psi; fv=95 psi; E=1.6/1.7 2x8 #2: Fb = 1055/1210 psi; fv=95 psi; E=1,61 4xl4 #2/1#1: Fb = 875/1000 psi; fv=95 psi; E=1.6/1.7 2x10 #2: Fb = 965/1105 psi; fv=95 psi; E=1.6� 4x16 #2/#1: Fb = 875/1000 psi; fv=95 psi; E=1.6/1.7 2x12 #2: Fb = 875/1005 psi; fv=95 psi; E=1.61 6x10 #1/SS: Fb = 1350/1600 psi; fv=85 psi; E=1.6 2x14 #2: Fb = 790/905 psi; fv=95 psi; E=1.6E 6x1.2 #1/SS: Fb = 1350/1600 psi; fv=85 psi; E=1.6 It is recommended that lumber be free of heart center. PARALLAM PSL 2.0E Glued Laminated Beams; Douglas Fir-Larch fb=2900.psi; fv=290.psi; E=2.0E6 psi ind. App. Grade: Fb=2400 psi;Fv=165 psi;E=1.8E6 psi MICROLLAM LVL: Fb=2600psi;Fv=285psi,'E=1.8 CONCRETE 1. Drypack shall be composed of one part Portland Cement to not more than three parts sand. 2. All structural concrete ....................................................fc = 3000 psi w/ inspection. All slab-on-gradelcontinuous footings/pads ...................fc = 2500 psi w/o inspection. . All concrete shall reach minimum compressive strength at 28 days. REINFORCING STEEL 1. All reinforcing shall be A.S.T.M. A-615-40 for#4 bars and smaller. All reinforcing shall be A.S.T.M. A-615-60 for#5 bars and larger. Welded wire fabric to be A.S.T.M. A-185, lap 1-1/2 spaces, 9" min. 2. Splicing of bars shall have lapping or 40 dia. or 2'-0" min. in all continuous concrete reinforcement (30 dia. for compression). Masonry reinforcement shall have Tappings of 40 dia. or 2'-0". This is in all cases U.N.O. 3. All reinforcing bars shall be accurately and securely placed before pouring concrete, or grouting masonry. 4. Concrete protection for reinforcement shall be at least equal to the diameter of the bars. Cover shall be as follows, U.N.O.: A. Poured against earth...............................3" B. Poured against form below grade............2" C. Slabs on grade (from top of slab)............ 1" D. Columns and beams to main bars...........2" STRUCTURAL STEEL 1. Fabrication and erection of structural steel shall be in accordance with "Specifications for the Design, Fabrication and Erection of Structural Steel Buildings", AISC, current edition. Steel to conform to ASTM A36. Round pipe columns shall conform to ASTM A53, Grade B. Square/Rectangular steel tubes AS T M A500, Grade S. 2. All welding shall be performed by certified welders, using the Electric Shielded Arc Process at licensed shops or otherwise approved by the Bldg. Dept. Continuous inspection required for al# field welding. 3. All steel exposed to weather shall be hot-dip galvanized after fabrication, or other app-roved weatherproofing method, 4. Where finish is attached to structural steel, provide 1/2"e bolt holes @ 4'-0" o.c. for attachment of • nailers. U.N.O. See architectural drawings for finishes (Nelson studs 1/2" x 3" CPL may replace bolts). MASONRY 1. Concrete block shall be of sizes shown on architectural drawings and/or called for in specifications and conform to ASTM C-90, grade N medium weight units with max. linear shrinkage of 0.06% 2. All vertical reinforcing in masonry walls not retaining each shall be located in the center of the wail (U.N.O.), retaining walls are to be as shown in details. 3. All cells with steel are to be solid grouted (except retaining walls where all cells are to be solid grouted). ESi / FME , Inc . Sheet • STRUCTURAL ENGINEERS Date 3/z.>-/„3 JN. 35-�v GENERAL SPECIFICATIONS FOR STANDARD RESIDENTIAL CONSTRUCTION (2001 CBC Code) (rev. 09122/2003) A. All beams to be supported with full bearing unless noted otherwise. B. All isolated posts and beams to have Simpson PB's, PC's and/or BC's minimum, U.N.O. C. All bearing walls on wood floors are to be supported with double joists or solid blocking, U.N.O. D. Provide 4x or double members under sole plate nailing less than 6"o/c. E. All Simpson HDA, HPA and CB holdowns to be fastened to 4x4 post min. F. All hardware is to be Simpson Strong-TieT"" or approved equal. Install per mfr.'s specifications. G. All shop drawings are to be reviewed by the contractor and the architect prior to submittal for engineers review. H. All exterior wails are to be secured with 5/8" diameter x 12"anchor bolts @ 72"o.c., U.N.O. I. All interior wails to be secured with shot pins per manufacturer's recommendations, U.N.O.. Calcuiations govern in all cases. Recommend Ramset/Redhead 1516SD @ 24" o.c. J. All conventional framed portions of structure are to be constructed per section 2320 of the CBC Code, U.N.O. K. All nailing is to be per table 23-II-B-1 of the CBC Code, U.N.O. • L. All nails to be "common", U.N.O. FRAMING NOTES LEGEND MARK : DESCRIPTION SPN12: 16d Sole Plate Nailing at 12"o/c SCR8 : 3/8"o x 6.5"Sole Plate Screws at 8"o/c SPN10: 16d Sole Plate Nailing at 10"o/c SCR6 : 3/8"o x 6.5"Sole Plate Screws at 6 "o/c SPN8 : 16d Sole Plate Nailing at 8"o/c SPN6 : 16d Sole Plate Nailing at 6"o/c SPN4 : 16d Sole Plate Nailing at 4"o/c - SPN3 : 16d Sole Plate Nailing at 3"o/c - SPN2 : 16d Sole Plate Nailing at 2"o/c FOUNDATION NOTES LEGEND MARK: DESCRIPTION MARK : DESCRIPTION AB64 5/8"o x 10"Anchor Bolts at 64"o/c 244 :Provide a total of 244 at top&244 at AB56 ; 518"o x 10"Anchor Bolts at 56"o/c bottom of footing, 3' past posts AB48 : 5/8"o x 10"Anchor Bolts at 48"o/c _~ 344 : Provide a total of 344 at top & 344 at A640 : 5/8"o x 10"Anchor Bolts at 40"o/c bottom of footing, 3'past posts A632 : 5/8"o x 10"Anchor Bolts at 32"o/c _ 444 : Provide a total of 444 at top &444 at AB24 : 5/8"o x 10"Anchor Bolts at 24"o/c j bottom of footing, 3'past posts AB16 : 5/8"o x 10"Anchor Bolts at 16*Wc HD2A (1)Simpson HD2A per post ABS : 5/8"o x 10"Anchor bolts at 8"o/c HD5A (1)Simpson HD5A per post AB24X: 518"o x 12"Anchor Bolts at 24"o/c HD6A (1) Simpson HD6A per post AB16X: 5/8"o x 12"Anchor Bolts at 16"olc j HD8A (1) Simpson HD8A per post AB8X : 518"o x 12"Anchor bolts at 8"o/c ; HD10A: (1)Simpson HD10A per post 2AB ; (2)518"o x 10"Anchor Bolts HD14A: .(1) Simpson HD14A per post 3AB : (3) 5/8"o x 10"Anchor Bolts HD20A: (1)Simpson HD20A per post 2ABX : (2)5/8"o x 12"Anchor Bolts HPA (1) Simpson HPAHD22 per post 3ABX :(3)5/8"o x 12"Anchor Bolts HP.A2P . (1)Simpson HPAHD22-2P per post 2ABXX : (2) 314"o x 12"Anchor Bolts HTT22: (1) Simpson HT i"22 per post 5 OP, Syd E B CONC.P45 I 0 LOCATE PER FLANS I II L_J L_J 3.SILL U SILL Agg la ABS I �yY ]-2.j FDI b 7-•5 Tb q ➢ FDI r--------------- J� . L__—_..^____------- ...-...I� I I r ' + I } FDI I I I I I I t at I I I Q I I I I 6'•I 3' 3'-t' I I I I �C 1 I ' 4f rj? I L----- —IL rDl I I I I I l i �°s ] rr a Lt } } FDI I I I I I I I I I I I I I I I I Fol J I I s I I I v I I I Ey } 3 I of C�I I FDI j I I { � I I D -c, I ab1 a/3-'PAD GONC PAD I u/3-•a EAU ur 3-•a EAV gO.TOn BOTTOM I O i Ae.e 5LL I __ 6 r TJ]7.T r oel roRTAL ran � s CONC PAD Ln u!(2)•A E/LLI rn CD FOUNDATION PLAN 4A M BGALE: 114" a 1'-0" n p-------------------q W I OFT, =X 1 3s � U3E f14Aad NAILS PER 70-PLATE SPLICE I I ENTIRE 15 I 15 I WALL SDI SDI SFN d SDIk3l.g., T----.---Ti pkti ,�p I I r � � -1------ -- -- IC\------4xl0 --- ---�-- �--------- 2 I axle -- --- � , I ----- / o 14 SDI 1 I \ C, _ I ' Ap 1 +A E5E1/ 0 11 1 ` GIRDER TRUSS 32 N. Axe' N. \ / > --- --- N. 1 ' a{I + ! N. ? < > ul (+ t --- --- WA is-IN 1 ; x (' a ! - < d (vj� I --- --- 8'-Q" CLG a l I wlu N I 1 I I 1 ( I I I I I I I - '� 1 < I I I I I I I I i <I U ( 3? E T SDI 1 I tvTIRE 1'w SD2 f LJ / \\ wALI<1BA 2 ` N.1 0 1 8'-0" CLG \ soz T N SDI ENTIRE TYp.1 / \ WALL 1 / 771, Z� y / y1 G� / GIRDER TRJ55 ,.� SDI 4xgT / c WAL<-IN 8'-0 CLG C" CLG p 1 _ `Y T A TYP.cli a�, I BC / 'P / \ I R 5D2� \ WA*�.K-IN of I / r�' N. 1 4_6 4x6 4x6-�- \ Ax4 �\ MIA AKA L� 1Ni SDI ASS -- -- ----- ---- —- '{ - --------- -n --L- -__=_- -�-_ =---k4----- ------ - I 24 �I7 I I T I �* NOTE: (n I SDI SD2 L.11•.0---...I 25 >-- 30 CDENTIRE c LOW SPN 3 502 SD2 AT ExT WALLS IF Ln I WALL ROOF -- PLY SHEAR 15 R T`'T USE(14AOd NAILS PER TOP PLATE SPLICE Up TO AND NAIL O/ NOTE: TO T.S.R-OK TC - I r-� ROOF FRAMING OI{tTA35'sAND tin AT GABLE END WAILS 1f I I PLATE SPICE NA MI PLY SHEAR 15 RUN — ——————-L CH RIM SPLIC —J EA TO NAILD LA UpE •- —————— PLAN 4A � TO TO 30T.CI+ORp OF TfdJ55 I,L -OK TO 0.UT 435'a AND PLATE 5PICE NAILING I SGALE I/4" - I'-P" 7 3sgo c y3R`U REFER TO YAM FRAMING PLAN - -- K • 9 Fl 6J<ND.- K. USE/11 J I6d NAILS PER TOP PLATE SPLICE Q e SIM B ABTID �1 L•�!0• OMDR L•� D 6• �11 STO SD1 rti ♦ O IS 15 (rC IS f N •�w 17 5DI w I SDI /Jl�\y1 JI 7lY9ER57R6YO Iz0 - �4 10 ax8 ?1l1�z 3�'n-� Rlf:TYP. AYA ism ��OpiT...p. - ^• -� E RV L,13'4• 1?7 '\ B-] ENTIRE I.DELK I , , r`ooK Sol WALL -6" CLC e-3 zI W-D" CLG vi w r w I PAS I sLcaa FAMILY 1 1 5DI SDI I _p CLG �- axe cslb __ I I wr .-a.-�.. ---- v L3N O� .-G uV as*a sari. 1g 3.SILL •R J '�-L- = I D F A Lv J 11 1 y i=. 11 Y A 9.-O.. CLG L PD - p _ In'. a iTA*° SQl- � � L_�:��■ -�- - 1§e•®' 'i� carr.3 In_x u TJB_P s�c� _ B----^ -•-•--, fir Z ♦ 'E IF NO TOP �- 1 )< 1 1 9 I 1 'S I PLATE 4-1-1 .-,1 -J SDI 1 , OROp 1 Le.. n 4z6 -- IG �I J 76 3 y 1 1 3-2 SDI i SD7 L�r+ti 5DI $Y Yt SDI 1 1 A,FA , Q� TS.R. l� +� ^I 1 ADOVE SDI L•11'-6• DRAG TIWSS■I _�yt I VP 3z SILL DRAG LOAD Appp' P" DIN Y.I 1�E/ w/$OLIO NAP.BL.OF ORAL iF.1J' 1 I _1 S�1 I�! �i�17 eLK'G TO PX WAf d NAILS 9'-0° LG - CONT.TOP PLATE NO SPLICE •0'OL, I I 6 I 4 � 9DI SDI B- I 3 3-GAR GAS &E 1 501 DRAG TRUSS-HOOF EN I 9'-0" CLG 3 DRAC.LOAD•Napo• I C w N 1 (FROM T.O.C.) ew° I II. IPO 5�gv v a I LIV NC7 - 9'-0" CLG BUILD POP-OUM 1 S}-.: •Lau 114 5 LOW ON TOP OF ROff SOL BDI ROOF A35, 16- TRUSSS5",P! I 507 ]l 9D7 s SURJ'1S xCONT) N SDI • I 77 I 1 �L 1�N�D•�PSL _ lop,L 1'• 116" P5L _�T�. - C516 II -------- — — Ty-1 LC2JF11T.3 VJ".11 116'P`d. ' L•tl-b" I _ 1 BOTT.s^D'.p�•L.1p••b• ez6 t _- J }I���III {��{ �I :I-b• 1 �NOR �.uD 17 - 1: I -JLV JIB-4x14 m•� _r�_�- 3 v1:u rSL _ _ .I'I S17 LLDF:DR S1�- J 46 x D 4 1 , -- 1 SDI i IF }�y FOR aa' I � i PD 23 - iRUM ------------ ------�■ ------»-_ r•f�-_ AILED I I I 9-C h 4e IL•B'-C' g'+ L•a•-� TO fV ILEI - ---_ ---- I,p/Iy'7R -..•..\ 2 �6 A35Y• 3T O� 1 iJ x 1 -1 16'OL. D7 ,, � DBL POPt1al PO 1NAaI ' 1 11J 7TxT I ��, ^• „ �T4 A I ..$__ -❑ _ ax6___❑ IPIK PORTAL r, LOOR FRAMING Az; .. ._ Ln ---------------1 »-------- - "'PLAN PLAN 4A L- Cr M_ N l 9'-0" CLG I • —— FDI I I I FDI I i � n DINING 1 ____ _ rALL FDI 9'-0" CLG 11 I I I I I i I I I GARAGE I I I I I 9'-0" CLG I I I I I I (FROM T.O.C.) I 7 I I y BED (b/ wI I I DEN ; I 3 I I W-O" CLG aDl I 1 + LIVING 9' I -0" CLG I t I I I I I I I I I I I I I 1 1 I I I Fol I I FDI 1 I I I I I i I I I I I I L_--_------..- ----J L- ----- I--_J L----- »---- --J 22 P'BL PORTAL FD DOL PpR'gL FDI .� � rrn > I )�n Fill OPT. DEN/BED 6 FLOOR FRAMING PLAN 4A SCALE:1/4' r I'-0" FOR ADDITIONAL AND SPECIFIC INFORMATION NOT SWOON gSRE REFER TO MAIN FRAMING PLAN • (✓) 9_0., CLG ——————— I JJ ----..-- wal Ir------ ----1 I I I I 1 I 1 IL------ DINING i F------------ I I C 9'-0" CLG I I I I I 6ARAGC I I 1 1 9'-G" CLG I (FRom T.O.C.) BED LIVING i i DEN I i t 9'-0" CLG I I f 9'-0" CLG 1 1 I I I M I I I I + I Ca I I I I I I 4 I I I I I I L————————— -----J L_^---------J L-------------------------J 3 Lri 0 rn 13 F M Q M OPT. DEN/BED 6 FLOOR FRAMING PLAN 4B i SCALE L 1!<° . V-0' n -OR AppITIONAL AND SPEGIFIG IN-ORMATION NOT SWOwN WERE RSPER TO MAW FRAMING PLAN 3s�a • 5-G16,R GARAGE 9'-O" CLG (FROM T.O.C.) LIVING i t 9'-0" CLG I I I 1 I 1 I t I I i I L-----------------J --------- J ——— —————- -----�— ❑ ❑ PGRGri /7/•N,C.PAD D oP. B'-0" CLG W/ ? wi f:r.BARS EA.WAY. C SD.> DP. a/•50.> DP.�GOrIC.PAD �CONL PADD w nra ears ea.WAY❑ w!f7Y/BARS EA WAY ❑ FOUNDATION PLAN 4C SGGLE: 114" . I'-0` FOR ADDITIONAL AND SPECIFIC IAFO iATION NOT 5WOLLN WERE REFER TO MAIN FRAMING RAN 3-GAR GARAGE 9'-0" CLG (FROM T.O.C.) I I ,I I I I I I LIVING 9'--0' CLG I I CrG .I I I I P \ � ` 7 I IJI Itl -------------------------- N CD o I // CDI JJ M I / a>6 I ❑ I p -------- — —t - I L-------I-------J Q1 FLOOR FRAMING PLAN 4C Ln SCALE + I/4" . I'•0• 0 0) FOR ADDITIONAL AND SPECIFIC M INFORMATION NOT 5WO:N WERE CD REFER TO MAN FRAMfNG PLAN Ol Lf) 0 fn QJ LL --------- �------------------------ 3s�d I - � • M BED I I I I I I I I I I I ! i I i ENT RE b 1 I WALL 5DI j I I I 5DI I --- --- I I I I I a. _-T---------- -f---------- I �� I ---- e—° ,l{ M BA BA 2 8'-0" CLG I � I 32"X60 O I DRAG 1 55 u/ROOF EN DRAG TFE;SS r!ROOF EN. DRAG LOAD.a<0® DRAG!oaD.aa®e • I ------ 1--- R� -I -- _ ----- I - 8'� I BED B BED 2 a'-0- CLG a'-C" CLG 24 WA -I I I Sas SD0 I 51YL Lou 8'-d I • CLG ROOF Cl15TC16 OR as 9LK'G N ( G I 19'•LEFT 18 RT. ———————————————————L — — 4Rb anb ------ I I I ---L---------- Ln II I Q 115E flll lbd NAILS PER TOPIPLAIE SPLICE I O o I I —1 r�� I �o � X.D L.13'•b' •O— ---�--I ^� -----------j 0 M CD .-r C71 3 a v +� 0 rn M ROOF FRAMING PLAN 4B CD m 5GGLE : i/»' . !•0' U) ro FOR ADDITIONAL AND SPECIFIC INFORMATION NOT 5NOU1N INERC REFER TO MAIN r R41'11N's PLAN r'1 3.s�v • 5-GAR CGARAGE 9'-0" CLG l (FROM T.O.C.) f I I I I I I f I II I I I I I I LIYINv ; f 9'-0" CLG -. . - _I__ TJ 77 x 1^. .. - .♦� I I I ( OR POR,A !7 r IfPF$ M PORTAL f7T5 , I � I I / L————————————--- —--—J • —————— —r -------------- I---- ------ J I U L J - j I \` p� L— 9'-0" CLG 30'•50.IL,*DP. CONC.PAD CLNC-PAD CONC.PAD CONC. BARS EA.WAr vKN&BAR5 EA.WAT _ ,I &J 3)'A BARS EA WAY 5 T / SPF DBL PORTAL!7 i� 7<'gp,x 17'DP. 7<•50.x 17"DP. CONC.PAD CONC.PAD W1 fIra BARS EA.WAY v/OAC BARS EA.MAY FOUNDATION PLAN 413 SCALE : 1/4• • 1' 0" FOR ADDITIONAL AND$PECIFlC IN=ORMATION NOT 5WOWN HERE REFER TO MAIN FRAr'11NG PLAN v 3-GAR GAR&E I 9'-0" CLG (FROM .0 C} PDy� f brD e�Dl /u- f pD' G x 16'P5L DROP BI', L/ LIVIN _ I I• A I E 9'-0- CLG CONT.TOP PLATE TJ 22 x 1 `I L ♦/ L, L I 1 I b ti SDI 31 f v+8 I�♦ 715L PORTAL` D I '� s DECK d TJ 7 x 1 I I SQI 5Ci x.y 1"x II ve .Py v/EN FL.9P1 _ ------- -T_ __ __CS16 `I I - - PD QBL OR M -r_^=; - I IV I I I 11 I 1 31R' xII'ur PSL `Ax CON,. ♦a_ 11 5 _ ]6-25L L•70'-6_ --- ----- ^-------- i ••DI +T-1 �� I SDI 507 •�--C, 4 r r—- — -'�'ro6ccD-%JIs r——- _ 1, SIM MSTAB Sim CDR. 17 i _ I i _ 17 .6---- L_--- -- 17 4 R 9'-0" CLG �NOR. D f i I L'e''0' L•a''m' .132.e T I vh Q' OAlDR oK TO IqM n:L OMOR D r 70 nA,cN aenx o aDFfX 05, 4 EXTEND PLY �2A I --0 6 DROP I OVER UDR --^------J 3 a V) FLOOR FRAMING PLAN 4B 0 SCALE:VV : 1'•0' 01 Ln FOR ADDITIONAL AND SPECIFIC INFORMATION NOT 5POIGJ WERE CD REFER TO MAIN FRAr IING PLAN Ln LL • /a l T-C" CLG71 I I � ' nm fare JJ �W"!, DINING I r----- - - 9'-0" CLG I l I I I I I I I > I GARAGE I I I I I 9'-O" CLG I I I I (FROM T.O.C.) BED b/ I I DEN I I I 9'-0" CLG I LIVING { I I 1 1 I ! I I 9'-0" CLG I { ! I I • I I I I I I ] I I I I ! I I I I I ILA ILJI Y C f4 L OPT. DEN/BED 6 FLOOR FRAMING PLAN 4C N SCALE: V4" I'.0'• FOR ADDITIONAL AND SPECIFIC INFOR M1ATION NOT 5LIOLUM HERS O fV REFER TO I'1AIN FRAMING PLAN O n'] O +-i "O Ll1 O O� IC1 ('r'I l O CR Ln o /-- -__ 9'-0" CLG I i! _ 0= ril ,�------ -�s�'''T' - z 30 3•> � { x� I T CON7, a W..II v.e .n.EN —— _ r r:r�7T try. s SDI N Sol > 9DI • SDI 7 q� DININ�t A.a A.n L.II5.m• DRAG LOAD-O G r'— '� 3.S lL DRAG LOAD•tl- R DG.O•DRY. fy 9'-0' CLG to Po w•e rwLa •a-Dc e 9DI a GAR E 9'-0" CL 13 (FROM T O BED / DN a DRAG 1Qm.IRvcF EN L f DRPG LOAD•b00' 9'—O" CLG a` or LIVING o._o. cLc p n„ ♦ O7 �rL' — `--_ ---- corrr,FLsw'.ave•Fx� .y. — � �••'I��— ——� .J1�. _ II CGuf R 5 w'a Y'PSL _ L-0I'•b-14 ��— �� IS p SDI '0 e 77 OSj6 •17 17 ♦ bF . sue- ♦ L•e' r'_r .._ •wDa e ❑ ypR `TJ 77:, ] �/•- Tl J7 DB:PORTAL P9� P L?J` OPTIONAL DEN/BED 6 FLOOR FRAMING PLAN 4A SCALE:V 4'-I'-0' FOR ADDITIONAL AND 5PECIFIC INFORMATION N07 5HO47J HERE REFER TO MAIN FRAI-,ING PLAN 5,-0' CLG DINING 9'-0" CLG Y GARAGE 9'-0"CLC (FROM TO.C.) a BED 61 Y; LIVING DEN N 9'-0" CLG 9'-0" CLG +--I f'V O O fV Q O 6 3 tn a a 0 rn un rn OPTIONAL DEN/BED 6 FLOOR FRAMING PLAN 4B SCALE:UA'-I'-p• n FOR ADDITIONAL AND SPECIFIC INFORMATION NOT SHOLLN HERE REFER TO MAIM PIZAMIiNG-PLAN /I�k 3SW I 9'-0" CLG Li I 1 I I DINING 9'-0" CLG I GARAGE 9'-09'-0" CLOG (FROM T O.C)) BED 6/ DEN I 9'-0" CLG I 1 IUJNJ 9'-0" CLC I • I I ❑ ❑ ❑ FE a OPTIONAL DEN/BED 6 In FLOOR FRAMING PLAN 4C .1 N FOR GDDITIONAL AND SPECIFIC INFOrd'IATION NOT 5HOUN HERE REFER SO FIAGV FRGI'.ING P O AN O nl d M Q Ch l,D C) O Cn l!'7 M O a) Ln LL r /s --- -- -------------- 3sya I ` I LOFT I IT I ♦ i I I I ! -- - - �� 1NlA�G-Iv I -- --------------- I a rcLc ---- - - ------ � I 1 0 ! e�° ;♦ �; N E3A I I 6'-0" CLG I • � 1 I I in, / 1 I • ♦ � I ! I / o{ • I ♦ 670" CLG i -0" CLG •' B CLG `♦ `♦ ;I I I � T � I ♦ � I I I I • I ` WA�-K_I;1 I I 77' 8'-0" CLv ;I I � ♦11 I I C7 - 11 I ------�-- --mac- �__--_�---- -- _��___ ---�----- -----------_ � ! I ,' I y. ♦ I I----"' Sol I u r—».- I I � i I l� sol aso� � i L•7P-3' - I ---------------- j J ROO ' F-t USE M)16d NAILS PER 70P PLATE SPLICE .-I Q I ��— -------� I I I I r� ---------- — ----I---J —J I O L-------I-------J O ,-r L71 a LT} 0 rn Ln ROOF FRAMING PLAN 4C 0) SCALE : lia" : 1'-0" L FOR ADDITIONAL AND 5F'EGIFIG INFOR"IATION NOT 5HO04 HERE �REFERIOMAIN F!RAr'IINCG PLAN LL r-1 ESl / FME , Inc . Sheet rG • STRUCTURAL ENGINEERS Date 3-20-03 JN. 303-3590 LA LAGUNA LARGE/FORECAST MENIFEE, CA PLAN 4 O HDR @ REAR OF LOFT (ELEV. B) Length = 6 ft. P1 = 0 ibs= 0 @ L1 = 0 ft. P2 = 0 Ibs= 0 @ L2 = 0 ft. Ltl l ►1 w: Roof = ( 34 psf ) ( 42/2 + 1.5 ) = 765.0 plf 0- P1 P2 Wall = ( 14 psf) ( 1.5 + 0 ) = 21.0 I vv __ Floor = { 52 psf ) ( 0 + 0 ) = 0.0 R1 R2L1 D. L. of Beam . . . . . . . . . . . . . . = 10.0 w = 796.0 plf Fb = 1050 psi. M = 3582 ft-lb= 42.98 in-k S = Moment/ 1.250 Fb = 32.7 in^3 Reactions: *RL= 2388lbs Fv = 95 psi ; d = 9.25 in. *RR= 2388 lbs V = R(max)-(w*d)= 1774 lbs. A = 1.5 V / 1.250 Fv = 22,4 in^2 Req'd Sec. Properties: PST d • - * S = 32.7 in^3 49.91 Allow defl = L / 360 0.20 in * A = 22.4 sq. in. 32.38 E = 1.6 x 10**6 psi * I = 72.5 in^4 23084 1 =5*M*L^2 /48*E*d= 73 in^4 Estimated defl = 0.063 in. U S E 4 x 10 W.C.D.F. # 2 C2 > HDR @ REAR OF MBR (ELEV. B) Length = 8 ft. P1 = 0 Ibs= 0 @ L1 = 0 ft. P2 = 0 Ibs= 0 @ L2 = 0 ft. � l�1 w: Roof = ( 34 psf) ( 44/2 + 1.5 ) = 799.0 plf I Pi P2 Wall = { 14 psf ) ( 1.5 + 0 ) = 21.0 Floor = ( 52 psf ) ( 0 + 0 ) = &0 LRI R2U D. L. of Beam . . . . . . . . . . . . . . . = 10.0 w - 830.0 plf Fb = 965 psi. M = 6640 ft-lb= 79.68 in-k S = Moment/ 1.250 Fb = 66.1 in^3 Reactions: *RL= 3320lbs Fv = 95 psi ; d = 11.25 in. *RR= 3320 lbs V = R(max)-(w*d)= 2542 lbs. A = 1.5 V / 1.250 Fv = 32.1 in^2 Req'd Sec. Properties: Prc,/a Allow defl = L / 360 0.27 in * A = 32.1 sq. in. 3838 E = 1.6 x 10**6 psi * I = 179.3 in^4 415.28 1 =5*M*L^2 / 48*E*d= 179 in^4 Estimated de#I = 0.115 in. U S E 4 x 12 W.C.D.F. # 2 P461 ES I / F M E , I n c _ Sheet 17 on STRUCTURAL ENGINEERS Date 3-20-03 JN. 303-3590 LA LAGUNA LARGE/FORECAST MENIFEE, CA PLAN 4 C HDR @ LEFT OF BED 3 Length = 3 ft. P1 = 3060 Ibs= 34*5*36/,LBS FROM G.T. @ L1 = 1 ft. P2 = 0 Ibs= 0 @ L2 = 0 ft. �� ► W. Roof = ( 34 psf} ( 0 + 1.5 } = 51.0 plf Pi P2 Wall = ( 14 psf ) ( 1.5 + 0 ) = 21.0 Floor = ( 52 psf) ( 0 + 0 ) = 0.0 Rl R2U D. L. of Beam . . . . . . . . . . . . . . . = 10.0 w - 82.0 plf Fb = 965 psi- M = 2132 ft-lb= 25.59 in-k S = Moment/ 1.250 Fb = 21.2 in^3 Reactions: *RL= 2163lbs Fv = 95 psi ; d = 11.25 in. *RR= 1143 lbs V = R(max)-(w*d)= 2086 lbs. A = 1.5 V / 1.250 Fv = 26.4 in^2 Req'd Sec. Properties: Pradd • - * S = 21.2 in^3 73.83 Allow defl = L / 360 0.10 in * A = 26.4 sq. in. 39.38 E = 1.6 x 10**6 psi * I = 21.6 in^4 1 415.28 1 =5*M*L^2 /48*E*d= 22 in^4 Estimated defl = 0.005 in. U S E 4 x 12 W.C.D.F. # 2 C4 HDR @ LEFT OF DINING Length = 6 ft. P1 = 0 Ibs= 0 @ L1 = 0 ft- P2 = 0 Ibs= 0 @ L2 = 0 ft. I�� w: Roof = { 34 psf) ( 36/2 + 1.5 ) = 663.0 plf 11�440_ Pi P2 Wall = { 14 psf) ( 8 + 1.5 ) = 133.0 Floor = ( 52 psf) ( 16/2 + 0 ) = 416.0 UR1 R2L� D. L. of Beam . . . . . . . . . . . . . . = 10.0 w - 1222.0 plf Fb = 965 psi. M = 5499 ft-lb= 65.99 in-k S = Moment / 1.250 Fb = 54.7 inA3 Reactions: *RL= 3666lbs Fv = 95 psi ; d = 11.25 in. *RR= 3666 lbs V = R(max)-(w*d)= 2520 lbs. A = 1.5 V / 1.250 Fv = 31.8 in^2 Req'd Sec. Properties: Prod • r * S = 54.7 in^3 7383, Allow defl = L / 360 0.20 in * A = 31.8 sq. in. 39.38` E = 1.6 x 10**6 psi * 1 = 111.4 in"4 L415.28 I =5*M*L^2 /48*E*d= 111 in^4 Estimated deft = 0.054 in. U S E 4 x 12 W.C.D.F. # 2 P4 B3 i ESI / FME , Inc . Sheet ' �0 STRUCTURAL ENGINEERS Date 3-20-03 JN. 303-3590 LA LAGUNA LARGE/FORECAST MENIFEE, CA PLAN 4 O FL BM @ REAR OF DECK Length = 13 ft. P1 = 0 lbs= 0 @ L1 = 0 ft. P2 = 0 Ibs= 0 @ L2 = 0 ft. �t L-�- w: Roof = ( 34 psf ) { 0 + 0 ) = 0.0 plf P2 Wall = { 14 psf} { 0 + 0 ) = 0.0 Floor = ( 52 psf) { +8/2 + 0 ) = 208.0 R1 R2L1 D. L. of Beam . . . . . . . . . . . . . = 10.0 w = 218.0 plf Fb = 1350 psi. M = 4605 ft-lb= 55.26 in-k S = Moment / 1.000 Fb = 40.9 in^3 Reactions: *RL= 1417lbs Fv = 85 psi ; d = 9.5 in. *RR= 1417 lbs V = R(max)-(w*d)= 1244 lbs. A = 1.5 V / 1.000 Fv = 22.0 in^2 Req'd Sec. Properties: Proud • - * S = 40.9 in^3 52.73 Allow defl = L / 360 0.43 in * A = 22.0 sq. in. 52.25 E = 1.6 x 10**6 psi * I = 202.1 in^4 392.96 1 =5*M*L^2 /48*E*d= 202 in^4 Estimated defl = 0.223 in. U S E 6 x 10 W.C.D.F. # 1 O HDR @ REAR OF NOOK Length = 6 ft. P1 = 0 Ibs= 0 @ L1 = 0 ft. P2 = 0 Ibs= 0 @ L2 = 0 ft. Ti�z ► w: Roof = ( 34 psf) ( 44/2 + 1.5 ) = 799.0 plf � � PI Pz Wall = ( 14 psf) ( 8 + 1.5 ) = 133.0 Floor = { 52 psf) ( 20/2 + 0 ) = 520.0 URl R2Z1 D. L. of Beam . . . . . . . . . . . . . . . - 10.0 w = 1462.0 plf Fb = 2900 psi. M = 6579 ft-lb= 78.95 in-k S = Moment/ 1.000 Fb = 27.2 in^3 Reactions: *RL= 4386lbs Fv = 290 psi ; d = 9.5 in. *RR= 4386 lbs V = R(max)-(w*d)= 3229 lbs. A = 1.5 V / 1.000 Fv = 16.7 in^2 Req'd Sec. Properties: Provo - * S = 27.2 in43 52.65 Allow deft = L / 360 0.20 in * A = 16.7 sq. in. 33.25 E = 2 x 10**6 psi * I = 106.6 in^4 25007 1 =5*M*L^2 /48*E*d= 107 in^4 Estimated defl = 0.085 in. U S E 3.5 x 9.5 PARALLAM PSL E=2.0 P465 ESI / FME , Inc . sheet 15 ON STRUCTURAL ENGINEERS Date 3-20-03 JN. 303-3590 LA LAGUNA LARGE/FORECAST MENIFEE, CA PLAN 4 D HDR @ REAR OF DEN Length = 5 ft. P1 - 0 lbs= 0 @ L1 = 0 ft. P2 = 0 Ibs= 0 @ L2 = 0 ft. ���: w: Roof = ( 34 psf) ( 42/2 + 1.5 ) = 765.0 plf P2 Wall = ( 14 psf ) ( 8 + 1.5 ) = 133.0 vv Floor = { 52 psf ) ( 18/2 + 0 ) = 468.0 L\R1 Rev D. L. of Beam . . . . . . . . . . . . . . . = 10.0 w = 1376.0 plf Fb = 965 psi. M = 4300 ft-lb= 51.6 in-k S = Moment/ 1.000 Fb = 53.5 in^3 Reactions: *RL= 3440lbs Fv = 95 psi ; d = 11.25 in. *RR= 3440 lbs V = R(max)-(w*d)= 2150 lbs. A = 1.5 V / 1.000 Fv = 33.9 in^2 Req'd Sec, Properties: ProJd • � * S = 53.5 in^3 73.83 Allow defl = L / 360 0.17 in * A = 33.9 sq. in. 3938 E = 1.6 x 10**6 psi * I = 72.6 in^4 41528 1 =5*M*LA2 / 48*E*d= 73 in^4 Estimated defl = 0.029 in. U S E 4 x 12 W.C.D.F. # 2 FL BM @ REAR OF DINING Length = 15 ft. P1 = 2392 Ibs= 52*23/2*4 @ L1 = 12 ft. P2 = 0 Ibs= 0 @ L2 = 0 ft. �� L� ► w: Roof = { 34 psf) ( 0 + 0 ) = 0.0 plf Pi P2 Wall = ( 10 psf ) ( 8 + 0 ) = 80.0 [w Floor = ( 52 psf ) ( 1.33/2 + 0 ) = 34.6 /\R1 R2L D. L. of Beam . . . . . . . . . . . . = 10.0 w = 124.6 plf Fb = 2900 psi. M = 9245 ft-lb= 110.9 in-k S = Moment/ 1.000 Fb = 38.3 in^3 Reactions: *RL= 1413 lbs Fv = 290 psi ; d = 11.9 in. *RR= 2848 lbs V = R(max)-(w*d)= 2724 lbs. A = 1.5 V / 1.000 Fv = 14.1 in^2 Req'd Sec. Properties: Prod * S = 38.3 inA3 6349 • Allow defl = L / 240 = 0.75 in * A = 14.1 sq. in. 3201 E = 2 x 10**6 psi * I = 249.6 in^4 377.76 I =5*M*L^2 /48*E*d= 250 in^4 Estimated deft = 0.496 in. U S E 2.69 x 11.9 PARALLAM PSL E=2.0 P487 ESI / FME , Inc . Sheet 20 • STRUCTURAL ENGINEERS Date 3-20-03 JN. 303-3590 LA LAGUNA LARGE/FORECAST MENIFEE, CA PLAN 4 0 FL BM @ FRONT OF NOOK Length = 11 ft. P1 = 0 lbs= 0 @ L1 = 0 ft. P2 = 0 lbs= 0 @ L2 = 0 ft. L2 P2 w: Roof = ( 34 psf ) ( 0 + 0 ) = 0.0 plf �---��Api� tP2 Wall = ( 10 psf } ( 4 + 0 ) = 40.0 Floor = ( 52 psf ) ( 23/2 + 0 ) = 598.0 R1 KZ D. L. of Beam . . . . . . . . . . . . . . . = 10.0 w = 648.0 plf Fb = 2900 psi. M = 9801 ft-lb= 117.6 in-k S = Moment / 1.000 Fb = 40.6 in"3 Reactions: *RL= 3564lbs Fv = 290 psi ; d = 11.9 in. *RR= 3564 Ibs V = R(max)-(w*d)= 2921 Ibs. A = 1.5 V / 1.000 Fv = 15.1 in"2 Req'd Sec. Properties: ProVd • * S = 40.6 in"3 82.61 Allow defl = L / 360 0.37 in * A = 15.1 sq. in. 41.65 E = 2 x 10**6 psi * I = 291.1 in"4 491.50 I =5*M*L"2 /48*E*d= 291 in"4 Estimated defl = 0.217 in. U S E 3.5 x 11.9 PARALLAM PSL E=2.0 TO FL BM O/ LIVING Length = 15 ft. P1 = 0 lbs= 0 @ L1 = 0 ft. P2 = 0 lbs= 0 @ L2 = 0 ft. �t��1 W. Roof = ( 34 psf } ( 42/2+1.5 + +8/2 ) = 901.0 plf 1 P2 Wall = ( 14 psf} ( 8 + 0 ) = 112.0 yr v Floor = ( 52 psf } ( 1.33/2 + 0 ) = 34.6 /\R1 R2Z_\ D. L. of Beam . . . . . . . . . . . . . . . = 10.0 w = 1057.6 plf Fb = 2900 psi. M = 29744 ft-lb= 356.9 in-k S = Moment / 1.000 Fb = 123.1 in"3 Reactions: *RL= 7932lbs Fv = 290 psi ; d = 11.9 in. *RR= 7932 Ibs V = R(max)-(w*d)= 6883 lbs. A = 1.5 V / 1.000 Fv = 35.6 inA2 Req'd Sec. Properties: Provd Allow defl = L / 240 0.75 in * A = 35.6 sq. in. 8330 E = 2 x 10**6 psi * I = 803.1 m^4 I 9B3 6, I =5*M*L"2 /48*E*d= 803 inA4 Estimated deft = 0.613 in. U S E 7 x 11.9 PARALLAM PSL E=2.0 P4B9 ESI / FME , Inc . Sheet 2/ • STRUCTURAL ENGINEERS Date 3-20-03 ,JN. 303-3590 LA LAGUNA LARGE/FORECAST MENIFEE, CA PLAN 4 11 TOP FL BM O/ GARAGE Length = 20.5 ft. P1 = 0 Ibs= 0 @ L1 = 0 ft. P2 = 0 Ibs= 0 @ L2 = 0 ft. ��s-r ► w: Roof = { 34 psf) ( 8/2+1.5 + +3/2 ) = 238.0 plf Pj P2 Wall = { 14 psf) ( 8 + 0 ) = 112.0 fvv Floor = ( 52 psf ) ( 18.5/2 + 0 ) = 481.0 L\.R1 R2Z� D. L. of Beam . . . = 15.0 w = 846.0 plf Fb = 2900 psi. M = 44441 ft-lb= 533.3 in-k S = Moment / 0.956 Fb = 192.4 inA3 Reactions: *RL= 8672 lbs Fv = 290 psi ; d = 18 in. *RR= 8672 lbs V = R(max)-(w*d)= 7403 lbs. A = 1.5 V / 0.956 Fv = 40.1 inA2 Req'd Sec. Properties: ProJd • * S = 192.4 inA3 37&00 Allow deft = L / 340 0.72 in * A = 40.1 sq. in. 12600 E = 2 x 10**6 psi * I = 2323.2 inA4 1340200 1 =5*M*LA2 /48*E*d= 2323 inA4 Estimated deft = 0.494 in. U S E 7 x 18 PARALLAM PSL E=2.0 12 FL BM O/ 3-CAR GARAGE Length = 12 ft. P1 = 0 Ibs= 0 @ L1 = 0 ft. P2 = 0 lbs= 0 @ L2 = 0 ft. Sri z► w: Roof = ( 34 psf) ( 8/2+1.5 + +3/2 ) = 238.0 plf PI P2 Wall = ( 14 psf) ( 8 + 0 ) = 112.0 I Floor = ( 52 psf) ( 18/2 + 0 ) = 468.0 /.\R1 Rev D. L. of Beam . . . . . . . . . . . . . . . = 15.0 w = 833,0 plf Fb = 2900 psi. M = 14994 ft-lb= 179.9 in-k S = Moment/ 1.000 Fb = 62.0 inA3 Reactions: *RL= 4998lbs Fv = 290 psi ; d = 11.9 in. *RR= 4998 lbs V = R(max)-(w*d)= 4172 lbs. A = 1.5 V / 1.000 Fv = 21.6 i n A 2 Req'd Sec. Properties: Prod * S = 62.0 in^3 123.91 • Allow deft = L / 360 - 0.40 in * A = 21.6 sq. in. , 62 46 E = 2 x 10**6 psi * 1 = 485.8 inA4 L737 26 I =5*M*LA2 /48*E*d= 486 inA4 Estimated deft = 0.264 in. U S E 5.25 x 11.9 PARALLAM PSL E=2.0 P4B11 ESI / FME , Inc . Sheet 22- • STRUCTURAL ENGINEERS Date 3-20-03 JN. 303-3590 LA LAGUNA LARGE/FORECAST MENIFEE, CA PLAN 4 13 TOP FL BM 0/ GARAGE (OPT. DEN) Length = 20.5 ft. P1 = 4998 Ibs= 4998 Les FROM BM 12 @ L1 = 2 ft. P2 = 0 Ibs= 0 @ L2 = 0 ft. r w: Roof = ( 34 psf} ( 3612 + 1.5 ) = 663.0 plf P2 Wall = ( 14 psf ) ( 8 + 0 ) = 112.0 Floor = ( 52 psf) ( 1.33/2 + 0 ) = 34.6 AR1 Rev D. L. of Beam . . . . . . . . . . . . = 15.0 w - 824.6 plf Fb = 2900 psi. M = 52337 ft-lb= 628 in-k S = Moment / 0.969 Fb = 223.6 in^3 Reactions: *RL= 12962 lbs Fv = 290 psi d = 16 in. *RR= 8940 lbs V = R(max)-(w*d)= 11863 lbs. A = 1.5 V / 0.969 Fv = 63.4 in^2 Req'd Sec. Properties: Frond • - * S = 223.6 in^3 2sa.67 Allow deft = L / 240 1.03 in * A = 63.4 sq. in. „2.00 E = 2 x 10**6 psi * I = 1931.2 in^4 2388.33 1 =5*M*L^2 /48*E*d= 1931 in^4 Estimated defl = 0.828 in. U S E 7 x 16 PARALLAM PSL E=2.0 14 FL BM 013-CAR GARAGE Length = 16 ft. P1 = 12962 lbs= 12962 LBS FROM BM13 @ L1 = 7.5 ft. P2 = 0 Ibs= 0 @ L2 = 0 ft. -r l ► w: Roof = ( 34 psf ) ( 0 + 0 ) = 0.0 plf P2 Wall = ( 14 psf ) ( 1.5 + 0 ) = 21.0 rt�r Floor = { 52 psf) ( 0 + 0 ) = 0.0 AR R2U D. L. of Beam . . . . . . . . . . . . . . . = 15.0 w = 36.0 plf Fb = 2900 psi. M = 52797 ft-lb= 633.6 in-k S = Moment/ 0.956 Fb = 228.5 in^3 Reactions: *RL= 7174lbs Fv = 290 psi ; d = 18 in. *RR= 6364 lbs V = R(max)-(w*d)= 7120 lbs. A = 1.5 V ! 0.956 Fv = 38.5 in^2 Req'd Sec. Properties: Frd d • * S = 228.5 in^3 283.50 Allow defl = L / 360 0.53 in * A = 38.5 sq. in. 94.50 E = 2 x 10**6 psi * I = 22B0.9 in^4 2551 50 1 =5*M*L^2 /48*E*d= 2281 in^4 Estimated deft = 0.477 in. U S E 5.25 x 18 PARALLAM PSL E=2.0 P4B13 ESI / FME , Inc . Sheet .23 i STRUCTURAL ENGINEERS Date 3-20-03 JN. 303-3590 LA LAGUNA LARGE/FORECAST MENIFEE, CA PLAN 4 (D5 HDR @ FRONT OF 3-CAR GARAGE Length = 17.5 ft. P1 = 3825 Ibs= 34*25/2*9 LBS FROM ROOF @ L1 = 13 ft. P2 = 433.5 Ibs= 34*3/2*8.5 LBS FROM ROOF @ L2 = 4.25 ft. Lt� -► w: Roof = ( 34 psf) ( 1.5 + 0 ) = 51.0 plf -- I P1 Pz Wall = ( 14 psf ) { 1.5 + 0 ) = 21.0 Floor = ( 52 psf ) ( 0 + 0 } = 0.0 R1 R2L. D. L. of Beam . . . . . . . . . . . . . . . = 15.0 w - 87.0 plf Fb = 2900 psi. M = 17512 ft-lb= 210.1 in-k S = Moment / 1.229 Fb = 59.0 in^3 Reactions: *RL= 2073lbs Fv = 290 psi ; d = 14 in. *RR= 3708 lbs V = R(max)-(w*d)= 3606 lbs. A = 1.5 V / 1.229 Fv = 15.2 in^2 Req'd Sec. Properties: ProJd • - * S = 59.0 in^3 114.33 Allow deft = L / 240 0.88 in * A = 15.2 sq. in. 49.00 E = 2 x 10**6 psi * I = 551.6 in^4 80033 1 =5*M*L^2 /48*E*d= 552 inA4 Estimated defl = 0.603 in. U S E 3.5 x 14 PARALLAM PSL E=2.0 66� DROP BM O/ GARAGE Length = 20.5 ft. P1 - 0 Ibs= 0 @ L1 = 0 ft. P2 = 0 Ibs= 0 @ L2 = 0 ft. � 1 L2 % w: Roof = ( 34 psf ) { 0 + 0 ) = 0.0 plf -� P1 P2 Wall = ( 10 psf) ( 4 + 0 ) = 40.0 Floor = { 52 psf) ( 20/2 + 0 ) = 520.0 R1 R2 \ D. L. of Beam . . . . . . . . . . . . . . . = 15.0 w = 575.0 plf Fb = 2900 psi. M = 30205 ft-lb= 362.5 in-k S = Moment J 0.969 Fb = 129.0 in^3 Reactions: *RL= 5894 lbs Fv = 290 psi ; d = 16 in. *RR= 5894 lbs V = R(max)-(w*d)= 5127 lbs. A = 1.5 V / 0.969 Fv = 27.4 in^2 Req'd Sec. Properties: Pro,/d • - * S = 129.0 in^3 2e8.67 Allow defl = L / 360 0.68 in * A = 27.4 sq. in. 112.00 E = 2 x 10**6 psi * I = 1671.9 'in^4 238933 1 =5*M*L^2 /48*E*d= 1672 in^4 Estimated defl = 0.478 in. U S E 7 x 16 PARALLAM PSL E=2.0 P4B15 ESI / FME , Inc . sheet STRUCTURAL ENGINEERS Date 3-20-03 JN. 303-3590 LA LAGUNA LARGE/FORECAST MENIFEE, CA PLAN 4 17 HDR @ FRONT OF GARAGE (ELEV. B) Length = 16.5 ft. P1 = 0 lbs= o @ L1 = 0 ft. P2 = 0 lbs= o @ L2 = 0 ft. �Ll��� w: Roof = ( 34 psf ) { 44/2 + 1.5 ) = 799.0 plf P1 P2 Wall = ( 14 psf ) { 8 + 1.5 ) = 133.0 w� Floor = { 52 psf ) { +10/2 + 1 ) = 312.0 ARC Rz A D. L. of Beam . . . . . . . . . . . . . . = 15.0 w - 1259.0 plf Fb = 2900 psi. M = 42845 ft-lb= 514.1 in-k S = Moment / 0.969 Fb = 183.0 inA3 Reactions: *RL= 10387lbs Fv = 290 psi ; d = 16 in. *RR= 10387 Ibs V = R(max)-(w*d)= 8708 Ibs. A = 1.5 V / 0.969 Fv = 46.5 inA2 Req'd Sec. Properties: Prodd . - * S. = 183.0 inA3 224.00 Allow defl = L / 240 0.83 in * A = 46.5 sq. in. 64.00 E = 2 x 10**6 psi * I = 1272.5 inA4 179200 1 =5*M*LA2 /48*E*d= 1273 inA4 Estimated defl = 0.586 in. U S E 5.25 x 16 PARALLAM PSL E=2.0 18 FL BM O/ GARAGE (OPT. DEN ELEV. B) Length = 10 ft. P1 = 0 lbs= 0 @ L1 = 0 ft. P2 = 0 lbs= 0 @ L2 = 0 ft. !t�L�= w: Roof = ( 34 psf ) ( 2.5 + 1 } = 119.0 plf i P2 Wall = ( 14 psf) ( 8 + 0 } = 112.0 FVV Floor = ( 52 psf) ( 1.33/2 + 0 ) = 34.6 Z�R1 R2L D. L. of Beam . . . . . . . . . . . . . = 15.0 w = 280.6 plf Fb = 2900 psi. M = 3507 ft-lb= 42.09 in-k S = Moment / 1.000 Fb = 14.5 inA3 Reactions: *RL= 1403 Ibs Fv = 290 psi ; d = 11.9 in. *RR= 1403 Ibs V = R(max)-(w*d)= 1125 lbs. A = 1.5 V / 1.000 Fv = 5.8 inA2 Req'd Sec. Properties: ProWd • - * S. = 14.5 in^3 ]377711, Allow defl = L / 360 0.33 in * A = 5.8 sq. in. E = 2 x 10**6 psi * I = 94.7 inA4 1 =5*M*LA2 /48*E*d= 95 inA4 Estimated defl = 0.084 in. U S E 2.69 x 11.9 PARALLAM PSL E=2.0 P4B,7 ESI / FME , Inc . Sheet 25 STRUCTURAL ENGINEERS Date 3-20-03 JN. 303-3590 LA LAGUNA LARGE/FORECAST MENIFEE, CA PLAN 4 (T-9> DROP BM OI GARAGE (ELEV. B) Length = 22 ft. P1 = 2806 Ibs= 1403*2 LBS FROM BM 18 @ L1 = 10.5 ft. P2 = 5460 ibs= 52*20/2*1o.5 FLOOR @ L2 = 5.25 ft. iT-� ► w: Roof = ( 34 psf ) ( 0 + 0 ) = 0.0 plf - ♦ P1 Pz Wall = ( 10 psf) ( 4 + 0 ) = 40.0 Floor = ( 52 psf) ( 0 + 0 ) = 0.0 /\R1 R2L D. L. of Beam . . . . . . . . . . . . = 15.0 w - 55.0 plf Fb = 2900 psi. M = 40553 ft-lb= 486.6 in-k S = Moment/ 0.969 Fb = 173.3 in^3 Reactions: *RL= 6229lbs Fv = 290 psi ; d = 16 in. *RR= 3247 lbs V = R(max)-(w*d)= 6155 lbs. A = 1.5 V / 0.969 Fv = 32.9 in^2 Req'd Sec. Properties: Prow • - * S = 173.3 in^3 298.67 Allow defl = L / 240 1.10 in * A = 32.9 sq. in. 112.00 E = 2 x 10**6 psi * I = 1605.9 in^4 2389.33 1 =5*M*L^2 /48*E*d= 1606 in^4 Estimated deft = 0.739 in. U S E 7 x 16 PARALLAM PSL E=2.0 HDR @ FRONT OF GARAGE (ELEV. B OPT. DEN) Length = 16 ft. P1 - 8204 Ibs= (52*(10/2+1)+8*14+34*44/2)*7 @ L1 = 3.5 ft. L1 P2 = 3519 Ibs= 34*23/2*9 LBS FROM ROOF @ L2 = 11.5 ft. w: Roof = ( 34 psf ) ( 4 + 0 ) = 136.0 plf �- -� P2 Wall = ( 14 psf) ( 0 + 0 } = 0.0 Floor = ( 52 psf) ( 0 + 0 ) = 0.0 L`�RI Kzv D. L. of Beam . . . . . . . . . . = 15.0 w = 151.0 plf Fb = 2900 psi. M = 38647 ft-lb= 463.8 in-k S = Moment/ 0.969 Fb = 165.1 in^3 Reactions: *RL= 8607lbs Fv = 290 psi ; d = 16 in. *RR= 5532 lbs V = R(max)-(w*d)= 8406 lbs. A = 1.5 V / 0.969 Fv = 44.9 in"2 Req'd Sec. Properties: Prod * S = 165.1 in^3 224.00 Allow deft = L / 240 = 0.80 in * A = 44.9 sq. in. 84 00 E = 2 x 10**6 psi * I = 1113.0 in"4 }�9z.00 I =5*M*L^2 / 48*E*d= 1113 in^4 Estimated defl = 0.497 in. U S E 5.25 x 16 PARALLAM PSL E=2.0 P4B19 ESl / FME , Inc . Sheet 2vl S STRUCTURAL ENGINEERS Date 3-20-03 JN• 303-3590 LA LAGUNA LARGE/FORECAST MENIFEE, CA PLAN 4 ci-,> HDR @ FRONT OF OPT. DEN (ELEV. B) Length = 5 ft. P1 - 0 Ibs= o @ L1 = 0 ft. P2 = 0 Ibs= o @ L2 = 0 ft. '4L-Ll 1 -► w: Roof = ( 34 psf) ( 44/2 + 1 ) = 782.0 plf P2 Wall = ( 14 psf) ( 8 + 0 ) = 112.0 -Vv __._.__ Floor = ( 52 psf) ( 16.5/2 + 1 ) = 481.0 /\R1 R2Z� D. L. of Beam . . . . . . . . . . . . . . . = 15.0 w = 1390.0 plf Fb = 965 psi. M = 4344 ft-lb= 52.13 in-k S = Moment/ 1.000 Fb = 54.0 in^3 Reactions: *RL= 3475lbs Fv = 95 psi ; d = 11.25 in. *RR= 3475 lbs V = R(max)-(w*d)= 2172 lbs. A = 1.5 V / 1.000 Fv = 34.3 in^2 Req'd Sec. Properties: ProJd • - * S = 54.0 in^3 73.83 Allow deft = L / 360 0.17 in * A = 34.3 sq. in. 3938 E = 1.6 x 10**6 psi * I = 73.3 in^4 1 415.29 1 =5*M*L^2 /48*E*d= 73 in^4 Estimated dell = 0.029 in. U S E 4 x 12 W.C.D.F. # 2 22 DROP BM O/ 3-CAR GARAGE (ELEV. B) Length = 12 ft. P1 = 0 Ibs= 0 @ L1 = 0 ft. P2 = 0 Ibs= a @ L2 = 0 ft. �1 � w: Roof = { 34 psf ) ( 0 + 0 ) = 0.0 plf -� P1 P2 Wall = ( 14 psf) ( 0 + 0 ) = 0.0 Floor = ( 52 psf) ( 20/2 + 0 ) = 520.0 AR1 R9A D. L. of Beam . . . . . . . . . . . . . . . = 15.0 w = 535.0 plf Fb = 2900 psi. M = 9630 ft-lb= 115.6 in-k S = Moment/ 1.000 Fb = 39.8 in^3 Reactions: *RL= 3210lbs Fv = 290 psi ; d = 11.9 in. *RR= 3210 lbs V = R(max)-(w*d)= 2679 lbs. A = 1.5 V / 1.000 Fv = 13.9 in^2 Req'd Sec. Properties: Prod • "`- S = 39.8 In^3 az s1 Allow deft = L / 360 0.40 in * A = 13.9 sq. in. 41.65 E = 2 x 10**6 psi * I = 312.0 in^4 491 50 1 =5*M*L^2 /48*E*d= 312 in^4 Estimated defl = 0.254 in. U S E 3.5 x 11.9 PARALLAM PSL E=2.0 P4B21 IESI / FME , Inc . Sheet ' . � 27 • STRUCTURAL ENGINEERS Date 3-20-03 JN. 303-3590 LA LAGUNA LARGE/FORECAST MENIFEE, CA PLAN 4 23 HDR @ FRONT OF 1-CAR GARAGE (ELEV. B) Length = 8 ft. P1 - 0 lbs= 0 @ L1 = 0 ft. P2 = 0 ibs= 0 @ L2 = 0 ft. Ll L2 --� w: Roof = ( 34 psf ) ( . 44/2 + 1 ) = 782.0 p!f � P1 P2 Wall = ( 14 psf ) ( 8 + 0 ) = 112.0 Lvv Floor = ( 52 psf ) ( +10/2 + 1 ) = 312.0 R1 R2 D. L. of Beam . . . . . . . . . . . . . . . = 15.0 w - 1221.0 plf Fb = 2900 psi. M = 9768 ft-lb= 117.2 in-k S = Moment / 1.000 Fb = 40.4 in13 Reactions: *RL= 4884 Ibs Fv = 290 psi d = 11.9 in. *RR= 4884 Ibs V = R(max)-(w*d)= 3673 Ibs. A = 1.5 V ! 1.000 Fv = 19.0 in"2 Req'd Sec. Properties: Prov'd • * S = 40.4 in A 3 82.61 Allow defl = L / 360 = 0.27 in * A = 19.0 sq. in. 41.65 E = 2 x 10**6 psi * I = 211.0 in"4 491.50 I =5*M*L"2 / 48*E*d= 211 in"4 Estimated deft = 0.114 in. U S E 3.5 x 11.9 PARALLAM PSL E=2.0 24 FL BM@ REAR OF GARAGE OPT DENIBED#6 Length = 9.5 ft. P1 - 0 lbs= o @ L1 = 0 ft. P2 - 0 lbs= o @ L2 = 0 ft. 1 L2 w: Roof = ( 34 psf ) ( 0 + 0 ) = 0.0 pif P1 P2 Wall = ( 14 psf ) ( 0 + 0 ) = 0.0 Floor = ( 52 psf ) ( 7 + 0 ) = 364.0 R1 P2U D. L. of Beam . . . . . . . . . . = 15.0 w - 379.0 plf Fb = 2900 psi. M = 4276 ft-lb= 51.31 in-k S = Moment / 1.000 Fb = 17.7 in"3 Reactions: *RL= 1800lbs Fv = 290 psi ; d = 11.875 in. *RR= 1800 lbs V = R(max)-(w*d)= 1425 Ibs. A = 1.5 V / 1.000 Fv = 7.4 in"2 Req'd Sec. Properties: Prov'd • * S = 17.7 in"3 I 82.26 Allow defl = L / 360 = 0.32 in * A = 7.4 sq. in. 41.56' E = 2 x 10**6 psi * ! = 109.7 in"4 489.41 ! =5*M*L"2 / 48*E*d= 110 inA4 Estimated deft = 0.071 in. U S E 3.5 x 11.875 PARALLAM PSL E=2.0 ESI / FME , Inc . Sheet ` �8 STRUCTURAL ENGINEERS Date JN. LA LAGUNA LARGE/FORECAST MENIFEE, CA PLAN 4 LATERAL ANALYSIS TRANSVERSE (T1) F2 A ' D.L. of Roof : Roof= ( 18 ){ 42+3 ) = 810 Wall = ( 14 ){ 8-4 )( 4 }= 224 10 ){ 8-4 )( 4 }= 160 p F1 A TOTAL DL = 1194 plf D.L. 1st Flr. : 1' w Floor = ( 12 )( 42 ) = 504 plf i Vb . t — Roof = ( 18 }{ 6 ) 108 Wall = ( 14 ){ 8.5 ){ 4 }= 476 D(min) ( 10 ){ 8.5 )( 3 }= 255 TOTAL DL = 1343 plf • 2001 CBC BUILDING CODE: Seismic Zone Factor Z = 0.4 Soil Parameter Per soil report Sc = 0.40 Near Source Factor per Soil Report Na = 1.30 Seismic Coefficient (Table 16-Q): 'Ca = Na * Sd = 1.30 * 0.40 = 0.52 Response Factor (Table 16-N) Rw = 5.5 Importance Factor I = 1 SIMPLIFIED DESIGN BASE SHEAR (2001CBC - SECTION 1612.3.1) V = ( 3 * Ca / Rw ) * Rho * W 1.4 (Assuming Rho=1) ( 3 * 0.52 / 5.5 ) * 1 * W - 0.2026 W 1.4 Actual Rho - 1 ( 3 - 0.52 / 5.5 ) * 1 * W = 0.2026 W 1.4 * WIND CRITERIA: P = Cq * Ce * qs * 1 70 MPH / EXP. C . Ave. Ce = (15*1.06+5*1.13+5*1.19)/25 = 1.10 P = 1.3 * 1.10 * 12.6 1 = 18.02 psf Control • Level Wi Fx Story Shear Wind ( plf ) ;Force (.Pm (PT__(PIfl v = P * h i (PjD— Roof 1194 242 ` -- { 15.5-4 )*P = 207 242 1 1343 272 514 2_5.5-4.5 )*P_= _ 378 , 514 Base 2537 514 ESI / FME , Inc . Sheet STRUCTURAL ENGINEERS Date 3-20-03 JN LA LAGUNA LARGE/FORECAST MENIFEE, CA PLAN 4 LATERAL ANALYSIS LONGITUDINAL (11-1) F2 ' D.L. of Roof Roof = ( 18 }( 36+3 } = 702 Wall = ( 14 }( 8-4 )( 4 )= 224 1 10 }( 8-4 }( 4 )= 160 F, t TOTAL DL = 1086 plf rGI ' D.L. 1st Flr. : vb I0 Floor = ( 12 )( 36 } = 432 plf ► j;L� Roof= { 18 )( 0 ) = 0 Wall = ( 14 )( 8.5 )( 4 )= 476 D(min) 1 10 ){ 8.5 ){ 3 )= 255 TOTAL DL = 1163 plf • 2001 CBC BUILDING CODE: Seismic Zone Factor Z = 0.4 Soil Parameter Per soil report Sc = 0.40 Near Source Factor per Soil Report Na = 1.30 Seismic Coefficient (Table 16-Q): 'Ca = Na * Sd = 1.30 * 0.40 = 0.52 Response Factor (Table 16-N) Rw = 5.5 Importance Factor 1 = 1 SIMPLIFIED DESIGN BASE SHEAR (2001CBC - SECTION 1612.3.1) V = ( 3 * Ca / Rw ) * Rho * W 1.4 (Assuming Rho=1) _ ( 3 * 0.52 / 5.5 ) * 1 * W - 0.2026 W 1.4 Actual Rho = 1 _ ( 3 * 0.52 / 5.5 ) * 1 * W = 0.2026 W 1.4 * WIND CRITERIA: P = Cq * Ce * qs * 1 70 MPH / EXP. C . Ave. Ce = (15*1.06+5*1.13+5*1.19)/25 1.10 P = 1.3 * 1.10 * 12.6 * 1 = 18.02 psf i Control L vel , Wi Fx Story Shear Wind ( plf ) Force • (plf) I p_}f v = P * h {Plf) Roof i 1086 220 . -- i ( 13-4 )*P = 162 220 1 1163 236 456 ( 23-4.5 )*P = 333 456 Base 2249 ' 456 ESI / FME , Inc . Sheet - • STRUCTURAL ENGINEERS Date 3-20-03 JN. 303-3590 LA LAGUNA LARGE/FORECAST MENIFEE, CA PLAN 4 LATERAL ANALYSIS 2001 CBC BUILDING CODE: Seismic Zone Factor Z = 0.4 Soil Parameter Per soil report Sc = 0.4 Near Source Factor per Soil Report Na = 1.3 Seismic Coefficient (Table 16-Q): Ca = Na * Sd = 0.52 Response Factor (Table 16-N) Rw = 5.5 Importance Factor I = 1 SIMPLIFIED DESIGN BASE SHEAR (2001 CBC - SECTION 1612.3.1) V = ( 3 * Ca 1 Rw ) * * W LONGITUDINAL (L2) 1.4 V = ( 3 * 0.52 / 5.5 ) * 0 * W = 0.2026 W 1.4 • TRANSVERSE (T2) V = ( 3 * 0.52 / 5.5 ) * 1 * W = 0.2026 W 1.4 * WIND CRITERIA: P = Cq * Ce * qs * 1 70 MPH - EXP. C Ave. Ce = (1.06*15+1.13*0+1.19*0)/15 = 1:06 P = 1.3 * 1.06 * 12.6 * 1 = 17.36 psf LONGITUDINAL (L2) DECK Wind: . . . . _ ( 17.4 psf)( 12 - 9 ) - 52 plf for Wind Loads. Seismic: Roof = { 18 psf)( 0 ) = 0 Perpend. Wall = ( 14 psf)( 8 - 4 )( 0.0 ) = 0 _ ( 10 psf)( 8 - 4 ){ 3.0 ) = 120 — _ 0 Floor= ( 12 psf)( 13 ) = 156 276 x( 0.2026 )= 56 plf ...Controlling Lateral Force: 56 plf (seismic) TRANSVERSE (T2) 3-CAR GARAGE Wind: . . . . _ ( 17.4 psf)( 13.5 - 4.5 ) = 156 plf for Wind Loads. Seismic: Roof= ( 18 psf)( 25+3 } = 504 Perpend. Wall = ( 14 psf)( 9 - 4.5 )( 3.0 ) = 189 _ ( 10pso( 9 - 4.5 )( 0.0 ) = 0 Floor= ( 12 psf)( 0 ) = 0 693 x( 0.2026 )= 140 plf ...Controlling Lateral Force: 156 plf (wind) ESI / FME , Inc . Sheet 3� • STRUCTURAL ENGINEERS Date JN. LA LAGUNA LARGE/FORECAST MENIFEE, CA PLAN 4 LATERAL ANALYSIS LONGITUDINAL (L3) & 4,i/,n j. Fz 1 '— D.L. of Roof : II li Roof= ( 18 }( 36+3 ) = 702 Wall = { 14 )( 8-4 )( 2 }= 112 o t 10 )( 8-4 )( 4 }= 160 F1 TOTAL DL = 974 pif "g! D.L. 1st Fir. : vb ; r Floor = ( 12 ){ 36 ) = 432 pif Roof = { 18 )( 12 ) = 216 Wall = ( 14 ){ 8.5 )( 2 )= 238 D(min) 10 )( 8.5 )( 1 )= 85 TOTAL DL = 971 pif • 2001 CBC BUILDING CODE: Seismic Zone Factor Z = 0.4 Soil Parameter Per soil report Sc = 0.40 Near Source Factor per Soil Report Na = 1.30 Seismic Coefficient (Table 16-Q); 'Ca = Na Sd = 1.30 * 0.40 = 0.52 Response Factor (Table 16-N) Rw = 5.5 Importance Factor I = 1 SIMPLIFIED DESIGN BASE SHEAR (2001CBC - SECTION 1612.3.1) V = ( 3 * Ca / Rw ) * Rho * W 1.4 (Assuming Rho=1) _ ( 3 * 0.52 / 5.5 ) * 1 * W = 0.2026 W 1.4 Actual Rho = 1 ( 3 * 0.52 / 5.5 ) * 1 * W = 0.2026 W 1.4 * WIND CRITERIA: P = Cq * Ce * qs * 1 70 MPH / EXP. C . Ave. Ce = (15*1.06+5*1.13+5*1.19)/25 = 1.10 P = 1.3 * 1.10 * 12.6 * 1 _ 18.02 psf I Control Level Wi Fx Story Shear Wind ( plf) Force �plf) pl (pl v = P * h pf --- --r - i Roof 974 197 ' -- ( 3-4 )*P = 162 197 _1 971 197 ; _ 394 ( 23-4.5 )*P = 3331 394 _ Base ' 1945 394 ESIIFME , Inc . Street . 3y JIE ' STRUCTURAL ENGINEERS Date I JN. 3S YO LATERAL SHEAR NOTES ( rev. 2/4/2003) (2001 CSC; SEISMIC ZONE 4) FRAMING MEMBERS V E R T I C A L: DOUG FIR-LARCH @ 16"o.c. 1 —(2) LAYERS 5/8" Blocked Drywall with 6d cooler nails @ 9"O.C. at edges &field at base layer, 8d c000ier nails @ 7" o.c. at edges&Reid at face layer.............................................- 125 plf 2 — 112" Drywall with 5d cooler nails @ 7"o.c at edges and field. (Table 25-1 CBC)................................................ 50 ptf 3 — 5/8" Drywall with 5d cooler nails @ 7" o.c at edges and field. (Table 25-1 CSC)................................................ 58 plf 4 -- 1/2" Drywall with 5d cooler nails @ 4" c.c at edges and field. (Table 25-1 CBC)................................................ 63 plf 5 -5/8" Drywall with 6d cooier nails @ 4"o.c at edges and field. (Table 25-1 CBC)............................................... 73 pif 6 — 1/2" Blocked Drywall with 5d cooler nails @ 4" o.c at edges and field. (Table 25-1 CBC).................................. •75 plf 7 —5/8" Blocked Drywall with 6d cooler nails @ 4"o.c at edges and field. (Table 25-1 CBC)_........................ 88 plf 8 —7/8" Stucco over approved lath with 16 gauge staples @ 6"o.c. at top and bottom plates, edges of shear wall, and field. (Table 25-1 CBC)....................................................... .... 180 pff • 9 —7/8" Stucco over approved lath with 16 gauge staples @ 3"o.c. at top and bottom plates, edges of shear wall, and 6" o.c. at fieid. (fCBO report No. 1254, or equal).................... 260 plf 1Q --3/8"Wood Structural Panel w. 8d common nails @ 6" o.c @ edges & 12"o.e. @ field. (Table 23-11-I-1 CBC).. 260 plf 11 - 3/8"Wood Structural Panel w. 8d common nails @ 4" o.c @ edges& 12"o.C. @ field. (Table 23-II-1-1 CBC).. 350 plf 12 —318"Wood Structural Panel w. Sd common nails @ 3"o.c @ edges & 12"o.c. @ field. (Table 23-II-1-1 CBC). 490 pff 13 3/8"Wood Structural Panel w. 8d common nails @ 2" o.c @ edges & 12"o.c. @ field. (Table 23-11-1-1 CBC).. 640 plf 14 — 112"(or 15/32")Wood Structural Panel with 10d common nails @ 2" o.c at edges and 12" o.c. at field f70 plf (Table 23-II-1-1 UBC).......................... ....................................................................... 15 - 1/2" (or 15/32") Structural I Wood Panel with 10d common nails @ 2"o.c at edges and 12" o.c. at field (Table 23-It-1-1 CBC). .................. ...................... ......................................................................................... 870 plf NOTES: a. Wood Structural Panel: Material approved by APA, PFSITECO or Pittsburgh Testing Laboratories(this includes OSB) These values are for Doug-Fir Larch or Southern Pine, other lumber species may differ in shear capacities. b. Where plywood is applied on both faces of walk and nail spacing is less than 6" o.c., panel joints shall be offset to fall on different framing members or framing shall be 3x or wider and nails staggered on each side. c. For allowable shear values greater than 350plf, provide a min. of a single 3x member at foundation silk plates & all framing members receiving edge nailing from abutting panels. Nails shall be staggered. Provide 2x members otherwise. d. Provide 2"x 2"x 3/16" steel plate washer @ each bolt. (UBC sect. 1806.6.1) H 0 R I Z 0 N T A L: All roof and floor sheathing to be Exposure I or Exterior(Tables 23-11-H and 23-11-E-1 CBC). ROOF: JOIST SPACING—<24" o.c.: 15132"Wood Struct. Panel PII 241C,with 8d's @ 6" o.c at edges &boundaries, 12"o.c. field. . FLOOR : Joist Spacing < 16" o,c.: 19132"Wood Struct. Panel T&G', P1 32/16,w110d's @ 6" o.c. at edges&bound., 10"o.c. field. Joist Spacing <20"c.c.: 19/32"Wood Struct. Panel T&G', PI 40/20,w/10d's @ 6" o.c. at edges&bound., 10"c.c. field. Joist Spacing<24" c.c.: 23/32"Wood Panel T&G'shtg, PI 48124,w/10d's @ 6"o.c. at edges &'boundaries, 1 C"c.c.field. 'Panel edges shall have approved T&G joints or shall be supported with blocking. Not required when lightweight concrete is placed over subfloor. ESI / FME , Inc . Sheet S STRUCTURAL ENGINEERS Date 3-20-03 JN. 303-3590 LA LAGUNA LARGE/FORECAST PLAN 4 ME'NIFEE, CA 1 1 WALL(S)@ LEFT ELEV. (2ND FLR) L = 6.75 ft - Oft + 10.5 = 17.25 ft S LOAD = ( 242 lbs /ft)( 36.0 ft 12 + 0 ) = 4356 lbs. LOAD = ( 0 lbs /ft)( 0.0 ft/2 + 0 ) = 0 lbs. LOAD = ( 0 lbs /ft)( 0.0 ft /2 + 0 } = 0 lbs. SHEAR = LOAD I L = 4356 lbs / 17.25 ft. = 253 Ibs /ft USE Z" i\ w/ 16d S.P.N_ 4 'blc sPN 4 a 6.�b tt. Wall Height = 8.00 ft. LOAD = 1705 lbs. 0. T. M. = 13636 ft-lbs 0.85*R.M.= (14*8+18*3)*0.85 6.75 ^2/2= 3214 ft-lbs NET MOMENT = 13636.2 - 3214.43 - 10422 ft-lbs UPLIFT = N.M. / L= 10422 / 6.75 = 1544 lbs. PROVIDE: (1) SIMPSON MST48 PER POST. 0 WALL(S)@ RIGHT ELEV. (2ND FLR) • L = 12ft - Oft + 16 = 28.00 ft S LOAD = ( 242 lbs /ft)( 36.0 ft /2 + 0 ) = 4356 lbs. LOAD = ( 0 lbs /ft)( 0.0 ft /2 + 0 ) = 0 lbs. LOAD = ( 0 lbs /ft)( 0.0 ft/2 + 0 ) = 0 lbs. SHEAR = LOAD / L = 4356 lbs / 28.00 ft. = 156 lbs /ft USE / 1\ w/ 16d S.P.N. 8 "o/c SPN 8 =T L( Wall ) = 12.00 ft, Wallht Heig - 8.00 ft. LOAD = 1867 lbs. 0. T. M. = 14935 ft-lbs 0.85*R.M.= (14*8+18*2)*0.85 12.00 1\2/2= 9058 ft-lbs NET MOMENT = 14934.9 - 9057.6 = 5877 ft-lbs UPLIFT = N.M. / L= 5877 / 12.00 - 490 lbs. NO HOLDOWN REQUIRED. 0 WALL(S)@ REAR ELEV. (2ND FLR) L = 13.75 ft - Oft + 0 = 13.75 ft S LOAD = ( 220 lbs /ft)( 41.0 ft/2 + 0 ) = 4510 Ibs. LOAD = ( 0 lbs /ft)( 0.0 ft/2 + 0 ) = 0 lbs. LOAD = ( 0 lbs /ft)( 0.0 ft /2 + 0 ) = 0 lbs, SHEAR = LOAD / L = 4510 lbs / 13.75 ft. - 328 lbs /ft USE 1\ w/ 16d S.P.N. 4 "o/c PN 4 a - a eig t = 8.00 ft. LOAD - = 4510 lbs. 0. T. M. = 36080 ft-lbs 0.85*R.M.= (14*8+18*5.5)*0.85 13.75 ^2/2= 16954 ft-lbs UPLIFT = N.M. / L= 36080 - 16954.2 - 19126 ft-lbs UPLIFT = M / L= 19126 / 13.75 = 1391 lbs. PROVIDE: (1) SIMPSON ST6224 PER POST. ESI / FME , Inc . Sheet 3 • STRUCTURAL ENGINEERS Date 3-20-03 JN 303-3590 LA LAGUNA LARGE/FORE A T MENIFEE, CA (40 WALL(S)@ FRONT ELEV. (2ND FLR) L = 17ft - 5ft + 0 = 12.00 ft S LOAD = { 220 lbs /ft)( 41.0 ft/2 + 0 ) = 4510 lbs. LOAD = { 0 lbs /ft)( 0.0 ft /2 + 0 ) = 0 lbs. LOAD = { 0 lbs /ft)( 0.0 ft/2 + 0 ) = 0 lbs. SHEAR = LOAD / L = 4510 Ibs / 12.00 ft. - 376 lbs /ft U S E i 12\ w/ 16d S.P.N. 3 "o/c sPN 3 a = a Height = 8.00 ft. LOAD = 4510 lbs. 0. T. M. = 36080 ft-lbs 0.85*R.M.= (14*8+18*5.5)*0.85 17.00 ^2/2= 25916 ft-lbs NET MOMENT = 36080 - 25916.1 = 10164 ft-lbs UPLIFT = N.M. / L= 10164 / 17.00 = 598 lbs. PROVIDE: SIMPSON ST6224 PER POST 0 WALL(S)@ FRONT ELEV. (ELEV. B) • L = 13.5ft - 3ft + 0 = 10.50 ft S LOAD = ( 220 lbs /ft)( 41.0 ft/2 + 0 ) = 4510 lbs, LOAD = ( 0 lbs /ft)( 0.0 ft/ 2 + 0 ) = 0 lbs. LOAD = { 0 lbs /ft)( 0.0 ft/2 + 0 ) = 0 lbs. SHEAR = LOAD // L = 4510 lbs / 10.50 ft. = 430 lbs /ft U S E / 12� w/ 16d S.P.N. 3 "o/c sPn► 3 UPLIFT: L( Wall ) = 13.50 ft. Wall Height = 8.00 ft. LOAD = 4510 lbs. 0. T. M. = 36080 ft-lbs 0.85*R.M.= (14*8+18*(4412+1.5))*0.85 13.50 12/2= 41439 ft-lbs NET MOMENT = 36080 - 41439.1 - -5359 ft-lbs UPLIFT = N.M. / L= -5359 / 13.50 = -397 lbs. NO HOLDOWN REQUIRED. O WALL(S)@ FRONT ELEV. (ELEV. C) L = 21.25 ft - 5ft + 0 = 16.25 ft S LOAD = ( 220 lbs /ft)( 41.0 ft/2 + 0 ) = 4510 lbs. LOAD = ( 0 lbs /ft)( 0.0 ft/2 + 0 ) = 0 lbs. LOAD = ( 0 lbs /ft)( 0.0 ft/2 + 0 ) = 0 lbs, SHEAR = LOAD / L = 4510 lbs / 16.25 ft. = 278 lbs /ft U S E 1\ w/ 16d S.P.N. 4 "o/c $PN 4 UPLIFT-. + L(Wall) 21.2 5 ft. WallHeight = 8.00 ft. LOAD = 4510 lbs. 0. T. M. = 36080 ft-lbs 0.85*R.M.= (14*8+18*5.5)*0.85 21.25 "2/2= 40494 ft-lbs UPLIFT = N.M. I L= 36080 - 40493.9 = -4414 ft-lbs UPLIFT = M / L= -4414 / 21.25 = -208 lbs. NO HOLDOWN REQUIRED. ESI / FME , Inc . Sheet STRUCTURAL ENGINEERS Date 3-2103 JN. 303-3590 LA LAGUNA LARGE/FORECAST MENIFEE, CA PLAN 4 7.l WALL(S)@ LEFT ELEV (1ST FLR) L = 10.5ft - Oft + 12 = 22.50 ft S LOAD = ( 4356 Ibs/ft)( 0.0 ft/2 + 1 ) = 4356 Ibs.W1 LOAD = ( 514-242 Ibs/ft)( 15.5 ft/2 + 0 } = 2108 Ibs. LOAD = ( 56*8/13 Ibs/ft)( 13.0 ft/ 2 + 0 } = 224 lbs. SHEAR = LOAD / L = 6688 Ibs / 2 2.5 0 ft. = 297 lbs/ft U S E 11 wl 5/8 in. dia. x 10 in. AB's 32 "o/c AB 32 UPLIFT: L( Wall ) = 10.50 ft. Wall Height = 9.00 ft. LOAD - 3121 lbs. 0. T. M. = 28090 ft-Ibs UPLIFT FROM ABOVE= 1544 DIST. FROM EDGE= 10.5 O.T.M. FROM ABOVE = 16212 0.85*R.M. =(14*9+12*1.33)*0.85 10.50 "2/2= 6652 ft-lbs NET MOMENT = 44301.6 - 6651.71 = 37650 ft-Ibs UPLIFT = N.M. / L= 37650 / 10.50 = 3586 lbs. PROVIDE : (1) SIMPSON HTT22 PER POST. 8% WALL(S)@ LEFT OF GARAGE V L = 21ft - Oft + 0 = 21.00 ft a� S LOAD = ( 514-242 lbs/ft)( 36.0 ft/2 + 0 ) = 4896 Ibs. LOAD = ( 56*8/13 Ibs/ft)( 13.0 ft/ 2 + 0 ) = 224 Ibs. LOAD = ( 0 Ibs/ft)( 0.0 ft/ 2 + 0 ) = 0 Ibs. SHEAR = LOAD / L = 5120 lbs / 21.00 ft. = 244 Ibs /ft P, U S E 11` w/ 5/8 in. dia. x 10 in. AB's 40 "olc AB 40 UPLIFT: L( Wall ) = 21.00 ft. Wall Height = 9.00 ft. LOAD - 5120 lbs. 0. T. M. = 46080 ft-Ibs UPLIFT FROM ABOVE= 0 DIST. FROM EDGE= 0 O.T.M. FROM ABOVE = 0 0.85*R.M. =(10*12+12*15.5/2)*0.85 21.00 ^2/2= 39922 ft-lbs NET MOMENT = 46080 - 39921.5 = 6158 ft-Ibs UPLIFT = N.M. / L= 6158 / 21.00 = 293 Ibs. NO HOLDOWN REQUIRED. r 9% WALL(S)@ RIGHT ELEV. L = 9.5ft - Oft + 0 - 9.50 ft S LOAD = ( 4356 lbs /ft)( 0.0 ft/2 + 1 ) = 4356 Ibs W2 LOAD = ( 514-242 Ibs /ft)( 20.0 ft/2 + 0 ) = 2720 Ibs. LOAD = ( 140 Ibs 1 ft)( 11.5 ft/2 + 0 ) = 805 Ibs. SHEAR = LOAD / L = 7881 Ibs / 9.50 ft. = 830 lbs /ft 3XSILL U S E 15 w15/8 in. dia. x 12 in. AB's 8 "o/c AB UPLIFT: L( Wall ) = 9.50 ft. Wall Height = 9.00 ft. LOAD = 7881 lbs. 0. T. M. = 70929 ft-Ibs • UPLIFT FROM ABOVE= 0 DIST. FROM EDGE= 0 - O.T.M. FROM ABOVE 0 0.85*R.M. =(14*18+18*2.5+12*1.33)*0.8 9.50 12/2= 12004 ft-lbs NET MOMENT = 70929 - 12004 - 58925 ft-Ibs UPLIFT = N.M. / L= 58925 I 9.50 = 6203 Ibs. PROVIDE : (1) SIMPSON HD8A PER POST. ESI / FME , Inc . Sheet ?� STRUCTURAL ENGINEERS Date JN. 303-3590 LA LAGUNA LARGE/FORECAST MENIFEE, CA PLAN 4 �1O WALL(S)@ REAR ELEV. L = 4ft - 0ft + 4.5 = 8.50 ft S LOAD = ( 4510 lbs /ft)( 0.0 ft/2 + 1 ) = 4510 lbs.W3 LOAD = ( 456-220 lbs /ft)( 20.0 ft/2 + 0 } = 2360 lbs. LOAD = ( 56 lbs /ft)( 0.0 ft/2 + 8 } = 448 lbs. SHEAR = LOAD / L = 7318 lbs I 8.50 ft. = 861 lbs/ft /" \ 3XSILL U S E / 15\ wl 5/8 in. dia. x 12 in. AB's 8 "o/c AB 8 UPLIFT: L( Wall ) = 4.00 ft. Wall Height = 8.00 ft. LOAD = 3444 lbs. 0. T. M. = 27550 ft-lbs UPLIFT FROM ABOVE= 0 DfST. FROM EDGE= 0 O.T.M. FROM ABOVE = 0 0.85*R.M. =(14-17+18*6+12*18/2)*0.85 4.00 12/2= 3087 ft-lbs NET MOMENT = 27550.1 - 3087.2 = 24463 ft-lbs UPLIFT = N.M. / L= 24463 / 4.00 = 6116 lbs. PROVIDE : (1) SIMPSON HD8A PER POST. 1) WALL(S)@ REAR OF GARAGE L = 11.5ft - Oft + 0 = 11.50 ft • S LOAD = ( 456-220 lbs /ft)( 43.0 ft/ 2 + 0 } = 5074 lbs. LOAD = ( 0 lbs /ft)( 0.0 ft/ 2 + 0 } = 0 lbs. LOAD = ( 0 lbs/ft}( 0.0 ft/2 + 0 ) = 0 lbs. SHEAR = LOAD / L = 5074 lbs / 11.50 ft. = 441 lbs/ft i 11 3XSILL U S E %12'\ wl 518 in. dia. x 12 in. AB's 16 "o/c AB 16 UPLIFT: L( Wall ) = 11.50 ft. Wall Height = 9.00 ft. LOAD - 5074 lbs. O. T. W = 45666 ft-lbs UPLIFT FROM ABOVE= 0 DIST. FROM EDGE= 0 O.T.M. FROM ABOVE = 0 0.85*R.M. =(10t9+12'22/2)'0.85 11.50 12/2= 12478 ft-lbs NET MOMENT = 45666 - 12477.8 - 33188 ft-lbs UPLIFT = N.M. / L= 33188 I 11.50 - 2886 lbs. PROVIDE : (1) SIMPSON HTT22 PER POST. 12 WALL(S)@ FRONT ELEV. L = 1 ft - Oft + 0 = 1.00 ft S LOAD = ( 4510 lbs/ft)( 0.0 ft/2 + 1 ) = 4510 Ibs.W4 LOAD = ( 456-220 lbs /ft}( 20.0 ft/2 + 0 } = 2360 lbs. LOAD = ( 140.17/25 Ibs /ft)( 0.0 ft/2 + 6 ) = 571 lbs. SHEAR = LOAD / L = 7441 lbs / 1.00 ft. - 7441 lbs /ft USE(1 I TJ-SHEAR PANEL DOUBLE GARAGE PORTAL 22X7+(1 I STANDARD PANEL TJ32XB=4855+2905=7760 LBS>7441 LBS-.--OK • ESI / FME , Inc . Sheet 37 00 STRUCTURAL ENGINEERS Date _ JN. 303-3590 LA LAGUNA LARGE/FORECAST ME_NIFEE, CA PLAN 4 1� WALL(S)@ RIGHT OF 3-CAR AND DEN OPT. L = 8 ft - 0 ft + 0 = 8.00 ft W LOAD = ( 156 Ibs /ft)( 12.0 ft / 2 + 0 ) = 936 lbs. LOAD = ( 0 Ibs / ft)( 0.0 ft / 2 + 0 ) = 0 Ibs. LOAD = ( 0 Ibs / ft)( 0.0 ft / 2 + 0 ) = 0 Ibs. SHEAR = LOAD / L = 936 Ibs / 8,00 ft. = 117 Ibs 1 ft U S E 10` w/ 518 in. dia. x 10 in. AB's 72 "o/c AB 72 UPLIFT: L( Wail = 8.00 ft. Wall Height = 9.00 ft. LOAD = 936 Ibs. O. T. M. = 8424 ft-lbs UPLIFT FROM ABOVE= 0 DIST. FROM EDGE= 0 O.T.M. FROM ABOVE - 0 2/3`R.M. = (14`9+18'2.5)*2/3 8.00 112/2= 3648 ft-Ibs NET MOMENT = 8424 - 3648 = 4776 ft-Ibs UPLIFT = N.M. / L= 4776 / 8.00 = 597 Ibs. PROVIDE: (1) SIMPSON HTT22 PER POST. • ESI / FME , Inc . Sheet . W • STRUCTURAL ENGINEERS Date JN. 303-3590 LA LAGUNA LARGEIFORECAST MENIFEE, CA PLAN 4 16 WALL(S)@ FRONT ELEV. OF 3-GAR GARAGE AND DEN OPT. L = 1 ft - Off + 0 = 1.00 ft S LOAD = ( 4510 lbs /ft)( 0.0 ft/2 + 1 ) = 4510 Ibs.W4 LOAD = ( 456-220 lbs /ft)( 20.0 ft/2 + 0 ) = 2360 lbs. LOAD = { 140.17/25 lbs /ft)( 0.0 ft/2 + 6 ) = 571 lbs. LOAD = ( 140*11/25 lbs /ft)( 23.0 ft/2 + 2 ) = 832 lbs. SHEAR = LOAD/ L = 8273 lbs / 1.00 ft. = 8273 lbs /ft USE(1)TJ-SHEAR PANEL DOUBLE GARAGE PORTAL 22X7+(1)STANDARD PANEL TJ48X8=4855+4900=9755 LBS>8273 LBS-OK 77 WALL(S)@ FRONT ELEV. (ELEV. B) L = 1 ft - 0 ft + 0 — 1.00 ft • S LOAD = ( 4510 lbs /ft)( 0.0 ft/2 + 1 } = 4510 Ibs.W4 LOAD = ( 456-220 lbs/ft)( 20.0 ft/2 + 0 } = 2360 lbs. LOAD = ( 0 lbs/ft)( 0.0 ft/2 + 0 ) = 0 lbs. SHEAR = LOAD / L = 6870 lbs / 1.00 ft. = 6870 lbs/ft USE(1)TJ-SHEAR PANEL DOUBLE GARAGE PORTAL 22X7+(1)STANDARD PANEL TJ32XB=4855+2905=7760 LBS>6870 LBS---OK 88 WALL(S)@ FRONT ELEV. OF 3-CAR GARAGE AND DEN OPT. (ELEV. B) L = 1 ft - 0 ft + 0 = 1.00 ft S LOAD = ( 4510 lbs / ft)( 0.0 ft/2 + 1 ) = 4510 Ibs.W4 LOAD = ( 456-220 lbs /ft)( 20.0 ft/2 + 0 ) = 2360 lbs. LOAD = ( 140.11/25 lbs /ft)( 23.0 ft/2 + 0 ) = 708 lbs. SHEAR = LOAD / L = 7578 lbs / 1.00 ft. = 7578 lbs /ft USE(1)TJ-SHEAR PANEL DOUBLE GARAGE PORTAL 22X7+(1)STANDARD PANEL TJ32XB=4856+2905=7760 LBS>7578 LBS--OK • E S Q / F M E , � n C . Sheet O STRUCTURAL ENGINEERS Date3-24-03 JN. LA LAGUNA LARGE/FORECAST MENIFEE, CA PLAN 4 FOUNDATION ANALYSIS ASSUMED SOIL BEARING PRESSURE= 2000 psf Soils Report By : ALBUS-KEEF & ASSOCIATES Job No. 1159.01 Dated ; NOV. 19, 2002 1. Continuous Footing Design: @ 2-STORY Roof : { 34 ) ( 44/2+1.5 } = 799 plf Wall : { 14 ) { 17 ) = 238 Floor : ( 52 ) { 20/2 ) = 520 1557 plf Width Required = { 1557 ) / ( 2250 - 75 } = 0.72 ft. USE 12 in. wide x 18 in. deep Cont. ftg. 1-Story w/ 1 - #4 T / B Cont. USE 12 in. wide x 18 in. deep cont. ftg. 2-Story w/ 1 - #4T / BCont. 2. Point Loaded Footing P max = S.B.P. * S * W / 144 4 x post ( minimum ) Pmax ( 1-Story ) = 8667 lbs. iSLAB -- ------------------------------------------ ONT. FTG;' Q 45-deg. Pmax ( 2-Story ) = 8667 lbs. S-Bearing Area 3. Pads needed : I— Pad # 1 : P = R ( R+L ) = 16604.00 lbs from BM#10+11 Area = { 16604 ) / ( 2000 - 50 ) 8.51 sq. ft., hence, L = 2.92 ft. ( minimum ) * Use pad 36 " square x 18 " deep. Pad # 2 : P = R ( INT } = 9621.70 Ibs from BM#12 Area _ ( 9621.7 ) / ( 2000 - 50 ) 4.93 sq. ft., hence, L = 2.22 ft. ( minimum ) * Use pad 30 " square x 18 " deep. ESUPME file:3590F1.wk4 ESI / FME , Inc . SheetD STRUCTURAL ENGINEERS Date JN. LA LAGUNA LARGE/FORECAST MENIFEE, CA PLAN 4 FOUNDATION ANALYSIS ASSUMED SOIL BEARING PRESSURE= 2000 psf Soils Report By : ALBUS-KEEF & ASSOCIATES Job No. 1159.01 Dated : NOV. 19, 2002 I. Continuous Footing Design: @ 2-STORY 799 plf Roof : ( 34 ) { 44/2+1.5 } = Wall : ( 14 ) ( 17 } = 238 Floor : ( 52 ) ( 20/2 ) = 520 1557 pif width Required = 1557 ) / ( 2250 - 75 ) = 0.72 ft. USE 12 in. wide x 18 in. deep Cont. ftg. 1-Story w/ 1 -#4 T / B Cont. USE 12 in. wide x 18 w/ 1' d e T / Bt. ftng. 2-Story 2. Point Loaded Footing 4 x post P max = S.B.P. ' S * W / 144 ( minimum ) Pmax ( 1-Story ) = 8667 lbs. SLAB I ---='--------------------- ONT. FTG.' `..Q 45-deg. Pmax { 2-Story ) = 8667 lbs. S-Bearing Area 3. Pads needed : Pad # 3 : P = R ( R ) = 8940.00 lbs from BM#13 50 ) Area = ( 8940 ) / ( 2000 - 4.58 sq. ft., hence, L = 2.14 ft. ( minimum ) * Use pad 30 " square x 18 " deep. Pad # 4 : P = R ( R/L ) = 10387.00 lbs from BM#17 50 ) Area = ( 10387 ) / ( 2000 - 5.33 sq. ft., hence, L = 2.31 ft. ( minimum } * Use pad 30 " square x 18 " deep. ES]/Fl`tE €ile:359UF2. 'k4 J z rOpp . . ....... JV"'ev . uss Annn�"r�. F09 At •, vrF SCOTT FAZE:' ' =S, INC- BY - - - - rence to the These plans " " J. ' ' apnlirable Cut. s a' � nrization Is he,,by grn• I to ,�: B utLTrn" I K [ITG approval by a;l aWpliM If "it based on ' The issuance or ^rz l ''I �' R. e approval of tllrr �F '•'.O NST.� lic i Ie T 1 a N permit or ap. 1 9 codes or osdind ,ce. the p,c�, +s'son0 of such authority to viol:•to or c,.+ -. code§ shall be valid. 1 LA LAGUNA E5TAT E5 F— _ LAKE ELLSI N ; ICE;_CA 3/ 16/2004 ROOF TRUSS CAD'S LAYOUT , 1 ! SOUTHWEST'S TRUSS MANUFACTURER i 35-325 DATE PALM DR. SUITE 225 CATHEDRAL CITY, CA 92234 760-202-3699 (0) 760-202-4399 (F) rich@jmwtruss.com 760-774-0745 (M) MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: MASTERTR Fax 916/676-1909 LA LAGUNA LARGE ROOF TRUSS I ' The truss drawing(s)referenced below have been prepared by MiTek Industries, Inc.under my direct supervision based on the parameters provided by JMW. Pages or sheets covered by this seal: R 11526909 thru RI 1527079 My license renewal date for the state of California is June 30,2005. OQROFESSt C ANpF�P�c m ! a C 17180 * EXP. 06/30/05 yt C10- ' glFOF CAUF�� March 8,2004 ' Anderson, Bob The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSIITPI-1995 Sec. 2. 1 8•-0' x t LL- V A A A }[ AA y t� J61 O O - �{i J7;. .......... is V - _ JYi 1� g { N I ^• ! is J7j [_ uGIS — rn t 1 • JSi { M W J4 3 r i q (71�RY4D .. ..,............ I to 4 O ' c `• q A . _._.. _.._p ... ... (6)11 1 ILL 39'-4 J4 b � = �1 JS t J6' M RnAK y i p J7 J61 k .� :____......-.... _..._ .. a -...,.._.___.._. .:....._-...,._._._.. JS �J .. •II ____. _-- M .. i J7i RRg$$$^^^^^^�i = fi ♦• J6. is (10 RO4A r* /� g J6 ._.. _. .. _........_._....__..._. 4- t y J7i Zy I I� t {� �\ • JS _-f--.. -- oe a is _ -_ R04B - 0 bi a/D } i ro 7R, QD 916)R04E_•-__•-"_ ay .y�J2 I ' , � � •6_0• 42'-6" "') r _ 39'-4 i( � b tpl AIA - 1. A A f ! Y 01 3 3 V k �� t I• RWR (�0)R04A J8 09 Q J7. --_- ____ - �V .. .... - R04B, .--.-`.R �I_ +p Q O O W , 1 , I A ' 0 ,o A 1111 o j 1 •6"-�• THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed as IndbAduai building components to be SHOP DRAWING APPROVAL Acorporoted into the busdMg d afp at 0.*-Ifkatk.of te.Wfdkig d-Ign- See bcfl k ytl a sir•sects for sock THIS LAYOUT IS THE SOLE SOURCE FOR FABRICATION OF TRUSSES AND VOIDS ALL PREVIOUS ARCHITECTURAL OR OTHER bees design IdenUTled on the plot t drying. The buiklirg dnfpea Is reap-Wbis for t.mporery and p.mrarMnt broc" TRUSS LAYOUTS. RENEW AND APPROVAL OF THIS LAYOUT MUST BE RECEIVED BEFORE ANY TRUSSES MILL BE BUILT: at lM root urea floor t.m and for in.or.rae.water.. TM e..lgn at the iron support atruchrrs irycludirp tesoan,b.ams, VERIFY ALL CONDlTTONS TO INSURE AGAINST CHANGES THAT MILL RESULT IN EXTRA CHARGES TO YOU. ANY CHANCES OR .otis,and oat—is the mpoosully of the b."N designer, For genval guidance ngordirg broclreg,eonsutt'Braeuyg.f ALTERATIONS TO TH15 LAYOUT MUST BE NOTED ON THIS DRAMTNC&lN1RALED BELOW BY BUILDER OR H!S/IfER REPRESENTARVE soda hr®'ow usf./mm the r—Fiat.k.44.1,583 Dbnlhb od-.. Modban-Of 33i7A Approved Dote: Client: B UILTRIGHT CONSTRUCTION be' p o JMW TRUSS Job Desc.: LA LA G U1VA LAIR GE O 1-3Site Information: b V) LAKE ELLSINORE, CA `� Committed to Excellence Scale: N.rs Date: o2/23/o4 Drawn By: Hz o • JMW TRUSS . x ma Q.O.T.S. a CC,. Quality On-Time Service pyUa 35-325 Dais P b.Dr. � }x 1+1 Sl�G 225 <� CafAsdra!LYIy, CA DP234 N< (760)202-3M V�J (760)202-4999 PAX a'e9 40 4mV3 50--0" 78'-10• zo'_6 - s '- c�i'km o — e a- #_ .3_ :6 6 Zmw? --- E • C ° r t '-_ LJ4 1 i i J6 � i `IU !l] °1 ZG J �- 2 �� : O O44 �s z :07 ¢� cc`4TIj3 anc - i Rom€ '� : �NN 1 n {i! I r 1 ! zr ��.�. i 1 m2 N �€ y � JO �I � Jg � I � I `S I. � F.�. 1 �z e.e.-.....� ....,.,_,...J1U 01 i 1 •I JM , r r NwL. 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QIEQuality on—rime service zS\ C.m.�i Cu* G Z22J4 N<"' (M)ZW_36 Y CJM Z (7Q0)202-43M FAX cc 50'-0" 0-0» pG1 w 20'-6 50-0" 5 m I W-+� � 0 C € JI a c a cs E j a a A 'rc d I 4 z W J6 ¢ _ 0 1� J„ - ;11 ? i*.,� w 4 I € J12 111 #{E { J12Ji� _ �.: J17 I 1 € 1 ZO Wjj w.- �.JM21 I JM21 'I 111 f <vl� 0 �5 �' 3 J12 Lt . I I !II I I• � --�jI}-J,D _ � � _ J,o � I �' a wis - w Jbi vs 1 w ~ - 'I - '� -_ +'� I - -J7I __ 11 i11 J6 IY I-^�. J7 -_-t 6R ALL I ...............-.. .v .�.-:---_ F _ _V� — - N vs I ] .ice-�._•. JS _ - - .•-..;14�� 1, yl---.y� _ �� sill—iTl.!_.-----'•� j VIZT 1 r - �— F . s o ii. R21D V 121 R2]B J e.r.»sm. al -_- -""'- R230 •smr. Q1 wo _ ltaw 22C i.. __.__ _ _ _�. _ RY1 R2]H ,I �J,H �� �� J,Hri-.R21H�_.. M1y I 'I R2]a M1M1 I �J -,I RI70 -•_ G� 'J R22B � - 2 J R22 - — I� --. TND 26 ,I R21F 7H _ I I _ R23F l- • _ rl _ _ :° +� 151 R23A •I -,JJ 2t I 51 m ! o.r..iaer 1R310 R1N0 1M .I • -•--.- i_�_' T I—n _ JS2J2 JJA i l I J rI_, vao R23 A J, 01Fr R01T =- ._.�. p�N _I Cq - - - - 3 U) UI PLAN 2A — 2CAR+BONUS ROOM PLAN 2B — 2CAR+BONUS ROOM PLAN 2C — 2CAR+BONUS ROOMCj o _ ' 'y9 § J!(:':. CAO 114 / � EXCA C� ROOF TRUSS PLACEMENT PLAN E SHEET PLAN2 - 2CAR = BONUS RM eos000sa N8� T ai T—03 C ' JMW TRUSS Q.O.T.S. J�w 4 Quality On-Time Service ��is4 96-ez6 Doti Pab»Dr. w CaU 826 CorA.e.vt C1tY. rw rrssss Sy<S (760)202660D V (760)202:808 JAY K 4 42'-G' 42'-0" �9" + i J I V o < o P O 3 O O O O J6 .y J01 .. •rre ' N JB i ,y r� a a Cto I c 1 4 -Z a J9 i4 x 1 € Im -JiO ` Jto IN q III f J7 C { , 7)iD Y6 '� !n 'J O W >~ m. J4 f Jd V.,._ . 318 a [i .� . 0 '. 3fA......n. 'I - 15 421R07D :f l; (2 R07D - t--' } i is m� • _. ..... R07C !� R07C jr G?1 ECoj9, _ R07B '� R076 26-2 -.ti♦-- lN0- - I R07A f ....R07A L.. .... 1. st ._..._ ..,:._. 1_.. �M .. CN ROM D 2 i it J91A.} + s3 C' a J3�. . O J2 HS2 JlA i i '-,Gas C, -« JS; . HS2 __ I } ._ Co J7 + a J2 O a, J1 w J.A a J2i Oji -- .. ---._---. Ja� A 51:.! 1 ., oDE ... R07NCo g+3 U E 2 d0u E -_ � 12'-7" -1 70'-4 0'_8" 12_7 . _} i0'-4" 20'-8" 12-7. _t 10,-4" 20-8. in U) ■ PLAN 3A PLAN 3Ba PLAN 3A —2CAR+BONUS R1tf PLAN 3B—2CAR+BONUS RM PLAN 3C o � ' PLAN 3C-2CAR+BONUS RMOT o 1 c� rZi I s � Ex . o1/3o/as �,f � jig,! ROOF TRUSS R US �'+ PLACEMENT PLAN 1�g � .211P. SHEET PLANS 80300058 < B g T-04 JMW TRUSS Q.O.T.S. �IM! ity On-Time Service t a 86-3P6 64 T1slm Dr. Cath EP6 a \ [af0)20 se C4 92291 �1 (760)EOP-3000 p (700)20-4300 PAY U vvvv�SSSS OW �zQS ywc�m 4 ss'—o` —a' —s _ ut z p O o J1 x 'J2 i 'I 1 { J2 -OI ¢<q !� !O V m r j€ f q J3 3 H52 J3 Zy Wy R40 t is O a $! t R40 k 1 a e .m R40A O 9 •-• O n R40B R40A p �� �p^y ROC - :� R40D g xar { R40D _ riot Uq�j j i........ ...... . . ,:,�::_,.:..:. ,,, 1� _ S 1 nrn 7Qy O ' f o Ip -.... I : t ..-.,. ,....,,.......,,,... i..„ x� t - - i 1 /C AD I - - - (4 RQOE A yO m vl !. R40D 1,,, R40D 0 R40B R40B " m 40 : i I 1 R40 - R40A � I N � C a J2_ I 1 N51 - - t f i J2 i m J i T7^ID ze .,,�..�. _z 26 2g 11 i IRdE, .. 16 j R BfAl � ! ! � � � ,� i r �-" � -�' - +'= [� 1 '-f-- � "4-s-n-1 - 4 :�e 17iD -- - - �y IJ c m t 11'-8• 7-10, ! �; 1IR4 A R47 Q w. 17'-T` 18- 1" J1'-6 7'- 9-5" 18'-1f' 11'-6" -$ Q v.- 9'-11" 7'- f8'-11" C u o e g U -O V) V7 -o U ° sb� ' PLAN 4A PLAN 4B PLAN 4C - 3. PLAN 4A -2CAR+BONUS RM PLAN 4B-2CAR+BONUS RM PLAN 4C-2CAR+BONUS RM ; - 0 5 gl� 1 1 `N 66 W ROOF TRUSS PLACEMENT PLAN N 6 K s:6 It. SHEET B03DOOsa < PLAN4 �1.2 "' °1 T-05 Job Truss Truss Type Qty Ply LA LACUNA LARGE ROOF TRUSS R1ffi27Q31 ' MASTERTR CJ3 MONO TRUSS 1 1 Job Reference optional) JMW TRUSS,CATHEDRAL CITY 5.000 s Feb 6 2003 MTek Industries.Inc. Wed Mar 17 15.53:56 2004 Page 1 -1-7-13 4-7-11 8-5-1 1-7-13 4-7-11 3-9-6 smla.7:16a 2.4 II 4 2,93 12 3v4-- qp 3 N . 2 Li •13X4__ E 2,14 11 3 3s4= 4-7-11 i 8-5-1 4-7-11 3-9-6 Plate Offsets X :0-0 8 0-1-8 1 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/de0 PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC- 0.32 Vert(LL) 0.02 6 >999 M1120 1851148 TCDL 14.0 Lumber Increase 1.25 BC 0.32 Vert(TL) -0.04 5-6 >999 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.01 5 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1s1 LC LL Min Udel=360 Weight:29 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 6-0-0 oc purtins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directlyapphed or 10-0-0 oc bracing. WEBS 2 X 4 HF Sh lStd G REACTIONS (lb/size) 2=35610-3-8.5=44710-1-8 Max Harz 2=78(load case 4) Max Uplift 2=-88(load case 3),5=-82(load case 3) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2.3=-715,3-4=30,4-5=-176 BOT CHORD 2-6=679,5-6=679 WEBS 3-6=95,3-5=-711 NOTES 1)Wind:ASCE 7,-98 per UBC97/ANSI95;85mph;h=25ft;TCDL=8.4psf;BCDL=6.0psf;occupancy category I;exposure C; partially;MWFRS gable end zone;cantilever left and right exposed;and vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)This truss has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live bads per Table No.16-13, UBC-97. 3)A plate rating reduction of 20%has been applied for the green lumber members. 4)Bearing at joints)5 considers parallel to grain value using ANSIl 1-1995 angle to grain formula. Building designer should Q�ESS1 verity capacity of bearing surface. `J! 5)Provide mechanical connection(by others)of truss to bearing plate at joints)5. �4� ���i.AIV� F� 6)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)5. (�A LOAD CASE(S) Standard C $ 1)Regular:Lumber Increase=1.25,Plate Increase=l.25 Uniform Loads (pIQ Vert:1-2=-60.0 * EXP, 06/30/05 =- Trapezoidal Loads(plf) Vert:2=0.0-to-5=42.1,2=2.2-0-4=126.3 �t'� ClVtt- F CAt-kF March 17,2004 WARNING-4eri fij design par�tar's,and RE.9.D NOTES ON TfrIS AND INCLUDED MITER REFERENCE PA%:li AM.T473 BEFORE USE. 7777 Greenback Lane i Suite 109 Devgn '- ' for use only with Mil connectors.This design is hosed only upon pespmeters shown,and is for an individual building component Citrus Heights,CA,95616 is for :r51 l of design parvidual a and proper incorporation of component a responsibility of building designer-not buss designer. lacing f the is for lateral support of individual web members any.Additional temporary bracing to insure stability during constrVCfion a the responsibility of the erector.Additional permanent bracing of the overall structure is the respansibllify of the building designer.For general guidance regarding labrication,quality control,siarage,delivery,erection and bracing,consult ANSI/TPll quality Criteria,DSB-89 and Ill Building Component Safety Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Modison,WI53719. Job russ Truss ype Qty Ply LA LAGUNA LARGE ROOF TRUSS R11627036 , MASTERTR EJ 1 ROOF TRUSS 2 1 Job Reference(optional) JMW TRUSS,CATHEDRAL CI Pa 5,000 S Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:45:36 2004 e 1 0_0-0 �-7 0 3 -1-2-0 1-11-i1 2 -0 1-2-0 1-11-11 5 Soule=1:6.3 4.00 12 2 r5 1 d 2x4 MII20 - ' 4 0-0-0 0 0-7.0 1-11-11 2- -0 1-11-11 0-0-5 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.10 Vert(LL) -0.00 2 >999 MI120 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.04 Vert(TL) -0.01 1 >999 BCLL 0.0 Rep Stress Incr YES W9 0X0 Horz(fL) -0.DO 3 n!a BCDL 10.0 Code UBC971ANSI95 (Matrix) 1St LC LL Min Vdefl=360 Weight:7 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 1.11-11 oc purtins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' REACTIONS (lb/size) 3=33i`Mechanical,2=1 7 610-3-8,4=19/Mechanical Max Horz 2�38(load case 3) Max Uplift 3=-30(load Case 6),2=-47(load case 3) Max Grav 3=33(load case 1),27176(load case 1),4=39(load case 2) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=-27 BOT CHORD 2-4=0 NOTES 1}Wind:ASCE 7-98 per UBC971ANSl95;859lph;h=25ft;TCDL=8.4psf;BCDL=6.Opsf;occupancy category I; exposure C;partially,'~RS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord tive load nonconcurrent with any other live loads per Table No.16-Bgirder(s) fortru . 3} Refer to girders)for truss to truss connections. LOAD CASE(S) Standard �O�RpFES51p,�,� C 17180 * EXP. 06/30/05 kP CIVIL- ��OFCAI-t��� March 17,2004 WARNING-Verify design pa—dens and RF.AA NOTES ON THIS AND INCLUDED SITTER PFF.F-RENCE PAGE MII-74T3 BEFORE USF- 7777 Greenback Lane Design valid for use only w,th MiTek connectors.This design is based only upon parameters shown,Qnd is for an individual building component. Sure 109 Appllcobilify of design poramenlea and proper incorporation of component is responsibility of building designer-not hues designer.Bracing shown Citrus Heights,GA,95610ml is for lateral Support D(individual web members only.Additional temporary bracing to insure stcbMy during conshuclion is the responsibillity of the erector. Additional permanent bracing of the overulf structure a the responsibility a(the bWdrng designer.For general guidance regarding A � fabiicatlon,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-87 and BCS11 Building Component Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison.Wi 53717. M iTe JJob Truss Truss Type Qty Pty LA LAGUNA LARGE ROOF TRUSS R11627031 MASTERTR E12 ROOF TRUSS 2 1 0-0-0 Job Reference(optional) 0-M JMW TRUSS,CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:45:37 2004 Page 1 1.3-0 -1-2-0 2-0-0 3-11-11 1-2-0 2-0-0 t-11-11 _ e=1:9.2 4.00 Fff- 2 1� 0- 5 -0 - A 2 0 3-11.11 , 2-0-0 1-11.11 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Udefl PLATES GRIP ' TCLL 15.0 Plates Increase 1.25 7C 0.17 Vert(LL) 0.01 2-4 >999 M1120 2201195 TCDL 14-0 Lumber Increase 1.25 BC 0.11 Vert(TL) -0.02 1 >794 BCLL 0.0 Rep Stress Incr YES WB' 0.00 Horz(TL) -0.00 3 n/a BCDL 10-0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Udefl=360 Weight:13lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 2-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS (lb/size) 3=102/Mechanical,2=23910-3-8,4=38/0-3-8 Max Horz 2=61(load case 4) Max Uplift 3=-57(load case 6),2=40(load case 3) Max Grav 3=102(load case 1),2=239(load case 1),4=48(load case 2) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=26 BOT CHORD 2-5=-0,4-5=0 ' NOTES 1)Wind:ASCE 7-98 per UBC97/ANS195;85mph;h=25ft;7CDL=8.4psf;BCDL=6.0psf;occupancy category I; exposure C;partially:MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table to g 16-Brder( Uor truss 3) Refer to girder(s)for truss to truss connections. LOAD CASE(S) Standard �OQ,?,OFESS/q�� G.AN�� Fy a C 17180 i * EXP, 06/30/05 sr CIVIL �P q�QFCAl-)F � March 17,2004 ® WARNING-9er(fy design p4 ters and READ NOTES aN rNLS AND INCLUDED Aft=REFERENCE PAGE AW-7473 BEFORE UM I i i 77 Greenback Lane Design varid for use only-'h MiTek connectors.Th3 d^slgn a based only upon parameters shown,end's for an indroduot bo3din component. Saica 109 9 Po Crvs He1gtIW,C0.95610 Applicability of design percrrenters and prm—incorporation of component is responsibility of building designer-not truss designer,Braang shown is for lateral support of,ndvidual web memban oily. Additional temporary bracing fo insure stability during construction i5 the[esponsibillity o(}he erector.Additional permarent bracni;of the ovarall structure is the responslbility of the building designer.For generol guidance regarding fabrication,quality control,storage,aeo ery,ereclion and brae;g,consult ANSI/Ml Oualfly Criteria,DS5-89 and BCSIT building Component M ITekm Safety Information OVOLCble born Tr.ns Pule83 Ins0ite.5 D'Onotria[rive.Modrson,WI 53719. JO Truss riss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS MASTERTR �Ji ROOFTRUSS 2 1 0-0-0 R11627038 1 Job Reference(optional) Jh4W TRUSS,CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:45:38 2004 Pave A 0-0-0 3 -1-2-0 1-11-11 -0 1-2-0 1-11-11 5 Scale=1:8.3 ' 4.t]0 ffF 2 cl 1 d • W M1120 - ' 4 0-1 0-7-0 _2_-p-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/deft PLATES GRIP TCLI, 16.0 Plates Increase 1.25 TC 0.10 Vert(LL) -0.00 2 >999 M1120 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.04 Vert(TL) -0.01 1 >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code UBC971ANSI95 (Matrix) 1st LC LL Min Udefl=360 Weight:7lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 1-11-11 oc puriins. BOT C HORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Vsize) 3=33/Mechanical,2=17610-3-8,4=19/Mechanical Max Horz 2=38(load case 3) Max Uplift 3=30(load case 6),2=-47(load case 3) Max Grav 3=330cad case 1).2=176(load case 1),4=39(load case 2) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=-27 BOT CHORD 2-4=0 NOTES 1) Wind:ASCE 7-98 per UBC97/ANS195;85mph;h=25ft;TCDL=8.4psF,BCDL=6.0ps$occupancy category I; exposure C;partially;MWFRS gable end zone-cantilever left and right exposed;end vertical left and fight exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-Bgirder(s) Uortrus 3) Refer to girders)for truss to truss connections. LOADCASE(S) Standard �OQ�gFESS/0�, C 17180 z 'TX ' * EXP. 06/30/05 yt s� CIVIL �Q OFCAI Vi March 17,2004 ® WARNING-Ver4/y design parameters and READ NOTES ON THIS AND INCLUDED WTZK REFERENCE PAGE MU-7473 BEFORE USE. 7777 Greenback Lane ��� 09 Design valid for use onty with Wok camectors.This design is based onty upon parameters shown,and is for an individual budding component. Suite 1He �cobM of design amenters and Citrus Heights,CA,e501 D Appt typar proper incorporation of component¢responsib�ty of buildng designer-not truss designer.Bracing shown is for lateral support of'vtdrvidual web members only.Additional temporary bracing to insure stabiity during construction a the responsibt.lty of the erector.Additional permanent bracng of the overall snreture is the responsibility of the bLdding designer.For general guidance regarding fcixicoffon,quality control,storage,delivery,erection and bracing,consult ANSI/TPII quality Crlleda,DSB-89 and SCSII Building Component M iTek� Safety Information available from Truss Plate Institute.583 D'Oncfno Drive,Madison,WI 53719. Job Truss Truss Type Oty PEy LA LACUNA LARGE ROOF TRUSS R11627039 MASTERTR J10 ROOF TRUSS 4 1 Job Reference(optional) JMW TRUSS,"ATHEDRAL CITY 5.000 s Jun 9 2003 M ar 0FFN Industries,Inc. Wed M 17 13:45:39-'QVM Page 1 4-7-0 -1-2-0 B-0-0 12-0-0 13-11-11 1-2-0 8-0-0 4-0-0 1-11-11 4.00 � Scales $5.3 Y 5 3x4 M1120 y 4 3 4 a e • 2 72-7-1 3-11-1 4-7-0 0-12fl1 M1120 - 0-0-0 8-0-0 13-11-11 8-0-0 5-11-11 Plate Offsets ,Y): [2:0-0-0,D-0-0],[4:0-0-0,0 0-0] LOADING (psf) SPACING 2-0-0 CS] DEFL in (lac) Udell PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.84 Vert(LL) -0.19 2-7 >499 M1120 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.37 2-7 >250 BCLL 0.0 Rep Stress Incr YES WB 0,00 Horz(TL) -0.00 6 n/a BCDL 10,0 Code UBC971ANSI95 (Matrix) 1st LC LL Min Ill=360 Weight:33 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 6-0-D oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Itdsize) 6-5910-3-8,2=397/0-3-8,7=77JMechanical,3-344/0-3-8,5=17910-3-8 Max Horn. 2=201(load case 4) Max Uplift 6=-29(load case 4),2=-17(load case 3),3=-176(load case 6),5=-89(load case 4) Max Grav 6=59(load case 1),2=397(load case 1),7=154(load case 2),3=344(load case 1), 5=179(toad case 1) FORCES (lb)-First Load Case Only TOP CHORD ' 1-2=22,2-3=58,3-4=-3Q,4-5=30,5-6-15 ' BOT CHORD 2-7=0 NOTES 1)'Wind:ASCE,7-98 per UBC97/ANS195;85mph;h=25ft;TCDL=8.4psf;BCDL=6.Qpsf;occupancy category I; exposure C;partially;MWFRS gable end zone;cantilever left and Tight exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1,33, 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-13,UBC-97, 3) Refer to girder(s)for truss to truss connections. F S$ 4) Beveled plate or shim required to provide full bearing surface with truss chord at]oint(s)6,3,5. �QQ�1 /0/�� ' LOAD CASE(S) Standards fr C 17180 ' * EXP. 06/30/05 cS'J Clio- �P 4 March 17,2004 Alk WARNING-Vee fy design parameters and READ MOMS ON THIS AND INCLUDED WTEK REFERENC$PAGE MU-7473 BEFORE USZ. 7777 Greenback Lang Desi n valid for use only with Mdek connectors.This desi n is based only upon pa tars shown,and is for an incilal buIt din cam onent. Suite 109 9 Y 9 Y P P 0 P Citrus Heights,CA,95610 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for haters,support of individual web members only.Addtiondl temporary bracing to insure stability during Construction i51he responsibillity of the erector.Additional permanent bracing of the overp0 structure is the responsibility of ffse building designee For general guidance regarding fabrication,quality control,storage,d0ivery,erection and bracing,consult ANSI/Tril Quality Criteria,DSB-89 and BCSI I Building Componenl M iTekm Safely Information Ovallable fro m Truss Plate Inotute,583 D'Onctrlo Drive,Madison,WI 53719. .1 Job Truss Truss Type Oty Ply LA LAGUNA LARGE ROOF TRUSS R11627040 ' MASTERTR J11 ROOFTRUSS 4 1 Job Reference(optional) JMW TRUSS,OATH CITY 5.000 s Juo--0-o 003 MiTek Industries,Inc- Wed Mir-17 13:45:40 2004 Page 1 5-3-0 0-0_0 1-2-0 6-0-0 12-0-0 15-11-11 1_2-0 g_0-0 4-0-0 3-11-11 g 4.00 [TF Seale= Z&6 g ' 3x4 M1I20 � 5 4 3 sill • 2 0_ M1120 = 0-M 3-11-1 5-3-0 8-0-0 15-11.11 8•0-0 7-11-11 Plate Offsets [2'0 0-0,0-0-0] 14.0-070 0-0-0] LOADING (psi) SPACING 2-0.0 CSI DEFL in (loc) I/dell PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.84 Vert(LL) -0.19 2-7 >499 M1120 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.37 2-7 >250 BCLL 0.0 Rep Stress Inter YES WB 0.00 Horz(TL) -0.00 6 n1a BCDL 10.0 Code UBC971ANSI95 (Matrix) 1 st LC ILL Min Udefl=360 Weight:35 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.2 TOP CHORD Sheathed or 6-0-0 oc puriins. BOTCHORD 2 X4 OF No.2 BOT CHORD Rigid ceiling directly applied'or 10-0-0 oc bracing. ' REACTIONS (lb/size) 6-11910-3-8,2=39710-3-8,7=771Mechanical,3=34410-3-8,5=23910-3-8 Max Horz 2=229(load case 4) Max Uplift 6=-59(load case 4),2=-10(load case 3),3=-177(load case 6),5=-119(load case 4) Max Grav 6=119(load case 1),2=397(load case 1),7=154(load case 2),3=344(load case 1), 5=239(load case 1) FORCES (lb)-First Load Case Only ' TOP CHORD 1-2=22,2-3=58,3-4=-30,4-5=30,5-6=30 BOT CHORD 2-7=0 NOTES 1)Wind:ASCE 7-98 per UBC97/ANS195;85mph;h=25ft;TCDL=8.4psf;BCDL=6.0psf;occupancy category l; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads per Table No.16-B,UBC-97. 3) Refer to girder(s)for truss to truss connections. F ES 4)Beveled plate or shim required 10 provide full bearing surface with truss chord at Joint's)6,3,5. OQFtO ' LOAD CASES) Standard C 17 18 0 x ' * EXP. 06/30/05 s CIVO- �P T9�QFCAO March 17,2004 ' A�, WAPLNEM-Vern design parameters and READ NOTES ON THIS AND INCLUDED ArrT'EK REFERENCE PAGE AM-7473 BEFORE USE. 7777 Greenback Lane. - Design valid for use only with M7ek connectors.This design Is ba5bd only upon parameters shown.and s for an individual building com Suite 109 CiWs heights, Ponent. eights,CA,45610 � Applicability of design poromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of ndividuol web members only.Additional temporary bracing to insure sfabuity during construction is the responsibilllty of the erector.Addition,pemTanent bracing of Me overact shucture Is the resporwbuty of Me buld'mg designer.For general guidance regarding fabrication.quality control,storage,delivery,erection and bracing.consult ANSI/TFIt Quality Criteria,DSB-89 and SCSI]Building Component M iTek` Safely Irrfarmafion ovadable from Truss Plate Institute,583 D'Orw(rio Drive,Hodson,VJI 53719. Job Tel.=.s Truss Type Qty Ply 1-A LAGUNA LARGE ROOF TRUSS R11627041 MASTERTR :12 ROOF TRUSS 4 1 Job Reference optional) JMW TRUSS,CATHEDRAL CITY 5"js Jun 9 2003 MiTek Indushig Ira. Wed ar 17 13:45:41 200¢-P�ge 1 5-11.0 0-D-0 -1-2-0 8.0-0 12-0-0 16-0-0 17-11-11 1-2-0 8.0-0 4-0-0 1-11-11 7 4.00 7-2 Scafe '-1' 6 g ' 3x4 MII20 2 5 4 � 3 4 v5 01 2 -b� 3_11-1 5-3-1 5-11-0 0�M1120 - D ' "-a 17-11-11 • 8-0-0 8-11-11 Plate Offsets(X,Y): [2:0-0-0,0-0-0],[4:0-0-0,0-0-0] ' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deFl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.84 Vert(ILL) -0.19 2-8 >499 M1120 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.60 Verti 437 2-8 >250 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 7 n/a BCDL 10.0 Code UBC971ANSI95 (Matrix) 1st LC LL Min Udefl=360 Weight:38 16 LUMBER BRACING ' TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BO T CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lblsize) 7-5910-3-8,2=397/0-3-8,8=77/Mechanical,3=344/0-3-8,5=24010-3-8,6=17910-3-8 Max Horz 2=257(load case 4) Max Uplift 7=-29(load case 4),2=-3(load case 3).3=-177(load case 6),5=-119(load case 4), 6=-89(load case 4) Max Grav 7=59(load case 1),2=397(load case 1),8=154(load case 2),3=344(load case.1), 5=240(load case 1),6=179(load case 1) ' FORCES (Ib)-First Load Case Only TOP CHORD 1-2=22,2-3=58,3-4--30,4-5-30,5-6=30,6-7=15 BOT CHORD 2-8=0 NOTES 1) Wind:ASCE 7-98 per UBC97/ANS195;85mph;h=25ft;TCDL=8.4psf;BCDL=6.0psf;occupancy category I: exposure C;partially;MWFRS gable end zone;cantilever left and right exposed:end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-13,UBC-97. OpRQFESSI�N 31 Refer to girder(s)for truss to truss connections. 4) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)7,3,5,6. � C„A/�f LOAD CASE(S) Standard tT1 [ifC 17180 X '. * EXP,06/30/05 k s C10- �P r�'FN CA11-iFQ�� March 17,2004 ' ® WARA7NG-Verify design parameters and READ NOTES ON TNIS AND INCLUDED MTTEB RF-FF.RE'NCE FAGS AM-74?3 BEFORE USE. 7777 Greenback Lane wwa 09 Design valid for use only with Wek connectors.This design is based only upon pa shown,and a 9 component.for an individual bulldin com Suite 5 Citrus He ights.e eights,CA,95610 MR Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regardingsit fabrication,quality conhal,storage,delivery,erection and bracing,consult ANSIi Quality Criteria,DSB-B9 and BCSII Building Component M 1Tek Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Modison,WI 53719. Job Truss Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS R11627042 h4ASTERTR J13 ROOFTRUSS 4 1 Job Reference(optional) JMW TRUSOShCATHEDRAL CITY -b-� 5.000 s Jun 9 2003 MiTgkllinoustries,Inc. Wed Mar 17 4_145:42 2004 Page 1 6-7-0 :2 0 _ M-0 12-" 16-0-0 19-11.11 1-7-0 6-0-0 4-0-0 4-0-0 3-11-11 4.00 � Scale� 2 q 0 R4 M020 6 5 4 4 3 � 2 �1 0264-0M1120 — $- 3-11-1 5-3-1 6-7-0 6 0 19-11-11 8-0-0 11-11-11 Plate Offsets(X Y): [2:0-0-0 0-0-0],[5:0-0-0,0-0-0[ ' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl PLATES GRIP TCLL 16.0 Plates Increase 1.26 TC 0.84 Vert(LL) -0.19 2-8 >499 MII20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.37 2-8 >250 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 7 n/a BCDL 10.0 Code U11097/ANS195 (Matrix) 1st LC LL Min Udefl=360 Weight:41 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' REACTIONS (lb/size) 7=119/0-3-8,2=39710-3-8,8=77/Mechanical,3=344/0-3-8,4=240/0-3-8,6=2 3910-3-8 Max Horz 2=285(load case 4) Max Uplift 7=-59(load case 4),3=-177(load caso 6),4=119(load case 4),6=-119(load case 4) Max Grav 7=119(load case 1),2=397(load case 1),8=154(load case 2),3=344(load case 1), 4=240(load case 1),6=239(load case 1) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=58,34=30,4--5=-30,5-6-30,6-7=30 ' BOT CHORD 2-8=0 NOTES 1)Wind:ASCE 7-911 per UBC97/ANSI95;85mph;1,=2511;TCDL=8.4psf;BCDL=6.1)psf;occupancy category I; exposure C:partia[VMWFRS gable end zone;cantilever[eft and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-B,UBC-97. 3) Refer to girder(s)for truss to truss connections. ES$ 4) Beveled plate or shim required to provide full bearing surface with truss chord at jornt(s)7,3,4,6. �QQ I�N� ANO�� LOAD CASE(S) Standard C 17180 z T ' * EXR 06/30/05 CIVIL gTFOFCALIF�� March 17,2004 ' A WAR.57NO-Ver'(fy design parameter.and READ NOTES ON TN7S AND INCLUDED AUTE8 REFERENCE PAGE AUT-7473 BEFORE USE. 7777 Gmenback Lane ��♦,� Design va4d for use onlywilh MBek connectors.This ciesi u amelers shovm.and is for on indrviduol budding component. Sure 109 gn n based only Por Citrus Heights,CA,9561 0 P.pp6cabiCty of design paromenters and propel incorporation or component en!is responsibi:ty of building designer-not Noss designer.Sropug shown is for lateral support of individual web members arty.Additional temporary bracing to hs"stabW during construction is the responsibiriity of the erector.Additional permanent bracing of the overall structure is the respongbSity of the building designer.For general guidance regarding fabrication,quarity control,storage.delivery,erection and bracing,consult ANSrfrPil Quality Crileda,DSB-69 and BCS1I Bvslding Component M iTek� Safety Information available from Tmss Plate Institute,5a3 D'Onofrio Drive,Madison.WI 53719. Sob Truss Truss Type Qty Ply LA LAGUNALARGER FTRUSS R116270b3 MASTERTR 11A ROCFDTRUSS 1 1 D-0-0 Job Reference(optional) JMW TRUSS,CATHEDRAL CITY .000 s Jun 3 MiTek Industries,Inc. a ar 17 1 :45:43 004 Pagel 0-7-0 2 1-8-111 14l i1 5 4f10 12 Scale=1:8.3 J-�fr 0-0-D 3 0-0-0 o-7-0 ' 1-8-11 1- o U12D — 1-8-11 0-0-- LOADING (psi) SPACING 2-0-0 CSI DEFT in (loc) Ildefl PLATES GRIP ' TCLL 16.0 Plates Increase 1.25 TC 0.04 Vert(L-) -0.00 1 >999 M1120 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.03 Vert(TL) -0.00 1 >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 rill BCDL 10.0 Code USC97/ANSI95 (Matrix) 1 st LC LL Min Vdefl=360 Weight:5 lb LUMBER BRACING TOP CHORD 2 X4 DF No.2 TOP CHORD Sheathed or 1-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT C HORD Rigid ceiling directly applied or 10-0-0 oc bra6ng. ' REACTIONS (lb/size) 1=67/Mechanical,2=50/Mechanical,3=17/Mechanical Max Harz 1=28(load case 4) Max Uplift 1=-5(load case 4),2=-27(load case 4) Max Grav 1=67(load case 1),.2=50(load case 1),3=34(load case 2) FORCES (lb)-First Load Case Only TOP CHORD 1-2=15 BOT CHORD 1-3=0 ' NOTES 1}Wind:ASCE 7-98 per,UBC97/ANSI95;85mph;h=25ft;TCDL=6.4psf;BCDL=6.Opsf;occupancy category I; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-Bgirder(s) Uor truss 3) Refer to girders)for truss to truss connections. 4) Refer to girder(s)for truss to truss connections. LOAD CASE(S) Standard oQR4FESSIpN 4� C.AND etc x C 17180 x m * EX{? 06/30/05 S� Civil- 9TFOF CAt iFGE� March 17,2004 ® WAR4ING-Verify design parameters and READ NOTES ON TIES AND INCLUDED WTER REFERENCE PAGE AM 7473 BEFORE USE. 7777 Greenback Lane ��a Design valid for use onlywith MIIek connector.Ths design is based only upon parameters shown,and-a for an individual building component. Suite 109 - Appfcabili of design ammanters and proper into oraBon of component is res nsibilf of building designer-not truss designer.Bracing shown GiVus Heights,CA,95610� N g P P p rP P Po h 9 g g 9 is for lateral support of individual web members only. Additional temporary bracing to insure stabillty during construction is the responsibillity of the erector.Addiffond permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ICWCOtian,quality control,storOge.delivery,erection and bracing,consult ANSIJI Il Qualify Criteria,DSB-89 and BCSI7 Building Component M iTekm Safety informal avaiable from Truss Plate Iraiitufe.583IYOnotrfo Drive,Madison,WI53719. Job Truss Truss Type Qty I Ply LA LAGUNA LARGE ROOF TRUSS R11627044 ' MAS.ERTR 11 B ROOF TRUSS 2 1 0." Job Reference((optional) JMW TRUSS,CATHEDRAL CITY 5.000 s Jun 9 2003 MTek Industries,Inc. Wed Marr 17 13:45:44 2004 Page 1 0.0-0 0-7-0 2 1-11-11 To t-11-11 5 44 Scale=7;63 4.00 12 6 ' a • W M1120 — ' 3 0-M 0- 0-7-0 ' 1-11-11 0.02-Q-0 1-11-11 -5 LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) Udefl PLATES GRIP ' TCLL 16.0 Plates Increase 1.25 TC 0.06 Vert(LL) -0.00 1 >999 M1120 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.04 Vert(TL) -0.00 1-3 >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min Udefl=360 Weight:6 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 1-11-11 oc puriins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' REACTIONS (lb/size) 1=77/0-3-8,2=57/Mechanical,3=19/Mechanical Max Harz 1=28iload case 4) Max Uplift 1=-7(load case 4),2=-29(load case 4) Max Grav 1=77(load case 1),2=57(load case 1),3=39(load case 2) FORCES (lb)-First Load Case Only TOP CHORD 1-2=15 BOTCHORD 1-3=0 ' NOTES 1) Nfind:ASCE 7-98 per UBC97/ANS195;85mph;h=25ft;7CDL=8.4psf;SCDL=6.Opsf;occupancy category I; exposure C:partially;MWFRS gable end zone;cantilever left and right exposed;end vertical Jeff and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-Bgirder(s) for truss . 3) Refer to girders)for truss to truss connections. LOAD CASE(S) Standard �oQgpF ESS/pN� m C 17180 � * EXP. 06/30/05 tP>. C10- OFCALO a March 17,2004 WARNING-7—(ry design panam L—and READ NOTES ON TZUS AND INCLUDED 39TER REFERENCE PAGE IM-7473 RZFDRE USE. 7777 Greenback Lane 2m Design valid for use only with M-Tek connectors.This design a based onl upon arneters shown,and is for an indrvidual building component. _ Suite 1o9 Y R9rr Y Po Por '� CY.rus.Heights,CA,45870 ApplieobW of design poramenters and proper incorporation of component is responsib 4 of bulling designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibiMy of the erector.Additional permanent bradng of the overall structure is the responsibility of the buitdng designer.For general guidance regarding fabrication,quaity,Control,storage,delivery.erection and brocing,Consult AN51/rPil quality Criteria,DSS-89 and BCS11 Building Component M iTeko Srlety Informo8on available from Truss Plate Institute,583 D'Onof io Drive.Madison,WI 53719. Job Truss Truss Type Qty Ply I LA LAGUNA LARGE ROOF TRUSS R1i627045 ' MASTERTR J1H ROOF TRUSS 2 i Job Reference(optional) J,MW TRUSS,CATHEDRAL CITY 5,000 S Jun 9 2003 MiTek Indus i Inc. Wed Mar 17 13:45:44 2D04 Page 1 0-0-0 2-11-11 i -1-2-0_1 1-11-11 _ 2-g10 1-2-0 1-11-11 �7 -5 40 12 Scale=1:16.5 3x4MII20 II 2 cb N -0 0- - 41 11 3xa MII20 I I 1-11-11 2-g-0 1-11-11 0-0-5 LOADING (pst) SPACING 2-0-0 CSI DEFT. in (lac) I/defl PLATES GRIP TCLI- 16.0 Plates Increase 1.25 TC 0.45 Vert(LL) 0.00 4-5 >999 MI120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.18 Vert(TL) -0.01 1 >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.05 3 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl=360 Weight:10 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 1-11-11 oc purl ins, except end verticals. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G ' REACTIONS (lb/size) 3=26/Mechanical,5=184/0-3-8,4=15/0-3.8 Max Horz 5=103(load case 5) Max Uplift 3=-64(load case 6),5=-7(load case 3).4=-41(load case 5) Max Grav 3=26(load case 1),5=184(load case 1),4=34(load case 2) FORCES (lb)-First Load Case Only TOP CHORD 1-2=26,2-3=-26,2-5=-163 BOT CHORD 4-5=0 ' NOTES 1) Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25ft;TCDL=8.4psf;BCDL=6.0psF,occupancy category I; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load noneoncurrent with any other live loads per Table No.16-B,UBC-97. 3) A plate rating reduction of 20%has been applied for the green lumber members. 4) Refer to girder(s)for truss to truss connections. LOAD CASE(S) standard �O��tOFESS/� � F ' yk EXP. 06130105 ss� CWL `P q�OF CAt March 17,2004 ® WARNING-Verify design p--tors and READ NOTES ON TINS AND INCLUDED A fTERREFERENCE PAGE fM-7473 DEPDRL USE. 7777 Greenback Lane -sign valid far use cnly with Mifek connectors.This design is based only upon parameters shown,and a for on individual buildin component, suite tog 9 Y P P n P C"tiros rieighis,CA,95610 Applicability of—sign aaramenters and proper incorporation of component a responsibility of building designer-not buss designer.Bracing Shown is for lateral support of individual web members only.Addlfionol temporary bracing to insure stability during construction is the responsibfl6ty of the erector.Additional permanent bracing of the overall structure is the responsibility of the buildng designer.For general guidance regarding fabrication.qualify control,storage,delivery,erection and bracing,consult AN51/TPi3 Quality Criteria,DSB-69 and BCSII Building Component ETek� Safety Informolion avail able from Truss Plate Institute,583 D'Onoto Drive,Madison,WI 53719. Job Truss Truss Type Qty Pfy LA LAGUNA LARGE ROOF TRUSS R11627046 MASTERTR J2 ROOFTRUSS 2 1 ' 04f-0 0 0-0 Job Reference optional) JMW TRUSS,CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:45:45 2004 Page 1 1-3-0 -1-2-0 2-0-0 - 3-11-11 1-2-0 2-0-0 1-11-11 e=1:9.2 4.00 FTf- 2 • l ' 0- q 0 1-3-0 _ 2 0 3-11-11 2-0-0 1-11-11 LOADING (pso SPACING 2-0-0 CSI DEFL in floc) Ildefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.17 Vert(LL) -0.00 2 >999 M1120 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.04 Vert(TL) -0.02 1 >794 BCLL 0.0 Rep Stress Incr YES WB 0.00 HDrz(TL) -0.00 3 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/defl=360 Weight:10 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 2-0-0 oc purlins. BOT CHORD 2 X 4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. t REACTIONS (Iblsize) 3=102/Mechanical,2=220/0-3-8.4=1910-3-8 Max Horz 2=61(load case 4) Max Uplift 3=-57(load Case 6),2=-51(load case 3) Max Grav 3=102(load case 1),2=220(load case 1),4=39(load case 2) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=26 BOT CHORD 2-4=0 ' NOTES 1)Wind:ASCE 7-98 per UBC97/AN5195;85mph;h=25tt;TCDL=8.4psf;BCDL=6.0psf;occupancy category I; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads per Table No.16-B,UBC-97. 3) Refer to girders)for truss to truss connections. LOAD CASE(S) Standard OC"?'OFESS1pN �< w �P C 17180 z rn ' * EXP, 06/30/05 rs� crvt� �P cA+l���� March 17,2004 Him ® WARNIIYs3-1Terlfy design parameters nd READ NOTES ON TES AND IN=DED MITER REFERENCE PACE MN-7473 BEFORE USE, Suite 7777 Greenback Lane --0 Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Citrus Helghts,CA.95610 Applicability of design poramenten and proper incorpototion of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Addifional temporary bracing to insure stoblity during construction is the responsibillity,of the- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and tracing,consult ANSI/TPll Quality Crfteria,DSS-89 and BCSIt Building Component M iTekm Safety Inlormallon available from Truss Plate Institute.583 D'Onafrlo Drive,Madison,WI 53719, o Truss Truss Type Qty P y LAGUNA LARGE R F TRUSS R11627047 MASTERTR 12A' ROOF TRUSS 1 1 D-a-0 0-0-0 Job Reference(optional) JMW TRUSS,CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13;45A Page 1 1-3- 1-9-0 3-8-11 l 1-9-0 1-11-11 Scale=1:9.2 a 4.00[Tr o - 14 4 1 1-3-0 1_g-p 3-B-11 1_g-p 1-11-11 LOADING (ps1) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.00 1 >999 M1120 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.03 Vert(TL) -0.00 1 >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a BCDL 10.0 Code UBC97/All (Matrix) 1st LC LL Min Vdefl=360 Weight:S lb LUMBER BRACING TOP CHORD 2 X 4 DF No-2 TOP CHORD Sheathed or 2-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' REACTIONS (lb/size) 1=1 23/Mechanical,2=106/Mechanicai,3=17/0-3-8 Max Horz 1=55(load case 4) Max Uplift 1=24(load case 4),2=-55(load case 4) Max Grav 1=123(load case 1),2=106(load case 1),3=34(load case 2) FORCES (lb)-First Load Case Only TOP CHORD 1-2=29 BOT CHORD 1-3=0 ' NOTES 1)Wind:ASCE 7-98 per UBC97IANS195;85mpt1;h=25ft;TCDL=8.4psF BCDL=6.Opsf;occupancy category I; exposure C;partially,,MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. • 2)This truss has been designed for a 10.0 psf bottom chord 5ve load nonconcurrent with any other live loads per Table No.16-6,UBC-97. 3) Refer to girder(s)for truss to truss connections. 4) Refer to girders)for truss to truss connections. LOAD CASE(S) Standard �4QRpFESSfp,�,� A�p�, Fy � � c C 17180 x 1 * EXPI06/30/05 ST CJV OFCpj-W�� March 17,2004 WARNI]IrC•C jy design parameters arsd ucnn NOTES ON THIS AND lNCLI/AED MtTEK f2EF'ERENCE PAGE Md•'!<79 BE FORK USB" 7777 Greenhacl:Lane rr�� Des n vaiid tar use on with Mifek connectors.This des n is based and upon parameters shown,and a for an individrsd bulldin component, Surus1H ig y g Y P P n P Citrus Heights,CA,95610 Applicability Of design paramenters and proper incorporation of component is responsibility of building designer-not tN55 designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsiullity of the i erector.Additional permanent bracing of the overall structure is the responsibility of the lwllding designer.For general guidance regarcil M iTekm fob.ica -89 and BCSIS Building Component ilable lion,quality control,storage.delivery,erection and bracing,consult ANSI/TPiI Quality Criteria,bSB Sofety leformalron ava from Tens Plate institute,583 D'Onolrio Drive,Madison,WI 53719. Job Truss cuss Qty Ply P LA LAGUNA LARGEF TRUSS Type R11627048 MASTERTR J211 ROOF TRUSS 2 1 0-0-0 0-0-o Job Reference(optional) JMW TRUSS,CATHEDRAL CITY 5.000 s Jun 9 2003 Mi I ek Industries,Inc. Wed Mar 7 : 5:47 2004 Page 1 1-3-0 2-0-0 3-11-11 2-0-0 1-11-11 44 Scale=1:9.2 4.00 12 g D- 1-3-0 2-0.0 3-11-11 � 2-0-0 1-11-11 LOADING (psf) SPACING 2-0.0 CSI OEFL in (loc) 1ldefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.22 Vert(LL) -0.00 1 >999 M1120 220/195 T CDL 14.0 Lumber Ihcrease 1.25 BC 0.04 Vert(TL) -0.00 1-3 ' >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.0o 2 n/a BCDL 10.0 Code USC971ANS195 (Matrix) 1st LC LL Min i/defl=360 Welght:9 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.2 TOP CHORD Sheathed or 2-0-0 oc purlins. BOT CHORD 2 X 4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' REACTIONS (lb/size) 1=13310-3-8,2=114/Mechanical,3=1910-3-8 Max Harz 1=55(load case 4) Max Uplift 1=-27(load case 4),2=-57(load case 4) Max Grav 1=133(load case 1),2=114(load case 1).3=39(load case 2) FORCES (lb)-First Load Case Only TOP CHORD 1.2=30 BOTCHORD 1-3=0 ' NOTES 1) Wind:ASCE 7.98 per UBC97lANS195;85mph;f1=25ft;TCDL=8.4psf;BCDL=6.Opsf;occuparicy category I; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrentwilh any other live bads per Table No.16-B,UBC-97. 3) Refer to girder(s)for truss to truss connections. LOAD CASE(S) Standard ��Q�pFESS/D�q C 17180 ' yk EXR 06/30/05 cNX C1V11. OFCAUl 09- March 17,2004 '7:0 NAtiO-Verify design pararnete�a and RRAn NOTES ON THIS AND LYCLUDED MITEXREFERENCE PAGE MU41473 BEFORE USE. 7777 Greenback Lanaarcf for use only with MiTek canneclors.This design is based only upon parameters shown,and is for an individual building component. Suite"ability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer,Bracing shown Citrus Halghts,CA,95510 Iral support ot'rndividual web members only.Additional temporary bracing to insure stability during construction is the responsibility of theAdditional permanent bracing of the overall structure is the responsibility of the building designer.For genera!guidance regarding �/J,M on,quality control,storage,delivery,erection and tracing,consult ANSIIIIII Qualify Cdterio.0lB,l1 and ICBM Bunldinp Component MITek� formation available from Truss?fate Institute.583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS R11627049 1 MASTERTR 13 ROO TRUSS 2 a-o o 0-0-0 Job Reference(optional) JMW TRUSS,CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar it 13:45:48 2004 Page 1 t-11-0 2-C-0 5-1 1-11 3 1-2-0 2-0-0 3-11-11 4.00 4 ril- 2 ' 0- 4 -0 1-11-0 4 M1120 = 2-0-0 5-11-11 2_0-0 3-11.11 LOADING (pst) SPACING 2-0-0 CS1 DEFL in (loc) Udefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.46 1 Vert(LL) -0.00 2 >999 MI120 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.04 Vert(TL) 0.10 1 >147 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 nla BCDL 10.0 Code UBC971ANS195 (Matrix) 1 st LC LL Min Udefl=360 Weight;13 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.2 TOP CHORD Sheathed or 2-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=1661Mechanical,2=27603-8,4=1910-3-8 Max Horz 2=89(load case 4) Max Uplift 3=-87(load case 6),2=-60(ioad rase 3) Max Grav 3=166(load case 1),2=276(load case 1),4=39(load case 2) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=42 BOT CHORD 2-4=0 NOTES 1) Wind:ASCE 7.98 per UBC97/ANS195;BSmph;h=25ft;TCDL=8.4pst;BCDL=6.Opsf;occupancy category I; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. • 2) This truss has been designed for a 10A psf bottom chord live load nonconcurrent with any other live loads per ' Table No.16-B,UBC-97. 3) Refer to girder(s)for truss to truss connections. LOAD CASES) Standard oQRot:Essroti 0 ANC CIF CC C 17180 m ' * EXP. 06/30/05 61 CfVIt �P OF CAt-*��� March 17,2004 ® WARNING-Gerkf,�design parameters and REM NOTES ON THIS AND INCLUDED AUTEKREFERENCE PAGE AM-7473 EEFGRE USE, 7777 Greenback lane ——p Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individud building component. sulte 109 Applicobi of clay n oramenters and proper ink ration of com nent is res nsibi:i of builds deli ner-not truss designer.Bracing shown Citrus Heights.CA,95610 N 9 A Pr p oPo pis pis fY ng 9 9 n9 is for lateral support of individual web members any.Atl[Gtiond temporary broc'usg to insure slob<<ty during construction is the responsibilrity of the —tor.Addltiond permanent bracing of the overall sbucture is the responsibMly of the bkrldng designer.For general guidance regardng fc:xicafton,duality control,storage,delivery,erection and bracing,consult ANS11TPI1 Quality criteria,DSB-89 and 6CS11 Building Component M iTek� S ofety Inlormotion avolable from Truss Plate fnshtute,583 D'Onofno Drive,Madison.VA 53719. Job ITruss fuss ype city Ply GUNA LARGE ROOF TRUSS R71627050 MASTERTR 13A ROOF TRUSS f t Job Reference(optional) JMW TRUSS,CATHEDRAL CI 0 D_0 .000 s Jan 9 2G03 Mi-rek industries,Inc. Wed Mar 17 13: 5:49 2004 Page 1 1-51.0 1-9-0 5-8-11 2 1 9 3-11-11 Y Scale:l"=1' Id _ 4.00 r1F . 1 0-0-0 -0 1-11-0 2x4 M1120 1-9-0 3-11-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.47 Vert(Il -0.00 1 >999 M1120 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.03 Veff(rL) -0.00 1 >999 ll 0.0 Rep Stress Incr YES WB 0.00 Horz(rL) -0.00 2 nla BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Vdefl=360 Weight:11 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 2-0-0 oc purlins. BOT CHORD 2 X 4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=1 83/Mechanical,2=166/Mechanical,3=1 7/0-3-8 Max Horz 1=83(load case 4) Max Uplift 1=-45(load case 4),2=84(load case 4) Max Grav 1=183(load case 1),2=166(load case 1),3=34(load case 2) FORCES (lb)-First Load Case Only TOP CHORD 1-2=45 BOT CHORD 1-3=0 NOTES 1)Wind:ASCE 7-98 per UBC971ANS195:SSmph;h=25ft;TCDL=8.4psf;BCDL=6.Opsf;occupancy Category I; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. . 2)This truss has been designed fora 10.0 psf bottom chord rive load nonconcurrent with any other live loads per Table No.16-13,UBC-97. 3) Refer to girder(s)for truss to truss Connections. 4) Refer to girder(s)for truss to truss connections. LOAD CASE(S) Standard �pFtdFE$S/py �CAN� qlF w �� F,ptic • 1'r't - C 17180 SO ' * EXP.06/30/05 , it s civil. \It! March 17,2004 A WAkNING,Verify 4—fg.parumeters ar d READ NOTES ON TBIS AND DVCLuntD MPIEs REFERENCE PAGE MR-7473 BEFORE USE. 7777 Greenback Lane ��m Design valid for use only with Milek connectors.This design based on v n rameters shown,and is far an indlviduai building component. Suite 109 g y g 4y po pa 9 p. Citrus Heights,CA,95610� Applicabili y of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.6raning shown is for lateral support of individual web members only,Additional temporary bracing to insure stability during conslruciion is the responsibiPily of tho erector.Additional permanent bracing of the overall shucture is the responsibility of the building designer.For general guidance regarding fabrication,quality conhd,storage.delivery,erection and bracing,consult ANSI/rpll Quality Criteria,DSB-69 and BCS11 Building Component M iTek� safety information available from Truss Plate Inst1lute.W D'Onofric Drive,Madison,4 53719. Job russ Truss Type Qty y lA t AGUNA LARGE ROOF TRUSS R11627051 MASTERTR J3B ROOFTRUSS 2 1 A 0-0-0 Job Reference(optional JMW TRUSS,CATHEDRAL CITY 5.000 s Jun 9 03 MiTek Industries,Inc. Wed Mar 17 13:45:50 M04 Page 1 1-1 -0 2-0-0 511-11 2-D-D 3-11-11 2 Scale:1"=1' 4.00 12 L 0- -0 1-11-0 2x4 MII20 - 2-0A 2-0-0 3.11-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Ii PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.00 1 >999 M1120 220l195 TCDL 14.0 Lumber Increase 1,25 BC li Verl -0.00 1-3 >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a BCDL 10.0 Code UBC971ANS195 (Matrix) 1st LC LL Min Vdefl=360 Weight:11 Ib LUMBER BRACING TOP CHORD 2 X 4 pF No.2 TOP CHORD Sheathed or 2-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Iblsize) 1=19310-3-8,2=174/Mechanical,3=1910-3-8 Max Harz 1=83(load case 4) Max Uplift 1=-47(load case 4),2=-87(load case 4) Max Grail 1=1930oad case 1),2=174(load case 1),3=39(load case 2) FORCES (Ib)-First Load Case Only TOPCHORD 1-2=45 BOTCHORD 1-3=0 ' NOTES 1) Wind:ASCE 7-98 per UBC97/ANS195;85mph;h=25ft;TCDL=8.4psf;BCDL=6.Opsf;occupancy category I; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. . 2)This truss has been designed for a 10.0 psf bottom chord fare load nonconcurrent with any other live loads per Table No.16-B,UBC-97. 3) Refer to girder(s)for truss to truss connections. LOAD CASE(S) Standard 4Q�QFESS/ rn C 17180 EXP, 06/30/05 civil'. �P OFCAil\� March 17,2004 LVAIrMNG-Ve design pan -t—and READ NOTES oN TXIB AND INCLUDED MIT•EK REFEPONCE PAGE MB-7473 BFJDAM USE• 7771 Greenback Lane ��m Suite 109 Design valid for use only with MiTek connectors.This design i5 based only upon parameters shown,and is for an individual building component Citrus Heights,CA 9M'o Applicability of design parameniers and proper incorporation of component isresporrsibility of building designer-not buss designee Bracing shown a for loferal support of individual web members only.Additional temporary bracing to insure stab[Jily during construction is the responsibillity of the erector. Additional permanent bracing of the cveroll structure is the responsibility of the building designer.For general guidance regarding rotxicalion,quality control,storage,delivery,erection and bracing,consult ANSI/rPl1 Quality Cri lo"DSE-69 and tIC511 Building Component M iTek� Safety Information available from Truss Plate Institute,$$3 D'Onotrio Drive.Modison,WI 53719. Job cuss Truss Type Oty ly LA UNA LARGE ROOF TRUSS R11627052 MASTERTR J4 ROOFTRUSS 3 1 Job Reference(optional) JMW TRUSS,CATHEDOX CITY 0 7-0 5• s Jun 9 20 l ek Industries, nc. Wed Mar 17 13:45:51 2004 Page 1 -1-2-0 1-11-11 "_0 1-2-0 1-11-11 B 0-5 Scale=1:15.1 4.00 12 3 1 2 ,5 4 . 2x4 M1120 = 0_40 0-0-0 0-0-0 0-7-0 - 1 -11 -0'0 { 0-6-0 1-5-5 6 -11 -0.5 LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) Ildefl PLATES GRfP TCLL 16.0 Plates Increase 1.25 TC 0.10 Verl(LL) -0.03 2-4 >999 M1120 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.35 Verl(TL) -0.22 2-4 >418 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 nla BCDL 10.0 Code UBC971ANS195 (Matrix) 1st LC LL Min Ildefl=360 Weight;15 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 1-11-11 oc purlins. BOT CHORD 2 X 4 OF No.2 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' REACTIONS (lb/size) 3=331Mechanical,2=234/0-3-8,2=23410-3-8,4=78/Mechanical Max Horz 2=380oad case 3) Max Uplift 3=-30(load case 6),2=-120oad case 3) Max Grav 3=33(load case 1),2=234(load case 1).2=234(load case 1),4=83(load case 2) FORCES ((b)-First Load Case Only TOP CHORD 1-2=22,2-3=-27 BOT CHORD 2-5=0,4-5=0 NOTES 1) Wind:ASCE 7-98 per UBC971ANS195;85mph;h=25ft;TCDL=8.4psf;BCDL=6.Opsf;occupancy category I; exposure C;partially,MWFRS gable and zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. • 2)This truss has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live loads per Table No.16-13,UBC-97. 3) Refer to girder(s)for truss to truss connections. 4) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2, LOAD CASE(S) Standard �OQRpFESS/pNq An►o C 17180 In * EXP.06130105 s� CIVIC- �14t7o,lrc Fa�� March 17,2004 WARNING�Verify design parameters and READ NOTES ON TJM AND MCLVDED AUFEK REFEREMr PAGE 167I-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Wick connectors.This design is based only upon parameters shown,and is for an individual building component. Suite lu g Applicability of design pornmenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights.CA,95610 � Is for lateral support of individual web members only.Additional temporary bracing to trssune slobility during construction is the responsibillity of the erector.Additional permanent bracing of the overall strUclure is the responsbility of the building designer.For general guidance regarding fabrication.quality control storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-39 and 11CS11 Building Component IT@k� Safety Infoarra%en available from Truss Plate Institute,583 UOnofdo Drive,Mod WI ison. 53719. 1 JJobTruss Tuss Type Qty Ply LA 1 AGU GOFTRUSS R11627053 MASTERTR J411 ROOFTRUSS 2 1 Job Reference o tional) W TRUSS,CATHEDRAL CITY 5.000 s Ur1 9 2003 MiTek Industries,Inc. Wed - 13:45:52 2004 Page 1 0-0-0 2-11-11 -1-2-0 1-11-11 4-0-0 1-2-0 1-11-11 3 2-0-5 4.00 12 Scale=1:16.5 3X4 MII20 II 2 N • . LiIo o_0 o 04 A 1-11 4 3x4 MII20 II 1-11-11 4-0-0 1-11-11 2.0-5 LOADING (psf) SPACING 2-0-0 CS1 DEFL in (roc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.41 Vert(LL) 0.01 4-5 >999 M1120 1851148 TCDL 14.0 Lumber Increase 1.25 BC 0.16 Vert(TL) -0.01 4-5 >999 HCL.L 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.06 3 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min Vdefl=360 Weight:13 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 1-11-11 oc puriins, except end verticals. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G REACTIONS Qbfsize) 3=30/Mechanical,5=200/0-3-8,4=34/Mechanical Max Horz 5=103(load case 5) Max Uplift 3=-68(load case 6),5=7(load case 3),4---1(load case 5) Max Grav 3=30(load case 1),5=200(load case 1),4=42(load case 2) FORCES (lb)•First Load Case Only TOP CHORD 1-2=26,2-3=25,2-5=-159 BOT CHORD 5-6=0,4-6=0 NOTES 1)Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25ft;TCDL=8.4psf,BCDL=6.Opsf;occupancy category I; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right • exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-B,UBC-97. 3)A plate rating reduction of 20%has been applied for the green lumber members. 4)Refer to girder(s)for truss to truss connections. ��QFESSIpN LOAD CASE(S) standard R1uQ��F�c to C 17180 * EXP. 06130105 � gTF(0)F CAlil�R March 17,2004 7Applic7ablflty MNG-7er7Jy design parameters and RE1D NOTES ON THIS AND f V=ZD MITER RIMERENCE PAGE MU-7473 BEFORE USE. 7777 GreenbnCk Lanlid for use onl wish M7ek connectors,This desi n is based onl u on arameters shown,and 6 for on individuot buldin com onent. sae M1 09Y 9 Y P P g P Citrus Helyhts,CA,956M10 � llity of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shownral support of individual web members only.Additional temporary bracing to insure stability during construction a the responsibllity of the Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regardingn.qualitycontrol,storage,delivery,erection and txocing,consult ANSI/TPlt Qvality Criteria,D56-89and BC5lf Building ComponentMiTek_;.a5on avoloWa from Truss Plate Institute,583 D'OnofAo Drive,Motl'oon,W!53719. Job Truss Truss Type Oty Pfy LA LAGU A LARGE ROOF TRUSS R11fi27054 MASTERTR J5 ROOF TRUSS 3 1 Job Reference(optional JMW TRUSS,CATHEDRAI-Cl 5.000 s Jun 9 2003 MTek Industries,Inc. Wed Mar 17 13:45:53 2004 Page 1 1-3-0 -1-2-0 3-11-11 B-0-0 -I 1-2-0 3-11-1 1 4-0-5 Scale 1:15.1 3 4.00 FlF 2 • 5 4 2x4 M1120 - 0-0-0 0-0-0 1-3-0 0-&-0 3-11-51 B-0-0 0-6-0 3-5-11 4-0-5 LOADING (psf) SPACING 2-0-0 CSl DEFL in (loc) Udefl PLATES GRIP TCLL 16.0 Plates Increase 1-25 TC 0.19 Vert(LL) -0.09 24 >999 M1120 220/195 TCDL 14.0 Lumber increase 1-25 BC 0.46 Vert(TL) -0.28 24 >334 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Udefl=360 Weight:18lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD RD Sheathed or 3-11-11 oc puriins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=95/Mechanical,2=28410-3-8,4=77/Mechanical Max Horz 2=61(load case 4) Max Uplift 3=-56(load case 6),2=20(load case 3) Max Grav 3=95(toad case 1),2=284(load Case 1),4=96(load case 2) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2.3=24 BOT CHORD 2-5=0,4-5=0 NOTES 1)Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25ft;TCDL=8.4psi;BCDL=6.0psf;occupancy category I; exposure C;partially;MW FRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. . 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-B,UBC97. 3) Refer to girder(s)for truss to truss connections. 4) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. LOAD CASE(S) standard QQRQFESS/ON AN� C 17180 z * EXP, 06/30105 sP CIV(+- gTFOFCAt-iFQ� March 17,2004 WARNING-Verify design parameters and READ NOTES ON 77M AND INCLUDED JUTES REFERENCE PAGE IW--7473 BEFORE USE. 77TT Creenboek Lane --la Design volid for use only yr h Mi1ek cornerors.This design is based only upon parameters shown,and a for an individual building component. Sure 1 Applicability of design parcmenters and proper incorporoton of component is responsfb ity of building designer-not truss designer.Bracing shown Citrus Heights,s,CA 95610 inils for Ioleral support of'vsdniduol web members orgy.Additional temporary bracing to insure stab:ity during construction a the responsibility of the erector.Addtiond permanent bracing of the overall structure is the responsibuty of the building designer.For general guidance regardxtg fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIt Quality Cdleria,bSB-B9 and BCSII Building Component M iTekdo Sdety Information avaloble from Truss Plate Institule,SM D'Onoido Drive,Madison.WI 53719. Job russ Truss Fype ty Ply LA GUNA t ARGE OOrTRUSS R11627055 MASTERTR 15H ROOFTRUSS 2 1 Job Reference(optional) SS,CATHED—JPNMU lTY 0 0-0 5.0 s Jun 9 2 0-0-0 MiTek Industries,Inc, Mar 17 13:45:54 M04Page 1 -1-2-0 3-11-11 _____4-tO 3-11-11 3 0 -5 4.00 12 Scale=1:14.5 ' 3x4 M120 II 2 3-7-11 0 4 0.0-0 3xi M1120 II 3-11-11 4 J-0 3-11-11 0-0-5 LOADING (psf) SPACING 2-0-0 CS? DEFL in (lac) Udell PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.66 Vert(LL) 0.02 4-5 >999 M1120 1851148 TCDL 14.0 Lumber Increase 1.26 BC 0.26 Vert(TL) 0.02 4-5 >999 BULL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.12 3 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) list LC LL Min Well=360 Weight:15 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 3-11-11 oc purlins, except end verticals. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G REACTIONS (lb/size) 3=95/Mechanical,5=244/0-3-8,4-3B/Mechanical Max Holz 5=125(load case 4) Max Uplift 3=79(Ioad case 6),5=-9(load case 3),4=-15(load case 4) Max Grav 3=95(load case 1),5=244(load case 1),4=71(load case 2) FORCES (lb)-First Load Case Only TOP CHORD 1-2=26,2-3=23,2-5=-208 BOT CHORD 4-5=0 1 NOTES 1)Wind:ASCE 7-98 per USC97/ANS[95;85mph;h=25ft;TCDL=8.4psF BCDL=6.0psf;occupancy category 1; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right • exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord We load norlconcurrent with any other live loads per Table No,16-B,UBC-97. 3) A plate rating reduction of 20%has been applied for the green lumber members. 4) Refer to girder(s)for truss to truss connections. ES S1 LOAD CASE(S) Standard �c����( t✓ A < CK C 171$0 * EXP. 06130/05 ,k C10- ly�P March 17,2004 ® WARhZ9G-Vm-(fy design parameters and READ NOTES ON TMS AND DI/CLUDED AUTEK REFERENCE PAGE AM 7473 BEFORE USE. 7777 Greenbacn La- —�� Design valid for use only with MTek connectors.This design IS based only span parameters shown,and is for on individual builtling component. suAe 109 Applicobifify of design poramenters and proper incorporation of component a respormbiltry of building designer-not truss designer.Brocing shown CiWs Height,CA 9561 0 M. is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the resporsibillity,of the erector.Additiono permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TPH Quality ClDSO-49 and BCSI1 Building Component MOW] safely Information ovgllabfe from Truss Plate Institutt,583 D'Onofrio Drive.Mockson,WI 53719. Job Truss Truss Type Qty Ply LA IAGUNA LARGE ROO TRUSS R11627056 ' MASTERTR 16 ROOFTRUSS 3 1 Job Reference(optional) JMW TRUSS,CATHEDRAL CO5.000 s Jun 9 2003 MTek Industries,_Inc. Wed Mar 17 13:45:55 2004 Page 1 1-11-0 5-11-11 1-2-0 5-11-11 2-0-5 Scale=1:15 3 .1 4.00 12 IN • S 4 - 1-11-0 0-6-0 5-11-11 2-0 0_6-0 rr5-11 2-0-55 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) l/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0,43 Vert(LL) -0.16 2-4 >578 M1120 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.56 Vert(TL) -0.35 24 >268 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code UBC971ANS195 (Matrix) 1st LC LL Min 11de0=360 Weight:21 lb LUMBER BRACING TOP CHORD 2 X4 DF No.2 TOP CHORD Sheathed or 5-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' REACTIONS (lb/size) 3=161/Mechanical,2=339/0-3-8,4=77/Mechanical Max Herz 2=89(load case 4) Max Upift 3=-86(load case 6),2=29(load case 3) Max Grav 3=161(toad case 1),2=339(load case 1),4=121(load case 2) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=42 BOT CHORD 2-5=0,4-5=0 ' NOTES 1) Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25ft;TCDL=8.4psf;BCDL=6.0psf;occupancy category I; exposure Q partially,MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOE=1.33. • 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per ' Table No.16-B,UBC-97. 3)Refer to girder(s)for truss to truss connections. 4)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. LOAD CASE(S) Standard OQiy0FESS1 AN� • thin CC C17180 z ' * EXP. 06130/05 �TFQFCAOW�Ci March 17,2004 tIIARNBI'G-Ve+i(y design parumerers anA READ NOZFS ON 7'rlM dNlT INCWDED ffiTEK REF Rar'W+`a PAGE ffir7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors.This design is based only upon parameters shown.and's for an individual beildvr9 component. Sure 104 Citrus Heights,CA 95610 181 Applicability of design poramentea and proper incorporation of Compdnent is responsibility of building designer-not toss designer.Bracing shown is for lateral support of individual web members only.Add'lional temporary bracing to Insure stability during construction is the responsibility of the erector.Additional permonert bracing of the overall structure is the responsib3ity of the building designer.For general guidance regarding fabrication,quality Controf,storage,delivery.erecflon and bracing,Consult ANSIITP11 Quality Criteria,DSS-89 and BCS11 Building Component MOW Safety Information ovaloble from buss Plate Institute,583 D'Onofrio Drive,Madman.h153719. Job Truss Truss Type Oty Ply LA LAGUNA LARGE ROOF TRUSS R11627057 MASTERTR J7 ROOF TRUSS 3 1 Job Reference(optional) JMW TRUSS,CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:45:56 2004 Page 1 2-7-0 -1-2-0- 7-11-11 8- -0 . 1-2.0 7-11-11 3 -5 ' 4.00 12 . m A 4 N 2 4 0- 0-0-0 2A M1120 — 2-7-0 0-6.0 7-10A 7-11-11 0-6-0 7-4A 0-1-7 LOADING (psf) SPACING 2-0-0 CSI DEFL in (too) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.84 Vert(LL) -0.19 2A >499 M1120 220/196 TCDL 14.0 Lumber Increase 1,25 BC it Vert(fL) -0.37 2-4 >254 BCLL 0.0 Rep Stress[nor YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code UBC971ANSI95 (Matrix) 1st LC LL Min 1/defl=360 Weight:24 lb LUMBER BRACING TOP CHORD. 2 X 4 DF Nd.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 ac bracing. REACTIONS (lb/size) 3=223/Mechanical,2=396/0-3-8,4=77/Mechanical Max Harz 2=117(load case 4) Max Uplift 3=-116(load case 6),2=-39(load case 3) Max Grav 3=223(load case 1),2=396(load case 1).4=154(load case 2) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=58 BOT CHORD 24=0 NOTES 1) Wind:ASCE 7-98 per UBC971ANS195;85mph;h=25ft;TCDL=8.4Qsf;BCDL=fi.OQsf;occupancy category I; exposure C;padiall)rMWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. • 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-B,UBC-97. 3) Refer to girders)for truss to truss connections. 4) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. LOAD CASE(S) Standard �,9,OFESS/C C 17180 * EXR 06/30/05 OFCAI-W March 17,2004 7'�'pplicabilhty MI NING-7erffy design p ramrfera and READ NOTES ON THIS AND DVCLUDED WTE4REFERENCZ PAGE MU-7473 BEFORE USE. 7777 Greenback Lane41" alid for use onlywifh MSek connectors.This design is based only upon parameters shown,and is for on individual buiding component. _ SuRe 709 of desi n aromenters and ro er into oration of cem orient is re5 onsibili of buildin des! ner-not truss desi ner,Bracin shownCiWs Heights,CA,95610 9 P proper rP P P ty 9 g 9 9 is for lateral svpposl of rdividud web members only.Adddlonal temporary brocing to insure stabl%during construction Is the responsits of the erector.Additional permanent bracing of the overeli structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and tracing,consult ANS1/TPi1 quality Criteria,TSB-99 and BCSII Building Component M iTekm Safety Information available from Truss Plate Institute,583 D'Onatno Drive.Madison,WI 53719. Job russ Truss Type ty P!y LA UIGUNA LARGE ROOF TRUSS R11627058 MASTERTR J7B ROOF TRUSS 1 1 Job Reference(optional} JMW TRUSS,CATHED CITY 6.000 s Jun 9 2003 MiTek Industries,Inc. We Mar 17 : 5:56 2004 2 9.1 7-11-11 a -0 7-11-11 2 5 sraia 3/4•=1' ' 4.00(i'F o t ' 3 0 0-0-0 2x4 M1120 2-7-0 0-6-0 7-104 7-1141 0-6-0 7_4 0-1-7 LOADING (psf) SPACING 2-0-0 CSI OEFL in (loc) I/deft PLATES GRIP ' TCLL 16.0 Plates Increase 1.25 TC 0.89 Verl(LL) -0.19 1-3 >499 M1120 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.37 1-3 >250 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a BCDL 10.0 Code UBC971ANS195 (Matrix) 1st LC LL Min Udell=360 Weight:22 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 7-11-11 oc purlins. BOT CHORD 2 X 4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=30810-3-8,2=230/Mechanica1,3=77/Mechan-Ical Max Harz 1=111(load case 4) Max Uplift 1=-31(load case 4),2=-115(load case 4) Max Grav 1=308(load case 1),2=230(load case 1),3=154(load case 2) FORCES (lb)-First Load Case Only TOP CHORD 1-2=60 BOT CHORD 1-3=0 NOTES 1)Wind:ASCE 7-98 per UBC97/ANS195;85rrlph;h=25R;TCDL=8.4psf,'BCDL=6.0psf;occupancy category I; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed:end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. • 2)This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads per ' Table No.16-B,UBC-97. 3) Refer to girder(s)for truss to truss connections. 4) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)1. LOAD CASE(S) Standard �OP�Q Ess/049 C17180 ' * EXR 08/30/05 cSJ C1Vi1 'NQ- �rFOF GAi_1Fd� March 17,2004 ® WARNING-9e'fy design parameters—d READ NOTES ON THIS ANP INCUMED AQTEB REFERENCE PAGE R19.7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Mrek connectors.This design is bused only upon parameters shown,and is for on individual building component. Suite 169 Applicability of design paromenters and proper incorporation of component is responsibillty of building designer-not truss designer.Bracing shown CRrus Heigh Ls,CA,95610 is for lateral support of individual web members only.Additional temporary brocing to insure stability during construction Is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storoge,delivery,erection and bracing,consult ANSI/TPII Quality Crileria,DSI.99 and BCSII Building Component M iTek� Safety Information c�oaable from Truss Plate Institute,583 Uonofrio Drive,Madison,WI 53779. Job Truss Truss Type Qty y LA LAGUNA LARGE F TRUSS R11627059 ' MASTERTR JS ROOFTRUSS 3 1 Job Reference(optional JMW TRUSS,CATHEDRAL Ca 0 5. 0 s Jun 9 2003 MiTe n ustr es,Inc. Wed Mar 17 :57 2004 Page 1 -1-2-0 8-0-0 9-11-11 1-2-0 8 0 1-11-11 a s o 3 111ddJ ' 4.00 • 2 5 0-0-0 3-3-0 W WOO - 0-6-0 8-0-0 9-11-11 0-66-0 7-6-0 1-11-11 LOADING (psf) SPACING 24)4 CSI DEFL in (foe) Ildefl PLATES GRIP TOLL 16.0 Plates Increase 1.25 TC 0.84 Vert(LL) -0.19 2-5 >499 M1120 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.60 Vett(TL) -0.37 2-5 >250 BCLL 0.0 Rep Stress Incr YES WB 0.00 HOrz(TL) -0.00 4 nla BCDI_ 10.0 Code UBC971ANSI95 (Matrix) 1st LC LL Min Ildefl=360 Weight:27 lb 44 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins- BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=591Mechanical,2=397/0-3-8,5=771Mechanlcal,3=283IMechanical Max Horz 2=145(load case 4) Max Uplift 4=-29(load case 4),2=-32(load case 3),3=146(load case 6} Max Grav 4=59(lead case 1),2=397(load case 1),5=154(bad case 2),3 283(10 case 1) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=58,3-4=15 BOT CHORD 2-5=0 ' NOTES 1)Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25ft;TCDL=8.4psf;BCDL=6.Opsf;occupancy category 1; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. • 2)This miss has been designed for a 10.0 psf bottom chord live load rionconcurrent with any other live bads per Table No.16-B,UBC-97. 3) Refer to girder(s)for truss to truss connections. 4) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. LOAD CASE(S) Standard �oQR�FESSIQN'QC • a C 17180 x rn ' * EXP. 06130/05 k ST C)Vi1- FCA�I��� March 17,2004 ® WARNING-Verify design parameters and READ NOTEN ON THIS AND INCLUDED MITFK REFERENCE PAGE AW,7473 BEFORE USE. 7777 Greenback Lane r_r_rp 09 Design volid for use ord with MliTek connectors.This desi n is based only upon parameters shown,and is for an individual building component. Suite He fl y g y p par 9 A CArus Heights,CA,95610 ME Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for Ioteral support of individual web members only.Additional temporary bracing to Tmure stability during construction is the responsibillity of the erector.Addifionot permanent bracing of the overoB structure is the responsibility of the building designer,For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,Consult ANS117Pn Quality Criteria.DSB-89 and BCSI1 Building Component M iTek® Safety Information available from Truss Plate Institute,583 D'Onot4o Drive,Madison.N 53719. Job Truss Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS R11627060 MASTERTR 1611 ROOF TRUSS 1 1 Job Reference optional} JM TRUSS,CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed 17 13:45:58 2004 Pag 0-0-0 8-0-0 9-11-11 8-0-0 1-11-11 3 ascots=1 a8.9 g 2 1 4.00 1z • t a 9-0-0 3-3-0 2x4 tkka - — 0-6-0 6- -0 9-11-11 �— C-fi-O 7-66-0 1-11-11 LOADING (psf) SPACING 2-0-0 CSI DEFT_ in (loc) I/deft PLATES GRIP ' TCLL 16.0 Plates Increase 1.25 TC 0.90 Vert(LL) -0.19 1-4 >499 M1120 220/195 TCDL 14.0 Lumber Increase 1.26 BC 0.60 Vert(TL) -0.37 1-4 >250 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Vdefl=360 Weight:25 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 8-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=30810-3-8,3=59/Mechanical,4=77/Mechanical,2=290/Mechanical Max Herz 1=138(load case 4) Max Uplift 1=22(load case 4),3=-29(load case 4),2=-145(lead case 4) Max Grav 1=308(load Case 1),3=59(load case 1),4=154(load case 2),2=290(load case 1) FORCES (lb)-First Load Case Only TOP CHORD 1-2=60,2-3=15 BOT CI IORD 1-4=0 ' NOTES 1) Wind:ASCE 7-98 per UBC97/ANS195;85mph;h=25ft;TCDL=8.4psf;BCDL=6.0psf;occupancy category I;; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. . 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No,16-B,UBC-97. 3) Refer to girder(s)for truss to truss connections. 4) Beveled plate or shim required to provide full bearing surface with truss chord at joints)1. LOAD CASE(S) Standard �OQ�3FESS/(j� C.AIUp �` C 17180 T * EXP 06/30/05 q OFCAO March 17,2004 , WARNING-Verify desiya parameters and READ NOTES ON TIHS AND INCLUDED MITE%REFERENCE PAGE XU441r3 AE'FORE USE. 7777 Greenback Lane Design valid for use onlywith M7ek connectors.This design isbased only upon parameters shown,and is for an individual building component. Suite 1 09 Applicability of design poromenfers and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heil CA,9561D � Is for laferal support of individual web members only.Additional temporary bracing to insure stability during construcfien is the responsibillity of the erector.Additional permanent bracing of the overall structure is the respensiolity of the building designer.For general guidance regarding lobncation,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Ctiferla,DSB-89 and BCSI)Building Component m Safety Information avaloble from Truss Plate Institute.583 D'Onafrio Drive,Mad 'T�B/ Madison,wl 53719. 1 k Job Truss Truss Type ty y LA LAGUNA LARGE ROOF TRUSS R11627061 ' MASTERTR J9 ROOFTRUSS 4 1 Job Reference(optional) JMW TRUSS,CAo o-0DRAL CITY 5.000 s Jun 9 200 i e n ustnes0-0-0 Wed Mar 17 13.45:59 2004 Page 1 3-1 -12-0 8-0-0 I 11-11-11 1-2-0 8-" 3-11-11 4 Scal aa.o 4.00 rM 3 4 1 2 5 0-044 M1120 = 0-0-0 B 0 11-11-11 , 6_0_0 3-11-11 Pl3te Offsets(X,Y): f2: 0,0-0-0) ' LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) Il PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.54 Vert(LL) -0.19 2-5 >499 M1120 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.37 2-5 >250 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a BCDL 10.0 Code UBC971ANS195 (Matrix) 1st LC LL Min Vdet1=360 Weight:30 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' REACTIONS (lb/size) 4=119/Mechanical,2=397/0-3-8,5=77/Mechanical,3=3431Mechanical Max Horz 2=173(load case 4) Max Uplift 4=-59(load case 4),2=25(load case 3),3=-176(load case 6) Max Grav 4=119(load case 1),2=397(load case 1),5=154(load case 2),3=343(load case 1) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=58,3-4=30 ' BO"i CHORD 2-5-0 NOTES 1)Wind:ASCE 7-98 per USC97//WSI95;85mph;h=25ft;TCDL=8.4psF,BCDL=6.Opsf;occupancy category I; exposure C;pardally,MWFRS gable end zone;cantilever left and right exposed;end verfical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-B,UBC-97. 3) Refer to girder(s)for truss to truss connections. LOAD CASE'S) Standard QQ�OFESSIQN ANC `, C 17180 ' EXP. 06/30/05CIVIL ,t OFCAl��� March 17,2004 ® WARNING- r 4erijy design QanRmetcrs and READ NOTES ON THIS AND INCLUDED M 7777 Geenback Lane MITER REFERENCE PAGE MII•7473 BEFORE USE. Design void for use onlyvdth MTek connectors.This design is basedonly upon parameters shown,and isfor an individual building component. Suile 109 A licabili of desi n aromenters and ro er inco ration of com or ent is res•onsdlli of buildin desi ner-not truss des' ner.Bract shown Citrus Heights,CA,95610 � PP l 9 P P p rpo P F h g g � n9 ¢for lateral support of individual web members only.Additional temporary bracing to insure stability,during construction is the responsibilfity of the erector.Additional permanent bracing of the overall Stl is the responsfbifity of the building designer.For general guidance regarding fabrication,quolity control,stor0ge,delivery,erection and bracing,consult ANSIMI Qualify CrAaAa,DS8-89 and BCSII Building Component M ITek� Safety Information ovoiloble from Truss Plate Institute,583 D'Onotdo Drive,Madison,WI 53719. Job Truss Truss Type Oty Ply LA LAGUNA LARGE ROOF TRUSS R11627062 ' MASTERTR J98 ROOF TRUSS 1 1 Job Reference(optional) JMW TRUOSOS-0CATi1EDRA-L CITY 5.000 s Jun 9 2003 MiTek Inda�s,Inc. Wed Mar 17 13:46:00 2004 Page 1 6-D-0 11-11-i 1 $_0� 3-11-11 3 e=1:21.9 ' 4.D0 r1'F 2 A • 1 I 4 2-7-1 3-11-0 0-0;(y4 M1120 - 0-0-0 8-0-0 11-11-i1 8.0_0 3-11-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl PLATES GRIP ' TCLL 16.0 Plates Increase 1.25 TC 0.90 Vert(LL) -0.19 1-4 >499 MII20 2201195 TCDL 14.0 LL,:mber Increase 1.25 BC 0.60 Vert(TL) -0.37 1-4 >250 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n1a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st I.C.LL Min Udefl=360 Weight:28 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.2 TOP CHORD Sheathed or 8-0-0 oc purlins. BOT CHORD 2 X 4 OF No.2 BOT CHORD Rlgld ceiling directly applied or 10-0-0 oc bracing. ' REACTIONS (Iblsize) 1=30810-3-8,3=1 19/Mechanical,4=77/Mechanical,2=350/Mechanical Max Horz 1=166(ioad case 4) Max Uplift 1=-12(load case 4),3=-59(load case 4),2=-175((oad case 4) Max Grav 1=308(load case 1),3=119(load case 1),4=154(load case 2),2=350(load case 1) FORCES (lb)-First Load Case Only TOP CHORD 1-2=60,2-3=30 BOT CHORD 1-4=0 ' NOTES 1)Wind:ASCE 7-98 per UBC971ANS195;85mph;h=25ft;TCDL=8.4psf;BCDL=6.Opsf;occupancy category I; exposure C;partially:MWFRS gable end zone;cantilever left and right exposed:end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.girder(s) Uor truss 3) Refer to girders)for truss to truss connections. LOAD CASES) Standard �OQ(�OFESS/pN'4! • m a C17180 z T. yt<. EXR 06/30/05 cf'J C1V11. N March 17,2004 ® CVARNING-Uer{fy d-1gn parnmet—a f READ NOTES ON TMS AND rNClUDED MUTES RF.FERMWZ PAGE HE-7473 EEFORE USG 7777 Greenback Lana og Design valid for use only with tATek connectors.This design a based only upon poromPters shown,and is for on indrviduot b u2arng component. sulfa He Applicability of de n aromenters and o r Unto c^on of component s res nvbil of building designer-not buss designer.Bracing shown Citrus Heights,C0.956t018 Appl N design P Pr pa rpor P Po ty 99 n9 is far lateral support of individual web members only.Addifionaftemporary bracing to insure stability during construction is the responsibilllly of the erector.Additioral permanent bracing of the overall structure is the responsibility of f he building designer.For general guidance regarding a fabscdiion,cfuofity control,storage,delivery,erection and bracing,consult AMsI/TPI1 qualify Criteria,DSB-B9 and BC511 Budding Component M iTek� Safety INonnoliert ova3able from Truss Plate Institute.553 D'Onatrio Dive,Madson,Vd 53719. Job Truss Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS R11627063 MASTERTR JM22 ROOF TRUSS 1 i ' Job Reference(optional) JM'e"J TRUSS,CATHEDRAL CITY 5.000 s Jun 9 2003 MiT I ustries,Inc. Wed 13:46:01 2004 Page 1 a-0-0 0-0-0 -1-2-0 4-" 5-8-15 1-2-0 4-0-0 1-6-15 Scala=1:21.9 4.00 12 3 ' 3x5 M1120 11 2 t 1 � • Li 3-7-12 4-3-11 0- 50-0-0 31 MII20 II 4-0-0 5-11 12 4-0-0 1-1 1-12 LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.81 Vert(LL) 0.03 5-6 >999 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.33 Vert(TL) 0.02 5-6 >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.15 4 n/a BCDL 10.0 Code UBC97/ANS]95 (Matrix) 1st LC LL Min I/deft=360 Weight:18 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 4-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WFF3S 2 X 4 HF Stud/Std G REACTIONS (Ib/size) 4=59/Mechanical,6=245/0-3-8,5=381Mechanical,3=155/Mechanical Max Horz 6=153(load case 4) Max Uplift 4=-29(load case 4),5--24(foad case 4),3=-118(load case 6) Max Grav 4=59(toad case 1),6=245(load case 1),5=72(load case 2),3=155(load case 1) FORCES (lb)-First Load Case Only TOP CHORD 1-2=26,2-3=23,3-4=15,2-6=-209 BOT CHORD 5-6=0 ' NOTES 1) Wind:ASCE 7-98 per UBC97/ANS195;85mph;h=25ft;TCDL=8.4psf,BCDL=6.0psf;occupancy category I; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads per Table No.16-8,UBC-97. 3)A plate rating reduction of 20%has been applied for the green lumber members. 4) Refer to girder(s)for truss to truss connections,LOAD CASE(S) Standard C 17180 * EXR 06/30/05 cS'J CIVIL �P March 17,2004 Law ® W7avaiylollt. -Vestry design panxmeters and READ.NOTES ON TMS AND INCLUDED anTEH REFERENCE PAGE MU-7473 BEFORE USE. 7777 Greenback Lane t)esigr use only with MiTet:connectors.This design is based only upon parameters shown,and is for on individual building component. Suite 109 _ 41 Applic design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 � is for 1port of individual web mernbers only.Additional temporary bracing to insure stability during construction is the responsibillity of the erectorrol pennanant bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabricality control,storage,delivery,erection and bracing.consult ANSfITPll Quality Criteria,MB-69 and BC511 Building Component Safetyion avpilable from Truss Plate Institute,583 D'OnoUo Drive.Madison.WI 53719. e .1 Jul) Truss Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS R11627064 MASTERTR 11V24 ROOF TRUSS 2 1 Job Reference(optional) JtJW TRU oSd eCATHEDRAL CITY a-a b 5.000 s Jun 9 2004Iy1jTlek Industries,Inc. Wed lorn7 13:46:02 2004 Page 1,7-1 7-0-1 -1-2.0 8-0-0 12-0-0 1 16-0-0 20-0-0 r21-1-15 �i iT 1-2.0 8-0-0 4-0-0 4-0-0 4-0A 1-1-158 4.00 FfT Scale= 12 7 3x4 M1120 � 6 5 4 7 4 3 r • �1 2 2 4 M1120 - 0-0-� 3-11-1 5-3-1 6-7-1 7-0-1 8-0-0 21-3-0 B-0-0 13-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (too) Well PLATES GRIP ' TCLL 16.0 Plates Increase 1.25 TC 0.84 Vert(LL) -0.19 2-9 >499 M1120 220/195 TCDL 14,0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.37 2-9 >250 HCLL 0.0 Rep Stress Inter YES WB 0.00 Horz(TL) -0.01 8 n/a BCDL 10-0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Vdefl=360 Weight:43 lb LUMBER BRACING TOP CHORD 2 X 4 DF Not TOP CHORD Sheathed or 6-0-0 oc purlins- BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 8=38/0-3-B,2=39710-3-8,9=77/Mechanical,3=344/0-3-8,4-240/0-3-8,6=240/0-3-5, 7=15810-3-8 Max Herz 2=302(load case 4) Max Uplift 8=-190oad case 4),3=-177(load case 6),4=-119(load case 4),6=-119(load case 4), 7= d case 4) Max Grav 8=38(loa8(Iead case 1),2=397(load case 1),9=154(load case 2),3=344(load case 1), 01 4=240(load case 1),6=240(load case 1),7=158(load case 1) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=58,3-4-30,4-5=-30,5-6=30,6-7=30,7-8=9 BOTCHORD 2-9=0 NOTES . 1)Wind:ASCE 7-98 per UBC971ANS195;85mph;h=25ft;TCDL=8.4psf;BCDL=6.Opsf;occupancy category I; ' exposure C;partially,MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;LumberDOL=1.33 plate grip DOL=1.33. 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live leads per Table No.16-B,UBC-97. 3) Refer to girde'r(s)for truss to truss connections. F'ROF ESSI ' 4) Beveled plate or shim required to provide full bearing surface with truss chard at joint(s)8,3,4,6,7. C}¢� G AN� LOAD CASE(S) Standard C 17180 n ' * EXR 06/30/05 y� s C10. P r9��FCAUF���\ March 7 M r F1 1 ,2004 WARENG-Verifg designs prvvmetens and READ NOTES ON THIS AND MCLUDED MiTEX"FERENCE PAG$MU--7473 DSFORE'USE. 7777 Greenback Lane Des v vi n is design's is f ❑n individual building component. Sure 109 ign alld for use only ith MTek connectors.fi dog based only upon parameters shown.and or dual bui d g p Citrus Heights,CA,95510Yy$�� Appinubility of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 'y`„111W is far lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsiblllity of the erector.Additional permanent bracing of the overall structure is the responsib0ty of the building designer,For general guidance regarding fabrication.quality control,storage,delivery,erection and bracing,consult ANS1/TP17 Qvaltty Criteria,DSB-89 and BCSII Building Component M iTekID Sofety Information ova�oble from Truss Plate Institute,583 D'Onotria Drive.Madison.w1537I4. .1 Job Truss Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS R11627065 ' MASTERTR JM40 ROOFTRUSS 1 1 Job Reference(optional) JMW T USSO,OCATHEDRAL CITY 5. s Jun-9 2003 MfT'ek fndustriEsjInc. Wed Mar 17 13:46:D320045f3age 1 5-11-0 1-2-0 8-0-0 1 12-0-0 16-0-0 , IT-10-15 1-2-0 8-0-0 4-0-0 4-0-0 1-10-15 AIM 12 SCale:7 1' 6 3x4 MI120 5 4 3 1 2 �1 O-ZKAbMI120 = _a_a 3-11-1 5-3-1 5-11-0 8-0-D 9-11-11 LOADING (psf)_ SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP ' TCLL 16.0 Plates Increase 1,25 TC 0.84 Vert(LL) -0.19 2-8 >499 M1120 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0,37 2-8 >250 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 7 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Udefl=360 Weight:38 lb CH BRACING TOP TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 6-0-0 oc puriins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' REACTIONS (Ib/size) 7=59/0.3-8,2=397/0-3-8,8=77/Mechanical,3=344/0-3-8,5=240/0-3-8,6=179/0-3-8 Max Herz 2=257(load case 4) Max Uplift 7=-29(load case 4),2=-3(load case 3),3=-177(load case 6),5=-119(load case 4), 6=-89(load case 4) Max Grav 7=59(load case 1),2=397(load case 1),8=154(foad case 2),3=344(load case 1), 5=240(load case 1),6=179(load case 1) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=58,3-4=-30,4-5=30,5-6=30,6-7=15 ' BOTCHORD 2-8=0 NOTES 1)Wind:ASCE 7-98 per UBC971ANS195;85mph;h=25ft;TCDL=8.4psf;BCDL=6.Opsf;occupancy category I; exposure C;partially,MWFRS gable end zone;cantilever left and right exposed;end vertical left and right ' exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)This truss has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live loads per Table No.16-8,L1BC-97. 3) Refer to girder(s)for truss to truss connections. 4) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s)7,3,5,6. �OQ,�,pFESS/Q�� ' LOAD CASE(S) Standard �4 �(G AN��`< rn C 17180 T * EXP. 06/30/05 sr C1V(1. �P J gOF6 AIL iF��� March 17,2004 WARMNG-17—ify design pars—w-and READ NOTES ON THIS AND INCLUDED hfITEB REFERENCE PAGE MU-7473 BEFORE USE. 7777 Greenback Lane �m Des-k;n valid for use only will.'iiTek connectors.This design is based only upon parameters shown,and is for an individual building component. SuHa r 09 Ao I;.,abifi of design ararneniers and proper inoor orofion OI component is res onsiblli of building designer buss designer.Bracing shown Carus Heights,CA,95610 � Pc N 9 P P P p P P fY g 9 9 9 6 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilllty of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI:/rPll quality Cilleria,IDSB-89 and Bcsri Building Component MiTekm Sa£e!y,Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison,w1 53719. Job I runs Truss ryw 0 Ply LA LAGUNA LARGE ROOF TRUSS Ri1627066 MASTERTR JM40B ROOFTRUSS 1 1 Job Reference(optional JMW TeW,UTHEDRAL CITY WOO s Jun 9 200 i7ek IndusUil Inc. Wed Mar 1713:46:04 20 4t age 1 5-11-0 6-0-0 12-0-0 16-0-0 17-10-15 8-0-0 4-0-0 4-0-0 1-10.15 6 4.00 rff- f0.9 6 1ig, 3x4 h91120 4 3 2 4 1 0-WM1120 - �.b� 3-11-1 53-1 511-0 B 0-0 _ 17-11-11 6.0.0 941-11 ' LOADING (psi) SPACING 2-0-0 CSI DEFL in (lac) Vdefl PLATES GRIP TCLL 16.0 Plateslncrease 1.25 TC 0.90 Vert(LL) -0.19 1-7 >499 M1120 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.37 1-7 >250 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 6 n1a BCDL 10.0 Code UBC97/AN5195 (Matrix) 1st LC LL Min Udell=360 Weight:37 lb LUMBER BRACING TOP C HORD 2 X 4 OF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. SOT C HO:RD 2 X 4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 OC bracing. ' REACTIONS (lb/size) 6=59/0-3-8,1=30810-3-8,7=77/Mechanical,2=351/0-3-8,4=240/0-3-8,5=179/0.3-8 Max Horz 1=250(load case 4) Max Uplift 6=-29(load case 4),2=-177(foad case 4),4=119(load case 4),5=-89(load case 4) Max Grav 6=59(load case 1),1=308(lood case 1),7=154(load case 2),2=351(load case 1), 4=240(load case 1),5=179(load case 1) FORCES (Ib)-First Load Case Only TOP CHORD 1-2=60,2-3=30,3-4=30,4-5=30,5-6=15 BOTCHORD 1-7=0 ' NOTES 1)Wind:ASCE 7-98 per UBC97/ANS195;85mph;h=25ft;TCDL=8.4psf;BCDL=6.Opsf,occupancy category I; exposure C;partially,MWFRS gable end zone;cantilever left and right exposed;end vertical left and right r exposed;Lumber DOL=1.33 plate grip DOL=1.33. ' 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads per Table No.16-B,UBC-97. 3) Refer to girder(s)for truss to truss connections. 4)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)6,2,4,5. © E$5i LOAD CASE(S) Standard �OQR0/- • � �� �� tic C 17180 * EXP. 06/30/05 C10- March 17,2004 ® WARNING-IIerib design parmneters and READ NOTES ON THIS AND INCLUDED M72'EK REFERENCE PAGB JW-7473 BEFORE USE. 7777 Greenback Lane --lilt suite 109 Design yaGd for use only wi;,-MTek connectors.This design B based only upon parameters shown,and is for on individual building component. Citrus Heights,CA,95610 Applicability of design Pararnenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing sho" is for lateral support of individual web members only.Additional temporary bracing to insure sfabiily during construction is the responsibillity of the erector.Additional permanent bracing of the overall mature Is the responsibllily of the building designer.For general guidance regarding fabrication.quorityconirol,storage,delivery,erection and bracing,consult ANSIll Quality Criteria,DSB-99 and fill Building component M iTekm Safely Informalavorlable from Truss Plate institute,583 D'Onofrio Drive,Madison.wi 53719. JJob Truss Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS R11627067 MASTERTR R01 ROOFTRUSS 1 1 Job Reference(optional) JMW TRUSS6 QAOTHEDRAL CITY 5.000 s Jun 9 2mm Mi I ek Industries,Inc. Wed Mar 17 13:46:05 2004 Page 1 0-0-0 -1-2-0 4-6-1 7.5-0 7-11-11 10-0A 1 1241-5 1 -3 16-1.15 20-8-0 1-10-0 1-2-0 4-6-1 2-10-15 0-6-11 2-4-5 2A-5 0-6-11 2-10-15 4-6.1 1-2-0 Scale=1:39.1 1 7x8 MII20 7x8 MII20 2x4 MII20 I 4.00 12 4 5 3x4 fA1120 rl >11,20 3 Y 2 8 t 9 41 � d 3x10 M1120 - i5 14 13 12 11 10 3x10 M1120 - • 2x4 MI120 II 3x4 M1120 - 3x8 MII20 = 5x6 Mtt20 W B - 2x4 M1120 11 3x4 MII20 - 0-0-0 0-0-0 4-6-1 7-5-0 104-0 13-3-0 16-1-15 20-M 4-6-1 2-10-15 2-11-0 2-11-0 2-10-15 4-6-1 Plate Offsets X, : [2:0-5-2,0-1-8],[3:0-0-0,0-0-01,[4:0-0-0,0-0-0],[5:0-0-0,0.0-01,[6:0-0-0,0-0-0],j7:0-0-0,0-0-0],[8:0-5-2,0-1-8] LOADING (psf) SPACING 2-0-0 CSI DEFL in ((oc) Udell PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.58 Vert(LL) 0.24 13 >999 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.43 13 >570 BCLL 0.0 Rep Stress Incr NO WS 0.21 Horz(TL) 0.13 8 n/a BCDL 10.0 Code USC97/AN5195 (Matrix) 1st LC LL Min I/deft=360 Weight:87 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 2-6-2 oc purlins. BOT CHORD 2 X 4 OF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 7-6-15 oc bracing. ' WEBS 2 X 4 HF Stud/Sid G REACTIONS (lb/size) 2=1843/0-3-8,8=184310-3-8 Max Harz 2=45(load case 5) 01 Max Uplift 2=-333(load case 3),8=333(load case 4) FORCES (Ib)-First Load Case Only TOP CHORD 1-2=22,2-3=4601,3-4=-4429,4-5=4525,5-6=-4525,6-7=-4429,7-8=-4601,8-9=22 BOTCHORD 2-15=4297,14-15-4297,13-14=4237,12-13=4237,11-12=4297,10-11=4297,8.10=4297 WEBS 3-15=143,3-14=-56,4-14=165,4-13=381,5-13=-380,6-13=381,6-12=185,7-12=-55,7-10=143 NOTES - 1) Unbalanced roof live loads have been considered for this design. 0� 2) Wind:ASCE 7-98 per UBC971ANSI95;85mph;h=25ft;TCDL=8.4psf;BCDL=6.Qpsf,occupancy category I; exposure C:partially,MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL-1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per P9,OFESS/� Table No.16-B,UBC-97. � N4/ 5) A plate rating reduction of 20%has been applied for the green lumber members. 4�C. C,A ' e. 6) Girder carries hip end with 7-6-12 end setback . 7) Special hanger(s)or connection(s)required to support concentrated load(s)458.51b down and 227.31b up at 13.1.4,and 458.51b down and 227.31b up at 7-6-12 on top chord. Design for unspecified connection(s)is rn delegated to the building designer. CC C 17180 z m LOAD CASES) Standard * EXP. 06/30/05 1) Regular.Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-60.0,4-6=-139.1,6-9=-60.0,2-8=-46.4 CtVl1 P Continued on page 2 �OFCAIW March 17,2004 7AD..ign NING-17er(fy design parameters and READ NOTE4 ON THIS AND INCLUDED 1117TEE REFERENCE PAGE MU 7473 BEFORE USE. 7777 Greenback Lane ard far use o with M it connectors.This des is based on u n arameters shown;and'a for an lncNidual buildin com onent. Sutu W9 ntY � N ✓" P n P Citrus He'ghs.CA 9561 a I buy of design pwamenters and proper incorporation of component is responsibuy of bu2dvsg designer-not truss designer,9rodrrg shown ral support of individual web members oM/.Additional temporary bracing to insure stab5ty during construction is the respamibi¢ity of BAddlioncl permanent bracing of the overall structure is the responsib7ty of the building designer.Fox general guidance regarding on,quality control,storage,delivery,erection and bracing,consult ANiI/TPII Quality Criteria,USB-B9 and BCSii Building ComponentMiTekformation available from Truss Plate Institute,553 D'Onotrto Drive,Madison,wl S3719. Job Truss Truss Type aty Ply LA LAGUNA LARG R F S R11627067 MASTERTR R01 ROOFTRUSS 1 1 Job Referents(optional) JMW TRUSS,CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 1 1T46*05 2004 Page LOAD CASES) Standard Concentrated Loads(Ib) Vert_4=458.5 6=-458.5 1 ® WARNING-Van( r design puramctcrr.and READ NOTES ON TWS AND INCLUDED MUTES REFERENCE PACE MIT.7473 BEFORE IrBE. 7777 Greenback Lare Design valid for use only with Wink connectors.this design is based only upon parameters shown,ands for an individual building component. sji%109 Applicability of design paromenters and proper incorporotion of component is responsfbUly of building designer-not truss designer.Bracing shown Citrus Heights,CA,9561 oM[ is for lateral support of individual web members only.Additional temporary bracing to inswe sfab:ity during construction is the responsib:ity of the erector.Additional perrnonent bracing of the ovem2 structure's the responsibGty of the bu3dvsg designer.For general guidance regordrng fabrication,quarfy control,storage.delivery,erection and bracing,consull ANSI/TPII Quality Criteria,DSI.89 and BCS3I Building Component M iTek� Safety Informatlon available from Truss Plate Institute,5B3 VOnotrio Drive.Madison,W 53719. .i Job Truss Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS R11627068 MASTERTR R01A ROOF TRUSS 1 1 Job Reference(optional) JMW TRUSS ATHEDRAL CITY 5.000 s Jun 9 2003 MTek Industries,Inc. Wed Mar 17 13:46:06 2064 Page 1 0 1D-0-0 10-B-0 15-1-8 20-8-0 21-10-0 i 1-2-0 5-6-8 4-5-8 0-8-0I 4-5-8 5-6-8 1-2-0 Scale=1:38.5 44 M1120 4x4 MIE20 4 5 4.001 2x4 Mi20 24MII2 3 6x 0 2 7 �1 8 • o d ' 4x5 M1120 = 1110 9 45 MI120 - 3x4 M1120 - 4x5 MH20 - 3x4 MI120 0-0-0 0-0.0 10-0-0 10 8 Q 20-8.0 T 10-0-0 0 8-0 10-0.0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.40 Vert(LL) -0.18 2-11 >999 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.94 Vert(TL) -0.41 2-11 >594 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.05 7 n/a BCDL 10.0 Code USC97/ANSI95 (Matrix) 1 st LC LL Min Udell=360 Weight:80 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or4-2.12 oc puriins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G ' REACTIONS (fb/slze) 2=897/0-3-8,7=89710-3-8 Max Horz 2=59(load case 6) Max Uplift 2=-146(load case 3),7=-146(load case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=-1853,34=-1401,4-5=-1295,5-6=1401,6-7=-1853,7-8=22 BOT CHORD 2-11=1719,10-11=1295,9-10=1719,7-9=1719 WEBS 3-11=466,4-11=279,5-10=279,6-10=466 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-98 per UBC971ANS195:85mph:h=25R;TCDL=8,4psf;BCDL=6.0psf occupancy category I; . exposure C;partialfy;NIWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No,16-B,UBC-97. 5) A plate rating reduction of 20%has been applied for the green lumber members. QQ\-jOF ES Sit ' LOAD CASE(S) Standard ctti ��C.ANp��lF2� tz C 17180 T. ,k EXP. 06130105 sN clv l. gTFOFCAt1F�(� March 17,2004 ® WARNING-Vert&design pammeten,and READ NOTES ON T=AND UNCIUDED MUTES REFERENCE PAGE ARI-7473 BEFORE USE. 7777 Greenback Lana r_rr� Design valid for use onl with N��ek connectors This desi n is based anf u Suite 109 y g y pon poronnetea shown,and'¢Ior on individual build'ng component, Cftrus Heights,CA,95610 AppricotAty of design paromenters and proper incorporation of component Is responsibnty of Wilding designer-not truss designer.&acing shown a for lateral support of indrvidualweb members onty.Addiionol temporary bracing to Insure stab!dy during construction o the responsib:ity of the erector.Additional permanent bracing of the overall structure is the responsib5ty of the bvrdng designer.For general guidance regardng fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP41 Qualfly Criteria,DS11-89 and BCSII Building Component rm M iTek" Safety Infoalion available from Truss Plate Institute,5a3 D'Onafrio Drive,Modison.WI 53719. Job Truss Truss Type UNA LARGE ROOF TRUSS R11627069 1 MASTERTR 130113 ROOFTRUSS 3 Job Reference{option13:al JMW TRU D d-0 ATHED.RAL CITY s Jun MiTek Industries;Inc W ar 17 46:08 2004 Page 1 0 -1-2-0 5-6-14 10-4-0 15.1-2 2"-0 21-10-0 1-2-0 5-6-14 4-9-2 4-9-2 5-6-14 1-2-0 Scale=1.37.0 44 M1120 - 4 4.00 12 2x4 MII20 \\ 2x4 MII2D lj 3 5 2 6 1 7 d 3x5 M1120 = 10 9 B MUM = 3x4 LU20 - 3x4 M1120 = 3x4 M1120 = O-D-0 0-D-0 7-1-15 13-6-1 20-8-0 7-1-15 64-3 7-1-15 LOADING (psf) SPACING 2-0-0 CSI DEFT in (loc) Ildefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.24 Vert(LL) " 0.07 10 >999 M1120 186/148 TCDL 14.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.18 6-9 >999 BCLL 0.0 Rep Stress Incr YES WB 0.25 Ho-(TL) 0.05 6 nla BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min S/defl=360 Weight:77 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.2 TOP CHORD Sheathed or 4.4-5 oc purlins. BOT CHORD 2 X4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G REACTIONS (lb/size) 2=897/0-3.8,6=89710-3-8 Max Ho¢ 2=-600oad case 6) Max Uplift 2=144(load case 3),6=-144(load case 4) 01 FORCES (Ib)-First Load Case Only TOP CHORD 1-2=22,2-3=-1899,3-4=1671,4-5=1671,5-6=-1899,6-7=22 BOT CHORD 2-10=1748,9-10=1204,8-9=1748,6-8=1748 WEBS 3-10=-307,4-10=500,4-9=500,5-9=-307 NOTES 1) Unbalanced roof live loads have been Considered for this design. 2)Wind:ASCE 7-98 per UBC97/ANSl95;85mph;h=25ft;TCDL=8.4psf,BCDL=6.OpsF,occupancy category I; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed:end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3)This truss has been designed for a 10.0 psf bottom chord We load nonconcurrent with any other live loads per Table No.16-B,UBC-97. 4)A plate rating reduction of 20%has been applied for the green lumber members. LOAD CASE(S) standard �OQRp FESSlQN� 2- C•AND �c• tic re C 17180 * EXP. 06/30/05 cS� C 10- �T OFCAOI March 17,2004 :7, ING-Verify design parnmefem and READ N07P.S ON THIS AND JNC4VDED 11GT'EK REFERENCE PAGE fM-7473 BEFORE USE. 77T7 Greenback Lanetd for useonlywif��MiTek connectors.The designis based only upon parameters shown arxi is forM indlvidud buiding component. Suite 1D9 lity of design poramenters and proper incorporation of component'ls responsibility of building designer-not truss designer.Bracing shownCifms Hefgbts,CA,9561l support of intli+Iduol vrob members only,Additional iemparpry bracing to insure sipbilih/during COnslrucilon is the responsibillliy of the ddiionaf porn❑rent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding n,qudity control,storage,delivery,erection and bracing,consul) AN51/RI1 Quality Crileda,DS8-89 and BCSIT BuOding ComponentMiTek rmation available from Truss Plate Institute.583 D'Onotrio Drive,Madison.NA 53719. Job Truss Truss Type P LA LAGUNA LARGE ROOF TRUSS R11627070 MASTIrRTR R01C ROOF TRUSS 1 1 Job Reference(optional) JMW TRU 0%oCATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:45:09 2004 Page 1 -1-2-0 , 5-6-14 10l + 15-1-2 20-8-0 1-2-0 5-6-14 4-9-2 4-9-2 5.6-14 Scale=1:37.4 4x4 MF120 = 4 4,00 20 M1120 \\ 2x4 M1120 3 5 Y • �1 2 d 4x5 M1120 - 9 a 7 4x5 M1120 — 3x4 M1120 3x4 M1t20 - 3x4 M1120 0-0-0 0-0-0 7-1-15 13-5-1 20-6-0 7-1-15 6-4-3 7-1-1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udell PLATES GRIP TOLL 16.0 Plates Increase 1.25 TC 0.35 Val 0.09 6-8 >999 M1120 18S114t3 TCDL 14.0 Lumber Increase 1.25 BC 0.63 Veri(TL) -0.20 6-8 >999 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.05 6 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Udell=360 Weight:75 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 3-4-5 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 5-4-6 oc bracing. WEBS 2 X 4 HF Stud/Std G REACTIONS (IWsize) 6=81210-3-8,2=89910-3-8 Max Horz 2=65(load raen 51 max Grav 6=1220(load case 7),2=1307(loaa case a) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=-11907,3-4=1679,4-5=1692,5-6=-1914 BOT CHORD 2-9=1756,8-9=1212,7-6=1775,6-7=1775 WEBS 3-9=-307,4-9=498,4-8=517,5-8=-316 NOTES 1) Unbalanced roof live bads have been oonside red for this design. • 2)Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25ft;TCDL=8.4psf;BCDL=6.Opsf,occupancy category 1; exposure C;partially,MWFRS gable end zone;cantilever left and right exposed,end vertical left and right exposed,Lumber DOL=1.33 plate grip IDOL=1.33. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-8,UBC-97. 4)A plate rating reduction of 20%has been applied for the green lumber members. Q�kOF ESSJ 5)This truss has been designed for a total drag load of 2400 lb. Conned truss to resist drag loads along bottom A �t chord from 0-M to 20-8-0 for 116.1 plf. �� �'( LOAD CASE(S) Standard C 17180 z T Tk EXP 06/30/05 cS'�. CIVIL ��P OFCAL4A I�O� March 17,2004 PAGE Nd-7473 BEFORE USL�'.7,, ARNING-VertJ9 design jf, m to a-f READ NOTES ON THIS AND INCLUDED MITES REP�aaTrrF TYTTn valid Ior use only with MTek connectors.This design is based any upon parameters shovm.and is for on individual bu@ding component. scability of design poramenters and proper incorparotinn o4 component is responsibility of buildng designer-not Miss designer.Bracing shown CIWs Halu's.G4.SSE 10M. ateral support ot'ndividual web members only.Addiflonal temporary bracing to Insure stablilityduring constructionis the responsibillityof the or.Additional pemronent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ation,qualify control,storage.delivery,erection and bracing,consult ANSIITP11 Quality Criteria.DSB-69 and BCStI Building Componen! MITek Information available from Truss Plate Institute,S83 D'Onohto Drive.Madison M 53719. Job Truss Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS R11627071 MASTERTR R01 D ROOF TRUSS 1 1 Job Reference(optional) JMW TRUSOSdJ ATHCDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:46:10 2004 Page 1 0-0-0 1-2-0 5-6-14 111-4-0 15-1-2 20-8-0 r-I , 1-2-0 5-6-14 4-9-2 4-9-2 5-6-14 Scale=1:37.4 4x4 MII20 — 4 4.00 12 2x4 MII20 2x4 W20 3 5 o ' 3x5 M1120 - 9 8 7 3x5 MI120 — 3x4 MII20 = 3x4 MI120 3x4 MII20 = 0-0-0 0-0-0 7-1-15 13-6-1 20-8-0 7-1-15 6-4-3 7-1-15 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) t/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.26 Vert(LL) 0.07 6-8 >999 M1120 185/148 TCDL 14.0 Lumber increase 1.25 BC 0.52 Vert(TL) -0.19 6-8 >999 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.05 6 n/a BCDL 10.0 Code UBC97/AN5195 (Matrix) 1st LC LL Min Vdefl=360 Weight:75 lb 41 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 4-3-12 oc purl ins. BOT CHORD 2 X 4 DF NG.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G REACTIONS (lb/size) 6=812l0-3-8,2=89910-3-8 Max Hors 2=65(load case 5) Max Uplift 6=-104(load case 4),2=-144(load case 3) FORCES ((b)-First Load Case Only TOP CHORD 1-2=22,2-3=-1907,3-4=-1679,4-5=-1692,5-6=-1914 BOT CHORD 2-9=1756,8-9=1212,7-8=1775,6-7=1775 WEBS 3-9=-307,4-9=498,4-8=517,5-8=-316 ' NOTES 1) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25ft;TCDL=8.4psf,BCDL=6.Opsf;occupancy category I; . exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-B,UBC-97. 4)A plate rating reduction of 20%has been applied for the green lumber members. �?,?,pFE$S/Q� LOAD CASE(S) Standard Q , C.aM4 C 17180 � * EXR 06/30/05 CfVl1- �TFaFCA�E��� March 17,2004 u AXNIN(i ver(�y design pa—met—and R&W NOTES ON THIS AND DYC UDED Ae7'EE REFERENCE PAGE MU 7473 BEFORE USE. 7777 Greenback Lena Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and a for an individual building component. Sinus o9 Applicability of design ararnenters and proper incorporation of component is res orifrbili of building designer not truss designer.Bracin shown Citrus Heights,CA,95610 � PF N 9 p P P rP P P tr 9 9 9 9 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.qually control,storage,delivery,erection and bracing,consull ANSI/TP11 Quality Criferla,DSB-89 and BCS11 Building Component MiTek® mmM Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison.WI 53717. Job Truss Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS R11627072 MASTERTR R01 E ROOF TRUSS 1 1 Job Reference(optional) JMW TRUSS CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:46:11 2004 Page 1 . a-d-0 0-0-0 -1-2-0 5-6-14 _10-4-0 1 15-1-2 20-8-0 1-2-0 5-6-14 4-9-2 4-9-2 5-6-14 Scale=1:37.4 4x4 MII20 — 4 4,00 12 2x4 M1120 \\ 2x4 M1120 3 S 2 6 i 4x8 MI120 — 9 8 7 48 M1120 - 4x4 M1120 — 4x4 M1120 - US M1120 — 0-a-0 0-0-0 i 7-1-15 -- 1�6 1 7-1-15 0-4-3 7-1-15 7-1-15 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/de0 PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.67 Vert(LL) 0.12 6-8 >999 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.23 6-8 >999 BCLL 0.0 Rep Stress Incr YES WB 0,26 Horz(TL) 0.05 6 n/a BCDL 10.0 Code UBC971ANSI95 (Matrix) 1st LC LL Min Vdefl=360 Weight:75 lb LUMBER BRACING TOP CHORD 2 X 4 bF No.2 TOP CHORD Sheathed or 2-6-3 or.purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 3-5-6 oc bracing. WEBS 2 X 4 HF Stud/Std G REACTIONS (lb/size) 6=812/0-3-8,2=899/0-3-8 Max Herz =aril a i case 5) I Max tirav 6=1848(load case r),2=1935(toad case ts) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=-1907,3-4=1679,4-5=-1692,5-6=-1914 BOT CHORD 2-9=1756,8-9=1212,7-8=1775,6-7=1775 WEBS 3-9=-307,4-9=498,4-8=517,5-8=-316 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25ft;TCDL=8.4psf;BCDL=6.Opsf;occupancy category I; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33, 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-B,UBC-97. - 4)A plate rating reduction of 20%has been applied for the green lumber members. QFESSJ�� 5)This truss has been designed for a total drag load of 6100 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 20-8-0 for 295.2 plf. �� �(�i.A A�F2 LOAD CASE(S) Standard C 17180 i * EXP. 06/30/05 s� c)vo- �P March 17,2004 7777 Greenback Lane A WARNING-Verify design P--n te-and READ NOTES ON T=AND INCLUDED MITEX REFERENCE PAGE MII-7473 BEFORE USX. Design valid for use only wifit Mitek connectors.this design is based only upon parameters shown,and is for on individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights.CA.95610 � is for lateral support of ndvidual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector,Addifionai permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,qualityconhol,storage,delivery,erection and brodng,consult ANSI/TPli Quality Criteria,DSB-89 and 8CS11 Building Component Safe Information available from Truss Plate Institute,583 D'Oncfrio Drive,Madison,WI 53719. M!Tek Job Truss Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS R11627073 MASTERTR R01F ROOF TRUSS 1 1 Job Reference(optional) JMW TRUSo--0 ATHEURAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:46:12 2004 Page 1 0-0-0 -1-2-0 5-6.14 10-4-0 15-1-2 _ 20-M 21-10-0 •-^-_ 1- T 1-2-0 5.6-14 4.9.2 4-9-2 5-6-14 7-2-0 Scale=137A All plates are 1.5x4 M20 unless otherwise indicated. 4x4 MII20 = 4 4.00 12 2x4 M1120 Q 2x4 M1120 3 5 Y 10-0 2 6 7�i d. d d ' 3x5 M1120 = 10 9 8 3x5 fv11120 - 3x4 M1120 3x4 M1120 = 3x4 MIf20 - 0-0-0 0-0-0 7.1.15 13-6-1 20.8.0 7-1.15 64-3 7-1-15 LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.24 Vert(LL) 0.07 10 >999 M1120 1851148 TCDL 14.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.18 6-9 >999 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.05 6 n1a BCDL 10.0 Code UBC971ANS195 (Matrix) 1st LC LL Min Vdefl=360 Welght:101 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 4-4-5 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF StudtStd G OTHERS 2 X 4 HF Stud/Std G REACTIONS (Iblsize) 2=897/0-3-8,6=89710-3-8 Max Horz 2=60(load case 5) Max Uplift 2=144(load case 3),6=-144(load case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=-1900,3-4=-1671,4-5=-1671,5-6=-1900,6-7=22 BOT CHORD 2-10=1749,9-10=1204,8-9=1749,6-8=1749 ' WEBS 3-10=307,4-10=500.4-9=500.5-9=307 NOTES 1)Unbalanced roof live loads have been considered for this design.---- . 2)Wind:ASCE 7-98 per USC97/ANS195:85mph;h=25ft;TCOL=8.4psf;BCDL=6.Opsf;occupancy category I; exposure C;padially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face), see MiTek"Standard Gable End Detail" 4) Gable studs spaced at 14-0 oc. QQ�OF FSSId,�/_ ' 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per 'y Table No.16-8,UBC-97. 6) A plate rating reduction of 20%has been applied for the green lumber members. • LOAD CASE(S) Standard a C 17180 * EXP. 06130105 S" clo- -/FQFCAl.\F March 17,2004 I'� - .-... _ .7777 Greenback Lane M WAIWING-Ccrjfy dcsign parnmekrd and READ NOTES ON THIS ANA INf1UAEG AfrTEX RF.FF�F^"'F PAGE ffi7.7473 BEFORE riSE Def n varld for use only v9th M6ek connectors.This design a based only upon parametea shown,and rs for on individual buldin component. su@a 119 0 Cilns Heights,CA.95610 AppBGability of design parameniers and proper incorporation of component is respanvbirity of builtling designer-not buss designer.bracing strewn Is for lotero!support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the buildag designer.For general guidance regardog fabrication,quality control,storage,delivery,erection and brocing,consuft ANSIJfPI I Quality Crilerfa,bS8.89 and BCS77 Building Component M iTekm Sdefy Irrlormation ova7able from Truss Plate institute.S83 D'Onofrio Drive,Madison,Wl 53719. Job Truss Truss Type Ply LA LACUNA LARGE ROOF TRUSS R11627D74 MASTERTR R01 H ROOF TRUSS 1 1 Job Reference(optional) JMW TRU Sb QATHEDRAL 5.000 s Jun 9 2003 Mire ndustries,Inc. Wed Mar 17 13:46:13 2 Pagel 0-0 -1-2-0 4-6-1 7-5-0 7-11-lkl 10-4-0 12-8-6 1,3-34 16-1-15 20-5-0 J �I 1-2-0 4-6-1 2-10-15 0-6-11 2-4-5 2-4-5 0-6-11 2-10-15 4-3-1 Scale=1,38.6 7x8 M1120 y 7x8 MII20 a 2x4 M1120 II 4.00 12 4 5 6 3x4 M1120 3x4 M1120 3 7 N e 2 �1 a 3x10 M1120 = 54 i3 12 11 10 9 40 M1120 • 2A M1120 11 3x4 M1120 = 3x8 M1120 = 4x6 M1120 = 2x4 MII20 II 3x4 Mu20 0-0-0 0-0-0 4-6-1 7-5-0 10.4-0 13-3-0 16-1-15 20-5-0 4-6-1 2-10-15 2-11-0 2-11-0 2-10-15 4-3-1 Plate Offsets ,1): [2:0-5- ,0-1-8) 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.57 Vert(LL) 0,22 12 >999 MII20 1851148 TCDL 14.0 Lumber Increase 1.25 BC 0.99 Vert(TL) -0.40 12 >599 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.13 8 n/a BCDL 10.0 Code UBC971ANSI95 (Matrix) 1st LC LL Min Vde8=360 Weight:85lb LUMBER BRACING TOP CHORD 2 X 4 OF Na.2 TOP CHORD Sheathed or 2-6-6 oc purlins. BOT CHORD 2 X 4 OF No,2 'ExcepV BOT CHORD Rigid ceiling directly applied or 7-1-15 oc bracing. 2-10 2 X 4 OF 1650F 1.5E WEBS 2 X 4 HF Stud/Std G REACTIONS (lbfsize) 8=1753/Mechanical,2=182410-3-8 Max Harz 2=50(load case 5) Max Uplift 8=-297(load case 4),2=-330(load case 3) FORCES (lb)-First load Case Only ' TOP CHORD '1-2=22,2-3=-4545,3-4=-4368,4-5=-4445,5-6=-4445,6-7=-4318,7-8=4416 BOT CHORD 2-14=4244,13-14=4244,12-13=4178,11-12=4133,10-11=4105,9-10=4105,8-9=4105 WEBS 3-14=144,3-13=-62,4-13=188,4-12=353,5-12=381,6-12=413,6-11=138,7-11=41,7-9=146 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98 per UBC971ANSI95;85mph;h=25ft;TCDL=8.4psf;BCDL=6.Opsf;occupancy category I; exposure C;partially,MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water pending. �OFESS/p ' 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads per I Table No.16-B,UBC-97. SiP C-A�f� 5)A plate rating reduction of 20%has been applied for the green lumber members. 6) Refer to girder(s)for truss to truss connections. 7) Girder carries hip end with 7-6-12 end setback rrl ' 8) Special hanger(s)of connections)required to support concentrated load(s)458.51b down and 22731b up at G` 17180Z M 13-1-4,and 458.51b down and 227.31b up at 7-6-12 on top chord. Design for unspecified connection(s)is delegated to the building designer. * EXP. 06/30/05 LOAD CASE(S) Standard 1) Regular:Lumber Increase=1.25,Plate Increase=1.25 SJ� C11/IL ��� OF Continued on page z March 17,2004 7AWA�NnvG-vefb designparameters and RryWNOTES ONTMSANDINCLVDSD AnTZBREFERENCEPAGEAW-7473 EEFORE USE. 7777 Greenback LaneSuite 109 cld foruseonlywith MTek connectors.this design is tried only upon parameters shown,andisforan individual buildingcomponent. Citrus Heights,CA,95610bilih/of design paramenters and proper incorporation of component Is responsibility of building designer-not buss designer.&dcirg shaven'al support of individual web members orgy.Additional temporary brocing to insure stability during construction is the responsibilityof the .Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guldonce regarding or,quolity control,storage,delivery,erection and bracing.Consult AMSI/TP11 Quality Criteria,DSB-89 and SCSI1 Auifding ComponentM iTekformation available from Tnl1i Plate Institute,583 D'Onohio Drive.Madison.M 53719. Job LRO sTruss Type City Ply LA LAGUNA LARGE ROOF TRUSS MASTERTR H ROOFTRUSS 1 1 Job Reference(optional) R11627074 JMW TRUSS,CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries.Inc. Wed Mar 17 13:48:14 2004 Page 2 LOAD CASE(S) Standard Uniform Loads(plo Vert:1-4-4=-60.0,4-6=-139.1,6-8=-60.0,2-8=-46.4 Concentrated Loads(Ill Vert:4=-458.5 6=-458.5 1 ® WARNING-VerVy design parameters and READ NOTES ON THIS AND LNCLUDEb MITEX REFERENCE PAGE M11-7473 BEFORE USE. 7777 Greenback;Lane Design void for use only vdtn MiTek connectors.This design is based only upon.parameters shown.and is for an individual building component. Suite 509 AppKC i lily of design parer milers and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA.95610 I rs for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity,of the erector.Additional pemanent bracing of the overall structure is the resparuibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult AMSlI Quality Criteria,DSB-89 and Ill I Building Compon*nt M iTek� Solely Information avaiabie from Truss Plate Institute,583 D'Onotrio Drive,Madison,WI 53717. Job Truss Truss Type ty LAGUNA LARGE ROOF TRUSS R11627075 ' MASTERTR R01K ROOF TRUSS 1 1 Job Reference(optional) JMW TRUS 5. s un Milrek Industries,Inc. Wed Mar 17 13:46:15 2004 Page 1 0-0-D 1-2,0 r 5-6-14 10-4.0 15-1-2 1 20.5.0 1-2-0 -- - 5-6-14 4-9-2 4-9-2 5-3.14 - Seale=1:37.2 ' 4x4 MII20 4 4.00 F12 2x4 M1120 2x4 M1120 3 5 91 ' 2 6 ' 4x4 MI120 = 9 e 7 3x5 MIi20 a 3x4 M1120 = 3x4 1011120 3x4 M1120 — 0-0 0 0-0-0 7-1-15 13-r3 1 20-5-0 7-1-15 64-3 6-10-15 Plate Offsets MY); (2:0-3-6,0-0-2] LOADING (psf) SPACING 2-0-0 C51 DEFL in (loc) I/deft PLATES GRIP TOLL 16.0 Plates Increase 1.25 TC 0.26 Vert(LL) -0.08 2-9 >999 M1120 1851148 TCDL 14.0 Lumber Increase 1.26 BC 0.53 Vert(TL) -0.19 2-9 >999 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.04 6 nla BCDL 10.0 Cade UBC971ANS195 (Matrix) 1st LC LL Min Vdefl=360 Weight:75 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 3-9-1 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-10-7 oc bracing. ' WEBS 2 X 4 HI=Stud/Std G REACTIONS (lb/size) 6=802/0-3-8,2=889/0-3-8 Max Herz 2=68(load case 12) Max Uplift 6=-327(lo(load case 14),2=-368(bad case 11) Max Grav 6=1027(load case 7),2=1114(load case 8) FORCES (Ih)-First Load Case Only ' TOP CHORD 1-2=22,2-3=-1878,3-4=1649,4-5=-1629,5-6=-1833 BOT CHORD 2-9=1728,8-9=1183,7-8=1689,6-7=1689 WEBS 3-9=-307,4-9=500,4-8=473,5-8=-277 NOTES r' 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-98 per UBC97/ANS195;85mph;h=25ft;TCDL=8.4psf;BCDL=6.Opst,occupancy category I; exposure C;partially,MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads per RpFESS/i ' Table No.16-11,UBC-97, 4Q �/ 4)A plate rating reduction of 20%has been applied for the green lumber members. /�(�f�fC. ,�( O F 5)This truss has been designed for a total drag load of 1300 lb. Connect truss to resist drag loads along bottom 'L� chord from 0-0-0 to 20-B-0 for 62.9 plf. -- LOAD CASES) Standard C 17180 1 * EXP.06/30/05 s� CIVIL �TFQFCALIF�f� March 17,2004 7 WAR=VG-Perrjy design pasamete and READ NOTES ON=S AND INCLUDED AUTFK REFERENCE PAGE MU-7473 BEFORE USE. 7777 Greenback Lane r—r—tp Suite 109 Desic;n valid for use only with MiTek COnneCtors.This design is based only upon parameters shown,and.s for on individual building component. Citrus Heights,CA 95610 ApplicabiGly of design poramentea and proper incorporation of component is responsibility of building designer-not puss designer,Bracing shown k for lateral support of individual web members only.Additional temporary bracing to insure stability during construction N the responsibillity of the erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,qua ifycontrol,storage,delivery,erection and tracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI1 Bvilding Component M iTek� Sdefy Information available from Truss Plate Institute,583 D'Onofrlo Drive,Madison,W153719. Job Truss I russ Type Qty Ply LA LAGUNA LARGE ROOF TRUSS R11627076 MASTERTR R01t_ ROOF TRUSS 1 1 Job Reference(optional) JMW TRUSS d-0 ATH 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 1713:46:16 2004 Page 1 0-0-0 ,-1-2-0 5-0-14 _ 10A-0 157-2 20.M 21-10-0 T _j 1-2-0 5.6-14 4-8-2 4-9-2 5.6-14 1-2-0 Seals-1:37.9 4x4 M1120 - 4 4.00 12 01 2x4 M1120 \\ 2x4 M1120 /i 3 5 ' 2 8 7 �t • 4x5 M1120 - 10 9 8 4x6 M1120 - o ' 3x4 M1120 - 3x4 M1120 3z4 M1120 = 0-0-0 0-0-0 7-1-15 , 13-6-1 20-8-0 , 7-1-15 6A-3 7-1-15 LOADING (psf) SPACING 2-0-0 CSI DEFL in (too) 1JdeFl PLATES GRIP ' TCLL 16.0 Plates Increase 1.25 TC 0.35 Vert(LL) 0.09 10 >999 MI120 1851148 TCDL 14.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.20 6-9 >999 SCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.05 6 . nfa BCDL 10.0 Code UBC971ANS195 (Matrix) 1st LC LL Min Vdef1=360 Weight:77lb LUMBER BRACING TOP CHORD 2 X4 DF No.2 TOP CHORD Sheathed or 3-4-6 oc purlins. BOT CHORD 2 X 4 OF No.2 130T CHORD Rigid ceiling directly applied or 5-4-9 oc bracing. WEBS 2 X4 HF Stud/Std G REACTIONS (lb/size) 2=897/0-3-8,6=897/0-3-8 Max Horz 7=1VI(Inarl nar:P-51 P, Max Grav 2=1304(load case ts),b=1au4(load case 7) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=-1900,3-4=1671,4-5=1671,5-6=1900,6-7=22 BOT CHORD 2-10=1749,9-10=1204,8-9=1749,6-8=1749 ' WEBS 3-10=-307,4-10=500,4-9=500,5-9=-307 NOTES 1)Unbalanced roof live loads have been considered for this design. • 2)Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25ft;TCDL=8.4psf;BCDL=6.0psF occupancy category I; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-13,UBC-97. 4)A plate rating reduction of 20%has been applied for the green lumber members, Qa�F ESS/Q� 5)This truss has been designed for a total drag load of 2400 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 20-8-0 for 116.1 plf. �4 �¢'� . LOAD CASE(S) Standard C 17180 ' * EXR 06/30/05 CAI- March 17,2004 ® f4ARNINo-Verify design parameters an4 READ N07'ES ONTNl3 AND INCLUDED M1TEH REFERENCE PAGE 17f77473 BEFORE USE. 7777 Greenback Lane Des n valid f s with MR nn to k design's is a ammeters shown for individu I building component. Suite 109 g I d or use on y ek co ac rs.m g based only upon p ,and a o a gCitrus Heights,CA,95610 Ap;licabifity of design paramenters and proper incorperotion of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only.Additional temporory bracing to insure Stability during construction IS the responsibiily of the erector.Additional permanent bracing of the overaUstructure is the responsiblity of the building designer.For general guidance regarding j lobrication,quality control,storage,delivery,erection and bracing,consult ANSTAI'll QuMffy Crfferla,bS8-89 and BCSl1 Building Component M ITek Safely Informadon available from Truss Plate Institute.583 D'Onofdo Drive,Madison.WI 53719. Job ruse Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS R11627077 MASTERTR R01M ROOF TRUSS 3 t Job Reference(optlonat JMW TRU Q,CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries.Inc. Wed Mar 17 13:46:17 2004 Pagel 0-0-0 e. 1,2-0 , 5-6-14 1f14 0 15-1-2 20-5,0 1-2-0 5-6-14 4-9-2 4-9-2 5-3-14 Scale=1:37.2 ' 4x4 MII20 - 4 4.00 12 2x4 M1120 2x4 M1120 3 5 2 6 ' 3x5 M1120 - 9 8 7 3x4 M1120 3x4 M1120 - 3x4 M1120 = 3x4 MIt20 0-0-0 0-0-0 7-1-15 13-6-1 20-5-0 7-1-15 6.4-3 6-10-15 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP ' TCLL 16.0 Plates Increase 1.25 TC 0.24 Vert(LL) -0.07 2-9 >999 M1120 1851148 TCDL 14.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.18 2-9 >999 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.04 6 n/a BCDL 10.0 Code UBC971ANSI95 (Matrix) 1st LC LL Min Vdefl=360 Weight:75lb LUMBER BRACING TOP CHORD 2 X 4 DF No-2 TOP CHORD Sheathed or4-4-10 oc purl ins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stu&Std G REACTIONS (lb/size) 6=802/Mechanicai,2=88910-3-8 Max Herz 2=65(load case 5) Max Uplift 6--102(load case 4),2=-144(load case 3) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=-1878,34=-1649,4-5=1629,5-6=-1833 BOT CHORD 2-9=1728,8-9=1183,7-8=1689,6-7=1689 WEBS 3-9=-307,4-9=500,4-8=473,5-8=-277 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Kind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25ft;TCDL=8.4psf;BCDL=6.Opsf;occuparlcy,categoty l; • exposure C;partiatly;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right ' exposed;Lumber DOL=1.33 plate grip DOL=1,33. 3) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads per Table No.16-B,UBC-97, 4)A plate rating reduction of 20%has been applied for the green lumber members. OQRES.�'nN 5) Refer to girder(s)for truss to truss connections. Q ' LOAD CASE(S) Standard w '�G,A fQ�.g�y� T1't ' C 17180 T * EXP. 06/301CIS IVIL gTF0 ALI��� March 17,2004. ® WARM=-Verify design pnrameters and READ NOTES ON THIS AND DVCLODED AU EK REFERENCE PAGE MU-7473 BEFORE USE. 7777 Greenback Lane ^,.—m Design valid for usa onlyvrith MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. sure 109 Applicability of design aramenters and ro ell inco oration of component[s responsibility of building designer-not buss desi ner-Bracing shown Citrus Heights,GA.95870 � >Y esig P P P rP P P N n9 9 9 ng is for loterd support of indviduol web members only.Additional temporary bracing to insure stability during construction is the responsibillily of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,qudity control,storage,delivery,erection and bracing,consufi ANSIRPl1 Quaiity Criteria,DSB-89 and BCSII Building Component m Salety Information ovoilable from Truss Plate Institute,583 D'Onofrfo Drive,MadBOn.Wl53719. I ek Job Truss Truss Type C! PI LEA LAGUNA LAR ROOFTRUSS tY Y R11627078 MASTERTR RO1 N ROOF TRUSS 1 1 Job Reference(optional M D d-0 D l 5.000 s Jun 9 2003 ek Industries,Inc. Wed Mar 17 13:46:18 2004 Page 1 D-D-O 5-6-14 10-4-0 + 15-1-2 20-8-0 21:10-0, 1-2-0 5-6-14 4-9-2 4-9-2 5-6-14 1-2-0 seals=137.9 ' 4z4 M1120 - 4 4.0o 2x4 MII20 \\ 2x4 MI120 3 5 2 6 �1 7 • d d US M120 - 10 9 8 3x8 M1120 — ' 3x4 MII20 3x4 M020 - 4x6 M1120 0-0-0 0-0-0 7-1-15 13-6-1 20-6-0 7-1-15 6-4-3 7-1-15 Plate Offsets 2:0-3-2,0-0-141,[6:0-3-2,0-0-14] ' LOADING (psf) SPACING 2-0-0 CSl DEFL in ()oc) Udefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.47 Veri(LL) 0.08 10 >999 M1120 1851148 TCDL 14.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.16 9 >999 UGLL 0.0 Rep Stress Incr NO WB 0.25 Horz(TL) 0.03 6 n1a BCDL 10A Code UlIC971ANS195 (Matrix) 1st LC LL Min Udefl=360 Weight:9211 LUMBER BRACING TOP CHORD 2 X 4 OF No.2 TOP CHORD- Sheathed or 3-0-8 oc purlins. SOT CHORD 2 X 6 OF N0.2 BOT CHORD Rigid ceiling directly applied or 5-7-0 oc bracing. WEBS 2 X 4 HF Stud/Std G REACTIONS (lb/size) 2=89710-3-8,6=89710-3-6 Max Horz 2=62(load case 51 A Max cirav t=l4baltoaa case b/,b=14tsopoaa case t/ FORCES (lb)-First Load Case Only TOP CHORD 1-2-26,2-3=-1947,3-4=-1708,4-5=-1708,5-6=-1947,6-7=26 BOT CHORD 2-10=1800,9-10=1226,8-9=1800,6-8=1800 WEBS 3-10=319,4-10=515,4-9=515,5-9=319 NOTES 1) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98 per UBC971ANSI95;85mph;h=25ft;TCDL=8.4psf;BCDL=6.Opst occupancy category 1; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Oo?0 SS1p�� ' Table No,16-B,UBC-97, l 4)A plate rating reduction of 20%has been applied for the green lumber members. 4� C•AND �• 5)This truss has been designed for a total drag load of 3600(b. Connect truss to resist drag loads along bottom C✓ �. �` 2 chord from 0-0-0 to 20-8-0 for 174.2 plf. !; • LOAD CASE'S) Standard Cr C 17180 2: r * EXP. 06/30/05 CIVIk- FCAU� March 17,2004 ® WARNING-Ver1Jy design pararnetrm and REAP NOTES ON THIS AND WrAA ED Al REFERENCE PAGE JIB 74M W ORS IT=. 7777 Greenback Lane Design valid far use only with AARek connectors.This design is based only upon parameters shown,and is for an individual building component. suite 109 ' Applicability of design paromenters and proper inaorporallon of component a responsibility of building designer-not truss designer.Bracing shown CiWs Helghts,CA,956100 $fatlpteral support of individual web members only.Additional temporary bracing to insure stability during construction is the r@spOM1siblllity of the erector.Additional permanent bracing of the overW structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing.consult ANS117PIl Quality Crilerim DSB-8f and BCSII Building Component M iTe km Sefety information available from Truss Plate Institute,583 D'Onoll Drive,Madison,Wl53719. Job Truss Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS R11627079 MASTERTR R01P ROOFTRUSS 1 1 Job Reference(optional) JMW TRUSO -0CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries, nc. Wed Mar 17 13:46:19 2004 Page 1 0-0-0 -1-2-0 5-6-14 104-0 15-1-2 1 20-6-0 21-10-0 1-2-0 5-6-14 4-9-2 4-9-2 5-6-14 1-2-0 Scale=1:37.9 ' 4x4 MII20 - 4 4.00 12 2x4 M1120 \\ 2x4 M1120 3 5 ' 2 6 cc 7 �S • o d 3x6 M1120 - 10 9 6 3x6 M1120 — 3x4 M1120 - 3x4 M1120 - 3x4 M1120 = 0-0-0 0-0-0 7-1-15 13-6-1 20-8-b 7-1-15 6-4-3 7-1-15 LOADING (psO SPACING 2-0-0 CSI DEFL in (loc) UdeFl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.30 Vert(LL) -0.08 6-9 >999 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.20 6-9 >999 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.05 6 n/a BCDL 10.0 Code UBC97IANSI95 (Matrix) 1st LC LL Min Udefl=360 Weight:77 lb LUMBER BRACING TOP CHORD 2 X 4 QF No.2 TOP CHORD RD Sheathed or 3-6-10 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid calling directly applied or 6-0-7 oc bracing. WEBS 2 X 4 HF Stud/Std G REACTIONS (Ib/size) 2-897/0-3-8,6=897/0-3-8 Max Horz 2=60(load case 5) Max Uplift 2=-453(ioad case 11),6=453(load case 14) Max Grav 2=1206(load case 8),6-1206(load case 7) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=-1900,3-4=-1671,4-5=-1671,5-6=-1900,6-7=22 BOTCHORD 2-10=1749,9-10=1204,8-9=1749,6-8=1749 ' WEBS 3-10=-307,4-10=500,4-9=500,5-9=-307 NOTES 1) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98 per UBC971ANSI95;85mph;h=25ft;TCDL=8.4psf;BCDL=6.0psf;occupancy category 1; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed:end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-13,UBC-97. 4) A plate rating reduction of 20%has been applied for the green lumber members. Q\-�flF ESS/0' ' 5) This truss has been designed for a total drag load of 1820 lb, Connect truss to resist drag loads along bottom Q chord from 0-0-0 to 20-8-0 for 88.1 plf. ���' �(C A < • LOAD CASE(S) Standard ' * EXP. 06/30/05 Ctvl\- '/,C7 CALIFO� March 17,2004 ir WARNING-trer(ry design parameters and READ NOTES ON TIWS AND INCLrrDED MTTEK REFERENCE PAGE AM-7473 BEFORE ME. 7777 Greenback bane Des'gn valid far use only with MiTek connectors this design is based only upon parameters shown,and is for on individual building component. Suite 109 Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 � is for lateral support of individual web members only.Additional Temporary bracing to insure stability during consnciion is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/rPll quality Dili DSB-89 and BCS11 Building Component MlTekm Safety Information available from Truss Plate Institute,583 4'Onairio Drive,Madison.WI 53719, Job Truss Truss Type Qty Ply LA LACUNA LARGE ROOF TRUSS R11627080 ' MASTERTR R01Q ROOF TRUSS 1 1 Job Reference(optional) JMW TR T�-0 ATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:46:21 2004 Page 1 0-0-0 u-1 2-0 , 6-6-14 10-4-0 1 15-1-2 � 20.11-11 21-10-11 r 1-2-0 5-6-14 4-9-2 4-9-2 5-6-14 1-2-0 Srale=1:37.9 ' 4x4 MII20 - 4 4A0 12 2x4 M1120 2x4 MI120 3 5 Y 2 6 �1 7 • o d ' 3x6 M1120 — 10 9 B 3x6 M1120 - 3x4 M1120 - 3x4 M1120 = 3x4 MI120 — 0-0-0 0-0-0 - 7-1-15 13-6-1 20-8-0 7-1-15 6-4-3 7-1-15 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.30 Vert(ILL) -0.08 6-9 >999 MI120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.53 Ved(TL) •0.20 6-9 >999 BCLL 0.0 Rep Stress Incr YES W6 0.25 Horz(TL) 0.05 6 n1a BCDL 10.0 Code UBC971ANS195 (Matrix) 1st LC LL Min Udefl=360 Weight:77 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 3-6-11 oc purlirls. 'BOT CHORD 2 X 4 OF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-12 oc bracing. WEBS 2 X 4 HF Stud/Std G REACTIONS (lb/size) 2=89710-3-8.6=89710-3-6 Max Horz 2=60(load case 5) Max Uplift 2=-450(load case 11),6,-450(load case 14) Max Grav 2=1202(load case 8),6=1202(load case 7) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=-1900,3-4=-1671.4-5=-1671,5-6=-1900,6-7=22 BOTCHORD 2-10=IT49,9-10=1204,8-9=1749,6-8=1749 ' WEBS 3-10=-307,4-10=500,4-9=500,5-J-307 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h-25ft;TCDL=8.4psf,BCDL=6.Opsf;occupancy category I; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads per Table No.16-B,UBC-97. - 4) A plate rating reduction of 20%has been applied for the green lumber members. e�QF ESS1�N ' 5) This truss has been designed for a total drag load of 1800 lb. Connect truss to resist drag loads along bottom Q chord from 0-0-0 to 20-8-0 for 87.1 pit. � C AIUp�� • LOAD CASE(S) Standard Tt1 C 17180 EXP 06/30/05 s� cjv)�- March 17,2004 WAILYLYU-V-if.y design parameters and READ NOTE$ON TA .AND LNCLIMED MTER REFERENCE PAGE AM-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for on individual building component. 8ui1e 109 Appicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 I is for lateral support of individual web members only.Additional temporary bracing to insure stobBily during constriction 6 the responsibillity of me erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult AN51/TPIT Quality Criteria,DSB-89 and BCSII Budding Componentlb Safety Information available from Truss Plate lnstiNte,583 D'Onoino Drive,Madison,Wi 53719. Job Truss Truss Type Oty I Ply LA LAGUNA LARGE ROOF TP USS R11627081 MASTERTR R01 S ROOF TRUSS 1 1 ' Job Reference(optional) JMW TRUI&&ATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:46:22 2004 Page 1 0-0-0 .-1-2-0 5-6-14 _ 10-4-0 15-1-2 20-8-0 21-10-0 1-2-0 5-6-14 4-9-2 4-9-2 5-6-14 1-2-0 Scale=1:37.9 ' 4x4 MII20 = � 4 4.00 12 2x4 M1120 Q 2%4 M1120 3 5 2 6 d1 7 • d 4x5 M1120 — 10 9 8 US M1120 = 3x4 M1120 = 3x4 M1120 - 3x4 M1120 — 0-0-0 0-0-0 7-1-15 13-6.1 2D-8-0 7-1-15 6-4-3 7-1-15 LOADING (ps() SPACING 2-0-0 CSl DEFL in (loc) Udefl PLATES GRIP ' TCLL 16.0 Plates Increase 1.25 TC 0.34 Vert(ILL) 0.09 10 >999 M1120 1551148 TCDL 14.0 Lumber Increase 1.25 BC 0.59 Vert(TL) -0.20 6-9 >999 BCLL 0.0 Rep Stress Incr YES WB 0.25 Holz(TL) 0.05 6 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min l/defl=360 Weight:77 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 34-14 oc puriins. BOT CHORD 2 X4 DF No.2 BDT CHORD Rigid ceiling directly applied ors-6-3 oc bracing. WEBS 2 X 4 HF Stud/Std G REACTIONS (Ib/size) 2=897/0-3-8,6=897/0-3-8 Max Horz 2=60(load case fit r. Max urav 'L=1280(load case 8),6=1280(loao case 7) 41 FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=-1900,3-4=4671,4-5=4671,5-6=-1900,6-7=22 BOT CHORD 2-10=1749,9-10=1204,8-9=1749,6-8=1749 ' WEBS 3-10=307,4-10=500,4-9=500,5-9=-307 NOTES 1) Unbalanced roof live loads have been considered for this design. . 2)Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=2511;TCDL=8.4psf,BCDL=6.Opsf;occupancy category I; ' exposure C;partially,MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3)This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live bads per Table No.16-B,UBC-97. .4)A plate rating reduction of 20%has been applied for the green lumber members, ��fl ES$JpN ' 5) This truss has been designed for a total drag load of 2260 lb. Connect truss to resist drag loads along bottom Q chord from 0-0-0 to 20-&0 for 109.4 pit. �4 ��C•ANp�F�� • LOAD CASE(S) Standard cc C 17180 z ' * EXP, 06/30/05 -7) FCo March 17,2004 WARNMO-yertfy design pammetera and READ MOTES ON TWS AND D9CLUDED MTER REFERENCE PAGE MU-?473 BEFORE USE. 7777 Greenback Lana Des' n valid for use only wish MT connectors fi¢design is based only u Suits 109 %3 y g y upon parameters shown,and is for an individual building componeni. suits Heights,CA,45610 Applicability of design poromeniers and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of inckvlduol web members only.Additional temporary brodng to insure stability during consbucflon Is the responsibillity of the erector.Additional permonerd bracing of the overall structure is the responsibility of the building designer.For general guidance regarding folxication,quality Contra(.storage,delivery,erection and bradng,consult ANSI/TPII quality Criteria,DSB-89 and BCSII Building Component MiTek Sdey Irdormalion cr allable from Truss Plate Institute.583 D'Onofdo Drive,Madison,WI53719. Job Truss Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS R11b27082 ' MASTERTR R01T ROOFTRUSS 1 i Job Reference(optional) J W TRUo d0CATREM9E CITY 5.000 s Jun 9 2003 MITek industries,Inc. Wed Mar 17 13:46:23 2004 Page 1 0-0-0 5-6-14 , 111 4-0 i 15-1.2 20-11-0 �21 1-2-0 5-6-14 4-9-2 4-9-2 5-6-14 1-2-0 Scale=1:37.9 All plates are 1.5x4 M20 unless otherwise indicated. ' 44 MII20 - 4 4.00 12 2x4 MII20 \\ 2x4 M1120 3 5 ' 6 • o d 3x5 M1120 - 9 8 3x5 M1120 - 3x4 M1 MII20 - 3x4 MII20 — 3x4 MII20 - 0-0-0 0-0-0 ' 7-1-15 13-6-1 20-8-0 , • 7-1-15 6-4-3 7-1-15 LOADING (pst) SPACING 2-0-0 C51 DEFL in (loc) I/defl PLATES GRIP ' TCLL 16.0 Plates Increase 1.25 TC 0.24 Vert(LL) 0.07 10 >999 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.48 Verf(TL) 0.18 6 9 >999 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.05 6 ' n/a BCDL 10.0 Code UBC971ANS195 (Matrix) 1st LC LL Min Well=360 Weight:101 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 44-5 oc purlins. BOT CHORD 2 X 4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G OTHERS 2 X 4 HF Stud/Std G REACTIONS (lb/size) 2=897/0-3-8,6=89710-3-8 Max Holz 2=60(load case 5) Max Upfift 2=144(load case 3),6=-144(load case 4) FORCES (Ib)-First Load Case Only TOP CHORD 1-2=22,2-3=1900,3-4=-1671,4-5=-1671.5-6=-1900,6-7722 BOT CHORD 2-10=1749,9-10=1204,8-9=1749,6-8=1749 ' WEBS 3-10=-307,4-10=500,4-9=500,5-9=-307 NOTES 1)Unbalanced roof live loads have been considered for this design. • 2)Wind:ASCE 7-911 per UBC97/ANSI95;85mph;1-25ft;TCDL=8.4psF,BCDL=6.11ps1 occupancy category I; ' exposure C;partiatly;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face), see MiTek"Standard Gable End Detail" 4) Gable studs spaced at 1-4-0 oc. QgQFESS/�N ' 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Q Table No.16-B,UBC-97. �Q� ¢� �''AJV�� X1 6)A plate rating reduction of 20%has been applied for the green lumber members. A • LOAD CASE(S) Standard a ' * EXP. 06/30105 q�F�F CRs_1F©� March 17,2004 ® WARNLFG•Verify design parameters and READ NOTES ON TMS AND INCLVDED WT&K REFERENCE PAGE ND-7473 BEFORE USE. 7777 Greenback Lane Design valid far use only with AmTek connectors.This design is based only upon parameters shown.and is for on individual building component. Suite 109 A licabili of desi n aramenters and proper ration of component is responsibility of buildln desi ner-not truss desi ner.Bracing shown Citrus Heights,CA,9561a�1 PP ly 9 P P P P P N 9 9 9 n9 k for lateral support of individual web members only.Additional temporary bracing to insure stability during construction it the responsibility of the erector.Additional permanent bracing of,the overall structure is the responsibility of the building designer.For general guidance regarding Im fabrication,quality control.storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-BF and BCS11 Building Component44 iTekm Safety informoften available from Truss Plate Institute.583 D'Onofdo urive,Madison,WI 53717, Job Truss Truss ype Qty Ply LA LAGUNA LARGE ROOF TRUSS R11627083 MASTERTR R03' MONO TRUSS 2 t Job Reference(optional) JMW TRUSS,CATHEDRAL CITY 0-0-0 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:46:24 200043 Page t -1-2-0 6-0-0 1-2-0 6-0 0 2x4 MII20 11 Scale=1a4.8 3 4.00 '12 2 ' 4 2x4 M1120 11 0-0-0 2x4 M1120 = 0-3-8 6-0-0 6-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Ildeft PLATES GRIP LTCLL 16.0 Plates Increase 1.25 TC 0.44 Veri -0.06 2-4 >999 M1120 1851148 TCDL 14.0 Lumber Increase 1.25 BC 0.33 Vert(TL) -0.11 2-4 >615 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a BCDL 10.0 Code UBC971ANS195 (Matrix) 1st LC LL Min Vdefl=360 Weight;20 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G ' REACTIONS (lb/size) 2=320/0-3-8,4=21 910-1-8 Max Horz 2=76(load case 4) Max Uplift 2=76(load case 3),4=37(load case 3) FORCES (Ib)-First Load Case Only T OP CHORD 1-2=22,2-3=42,34=-162 130T CHORD 2-4=0 ' NOTES 1) Wind:ASCE 7-98 per UBC97/ANSI95;BSmph;h=251i TCDL=8.4psf;BCDL=fi.Opsf;occupancy category I; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. • 2)This truss has been designed for a 10.0 psf bottom chord live lead nonconcurrent with any other live loads per ' Table No.16-13,UBC-97. 3)A plate rating reduction of 20%has been applied for the green lumber members. 4) Bearing atjoint(s)4 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. QRpFESS/QN ' 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)4. Q LOAD CASE(S) Standard Cr C 17180 z ' * EXP. 05/30/05 S'J civil. �Q gTFQF CAL�F��� March 17,2004 WARNING-Verify design parameters and READ NOTES ON THIS AND VVCLr%DED DIITER REFERENCE PAGE AM-7473 BEFORE USE. T777 Greenback Lane �sW Design valid for use only with MiTek connectors.Ns design¢based only upon parameters shown,and B for art individual buTding component. Sb&e lag Ap rcabili of design arameri and proper incorporation of cam onenf is responsibility of building designer truss designer.Brach shown Citrus Heights,CA,g5610 I P ls g in P P rP P P N 9 g 9 9 is for lateral support of individual web members only.Additional temporary bracing to Insure stobiliy during construction is the responsibillity of the erector.Additional pemranent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabAoation.quality control,storage,delivery,erection and bracing,consult ANSI iP11 Quality Criteria.DSB-89 and BCSII Building Component WOWsafely Information available from Truss Plate Institute,583 D'OnoMo Drive,Madison,WI 53719. Job russ Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS ' R11627084 ' MASTERTR R04 COMMON 1 1 Job Reference(optional JMW TNS-0S,CATHEDRAL CITY 5.000 s Jun 9 2003 MTek Incustries, r1C. ed Mar 17 13:46:26 2004 Pagel o-o-o -,1-2-9 7-0-6 14.5-4 + 21-3-0 I 28-0-12 35-5-10 39.8-0 1-2-0 7-0.6 7-4-14 6-9-12 6-9-12 7-4-14 ' 4-2-6 Scale=1:71.2 All plates are 1.5x4 M20 unless otherwise indicated. 5x5 Mtt20 40 12 g 3x6 MII20 3x5 MII20 y 7 34 M1120 4 3x4 M1120 5 6 - 4 2x4 M1120 Q 3xt0 M1120 3 9 1-6.0 3x5 IM 20 I 10 I 1 2 IM • b 4x12 MIIZO = 84 17 16 15 8514 13 12 11 ' 3x5 M1120 - US M1120 = 4x4 M1120 - 3x5 M1120 v 3x4 M1120 4x7 M1120 - 3x6 M1120 = 0-0-0 aa-0 9-2-11 17-2-9 , 25-3-7 33-3-5 39-8-0 9-2-11 7-11-15 8-0-14 7-11-15 6-4-11 Plate Offsets(X,Y): [2:0-0-3,Edge],[9:0-2-8,0-1-8],[16:03-0,Edge] LOADING (psf) SPACING 2-0-0 CSt DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.88 Vert(LL) 0.38 15-17 >999 M1120 185114B TCDL 14.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.65 15-17 >732 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(TL) 0.17 11 n1a BCDL 10.0 Code UBC971ANSI95 (Matrix) 1st LC LL Min Vdefl=360 Weight:285 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.2 'Except' TOP CHORD Sheathed, except end verticals. 1-4 2 X 4 DF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 4-2-9 oc bracing, BOT CHORD 2 X 4 DF 240OF 2.0E "Except` WEBS 1 Row at midpi 9-11 11-14 2 X 4 DF 165OF 1.5E,14-16 2 X 4 DF No.2 WEBS 2 X 4 HF Stud/Std G OTHERS 2 X 4 HF Stud/Std G REACTIONS (lb/stze) 2=1658/0-3-8,11=1574/0-3-8 Max Hors 2=131 flmd r KA 111 h ax urav 2=2604(load case 8),11=[393(load case 7) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=-4119,3-4=-3796,4-5=-3699,5-6=2844,6-7=-2618,7-8=2686,8-9=-2840, 9-10=-237,10-11=-164 BOT CHORD 2-84=3840,17-84-=3840,16-17=2999,15-16=2999,15-85=2187,14-85=2187,13-14=2187, 12-13=2686,11-12=2454 WEBS 3-17=-435,5-17=730,5-15=-731,6-15=908,6-13=602,6-13=-406,8-12—T6,9-12=25% 9-11=2626 �pF ESSlp NOTES QF NO, 1) Unbalanced roof live loads have been considered for this design. G,A Q F 2)Wind:A$Cexposure C;part alllly;MWFRSIgable end zone;cantilever heft and rriight exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. Tri ' 3) Truss designed for wind loads 1n 11,e plane of the truss only. For studs exposed to wind(normal to the face), Cr C 17180 x T see MTek"Standard Gable End Detail' 4) Gable studs spaced at 1-4-0 oc, * EXR 06130/05 51 This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads per Table No.16-B,UBC-97, �Pb C 6)A plate rating reduction of 20%a has been applied for the green lumber members. CAL Continued on page 2 CAL�F�� March 17,2004 417, 77 ING-Ver(fy design panamarers and READ NOTES ON TMS AND INCLUDED=EH ZPZF NCE PAGE SM-7473 BEFORE ME. 7777 Grreeenback Lanelid for use only with MOek connectors.This designis based only upon parameters shown,and is for on indvidual building component. SuiteCiWs Heighta,CA,95610 � lity of design poramenters and proper incorporation of component is responsibility o(buld'ing designer-not thus designer.Bracing shownal support of md'ividual web members only.Additional temporary brocing to insure stobtify during construction is the responsibillity of the dditional permanent bracing of the Overall ShWture is the responsibility of the building designer.For general guidance regardingn.quaitycontrol,storage,delivery,erection and bracing,consult ANSI/TPII Qualily Criteria,DSB.89 and BCSII Building ComponentMiTekrma5on avdlable from Thus Plate Institute,563 D'Onolrio Drive,MadBon,WI 53719. Jobcuss Truss Type Qty Ply LA LAGUNA LARGE ROOF S R11627084 MASTERTR R04 COMMON t 1 Job Reference o tional) JMW TRUSS,CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 t :4 : 2004 Page 2 NOTES 7) This truss has been designed for a total drag load of 493111, Connect truss to resist drag loads along bottom chord from 7-0-0 to 23-0-0 for 308.1 plf. LOAD CASE(S) Standard i I ,& WARNING-V—Vy design parameter:and R&AD Nor=oN 77719 AND MCLUDFD AUTEA REFRRSNCE PAGE MII-7473 BEFORE USi. 7T77 Gl=.Ck Lane Design vaEd for use o with-Tek connectors,fi¢design SuHe Las T my sign B bosed onty upon parameters shown,and is for an n6Mdud bu:dusg component. Citrus Heights,CA B561 o npplicabufy of design paramenters and proper incorporation of component is responsibil of building designer-not truss designer.&acing shown is for lateral'support of individual web members only.Additional temporary bracing to Insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsib:ify of the building designer.For general giidance regarding fabrication,quarity control,storage,delivery,erection and bracing.consLAt ANSI/rPll Quality Criteria,DSB•89 and BCS11 Building Component M iTekm Safety Irdom ation ava]able from Truss Plote Insfitule,583 D'Onofrio Drive,Madison.VIA53719. Job Truss Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS R11627085 MASTERTR R04A COMMON 10 1 Job Reference(optional) JMW TRUSS,CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:46:27 2004 Page 1 0-0-0 1-2 G 7-6-0 , 12-4-5 18-3-0 , 24-3-0 1 30-1-11 35-0-0 3948-0 1—�. { - - --i� 1-2-0 7-6-0 4-10-5 5-10-11 6-0.0 5-10.11 4-10-5 4-B-0 Scale=1:71.3 4.00 12 5x5 MI120 — 3x6 M1120 7 3x6 M1120 3x6 M1120 6 8 3x6 MI120 zL- 3x5 M1120 y 5 2x4 M1120 Q 9 3x4 MIf20 zi- 4 10 2x4 M1120 \\ 3x7 M1120 3 11 3x5 MI120 II 12 rjeP�j ED d WO M1120 -. 4x7 M[120 -19 18 17 16 SS 14 13 s 3%4 MII20 = 5%7 M1120 WB — 4x7 MI120 — 3x4 MII20 - 3x8 M1120 = 5x8 M1120 - 6x8 M420 — 5x7 MI120 WB 0-0-0 0-0-0 9-3-9 18-3-0 24-3-0 33-2-7 39.8.0 9-3-9 8-11-7 6-0-0 B-11-7 6-5.9 Plate Offsets(X,Y): [2:0-5-2,0-1-8],[16:0-1-8,0-2-4],[17:0-2-0,0-2-4],[18:0-3-8,Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.94 Vert(LL) -0.64 17-19 >739 M1120 1851148 TCDL 14.0 Lumber Increase 1,25 BC 0.96 Vert(TL) -1.20 17-19 >394 BCLL 0.0 Rep Stress Incr NO WB 0.94 HOrz(TL) 0.16 13 n/a BCDL 10.0 Code UBC97/ANS[95 (Matrix) 1st LC LL Min Udell=360 Weight:185 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 "Except' TOP CHORD Sheathed or 2-1-4 oc pudins, except end verticals. 1-5 2 X 4 DF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 4 OF 240OF 2.0E 'Except` WEBS 1 Row at midpt 4-17.11-13 13-15 2 X 4 DF 165OF 1.5E 2 Rows at 1/3 pts 6.8 WEBS 2 X 4 HF Stud/Sid G*Except* 16-17 2 X 6 HF No.2,12-13 2 X 4 HF No.2 REACTIONS (lb/size) 2=1 82510-3-8.13=1 767/0-3-8 Max Horz 2=118(load case 5) Max Uplift 2=-274(load case 3),13=-225(load case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=-4588,34=4342,4-5=-3219,5-6=3152,6-7=-557,7-8=-594,8-9=-3100, 9-10=-3200,10-11=3232,11-12=-380,12-13=269 BOT CHORD 2-19=4274,18-19=3702,17-18=3702,16-17=2990,15-16=3162,14-15=3162,13-14=2818 WEBS 6-17=726,8-16=566,6-20=-2476,8-20=-2476,10-16=-209,10.14=-229,11-14=343,4.177-871, 4-19=626,3-19=-329,7-20=199,11-13=-2872 NOTES 1) Unbalanced roof We loads have been considered for this design. RQ�ESS/� 2) Wind:ASCE 7-911 per UBC97/ANS195;85mph;h=25ft;TCDL=8.4psf;BCDL=6.Opsf;occupancy category I; exposure C;partially,MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL-1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads per Table No.16-13,UBC-97. 4) A plate rating reduction of 20%has been applied for the green lumber members. C 17180 "1 LOAD CASE(S) Standard * EXP. 06130/O5 1) Regular.Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert;1-7=-60.0,7-12=-60.0,2-17=-20.0,16-17=-80.0,13-16=-20.0 s'j C]VI\-41 gTF�F CALtFo4 March 17,2004 ® WARNBVG-verlJy design pammetara and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE ME--7473 BEFORE USE. 7177 Greenback Lane ��• Deign valid for use only with Ml connectors.This design is based only upon parameters shown.and is for on individual building component. CftmSuite 109 Applicability of design paramenters and proper incorporation of component 6 responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 � is for lateral support of individual web members only.Additional temporary bracing to insure stab ity during construction is the responsibility of the erector.Additional permanent bracing of the overal structure is the responsibil of the bu3drig desgner.For general guidance rega rci lg �/fabrication,quality,control,storage,delivery,ereclion and bracing.Consult ANSI/TPII Quality Criteria,DSB•B9 and Ill Building Component M ITek` Safety Information ova.oble trorr Truss Plate Insfitule,583 D'Onolrio Drive,Madison,W153779. Job Truss rues ype Qty Ply LA LAGUNA LARGE ROOF TRUSS R11627086 MASTERTR R04B ROOF TRUSS 1 1 Job Reference(optional) JMW TRRUSS,CATHEDRAL CITY 5,000 s Jun 9 2003 M,' Industries,Inc. Wed Mar 17 13:46:29 2004 Page 1 0-0 0 7-7-8 1 14-5-4 21-3-0 28-0-12 34-10-8 1 42-6-0 4,3-8-Q 7-7-8 6-9-12 6-9-12 6-9-12 6-9-12 7-7-8 1-2-0 _ Scale=1:75.5 4,00 12 SXS MII20 6 3x5 M1I20 sr 3x6 M1120 s:. 3x5 M1120 3x6 M1120 4 6 3 7 2x4 M1120 2 6 ' n 1 9 10 h 4x7 M1120 = 16 15 14 13 12 - 11 4x7 Mff20 — d 3x5 M1120 - 4x6 Mi120 -4x4 MI12C — 4x4 MI120 —4x6 M1t20 — 3x5 M1120 - 0-0-0 0-0-0 9-2-11 17-2-9 25-3-7 33-3-5 f 42-6-0 r-- 9-2-11 7-11-15 8-0-14 7-11-15 9-2-11 Plate Offsets(X,Y): [1:0-2.2,0-0-2],[9:0-2-2,0-0-2],[15:0-3-0,Cdge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.96 Vert(LL) 0.34 13-14 >999 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC - 0.91 Vert(TL) -0.78 13-14 >649 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.22 9 n/a BCDL 10.0 Code UBC971ANSI95 (Matrix) 1st LC LL Min I/deft=360 Weight:174 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed. BOT CHORD 2 X 4 DF 165OF 1.5E 'Except' BOT CHORD Rigid ceiling directly applied or 9-6-9 oc bracing. 12-15 2 X 4 DF No.2 WEBS 2 X 4 HF Stud/Std G REACTIONS (11/si7e) 1=1 68 710-3-8,9=1771/0-3-8 Max Harz 1=116(load case 6) Max Uplift 1=-216(load case 3),9=-255(load case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=4426,2-3=-4190,3-4=4072,4.5=-3193,5-13=-3192,6-7=4089,7-8=4175,8-9=-4423, 9-10=22 BOT CHORD 1-16=4140,15-16=3328,14-15=3328,13-14=2526,12-13=3324,11-12=3324,9-11=4122 WEBS 2-16=-415,4-16=795,4-14=-721,5-14=898,5-13=896,6-13=-716,6-11=780,8-11=-409 NOTES 1) Unbalanced roof live loads have been considered For this design. 2)Wind:ASCE 7-98 per UBC97/ANS195;95mph;h=25ft;TCDL=8.4psf;BCDL=6.0l occupancy category I; exposure C;parfiafly;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 4�FESS/� 31 This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads per Table No.16-B,UBC-97. 4)A plate rating reduction of 20%has been applied for the green lumber members. LOAD CASE(S) Standard cc C 17180 z * EXP. 06/30/05 yt cf' C101 �Q March 17,2004 WARNING•Penjy desrgrt parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE)W-7473 BEFORE USE, 7777 Greenback Lane Desi n valid for use on with Mil connectors,This design is based only upon parameters shown,and is for an indivlduoi building component- suite 1 e g ty 9 y p P n p Citrus Heights,CA,45610 � Applicahiliy of design paramentea and proper incorporation of component is responsibility of building designer-not truss designer.bracing shown is for lateral support of indvidual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the respensiblity of the building designer.For general guidonce regarding fabrication,quality control,stcrage,delivery,erection and bracing,consult ANSI/TPII Quality Crileria,DSB-89 and BCSIS Building Component M iTek°° Safety IMormalion available from Truss Plate Insttute,$83 D'onotrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply LA LAGUNA LARGE ROOF TR SS R11627087 MASTERTR R04C ROOFTRUSS 2 1 Job Reference(optional) JMW TRtoSO CATHEgRP L CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 1 T46:30 2004 Page i 0-o-0 �T 7-7-8 14-5-4 21-3-0 28-0-12 + 34.10-8 1 42-6-0 2-0-0 7-7-8 6-9-12 6-9-12 6-9-12 6-9-12 7-7-8 1-2-0 Scale=1:76.8 SXS M1120 x 4.00 12 6 3x5 MIi20 3x5 M1120 3x6 M1120 st: _ 3x6 MI120 5 7 8 2x4 M1120 \\ 4 2x4 MI120 3 9 �1 2 10 11 4x7 M1120 = 17 16 15 14 13 12 40 M1120 - d 3x5 M1120 — 4x6 MI120 — 4x4 M1120 - Us M1120 - 4x4 MI120 - 4x6 M1120 0-0-0 0-M 9-2-11 17-2-9 25-3-7 33-3-5 42-6-0 9-2-11 7-11-15 8-0-14 7-11-15 9-2-11 Plate Offsets(X,Y): [2:0-2-2,0-0-2],[10:0-2-2,0-0-2),116:0-3-0,Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.92 Vert(LL) 0.33 14-15 >999 M1120 1851148 TCDL 14.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.77 14-15 >655 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(rL) 0.22 10 n/a BCDL 10.0 Code U8097/ANS195 (Matrix) 1st LC LL Min Vdefl=310 Weight:177 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed. BOT CHORD 2 X 4 DF 165OF 1.5E `Except' BOT CHORD Rigid ceiling directly applied or 9-10-14 oc bracing. 1 13-16 2 X 4 DF No.2 WEBS 2 X 4 HF Stud/Std G REACTIONS (Iblslze) 2=182210-3-8,10=116810-3-8 Max Horz 2=124(load case 5) Max Uplift 2=-280(load case 3),10=255(load case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=38,2-3=-4385,3-4=-4139,4-5=-4069,5-6=-3179,6-7=-3181,7-11-4078,8-9=4164, 9-10=4413,10-11=22 BOT CHORD 2-17=4084,16-17=3309,15-16=3309,14-15=2516,13-14=3314,12-13=3314,10-12=4112 WEBS 3-17-39B,5-17=757,5-15=-710,6-15=891,6-14=895,7-14=-717,7-12-781,9-12=-409 +� NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25ft;TCDL-8.4psf,BCDL=6.Opsf;occupancy category I; exposure C;partially.MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. �QFESSjp ' 3) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-B,UBC-97. ��c•O ,`C-A�/O 'C F 4)A plate rating reduction of 20%has been applied for the green lumber members. LOAD CASE(S) Standard T11 W C 17180 1 ' * EXP. 06130/05 yt s� Civil. �TFOFCA4IF�Q- March 17,2004 ® 7777 Greenback Lane r..nrw WARNfNO-trer(fg design parvmet�rs and READ NOTES ON TRL4 AND INCLUDED MITER REFERENCE PAGE�-7473 BEFORE USE. � Design valid for use o with 7.4Tek connectors.This d is on upon Suite 109 rry design only po parameters shown,and Is for an individual building component. Ciuu.Height.,CA,95610 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members oNy.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,ductility control,storage,delivery,erection and bracing,consult ANS1/TPll Quality Criteria,D5B-B9 and BCSII Building Component M iTekm Safety Information ava8able from Truss Plate Institute,583 D'onolno Drive,Modaorx w1 S3719. Job Truss Truss Type Oty P y LA LAG A LARGE ROOF TRUSS R11627088 MASTERTR R0411 ROOF TRUSS 4 1 Job Reference optional JMW TRUSS d CATHEDRAL CITY 5. s un 9 2003 MiTek Industries, nc. ed Mar 17 I; 6.31 2004Page 1 0 0-0 ,-2-0-0 , 1-7-8 14-5-4 1 21-3-0 28-0-12 I 34-10.8 42-8-0 2-0-0 7-7-8 6-9-12 8.9-12 6-9-12 6-9-12 7-7-8 Scale=1;76.7 5x5 M1120 4.00 12 6 US MI120 US MII20 36 M420 a 3x6 M1120 5 7 8 294 MIIZO \\ 4 2x4 MII20 3 g � 2 ,a �1 • 4x7 M1120 - i6 15 14 13 12 11 4x7 M1120 = o ' 3x6 M1120 4x6 MII20 x 4x4 M1120 - 3x5 M1120 — 4x4 M1120 = US M1120 — 0-0-0 0-0-0 9-2-11 17-2-9 25-3-7 33-35 42-6-0 9-2-11 7-11-15 8-0-14 7-11-15 9-2-11 Plate Offsets(X, : [2:0-2-2,0-0-2],[10:0-2-2,0-0-2],[15:0-3-0,Edge] LOADING (psf) SPACING 24)-0 CSI DEFL in (loc) I/deft PLATES GRIP TOLL 16.0 Plates Increase 1.25 TC 0.95 Vert(LL) 0.34 13-14 >999 M1120 185/148 rCDL 14.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.78 13-14 >653 BCLL 0.0 Rep Stress Incr YES WE 0.49 Horz(TL) 0.22 10 We BCDL 10.0 Code U11C97/ANSI95 (Matra) 1st LC LL Min Ildefl=360 Weight:175 lb — LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed. BOT CHORD 2 X 4 DF 165OF 1.5E 'Except' BOT CHORD Rigid ceiling directly applied or 9-10-2 oc bracing. 12-15 2 X 4 DF No.2 WEBS 2 X4 HF Stud/Std G REACTIONS (!b/rize) 2=1823/0-3-11,10=1685/0-3-8 Max Horz 2=129(ioad case 5) Max Uplift 2=28C(load case 3),10=-216(load case 4) FORCES (Ib)-First Load Case Only TOP CHORD 1-2=M,2-3=4389,3-4=-4143,4-5=-4073;5-6=-3183,6-7=-3186,7-8=-4066,8-9=-4184, 9-10=-4419 BOTCHORD 2-16=4087,15-16=3313,14-15=3313,13-14=2520,12-13=3322,11-12=3322,10-11=4134 WEBS 3-16=398,5-16=757,5-14=-709,6-14=891,6-13=898,7-13=-721,7-11=795,9-11=-415 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25ft;TCDL=8.4psf;BCDL=6.Opsf;occupancy category I; exposure C;partially,MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. Op(ZQ�ESS1 ' 3) This truss has been designed for a 10,0 psf bottom chord live load narlcaneurrent with any other live loads per Table No.16-13,UBC97. QCL C.ANQ F 4)A plate rating reduction of 20%has been applied for the green lumber members. LOAD CASE(S) Standard ' fY C 17180 * EXP. 015i30/05 srgT C10. FQFCALIF�� March 17,2004 ® WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED earex REFERENCE PAGE aar-74T3 BEFORE USE. 7777 Grserhack Lane Design valid for use only vr;lh hU7ek connectors.This design is based only upon parameters shown-and is foran individual building component. Suite 108 A icabi0 of design oramenters and r Citrus Heights, CA 9565p�� ppl' ty g p proper of component Is of building designer-not truss designer.6racmg shown is for laterd support of individual web members only.Additional temporary bracing to insure Sid bFity during construction is the responsitAf ty of the erector.Adddiond permanent brocing of the overall structure is the responsibility of the building designer.For general guidance regarding fobrication.cludity control.storage,delivery,erection and bracing,consult ANSI/rPll Quality Criteria.DSB-89 and BCSI1 Building Component M iTek® Safety Information ovollable from Inns Plate Institute,583 D'Onoldo Drive,Madison.M 53719. J Job Truss Truss Type Qty Puy LA LAGUNA LARGE ROOF TRUSS R11627089 MASTERTR R04E ROOF TRUSS 6 1 Job Reference(optional) JMW TORRU-0SS,CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:46!32 2004 Page 1 0-0-0 -�I-2_9 7-7-8 14-5-4 21-3-0 28-0-12 34.10-8 42-&0 1-2-0 7-7-8 6-9-12 6-9-12 6-9-12 6-9-12 7-7•8 Scale=1:75.5 5x5 M1120 - 4.00 F1'f 6 3x5 MI120 y 3xS MI120 3x8 M1120 3x6 MI120 a 5 7 8 4 2x4 M1120 \\ 2x4 MI120 3 9 10 1 2 � f d 4x7 M1120 — 4x7 M1120 - d • 16 15 14 13 12 11 US M1120 - 4x6 MI120 -4x4 M]r20 - 4x4 M1120 =4x6 M1120 = 3xS M1120 - 0-0-0 0-M 9-2-11 17-2-9 25-3-7 33-3-5 421r0 9-2-11 1 7-11-15 8-0-14 7-11-15 9-2-11 Plate Offsets X,Y): [2:0-2-2,0-0-2],[10:0-2-2,0-0-2],[15:0-3-0,Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.96 Vert(LL) 0.34 13-14 >999 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.78 13-14 >649 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.22 10 n1a BCDL 10.0 Code UBC971ANSI95 (Matrix) list LC LL Min Vdefl=360 Weight:174 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed. BOT CHORD 2 X 4 DF 165OF 1.5E 'Except' BOT CHORD Rigid ceiling directly applied or 9-7-10 oc bracing. ' 12-15 2 X 4 OF No.2 WEBS 2 X 4 HF Stud/Std G REACTIONS (Iblsize) 2=1771111-3-8,10=1687/0-3-8 Max Horz 2=116(load case 5) Max Uplift 2=255(load case 3),10=216(load case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=-4423,3-4=4175,4-5=4089,5-6=-3192,6-7=-3193,7-8=-4072,8-9=4190, 9-10=-4426 BOT CHORD 2-16=4122,15-16=3324,14-15=3324,13-14=2526,12-13=3328,11.12=3328,10-11=4140 WEBS 3-16=-409,5-16=780,5-14=-716,6-14=896,,6-13=898,7-13=-721,7-11=795,9-11=-415 A NOTES 1) Unbalanced roof live fonds have been considered for this design. 2) Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25ft;TCDL=8.4psf;BCDL=6.Opsf;occupancy category I; exposure C;pardally;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. Of ESS/ 3)This truss has been designed for a 10.0 psi bottom chard live load nonconcurrent with any other live loads per O N Q/v�l ' Table No.16-B,UBC-97. ��, G.ANQ C�, 4)A plate rating reduction of 20%has been applied for the green lumber members. LOAD CASE(S) Standard fr C 17180 ' * EXP. 06/30/05 y� sT�T Civil. March 17,2004 WARNING-V—rtf dectg.par —t—q.d READ NOTES ON TNlS AND INCLUDED DITEEREFERENCE PAGE 2I,7473 BEFORE USE. 7777 Greenback Lane —qb DPS' n valid for use onlywith Miliek Connectors.This desi n is based only u Suite 109 g y pan parameters y of bu and is for an individual buel sign component. Citrus Heights,CA.95610�� Applicability of design paramenters and proper incorporation of comparment is responsib'ufy of bu]ding designer-not buss designer.Bracing itmovm j is for lateral support of individual web members only,Additional temporary bracing to insure stability during construction is the resporuib7fy of the erector.Additional permanent bracing of the overall structure B the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consulf ANSI/TP11 Quality Criteria,DS11-89 and 8CSI7 Bullding Component M iTekto Sofety information available from Truss Plate Institute.593 D'Onofrfo Drive.Madison,WI 53719. Job Truss Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS R11627090 1 MASTERTR R114F ROOF TRUSS 1 1 Job Reference(optionaE) JMVV TRO Uo oS.CATHLORAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. ed Mar 17 13:46:34 2004 Page 1 0-0-0 1-2 7-7-6 1 14-5.4 21-3-0 1 2t3-0-12 1 34-10-8 1 42-6-0 1-2-0 7-7-8 6-9-12 6-9-12 6-9-12 6-9-12 7.7-8 Stare=1:76.1 All plates are 1.5x4 M20 unless otherwise indicated. 50 M1120 - 4.00 6 3x5 M029 36 W120 3x6 MII20 3x6 M1120 s 7e ' 4 2x4 M1120 3 9 1-6-0 ,n 1 j] 4x12 MII20 - 4x12 MII20 = O • 16 15 14 13 12 11 89 ' 3x5 M1120 = 5x7 Mtf20 WB - 4x4 M1120 = 3x5 M1120 = 44 M1120 = 5x7 M1120 WB - C-0-0 0-0-0 9-2-11 17-2.9 25-3-7 33.3-5 42-6-0 l 9.2.11 -�-- 7-11-15 8-0-14— r 7-11-15 9-2-11 r Plate Offsets(X,Y): (2:0-0-3,Edaej,[10:0-0-3,Edge],]75:0.3-8,Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udell PLATES GRIP TCLL 16.0 Plates Increase 1.25 TIC 0.75 Vert(LL) 0.44 14-16 >999 M1120 1851148 TCDL 14.0 Lumber Increase 1.25 BC 1.00 Verl(TL) -0.79 13-14 >638 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.26 10 n/a BCDL 10.0 Code UlIC971ANS195 (Matrix) 1st LC LL Min Udell=360 Weight:290 lb LUMBER BRACING TOP CHORD 2 X4 DF No.2 'Except' TOP CHORD Sheathed or 2-4-11 oc purlins. 14 2 X 4 OF 240OF 2.OE,7-10 2 X 4 OF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 4-2-12 oc bracing. 1 BOT CHORD 2 X 4 OF 240OF 2.0E 'Except' 12-15 2 X 4 OF 165OF 1.5E WEBS 2 X 4 HF StudlStd G OTHERS 2 X 4 HF Stud/Std G REACTIONS (lb/size) 2=1771/0-3-8,10=168710-3-8 Max Horz 2=124fload case 11) iviax urav Y=Zb"(ioaa case ti),1u=ztot1(loaa case r) ' FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=4422,3-4=4173,4-5--408_7,5-6=3191,6-7=-3130,7-8=-3193,8-9=-4189, 9-10=-4424 BOT CHORD 2-16=4120,15-16=3323,14-15=3323,13-14=2526,12-13=3329,11-12=3329,11-89=4138, 10-89=4138 WEBS 306=408,5-16=780,5-14=-715,6-14=895,6-13=899,8-13=-722,8-11=793,9-11=412 NOTES Q�QFESS/� 1) Unbalanced roof live loads have been considered for this design. ' 2)Wind:ASCE 7-98 per UBC971ANSI95;85mph;h=25ft;TCDL=8Apsf,BCDL=6.Opsf;occupancy category I; AN 4�� O exposure C:partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed:Lumber DOL=1.33 plate grip DOL=1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face), rr1 see MiTek"Standard Gable End Detail" C 17180 z m. 1 4) Gable studs spaced at 1-4-0 oc. CC 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per EXP. 06/30/05 Table No.16-B,UBC-97. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7) This truss has been designed for a total drag load of 4930 Ib. Connect truss to resist drag loads along bottom C]V(4 chord from 28-6-0 to 36-6-0 for 616.2 plf. C aF CAk-W Continued on page 2 March 17,2004 ® WwRNnrc-ver(/y design pa,Y,—t—end READ NOTES ON THIS AND 9vcurDED eff=REFERENCE aAOE u9-74 73 BEFORE USE. 77T7 Greenback Lane MIN* Design valid for use only with MiTek connectors.this design a based only upon parameters shaven,and a for on indrd,duol building component Suite 109 Applicability of design Citrus Heights,CA,95310 typoranenters and proper incorporation of Component a responybirify of building designer-not buss designer.Bracing shown Is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibsuty of the bolding designer.For generol guidance regarding tabdeation,quality control.storage.delivery,erection and bracing,consult ANSI/TM1 Quality Criteria,DSB•89 and BCSII Building Component MiTek® Safety Insfom Plate raffan ovoaubte from Truss Institute,5B3 D'Onofdo Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS R11627090 MASTERTR R04F ROOFTRUSS 1 1 Job Reference(optional) ATHEDRAL CITY 5.000 s Jun 9 2003 MiTe Industries,Inc. Wed Mar 17 13:46:34 2004 Page LOAD CASE(S) Standard ® WARAIDYO•Verify desrgn yammerers and PFAD NOMS ON YHre AND D9CLUDED AUTES REFERENCE PAGE DW-7473 i!<MIX9 VS& 7777 Greenback La:ia Sulte 109 pesign valid for use only with MRek connectors.fiis design a based only upon parameters shown,and is for an indvldual building Component. Citrus Helghts,CA,95610 � Applicability of design paramentars and proper incorporation of component is responsbility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction Is the responsiUllity of the erector.Additional permanent brocing of the overall structure B the resporuibuty of the building designer.For general guidance regarding fabrication,quality contfoi.storage,delivery.erection and bracing,comL4t ANSI/TPII Quality Cdlerta,DSB-89 and Ii Building Component M iTe km Steely 1Mormotion a adabte from Truss Plote Institute,SO O'Onafrio Crtve,Madison.M 53719. Job Truss Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS - R11627091 MASTERTR R04H COMMON 1 1 Job Reference(optional) JMW TRU 0 0-0 , ORAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:46:36 2004 Page 1 -1-2i�-8. 14-5-4 21-3-0 i 28-0-12 34-10-8 42-8-0 i 1-2-0 7-7-8 6-9-12 6-9-12 6-9-12 6-9-12 7-7-8 scalp=1:76.1 All plates are 1.5x4 M20 unless otherwise indicated.- 5x5 M1120 - ' 4.00 S2 6 3x4 M1120 7�- 3x4 M1120 2 3x6 M1120 3x6 M1120 5 7 8 3x4 MII20 � 4 3x4 MIf20 3 1-6-0 1-5-0 9 1 2 10 6 W2MI120 = U12 M1120 = d • 17 16 15 14 13 12 11 ' 2x4 M1120 11 4x6 M1120 - 3x8 M1120 - 3x4 M1120 = 2x4 M1120 it 3x4 M1120 — 4x6 M1120 — 0-0-0 0-0-0 7-7-0 14-5-4 21-3-0 28-0-12 34-10-8 42-6-0 7-7-8 6-9-12 6-9-12 8-9-12 6-9-12 7-7-8 Plate Offsets(X,Y); 2:0-0-3,Edge],[10:0-0-3,Edge],[15:0-3-0,Edge] LOADING (psQ SPACING 2-0-0 CSI DEFL in (loc) Udefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.73 Vert(LL) 0.35 16-17 >999 M1120 185114B TCDL 14.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.67 14-16 >761 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.20 10 n/a BCDL 10.0 Code 111IC97/ANSI95 (Matrix) 1st LC LL Min Udeff=360 Weight:276 lb LUMBER BRACING TOP CHORD 2 X 4 DF 240OF 2.0E `Except' TOP CHORD Sheathed or 2-6-2 oc purlins. 4-6 2 X 4 OF No.2,6-8 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 4-9-8 oc bracing. BOT CHORD 2 X 4 OF 240OF 2.0E `Except' WEBS 1 Row at midpt 5-14,7-14 13-15 2 X 4 OF No.2 WEBS 2 X4 HF Stud/Sld G OTHERS 2 X 4 HF Stud/Std G REACTIONS (lb/size) 2=1771/0-3-8;10=1687/0-3-8 Max Horz 2=116(load case 5) max(3-v 2=26U2(load case 8).1U=2b18(load Case 7) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=-4453,3-4=-3590,4-5--3506,5-6--2748,6-7=-2748,7-8=-3477,8-9=-3594, 9-10=-4472 BOT CHORD 2-17=4148,16-17=4148,15-16-3343,14-15=3343,13-14=3346,12-13=3346,11-12=4167, 10-11=4167 WEBS 3-17=163,5-16=435,6-14=1275,7-12=440,9-11=169,3-16=-860,5-14--975,7-14=-978, 9-12=-878 NOTES �aQROF ESS/� ' 1) Unbalanced roof live loads have been considered for this design. C-A 2)Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25ft;TCDL=8.4psf,BCDL=6.Opsf;occupancy category I; F�� • exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. Z 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face), C 17180 T. see MiTek"Standard Gable End Detail" 4) Gable studs spaced at 1-4-0 oc. * EXP. 06/30/05 yf 5)This truss has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live loads per Table No.16-B,UBC-97. 6) A plate rating reduction of 20%has been applied for the green lumber members. 4 C►V]L Continued on page 2 �pFCAU March 17,2004 ® 7AARNING-verify desfgn p ameters and READ NOTES ON THIS AND MCLUDED SUTES REFERENCE PAGE SM-7473 BEFORE USE. 7777 Greenback Lane Desi n valid far use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual bul cam onent. Suits He g y g Y p p ding p Citrus Heights,CA,98610 � Applicability of design pordmenters and proper incotparaflon of component}s responsibility of building designer-noi puss designer.Bracing shown is for lateral support of individual web members only.Additonal temparory bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the resporsibi4ty of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSIITP11 Quality Criteria,DSB-89 and SC511 Building Component M lTekm Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss ype Qty Ply LA LAGUNA LARGE ROOF TRUSS R11627091 MASTERTR R04H COMMON 1 1 ' Job Reference(optional) JMW TRUSS,CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:46:36 2004 age NOTES 7)This truss has been designed for a total drag load of 4930 Ib, Connect truss to resist drag loads along bottom chord from 0-0-0 to 42-6-0 for 116.0 plf. LOAD CASE(S) Standard ® WARNING-9ert&design parameters and READ NOTES ON MPS AND INCLUDED MITER REFERENCE PAGE AM-7473 BEFORE USE. 7777 GreenbeCk Lane Design valid for use only vgfh MTek connectors.This design is based on;y upon parameters shown.-andisfor an individual bulding component. SAO lag Applicability of design paramenters and proper incorporation of component is responsibility of building all-not truss designer.Bracing shovm Citrus Heights,CA,9561D � is for lateral support of individual web members only.Additional temporary bracing to insure stability during constnrction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quarty control,storage,delivery,erection and bracing,consult ANSI) ll Quality Criteria,DS"9 and SCS11 Building Component iTek� Sdety information available from Truss Plate Institute,583 D'Onotrlo Drive,Ma WI dison, 53719. Job Truss Truss Type Qfy ly LA LA GE ROOF TRUSS R11627092 MASTERTR R04K COMMON 1 1 Job Reference(optional) J ��,CAT D L CITY r 5.00 s Jun 9 2003 M Te Industries,Inc. a Mar 17 13:45:3 2004 Page 0 O-0 -1-2- 7-7.8 14-5-4 21-3.0 28-0-12 34-10-8 39 8-0 1-2.0 7-7-8 6-9-12 6-9-12 6-9-12 8-9 12 4-9 8 Scale=1:71.2 All plates are 1.5x4 M20 unless otherwise indicated. 5x5 MII20 — 4.00 12 6 3x4 MII20 3x6 MI120 3x4 M1t20 zzr 3x6 M1120 zi 7 g 8 4 � 3x4 MII20 3x4 M1120 5x7 M1120 z- 10 1 2 • r5 4x12 M1120 = 18 17 16 15 14 13 12 11 ' 2x4 M1120 11 3x6 M1120 - 3x8 M1120 = 3x4 M1120 3x12Idfl20 = 3x5 M1120 11 3x4 M1120 3x6 M120 - D-0-0 0-0-0 7-7-8 14-5-4 21-3-0 28-0-12 34-10-8 39-8-0 7-7-8 6-9-12 6-9-12 6-9-12 6-9-12 4-9-8 Plate Offsets(X.Y): [2:0-0-3,Edge],[12:0-3-8,0-178] LOADING (psf) SPACING 2-0-0 CSI DEFL in (roc) Well PLATES GRIP TCLL ' 16.0 Plates Increase 1.25 TC 0.71 Vert(LL) 0.35 17-18 >999 M1120 1851148 TCDL 14.0 Lumber Increase 1.25 BC 0.67 Vart(TL) -0.59 17-18 >808 BCLL 0.0 Rep Stress Incr YES WB 0,99 Horz(TL) 0.17 11 n!a f3CDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Vdel=360 Weight:272 Ib LUMBER BRACING TOP CHORD 2 X 4 DF 240OF 2.0E 'Except` TOP CHORD Sheathed or 2-6-8 oc purlins, except end verticals. 4-6 2 X 4 DF No.2,6-7 2 X 4 OF No.2 BOT CHORD Rigid ceiling directly applied or 4-6-9 oc bracing. BOT CHORD 2 X 4 DF 2400F 2.0E 'Except' WEBS t Row at mil 5-15,8-15 14-16 2 X 4 DF No.2 WEBS 2 X 4 HF Stud/Slid G'Except' 10-12 2 X 4 HF No.2,10-11 2 X 4 HF No.2 OTHERS 2 X 4 HF StudlStd G REACTIONS (Iblsi7e) 2=165810-3-8,11=1 5 7410-3-8 Max Horz 2=118(load case 5) 1 ' Max t;rav 2=261 loeq case 8). 1 i=zayatioad case 7) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=-4108,3-4=-3240,4-5=-3155,5-6=-2392,6-7=-2277,7-8=-2394,8-9=-2911, 9-10=-2750,10-11=1506- BOTCHORD 2-18=3821,17-18=3821,16-17=3010,15-16=3010,14-15=2705,13-14=2705,12-13=2568, 11-12=241 WEBS 3-18=164.5-17=438,6-15=1059,8-13=94,9-12=-428,3.17=-866,5-15=-982,8-15=-608, 9-13=147,10-12=2383 O4�()FES'/a�A NOTES 4� •� C.A/V� l� 1) Unbalanced roof live loads have been considered for this design. U✓ t(^ lC �' • 2)Wind:ASCE 7-98 per UBC971ANSI95;85mph;h=25ft;TCDL=8.4psf,BCDL=6.Opsf;occupancy category l; C exposure C:partially,MWFRS gable end zone;cantilever left and right exposed;end vertical left and right Tit exposed;Lumber DOL=1.33 plate grip DOL=1.33. �, C 17180 , T. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face), see MITek'Standard Gable End Detail' EXP. 06/30/05 4) Gable studs spaced at 14-0 oc. 5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other ill loads per �, civil_ Table No.16-B,UBC-97. �9,- 6)A plate rating reduction of 20%has been applied for the green lumber members. F� C 101 Continued on page 2 March 17,2004 WARNING-Verify design parameters and READ NOTES ON Mc;AND RMUDED AI 7ZK REFERENCE PAGE MU7473 BEFORE USE. 7777 Greenback Lane Design valid for use only wil-M7ek con-ecto•s.This designs based only upon porameters shown,and a for an individual budding component. Suite lag ` Applicability of design aromenters and o Ckrus Heights,CA,95610 App typ p per incorporation of component a responsibility of building designer-not truss designer.Bracing shown is for lateral support at individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permonent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding tobtication,quality control,storage.delivery,erection and bracing,consult ANSKPII Quality Criteria,0SB-89 and BC511 Building Component M iTekm Satety Information available from Truss.Plate Institute,583 D'Onofiio Drive,Madison,VA 53719. JoD Truss Truss Type Qty Fly LA LAGUN ROOF TRUSS R11627092 MAST=RTR RC4K COMMON 1 1 ' 1 Job Reference(optional) J M W TRU33,(;ATHEDRAL_CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 1 1 TZETM4 Page 2 NOTES 7) This truss has been designed for a total drag load of 4930 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 39-8-0 for 12M1-3 plf. LOAD CASE(S) Standard i 1 1 1 i 1 1 WARNINr%-veITY design par.—tem and BEAD NOTES ON THIS AND INCLUDED LUTEH REFERENCE PAGE Afd-7473 EEMAE USE. T777 Greenback Lane Design vo id for use only Win MiTek connectors.This design o based only upon parameters shown,and is for an individual building component. Suite 109 ir,D� of des proper incorporation p responsibility of building designer-not truss designer.Bracing shown CiWs Heights,CA,95610 I Appl" Ity ign paramenters and ro er into oration of component is is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibiliily of the erector.Additional permanent bracing of the overall siruclure is the responsibility of the huilding designer.For general guidance regarding fabrication. D• qu fy control.storage,delivery,erection and bracing,consult ANSJ/TPJI Qualify Gilerio,DS9-89 and BC511 Building Component Welk Safety Intormation available from Truss Plate Institute,503 Onotdo A'� Drive,Madison,%M 53719. ram' Job Truss Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS R11627093 MASTERTR R05 ROOF TRUSS 1 1 ' Job Reference(optional) JMW TRUSS,CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:46:39 2004 Page 1 0-0-0 0-0-0 120 238 21031 5713 16281 86 I 1-2-0 2-3-8 0-6-11 2-9-10 0-6-11 2-3-8 4x4 M1120 5 Smle=1:23.3 4.00 12 4x4 M1120 3 10 ' 3x4 M1120 % 3x4 M1f21 c 5 2 Y � B 11 7 iW101120 it 3x4 M1120 - 3x4 M1120 — 2x4IQfM II r 2-3-8 1 6-2-8 -6-0 22-3-82 3-11-0 2-3-8 Plate Offsets(X,Y): [4:0-0-0,0-0-0),[7:0-0-0,0-0-0] ' LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Udefl PLATES GRIP TOLL 16.0 Plates Increase 1.25 TIC 0.14 Vert(LL) -0.01 7-8 >999 M1120 1851148 TCDL 14.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.01 7-8 >999 BCLL 0.0 Rep Stress Incr NO WB 0.14 Horz(TL) 0.00 6 n/.a SCDL 10.0 Code UBC971ANS195 (Matrix) 1st LC ILL Min Vdefl-360 Weight:48 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP Ct fORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 HF StudlStd G REACTIONS (Ib/size) 9=446/0-3-8,6=351/0-3-8 Max Herz 9=29(load case 5) Max Uplift 9=-95(load case 3),6=62(load case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=26,2-3=-202,3-10=-186,4-10=-186,4-5=-199,2-9=-436,5-6=-328 BOT CHORD 8-9=-4,8-11=186,7-11=186,6-7=9 ' WEBS 3-8=-165,4-7=-170,2-8=305,5-7=283 NOTES 1) Unbalanced roof Ilve loads have been considered for this design. • 21 Wind:ASCE 7-98 per UBC97/ANS195;85mph;h=25ft;TCDL=8.4psf;BCDL-6.0psf;occupancy category 1; ' exposure C;partiaily;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water pending. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per DFESS/ Table No.16-B,UBC-97. �(�R 5)A plate rating reduction of 20%has been applied for the green lumber members. ��. ` Ci-A 6) Girder carries hip end with 2-5-4 end setback 7) Special hangers)or connection(s)required to support concentrated load(s)22.9Ib down and 11.31b up at 6-0-12,and 22.9Ib down and 11.31b up at 2-5-4 on top chord. Design for unspecified connection(s)Is rs1 delegated to the building designer. G' 17180 7- rn ' LOAD CASE(S) Standard * EXP. 06/30/05 1) Regular:Lumber Increase=t,25,plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-60.0,2-3--60.0,3-4=-62.2,4-5=-60.0,6-9=-20.7 Continued on page 2 Q�CA1'1,_ March 17,2004 1VARNL40-Verify design parameters and READ NOTES ON THIS AND rNCLODED MTEE REFERENCE PAGE MU--7473 BEFORE r1SE. 7777 Greenback Lane Design vnlio far use only with MiTek connectors.This design is based on Suite 1 e g y r only neon parameters shown.and is for an in-not truss s design component, Citrus Heights,CA,956i0 1 Applicability of design parameniers and proper incarporafion of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing 10 insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidonce regarding fabrication,quality control,storage,delivery,erecton and bracing,consult ANSI/rPll Quality Criteria,DSB-89 and BCSI I Building Component M ITekm Safety information available from Truss Plate Institute,583 D'Onofrio Drive,Madlson,wl 53719. Job Taus Truss Type ty Ply LA LAGURA EARGE ROOF TRUSS R11627093 MASTERTR R05 ROOF TRUSS 1 1 Job Reference(optional) JMW TRUSS,CATHEDRAL CITY 6.000 s Jun 9 2003 MiTek Industries,Inc, Wed Mar 71 :39 2004 Page 2 LOAD CAS Standard Concentrated Loads(lb) Vert:3=-22,9 4=-22.9 t WARNING•Ver(Fj design parameters and READ NOTES ON TM5 AND INCLUDED=KREFERENCE PAGE A U--7473 arpoltE V=. 7777 Greenback Lane Design valid for use only wrh MiTek cennectors.This design is based only upon parameters shown,and is for on individual building component. sale iQ9 Applicability of design paramenters and proper incorporation of component is responsibfity of bullding designer-not truss designer.Bracing shown Citrus Helghls,CA 956.1Q is for iaiwal support of inoividuol web members only.Addtlional temporory bracing to insure stobVity during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibTty of the building designer.For general guidance regording fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIi Quality Criferia,DSA-89 and SCSI building Component MiTekre Sdety Information aai7 vdble from Truss Plate Institute,583 D'Onofdo Drive,Madis WI on, 53719. Job Truss Truss Type City Ply LA LAGUNA LARGE ROOF TRUSS R11627094 MASTERTR R05A ROOF TRUSS 1 1 Job Reference(optional) JMW TRUSS,CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:46:40 2004 Page 1 0-0-0 0-0-D 1-2-0 4-3-0 Bfi-0 1-2-0 4-3-0 4-3-0 4x4 MII20 - Scale=126.1 4.00 r1T 3 3x4 M1120 3x4 MII20 2 4 v 6 4T-7, nrt nit��irz0ni1 KY1120 I' 3XB MI120 = 2x4 M 11 4-3-0 - 4-3-0 4-3-0 LOADING (psf) SPACING 2-0-0 CSt DEFL in (ioc) WeiPLATES GRIP ' TCLL 16.0 Plates Increase 1.25 TC 0.26 Vert(LL) -0.01 5-6 >999 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.16 Vert(TL) 0.02 1 >754 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 5 n./a BCDL 10.0 Code UBC971ANS195 (Matrix) 1st LC LL Min Udefl=360 Weight:47 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 6-0-0 oc purling, except end verticals. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G REACTIONS (lb/size) 7=41710-3-8.5=32210-3-8 Max Holz 7=80(load case 4) Max Uplift 7=87(load case 3),5=-55(load case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=26,2-3=-214,3-4--202,2-7=-385,4-5=-290 BOT CHORD 6-7=-0,5-6=0 WEBS 3-6=-125,2-6=197,4-6=197 ' NOTES 1)Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-98 per UBC971ANS195;85ril h=25ft;TCDL=8.4psf;BCDL=6.Opsf;occupancy category I; • exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 it bottom chord live load nonconcurrent with any other live loads per Table No.16-B,UBC-97. 4) A plate rating reduction of 20%has been applied for the green lumber members. LOAD CA$E(S) Standard C 17180 ' * EXP. 06/30105 yt cS'J Civil- �P � �FCAt iFfl�� March 17,2004 T A& WAR-STNG-9erTy design parameters and READ NOTES ON TMS AND rNCLUDED MITZK REFERENCE PAGE?M-7473 a£FORE USE. 7777 Greenback Lane De ic;avalid for use only with Mdek connectors.This design 6 based only upon parameters shown,and'6 for on individual building component. Sure1 eAppr cobility of design porarrenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights.CA,9561Ro! is far Iatefol support of individual web members only.Additional temporary bracing to insure sfoolity dunng construction is the responsibf ily of the erector,Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII quality Criteria,DSB-89 and BCS11 Building Component M iTekm Safety InformationMadison, ovallable from Truss Plate Institute,583 D'Ortofric Drive, WI 53719. Job Truss Truss"type Qty Ply LA LAGUNA LARGE ROOF TRUSS MASTERTR ROSE ROOF TRUSS 1 1 R11627095 Job Reference(optional) JMW TRUSS,CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:46:41 2004 Page 1 0-0-0 0_0-0 4-3-0 __ B-6-0 4-3-0 4-3-0 4x4 M1120 = stale=1:26.1 4.00 12 2 3x4 MI120 3x4 MII20 t 3 • 1 - ff11 rr11��11 5 r1�fJ Tic4Nf1120 I 3x8 M1120 - 2.4 AIM I I i 4-3-0 8- -0 4-3-0 4-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) I/deft PLATES GRIP ' TCLL 16.0 Plates Increase 1.25 TC 0.26 Vert(LL) -0.01 5-6 >999 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.16 Vert(TL) -0.02 5-6 >999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 4 n!a BCDL 10.0 Code USC971ANS195 (Matrix) 1st LC LL Min Vdefl=360 Weight:45 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF StudlStd G ' REACTIONS (lb/size) 6=328/0-3-8,4=328/0-3-B Max Harz 6=72(load case 4) Max Uplift 6=-52(load case 3),4=-52(load case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=-209,2-3=-209,1-6=-297,3-4=-297 BOT CHORD 5-6=-0,4-5=0 WEBS 2-5=-134,1-5=205,3-5=205 ' NOTES 1) Unbalanced roof We loads have been considered for this design. 2)Wind;ASCE 7-98 per UBC971ANSI95;85mph;h=25ft;TCDL-8Apsfl BCDL=6.Opsf-.occupancy category 1; • exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-8,UBC-97. 4)A plate rating reduction of 20%has been applied for the green lumber members, LOAD CASE ROF ESS/pS) Standard 4�0�� C.ANC�< C 17180 z � ' * EXR 06/30105 cS'�, CtVtt �Q' March 17,2004 MM_. WARh7NG-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AW-7g73 BEFORE USE. 7777 Greenback Lane �`Q? Des' n valid for use only sulte 109 9 y with M7ok connaroo e This design's based only upon pespm slut shown,and is for on individual build'mg component. Cltrus Heights,CA,95610 Applicability support of parvidual a and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown 's for lateral support of individual web member only.AddiBonpl temporary bracing to insure stobaity during construction is the responsib1lity of the erector.Additional permanent bracing of the overall struCl Jre is the responsibility of the building designer.For general guidance regarding fabrication,quoify control,storage,delivery,erection and bracing,consult ANSI/TPll quality Criteria,DSB-89 and BCS11 Building Component M ITe'�/ m Safety Information ovoiloble from Truss Plate Institute,553 D'OnphiD Drive.Madison,WI 53719. Job Truss Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS R11627096 MASTERTR R05C ROOF TRUSS 1 1 Job Reference(optional) JMW TRUSS,CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:4 :42 2004 Page 1 0-0-0 0-0-0 -1-2-0 4-3-0 8-6-0 9-8-0 1-2-0 4-3-0 4-3-0 1-2-0 Scale=1:19.5 All plates are 1.5x4 M20 unless otherwise indicated. 4x4 M1120 3 4.00 Fff- 2x4MIJ20 11 2x4 MII20 I z 4 5 0-6-0 1 7 IA1120 — 3x4 MIZO-& 4-3-0 -- '— - 8-6-0 4-3-0 4-3-0 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.17 Vert(LL) -0.19 6-7 >517 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.39 Vert(TL) -0.38 6-7 >258 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 6 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min i/deft=360 Weight:50 ib LUMBER BRACING TOP CHORD 2 X 4 DF 1650E 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 DF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF No.2 `Except` 3-7 2 X 4 HF Stud/Std-G,3-6 2 X 4 HF Stud/Std-G ' OTHERS 2 X 4 HF Stud/Std G REACTIONS (Iblsize) 7=410/0-3-8,6=410/0-3-8 Max Horz 7=33(load case 5) Max Uplift 7=-83(load case 3),6--83(load case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=26,2-3=27,3-4=-43,4-5=26,2-7--218,4-6--218 BOT CHORD 6-7=167 WEBS 3-7=-200,3-6--200 NOTES - . 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-98 per U13C971ANS195;85mph;h=25ft;TCDL=8.4psf;BCDL=6.Opsf;occupancy category I; exposure C;partlally;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) Truss designed for wind loads in the plane of The truss only. For studs exposed to wind(normal to the face), see MiTek"Standard Gable End Detail" Q�QFESS/QN ' 4) Gable studs spaced at 14-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per k �C•ANQ�A X, Table No.16-8,UBC-97. . 6) A plate rating reduction of 20%has been applied for the green lumber members. rn LOAD CASE(S) Standard C 17180 z * EXP. 06/30/05 c93N, CIV)t 9�FOFCAL�F�� March 17,2004 tVARNWG-Verify design paremeters and READ NOTES ON MS AND INCLUDED WTEK REFERENCE PAGE IQr-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors.This design is based only upon parameters shown,and B for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Ckrus Heights,CA,95610�� a for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fobricallon.quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DS11-159 and SCS11 Building Component Saf M iTekm Wetly av y Information alloble from Truss Plate Institute,583 D'Onofrio Drive,Modison,WI 53719. Job Truss Truss Type city Ply LA LAGUNA LARGE ROOF TRUSS R11627097 MASTERTR R05D ROOFTRUSS 3 1 Job Reference(optional) JMW TRUSS,CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:46:43 2004 Page 1 0-0-0 0-0-0 -1-2-0 4-3-0 8-6-0 9-8-D 1-2-0 4-3-0 4-3-0 1-2-0 4x4 M1120 - Scale=7:19.5 3 ' 4.00 f Z 2x4 MII20 Il 2x4 MII20 it 2 4 5 `4 t 0-W M1120 - 3x4 M11230-$ 4-3-0 8- -0 4-3-0 4-33-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) IldeFl PLATES GRIP ' TCLL 16.0 Plates Increase 1.25 TC 0.17 Vert(LL) -0A9 6-7 >517 MI120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.39 Ven(TL) -0.38 6-7 >258 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 6 n/a BCDL 10.0 Code UBC97/ANSl95 (Matrix) 1st LC LL Min Vdefl-360 Weight:41 lb LUMBER BRACING `OP CHORD 2 X 4 QF 1650E 1.5E TOP CHORD Sheathed or 6-0-0 cc purlins, except end verticals. BOT CHORD 2 X 4 DF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF No.2 *Except* 3-7 2 X 4 HF Stud/Std-G,3-6 2 X 4 HF StudlStd-G 1 REACTIONS (lb/size) 7=41010-3-8.6=4 1 010-3-8 Max Harz 7-33(load case 5) Max Uplift 7=-83(load case 3),6=-83(load case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2-26,2-3=27,3-4=43,4-5=26,2-7=-218,4-6--218 BOT CHORD 6-7=167 1 WEBS 3-7=-200,3-6=-200 NOTES 1)Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-98 per UBC97/ANSI95;85mph:h=2bf5 TCDL=8.4psf,BCDL-6.Opsf;occupancy category I; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-B,USG-97. 4) A plate rating reduction of 20%has been applied for the green lumber members. �Q,p pF ESS/�N�` LOAD CASE(S) Standard '(Ci•A Fyc tr C 17180 T ' * EXP. 06/30/O5 s>" Crvt" �P 9rF� cau���`� March 17,2004 WARNING-Verify atestg-paramerera and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH•7473 BZPORE'USE. 7777 Greenback Lane --qp Design valid for use onlywith MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design poromenterS and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610101 Is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage.delivery.erection and bracing,consult At3SllTP11 Quality Criteria.DSB-89 and BCS11 Building Component CD Safety Information avaBoble from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. M iTek Job Truss Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS R11627098 MASTERTR R05E ROOF TRUSS 1 1 ' Job Reference(optional) JMW TRUSS,CATHEDRA14ITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:46:45 2004 Page 1 0- g-g-0 -1-2-0 4-3-0 8-6-0 1-2-0 4-3-0 4-3-0 1-2-0 Scale=1:19.5 4x4 M1120 - All plates are 1.5x4 M20 unless otherwise indicated. 3 ' 4.00�2 2x4 MII20 If 2x4 MII20 II 2 4 0-10-0 5 0-0s01 M1120 = 3x4 M11230A 4-3-0 4-3-0 4-3-0 LOADING (pso SPACING 2-0-0 CSI DEFL in floc) Vdefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC OA7 Vert(L-) -0.19 6-7 >517 M1120 1851148 TCDL 14.0 Lumber Increase 1.25 BC 0.39 Vert(TL) -0.38 6-7 >258 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 6 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl=360 Weight:51 lb LUMBER BRACING TOP CHORD 2 X 4 OF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purtins, except end verticals. BOT CHORD 2 X 4 OF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing: WEBS 2 X4 HF No.2 "Except' 3-7 2 X 4 HF Stud/Std-G,3-6 2 X 4 HF Stud/Std-G ' OTHERS 2 X 4 HF Stud/Std G REACTIONS (lb/slze) 7=410/0-3-8,6=41010-3-8 Max Horz 7=33(load case 5) Max Uplift 7=-83(load case 3),6=-83(foad case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=26,2-3=27,3-4=-43,4-5=26,2-7=-218,4-6=-218 BOT CHORD 6-7=167 WEBS 3-7=-200,3-6=-200 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-98 per UBC97/ANS195;85mph;h=25ft;TCDL=8.4psf,BCDL=6.Opsf,occupancy category 1; ' exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face), see MiTek"Standard Gable End Detail"' �pFESsj 4) Gable studs spaced at 1-0-0 oc. �OQ 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per �4 (Ci Aly��,A�2G� Table No.16-8,UBC 97. • 6) A plate rating reduction of 20%has been applied for the green lumber members. Tin qp r LOAD CASE qS) Standard t� C 17 1 UQ ,,IT * EXP.06/30105 s� C10. �P glFaF CA0F��� March 17,2004 WARNING-4e4(ry design pawm"t Ors and READ NOTES ON 7TMSAJVD DYCWDED ffiTrX REFERENCE PAGE AM-7473 Re"RE USE. 7777 Greenback Lane VAppific7a'b,51y. for use ordy with MiTek connectors.This design a based only upon parameters shown,and is for an individud budding component. suite 109 of design paro<rlenters and proper irscorpaalion of component is responsib'u of bu9d deli Citnrs Heights.Gl 95610 � f is for lateral support of individual web members onty.Additional iem ty � 9n�-not buss designer.&acing shown parory bracing to insure sla�ry during conshuctinn is the responsibttfiry of the erector.Addifional permanent bracing of the overall structure is the responsiblity of the building designer.For general guidonce regarding fabricafion,quality control,storage,cautery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI I Building Component m - Safety Information available from Truss Plate Institute,583 D'Onoflo Drive.Madison,M 53719. MiTek_ .1Job Truss Truss Type Qfy Ply LA LAGUNA LARGE ROOF TIRMS R11627099 ' MASTERTR R115F ROOF TRUSS 3 1 Job Reference(options[) JMW TRUSS,CATHEDRAL C�Q s Jun 9 2003 MI a Industries,Inc. Wed Mar 17 1 :46:46 2004 O!p -1-2-0 4-3-0 _ 0-6-0 1-2-0 4-3-0 4-3-0 4>[4 MII20 Scale=1:19,2 = 3 ' 4.00 12 2x4 161II20 I I 9r4 MII20 1 4 2 1 1 0-i-A w2o = U4 MIIPY04 4-3-0 8--0 4-3-0 4-33-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.21 Veli -0.19 5-6 >517 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.39 Vert(TL) -0.38 5-6 >258 BCLL 0.0 Rep Stress Incr YES WB 0.11 HOrz(TL) 0.00 5 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl=360 Weight:39 lb LUMBER BRACING TOP CHORD 2 X 4 DF 1650E 1.5E TOP CHORD Sheathed or 6-0-0 oc puffins, except end verticals. BOT CHORD 2 X 4 OF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF No.2 'Except' 3-6 2 X 4 HF Stud/Std-G,3-5 2 X 4 HF Stud/Std-G 1 REACTIONS (lb/size) 6=41710-3-8.5=322/0-3-8 Max Horz 6=40(load case 5) Max Uplift 6=-82(load case 3),5=44(load case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=26,2-3=27,3-4=-31,2-6=218,4-5=-123 BOT CHORD 5-6=177 ' WEBS 3-6=-212,3-5=-212 NOTES 1) Unbalanced roof live loads have been Considered forth is design. • 2)Wind:ASCE 7-98 per UBC97/ANS195;85mph;h=25ft:TCDL=8.4psf;BCDL=6.Opsf;occupancy category I; ' exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-B,UBC-97. 4)A plate rating reduction of 20%has been applied for the green lumber members. Q9\2OF ESS/o ' LOAD CASE(S) Standard �C�� �� Ci-AA1�(<2 c17180 ' * EXR asi3ofo5 cS� CIVft- March 17,2004 Z& WARMNG-7er(N design parnmetera and READ NGTES oN Tms AND INaLuDCD mrrzx REFERBNcz PAGE MU-7473 BEFORE USE. 7777 Greenback Lane Design valid for vse on' with Mirek connectors.This design a based only upon parameters shown,and is for an individual building component. Suite 109 li-abili of design aramenters and ro er into oration of component is responsibility at building desi ner-not truss designer Bracing shown Citrus Heights,CA,95610�� hm ty g P P P rP Po P ty 9 9 9 9 is for lateral support of individuol web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the buiic ing designer_For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIt Qualty Crileda,DSB.89 and BCSII Building Component MOW Information available from Tens Elate Irshtute,583 D'Onotrto Drive,Mach VJI 53719. Job Truss Truss Type ty Ply LA LAGUNA LARGE ROOF TRUSS MASTERTR R07 ROO_FTRUSS 1 2 R11627100 Job Reference(rational) JM R 0 o-0CATHEDRAL CITY 5.000 s un 9 2003 Ml e n ustries,Inc. Wed ar 17 1346:47 2004 Page 10-0-0 ,1-2-01 44-12 7-5-0 7-11-11 i1-0-2 15-6-0 19-11-14 23-0-5 244 26-7-4 31-0.0 1-2-0 4-4-12 3-04 0-6-11 3-0-7 4-5-14 4-5-14 3-0-7 0-6-11 3-04 44-12 1-2-0 SaAl9.1:57.3 8x10 M1120H = . 4.00 rM 3x8 MI120 - 2x4 MILK) 11 US M1120 = ll M1120H = 3x4 Mill i 4 5 6 7 8 3x4 MII20 3 9 � Y 2 ��fL10 �1 11 o — o 3x12 M1120 = 19 18 2017 16 15 14 73 12 302 MIIZO = 2x4 M1120 11 30 M1120 - Bx10 MI120H WB — 6x6 M1120 = 3x4 M1120 = 2x4 M1120 11 • 6x6 MR20 = 3x10 M1120 = 0-0-0 0.0,0 44-12 7-5-0 11-0-2 15.6-0 19-11.14 , 23-7-0 26-7-4 31-0-0 4.4-12 3-04 3-7-2 4-5-14 4-5-14 3-7-2 3-04 44-12 Plate Offsets(X,Y): [4:0-4-3,0-1-12],[7:0-",0-9-0],[8:9-4-3,0-1-12],j13:0-0-0,0-0-0],[14:0-0-0,0-0-0],[16:0-5-0,Edge] ' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft PLATES P GRIP TCLL 16.0 Plates Increase 1.25 TC 0.81 Vert(LL) 0.52 15 >712 MI120 1851148 TCDL 14.0 . Lumber Increase 1.25 BC 0.75 Vert(TL) -0.94 16-17 >392 BCLL 0.0 Rep Stress Incr NO WO 0.85 Horz(TL) 0.15 10 n/a BCDL 10.0 Code UBC97/A11SI95 (Matrix) 1st LC IL Min Udeft=360 Weight:309 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 2-9-5 oc'pudins. BOT CHORD 2 X 6 DF 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF StudlStd G REACTIONS (lb/size) 2=396210-3-8,10=338910-3-8 01 Max Horz 2=17(load casa 5) FORCES (Ib)-First Load Case Only TOP CHORD 1-2=26,2-3=-10989.34=-11741,4-5=-14228,5-6=-13767,6-7=-13767,7-8=1 1911,8-9=-9749, 9-10=9303,10-11=26 BOT CHORD 2-19=10379,18.19=10379,18-20=11267,17-20=11267,16-17=14228,15-16=14228, 14-15=11911,13-14=9364,12-13=8780,10-12=8780 WEBS 3-19=-309,3-18=1005,4-18=366,4-17=3566,5-17=296,5-15=-519,6-15=-646.7-15=2087, 7-14=1511,8-14=3067,8-13=119,9-13=653,9-12=159 NOTES 1)•2-ply truss to be connected together with 0.131"x3"Nails as follows: Top chords connected a$follows:2 X 4-1 row at 0-7-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-5-0 oc. F ESSIpN� ' Webs connected as follows:2 X 4-1 row at 0-9-0 oc. 2) Unbalanced roof live loads have been considered for this design. , ` ENO 3)Wind:ASCE 7-98 per UBC97/ANS195;85mph;h=25ft;TCDL=8.4psf;BCDL=6.Opst',occupancy category I; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right 'p exposed;Lumber DOL=1.33 plate grip DOL=1,33. 4) Provide adequate drainage to prevent water poncling, C 171$ ' 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per EXP. 06/30/055 Table No.16-B,UBC-97. 7)A plate rating reduction of 20%has been applied for the green lumber members. S� C IV lt, �Q Continued on page 2 07CA��F��� March 17,2004 ® WARNING-vertjy d-tyn parameters and READ NOTES oNTHrS AND INCLUDED DD7EKREFERENCE PAGE AM-7473 BEFORE US$. 7777 Greenback Lane Suite 109 Design valid for use only vdth AAffek connectors.D'is design's based only upon palamefers shown,and is for an individual building component. Citrus Heights,CA,95610 Applicabilily of design parc,enters and proper inco=ra Con of component isresponsibilify of building designer-not truss designer.Bracing shown fur Ipleral support of individual web members only. Additional temporary bracing to insure stability during construction is fhe responsibillily of the 9rector. Additional pevnanent bracing of the overall slruclure is the responsibility of the building designer.For general guidance regarding 1abncofion,cliconlrot storage,delivery,erection and bracing,consult ANSI/TPl1 Quality Criteria,DSB-89 and BCSII Building component MiTek@ Safety Information available from Truss Plate Insiifute.583 D'Orl Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS MASTERTR R07 ROOF TRUSS 1 2 R11627100 1 Job Reference(optional) JMW TRUSS,CATHEDRAL CITY 5.000 s Jun 9 23 MiTek Industries,Inc, Wed Mar 17 13:46:47 2004 Page 2 NOTES 8) Special hanger's)or connection's)required to support concentrated load's)458.511 down and 227,311 up at 23-5-4,and 458.5lb down and 227.31b up at 7-6-12 on top chord,and 1750.Olb down and 286.31b up at 10-5-12 on bottom chord. Design for unspecified connection(s)is delegated to the building designer. LOAD CASES) Standard 1) Regular.Lumberincrease=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-60.0,4.8=-139.1,8-11=-60.0,2-10=-46.4 Concentrated Loads(lb) Vert:4=-458.5 8=-458.5 20=1750.0 i . i 1 •I - 1 • A WARM V•Ve Vy design pat'vrneters and READ NOTES O.ti ']US AND LtiCLUDED=EE XF-FEAENCJ PAGE AW-7473 BEFORE'USE. 7777 Greenback Lane Design valid for use only with M17ek connectors.Th's design is based only upon parameters shown,and is for on individual building component. SuRe 109 Appicobitty of design paramenlers and proper incorporolion of component is responsibility of ewilcing designer-not truss designer.Bracing shown Citrus Ne3ghts.CA,95610 Is for lateral support of individual web members only.Addtlanal temporary bracing to insure stabliity during construction is the msponsiblllity of the '. erector,Addtiond permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regardng labricaian,quairy c.r rd,storage,delivery,erection and bracing,consult ANSIRf�]Auollly Criteria,a5E-89 and ilCSll Building Component ��T�1'm Safety tniormatfon avowable from Truss Plate Institute,583=nofrlo D",Madison."53719. 1 R Job Truss Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS R11627101 MASTERTR R07A CAL HIP 1 1 Job Reference(optional) JMW TRUSS,CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:46:48 2004 Page 1 0-0-0 o-a-0 r1-2-0, 4-9-0 9-5-0 9-11-11 15-6-0 21-0-5 21-740 26-3-0 31-0-0 $2-2-0, 1-2-0 4-9-0 - 4-8-0 0-6-11 5-6-5 5-6-5 0-6-11 4-8-0 4-9-0 1-2-0 Scale=1:57.3 4x5 MI120 3x8 M1120 - 45 M1120 4.00 12 4 5 6 2x4 MII20 2 2x4 M1120 3 7 4 M 2 8 d d 45 M1120 — 13 1211 10 4x5 M1120 - 3x8 M1120 = 3x5 M1120 - 34 M1120 — 2x4 M1120 II 0-0-0 0-0-0 9-5-0 15-6-0 , 21-7-0 31-0-0 9-5-0 6-1-0 6-1-0 9-5-0 Plate Offsets(X,Y}: [2:0-3-2,0-0-2),[8:0-3-2,0-0-2) LOADING (psf) SPACING 2-0-0 CSI DEFL in (foc) I/clef) PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.42 Vert(LL) 0.23 12 >999 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.49 8-10 >750 BCLL 0.0 Rep Stress Incr YES WB 0.57 HOrz(TL) 0.13 8 n/a BCDL 10.0 Code UBC971A14SI95 (Matrix) 1st LC LL Min Udefl=360 Weight:127 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 3-3-6 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 9-0-8 oc bracing. WEBS 2 X 4 HF Stvd/Std G REACTIONS (Ib/size} 2=1310/0-3-8,8=1310/0-3-6 Max Horz 2= d case 5) Max Uplift 2=-224(l-224(load case 3),8=-224(load case 4) FORCES (Ib)-First Load Case Only TOP CHORD 1-2=22,2-3=-3131,3-4=-2859,4-5=-2677,5-6=-2677,6-7=-2859,7-8=-3131,8-9=22 BOT CHORD 2-13=2927,12-13=3114,11-12=3114,10-11=3114,8-10=2927 WEBS 3-13=-239,4-13=468,5-13=490,5-12=86,5-10=490,6.10=468,7-10=-239 NOTES 1)Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25ft;TCDL=8.4psf;BCDL=6.0psf;occupancy category I; exposure C;partially,MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live;oad nonconcurrent with any other live loads per ' Table No.16-8,1 OQR Q� 5) A plate rating reduction of 20%has been applied for the green lumber members. LOAD CASE(S) Standard 'p fIf C 17180 x * ExP. 06130/05 S C10- P Tq��� March 17,2004 7A'opp91,'.n.brlty NING-7ertfydesignparameters—41 READ NOTES ON TMS AND INCLUDED 21 TEN REFERENCE PAGE MU-7473 BEFORE USE. 7777 Greenback Lane ��lid for use only with Wok connectors,This design is based only upon parameters shown,and'a for an individual building component. Suite 109 ty of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610MI!al support of individual web members only.Additional temporary bracing to insure stability duringcorutruction is the responsibillity of the Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding n.quality control,storage.delivery,erection and bracing,consult ANSI/TPII Quality Crileria,DSB-89 and BCSII Building ComponentiTek ormation available from Truss Plate Instilule,583 D'Onctrio Drive,Madison,W153719. Job Truss Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS RI1627102 MASTERTR R07B CAL HIP 1 1 Job Reference(optional) JMW TRUSS,CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:46:49 2004 Page 1 a-0-0 0-0-0 11-2-0, 4-9-0 9-5-0 , 11-11-11 15-6-0 19-0-5 21-7-0 26-3-0 1 31-0-0 32-2-0, i 1-2-0 4-9-0 4-8-0 2-6-11 3-6-5 3-6-5 2-6-11 4-8-0 4-9-0 1-2-0 Scale=1:57A 4x5 M1120 4.00 12 5 3x8 M1120 = B 45 M1120 = 4 6 6 1 7 2x4 MII20 2x4 M1120 3 9 2 10 7 11 0 o 3x8 M1120 - 15 1413 12 3x8 M1120 — 3x8 U1120 — 4x5 M1120 3XB M1120 - 2x4 Mr20 II 0-0-0 0-0-0 -9-5-0 _ 15-6-0 21-7-0 31-0-0 9-5-0 6-1-0 6-1-0 9-5-0 I LOADING (psf) SPACING 2.0-0 CSI DEFL in (ioc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.14 Vert(LL) 0.21 14 >999 MI120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 1.00 Vert(TL) -0.58 5 >50 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.14 10 n!a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Vdefl=360 Weight:132 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 3-1-14 oc purlins. Except: BOT CHORD 2 X 4 OF No.2 3 Rows at 114 pts 4-7 WEBS 2 X 4 HF Stud/Std G BOT CHORD Rigid ceiling directly applied or 7-11-15 oc bracing. ' REACTIONS (lb/size) 2=1377/0-3-13,10=1377/0-3-8 Max Horz 2=85(load case 5) Max Upfift 2=-266(load case 3),10=-266(foad case 4) FORCES (Ib)-First Load Case Only TOP CHORD 1-2=22,2-3=-3321,3-4=3091,4-5=-53,4-16=2904,6-16=-2904,6-17=-2904,7-17=-2904, 7-8=53,7-9=-3091,9-10=-3321,10-11=22 BOT CHORD 2-15=3104,14-15=3352,13-14=3352,12-13=3352,10-12=3104 WEBS 3-15=-187,4-15=459,6-15=502,6-14=86,6-12=502,7-12=459,9-12=-187 NOTES 1) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25ft;TCDL=8.4psf;BCDL=6.Opsf;occupancy category I; ' exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right" exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live road nonconcurreni with any other live loads per Table No.16-B,UBC-97. QRpFESS/p�, 5)A plate rating reduction of 20%has been applied for the green lumber members. d q 6)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. • LOAD CASE(S) Standard > C 17180 r * EXP. 06/30105 s� clvll �P F C ALiF��� March 17,2004 TNG-VerVy desrgnparameters and READ NOTES ON THIS AND DVCLEW=MITEKREFERENCE PAGE MA-7473 BEFORE USE 7777 Greenback Lane —d for use only with MTek connectors.This design is based only upon parameters shown,and l for on individual bulding component. Suite 109 of des' n oramenters and ro er into oration of com onent is res onsibili of buildin deli ner-not truss des' ner.Bracin shownCiws Heights,CA,9561ty ^3 P P P rp P P �' 9 9 9l support of individual web members only,Additional temporary bracing to insure stability during construction is the responsibilRy of the dditional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding,quality control,storage,delivery,erection and bracing,consuls ANSI/TPIl Quality Criteria,DSB-89 and BCS11 Building Component >a Safety tniarmation available from Truss Plate Institute,583 D'Onofrto Drive,Madison,W153719. ' e Job Truss Truss Type aty P LA LAGUNA LARGE ROOF TRUSS R11627103 MASTERTR R07C CAL HIP 1 1 Job Reference(optional) JMW TRU?2-0CATHEDRAL CITY 5.000 s Jun 9 2003 Mi•ek Industries,Inc. Wed Mar 17 13:46:51 2004 Page 1 0-D-0' r1-2.01 4-9-0 9-5-0 , 13-11-11 15-6-0 17-0-5 21-7-0 26-3-0 31-0.0 ,12-2-D 1-2-0 4-9-0 4-8-0 4-6-11 1-6-5 1-6-5 4-6-11 4-8-0 4-9-0 1-2-0 Scale=1:57.3 2x4 M1120 11 2x4 MI120 11 4x4 1011120 - 4x4 M1120 4AO 12 4x4 M1120 5 7 10 11 t 4x4 M1120 4 B 8 i 12 2x4 M1120 zr 2x4 MUM 4 3 13 V S n 2 14 �t 15 • 4x5 M1120 = 19 1817 16 4x5 MII2f) = US M1120 = 3x4 MI120 3x8 MII20 = 2x4 Mil2o II 0-0.0 O-0-D 9 5-0 15-6-0 21-7-0 31-0-0 9-5-0 6-1-0 Plate Offsets(X,Y):_ [2:0-2-14,0-0-2),[14:0-2-14,0-0-2) LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) Ildcfl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TO 0.79 Vert(LL) -0.19 14-16 >999 M1120 1851148 TCDL 14.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.46 14-16 >799 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.11 14 nla bCDL 1D.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min f/de8=360 Weight:145 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.2 TOP CHORD Sheathed or 3-5-9 oc purlins. Except: BOT CHORD 2 X4 OF No.2 2 Rows at 1/3 pts 4-12 WEBS 2 X 4 HF Stud/Std G BOT CHORD Rigid ceiling directly applied or 8-3-13 oc bracing. REACTIONS (lb/size) 2=12181D-3-8,14=121W-3-8 Max Horz 2=80(load case 5) Max Uplift 2=249(load case 3),14=-249(foad case 4) FORCES (Ib)-First Load Case Only TOP CHORD 1-2=22,2-3=-2872,3-4=2545,4-5=944,5-7=8,4-6=-1550,6-8=-1550,8-9=-1550,9-12=-1550, 10-11=-8,11-12=-944,12-13=-2545,13-14=-2872,14-15=22 BOTCHORD 2-19=2685,18-19=2161,17-18=2161,16-17=2161,14-16=2685 WEBS 3-19=306,4-19=150,8-19=251,8-18=93,8-16=251,12-16=150.13116=-306,5-6=196, 9-11=196.5-11=-836 • NOTES 1) Unbalanced roof live loads have been considered for this design, 2)Wind:ASC£7-98 per UBC971ANS195;85mph;h=25ft;TCDL=8.4pst;BCDL=6.Opsf;occupancy category I; exposure C;partially,MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. Oe��FESS! N 3) Provide adequate drainage to prevent water ponding. Q 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads per fi, AN� Table No.16-13,UBC-97. 5)A plate rating reduction of 20%has been applied for the green lumber members. C 6) Design assumes 4x2(flat orientation)purtins at oc spacing indicated,fastened to truss TO wl 2-10d nails. to LOAD CASE(S) Standard C 7180 * EXR 06/30/05 C10, FCAL���F� March 17,2004 R:1Rh7N0-Verify design parameters and RF-W NOTES ON Mrs AND rNCLUDED AUTEKREFERENCE PAGE MU-7473 BEFORE USE. 7777 Greenback Lane Design valid ter os.4 onywith MRek connectors.This design is based only upon parameters shown.and is loran individual building component. Suite 109 Apaicaoility of cosign paromenters and p�operfncerporation of component a responsibility of buik5ng designer-not truss designer.Brocing shown Citrus Heights, CA,95610 � s to,later❑support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilliy,of ftte eructcr. Acditionol permanent bracing o'the overall structure is the responsibility of the building designer.For general guidance regarding fatxication,quality control.storage,delivery,erection and brac'mg,consult AN51171`11 Quality CrUlo.DSB-89 and BC511 Building Component M iTek� safety Information available from Truss Plate Insfftute.S83 D'Onofrio Drive,Modisom WI 53719. Jab Truss Truss Type Oty Ply LA LAGUNA LARGE ROOF TRUSS R11627104 MASTERTR {R07D COMMON 9 1 I Job Reference(optional) JMW TRUSS,CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:46:52 2004 Page 1 0-0-0 0{ 588 I 9-6-12 15-6-0 - 21-5-4 25-3-8 1 31-0-0 32-2-0, 1-2-0 5-8-8 3-104 5-11-4 5-114 3-104l 5-" 1-2-0 Scale=1:55.4 4.00 12 4.5 M1120 - ' 3x4 MII20 8 3x4 M1120 C 3x4 M1120 5 7 3x4 M1120 zz 4 8 2x4 M1120 2x4 M1120 3 9 ' 2 10 d 1�d5 • 4x5 M1120 - 16 15 14 13 12 46 M1120 - 3x4 M1120 s 3x4 M1120 - 3x4 M1120 = 3x4 M1120 = 3x4 M1120 — 0-0-0 "_0 i 5-8-4 12-2-2 18-9-14 24-3-12 31-0-0 6-84 5-5-14 6-7-11 5-5-14 6-84 Plate Offsets(X,Y): [2:0-3-2,0-0-2],[10:0-3-2,0-0-2] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.37 Vert(LL) 0.17 13-15 >999 MI120 1851148 TCDL 14,0 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.40 13-15 >932 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.11 10 nla BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Vdefl=360 Weight:127 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 3-3-8 oc puriins. SOT CHORD 2 X 4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Sid G REACTIONS (Usize) 1 0=1 310/0-3-8,2=1310/0-3-8 Max Harz20oad case 6) MaxUplif 1 =-197(load case 4),2=-197(load case 3) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=-3126,3-4=2978,4-5=-2342,5-6=-2290,6-7=-2291,7-8=-2342,8-9=-2978, 1 9-1 0=-3126,10-11=22 BOT CHORD 2-16=2903,15-16=2502,14-15=1834,13-14=1834,12-13=2502,10-12=2903 WEBS 3-16=-228,4-16=435,4-15=-521,6-15=628,6-13=628,8-13=-521,8-12=435,9-12=-228 NOTES .� 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25ft;TCDL=8.4psf;BCDL=6.Dpsf;occupancy category I; exposure C;partially;MWFRS gable end zone.cantilever left and right exposed;end vertical left and right exposed;Lumber DOL 1.33 plate grip DOL 1.33. 3)This taus has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per QFESS/ Table No.16-B,UBC-97. pQR 4)A plate rating reduction of 20%has been applied for the green lumber members. LOAD CASE(S) Standard * EXP. 06/30/05 cS'J Civil �P q�QF CAUF��� March 17,2004 WARNING-9eryk design pam,ner and READ NOTES ON TBrS AND DV=DED M=REFERENCE PAQE=7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Mr7ek connCCtors.This design is bated only upon pprOrttelers Shown,and is for on individual txrdd'mg component Suite 109 Applicability of design pormnenters and proper incorporation of component is responsibTity of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral supporl of individual web members only.Additional temporary bracing to insure stobdlly during construction is the responsibiiilty of the erector.Additional permanent brochg of the overall structure is the respensibilily of the building designer.For general guidance regarding fcbricalion,quality control.storage,delivery,erection and bmdng,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component M iTekm Safety frillavodoble from Truss Plate Institute,51d3 D'Onofrio Drive,madisam w153719. Job Truss Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS R11627105 MASTERTR R07E COMMON 1 1 Job Reference(optional) Jti1W TR a a5d CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek industries,Inc. Wed Mar 17 13:46:53 2004 Page-!—0 oA 9-6-9 + 15-5-15 21-5 6 25 37 2$8 0 1-2-0 5-" 3-10-1 5-11-6 5-11-6 3-10-1 0-4.9 Scale=1:46.5 4.00 FIT 45 M1120 - 3x4 MII20 -- 6 3x4 MI120 5 3x4 MI120 4 7 2x4 MII20 \\ 34-M1120 3lit 8 1 2 • d 4x7 M1120 - 14 13 12 11 10 9 3x4 M1120 - 3x4 M1120 - 3x4 M1120 - 3x4 M1120 - 45 M1120 = 2x4 MI120 I I 0-0-0 0-" r 6-8.4 { 12-2-1 18-9-14 24-3-11 2541-0 40 6.8.4 5-5-13 6.7-14 5-5.13 1-4-5 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Udefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.45 Vert(LL) 0.17 13-14 >999 M1120 1851148 TCDL 14.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.26 13.14 >999 SCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.08 9 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Udell=360 Weight:112 lb LUMBER BRATOP ING CHORD TOP CHORD 2 X 4 DF No.2 TOP CHURD Sheathed or 2-9-10 oc purlins, except end verticals, BOT CHORD 2 X 4 OF No.2 BOT CHORD Rigid ceiling directly applied or 4-6-4 oc bracing. WEBS 2 X 4 HF Stud/Std G REACTIONS (lb/size) 2=1099/0-3-8,9=1013/0-3-8 Max Horz 2=92lload case Sl Max Grav Z=1656(load case 8),9=139btioao case 71 FORCES (lb)-first Load Case Only TOP CHORD 1-2-22,2-3=2492,34=2342,4-5=-1687,5.6=-1636,6-7=-1331,7-8=-575,8-9=-982 BOT CHORD 2-14=2304,13-14=1888,12-13=1210,11-12=1210,10-11=1108,9-10=52 WEBS 3-14=239,4.14=452,4-13=-531,6.13=633.6-11=4,7-11=166,7-10=-893,8-10=844 NOTES 1) Unbalanced roof five toads have been considered for this design. 2) Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=2511;TCDL=8.4psf;BCDL=6.0psf;occupancy category I; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed:end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-B,UBC-97. 4)A plate rating reduction of 20%has been applied for the green lumber members. Q,-<CF ES$/�N 5)This truss has been designed for a total drag load of 2400 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 25-8-0 for 93.5 pit. �Q�' �(�,Al"<IQ� < • LOAD CASE(S) Standard rr1 C 17180 2- * EXP. 06/30/05 J'J CIV11. �P FCA1��� March 17,2004 WARN2Ira-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TSK REFERENCE PAGE MU-7473 BEFYIRE US& 7777 Greenback Lane —�� D�syr volid for use only with Mlek connectors.This design k based only upon parameters shown,and is for an individual building component. Suite 109 a4— pplicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Helghts,CA.95610 is for lateral support of individual web members only.Addtional temporary bracing to insure staWly during construction Is the resporuibVIty of the erector.Addtional permanent bracing of the overal structure is the resporu baty of the bulkfng designer.For general guidance regarcrng fabrication,quality control,storage,delivery,erection and bracing,consult ANSIfTP1]quality CrfWa,DSS-69 and BCSI1 Building Component M iTekm Safety Information ovalable from Tess Plate Institute,Sd3 O'Onotrio Drive,Madison,WI 53719. Job russ Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS R11627106 MASTERTR R07F COMMON 1 1 Job Reference(optional) JMW TRUSS EDRAL 5.000 s Jun 9 2003 MI a Industries,Inc. Wed Mar 13:46:54 2004 Page 1 0-0-0 f 2-0 5-8 8 9-6-9 15.5-15 21-5-6 25-3-7 2 -9-0 1-2-0 El 3-10-1 5-11-6 5-11-6 3-10-1 0-4-9 Scale=1:48.5 4.00 12 4x5 M1120 = 3x4 IM20 - 6 . 3x4 MII20 t::; 5 3x4 MII20 4 7 20 MII20 \\ 3x6 MII20 3 8 q x'1 2 • 3x6 M1120 = 14 13 12 11 10 9 3x4 M1120 — 3x4 M1120 = 30 frill - 3x4 MII20 = 3x5 M1120 = 2x4 MI120 II 0-0-0 0-0-0 - ! 6-8-4 12-2-1 18-9-14 24-3-11 25-M 6-8-4 6-5-13 6-7-14 6.5-13 14-5 LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) Weil PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.32 Vert(LL) 0.09 13-14 >999 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0,19 2-14 >999 BCLL 0.0 Rep Stress fncr YES WB 0.40 Horz(TL) 0.06 9 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Udef1=360 Weight:112 lb 41 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 3-8-14 oc puriins, except end verticals. 130T CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G REACTIONS (lb/size) 2=1099/0-3-8,9=1013/0-3-8 Max Ho¢ 2=92(load case 5) Max Uplift 2=180(load case 3),9=-116(load case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=-2492,3-4=2342,4-5=-1687,5-6=-1636,6-7=-1331,7-8=575,8-9=-982 BOT CHORD 2-14=23D4.13-14=1888,12.13=1210,11-12=12t0,10-11=1108,9-10=52 WEBS 3-14=-239,4-14=462,4-13=531,6-13=633,6-11=4,7-11=166.7-10=-893,8-10=844 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25ft;TCDL=8.4pst BCDL=6.Opsf;occupancy category 1; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right 1 exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3)This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other five loads per Table No.16-B,UBC-97. 4)A plate rating reduction of 20%has been applied for the green lumber members. LOAD CASE(S) Standard �Q EsS'/QN 0 C17180 T * EXR 06130/05 yr. S� G!U ll. �P 4)�OFCAL1���� March 17,2004 WARNTNG-Verify deston pa—netern and PSAD NOTES ON Tffi5 AND MMUD=M7TEE REFERi R PAGE MIT.7473 BEFORE'USE. 7777 Greenback Lane Iti oesfg_n valid for use oNy with M1ek connectors.3T1u design is based only upon Parameters shown,and a for an individual buildng component. Suite 109 hcabiG of design oromenters and pro er incol orolion of component Is responsibility Citrus Heights,CA,45610 � APP 1Y 9 P A P p ponsibiliiy of building designer-not frass designer.Bracing shown is for lateral support of indvidval web members only-Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of fhe overall structure is the responsibility of the building designer.For general guidance regarding (abdcation,quality convot,storage,delivery.erection and bracing,consult ANSI/171`11 Quality Criteria,DSB-89 and Ball Btalding Component M iTek� Safety Information available from Truss Plate Institute.583 D'Onotrio Drive,Madison,K 53719. Job Truss Truss Type Qty Ply LA 1XGUNA LARGE ROOF TRUSS R11627107 MASTERTR R070 COMMON 1 1 Job Reference(optional) JMW TRUSS CATHEDRAL C[TY 5.000 s Jun 9 2D03 MiTek Industries,Inc. Wed Mar 17 13:46:56 2004 Page 1 o- -d o-D-a 1-2-0 5-8-8 9-6-9 1 15-5-15 21-5-6 25-3-7 0 1-2-0 5-8-8 3-10-1 5-11-6 5-11-6 3-10-1 0-0-9 Scala=1:46.5 4.00 12 4x5 MII20 - 3x4 M1120 i 6 3x4 MI120 5 45 MiI20 4 7 2x4 MII20 \\ 5x5 MII20 3 8 1 2 V • 0 410 M1120 - 14 13 12 11 10 9 3x4 M1120 - 3x4 M1120 3x4 M1120 - 3x5 M1120 — 5x6 M1120 - 3x4 M1120 I I 0-0-0 0-0-0 6-84 1 12-2-1 18-9-14 24-3-11 25-8-0 6-8-4 5-5-13 6-7-14 5-5-13 1-4-5 Plate Offsets X,Y); 12.0-0-3,Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.93 Vert(LL) 0.29 13-14 >999 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.39 13-14 >780 BCLL 0.0 Rep Stress Incr YES WB 0.81 Hor7(TL) 0.11 9 n/a SCOL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Udefl=360 Weight:112 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed, except end verticals. BOT CHORD 2 X 4 DF 165OF 1.5E 'Except' BOT CHORD Rigid ceiling directly applied or 3-3-12 oc bracing. 9-12 2 X 4 DF No.2 ' WEBS 2 X 4 HF Stud/Std G REACTIONS (Iblsize) 2=1099/0-3-8,9=1 01 310-3-8 Max Horz 2=92ltoad case St r max Grav 2=2514(lona case 6),9=1988(load case 7) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=-2492,34=-2342,4-5=-1687,5-6=-1635,6-7=-1331,7-8=-575,8-9=-982 BOT CHORD 2-14=2305,13-14=1887,12-13=1210,11-12=1210,10-11=1108,9-10=52 WEBS 3-14=-239,4-14=452,4-13=-531,6-13=632,6-11-4,7-11=166,7-10=-893,8-10=844 NOTES 1) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98 per IJBC37/ANSI95;85mph;h=25ft;TCDL=8.4psf;13CDL=6.0psf;occupancy category I; exposure C;parlially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. RpFESS/Q 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-6,UBC-97. 4) A plate rating reduction of 20%has been applied for the green lumber members. 5) This truss has been designed for a total drag load of 6100 lb. Connect truss to resist drag loads along bottom 4' . chord from 0-0-0 to 25-8-0{or 237.7 pit. r1 f LOAD CASE 17180S) Standard CC r * EXP. 06/30/05 (P C]V](. �P q OFCAQ� March 17 2004 ® WARNING-l—(&design paranmt—and READ NOTES ON THIS AND LVCL47DED 11IITER REFERENCE PAGE MII-7473 REPO"US& 7777 Greenback Gene pesign valid far use only with Milek connectors.This design is based onlyupon parameters shown,and is for an individval building component. Suite 103 Applicabiliy of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Dives Heights,CA,95610 � i5 for loterol support of individual web members only.Additional temporary bracing to insure stablity during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery.erection and tracing,consult ANSI/TrIt Qualify Criferia,DSB-89 and BCSII Building Component ■A j�� m Safety Information available from Truss Plafe lnstifuie.563 D'Onofrio Dave,Madison.WI53719. '�`l Job Tr iss I cuss Type Qty P;y LA LAGUNA LARGE ROOF TRUSS R11627108 MASTERTR R 7H ROOFTRUSS 1 1 Job Reference(optional) JMW TRUSS,CAT EDRAL CITY 00-0 5.0 s un 92003 MiTek Industries,Inc. Wed Mar 17 13:46:57 2004 Page 1 -1-2-0 ( 5-0-0 1-2-0 5-0-0 2x4 MI120 ll Scale=1:13.2 3 All plates are 1.5x4 M20 unless otherwise indicated. 4.00 rT2 =` z Lj 0-0-0 2x4 W120 - 2x4 M1120 II 5-0-0 LOADING (pso SPACING 2-0-0 CSI DEFL in poc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.31 Vert(LL) n/a - n/a MI120 1851148 TCDL 14.0 Lumber Increase 1.25 BC 0.11 Vert(TL) 0.05 1 >280 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horzll 0.00 4 n/A BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/deft=360 Weight:19 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD• Sheathed or 6A-0 oc puriins, except end verticals. BOT CHORD 2 X 4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Sid G OTHERS 2 X 4 HF Stud/Std G REACTIONS (lb/size) 2=257/5-0-0,4=126/5-0-0,5=781"-0 Max Herz 2=65(load case 4) Max Uplift 2=78(load case 3),4=-66(load case 3) Max Grav 2=257(load case 1),4=126(load case 1),5=156(load case 2) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=35,3-4--137 BOT CHORD 2-5=0,4-5=0 NOTES 1) Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25ft;TCD1l BCDL=6.Opsf,occupancy category I; . exposure C;pardally;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind(normal to the face), see MiTek"Standard Gable End Detail' 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. OQ�pFESS/p� 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads per Table No.16-13,UBC-97. �cr� ��G.AIVp� F� 6)A plate rating reduction of 20%has been applied for the green lumber members. +f • LOADCASE(S) Standard C 171$0 * EXP. 06/30/05 s� civt►. March 17 2004 rerector. grvc vP de n 7777 Greenback Lana rft'J aig paraosetars and itLAP NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ArA•74T3 BEFORE USE. Suite 109 I fitl fa'use onlyw(ih MTek connectors.Th'a design h based onlyupon parametefs shown,and is for j,id�eidual iwBd'vg component. Citrus Heights,CA,95610 lity of design paromenters and proper incorporation of component is responsibility of building designer not truss designer.6rocing shown al supper!of individual web members only.Additional temporary bracing to insure stobiliry during—(ruction is the responsibillity of the dditional pemanent bracing of the overall structure is the responsibirty of the building designer.Fcr general guldonce regarding n,quality control,storage,delivery,erection and bracing,consult ANSI/FPl1 Quality Criteria,DSB-69 and 11c&11 Buffdtng Component M iTek� rmallon avaaabte from T sss Plate tr stitute,5B3 D'Or ofrio Drive,Madison,WI 53719. Job Truss Truss Type City Ply GUNA LARGE ROOF TRUSS R11627109 MASTERTR R07L COMMON 1 1 Job Reference(optional JMW T%%r CATHEDRAL 5.000 s Jun 9 2003 MITek Industries,Inc. Wed Mar 1713:46:58 2004 Page 1 0-o-a ri-2-01 5.8-8 I 9-6-12 15-6.0 21-54 1 25-3-8 31-0.0 2-2-0. 1-2-0 5.8-8 3-10.4 5-114 5-114 3-10-4 541-8 1-2-0 Scale=1:55.4 4.00 t2 4x5 M1120 = 30 M1120 s 6 3x4 M1120 3x4 M1120 s 5 7 3x4 MII20 4 8 •ZA M1120 \\ 2x4 10111120 3 9 2 10 Of • 4x6 M1120 16 15 14 13 12 - 46 M320 = 3x4 M1120 - 3x4 M1120 - 3x4 M1120 = 3)(4 M1120 = 3x4 M1120 - 0-0-0 0.0-0 6-8-4 12-2-2 18-9-14 24-3-12 31-0-0 5-8-0 5-6-14 6-7-11 5-5-14 6-8 4 Plate Offsets(X,Y). [2:0-2-10,0-0-2),[10:0-2-10,0-0-2( LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.42 Vert(LL) 0.19 15-16 >999 M1120 1851148 TCDL 14. Lumber Increase 1.25 BC 0.79 Vert(TL) -0.40 13-15 >930 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.11 10 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) list LC LL Min Vdefl=360 Weight:127 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 2-10-4 oc purlins. P.OT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 5-8-4 oc bracing. WEBS 2 X4 HF Stud/Std G REACTIONS (Ib/size) 10=1310/0-3-8,2=1 3 1 010-3-8 May Hnv 2=-A411nad case 61 Max Grav 10=1614(Ioad case[),z=1614(load case 8) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=3126,3-4=-2978,4.5=-2342,5-6=2290,6-7=-2291,7-8=2342,8-9=-2978, 9-10=3126,10.11=22 POT CHORD 2-16=2903,15-16=2502,14-15=1834,13-14=1834,12-13=2502,10-12=2903 WEBS 3-16=-228,4-16=435.4-15=-521,6-15=628,6-13=628,8-13=-521,8-12=435,9-12=-228 • NOTES 1 1) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98 per UBC97/ANSI95;85mph:h=25ft;TCDL=8Apsf;8CDL=6.0psf;occupancy category I; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. O ��FE$S1� 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Q N Table No.16-B,UBC-97. �fG AN 'Q(� 4)A plate rating reduction of 20%has been applied for the green lumber members. lv ti 5)This truss has been designed for a total drag bad of 1800 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 31-0-0 for 58.1 plf.LOAD CASE 7S) Standard C f 1 80 * EXP. 06130/05 s� C[VO. �P q�0 C 1F March 17,2004 AL WAR=G-Verify design parameters and READ NOTES ON TICS AND NJCLUD.ED AUTEK REFERENCE PAGE Vu-T4 T3 PSFORS DS& 7777 Greenback Lan o Design voiid for use on wilh MTek connectors.This des' is based on u Sufle 109 ty rgn N pon parameters shown,and a for an individual building component. Citrus Heigh s,CA 95610 �� Applicability of design poramenters and proper incorporation of component is responsibiiity of building designer-not fuss designer.&ocfng shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the resporxibiGty of the erector.Addifional permanent bracing of the overdl structure is the responsibility of the bvllding designer.For general guidance regarding fabrication,qualify control,storage,delivery,erection and tracing,corrsult ANSI/fffl Quality Criteria,DSB-B9 and Ill I Building Component Sat Irdormofien ovalluble from Truss Plate Imfitufe,583 D'Onofdo Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply LA LAGUNA LARGE ROOF T USS R11627110 MASTERTR R07M MONO TRUSS 1 1 Job Reference(optional) JMW TRUSS,CATHEDRAL CITY 0-0-0 5,000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:46:59 2004 Page 1 -1-2-0 5-6-0 120 56 2x4 M1120 ll Scale=1:13.9 3 All plates are 1.5x4 M20 unless otherwise indicated. 4.00 11 N 2 0-0-0 2x4 M1120 — 2x4 M1120 II 5-&0 5-6-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) i/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0,41 Vert(LL) nla - nla M1120 1851148 TCDL 14.0 Lumber Increase 1.25 BC 0.06 Vert(TL) 0.09 1 >157 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a BCDL 10.0 Code UBC971ANS195 (Matrix) 1st LC LL Min I/deFl=360 Weight:19lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 5.6-0 oc puriins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X4 HF Stud/Std G _ OTHERS 2 X 4 HF Stud/Std G REACTIONS (Ib/size) 2=265/5-6-0,4=164/5-6-0.5=14/5-6-0,6=5815-6-0 Max Harz 2=70(load case 4) Max Uplift 2=-88(load case 3),4=-60(load case 3) Max Grav 2=265(lood case 1),4=164(load case 1),5=26(toad case 2),6=117(load case 2) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=39,3-4=-152 _ BOT CHORD 2-6=-0,5-6=0,4-5-0 NOTES 1) Wind:ASCE 7-98 per U13C97/ANS195;85mph;h=25ft;TCDL-8.4psf;BCDL-6.0psf;occupancy category l; • exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;and vertical left and right 01 exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face), see MiTek"Standard Gable End Detail" 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1.4-0 oc. QRtOFE$S/ l 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-B,UBC-97. �c�� �� G.ANO� <C1 6) A plate rating reduction of 20%has been applied for the green lumber members. l� LOAD CASE(S) Standard rr � C17180 z * EXP. 06/30/05 �L'x civil'. �rFOFOAOI March 17,2004 ® WARNDVG-Verify design parv.rtret—and READ NOTES ON TWS AND LVCLuDED arrTEE REFERENCE PAGE AW-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. - Suite 109 A Iicabiii of desi n oramenfers and proper inca Citrus Heights,CA,95610 � PP fY 9 P P p rporafion of component is responsibility of building designer-not buss designer.Bracing shovm is for lateral support of individual web members only.Additional temporary bracing to insure stability during constriction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibllfy of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/n'll Quality Crlleria,DS9-89 and BCSI I Building Component WWI Safety InfamaHan available from Truss Plate Institute,563 D'Onafrio trrive,Madison,WI 537i 9. Job Truss Truss Type Oty Ply LA LAGUNA LARGE ROOF TRUSS R11627111 MASTERTR R07N ROOF TRUSS 1 1 ' Job Reference(optional) JMW TRUSS,CATHEDRAL ciTY 5,000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:47:01 2004 Page 1 0-0-0 0-0-0 -1-2-0 8-10-4 15-6-0 22-1-12 31-0-0 23-0 1-2-0 8-1 6-7-12 6-7-12 B-104 1-2-0 Scale=1:55.4 All plates are 1.5x4 M20 unless otherwise indicated. 4.00 12 4x5 M1120 - 5 3x4 M1120 3x4 M1120 :r 3x4 MIE20 3x4 M1120 4 6 3 7 2 8 • 4x5 Ml120 = 13 12 11 10 4x5 M1120 — 2x4 M1120 11 3x8 M1120 - 3x4 M1120 = 2x4 M1120 11 0-0-0 0-0-0 8-10-4 15-6-0 22-1-12 31-0-0 8-10-4 6-7-12 6-7-12 8-10-4 Plate Offsets(X,Y): [2:0-2-14,0-0-2],[8:0.2-14,0-0-2] ' LOADING (psi? SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.91 Vert(LL) 0.20 2-13 >999 M1120 1851148 TCOL 14.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.48 2-13 >771 BCLL 0.0 Rep Stress lncr YES WB 0.45 HO¢(TL) 0.12 8 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl=360 Weight:166 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed. BOT CHORD 2 X 4 DF No.2 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G WEBS 1 Row at midpt 3-12,7-12 OTHERS 2 X 4 HF Stud/Std G REACTIONS (lb/size) 2=1310/0-3-8,8=131010-3-8 Max Horz 2=-84(load case 6) Max Uplift 2=197(load case 3),8=-197(load case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=2950,3-1=-2014,4-5=-1989,5-6=-1989,6-7=-2014,7-8=-2950,8-9=22 BOTCHORD 2-13=2718,12-13=2718,11.12=2718,10-11=2718,8-10=2718 WEBS 3-13=199,3-12=-960,5-12=886,7-12=-960,7-10=199 NOTES • 1) Unbalanced roof Ilve loads have been considered for this design. 2) Wind:ASIDE 7-98 per UBC97/ANSI95;85mph;h=25ft;TCDL=8.4psf;BCDL=6.Opsf;occupancy category 1; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber OOL=1.33 plate grip DOL=1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face), c)FESsf see MiTek"Standard Gable End Detail" 4) Gable studs spaced at 1-4-0 oc. 4CG ` G.ANQ �F 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per !ram Ql 'ji Table No.16-13,UBC-97. 6) A plate rating reduction of 20%has been applied for the green lumber members. trt LOAD CASE(S) Standard 0!f C 17180 T * EXP. 06/30/05 S� C!V ll. gTF�FCAt-1��4- March 17,2004 ® WA11=0-Ve ft design pa n—te and READ NOTES ON TMS AND MCLUDED MITES REFERENCE PAGE MII.7473 BEFORE USE. 7777 Greenback Lane r_s_ Design valid for use only vAlh MiTek connectors.This design is based only upon porametea shown,and is for on indvidual building component. - Suite 109 A Ilcabil! of design onamenters and proper incorporation of component i5 responsibility of building designer not truss designer.Bracing shown Citrus Heights,CA,956-El PP ls 9 P P P rP P P h' 9 9 g 9 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responslbillity of the erector.Additional permanent bracing of the overall structure is the responslblfity,of the building designer.For general guidance regarding fabrication,gUOGty control,storage,ilable delivery,,erection and bracing,consult AN51/TPII Quality Criteria,DSB-89 and BCSII Building Component M�Tekm Safety Information avo from Truss Plate Institute.583 D'Onofrio Drive,Madison,WI 53717. Job Truss Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS R11627112 MASTERTR R08 ROOFTRUSS 1 1 Job Reference(optional) JMW TRUSS.CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:47:02 2004 Page t D-o-o 0-0-0 -1-2-0 7-6-8 15-1-0 16.370 1-2-0 7.6-8 7-6-8 1-2-D 44 Scala=1:28.8 All plates are 1.5x4 M20 unless otherwise indicated. US M1120 3 4.00 12 2 4 • d = f� 6 3x4 M1120 - 2x4 M1120 II 3x4 M1120 — 0-0-0 0-0-0 7-6-8 7-6-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.51 Vert(LL) 0.06 2-6 >999 MI120 1851148 TCDL 14.0 Lumber Increase 1.25 BC 0.50 Vert(TL) -0.15 4-6 >999 BCLL 0.0 Rep Stress Incr YES WS 0.16 Horz(TL) 0.02 4 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Udefl=360 Weight:58 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.2 TOP CHORD Sheathed or 54-12 oc purlins. BOT CHORD 2 X 4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G OTHERS 2 X 4 HF Stud/Std G REACTIONS (Ib/size) 2=67310-3-8,4=673/0-3-8 Max Harz 2=47(load case 5) Max Uplift 2=116(load case 3),4=-116(foad case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=-1151,3-4-1151,4-5=22 BOT CHORD 2-6=1029,4-6=5029 WEBS 3-6=207 NOTES 1) Unbalanced roof live loads have been considered for this design. • 2) Wind:ASCE 7-98 per UBC97/ANS195;85mph;h=25f1;TCDL=8.4psf;BCOL=6.0psf;occupancy category l; exposure C:partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip COL-1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face), see MiTek"Standard Gable End Detail' 4) Gable studs spaced at 1-4-0 oc. �FESs1l' 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Q Table No.16-B,UBC-97. ANp� F,y 6) A plate rating reduction of 20%has been applied for the green lumber members. LOAD CASE(S) Standard 71 On n 1 * EXP, 06/30/05 s� civil_ q�OF C AL����� March 17 2004 WARNING-V de 7777 Greenback Lana 7�® ert(y sign parameters and READ NOTES ON Tffi3 AND IIVCLI7DED AATE%REFERENCE PAGE MII-T<73 BEFORE USE. $Ufle 104 ^� Design valid for use onlywifh MTek connectors.This design o based only upon parameters shown,and isfor an individual building component, Citrus Heights,CA,95610 � AppGcabiliry at design paramanters anal proper incorporation of component¢responsibility,of building designer-not buss designer.Bracing shown 's for lateral support of individual web members only.Additional temporary broc'rng to insure siouNy during construction Is the resporttibillity of the erector.Additional permanent bracing of the overall shuctwe 1s the responsibCiry of the buldulg designer.For general guldonce regarding fabrication.quality control,storage,derrvery,erection and bracing,consult ANSI/TPII Quality Criteria,0S6•119 and 15CS11 Building Component MOW Safety Irdormafion ova:cble from Truss Plate Institute,583 D'Onofdo Drive,Madison,VA 53719. Job Truss Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS MASTERTR R08A ROOF TRUSS 3 1 _ Job Reference(optional) R11627113 JMW TRUSSoCOAp HEDRAL CITY 5.000 s Jun 9 2003 MITek Industries,Inc. Wed Mar 17 13:47:03 2004 Page 010-0 1 -1-2-0 7-6-8 15-1-0 16-3-0 , 1-2-0 7-fi 8 7-6-8 1-2-0 Sralela=1:26.6 4x6 10320 3 4.D0 12 2 4 5 • a 6 ' 3x4 M1120 - 2x4 M1120 It 3x4 M1120 - 0-0-0 0-0-0 7-6-8 7-6-6 7-6 7-6-88 LOADING (psf) SPACING 2-0-0 CSt DEFL in (loc) Udefl PLATES GRIP ' TCLL 16.0 Plates Increase 1.25 TC 0.51 Vert(L-) 0.06 2-6 >999 M1120 1851148 TCDL 14.0 Lumber Increase 1.25 BC 0.50 Vert(TL) -0.15 4-6 >999 BCLL 0.0 Rep Stress Incr YES WB 0.16 Harz(TL) 0.02 4 n/a BCDL 10.0 Code UBC97/ANSI95 (Matra) 1 st LC LL Min Udefl=360 Weight:48 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.2 TOP CHORD Sheathed or 5-4-12 oc purlins. BOT CHORD 2 X 4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. VVE65 2 X 4 HF Stud/Std G REACTIONS (lb/size) 2=673/0-3-8,4=673/0-3-8 Max Horz 2=47(load case 5) Max Uplift 2=116(load case 3),4=-116(load case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=4151.3-4=1151,4-5=22 BUT CHORD 2.6=1029,4-6=1029 WEBS 3-6=207 NOTES 1)Unbalanced roof live bads have been Considered for this design. 2)Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25ft;TCDL=8.4psf;BCDL=6.0psf;occupancy category I; • exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-13,UBC-97. 4)A plate rating reduction of 20%has been applied for the green lumber members. LOAD CASE(S) Standard �pQRCFESS/ON C.AN��F2 C 17180 z - * EXP, 06/30/05 OFCA4IF��� March 17,2004 WARNING-Certry design parameters and APAD NOMS ON TM!3 AND r7JCLVDED?J=REFERENCE PAGE AM-74 73 BEFORE USB. 7777 Greenback Lane —e�lp Desgn vorrd for use onlyw M M7ek connectors,This design is based only upon porcmeters shown,and is for an individual building component. Suite 109 Apa icabiliy of design paromenlers and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,9561a u for lateral support of individual web members only.Additional temporary bracing to insure stc Wity during construction is the responsibility of the I erector,Additional permanent bracing of the overon structure is the responsibIy of the buidalg designer.For general guidance regarding fabrication,qudity contrail delivery,erection and bracing,consult ANSI/TPll Oualily CrIferia,DS6.89 and BCSII Bvilding Component MOW Safety Information avolable from Trim frio Plate Institute,583 D'Ono Drive,Mattison,W153719. Job Truss Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS MASTERTR R09 MONO TRUSS 1 2 R11627114 Job Reference(optional) JMW TRUSS,CATHEO R L CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:47:04020S4 Page 1 4-6-2 B-0-0 4-6-2 3-5 14 2x4 Mf[20 11 Scale=1:17.8 3 4.00 4z7 MII20 2 1 5 6 4 WO M1120 If 0-0-0 US M1120 - 4z4 MIIA-0-A , 4-fi-2 8-0-0 4-6-2 3-5-14 Plate Offsets X,Y): ]1:0-3-6,0-0-6] LOADING (psf) SPACING 2-0-0 CSI DEFL in ((0c) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.22 Vert(LL) 0.04 4-5 >999 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.07 4-5 >999 BCLL 0.0 Rep Stress Incr NO WB 0.65 Horz(TL) 0.01 4 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/def]=360 Weight:73 lb 44 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 6-0-0 oc puffins, except end verticals. BOT CHORD 2 X 6 DF 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X4 HF StudlStd G REACTIONS (lb/size), 1=2094/0-3-8,4=3070/Mechanicai Max Horz 1=90(load case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=-4159,2-3=24,34=-97 BOT CHORD 1-5=3917,5-6=3917,4-6=3917 WEBS 2-5=2761,2-4=-4268 NOTES 1) 2-ply truss to be connected together with 0.131"x3"Naits as follows: . Top chords connected as follows:2 X 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0A-0 oc. Webs connected as follows:2 X 4-1 row at 0-9-0 oc. 2) Wind:ASCE 7-98 per UBC97/ANSl95;85mph;h=25ft;TCDL=8.4psf;BCDL=6,0psf:occupancy category I; exposure C;partially,MWFRS gable end zone;cantilever left and right exposed;end vertical left and right OFESS/ exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load n0nconcurrent with any other live toads per Table No.16-B,UBC-97. 4)A plate rating reduction of 20%has been applied for the green lumber members. • 5) Refer to girder(s)for truss to truss connections. trl 6) Special hanger(s)or connection(s)required to support concentrated load(s). Design for unspecified C, 17180 connection(s)is delegated to the building designer. LOAD CASE(S) Standard k EXP. 06/30/05 1) Regular:Lumber Increase=1,25,Plate Increase=1,25 Uniform Loads(plf) `�J CIVIL \Q Continued on page 2 382.5,1-3=-6D.0 q�FOFCAL* March 17,2004 ® WARNXG-Verify deasgn Pammesers and READ NOTE$ON TMS AND WCLUDED asrT2R R$FERENICE PAGE M-7473 BEFORE USE. 7777 Greenback Lane r i. IP Suhe 109 Design valid for use only with Wek connectors.This design is based onty upon porometers shown,and is for an individual budding component. Cirrus Heights,CA,9561 C Applicobirfy of design paromenters and proper incorporation of component is responsibility of buildng designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction Is the resparnib!IRY of the erector,Additional permanent bracing of the overall structure is the respoosibCity of the building designer.For general guidance regarding fabrication,quoGty control,storage,delivery,erection and bracing,consult ANSI/711 Quality Criferia,MB-69 and BCSII Building Component M iTekm Safety Information ovodob Pl le from Truss ate Institute,583 D'Onofrio Drive,Madison.w1 53719. Job Truss Truss Type Qty, Ply LA LAGUNA LARGE ROOF S MASTERTR R09 MONO TRUSS 1 2 - R11627114 Job Reference(optional) JMW TRUSS,C RAL C. 5.00 s un 9 2003 MITek Industries,Inc. Wed Mar 17.13:47:04 2004 Page 2 LOAD CASE(S) Standard Concentrated Loads(lb) Vert:6=-1753.0 ® WA1Zh MQ-V—Y!,design pnrnmet—and READ NOTES ON T199 AND BYCLUDED 1lf7T'EX REFP'RENCE PAGE AM-7413 BEFORE USE- 7777 Greenback Lane Design valid for use only with MiTek connectors.This design is based only Upon parometers*o+ ,and ig for an individual bullding component. sdwz 198 A tcablri of design aramentivsond proper incorporation of C Citrus Helghts,CA,95610M� pP IY 9 P P-F rp component is responsibility of building desgner-not iNss designer.Bracing shown is for lateral support of individual web members ordy.Addiflonal temporary bracing to insure stability during construction Is the responsibilf ty of the erector.Addifionol permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing.consult ANSI l]Quality Criteria.DSB-89 and ll Building Component M IT�Q�/ �m Safely Information available from Truss Plote Institute,5a3 D'Onolrio Drive.Madison,WI 53719. Job Truss Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS R11627115 MASTERTR R10 MONO TRUSS 1 1 - Job Reference(optional) JMW TRUSS,CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek industries,Inc. Wed Mar 17 13:47:05 2004 Page 1 0-0-0 0-3-8 -1-2-0 6-6-0 1-2-0 6-6-0 2x4 M1120 11 Scale=1:15.7 All plates are 1.5x4 M20 unless otherwise indicated. 3 4.00 12 - - N 2 4 &4Mtl20 f1 0-0-02x4 M1120 — 0-3-8 6-6-0 fi-6-0 LOADING (psi) SPACING 2-0-0 CSI DEFL in (IOC) I/deft PLATES GRIP ' TCLL 16.0 Plates Increase 1.25 TC 0.53 Vert(LL) -0.08 2-4 >956 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.39 Vert(TL) -0.16 2-4 >478 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min I/deft=360 Weight:25 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 6-0-0 oc pudins, except end verticals. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 ac bracing. WEBS 2 X 4 HF Stud/Sld G OTHERS 2 X 4 HF StudlStd G REACTIONS (lb/size) 2=339/0-3-8.4=239/0-1-8 Max Horz 2=82(load case 4) Max Uplift 2=-78(load case 3),4--42(load case 3) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=46,3-4=-177 BOT CHORD 2-4=0 ' NOTES 1)Wind:ASCE 7-98 per UBC97/ANSI95;65mph;h=25ft;TCDL=8.4psf,BCDL=6.Opsf;occupancy category I; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;and vertical felt and right exposed;Lumber DOL=1.33 plate grip DOL-1.33, 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face), see MiTek"Standard Gable End Detail" 3) Gable studs spaced at 1-1-0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-B,UBC-97. �g,?�pF ESS/p� 5) A plate rating reduction of 209/6 has been applied for the green lumber members. 6) Bearing atjoint(s)4 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Buflding �4��' �'� Ci•Aly designer should verify capacity of bearing surface. (� p 7) Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)4. C 17180 9 Q 0 y� m f V �7 LOAD CASE(S) Standard * EXP. 06130/05 sr C)Vll �Q 9�FOPCA�tFa�� March 17,2004 aliWARNING-Vertry design parameters aa4 READ NOTES ON TMS AND INCLUDED MITCX RrFERENCE PAGE MN--7473 BEFORE USE, 7777 Greenback Lane �rrrrW r� Design valid for use only vrittt MiTek connectors.This design is based only upon parameters shown,and k Suite 109�lor an individual building component. Citrus Heights,CA,95610 Applicability of design paramenten and proper incorporafion of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additonal temporary brccfng to insure stabTity during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/17Pl1 Quolity Criteria,bSB-89 and BCSI1 Building Component m Safety Information available from Truss Plate Institute,583 0Onofria Drive,Madison,WI53719. MiTek Job Tr:ss -I Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS R11627116 MASTERTR R10A MONO TRUSS 2 1 Job Reference(optional) JMW TRUSS,CATHEDRAL CITY o o. 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:47:06 2004 Page 1 -1-2-0 6-6-0 1-2-0 6-6-0 2x4 M1120 11 Scala=1:15.7 3 I ` Q.CO 12 A N 2 4 2x4 MII20 II 0-0-0 2t4 MII20 = 0-3-8 6-6-0 6-6-0 LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) Ildefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.53 Vert(LL) -0.08 2-4 >956 MI120 1851148 TCDL 14.0 Lumber Increase 1.25 BC 0.39 Vert(TL) -0.16 2-4 >478 BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(TL) 0.00 4 nla BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min Vdefl=360 Weight:22 lb LUMBER BRACING TOP CHORD 2 X 4 OF N0.2 TOP CHORD RD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHOR❑ 2 X 4 DF No-2 BOT CHORD Rigfd ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G ' REACTIONS (lb/size) 2=339/0-3-8,4=239/0-1-8 Max Horz 2=82(load case 4) Max Uplift 2=-78(load case 3),4=42(load case 3) FORCES (lb)-First Load Case Only TOP CHORD 1-2-22,2-3=46,3-4=-177 BOT CHORD 24=0 NOTES t)Wind:ASCE 7-98 per UBC971ANS195;SSmph;h=25ft TCDL=8.4psf;BCDL=6.0psF,occupancy category I; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No,16-11,UBC-97, 3)A plate rating reduction of 20%has been applied for the green lumber members. 4) Bearing atjofnt(s)4 considers parallel to grain value using ANSlrTPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. Q�pFESSJ��V 6)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)4. (} A/4 LOAD CASE(S) Standard C 17180 ' yE EXP, 06/30/05 S C10. �P T9 OFCALtF 4A March 17,2004 ,® WARNDVO-9e design parameters and READ NOTFS ON TMS AND INCLUDED AIITEK REFERENCE PACE MN--7473 BEFORE USE. 7777 Greenback Lane 41) Design valid for use only vdth MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design pommenters and proper incorporation of component is responsibility o w f building designer-not truss designer.Bracing shon Ciws Heights,CA,95610 � is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity,of the erector"Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/Tpn Quality Criteria,DSO-89 and BCSI1 Building Component M iTeks Safety Information available from Truss Plate Inslifule,553 D'Onofrto Drive,Modison,Wf 53719. Job Iluss Truss Type My Ply LA LAGUNA LARGE ROOF TRUSS R11627117 MASTERTR R20 ROOF TRUSS 1 1 Job Reference(optional) JMW IMP EDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:47:07 2004 Page 1 o-o-o -,1-2:1 6-9-0 1 14-1-4 1 20-9-0 27-4-12 34-M 41-6-0 1-2-0 6-9-0 74-4 6-7-12 6-7-12 744 6-9-0 ;—le=1;73.4 All plates are 1.5x4 M20 unless otherwise indicated. 5x5 10111120 = 4.00 12 6 3x5 M1120 p 3x6 M1120 34 M1120 s 3x5 M1120 5 7 8 4 20 1101II20 2x4 MII20 3 9 ' �1 2 10 5x7 M1120 = - Sx7 M1120 - d • 16 15 14 13 12 11 3x-M1120 - 4x6 M1120 — 4x4 M1120 - 30 M1120 = 44 M520 — 46 M1120 - 0-0-0 0-OA B 9-8 16-5-6 25-0-10 32-8-8 41-6-0 r � $9-@ 7.7-14 B-7-3 7-7-14 8-9-8 Plate Offsets(X,Y): [2:0 -3,E ge], 10:0-3-3, ge, 15:0-3-0,Edge LOADING (psi) SPACING 2-0-0 CSI OEFL in (loc) Well PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.92 Vert(LL) 0.35 14-16 >999 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0,94 Vert(TL) -0.77 13-14 >639 BCLI- 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.21 10 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdeft=360 Weight:281 Ib LUMBER BRACING - TOP CHORD 2 X 4 OF No.2 TOP CHORD Sheathed. BOT CHORD 2 X 4 OF 165OF 1,5E 'Except- BOT CHORD Rigid ceiling directly applied or 5-6-7 oc bracing. 12-15 2 X 4 OF No.2 ' WEBS 2 X 4 HF Stud/Sid G OTHERS 2 X 4 HF Stud/Std G REACTIONS (Ib/size) 2=1731/0.3-8,10=1647/0.3-8 Max Horz 2=114(load case 5) max vrav z=z I sytloao case 8),10=2035(load case 7) ' FORCES (Ib)-First Load Case Only TOP CHORD 1-2=22,2-3=-4354,3-4=-4061,4-5=-3933,5-6=-3172,6-7=-3108,7-8=3173,8-9=4077, 9-10=-4373 BOT CHORD 2-16=40TT,15.16=3257,14-15=3257,13-14=2460,12-13=3260,11-12=3260,10-11=4097 • WEBS 3-16=419,5-16=709,5-14=-696,6-14=927,6-13=929,8-13=700,8-11=724,9-11=426 ' NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25ft;TCDL=8.4psf,BCDL=6.Opsf;occupancy category I; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right oQRpFESS1ar� exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face), RNQ�`fj see MiTek"Standard Gable End Detail" 4) Gable studs spaced at 1-4-0 oc. �f 5) This truss has been designed for a 10.0 psf bottom chord We load nonconcurrent with any other live loads per 17180 m Table No.16-B,UBC-97. 6) A plate rating reduction of 20%has been applied for the green lumber members. A EXP. 06130/05 7) This truss has been designed for a total drag bad of 2300 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 41-6-0 for 55.4 plf. sT CIVtt. \� LOAD CASE(S) Standard �rFOFCAI tF��� March 17 2004 A& WARNING-Ge fy design parameter and READ NOTES ON TEAS AND INCLUDED WTEK REFERENCE PAGE AU-7473 BEP0R8 r1S&'. 7777 Greenback Lane ��ID Design valid for use only with MIT connectors,This design is based only upon porometers shown,and is for on individual build component. Sude S 09 A Pllcabifi of des' n aromenters and ro er inc0 oration of com onent is res onsfbili of buildin desi ner-not buss desi ner.6rocin shown Citrus Heights,CA,95610 P tY g P P P rP P P N 9 9 9 9 B for lateral support of lrxividuol web members only.Additional temporary bracing to insure stability during consfitfction(s the responsibility of the erector.Addifionafpermanent tracing of the overall structure is the responsibility of the building designer.For general guidance regarding fo5ricatron,quo control,storage,delivery,erection and bracing,consult ANSf/rPfr QuaNyCritedo,M-89 and Ill Building Component M iTekm Safery Information a,n1le from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type City Ply LA LAGUNA LARGE ROOF TRUSS R11627118 MASTERTR R20B ROOFTRUSS 8 i . Job Reference(optional) JMW TRUSS,CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13: :0 2004 Page 1 o-o-o o-o-0 11 6-9-0 14-1-4 20 9-0 27�-12 34-9-0 41-6 0 1-2-0 6-9-0 7-44 6-7.12 8-7-12 7-4-4 6-9-0 Scale=1:73.7 4.00 ffr 5x5 M1120 = ` 6 3x5 M1120 3x6 MK20 zz 3x8 MII20 y 3x5 M1120 5 7 8 4 2x4 MII20 \\ 2x4 MI120 3 9 1 2 10 rb^} 4x7 MII20 — 16 15 14 13 12 11 4x7 MI120 - • 3x4 M1120 = 4z6 MII20 = 4x4 M1120 — 3x4 M1120 4x4 M1120 = 4x6 M112C — 0-0-0 0-0-0 8-9-8 16-5-6 255-0-10 32-8-8 41-6-0 "A 7-7-14 8-7-3 7-7-14 8-9 8 Plate Offsets X,Y): [2:0-2-2,0-0-2),[10:0-2.2,0-0-2,[15:0-3-0,Edge] LOADING (psi) SPACING 2-0-0 CSI DEFL In (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.79 Vert(LL) 0.32 13-14 >999 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.77 13-14 >640 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.21 10 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/deft=360 Weight:170 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 2-5-12 oc purlins. BOT C HORD 2 X 4 DF 165OF 1.5E 'Except' BOT CHORD Rigid ceiling directly applied or 9-6-13 oc bracing. 12-15 2 X 4 DF No.2 ' WEBS 2 X4 HF Stud/Std G REACTIONS (lb/size) 2=1731/0-3-8,10=1647/0-3-8 Max Horz 2=114(load case 5) Max Uplift 2=-250(load case 3),f 0=211(load case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=4354,3-4=4061,4-5=3933,5-6=3172,6-7=-3108,7.8=-3173,8-9=4077, 9-10=-4373 BOT CHORD 2-16=4077,15-16=3257,14-15=3257,13-14=2460,12-13=3260,11-12=3260,10-11=4097 WEBS 3.16=.419,5-16=709,5-14=-696,6-14=927,6-13=929,8-13=-700,8-11=724,9-11=-426 . NOTES 1) Unbalanced roof We loads have been considered for this design. 2)Wind:ASCE 7-98 per UBC97/ANSI95;65mph;h=25f;TCDL=8.4psf;BCDL=6.0psf,occupancy category I; exposure C;partial ly;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. ����$� 3)This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads per O' O ' Table No.16-B,UBC-97. C.AN 4) A plate rating reduction of 20%has been applied for the green lumber members. e LOAD CASE(S) Standard 5ry - � C 171$0 � ' * EXP. 06/30105 1P CiviL �4 OF aW March 17,2004 ® WARNLVC-Verify design Paramerwrs and READ NOTES ON THIS AND INCLUDED M7TEA REFERENCE PAGEMI77473 BEFORE USE. 7777 Greenback Lane r_r_m Design valid Ior use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 A licobili of design n aramentersand Citrus heights,CA,9S31J � PP ry g P proper incorporation of component is responsibility of building designer-not Cross designer.Bracing shown 1s for loterol support of individual web members only.Additional temporary bracing to insure stability during construction Is the responsibilnty of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,derivery,erection and bracing,consult ANSI/TPl1 gvaltty Criteria.DSD-89 and$CSII building Component MiTek Solely Information ovalTable from Truss Plate Institute,S133 D'Onofrio Drive,Madison,WI$3719. Job Truss Truss Type Oty P y LA LAGUNA LARGE ROOF TRUSS R71627719 MASTERTR R20E ROOFTRUSS 8 i ' Job Reference(optional) JMW TgWOS,CATREDRDZ CITY 5.000 s Jun 9 2003 MiTek Industries,Inc, Wed Mar 1713:4TA0 2004 Page 0-0-0 -,1-2-9 6.9-0 14-14 , 20-9-0 27-4-12 + 34,9-0 39-8-0 , 1-2-0 6-9-0 7-4-4 6-7-12 6-7-12 744 4-11-0 Scete=1:70.7 5x5 M1120 - ' 4.00 FrF 1 6 3x5 M1120 9 34 MI120 3x6 M1120 G 30 M1120 5 7 8 4 2x4 MIIZD \\ 2x4 MII20 3 9 10 11 a 1 2 . 4x7 M1120 = 17 16 15 14 13 12 7x8 M1120 11 3x4 M1120 = 30 M1120 = 3x5 M1120 = 3x4 M1120 4x8 M1120 4x4 M1120 = 3x6 M1120 = 0-0-0 o-o-o 8-9-8 16 5-6 25-0-10 32 8-8 39-8-0 8-9-8 7-7-14 8-7-3 7-7-14 6-11-8 Plate Offsets(X,Y): 0 1:0-6-5,0-0-11 LOADING (psi) SPACING 2-0-0 CSI DEFL in (ioc) Udell PLATES GRIP TCLL 16.0 Plates increase 1.25 TC 0.92 Vert(L-) 0.27 15-17 >999 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.63 14-15 >757 BCLL 0.0 Rep Stress Incr YES WB 0.44 Ho1z(TL) 0.17 11 n/a BCDL 10.0 Code UBC971ANSI95 (Matrix) 1st LC LL Min Well=360 Weight:169 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 *Except* TOP CHORD Sheathed or 2-6-11 oc purlins. 7-11 2 X 4 OF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, BOT CHORD 2 X 4 OF No.2 'Except' Except: ' 11-13 2 X 4 OF 165OF 1.5E 8-5-15 oc bracing:2-17. WEBS 2 X 4 HF Stud/Std G SLIDER Right 2 X 6 H F No.2 2-0-15 REACTIONS (lb/size) 2=1 6 6410-3-8,11=1570/0-3-8 Max Horz 2=114(load Case 5) Max Uplift 2=-245(load case 3),11=-197(load case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=-4161,3-4=3855,4-5=-3728,5-6=2961,6-7=-2849,7-8=-2872,8-9=3153, 9-10=3205,10-1 f=-3245 - 130T CHORD 2-17=3882,16-17=3OS8,15-16=3058.,14-15=2258,13-14=2888,12-13=2888,11-12=2924 . WEBS 3.17=420,5-17=714,5-15=-702,6-15=927,6-14=761,8-14=517,8-12=89,9.12=44 ' NOTES f) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25ft;TCDL=8.4psf BCDLm6.Opsf,occupancy category I; {)FES& exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. �44�4��c.AN� 9(F� 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-B,UBC-97. 'Q 4)A plate rating reduction of 20%has been applied for the green lumber members. r LOAD CASE(S) Standard fr C 17180 ' * EXP. 06/30/05 sr CIVIL ��QF CAL1F��� March 17,2004 AARNDYG-7e fy design p—t—and PFA D NOTES ON TFIIS AND INCLUDED WrEK REFERENCE PAGE hfU-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only w1h MiTek cornvcfcrs.This design is based only upon parameters shown,and B for an individual building component. Suite 109 Applicability of design p,,ramer lers anc properincorporatior)of Component is responsibility of building designer-not tnxs designer.Bracing shown Citrus Heights,CA,86610 is for lateral support of individual web members only.Additional femporory bracing to insure stability during construction Is the responsibillity of the erector.Additional permanent bracing of the overall sirueture is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/rPi1 Quality m uss Criteria,DSB-89 and BCSl1 Building Component M�Tekm Safety Information available from Sr Plate Institute,583 D'Onoirio Drive,Madison.WI 53719. Job Truss Truss Type aty Ply LAGUNA RGE ROOF TRUSS R11627120 MASTERTR R20F ROOFTRUSS 1 1 Job Reference optional J ,O,U S,CATHEDRAL CI 5.000 s un e n ustril Inc. Wed Mar 17 13:47:12 2004 Page 1 0-0-0 1-2T 6-9-0 14.1-4 20-9.0 27-4-12 + 34-9-0 39-8-0 , 1-2-0 6-9-0 74-4 6-7-12 6-7-12 7-4-4 4-11-0 Scale=1:70.5 All plates are 1.5x4 M20 unless otherwise indicated. 5x5 M1120 - 4.00 12 ' 8 3x5 MII20 1:s 48 MII20 3x6 M1120 O 4x4 M1120 7 5 8 4 2x4 M1120 2x4 MII20 Q r' 3 9 10 11 --w1T t 2 R • 0 5x7 MII20 — 17 16 is 14 13 12 7x8 M1120 = c 3x4 M1120 3x6 M1120 - 3x5 M1120 - 3x4 M1120 = 4x10 M1120 4x4 M1120 - 3x6 M1120 = 0-0-0 0-0-0 6-9-5 1B-5 6 25410 32-8-8 39-8-0 8-9$ 7-7-14 8-7-3 7-7-14 6-11-8 Plate Offsets(X,Y): [2:0-3-3,Edge],(11:0-0-1,D-0-12] ' LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP TCLL 16.0 Plates Increase 1.25 TIC 0.99 Vert(LL) 0.36 15-17 >999 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.65 15-17 >731 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.19 11 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min I/defl=360 Weight:286 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 *Except* TOP CHORD Sheathed. 7-11 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 4-9.0 oc bracing. BOT CHORD 2 X4 OF 165OF 1.5E `Except` ' 13-16 2 X 4 DF No.2 WEBS 2 X 4 HF Stud/Std G OTHERS 2 X 4 H F Stud/Std G SLIDER Right 2 X 4 HF Stud/Std-G 2-3-9 REACTIONS (lb/size) 2=1664/0-3-8,11=157910-3-8 Max Harz 2=245f102d case 121 r , Max Grav 2=23U9(load case 8),11=2225(load case 7) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=-4149,3-4=-3855,4-5=-3727,5-6=-2961,6-7=-2895,7-8=2913,8-9=-3247, 9-1 =-3286,10-11=38 BOT CHORD 2-17=3883,16•i7=305858,15-16=3058,14-15=2258,13-14=2946,12-13=2946,11-12=3006 WEBS 3-17=-421,5-17=713,5-15=-700,6-15=928,6-14=812,8-14=578,8-12=131,9-12=54 NOTES flF ESS! 1) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25ft;TCDL=8.4psf;BCDL=6.Opsf;occupancy category I; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed,end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face), s11 see MiTek"Standard Gable End Detail" /+ 1 7'0 f1 x ' 4)Gable studs spaced at 1-4-0 oc. l� I f U U 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per EXP. 06/30/05 Table No.16-B,UBC-97. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)This truss has been designed for a total drag load of 3565 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 41.6-0 for 85.9 plf. O� Continued on page 2 � CAkkl March 17,2004 WARNING-17er;y design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE M97473 BEFORE USE. 7777 Greenback Lane —�� Dz-ign va id for Aso only mtr Nu7ek canneciors.This design is based only upon parameters shown,and is for on individual building component. Suite 109 ,knpltoa I-;a'design pa=ehters and proper inccrcorotion of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA.956101� is`or lateral support of individual web members only.Additional temporary bracing to insure stabi during construction is the responsibilrity of the ,recto,. Addifional permanent bracing of the overall structure is the respansil lrty of the budding designer.For general guidance regarding foarcoiion,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSII Building Component MiTek� safety Information avalable from Tnus Plate Institute,563 D'Onofno Drive,Madison,VA 53719. ob rrUSS Truss Type ty MY CAGUNA LARGE ROOF TRUSS R1t627120 MASTERTR R20F ROOFTRUSS 1 1 ' Job Reference(optional) JMW TRUSS,CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek industries,Ine. ed Mar 1 :47:12 2004 Page 2 LOAD CASES) Standard 01 1 1 1 WARNIVO-Verify design Faramntcrs and REM NOTES ON THIS AND INC Ti 110ITKREFERENCE PAGE AM.'7473 BEFORE USR 7771777 Greenback back Lane Ue5gn validforuseonEywith Wek conrecto¢.Ths design is based only upon parameters shown,and is for an individual building component. Citrus Heights,CA,9561ME A.T:p.icobility of design pararllenters and groper incorporation of Component is responsib7ty of building designer-not truss designer.Bracing shown is for Iaterol support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Addit'lonal permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult Mill Quality Criteria,DSB-89 and BC$11 Building Component MiTekm Safety Information avoioble from Truss Plate InsfituMaie,SB317Onofrio brive,Mai Vil 53719. Job Truss Truss Type Qty . Ply LA LAGUNA LARGE ROOF TRUSS R11627121 ' MASTERTR R20G COMMON 6 1 Jab Reference(optional) -UMW TRUSS;CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13;47:13 2004 Page 1 0-0-0 0-0-0 -1-2- 6-5-8 11-5-7 1 17-9-0 23-9-0 30-0-9 35-0-8 41-6-0 1-2-0 6-5-8 4-11-15 6-3-9 6-0-0 6-3-9 4-11-15 6-5-8 Scale=1:73.7 4 00 V2 5x5 MII20 — ' 3x7 M1120 w 7 3x7 M1120 3x6 MI120 3x6 M1120 6 6 9 3z4 Mfl20 5 2x4 M1120 3x4 M1120 4 10 3x4 MI120 30 M1120 I 3 11 12 1 1 2 20 19 16 17 vs d 4xa M1120 — 4x6 MI120 - 16 15 14 13 4x6 M1120 — d • 2z4 M1120 II 3x4 M1120 = 5x6 M1120 WB = Sx6 M1120 = 3z4 M1120 = 2x4 M020 11 5x8 M1120 = 4x6 M1120 =Sx6 M112C WB 0-0-0 0-0-0 6-5-8 11-5-7 17-9-0 23-9-0 30-0-9 35-0-8 41-6-0 6-5-8 4-11-15 6-3-9 6-0-0 6-3-9 4-11-15 6-5-8 Plate Offsets(X,Y): [2:0-1-6,0-0-2],[12:0-1- ,0-0-2],[16:0-1-8,0-2-Dj,[17:0-1-8,0-2-0],[18.0-3-O,Edge] LOADING it SPACING 2-0-0 CSI DEFL in (toc) Ildetl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.84 Vert(LL) -0.52 14-16 >953 M1120 1851148 TCDL 14.0 Lumber Increase 1.26 BC 0.94 Vert(TL) -0.98 14-16 >504 BCLL 0.0 Rep Stress Incr NO WB 0.94 Horz(TL) 0.24 12 nta BCDL 10.0 Code UBC971ANSI95 (Matrix) 1st LC LL Min I/deft n 360 Weight:190lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 2-1-3 oc purins. BOT CHORD 2 X 4 DF 165OF 1.5E "Except" BOT CHORD Rigid ceiling directly applied or 9-2-3 oc bracing. ' 15-18 2 X 4 OF 240OF 2.0E WEBS 1 Row at midpt 10-16,4-17 WEBS 2 X 4 HF Stud/Std G'Except* 2 Rows at 113 pts 6-8 16-17 2 X 6 HF No.2 REACTIONS (lb/size) 2=191110-3-8,12=182710-3-8 Max Horz 2=114(load case 5) Max Uplift 2=-280(load case 3),12=-240(load case 4) ' FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=4923,3-4=-4348,4-5=-3606,5-6=-3545,6-7=-602,7-8=-602,B-9=-3536, 9-10=-3606,10.11=4356,11-12=4947 BOTCHORD 2-20-4595,19-20=4595.1B-19=4063,17-18=4083,16-17=3363,15-16-4090,14-15=4090, • 13-14=4619,12-13=4619 ' WEBS 6-17=756,6-21=-2828,8-21=-2828,8-16=757, 10-16=-852,10-14=335,11-14=-578, 11-13=127, 4-17=-844,4-19=327,3-19=-55B,3-20=120,7-21-227 NOTES 1) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98 per UBC971ANS195;85mph;h=251t;TCDI-=8.4psf;BCDL=6Apsf;occupancy category 1; �Q H ' exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. F • 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-B,UBC-97. It m ' 4)A plate rating reduction or 20%has been applied for the green lumber members. � C 17 LOAD CASE(S) Standard * EXR 06/30/05 1) Regular;Lumber Increase=1.25,Plate Increase-1.25 Uniform Loads(plf) Vert:1-7=-60.0,7-12=-60.0,2-17=-20.0,16-17=-80.0,12-16=-20.0 C)V1G FC AIL ���4 March 17,2004 ® WARNING.17ergy design pa-tern and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MU--44 T3 BEFORE USE. suit Greenback Lane Design varid for use only with MiTek connectors.This designs based only upon parameters shown,and is for an ind rlduol building component. Sure 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus heights,CA,95610 � is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibi111ty of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quolitycontral,storage,derrvery,erection and bracing,consult ANSI/TP11(duality Criteria,DS11-89 and Ill Building Component M ITek� Safety Information available from Truss Plate Inshtute,5a3 O'Onofric Drive,Mal WI 53717. Job Truss russType (y P1y LARGE ROOF TRUSS R11627122 ' MASTERTR R20H COMMON 1 1 Job Reference(optional) JMW TDRDUOS,CATHEDRAL CITY 5.0 s Jun 9 2003 MiTek ndustries,Inc. Wed ar 3: 7:15 2004 age 1 D D D -g-2-9 6-5-8 1 11-5-7 17-9-0 , 23-9.0 30-0-9 f 35-0-8 41-6-0 — 1-2-0 6-5-6 4-11-15 6.3-9 6-D-0 6-3-9 4-11-15 B 5 B Scale=1:T4.0 444.00 12 `�x5 MII20 = ' 3x7 M1120 7 3x7 M1120 zz 3x6 M1120 t�; 6 3x6 MI120 s 3x4 Mi120 9 5 2x4 M1120 11 3x4 M1120 q 10 3x4 M1120 w 3x4 N1I120 z- ry � 3 11 Z 12 r•�1 IrA 404 MIf20 20 19 1s 17 4x5 Will = 16 15 14 3 4x14 M1120 = 6 Zx4 M112D 11 3x4 M1120 5x6 M1120 WS = 5x8 M1120 = 3x4 M1120 = 2x4 M1120 II 5x8 M112D = 4x5 M1120 =5x6 M1120 W8 - 0-0-0 D-0-0 6-" 11-5-7 17-8-0 , 234-0 30-0-9 35-0-8 41-6 0 6-5-8 4-11-15 6-3-9 6-0-0 6-3-9 4-11-15 6-5-8 Plate Offsets KY): [2:0-0-7,Edge], 12:0-0-7,Edge],[16:0-1-8.0-2-4],[17:0-1-8,0-2-4],[18:0-3-0,Edge] ' LOADING (psf) SPACING 2-0-0 �CSI DEFL in (loc) Well PLATES GRIP TCLL 16.0 Plates Increase 125 TC 0.71 Vert(LL) 0.43 17-19 >999 M1120 185/148 TCDL 14.0 Lumber Increase 125 BC 0.70 Vert(TL) -0.76 14-16 >651 BCLL 0.0 Rep Stress tncr NO WB 0.97 Horz(TL) 0.19 12 n/a BCDL 10.0 Code UBC971ANS195 (Matrix) 1st LC LL Min Ildefl=360 Weight:190 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.2 'Except` TOP CHORD Sheathed or 2-4-5 oc purlins. 1-5 2 X 4 OF 240OF 2.0E,9-12 2 X 4 DF 240OF 2.gE BOT CHORD Rigid ceiling directly applied or 4-6-1 oc bracing. ' BOT CHORD 2 X 4 OF 240OF 2.0E WEBS 1 Row at micipt 10-16,4-17 WEBS 2 X 4 HF Stud/Sid G'Except' 2 Rows at 1/3 pis 6-8 1 16-172X6HFli REACTIONS (lb/size) 2=1 9 11/0-3-8,12=1827/0-3-8 Max Horz 2=114(load case 5) I n4ax urav z=2ats lloaa case ts),12=2797(load case 7) 1 r FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=-4922,3.4=-4350,4-5=3605,5-6=-3543,6-7=-610,7-8=-610,8-9=-3535, 9-10=-3605,10-11=-4356,11-12=-4946 BOT CHORD 2-20=4594,19-20=4594,18-19=4086,17-18=4086,16-17=3361,15-16=4090,14-15=4090, 13-14=4618,12-13=4618 WEBS 6-17=757,6-21=-2818,8-21=-2818,8-16=759,10-16=-855,10-14=334,11-14=576,11-13=127, 4-17=-849,4-19=327.3-191 3-20=120,7-21=226 NOTES ��ESS�Q ' 1) Unbalanced roof We loads have been considered for this design. 2)Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25ft;TCDL=8.4psf;BCDL=6.0psf;occupancy category I; exposure C;partial VMWFRS;gable and zone;cantilever left and right exposed;end vertical left and right ' exposed;Lumber DOL=1.33 plate grip DOL=1.33. f 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads per �Tt Table No.16-B,UBC-97. - C 1 71 80 4)A plate rating reduction of 20%has been applied for the green lumber members. 11 5) This truss has been desfg ned for a total drag toad of 575016. Connect truss to resist dreg loads along bottom * EXP 06/30/05 chord from 0-0-0 to 41-6-0 for 138.6 pit. LOAD CASE(S) Standard ��� C]VIL ��\P Continued on page 2 F{7FCA0f March 17,2004 WARNlNc;-Cerjfy design pmanteters and READ NOTES ON THIS AND APCl,DDED lOTE1r REFERENCE PAGE J[Q•7479 BEMIRE USE. Sit Graanhack Lane Design valid for use onl with MiTek connectors.this design is based only upon parameters shown,and is for an Individual bull Cites e g y g y p po gn component. Gtru Heights,CA,95610!!1�I Applicability of design paramentersondproperincorporation of component is responsibility of building designer-nattruss designer.Bracing shown 'y'wCC is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control-storage,delivery,erection and bracing,consult ANSI)Quality Criteria,DSB-89 and BCSII Building Component 4 Safety Information available from Truss Fiore institute.583 D'Onofrio Drive,Madison,WI S3719. M!1 TeR Job Truss Truss 3ype Qty Ply LA LAGUNA LARGE ROOF TRUSS R11627122 ' MASTERTR R20H COMMON 1 1 Job Reference optional) JMW TRUSS,CATHEDRA 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:47:15 2004 Page 2 LOAD CASES) Standard 1) Regular:Lumber Increase=1.25,Plate Increase-1.25 Uniform Loads(pig Vert:1-7=-60.0,7-12=-60.0,2-17=-20.0,16-17=-80.0,12-16=-20.0 • 1 ... WARNING-ver(fy design parameters and READ NOTES ON THIS AND A7CLUDED A9T13rREFEHENC6 PACE 18R-7473 BEFORE USE. 7777 Greenback Lane Les gn valid for use onlywith MiTek connectors,this desi n is based only u Suite 109 g y pan pormeeers shown,and a for on Individual s design component.shown Citrus Heights.CA,95610MI ^.poiicabillly of design poramenters and proper incorporation of component is responsibility of builtling designer-not truss designer.Bracing shown "s for lateral support of indlvtdual web members oNy.Additionol temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding I❑i .1on,qua6tycontral,sforage.delivery,,erection and bracing,consult ANSI/TPII Quality Criteria.DSB-89 and BCSII Building Component m Safety Fforma6an avalloble ham Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. iTe k �I Job Truss Truss ype ty Ply LA LACUNA LARGE ROOF TRUSS R11627123 ' MASTERTR R20L ROOFTRUSS 1 1 Job Reference(optional) —XTJMW TRUSS,CAT CITY 5. s Jun 9 2003 1 e ndustries,Inc. Wed Mar 13A7.16 2004 Page 1 0-0-0 - 14-1A 2- 0 274-12 34-0-5 41-6-020 1-2-0 7-5-8 6-7-12 8-7-12 6-7-12 6-7-12 7-5$ SraM=1:73.5 All plates are 1.5x4 M20 unless otherwise indicated. 5x5 M1120 — 4.00 12 6 3x4 M1120 t:: 5x5 M1120 zz 3x6 M1120 5 7 4 3x4 MII20 s 3x4 MII20 a 3 -2-0 -2-0 8 ' 2 9 n �1 • 5x7 M1120 -I 18 15 14 13 12 11 10 4x8 MIt20 x 2x4 MII20 11 4x6 MI120 - 3x8 1611120 = 3x4 Ill = 2x4 M1120 1{ 3x4 M1120 — 4x6 M1120 0.0.0 0-0-0 7-5-8 14-14 1 20-9-0 274-12 34-0-8 41-6-0 7-5-8 6-7-12 6 7-12 6-7-12 6-7-12 7-5-8 Plate Offsets(X,Y): [2:0-3-3,Edge],[7:0-2-8,0-3-0],[9:0-1-10.0-0-2],[14:0-3-0,Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Ii PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.84 Vert(LL) 0.36 15-16 >999 M1120 Il48 TCDI- 14.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.75 11-13 >669 BOLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.24 9 n1a 11CI1L 111,11 Code UBC971ANSI95 (Matrix) ist LC ILL Min Waft=3611 Weight:261 lb LUMBER BRACING TOP CHORD 2 X4 OF No.2 'Except` TOP CHORD Sheathed or 2-2-14 oc purlins. 14 2 X 4 DF 165OF 1.5E,7-9 2 X 4 OF 165OF 1.5E 80T CHORD Rigid ceiling directly applied or 5-6-11 oc bracing. ' BOT CHORD 2 X 4 OF 1650F 1.5E 'Except" WEBS 1 Row at midpt 5-13.7-13 12-14 2 X 4 DF No.2 WEBS 2 X 4 HF Stud/Std G OTHERS 2 X 4 HF Stud/Sid G REACTIONS (lb/size) 2=1 73110-3-8.9-164710-3-8 Max Hnn 9a11dllrxarl rt�eo F1 - r ' -ax Grav 2=2119(load case 8),9=2035(loatl case 7) FORCES (lb)-First Load Case Only TOP CHORD 1-2-22,2-3=-434Z 3A=-3504,4-5=3390,5-6=-2682,6-7=-2681,7-8=3504.8-9=-4363 BOT CHORD 2-16=4043,15-16=4043,14-15=3263,13-14=3263,12-13=3252,11-12=3252,10-11=4065, 9-1 =4065 160, WEBS 3-16=160,3-15=-834,5-15=423,5-13=-953,6-13=1251,7-13=-948,7-11=430,8.11=-859, 8-1D=165 NOTES ?,oFE$s/� ' 1) Unbalanced roof live loads have been considered for this design. OQ N� 2)Wind:ASCE 7-98 per UBC97/ANS195;85mph;Itl TCDL=8.4psf:BCDL=6.Opsf•,occupancy category 1; �� ,` G.ADD exposure C;partfal4rMWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face), r1 see MiTek"Standard Gable End Detail' G 17 $U 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads per * EXR 06130/06 Table No.16-8,UBC-97. 6) A plate rating reduction of 20%has been applied for the green lumber members. 7 C]1/]L �\P 7) This truss has been designed for a total drag load of 2300 lb, Connect truss to resist drag loads along bottom chord from 0.0-0 to 41-6-0 for 55.4 plf.Continued on page 2 GAL\F�¢ March 17,2004 w WARMNG-Verify design parameters arutREAD NOTES ON TaIS AND INCLUDED pfrTE1L REFERENCE PACE ANF7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with miTek connectors.Ma design is based only upon parameters shown,andZY for an individual building component. _ Suite 109 A, hcabili of de aromenters and roper Incorporation of component is responsibility of building designer truss designer.Bract shown Citrus Heights,CA,95510 � fir✓ N �P P rp Po P tr rr9 9 9 n9 Is of lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the ern^tor.Addltiond permanent brocing of In@ overall structure ss the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/fPI1 Quality Criteria,DSB-89 and BCSr1 Building Component —M ITek® safety Informal available from Truss Plate Irsshtute,583 D'Onotrio Drive.Madison,WI 53719. Job Truss Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS Ri1627123 ' MASTERTR R20L ROOF TRUSS 1 1 Job Reference optional) JMW TRUSS,CATHEDRAL CITY 5.000 S Ju arn 9 2003 MiTek Industries,Inc. Wed M 1 1 ;17 2004 Page 2 LOAD CASE'S) Standard 1 �� WARNING-9ertfy design pa mrnetera and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mff•7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors,Ths design B based only upon parameters shown,and is for an individual building component, Sure 109 pllcabi ify of design paromenters and proper incorporation of componentCitrus Hlghls,CA,95610 Ap is responslb?.'iry of building designer-n01 Buss designer.Bracing shown is for lateral support of individud web members Drily.Additional temporory bracing to Iruure stab iiy during construction is the respons-bi_'ity of the erector.Additional permanent tracing of ttre overa4 structure is the responsibufy of the buikfng designer.For general guidance regord'ng fabrication,qualilycontrol.storage.delivery,erection and bracing,consult ANSI/rPll Quality Criteria,DSB-89 and BCSII Building Component M iTekdD a Safety information volable from Truss Plate Institute.5a3 D'Onofio Drive,Modison,WI63719. Job Truss Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS--- RI 1627124 MASTERTR R20M ROOFTRUSS 1 1 1 Job Reference(optional JMW TRUSS,CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar Via 2004 Page 1 0-0-0 0-0-0 1.2-0 7.5 8 I 14-1-4 20-M 27-4-12 34-M l 3948-0 1-2-0 7-" 6-7-12 6-7-12 6-7-12 6-7-12 5-7-8 Saslo>=1:70.5 All plates are 1.5x4 M20 unless otherwise indicated. 5x5 M1120 = 4.00 fTF ' 6 4x4 M1120 3x4 M1120 a::� 08 MI120 3x6 MI120 5 7 6 4 3x4 MI120 4x4 M1120 3 -2-0 -2A 9 10 11 n 1 2 l4 dd • 5x7 M1120 = 18 17 16 15 14 13 12 7x8 M1120 = ' 2x4 MI12D II 3x6 Mi120 - 3x8 MI120 = 3x4 M1120 = 2x4 MI120 II WO M1120 3x4 Mrf20 = 3x6 M1120 = 0-0-0 0-0-0 I 7.5.8 14-1-4 20-9-0 27-4.12 34-0-8 7-5-8 6-7-12 6-7-12 6-7-12 B-7-12 5.7-8 Plate Offsets( : [2:0-3-3,Edge],[11:0-0-1,0-4-12] ' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.90 Vert(LL) 0.36 17-18 >999 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -0.67 17-18 >709 BOLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.21 11 nla BCDL 10.0 Code UB097/ANS195 (Matrix) 1st LC LL Min fldefl=360 Weight:267 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.2 `Except* TOP CHORD Sheathed. 14 2 X 4 DF 165OF 1.5E,7-11 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 4-94 oc bracing. ' BOT CHORD 2 X 4 DF 1650E 1.5E `Except" WEBS 1 Row at midpi 5-15,8-15 14-16 2 X 4 DF No.2 WEBS 2 X 4 HF Stud/Std G OTHERS 2 X 4 HF Stud/Std G SLIDER Right 2 X 4 HIP Stud/Std-G 2-8-2 REACTIONS (lb/size) 2=1664/0-3-8.11=1579/0-3-8 Max Harz 2=245(load case 121 h Max vrav 2=L uumao cased),11=2224(load case 7) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=-/136,34 3295,4-5=-3182,5-6=2469,6-7=-2468,7-8=-2483,8-9=-3146, a♦� 9-10=-3324,10-11=-3396 BOT CHORb 2-18=3846,17-18=3846,16-17=3065,15-16-3065,14-15=2960,13-14=29fi0,12-13=3051, 11-12=3051 WEBS 3-18=160,3-17-838,5-17=425,5-15=-960,6-15=1165,8-15=-826,8-13=177,9-13=-97, - 9-12=90 OQRgFESSIpN NOTES 1) Unbalanced roof five loads have been considered for this design. 2)Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25ft-,TCDL=8.4psf;8CDL=6.0psf;occupancy category I; i' exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right n exposed;Lumber DOL=1.33 plate grip DOL=1,33. C 171$0 z ' 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wired(normal to the face), see MTek"Standard Gable End Detair yt EXP. 06/30/05 4)Gable studs spaced at 1-4-0 oc. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any other live loads per Table No.16-B,UBC-97. lsJ CIVIL a�P 6)A plate rating reduction of 20%has been applied for the green lumber members. FAI CA�y+fO� Continued on page 2 March 17,2004 17Addlflonaf RRING-VmVi design parameter.and READ NOTES ON THIS AND INCLUDED MITEX REFERENCE PAGE MH-7473 BEFORE USE. 7777 Greenback Lone alid for use ogly with M,1ek connectors.This design a based only upon parameters shown,and is far on individual bulling component.. Sulte 109 b0ty of de n mnenfers and Citrus Heights,CA,95610 sg par proper incorporation of component B responslbi0ty of DuOdng designer-not buss designer.Bracing shown eral support of ndFnduct web members arty.Additional temporary bracing to insure stab9ity cumrg construction is the responsibility of the eracM1 for. permanent brocing of the overa;l shucMe is the resporuibi:Ity of the buldnq designer.For general guidance regarding faoricotion,quaBlycontrol,s oroge,delivery,erection and bracing,consult ANSI/T?II Quality Crlteria,DSB-89 and SCSI Building Component M iTekm safety Information ovolabia from Truss Plale Institute,583 D'Onofrio Drive,Madison,WI 53719. �_ Job Truss Truss Type ty Ply LAGUNA LARGE ROOF TRUST-- MASTERTR R201A ROOF TRUSS 1 1 I Job Reference{optional} R11627124 J t.9 W TRUSS,CATAMRAL CITY 6.000 s Jun 9 2003 MiTek Industries, nc. Wed Mirl-793:47:19 2004 Page 2 NOTES 7) This truss has been designed for a total drag load of 35135 lb, Connect truss to resist drag loads along bottom chord from 0-0-0 to 41-6-0 for 85.9 p!f. LOAD CASES) Standard 1 1 1 1 1 1 .1 ® WARNFNG-4erify design parameters and REAP NOTES ON T8r3AND 111VU ED ENTEH REFERENCE PAGE AIM 7473 BEFORE USE. 7777 Greenback Lane Design vo id for use on y v-ita MTek connectors.This design Is based only upon parameters shown,and is for an individual budding component. Suite 109 P.ppl.cab T`+of des gn paromenters and proper incorporation of component is responsibility of buliding designer-not truss designer.Bracing shown Citrus Heights,CA,95610 � ,;or;or lateral support of individual web members only.Additional temporary bracing to insure stablfty during construction is the responslbillity of the crmaor.Additional permanent bracing of the overall structure is the responslbitty of the building designer.For general guidance regording €❑txication,quality control,storoge,delivery,erection and bracing,Consult ANSI/1PII Qualily Criteria,15-89 and BCSI1 Building Component M iTek® Safety Information ovoilab D'be from Truss Phte institute,5a3 Onofrio Drive,Madison,Wl 5371 Y. Job Truss Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS R11627125 MASTERTR R20N (COMMON 2 1 Job Reference(optional) JMW TRUSS,CATH DRAL CI 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:47:20 2004 Page 1 0-0-0 1-2-9 6-" 11-5-7 17-9-0 23-9-0 30-0-9 35-0-8 1 39-8 0 1-2-0 6-5-a 4-11-15 6-3-9 6-0-0 6.3-9 4-11-15 4-7-8 Scale=1:70.7 400 F727 5x5Mf[20 — ' 34 MI120 7 3x6 M1120 3x6 M1120 6 8 4x8 M1120 3.4 M020 -5 2114 M1120 11 9 04 M1120 4 10 3x4 3 M1120 4x4 MII20 11 12 13 N 1 2 d d 4x8 M1120 — 21 20 19 18 07 MI120 = 17 16 15 14 7x8 M[120 11 2x4 M1120 II 3x4 M1120 = 5x7 M1120 WB = 4x7 MI120 - 3x4 M1120 = 2x4 M1120 II 5x8 M1120 5x8 M1120 = 4x10 M1120 zz 5x6 MII20 WB — 0-0-0 0-0-0 I 6-5-8 11-5-7 17-9-0 23-9-0 30-0-9 354" 39-8-0 6-5-8 4-11-15 6-3-9 6-" 6-3-9 4-11-15 4-7-8 Plate Offsets(X,Y). [17:0-1-8,0-1-8],[18.0-1-12,0.24],[19:0-3.8.Edce] LOADING (psi} SPACING 2-0-0 CSI DEFL in (loc) Udefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.85 Vert(LL) -0,51 18-20 >927 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 1.00 Vert(TL) -0.98 18-20 >484 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(TL) 0.20 13 n/a BCDL 10.0 Code UBC971ANS195 (Matrix) 1st LC LL Min Udefl-360 Weight:197 lb LUMBER BRACING TOP CHORD 2 X 4 OF Not *Except* TOP CHORD Sheathed or 2-3-5 oc puffins. 9-13 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 9-3-13 oc bracing. BOT CHORD 2 X 4 OF 165OF 1.5E *Except* WEBS 1 Row at micipt 4-18 16-19 2 X 4 DF 240OF 2.0E 2 Rows at 113 pis 6-8. WEBS -2 X 4 HF Stud/Std G'Except' 17-18 2 X 6 HF No.2 SLIDER Right 2 X 4 HF Stud/Std-G 2-1-13 REACTIONS (Iblsize) 2=1$3610-3-8,13=176710-3-8 Max Horz 2=114(load case 5) Max Uplift 2=-274(load case 3),13=-228(load case 4) ' FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=4690,3-4=4131,4-5=3337,5-6=3271,6-7=-551,7-8=-568,8-9=-3279, 9-10=-3348,10-11=3811,11-12=3623,12-13=3690 . BOT CHORD 2-21=4374,20-21=4374,19-20=3879,18-19=3879,17-18=3103,16-17=3616,15-16=3616, 14-1 5=3295.13-14=3295 WEBS 6-18=714,6-22=-2610,8-22=2610,8-17=690,10-17=-597,10-15=-52,11-15=347,11-14=57, 4-18=-909,4.20=358,3-20=-541,3-21=109,7-22=210 NOTES OQW ESS/p y 1)Unbalanced roof live loads have been considered for this design. 2)Wind;ASCE 7-98 per UBC97/ANSI95;85mph;h=25ft;TCDL=8.4psf;BCDL=6.Opsf;occupancy category I; C' AN��C exposure C;partiafly,MWFRS gable end zone;cantilever left and right exposed;end vertical left and right G% exposed;Lumber DOL=1.33 plate grip DOL=1.33. T11 3)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads per lY C 171$O z in ' Table No.16-8,UBC-97. 4)A plate rating reduction of 20%has been applied for the green lumber members. * EXP. 06/30/05 LOAD CASE(S) Standard 1) Regular:Lumber Increase=1.25,Plate Increase=1.25 S CIVIL a�Q jj Continued on page 2 �rFnFCAI V1 March 17,2004 ® WARNEM•Vertfy design p—t—and READ NOTES ON THIS AND LVCLUDED ARTER REFERENCE PAGE MR-7473 BEPORE USE, 77 77 Greenback Lane — t Dal,,—Id for use on wttfi MTek connectors.This dell S:rfo 103 N rn o based only upon pOramefers sho bu and k for an ir-not truss s design component. citn�s I-..eights,CA,95610 1 F+po'icaoility 01 design pprpmen}ers and proper incorporation of component is responsibility,of building designer-riot truss designer.Bracing show) s fc,lalerai support of individual web members only.Addirbnal temporary bracing to insure stability during construction is the responslbillily of the =rector. ACaitlonal permanent bracing of the overall structure is the respansibiity of the bdldTg designer.For general guidance regard'.ng taboca liQ r.Nority control,storage,doltvery.erection and brocirg C0n!,ult AN51/1111 Qualify Crileria,D5B•89 and BC511 Building Component m Safety Inlormofion avalable from Truss Plate Institute,583 O'Onofrio Drive.Madison,w153719. �Tek Jab russ Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS R11627125 MASTERTR R20N COMMON 2 1 _ ' tio JMW RUSS,CATHEDRAL CITY 5.000 s Jun 9 2003 Mi ek In usires,Inc, Wed Job Reference Mao nal) r 17 1 2004 Page 2 LOAD CASE(S) Standard Uniform f}Loads(pl Vert:1-7=-60.0,7-i3=-60A,2-18=-2D.D,17-18=-80.0,13-17=-20.0 1 4 WARNING-Ver(&design pa—t—and READ NOTES ON 7MS AND INCLUDED dDTEAREFERENCE PAGE sir-7473 BEMRE USE. 7777 Greenback Lane .a.m Design valid Iv use only with mffek connectors.The design is based only upon parc meters shown,and a for an Individual bu7ding component. suite 109 AppGCobiS of de n aromenfers and proper incorporation Citrus Heights,CA,95610MI ry b9 P W P orpwotion of component"¢responsibury of bu�dng designer-not truss designer.Bracing shown e for lateral support of individual web members onty.Additional temporary bracing to insure sloWity during construction is the responsibillity of the erector.Additional perntment bracing of the overall structure is the responsibiaty of the building designer.For general guidonce regarding fabrication,qualify control.storage,delivery,erection and bracing,consult AN5l/TPIT quality Criteria,D5B•B9 and BC511 Building Component M iTekm Safety InNnnatlon available from Truss Note Institute,583 D'Onofrlo Drive,Madison,WI 53719. Job Truss Truss Type Oty Ply LA LAGUNA LARGE ROOF TR R11627126 MASTERTR R20P COMMON 1 1 Job Reference(optional) JMW TRUSS,CATHEDRAL 5. 0 s Jun 9 2003 MiTe n ustries,Ina W ar 1713:47:21 2004 Page 1 0-0-0 0-0-0 1-2-f 6-5-8 11-5-7 1 17-9-0 23-9-0 30.0.9 35.0-8 41-0-0 1-2-0 6-5-8 4.11-15 6-3-9 6-0.0 6-3-9 4-11-15 6-5.8 Scale=1:74.0 4 00 12 5x5 M1120 = ' 3x7 M1120 � 7 3x7 M1120 3x6 M1120 y 6 34 M1120 zr are 3x4 M1120 9 f S 20 M1120 I 3x4 M1120 4 10 3x4 M1120 30 M1120 3 11 12 a 1 2 1' d 4X14 1011120 = 4x5 MIf20 - 4x14 M1120 20 19 16 17 16 15 14 13 2x4 MII20 11 3x4 M1120 - Sx6 M1120 WE � 5X8 M1120 = 30 M1120 2x4 M1120 II 5x8 M1120 = 4x6 1011120 =54 M1120 WE - 0-0-0 D-0-0 6-5.8 11-5-7 17-9-0 23-9.0 30-0.9 35-0-8 41-6-0 e-6-8 4-11-15 B-3-9 6-M 6-3-9 4A1-15 6-5-6 Plate Offsets X,Y): 2:0-0-7,Edge],[12:0-0-7.Edge],[16:0-1-8,0-2-4],[17:0-1-8,0-2-4],[18:0-3-0,Edge] LOADING (psf) SPACING 2-0-0 C8I DEFL in (Ioc) Ildett PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.71 Vert(LL) 0.43 17-19 >999 MI120 1851148 TCDL 14.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.76 14-16 >651 BCLL 0.0 Rep Stress Incr NO WB 0,97 Horz(TL) 0.19 12 We BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Vdel=360 Weight:190 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.2 'Except* TOP CHORD Sheathed or 2-4-5 oc purlins. 1-5 2 X 4 DF 240OF 2.0E,9-12 2 X 4 DF 240OF 2.0 E BOT CHORD Rigid ceiling directly applied or 4-6-0 oc bracing. ' BOT CHORD 2 X 4 OF 240OF 2.0E WEBS 1 Row at midpt 10-16.4-17 WEBS 2 X 4 HF Stud/Std G*Except* 2 Rows at 1/3 pis 6-8 16-17 2 X.6 HF N0.2 61 REACTIONS (lblsize) 2=191110-3-8,12=1827/0-3-8 Max Horz 2=114(load case 5) t Max t;rav z=ztstsCi(toaa case ts),1z=2i1j9(1oad case 7) ' FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=4922,3-1=-4350,4-5=-3605,5-6=3543,6-7=-610,7-8=-610,8-9=3535, 9-10=3605,10-11=-4356,11-12=-4946 BOT CHORD 2-20=4594,19-20=4594,18-19=4086,17-18=4086,16-17=3361,15-16=4090,14-15=4090, 13-14=4618,12-13=4618 WEBS 6-17=757,6-21=-2818,8-21=-2818,8-16=759,10-16=855,10-14=334,11-14=-576,11-13=127, 4-17=849,4-19=327,3-19=554,3-20=120,7-21=226 NOTES �FESS( 1) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25ft;TCDL=6.4psf;BCDL=6.0psf:occupancy category I; 4, exposure C;partialiy,MWFRS gable end zone;cantilever left and right exposed;end vertical left and right �� F�G'ANOF Fy exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3)This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live loads per Table No,16-e,UBC-97, C 17180 z MM 4)A plate rating reduction of 20%has been applied far the green lumber members. 5)This truss has been designed for a total drag load of 5765 lb. Connect truss to resist drag loads along bottom * EXP. 06130/05 chord from 0-0-0 to 41-6-0 for 138.9 pit. LOAD CASE(S) Standard4A sT CfVll \4 continued on page 2 qTQ 0FCAt1�a�� March 17,2004 f WARNL4'O-9crify design parameters and READ NOTES ON THIS AND MCLUDED MTP$REFSREArCE PAGE xUf 7473 DEPORE USE. 7777 Greenback Lane Ces gn iclid for use only with MRek connectors.This design is based only upon parameters shown,and is for an individual buiding component. Suite 109 A icabi5 of desi n oromentersand proper incorporation of component isres onsiblli of building designer-not truss designer.Bracing shown Citrus Heights.CA,95610 i pP' N 9 p Pr P P Pa P ty 9 ig 9 9 is for lateral support of tnt%viduol web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector,Addillond perrnonent bractng of fhe overall stnsctprels the responlibfiity,of the building designer.For general guidance regarding falxicafion,quality control.storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCS11 Building Component ,�1 iTel�� Safety Information avolktt�le from Truss Plate Institute,50 D'Onofrio Drive,Madison,"53719. Job Truss Truss ypa Oty Ply LA LAGUNA LARGE ROOF TR SS R1162712fi MASTERTR R20P COMMON 1 1 Job Reference o tienal) MW TRUSS,CATHEDRAL CITY 5.000.s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:4 : 2004 Page 2 LOAD CASE(S) Standard 1) Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-7=-60.0,7.12=-60.0,2-17=-20.0,16-17=-80.0,12-16=-20.0 1 s 1 WARNING,Verify design parameters and READ NOTES ON THIS AND INCLUDED WTER REFS"NCE PAGE NU 7473 DEFOR$USE. 7777 Greenback Lana m Design valid for use on with MiTek connectors.This design is based only u Suite 109 H g y pain po ometers shown,and is for on individual binding component Citrus Heights,CA,95670 Appkab811y of design paramenters and proper incorporation of component is responsibility of building designer-rat tnra designer.Bracing shovm is for lateral support of inclMduai web members only.Additional temporary bracing to insure stcbllity during construction is the responsbill'i of the erector.Additional pern s anent bacxlg of the ovmu1 structures the responsibility of The building designer.For general guidance regarding fabrication,quo6ly control•storage,delivery,erection and bracing,consult ANSifTPn Quality Criteria,DSB-89 and SCSI Building Camponenf iTe IC Mi Safety InformoBon available from Truss Plane Institute,583 D'Onofrio Drive,Madison.%Yl 53719. Job Truss Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS R11627127 MASTERTR R22 COMMON 1 1 ' Job Reference(optional) JMW TRUSS,CATHEDoRAL CITY 5.000 s Jun 9 2003 MTek Industries,Inc. Wed Mar 17 13:47:22,2 o0p4-0Page 1 -1-2-0 5-11-12 11-11-8 13-1-8 1-2-0 5-17-12 5-11-12 1-2-0 4x5 MF120 Scale=1:26.6 All plates are 1.5x4 M20 unless otherwise indicated. 3 4.00 12 3x6 MII20 2 3x6 M1120 2 4 5 171 • i ZA00120 11 3x6 M1120 - 3x6 M112C - 2x4 UUCM II 2-3-1 7--7 11-11-8 2-3-1 7-55-5 2-3-13-1 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) Vdefl PLATES GRIP ' TCLL 16.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.06 7-8 >999 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.35 Vert(TL) -0.13 7-8 >999 BCLL 0-0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.00 6 nla BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Vdefl=360 Weight:86 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD RD Sheathed or 6-0-0 oc puri'sns, except end verticals. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X4 HF Stud/Std G OTHERS 2 X 4 HF Stud/Std G ' REACTIONS (lb/size) 9=548/0-3-8,6=548/0-3-8 Max Horz 9=41((oad case 5) Max Uplitt 9=-101(load case 3),6=-101(load case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=26,2-3=-327,3-4=-327,4-5=26,2-9=-562,4-6=-562 BOT CHORD 8-9=45,7-8=354,6-7=45 ' WEBS 3-8=-135,3-7=135,2-8=314,4-7=314 NOTES 1) Unbalanced roof live loads have been considered for this design. . 2) Wind:ASIDE 7-98 per UBC97/ANSl95;85mph;h=25ft;TCDL=8.4psf,BCDL=6.0psf;occupancy category I; ' exposure C;partially,MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face), see MTek"Standard Gable End Detail' 4) Gable studs spaced at 1-4-0 oc. Q9,01FESS/pN 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other Ilve loads perTable No.16-0,UIBC-97. Q 6)A plate rating reduction of 20%has been applied for the green lumber members. �4�'�Q�C''ANQ��F2�, • LOAD CASE(S) Standard C 17180 * EXP. 06/30/05 C10- gTFOF C AL1F�f� March 17,2004 WWARNING 9ertry de fgn parameters and READ MOMS ON TWS AND rNCLUDED MITE%REFERENCE PAGE MU 7473 BEFORE USE, T777 Greenback Lan. Design vaild to,,use Orly with MiTek conneclon,This design is hosed only upon parameters shown,and is[or on indivldud Wilding component. Suite 109 Applicability o'design paramenters and proper incorporation of component a responsibility of building designer-not fr1155 designer.Bracing ShOwr1 Citrus Hal ghls,GA.95610 B for lafefol supprxt of nerrvidual web members only,Addtkvxd temporary bracing to insure stabIty during construction is the responsibi..ity of the erector.Addlional permanent bracing of the oveMl structure is the respordlb'wty of the lwlding designer.For general guidance regardng fobrieafion,qualify control,storage,delivery,erectfon and bracing,consult ANSI/TPII Quality Critefla,DSB-89 and BCSI1 Building Component M iTek@ Safety Information available from Truss Plate Institule,583 D'Onofrfo Drove,Madison.WI 53719. -job russ Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS R11627128 MASTERTR R22A COMMON 2 1 Job Reference(optional) J W TRUSS,CATHEDOR L CITY 5.000 s Jun 9 2 e Industries,Inc. We 2 Pa Mar 17 13.47:24 ge 1 -1-2-0 5-11-12 11-11-8 13-1-8 J 1-2-0 5-11-12 5-11-12 1-2-0 4x5 Mi120 - Scale=1:26.6 3 4.90 fW +� 3x8 MI120 MUM 2 4 5 v 1 � N N 8 7 7lup1a020 I I 3x6 M1120 3x6 M1120 - 2x4 INCRO I I 2-3-1 9-8-7 i1-11-B 2-3-1 7-5-5 2-3-1 LOADING (psf) SPACING 2-0-0 GSI DEFL in (loc) I/deft PLATES GRIP ' TCLL 16.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.06 7-8 >999 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.35 Vert(TL) -0.13 7-8 >999 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.00 6 n/a BCDL 10.0 Code UBC971ANS195 (Matrix) T st LC LL Min Udell=360 Weight:60 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G REACTIONS (lb/size) 9=54810-3-8.6=54810-3-8 Max Horz 9=41(load case 5) Max Uplift 9--101(load case 3),6=-101(food case 4) FORCES (lb)-First Load Case Only TOP CHORD 1.2=26,2-3=-327,3-4=-327,4-5=26,24--562,4-6=562 BOT CHORD 8-9=45,7-8=354,6-7=45 WEBS 3-8=-135,3-7=435,2-8=314,4-7=314 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-98 per UBC97/ANSf95;85mph;h=25ft;TCDL=8.4psf;BCDL=6.Opst occupancy category h exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;and vertical left and fight ' exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-B,UBC-97. 4)A plate rating reduction of 20%has been applied for the green lumber members. LOAD CASE(S) Standard OQRflFESS/p,�9 ' x C 17180 2 rn * EXP. 06130/05 s� C10- �P March 17,2004 t Ad -Verio destgn pammete v and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE IM-7473 BEFORE RISE. 7777 Greenback Lane ...W 411111111111 gn vd for use only wish N47ek connector.This design's based only upon parameters shown,and is for on individual building component. Suite 1 U©si /,.pplica•�ility of design poramenler5 and proper incorporation of componentis responsibility of building designer-not truss designer.Bracing shcv,. Citrus Heights,CA,956ID � s for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the amctcr.Additional permanent tracing of the overall structure is the responsibility of the building designer.For general guidance regarding tabricoticn,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Instilufe,583 D o'Onofd Drive.Madison,WI 53719. Job Truss russ Type City Ply LA LAGUNA LARGE ROOF TRUSS R11627129 t MASTERTR R22B COMMON 1 1 Job Reference(optional) JM USS,CATHEDRAL U CITY 5.000 s Jun 9201 MiTeK Indusides,Inc Wed Mar 17 13:47:25 2004 Page 1 0-0.0 -1-2-0 5-11-12 11-11-8 13-1-8 1-2-0 5-11-12 5-11-12 1-2-0 41 All places are 1.5x4 M20 unless otherwise indicated. 05 M1120 - Scale=1:26.6 3 4.00 Fi'F MUM 3x6 MII20 A 2 5 v 0-10-0 rl Li 8 7 ,VA S120 11 3x6 M1120 - 3x6 M1120 - 2x4 Dil?-O 2-3-1 9-8-7 11-11-8 2-3-1 7-5-5 2-3-1 ' LOADING (psi) SPACING 2-0-0 CSt DEFL in (lac) I/deb PLATES GRIP TCLL 16.0 Plates Increase 1.26 TC 0.48 Verrill -0.06 7-8 >999 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.35 Vert(TL) -0.13 7-8 >999 BCLL 0.0 Rep Stress Incr YES WS 0.18 Horz(TL) 0.00 6 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/dell=360 Weight.82 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals, BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G ' OTHERS 2 X 4 HF Sttfd/Std G REACTIONS (lbfsize) 9=548/0-3-8,6=548/0-3-8 Max Horz 9= 1 case 5) Max Uplift 9=-101(lo1(load case 3),6=101(load case 4) FORCES (fb)-FirstLoadCaseOnly TOP CHORD 1-2=26,2-3=-327,3-4-327,4-5-26,2-9=-562,4-6=-562 SOT CHORD 8-9=45,7-8=354,6-7=45 ' WEBS 3-8=-135,3-7=135,2.8=314,4-7=314 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=2511;TCDL=8.4ps1 BCDL=6.Op5l occupancy category I; ' exposure C;partiafly;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face), see MiTek"Standard Gable End Detail" ��SS 4) Gable studs spaced at 1-4-0 oc. QRa /Q� 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per• Q AN a Table No.16-B,USC-97. �� G' < . 6) A plate rating reduction of 20%has been applied for the green lumber members. t� LOAD CASE(S) Standard C i 1 Qn :10- MM * EXP, 06130/05 March 17,2004 ® WARNING-9erf(y d-• grt perarrreYem and READ NOTES ON THIS AND ZA9MVDED MITES REFERENCE PAGE Arrb7473 BEFORE Usk. 7777 Greenbeck Lane Design valid far use only with M7ek connectors.This design is based only upon parameters shown,and 6 for on Individual building component. Sulfa 10 9 AppGoabiBty of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Hae ig h s,CA,95610 � is for Ioteral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overoll structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/rPil Quallly Criteria.DSB-69 and BCSII Building Component M ITek� Safety rnforma6on available from Truss Plcte Institute.583 D'Onofrro Dave,Madison,Wl W719. Job [n22C russ Type Qty Ply LA LAGUNA LARGE ROO TRUSS MASTERTR ROOF TRUSS 1 1 Job Reference(optional) R11627130 JMW TRUSS,CAT 0E-0D-0PL CITY 5.000 s Jun 9 2003 MTek Industries,Inc. Wed Mar 17 13:47:26 2004�a-0ge 1 1-2-0 3-5-0 11.11 5-11-12 1 7-11-13 IB-6-9, 11-11.8 1�13-1 8� 1-2-0 3-5-0 0-6-11 2-0.1 2-0-1 0-6-11 3-5-0 1-2-0 Scale=1:25.2 4%4 M112D 6x8 MII20 - 4.00 12 1 3 11 3x4 MI120 5r. 3x4 M1120 5 2 6 a 6 1 • 1 9 12 e 7x4.f$1120 I1 3x8 111121 = 3x4 M1120 11 3-5-0 _ 5-11-12 11-11-8 3-5-0 2-6-12 2-6-12 3-6-0 Plate Offsets(X,Y): [4:0-4-0,0.1-12[ LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) Ildefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.29 Vert(LL) -0.02 8-9 >999 M1120 1851148 TCDL 14.0 Lumber Increase 1.25 BC 0.23 Vert(TL) -0.04 8-9 >999 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(TL) 0.00 7 n/a BCDL . 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl=360 Weight:661b LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 6-"oc purlins, except end verticals. BOT CHORD 2 X 4 OF No.2 BOT CHORD Rigid ceiling directly applied Or 6-0-0 oc bracing. WEBS 2 X 4 HF StudlStd G REACTIONS (lb/size) 10=705/0-3-8,7=705/0-3-8 Max Harz 10=-52(load case 3) Max Uplift 10=-152(load case 3),7=-152(load case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=26,2-3=-531,3-11=498,4-11=-498,4-5=-532,5-6=26,2-10=-671,5-7=-671 ' BOT CHORD 9-10=3,9-12=499,8-12=499,7-8=3 WEBS 3-9=-246,4-9=-1,4-8=-246,2-9=607,5-8=609 NOTES 1) Unbalanced roof live loads have been considered forthis design. ' 2) Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25ft;TCDL=8.4psf;BCDL=6.Opsf;occupancy category I; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;and vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per �CFESS/p ' Table No.16-B,UBC-97. Qe N� 5) A plate rating reduction of 20%has been applied for the green lumber members. !�� G.ANQ c<` 6) Girder carries hip end with 3-6-12 end setback . 7) Special hanger(s)or connection(s)required to support concentrated load(s)73.51b down and 36.41b up at 8-4-12,and 73.5I1b down and 36.41b up at 3-6-12 on top chord. Design for unspecified connection(s)is rrs delegated to the building designer. Cr C 17180 2 M LOAD CASE(S) Standard * EXP. 06/30/05 k 1) Regular.Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) 1-2=60.0,2-3=-60.0,34=-79.1,4-5=60.0,5.6=-60.0,7-10=-26.4 LET Civil- Vert: �P Continued on pogo 2 CAoF March 17,2004 ' ® WARNING-Vert&design parameter and READ NOTES ON TM AND INCLUDED MITER REFERENCE PAGE AW-7473 BEFORE USE. T7TT Greenback Lane —gym Design valid for use only with Milek connectors.This design is based only upon porameters shown,and is for an individual building component. suite 10 9 Applicability of design paromentors and proper incorporation of component is responsibility of building aeslgner-not truss designer.Bracing shown Citrus Heights.CA,95610 � Is for lateral support of individual web members only.Additional lemporcry bracing to insure stability during construction is the responsibillity of the Iq erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPI I Quality Criferla,DSB-119 and BC511 Building Component M iTekID Safety Informalfon avo'--able from Truss Plate Institute,583 D'Onohio Drive,Madison,WI 53719. Job Truss Truss Type Qiy Ply LA IAGUNA LARGE ROOF TRUSS RI1527130 MASTERTR R22C ROOF TRUSS 1 1 Job Reference(optional) JM TRUSS,CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 1713.47:26 2004 Page 2 LOAD CASE(S) Standard Concentrated Loads(lb) Vert:3=-73.5 4=-73.5 1 1 WArrNLVG•Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED WTES REFERENCE PAGE AM 7473 BEFORE USE. 7777 Greenback Lane eta Heights.Desi,n voGd`or use only with WellsTh design is connectom S based only upon parameters shown,and is for an individual building Component. Sure 109 Applicability of design paramenters and proper incorporation of Component is responsibility of building designer-not truss designer.Bracing shown CBrri. lghts.CA,966!0 � 4 6 for lateral support of indi idual web members oro�-Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the respoasibWy of She bUiid'mg designer.For general guinonce regarding fabrication,ctuarity control,storage,delivery,erection and bracing,consult ANSIJfPII Quality Cdterta,DSBds9 and BCS11 Building Component 4A Safety Informaton available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. iTek Job Truss Truss Type Oty Ply LA LAGUNA LARGE ROOF TRUSS R11627131 MASTERTR R22D ROOFTRUSS 1 1 Job Reference(optional) JMW TRUSS,CATHEDRAL CITY 5.000 s Jun 9 2003 Mi7ek Industries,Inc. Wed Mar 17 13:47:27 2004 Page 1 0-0-0 0-0-0 -1-2-0 5-11-12 11-11-8 13-1$ 1-2-0 5-11-12 5-11-12 1-2-0 4x5 MII20 - Scale a 1;28.1 3 4.00 12 3x6 Mi120 9 3x8 Mif 4 4 2 5 16 ' o • 1 7 WA20 I! 3x6 M1120 - 3x4 Ally I I 5-11-12 11-11-8 5-11-12 5-11-12 ' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefl PLATES GRIP TCLL 16.0 Plates Increase 1.26 TC 0.51 Vert(LL) -0.02 7-8 >999 M1120 1851148 TCDL 14.0 Lumber Increase 1.25 BC 0.19 Vertil -0.04 7-8 >999 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.00 6 n/a BCDL 10.0 Code USC97/ANSI95 (Matrix) 1st LC LL Min I/defl=360 Weight:61 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 6-0-0 oc pudins, except end verticals. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X4 HF Stud/Std G ' REACTIONS (lb/size) 8=54510-3-8,6=54510-3-8 Max Horz 8=113(load case 3) Max Uplift 8=100(load case 3),6=-100(load case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=25,2-3=-422,3-4=-422,4-5=25,2-8=486,4-6=-486 BOT CHORD 7-8=57,6-7=57 WEBS 3-7=-132,2-7=318,4-7=318 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-98 per UBC97/ANS195;85mph;h=25ft;TC131-=8.4psf;BCDL=6.Opsf;occupancy category I; •� exposure C;partially;MWFRS gable end zone;cantilever left and rlghl exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-13,UBC-97. 4)A plate rating reduction of 20%has been applied for the green lumber members. ' LOAD CASE(S) Standard �OQ(L��E$$fQ� ANp�� F�c • C 17180 ' yr EXP. 06130/05 C1 - �P OFCA1-WI3 - March 17,2004 ' ® wARmwa-r/rtry design parameters and READ NOTES ON Tws AND DYCLUDED 11rrTER REF RENcE PAGE SfR-7473 BEFORE VSM Suite Greenback Lane109 w�nr�m Design valid tar use only with NtTek connectors.This design is based only upon parameters shown,and is for an individual buldasg component. Citrus Heights,CA,9561UK Applicability of design paromente rs and proper incorporation of component is responsibl of building designer-not truss designer.Bracing shown is for lateral support of ind-rvidual web members only.Addtional temporary bracing to Insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and broaing,consult ANSIJTPII Quatlty Criteria,DSB-89 and SCSI Building Component iTekm Safety Information avoilooe from Truss Plate Instilute,.%3 D'Onofrio Drive,Madison.WI 53719. -]' Job Truss Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS R11627132 ' MASTERTR R23 COMMON 1 1 Job Reference(optional) JMIN TRUSS.CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:47:28 2004 Page 1 0-0-0 .1-2-0 6-0-4 10-7-15 15-7-0 20-6-1 25.1-12 31-2-0 2-4-0 1-2-0 6-0-4 4-7-10 4-11.1 4.11-1 4-7-10 6-0-4 1-2.0 Scale�1:55.7 All plates are 1.5x4 M20 unless otherwise indicated. ' 4.00 12 t 4x5 M1120 3x4 M1120 5 6 3x4 W20 2x4 M1120 II S 7 2x4 MII20 1I 4 $ 2x4 M1120 z� 2x4 M1120 5 3 N1 2. 10� - 11 » d d ' 4x6 M1120 - 14 13 12 4x6 M1120 - 3x10M1120 - 3x5M1120 - 3x10MI120 - 0 0-0 0-0-0 10-7-0 20-7-0 _ 31-2-0 �J 10-7-0 10-0-1 10-7-0 Plate Offsets(.NY): [2:0-2-10,0-0-2],[10:0-2-10,0-0-21 ' LOADING (psf) SPACING 2-0-0 CSI DEFL in (toc) I/dell PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.28 10-12 >999 M1120 185/148 TCDL , 14.0 Lumber Increase 1.25 BC 0.94 Vert(TL) -0.65 10-12 >673 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.11 10 n/a BCOL 10.0 Code UBC971ANS195 (Matrix) 1st LC LL Min Vdefl=360 Weight;185 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.2 TOP CHORD Sheathed or 2-7-5 oc purfins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 5-3-12 oc bracing. ' WEBS 2 X4 HF Stud/Std G OTHERS 2 X 4 HF Stud/Std G REACTIONS (Ib/size) 2=131710-3-8,10=1317/0-3-8 Wax Hnrz 2=8511nad nna o 51 Max Grav 2=1tibb(load case 8),10=1655(load case 7) ' FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=-3079,3-4=-2639,4-5=-2633,5-6=-2548,6-7=-2548,7-8=-2633,8-9=-2639, 9-10=-3079,10-11=22 BOT CHORD 2-14=2875,13-14=1830.12-13=1830,10-12=2875 WEBS 4-10-267,8-12=-267,3-14=452,6-14=907,6-12=907,9-12=452 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-98 per UBC97/ANS195;85mph;h=25ft;TCDL=8.4psf;BCDL=6.Opsf;occupancy category I; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed:end vertical left and right 9,OF ESS/� ' exposed;Lumber DOL=1.33 plate grip DOL=1.33. QQ 3) Truss designed forwind loads in the plane of the truss only, For studs exposed to wind(normal to the face), ��, C G./AND see MiTek"Standard Gable End Detail" S 4) Gable studs spaced at 1.4.0 oc. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per rn ' Table No.16-B,UBC-97. C 17180 x ' 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)This truss has been designed for a total drag load of 2000 lb. Connect truss to resist drag loads along bottom * EXP 06/30/05 chord from 0-"to 31-2-0 for 64.2 pit. LOAD CASE(S) Standard �� CIVI1. �P March 17,2004 ' wARmma-veriA design paraaseeers and READ NOTES ON TH7B AND INCLVDED!If7TER REFERENCE PAGE 3f77-7473 BEFORE VSE. 7777 Greenback Lane — 10 Desig valid for use only wllh Miliek connectors.This design Is based only upon parameters shr i),cnd is for an Individual m ual bolding component. Suite n Citrus Heg Applieobllity of design poramenters and proper incorporation of component is responslb:lity of building designer-not truss designer.Brac ng she wn ghls,CA,956i 0 � is far lateral support of individual web members only.Addllional temporary bracing to insure slablllty during construction is the responsibllllty&the erector.Adcfiliond permanent bracng of the overoll structure is theresponsibdity of the building designee For generd guidance regarding Safety Information nva:abfe from Truss Plate Institute,5a3 D'Onotrio Drive,Madison,M 53719. tobiicatioo,quality control,storage,delivery,erection and bracing.consult ANSI/TPIT Quolity Criteria,OSB-89 and 9CSII 8ullding Componenl M iTek� Job Truss Truss Type city Ply LA LAGUNA LARGER OF TRUSS R11627133 ' MASTERTR R23A COMMON 5 1 Job Reference(optional) JMW TRUSS,CATHEDRAL CITY 5.000 s Jun 9 2003 Mile Industries,Inc. Wed Mar 17 13:47:30 2004 Page 1 0-0-0 r1-2-01 6-04 + 10-7.15 15-7-0 + 20-6-1 25-1-12 , _ 31-2-0 1-2-0 6-04 4-7-10 4-11-1 4-11-1 4-7-10 6-04 1-2-0 Scale d 1:55.8 ' 4.00 12 4.5 M1120 - 3x4 M1120 6 3x4 M1120 2A MI120 II 5 7 2x4 MII20 11 4 8 2x4 M1120 2x4 MT120 4 y 3 9 ' 2 10 'a 11 �t b ' 3x8 M1120 = 14 13 12 3K8 MII20 = ' 3x10 Vill - 3x5 M1120 - 300 MI120 - 0.0-0 10-7-0 20-7-0 31-2-0 10-7-0 10-0.1 10-7-0 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/de0 PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.54 Vert(LL) -0.26 10-12 >999 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.94 Vert(TL) -0.62 10-12 >594 BCLL 0.0 Rep Stress Incr YES WB 0.43 HOrz(TL) 0.11 10 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min I/deft=360 Weight:126 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 3-0-14 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 9-9-13 ac bracing. WEBS 2 X 4 HF StudlStd G REACTIONS (lb/size) 2=1317/0-3-8,10=1317/0-3-8 Max Harz 2=85(toad case 5) Max Uplift 2=198(load case 3),10=198(load case 4)FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=-3079,34=-2639,4-5=-2633,"=-2548,6-7=-2548,7-8=-2633,8-9=-2639, 9-1 0=-3079,10-11=22 BOT CHORD 2-14=2875,13-14=1830,12-13=1830,10-12=2875 WEBS 4-14=-267,8-12=-267,3-14=452.6-14=907,6-12=907,9-12=452 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25ft;TCDL=8.4psf;BCDL=6.Opsf;occupancy category I; ' exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposgd;Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-B,UBC-97. ' 4) A plate rating reduction of 20%has been applied for the green lumber members. oQ�()FESS/CND LOAD CASE(S) Standard �4� �� G•ANDS �r2 c 17180 r * EXP. 06/30/05 kN C!V(1 �P 9�aPCAl March 17,2004 ' ® 1VARNDJa•Verify deign parameters and READ NOTE9 aN THIS ANT)INCLUDED AMER REFERENCE RAGE AM-7493 BEFORE USE. 7777 Greenback Lane Design volid for use only with Mill connectors.This design is based only upon parameters shown.and is for an individual buiding component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Hetghfs,CA,95010i is for lateral support of hall web members only.Additional temporary bracing to Insure stability during construction is the responsibillity of the erector.Addilionol permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality,control,storage,delivery,erection and bracing.consult ANSIITP11 Quality Criteria,DSB-89 and Ill Building Component M iTek® Safety Irdormation ovo3able from Truss Plate Institute,583 D'Onolrio!love.Madison.w1 53719. FMASTERTR m Hiss russ Type Oty Ply LA LAGUNA LARGE ROOF TR S R11627134 ' R23B COMMON 4 1 Job Reference(optional) Jlv1VJ TRUSS,CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:47:31 2004 Page 1 0-o-0 0-0-0 6-0 4 10-7-15 15.7-0 20-6-1 25-1-12 31-2.0 ,324-0 6.0-0 4-7-10 4-11-1 - 4-11-1 4-7-10 6-G4 1-2-0 Scale=1:55.2 4.00 P2 4.5 MI120 = 3x4 M1120 5� 5 3x4 MI120 J 2x4 M1120 11 4 6 2x4 MII20 II 3 7 2x4 M1120 C 2x4 M1120 5 2 8 t 9 10 d ' 3x8 MII20 - 13 12 11 3x8 M1120 — 3x10 M1120 - 3x5 M1120 = 3x10 M1120 = 0-" 0-0-0 10-7-0 20-7-0 31-2-0 10-7-0 10-0-1 10-7-0 ' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TOLL 16.0 Plates Increase 125 TC 0.59 Vert(LL) -0.26 9-11 >999 M1120 1851148 TCDL 14.0 Lumber Increase 1.25 BC 0.95 Vert(TL) -0.63 1-13 >585 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.11 9 n/a BCDL 10.0 Code UBC971ANS195 (Matrix) 1st LC LL Min Vdefl=360 Weight:124 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.2 TOP CHORD Sheathed or 2-11-15 oc purllns. BOT CHORD 2 X 4 OF No.2 BOT CHORD Rlgid ceiling directly applied or 9-8-3 oc bracing. WEBS 2 X 4 HF Stud/Std G ' REACTIONS (lb/size) 1=1233/0-3-8,9=1318/0-3-8 Max Horz 1=-9D(load case 6) Max Uplitt 1=158(load case 3),9=-198(load case 4) FORCES (lb)-First Load Case Only TOP CHORD 1.2=-3103,2-3=2652,3-4=2645,4-5=-2559.5-6=-2553,6-7=-2638,7-8=-2644,8-9=-3085, 9-10=22 BOTCHORD 1-13=2900,12-13=1836,11-12=1836,9-11=2880 WEBS 3-13=-264,7-11=-267,2.13=467,5-13=914,5-11=905,8-11=-452 NOTES 1) Unbalanced roof live loads have been considered forthi5 design. 2)Wind:ASCE 7-98 per UBC97/ANS195;85mph;h=25ft;TCDL=8.4psf;BCDL=6.Opsf;occupancy category 1; ' exposure C;partially,MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.31 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-B,UBC97. 4)A plate rating reduction of 20%has been applied for the green lumber members. O??,OF ESS/ON ' LOAD CASE(S) Standard �Q`-� � C.Alyp��< W C 17180 z run ,rr EXP. 06/30/05 s� Clv►l- �P aFCA'L�F��� March 17,2004 ' WARNDYO-Ver{(g design pammetem and READ NOTES ON TAMS AND INCLUDED i1IITEE REFERENCE PAOE AM-7473 BEFORE USE. 7777 Greenback Lane e.re�m Design valid for use only vAth MiTek connectors.This design is based only upon parameters shown,and is for an individual budding component. Suite 109 Applicability of desgnparamenters and proper Incorporation of component is responsiblty of building designer-not has designer.Bracing shovm Citrus Heights,CA,95610 is for lateral support of ndrviduol web members only.Addilionat temporary bracing to insure stability during construction is the responsibi7Gy of the erector.A�1tOnal permanent tracing of the overall structure is the responsibly of the building designer.For general guidance regarding ' labecation,quality control,storage,delivery,erection and bracing,consult ANSIRPII Quality Cdteda,DSB-89 and BCSII Building Component MiTek Safety InlormaHon available from Truss Plata Institute,583 D'Oncfrio Drive,Madison,WI 53719. Job Truss Truss Type city Ply LA LAGUNA LARGE ROOF TRUSS R11627135 MASTERTR R23C ROOF TRUSS 1 1 Job Reference(optional) JMW TRUSS CATHEDRAL CITY 5,000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:47:32 2004 Pagel 0-0-6 p-0-0 L 5-1-0 10-0-4 _� 14-it-3 20-8-0 -1 5-1-0 4-11-4 4-10-15 5-8-13 1-2-0 Scale=1:38.3 4x4 MII20 - 4.00 rt F 2 4x5 M1120 S 3x4 MII20 t 3 3x4 Mtf20 4 3x4 MII20 5 8 6 7 i 1 70 9 8 4x7 M1120 - 2x4 M1120 It 3x10 MV20 - 3x4 M1120 — 3x5 MII20 — 2x4 M020 11 0-0-0 0-0-0 i 5-1-0 10-0-4 14-11-3 20-8-0 5-1-0 4-11-4 4-10-15 5-8-13 Plate Offsets(X,Y): [6:0-2-2,0-0-2) ' LOADING (ps0 SPACING 2-0-0 CSI DEFL in (loc) I/de0 PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC OZ4 Vert(LL) 0,18 8-10 >999 M1120 185/148 TCDL 14.0 Lumber Increase 1,25 BC 0.85 Verl -0.25 8-10 >980 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.07 6 n)a BCDL 10.0 Code UBC971ANSI95 (Matrix) 1st LC LL Min Well=360 Weight:94 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 2-6-15 oc purlins, except end verticals, ROT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 3-7-9 oc bracing. WEBS 2 X 4 HF Stud/Stcl G REACTIONS (lb/size) 12=812/0-3-8,6=399/0-3-8 Max Horz 12=-1 l6fload coca 111 Max Grav 1'L=IZVtl(load case 8),6-1849(load case f) FORCES (Ib)-First Load Case Only TOP CHORD 1-2=-690,2-3=-693,3-4=1255,4-5=-1303,5-6=-1921,6-7-22,1-12=-761 BOT CHORD 11-12=34,10-11=1191,9-10=1765,8-9=1765,6-8=1765 WEBS 2-11=95,3-11=-712,3-10=325,5-10=-617,5-8=116,1-11=717 NOTES ' 1) Unbalanced roof five loads have been considered for this design. 2)Wind:ASCE 7-98 per USC97/ANSI95;85mph;h=25ft;TCDL=8.4psf;BCDL=6.0psf;occupancy category I; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1,33. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per ()�ES.S/ Table No.16-B,UBC-97. OpR 4) A plate rating reduction of 20%has been applied for the green lumber members. 4� ` C.AND F 5) This 1ruiss has been designed for a total drag load of 3205 lb. Connect truss to resist drag loads along bottom • chord from 0-0-0 to 20-8-0 for 155.1 pill LOAD CASE(S) Standard C 17180 Z TO * EXP. 06/30/05 s CIVIL �P rq OFCAL�F��� March 17,2004 ' - W sxaiNG-Ver(fy deaf t d T777 Greenback Lane design pars:me era as RRAD NOTES ON TB7S AND TRUODED BQTEE REFERENCE PAGE AM-7473 BEFORE USE. Ces:gr valid for use On"Ile MRek connectors,This design is based only upon parpmeters shown,and is for an individual building component. Suite 709 Ali cohijity of design paramenters and proper incorporation of component is responsibifity of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 � is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction 1s the responsiullity of the erector.Additional permanent bracing of the overO%sttuctuse is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPtt Quality Criteria.DSB-89 and BCS11 Building Component MiTek® Safety information available from Truss Plate Institute,583 D'Onoluo Drive,Madison,WI53719. Jo Truss Truss Type Qty Ply LAGUNA LARGE ROOF TRUSS ' MASTERTR R23D ROOFTRUSS 1 1 Job Reference(optional) R11627136 JMW TRUSS,CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:47:33 2004 Page 1 D-0-0 4-5-0 8-6-8 1 13-1-9 18-4-11 24-1-8 125-3-8 4-5-0 4-1-8 4-11-1 4-11-1 5-8-13 1-2-0 Scale-1:437 4x4 W20 = ' 4.00 Ff-2- 3 3x4 M1120 y 3x4 M1120 2 4 3x4 M1120 4x6 MII20 5 'n 1 3x4 M1120 fi 3. 7 • B d ' 14 13 12 11 10 9 4x7 M1120 3x4 M1120 11 3x9 h11120 - 3x8 M1120 - 30 M1120 3x5 M1120 - 2x4 M1120 li o-o-a 0-M 4-5-0 8-6-8 _{ 13-5-9 18-4-11 24-1-8 4-5-0 4-1-8 4-11-1 4-11-1 5-8-13 Plate Offsets X,Y): [7:0-2-2,0-0-21,[13;0-3-8,0-1-8] LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.55 Vert(LL) 0.19 9-11 >999 M1I20 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.29 9-11 >995 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.08 7 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Udefl=360 Weight:111 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 2-6-15 oc puriins, except end verticals. BOT CHORD 2 X 4 OF No.2 BOT CHORD Rlgld ceiling directly applied or 3-10-11 oc bracing. WEBS 2 X 4 HF Stud/Std G REACTIONS (lb/size) 14=951/0-3-8,7=1037/0-3-8 Max Harz 14 93(load case 6) 11 Max Grav 14a1446(loau ua�c o), r=,1849(loau udad 7) FORCES (Ill-First Load Case Only TOP CHORD 1-2=977,2-3=1108,3-4=-1119,4-5=1681.5-6=-1729,6-7=-2335,7-8=22,1-14=-900 BOT CHORD 13-14=52,12-13=889,11-12=1596,10-11=2156,9-10=2156,7-9=2156 WEBS 2-13=-405,2-12=176,3-12=398,4-12=-716,4-11=319,6-11=-602,6-9=114,1-13=963 NOTES ' 1) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25ft;TCDL=8.4psf;BCDL=6.Opsi;occupancy category 1; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per OQ?,QF ESSjr Table No.16-13,UBC-97. 4)A plate rating reduction of 20%has been applied for the green lumber members. 4� ` �,ANC 5) chord from as b 0 2 designed or total p fl drag load of 3205 Ib. Connect truss to resist drag loads along bottom LOAD CASE(S) Standard C 17180 m * EXP, 06/30/05 cf'J C10- March 17,2004 GYARh7N0 Ver(ry design paramatan and READ NOTES ON THIS AND INCLUDED MTTER REFERENCE PAGE ME-7473 BEFORE USE. 7777 Greenback LaneSuite 109 Design valid for use only with Wek connectors.This design is based"upon parameters shown,and is for on individual building component. Ciuva Heights,CA,95610 � AppScability of design pardmenters and proper incorporation of component Is respormb'_ity of bu]dulg designer-nol buss designer.Bracing shown is for lateral support of indmdual web members anty.Additional temporary bracing to insure stobtity,during construction is the responsibif8ty of the erector.Additional permanent bracing of the overall structure is the resparlsibillty of the building designer.for general guidance regarcrng fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPit qualify Crllerio,DSB-8t and 11CS11 Building Component M iTek� Safety Information avoilable from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS MASTERTR R23E CAL HIP 1 2 R11627137 Job Reference(optil) JMW TRUaSS�bCATHED L CITY - 5.0 s Jun 9 2003 a Industries,Inc. Wed Mar 17ona 1 :47:35 2004 Page 1 0-0.0 r1-2-0, 4-5.0 , 7-5-0 7-11-11 11-11T-7-0 20-0-11 I 23-2-5 2-9,-0 2641-0 31-2-0 32.4-0 1-2-0 4-5.0 3-0-0 0-6-11 3-1-10 4-5-11 4-5-11 3-1-10 0-6-11 3-0-0 4-5-0 1-2-a Scale a 1:57.4 6x8 M1120 — 2x4 M1120 11 US M1120 = 6x8 MII20 - 4.00 FM 3x4 M112C 3x4 M620 = 3x4 M1120 y 4 5 6 T 8 9 3x4 M1110 9 1;210 2 11 �1 12 � d 3x8 M1120 19 18 20 17 16 i5 14 13 US M1120 = • 2x4 M1120 it 3x4 M1120 - 4x5 M1120 - 7xl2 MI120 = 44 MII20 - 3x4 M1120 = 2x4 M1120 I I 0-D-0 D-O-0 4-5-0 7-5-0 11-1-5 15 7-0 20-0-11 23-9 76-9-0 31.2-0 4-5-0 3-0-0 3-8-5 4-5-11 4-5-11 3-R-5 3-0-0 4-5-0 Pla!e Offsets(X,Y): [2:0-3-6,0-0-14],[4:0-4-0,0-1-12],[9:0-4-0,0-1-12],[i1A-3-6,0-0-1 , 16:0-5-A,0-4-8J LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) Ildefl PLATES GRIP TOLL 16.0 Plates Increase 1-25 TC 0.34 Vert(LL) 0.28 16 >999 M1120 1851148 TCDL 14,0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.54 16-17 >682 SCLL 0.0 Rep Stress Incr NO WB 0.57 Horz(TL) 0.09 11 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Ildefl=360 Weight:311 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 4.4-14 oc puriins. BOT CHORD 2 X 6 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X4 HF Stud/Std G REACTIONS (lb/size) 2=2450/0-3-8,11=188810.3-8 Max Harz 2=47(load case 5) Max Uplift 2=-417(load case 3),11=-325(load case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=26,2-3=-6612,3-4=7032,4-5=-8710,5-6=-7833,6-7=7833,7-8=7833,8-9=-6452, 9-10=-5067,10-11=-4960,11-12=26 BOT CHORD 2-19=6230,18-19=6230,18-20=6729,17-20=6729,16-17=8710,15-16=6452,14-15=4853, 13-14=4663,11-13=4663 WEBS 3-19=-265,3-18=578,4-18=381,4-17=2365,5-17=241,5-16=-987,6-16=-284,8-16=1555, . 8-15=-946,9-15=1909,9-14=112,10-14=218,10-13=-107 NOTES 1) 2-ply truss to be connected together with 0.131"x3"Nails as follows: Top chords connected as follows:2 X 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-6-0 oc. fl��ss� Webs connected as follows:2 X 4-1 row at 0-9-0 oc. Oc, D,y 2) Unbalanced roof live loads have been considered for this design. 4!L ` C..AND c 3)Wind:ASCE 7-98 per UBC97/ANS1195;85mph;h=25ft;TCDL=8.4psf;BCDL=6.Opsf;occupancy category 1; w exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. ' 4) Provide adequate drainage to prevent water ponding. C 17180 z rn 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-B,UBC-97. * EXP.06/30/05 6)A plate rating reduction of 20%has been applied for the green lumber members. 7) Special hangers)or connection(s)required to support concentrated load(s)1705.01b down and 279.0Ib up at 10-6-0 on bottom chord. Design for unspecified connection(s)is delegated to the building designer. �� CIVI 6AseRge 2Standard -4 OFCA� March 17,2004 ® WARNING-Verify design parameters and MEAD NOTES ON THIS AND INCLUDED l l'AI{REFERENCE PAGE 1l aEFORR USE. 7777 Gieenbaek Lone Design valid fcr u;e orNly with Mffek connectors.Ths design is oared only upon parameters shown,and is for an individual building component. Suite 109 Applicabilityof deli.r. oramenters and proper incorporation Citrus Heights,CA,95610�� � A P P rporofion of component is responsibility of building designer-not truss designer.Bracing shown is lot lateral support of individualweb membefsonly.Additional temporary bracing to insure stabililyduring construction is the responsibility of the erecfor.Addi#ianal permanent bracng of the overall shucture is the responsibiiy of the building designee For general guidance regarding fabicafion,quality control,storage,delivery,erection and bracing,consult ANSI/TPIi quality Criteria,DSB-89 and t CS11 Building Component M iTek® Safety Informoll ovadabfe from Truss Plate Institute.583 D'Orl Drive,Madison,w1 53719. Job Tntas Truss Ty City Ply LA LAGUNA LARGE ROOF TRUSS MASTERTR R23E CAL HIP 1 2 R11627137 Job Reference(optional) JMW TRUSS,CATHEDRALCITY 5.000 s Jun 9 2003 ek industries, nc. We Mar 17 :47:35 2004 Page 2 LOAD CASE(S) Standard 1) Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-60.0,4-9=-6&0,9-12=-60.0,2-11=-20.0 Concentrated Loads(%) Vert 20=-1705.0 1 1 '1 t 1 1 WARNING-verify design paraara{ers and READ NOTES ON TUTS AND INCLUDED AUTE8 REFERENCE PAGE MU-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with tweit connectors.This design IS based only upon parameters shown,and is for an incividud building component. sae 509 Applicability of design poramenters and proper incarparafton of component is responsibioy,of building designer-not truss designer.Bracing shown atnu Heights,CA.9567DMI is for lateral support of individual web members only.Addilionol temporary bracing to insure stability during construction is the responsibillfly of the erector.Additiond permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSI(TM7 Qualify Giteria.DSO-89 and BCS11 Building Component CD Safety Information available from Truss Plate Institute,583 Mnofrio Drive.Madson,WI 53719. M iTe k Job Truss Truss Type Qty Ply LA LAGUNA LAR ROOF TRUSS R11627138 MASTERTR R23F CAL HIP 1 1 Job Reference(optional) JMW TRUO 0 OCATHEORAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:47:36 2004 Page 10-0-0 0-2-0, 5-10-13 1 9-5-0 9-11-11 15-7-0 21-2-5 21-V 25-3-3 31-2-0 ?2-4-01-2-0 5-10-13 3-6-3 0 ii--1t1 5-7-5 5-7-5 0-6-11 3-63 5-10-13 1-2-0 Scala=1:57.5 1 05 M1120 y 3x8 MII20 = 4z5 MII2D 2 4.00 Ff2-- 4 5 6 20 MII20 2x4 M1120 7 3 7 2 8 ell g v d 4x5 M1120 = 13 12 11 10 4x5 MII20 = d • 3x8 M1120 = 4x5 M1120 - 30 MII20 - 20 MII20 11 , 0-0-0 0-0-0 9-5-0 15-7-0 21-M 31-2-0 9-5-0 6-2-D 6-2-0 9-5-0 Plate Offsets(X,Y): [2:0-3-2,0-0-2],[8:0-3-2,0-0-2] ' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.46 Vert(LL) 0.23 12 >999 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -0,51 8-10 >729 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.13 8 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Ildefl=360 Weight:125 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 3-3-2 oc purtlns. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 9.4-3 oc bracing. WEBS 2 X 4 HF Stud/Std G REACTIONS (ib/slze) 2=1317/0-3-8,8=1317/0-3-8 Max Horz 2=55(load case 5) Max Uplift 2--225(load case 3),8=-225(load case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=3085,3-4=-2857,4-5=-2688,5-6=-2688,6-7=-2857,7-8=-3085,8-9=22 1 BOT CHORD 2-13=2877,12-13=3155,11-12=3155,10-11=3155,8-10=2877 WEBS 3.13=186,4-13=504,5.13=-522,5-12=83,5.107-522,6-10=504,7-10=-186 NOTES • 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25ft;TCDL=8.4psF,BCDL=6.Opsf;occupancy category I; exposure C;partially,MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads per QQ��F ESSI�� Table No.16-B,UBC-97, 5) A plate rating reduction of 20%has been applied for the green lumber members. �4� G•A `�2 • LOAD CASE(S) Standard C. 17180 z M y4 EXP, 06/30/05 Sr C[VIL �P q QFCALVF March 17,2004 ® WAR14NO-Ver(fy design parameters and READ NOTES ON THIS AND ZRCLADED aNTEK REFERENCE PAGE MU-7473 BEFORE USE. 7777 G[eenback Lane Design volld for use only with MiTek connectors.This design is based only upon parameters shown,and for an individual bullding component, Su0.e 109 Appkabilily of design poromenters and proper incorporation of component Is responsibility of bullding designer-not truss designer.Bracing shown Citrus Nelghts,CA,95610 � is for lateral support of individual web members oNy.Additional temporary bracing to insure stability during construcficn is the responstbillity of the erector.Addil'ionaf permanent tracing of the overall structure is the responsibEty of the bUlding designer.For general guidance regardingfabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,OSB-89 and BCSII Building Component M iTek� Safety Information ovo]abte from Truss Plate Institute,SM D'Onchio Drive,Madison,w1 53719. Job Truss Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS R11627139 MASTERTR R23G CAL HIP 1 1 Job Reference(optional) JMW TR o CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:47:37 2004 Page 10-0-0 5-10-13 9-5.0 11.11.11 15-7-0 19-2-5 21-9.0 25.3-3 31-2-0 2-4-0 5-10-13 3-6.3 2-6-11 3-7-5 3-7-5 2.6-11 3.6-3 5-10-13 1-2-0 Scale=1:57.2 1 4x5 Mtl20 4'�� 4 3x8 MII20 c 7 4x5 M1120 3 5 5 6 2x4 MII20 2x4 MII20 i 2 8 1 9 n 10 6 d d 3x8 MI120 - 14 13 12 11 3x8 MII20 - • 3x8 Mt120 - 2x4 MI120 I1 4x5 MI120 - 3x8 M1120 - 7 0-0-0 0-0-0 9-5-0 15-7-0 21-9-0 31-2-0 9-5-0 6-2-0 5-2-0 9-5-t1 LOADING (psf) SPACING 2-0-0 CSI DEFT, in (loc) Vdefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.90 Vert(LL) 0.28 13 >999 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.63 4 >46 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.15 9 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Vdefi=360 Weight:129 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 2-10-8 oc puffins. Except: BOT CHORD 2 X 4 DF 1650F 1.5E 3 Rows at 1/4 pts 3-6 WEBS 2 X 4 HF Stud/Std G BOT CHORD Rigid ceiling directly applied or 9-2-7 oc bracing. REACTIONS (lb/size) 1=130110-3-8,9=1386/0-3-8 Max Horz 1=-90(load case 6) Max Uplift 1=-228(load case 3),9=-268(load case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=-3306,2-3=-3105,3-4=53,3-15=-2931,5-15=-2931,5-16=-2923,6-16=-2923,6-7=-53, 6-8=-3094,8-9=3287,9-10=22 BOT CHORD 1-14=3088,13-14=3400,12-13=3400,11-12=3400,9-11=3066 WEBS 2-14=-150,3.14=492,5-14=-523,5.13=82,5-11=-533,6-11=486,8-11=-136 NOTES 1) Unbalanced root live loads have been considered for this design. 2) Wind:ASCE 7-98 per UBC97/ANSt95;85mph;h=25ft;TCDL=8.4psf;BCDL=6.0psf;occupancy category I; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and rlght exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live loads per Table No,16-11,UBC-97, Q�QFESS/�� 5) A plate rating reduction of 20%has been applied for the green lumber members. Q 6) Design assumes 4x2(flat orientation).pudins at oc spacing indicated,fastened to truss TC w/2-10d nails. �� �(C•AN�� Fy �• 'P G; LOAD CASE(S) Standard rn C 17180 Z I * EXP. 06/30/05 S� civil. �P March 17,2004 ® WARNING-Vert design parvmerera and READ NOSES ON TMS AND HICLUMD Mt71-MRSFERENCE PAGE AW-7473 BEFORE USE. 7777 Greenback Len. —�� Design valid for use only with Mifek connectors,This design 4 based only upon parameters shown,and Is for an Individual Suite component. Suite 109 Citrus H.Ighte,CA,95510 Applicability of design paromenters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only.Additional temporary bracing to insure stability during construction is the responsibH6ly of the erector.Additional permanent tracing of the overall structure is the resporsib:ity of the bu'.lcrng designer.for general guidance regarding fabrication,quoay control,storage,delivery,erection and tracing,consult ANSI/71'111 Quolily Cdtedo,DSB-89 and BCSII Bundling Component M iTe k` Safety Information ava]oble from Truss Plate Institute,583 D'OnoMor Drive,Mad WI aon, 53719, i Job Truss russ Type Oty Ply LA LAGU A LARGE ROOF TRUSS R11627140 MASTERTR R23H CAL HIP 1 1 Job Reference(optional) JMW TRUS% CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:47:38 2004 Page 10-0-0 5-10-13 + 9-5-0 13-11-11 ,15-7-0+17-2-5 1 21-9-0 25-3-3 31-2-0 32-4-0 5-10-13 3-63 4-6-11 1-75 1-75 4-6-11 3-63 5-10-13 1-2-0 Scale=1:57.2 2x4 M320 11 2x4 MI120 11 4x4 M1120 4x4 M1120 4,00 F17- 4x4 MI120 i-� 4 6 9 10 III--jxfiM 4x4 M1120 � lt2 — 3 7 4 1t 20 MP120 2x4 M1120 i 2 12 v Y 14 i 13 14 • c a 4x5 M1120 = 18 17 16 15 4x5 MIIZO = 3x8 MII20 w 2x4 M1120 11 3x4 MII20 - 3x8 M1120 - 0-0-0 0-0-0 9-5-0 15-7-0 21-9-0 31-2-0 9-5-0 6-2-0 6-2-0 9-5-0 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/deb PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.77 Vert(LL) -0.20 13-15 >999 M1120 1851148 TCDL 14.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.48 1-18 >766 BOLL 0.0 Rep Stress Incr YES WB 0.33 Harz(TL) 0.11 13 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min Well=360 Weight:142 lb LUMBER BRACING TOP CHORD 2 X 4 DF II TOP CHORD Sheathed or 3-2-12 oc purilns. Except: BOT CHORD 2 X 4 OF 11 2 Rows at 113 pis 3-11 WEBS 2 X 4 HF Stud/Std G BOT CHORD Rigid ceiling directly applied or 8-5-7 oc bracing. REACTIONS (Iblsize) 1=1 137/0-3-8,13=122210-3-8 Max Horz 1=-85((oad case 6) . Max Uplift 1=-210(load case 3),13=-249(load case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=-2830,2-3=-2536,3-4=-981,4-6=-8,3-5=-1511,5-7=-1511,7-8=-1502,8-11=-1502,9-10=-8 ,10-11=981,11-12=-2527,12-13=2810,13-14=22 BOT CHORD 1-18=2641,17-18=2163,16-17=2163,11,16=2113,13-15=2619 WEBS 2-18=-279,3-18=204.7-18=247.7-17=88,7-15=238,11-15=198,12-15=-265.4-5=201, 8-10=201,4-10=-873 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-98 per UBC971ANS195;85mph;h=25fh TCDL=8.4psf;BCDL=6.Opsf;occupancy category I; exposure C;partiafly;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate dralnage to prevent water ponding. 4) This truss has been designed far a 10.0 psi bottom chord live load nonconcurrent with any other live loads per OQ,�,OF ES$/oN� Table No.16-8,UBC-97. 5) A plate rating reduction of 20%has been applied for the green lumber members. ���` �( Ci AN�E,A �2C 6) Design assumes 42(Flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-1 Od nails. CL LOAD CASE'S) Standard rn fr C 17180 ',,n * EXR 06/30/05 ST CIVIL �P March 17,2004 ® WARMNO-Ver(ig design parameter and READ NOTES ON THIS AND INCLUDED MUTER REFERENCE PAGE MD-7473 BEFORE USE. 7777 Greenback II Design valid for use onty%dh MRek connectors.This design is based only upon parameters shown,and a for an individual building component. Suite 109 !'cabri of design Citrus Heights,CA,95610 is App. ty ig paramenters and proper Incorporation of component Is responsib:ity of building designer•not truss designer.Bracing stxxwrt for lateral support of ncltvidual web members only.Additional temporary bracing to insure stabiity during construction is the responsiblrity of the erector.Addition,permanent bracing of the overall structure is the responsibility of the building designer,For general guldonce regarding 41 fabrication,qualify control,storage.delivery,erection and bracing,consult ANSF/TPII Duality Criteria,DSB-89 and SCSI I Suttdfng Component M iTek� Safety Information ovalable from Truss Plate Institute,5a3 D'Onofrfo Drive,Madison,WI 53719. Job Truss Truss Type Oty Ply LA LAGUNA LA GE ROOF TRUSS R11627141 MASTERTR R23K ROOF TRUSS 1 1 Job Reference(optional) JMW TRUSS,09DWHEDRAL CITY 5.000 s Jun 9 2003 Mil Industries,Inc. Wed Mar 17 13:47:40 20040.0-PaOge 1 l 3-64 8.7-3 14-4-0 15-6-0 3-8A 4-10-15 5-8-13 1-2-0 3x6 M1120 �z: Scale=1:28.8 1 4.00 112 2x4 MII20 11 2 3x4 M1120 3 3x4 MII20 4 • Li Li 5 6 d 8 10 7 0-0 0 4x12 MII2[y 2x4 M1120 11 3x8 MII20 = 2x4 M1120 11 -(7-0 U 3-8-4 1 8-7-3 14-4-0 343-1 4-10-15 5-8-13 Plate Offsets(X,Y): [5:0-04, dge) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.61 Vert(LL) 0.22 7 >770 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.68 Verl °-0.25 7 >684 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.10 5 nla BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/defl=360 Weight:65 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 `Except` TOP CHORD Sheathed or 2-7-5 oc purlins, except end verticals. 3-6 2 X 4 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 3-1-2 oc bracing. BOT-CHORD 2 X4 DF 240OF 2.0E WEBS 2 X 4 HF Stud/Std G REACTIONS (Ill 9=558/0-3-8,5=647/0-3-8 Max Hon 9=29761`1oad case 11) l Max Grav 9=57y(load case u),b=zuzzpoaa case 7) FORCES (lb)-First Load Case Only TOP CHORD 1-2=-504,2-3=-465,3-4=-516,4-5=-1169,5-6=22,1-9=-521 BOT CHORD 8-9=12,8-10=1066,7-10=1056.5-7=1056 WEB$ 2-8=257,4-8=-661,4-7=124,1-8=720 • NOTES !y 1) Wind:ASCE 7-98 per UBC97/AN5195;85mph;h=25R;TCDL=8.4psf;BCDL=6.Opst;occupancy category I; !� exposure C;partialVMWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10-0 psf bottom chord five load nonconcurrent with any other live loads per OV ESS/ Table No.16-B,UBC-97. Q� Q 3) A plate rating reduction of 20%has been applied for the green lumber members. 4�,0 Ci.ANQF 4) This truss has been designed for a total drag load of 6490 lb. Connect truss to resist drag loads along bottom Ct✓ Q- �i chord from 0-0-0 to 14-4-0 for 452.8 pit. LOAD CASE(S) Standard C 17180 T * EXP. 06/30/05 CIVIL 9 OFCAUF March 17,2004 WARNMO Vertjy design parameters and READ NOTES ON TAIS AND INCLUDED JVITEK REFERENCE p-4GE MN-7t73 BEpnRE USE. 7777 Greenback Lane --� Design vd d for use onl with MiTek connectors,this design Is based only upon Suite 1 ie y g y p parameters shown,and B for pn individual s design component. CiUus rielgMs,CA,95810 � Applicauitity of design pdramenters and gropes incorporotion of Cvmponanl isresponsiblllly of building designer-not buss designer.Bracing shown Is for loieral support of irldividuoi web members only.Additional temporary bracing to insure stabilily during eenstructon is the responsibility of the erector.Addilionatpermanent bracing of the overall structure is Ire responsibility of the building designer,For general guidance regarding fabrication,quality conhol,storage,delivery,erection and bracing,consult ANSI/TPII Quality Crlferla,DSB-89 and BCSI1 Building Component M iTekm Safely InfonnaH fUfe,on available from Truss Plate lnsti583 D'Onofdo Drive,Madison.WI53719. Job russ Truss Type ty Ply LA LAGUNA LARGE ROOF TRUSS MASTERTR R24 ROOF TRUSS 7 2 R11627142 Job Reference(options!) JMW TR0.0 CATHEDRAL CITY 5.000 s Jun 9 2003 MITek Industries, nc. Wed Mar 17 13:47:41 age40 38-3-13 •1-2-Q 3-11-5 , 7-5-0 7-1,t-;1 12-0-5 16-6-3 21-3-0 25-11-13 305 5-11 34-6-5 3 -1-0 41.6-0 }— i I I —t I scale=1:76.s 1-2-D 3-11-5 3-5-11 0-6-11 4-0-10 4-5-14 4-8-13 4-8-13 4-5-14 4.0-10 D-6-11 3-2-13 3-2-3 8x10 W120 - 2x4 MII20 11 3x4 M1120 - 8 M1120 = 4.100 12 4x5 M1120 = 3x4 M1120 — 3x6 M1120 = 3x8 M1120 3x4M1120 4 5 6 7 8 9 10 11 3x5M1120 3 12 13 2 a d 4x8 M1120 — 5x6 M1120 20. 23 22 21 20 1s 18 17 16 15 14 2x4 M1120 11 04 M1I20 - 8x10 Mf120H WB = 48 M1120 - 4x6 M1120 = 07 M1120 = 4x4 M1120 = • 5x5 MI120 = 4x5 Mill 7x8 M1120 W8 = 2x4 M1120 11 0-0^ 0-0-0 1-11-5 7-5-0 12-t}5 16-6r,�_ 21-3-0 I 25-11-13 30-5-11 354-0 38-3-13 41-6.0 3-11-5 3-5-11 4-7-5 4-5-14 4-8-13 45-13 4-5-14 4-7-5 3-2-13 3-2-3 Plate Offsets(X,Y): :0 - ,0.0-fit,[4:0-4-3,0-1-12],[10:0-3-8,0-1-8],(11:0-3-4,0-1 it[21:0-5-0,Edge] LOADING Ill SPACING 2-0-0 CSI DEFL In (loc) Ill PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 1.00 Vert(U.) 1.10 19 >450 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -1.96 19-20 >253 BOLL 0.0 Rep Stress Incr NO WB 0.72 Horz(TL) 0.23 13 n/a BCDL 10.0 Cade UBC971ANS195 (Matrix) 1st LC LL Min Vdefl=360 Weight:4151b LUMBER BRACING TOP CHORD 2 X4 DF No.2 'Except' TOP CHORD Sheathed. 4-8 2 X 4 DF 1650F 1.5E,8-11 2 X 4 DF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 Gc bracing. BOT CHORD 2 X 6 DF 1800E 1.6E WEBS 2 X 4 HF Stud/Std G*Except* 4-22 2 X 4 HF No.2,11-16 2 X 4 HF No.2 REACTIONS (lb/size) 1 3=3 76 810-3-8,2=3777/0-3-8 Max Horz 2=53(load case 5) FORCES (lb)-First Load Case Only TOP CHORD 1-2=26,2-3=-10396,3-4=-11136,4-5=-14427,5-l6794,6-7=-17403,7-8=-17403.8-9=-17403 9-10=-16432,10-11=-1 3730.11-12=9978,12-13=-8535 ROT CHORD 2-24=9818,23-24=9818,22-23=10680,21-22=14427,20-21=14427,19-20=16794,18-19=16432 17-18=13730,16-17=1373D,15-16=9609,14-15=7762,13-14=7762 WFRS 3-24=-251,3-23=931.4-23=193,4-22=4220,5-22=-1829,5-20=2663,6-20=949,6-19=677. 7-19=-645,9-19=1080,9-18=1125,10-18=3040,10-16=-2007,11-16=4641,11-15=330, 12-15=1977,12-14=-170 NOTES 1) 2-ply truss to be connected together with 0.131"x3"Nails as folows: Top chords connected as follows:2 X 4-1 row at 0-7-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-9-0 oc. Webs connected as follows:2 X 4-1 row at 0-9-0 oc. lJ 2) Unbalanced roof live loads have been considered for this design. L W 3)Wind:ASCE 7-98 per UBC97/ANS195;85mph;h=25ft;TCDL=8.4psf;BCDL=6.0psf;occupancy category I; C l exposure C;partfally;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber D011 plate grip DOIl.33. * EXP. 06/30/05 4) Provide adequate drainage to prevent water ponding. 5)All plates are MT20 plates unless otherwise indicated. Ij 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads per �'T`�l C1V i1 ���Q Table No.16.6.UBC-97. �OPCALIkfl Continued on page 2 March 17,2004 WARNING-ver(&desill pammetem and READ NOTES oN THIS AND INCLUDED AMEX REFERENCE PAGE AM-7473 BEFORE USE. Pill 7777 Greenback Lane ��q) Design valid for use on"InMitek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Appel abal su design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus H¢Igbls,CA,95810 � a for lateral support of individual web members only.Addilional temporary bracing to insure stability during construction is the responsiblllity of the erector.Additional permanent tracing of the overall structure is the responslbilily of the building designer.For general guidance regarding fabrication,quolity control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-159 and BCSn Building Component M iTek� Safety Information available from Truss Plate Institute,583 D'Onofdo Drive.Madison.WI 53719. IS -7 Job Truss Truss Type Qty�ob LA LAGUNA LARGE ROOF TRUSSR11627142 MASTERTR R24 ROOFTRUSS 1 Reference(optional) JMW TRUSS,CATHED 5.000 a Jun 9 2003 fNiTek Industries, nc. We ar 1713:47.41 2004 Page 2 NOTES 7)A plate rating reduction of 20%has been applied for the green lumber members. 8) Girder carries hip end with 7-6-12 end setback 9) Special hangers)or connection(s)required to support concentrated load(s)458.51b down and 227.31b up at 34-11-4,and 458.5lb down and 227.31b up at 7-6-12 on top chord. Design for unspecified connection(s)is delegated to the building designer. LOAD CASE(S) Standard 1) Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-60.0,4-11=-139.1,11-13=-60.0,2-13=-46.4 Concentrated Loads(lb) Vert:4=-458.5 11=-458.5 41 i ® WARNMO-Verify design Pamrreeten and READ NOTES ON TIM AND INCLUDEA MYTEK REFERENCE PAGE MU-7473 BEFORE USE. T777 Greenback Lane D volid for use onl MRek connectors. a based aulte 109 Design yeah a rs.This design only upon parameters shown,and is for an individual building component Citrus Heights,CA,95610 Applicability of design pararnenters and proper incorporation of component h responsibility of building designer-not truss designer.Bracing shovm Is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Addilionaf permanent bracing of me overoll structure is the responsibllty of the building designer.For general guidance regarding iol fabrication,qudftycontrol,storoge,delivery,erection and bracing.consult ANSI/tril Qaallty Cdteria,DSB-a9 and BCSl1 Bulyding Component MiTekm Safety Information available from Truss Plate Institute,5113 D'Onohio Drive,Madison,WI 53719. Job Truss russ Type Oty Ply LA LAGUNA LARG R OF TRUSS R11627143 MASTERTR R24A CAL HIP 1 1 Job Reference(optional) JMW TR ,CATHEDRA CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:47:42 2004 Page o-0-0 1-2d] _ 4-11-5 , 9-5.0 9-11-11 14-9-8 21-3-0 27-8-8 , 32-6-5 33-1-0 37-3-13 , 41.6.0 41 1-2-0 4-11-5 4-5.11 0-6-11 4-9-13 6-5-8 6-5-8 4.9-13 0-6-11 4.2.13 4-2-3 Scale=1:76.4 5x7 M1120 = 3x5 rN1120 = 5x6 MI120 - 4.00 rVr 3x4 M1120 — 3x4 M1120 = 3x6 M1120 = 4 5 6 7 B 9 20 MII20 zz 2x4 MII2D 3 10 11 v 12 s� 1 2 d d 4x7 M1120 - 18 17 16 15 14 13 5x8 M1120 - 3x8 M1120 - 5x7 Ml120 WB = 3x4 M1120 = 3x8 M1120 = 4x10 M1120 • 3x4 101120 = 5x7 MI120 WB — 0-0-0 0-0-0 9-5-0 17-2-5 ' 25-0.11 33-1-0 41-6-0 9-5-0 7-9-5 B-1-6 7-9-5 8-5-0 Plate Offsets(X,Y): [2:0.2-2,0-0-2],[12:0-1-3,0-2-12).[17:0-3-8,Edge] _ LOADING (psfl SPACING 2-0-0 CSI DEFL In (loc) Vdefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.80 Verf(LL) 0.62 15-16 >803 M1120 1851148 TCDL 14.0 Lumber Increase 1.25 BC 1.00 Vert(TL) -1.27 15-16 >392 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.29 12 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Mln I/deft=360 Weight:171 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 2-2-5 oc purlins. BOT CHORD 2 X 4 DF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 7-9-11 oc bracing. WEBS 2 X 4 HF Stud/Std G WEBS 1 Row at midpt 5-18,8-13 SLIDER Right 2 X 4 HF Stud/Std-G 2-1-5 REACTIONS (lb/size) 12=165310-3-8,2=1 73 710-3-8 Max Harz 2-60(load case 5) Max Uplift 12=-258(load case 4),2=-300(foad case 3) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=-4395,34=4216,4-5=-3959,5-6=-5380,6-7=-5297,7-8=-5297,8-9=-3704, 9-10=-3917,10-11=-3682,11-12=-3736 BOTCHORD 2-18=4116,17-18=5126,16-17=5126,15-16=5611,14-15=4984,13-14=4984,12-13=3400 WEBS 3-18=-122,4-18=888,5-18=-1343.5-16=413,6-16--288,6-15=-393,8-15=507,8-13=-1474, . 9-13=753,10-13=363 NOTES 1) Unbalanced roof live toads have been considered for this design. 2) Wind:ASCE 7.98 per U BC97/ANS 195:85mph;h=25ft;TCDL=8.4psf;BCDL=6.0psf;occupancy category I; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33, 3) Provide adequate drainage to prevent water ponding. ANO 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-8,UBC-97. 'Q C 5) A plate rating reduction of 20%has been applied for the green lumber members. LOAD CASE(S) Standard C 17 * EXP. 06/30/05 J'J CIV0. �P � �FCA-4 March 17,2004 ® WARNING-V—tfg design panameters and READ NOTES ON THIS AND BVCLUDED MITER REFERENCE PAOE AM--7473 BEFORE USE. 7777 Greenback Lane —1 Design valid for use onty with MTek Connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design poramenters and proper incorporation of component is responsibility of bolding designer-not truss designer.Bracing shown Citrus Ffelghts,CA,95610 is for lateral support of individual web members orVy.Additional temporary tracing to Insure staNity during construction is the respormMity of the erector.Addillond permanent bracing of the ovem!l structure is the responsiMly of the NAcing designer.For general guidance regarding fabrication,quality control,storage,detNery,erection and broc4V,consult ANSf/r911 Quality Criteria,DSO-89 and SCS11 6urlding Component SafetyM iTek• Information available from Truss Plate Institute,5B3 D'Onofrio Ddxe.Madison,WI 53719. i Job Truss toss Type Oty Ply LA LAGUNA LARGE RO RUSS R11627144 MASTERTR R24B CAL HIP 1 1 Job Reference(optional) JMW-TRUSS o D'CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:47:44 2004 Page 10-0-0 1-2-9 4-11.5 9-5-0 11-11-11� 14.9-8 , 21-3-0 27-&B 30-6-5 33-1-0 , 37-3.13 41�-6.0�{ r—r`- —r- 41 1-2-0 4-11-5 4-5-11 2-6-11 2-9-13 6-5-8 6-5-8 2-9-13 2-6.11 4-2-13 4-2-3 Scale a 1:76A 5x7 M1120 - 3x5 MI120 - 4,00 12 15 5x7 M[i20 5 3x4 MI120 — 3x4 MII20 - 3x6 MII20 - 4 1 6 _ 7 8 9 10 2x4 M1120 � 2x4 M1120 12 3 13 Y 14 1 2 I dd 3x10 Mt120 o PO 19 18 17 16 15 5x8 M1120 3x8 M1120 8x10 M1120H WB - 3x4 1011120 = 3x8 M1120 = 4x10 M1120 • 3x4 M1120 - 8x1D MI120H WB 9-5-0 17-2-5 25-3-11 33-1-0 41-6-0 9-5-0 7-9-5 8.1-6 7-9-5 8.5-0 Plate Offsets(X, : [2:0-5-2,0-1-8],[14:0-1-11,0-2-121 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Vdefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.83 Vert(LL) 0.61 17-18 >808 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.92 Vert(TL) -1.18 17.18 >421 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.25 14 n/a BCDL 10.0 Code UBC971ANSI95 (Matrix) 1st LC LL Min Vdefl=360 Weight:176 lb 4 LUMBER BRACING TOP CHORD 2 X 4 OF No.2 TOP CHORD Sheathed or 2-1-8 oc puriins. BOT CHORD 2 X 4 OF 240OF 2.0E "Except* BOT CHORD Rigid telling directly applied or 7-8-7 oc bracing. 14-16 2 X 4 OF 1650F 1.5E WEBS 1 Row at midpt 6-20,9-15 WEBS 2 X 4 HF Stud/Std G SLIDER Right 2 X 4 HF Stud/Std-G 2-1-5 REACTIONS (lb/size) 14=1722/0-3-8.2=1803/0-3-8 Max Horz 2=90(load case 5) Max Uplift 14>309(load case 4),2=-349(load case 3) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=4585,34=-4443,4-5=-53,4-21=-4180,6-21=4180,6-7=-5607,7-8=-5520, 8-9=-5520,9-22=-3917,10-22=-3917,10-11=-53,10-12=4133,12-13=-3841,13-14=-3896 BOTCHORD 2-20=4294,19-20=5356,18-19=5356,17-18=5834,16-17=5207,15-16=5207,14-1573645 WEBS 3-20=-76,4-20=880,6-20=-1353,6-18=408,7-18=284,7-17=-393,9-17=508,9-15=-1485, 10-15=733,12-15=435 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25h;TCDL=8.4psf;BCDL=6.0psf,occupancy category I; �pF ESS/p exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right Q N� exposed;Lumber DOL=1.33 plate grip DOL=1.33. 4<(� C,A/V� 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads per m Table No.16-B,UBC-97. Z M 6) A plate rating reduction of 20%has been applied for the green lumber members. Cr C 17180 71 LOAD CASES) Standard * EXP. 06/30/05 Sr CIVIL �P � CA0F March 17,2004 ® WARNINO-V& WV design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MY SEPORE USE. 7777 Greenback Lane r_r_� 09 Design valid for use orSyvrith MtTek connectors.firs design's based only upon paramelers shown,and Is for an individual bu=ding component. Suite He Applicability of design paramenters and proper incorporation of component is responsib:ity of building designer-not truss designer.Bracing shown CBnq Heights,CA,95610 is for lateral support of indNiduol web members only.Additional temporary bracing to Insure stabllity,during construction is the responsibllllty of the erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.Far general guidance regarding fabrication,quality control,storage,delivery.erection and bracing,Consult ANS1/TF11 Ouallty Criteria,DSB-89 and BCSII Building Component M�Tekm Safety Information available from Truss Plate Institute,583 D'Onottio DfNe,Madson,W 53719. Job Truss Truss Type Qty Ply LA LA LARGE ROOF TRUSS MASTERTR I R24C CAL HIP 1 1 Job Reference(optional) R11627145 JMW TR0S CI 5.000 s Jun 92003Mi7ek Industries,Inc. Wed Mar 17 13:47:45 2004 Page 1 o-o-o 1-2 4.11-5 9-5-0 13-11-11 1 -9 21-3-0 27-M 2 -6 33-1-0 373-13 41-6-0 1-24 4.11-5 4-5-11 4-6-11 0-9-13 6-5-6 6-5-8 0-9-13 4-6-11 4-2-13 4-2-3 scale=1:76.5 2x4 M1120 II 4.00 72 2x4 M1120 ll 40 MII20 3x4 M1120 - 4x4 M1120 5x5 M1120 2x4 M1120 11 7x6 M1120 - 5x6 MI120 3x6 M1120 6 8 29 26 30 16 17 54 M1120 4 M1120 = 14 10I120 4 5 9 14 18 2x4 W120 [[ 3 1120 Il 19 2.0 Iq 21 I 1 2 �1 d 4x5 M1120 US MJ120 — 27 26 26 za 23 12 3Vr8 MII20 - 3x6 MII20 = 3x4 MII20 ti 3x8 MII20 - 3x8 101120 3x4 M1120 — 3x6 M1120 = 0 0-0-0 9-5-0 17-2-5 26.3-11 33-1-0 41-6-0 9-5-0 7-9-5 8-1.6 7-9-5 B-5-0 Plate Offsets(X,Y): 2:0-3-2,0-0-2],[11:0�0,0-2-01,[13:0-2-12,0-3 ], 1:0-0-7,0- -4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TIC 0.99 Vert(LL) 0.32 24-25 >999 M1120 1851148 TCDL 14.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.71 24.25 >699 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.16 21 n/a BCDL 10.0 Code UBC971ANSI95 (Matrix) 1 st LC LL Min I/deft=360 Weight:206 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 3-2.10 oc purlins. Except: BOT CHORD 2 X 4 DF No.2 3-11-0 oc bracing:5-18 WEBS 2 X 4 HF Stud/Std G BOT CHORD Rigid ceiling directly applied or 7-11-11 oc bracing. SLIDER Right 2 X4 HF StudfStd-G 24-5 WEBS 3 Rows at 1/4 pis 6-17 I I REACTIONS (lb/size) 21=1207/0-3-8.2=1309/0-3-8 ` Max Herz 2=85(load case 5) Max Uplift 21=-226(foad case 4),2=269(load case 3) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=3100,3-4=-2785,4-5=-2714,5-6=-1209,6.8=8,5-7=1514,7-9=-t514,9-10=1575 10-11=-1575,11-12=-1509,12-13=-1509,13-14=-1509,14-15=-1377,15-18=1377,16-17=-8, 17-18=1217,18-19=-2605,19-20=-2600,20-21=-2651 BOT CHORD 2-27=2894,26-27=2511,25-26=2511,24-25=2724,23-24=2399,22-23=2399,21-22=2407 . WEBS 3-27=-295,5-27=225,9-27=107,9-25=249,11-25=-73,11-24=155,14-24=326,14-22=80, 18-22=89,19-22=69,6-7=327,15-17=347,6-29=-1092,28-29=-1090,28-30=-1090,17-30=-1091 11-28=-68,10-29=-22,12-30=15 NOTES 1) Unbalanced roof live loads have been considered for this design. (}DES$/ 2)Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25ft;TCDL=8.4psf,BCDL=6.0psf;occupancy category I; QR exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. . 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads per Table No.16-B,UBC-97. C �7.t 80 7- 'M 5) A plate rating reduction of 20a/n has been applied for the green lumber members. t V 6) Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. * EXP. 06/30105 LOAD CASE(S) Standard dl C101 �P OFCAOF March 17,2004 ® WARN7NG-Per(fy design parameters and READ NOTES ON TIHS AND INCLUDED MITER REFERENCE PAGE M9,7473 BEFORE US& 7777 Greenback Lane Design void for use only with Mlfek connectors.This ceSgn is based only upon parameters shown,and a for an individual building component. 3ulte 109 kabi Of tl Citrus Heights.CA,95610�� Appl 8Y design paromenters and proper incorporation of component is msponsibillly of building designer-not truss designer.Bracing shown is for lateral Supp000(IfrdNJdUPI web members oNy.AddiNonol temporary bracing to insure stability during consWcfion is the responsibilllly of the erector,Additional permanent bracing of the overall structure is the responsibilly of the building designer.For general guidance regarding to quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSO-89 and BCSII Building Component M iTek® Safety Informalioa available from Truss Plate Irdtute.583 UOnofrio Drive,Madison,WI 53719. Job Truss Truss Type city Ply LA LAGUNA LARGE ROOF TRUSS R11627146 MASTERTR R24D CAL HIP 1 1 Job Reference(optional) JMW Q T EDRAL CITY 5.000 s Jun 9 2003 MiTek tndustr es,Inc. ed Mar 1713:47:46 2004 Pagel 0 -1-2-9 4-11-5 9-5-0 14-M 15,1L11 21-3-0 26.6-5 27-8-1 33-1-0 37-3-13 _, 41-&0 1-2-0 4-11-5 4-5-11 5.4.8 1-2-3 5-3-5 5-3-5 1-23 54-8 4-2-13 4-2-3 Scale=1:76.5 2x4 NI11[20 11 2x4 MII20 I! 4%4 MIIZO zz 4x4 MII20 3x4Ii = e 12 13 4.00 12 US M1120 ` 6 25 5x5 M1120 t q 5 2x4 MII20 II 101141 15 2x4 MII20 � 2x4 MII20 14 3 18 17 7 a 18 rr 1 2 • 3x8 M1120 - 24 23 22 21 20 19 5x7 M1120 - 3x8 M1120 - 3x6 1011120 = 3x4 M1120 — 3x8 M1120 - 4x7 M1120 3x4 M1120 3x6 MII20 = f o-0-0 0-0-0 9 5-0 17-2-5 , 25-3-11 , 33-1.0 41-6-0 9-5-0 7-9-5 8-1-6 7-9-5 8-5-0 Plate Offsets [9:0-4-0,0-2-0],[18:0-1-11,0-2-12] LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 1.00 Verli 0.31 22 >999 M1120 185l148 TCDL 14.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.64 21-22 >781 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.16 18 n/a BCDL 10.0 Code UBC97/Ali (Matrix) 1st LC LL Min Vdefl=360 Weight:207 lib LUMBER BRACING TOP CHORD 2 X 4 OF No.2 TOP CHORD Sheathed or 3-0-11 oc purlins. Except: BOT CHORD 2 X 4 OF No.2 448-0 oc bracing:4-15 WEBS 2 X 4 HF Stud/Std G BOT CHORD Rigid ceiling directly applied or 7-3-7 oc bracing. SLIDER Right 2 X 4 HF Stud/Std-G 2-1-5 WEBS 2 Rows at 113 pts 6-13 REACTIONS (lb/size) 18=1330/0-3-8,2=1427/0-3-8 Max Harz 2=94(load case 5) Max Uplift 18=-269(load case 4),2=310(load case 3) FORCES (lb)-First Load Case Only TOP CHORD 1.2=22,2-3=-3464,3-4=-3238,4-6=-1765,6-8=-8,4-5=1476,5-7=-1073,7-9=1073,9-10=-1007 10-11=-1007,11-14=1007,14-15=-1273,12-13=-8,13-15=-1766,15-16=-2997,16-17=-2879, 17-18=-2932 BOT CHORD 2-24=3238,23-24=2554,22-23=2554,21-22=2655,20-21=2441,19-20=2441,18-19=2661 . WEBS 3-24=-180,4-24=-56,5-24=595,5-22=184,9-22=15,9-21=-67,14-21=260,14-19=490, 15-19=167,16-19=212,6-7=463,11-13=466,6-25=-1596,13-25=-1596,9-25=-131 NOTES f) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-98 per UBC971ANSI95;85mph;h=25ft;TCDL=8.4psf,BCDL=6.0ii occupancy category I; ()�E$5/ ' exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right Q exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. AN��` F� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per 4 Table No.16-B,UBC-97. 5) A plate rating reduction of 20%has been applied for the green lumber members. 70 Z m 6) Design assumes 4x2(flat orientation)pudins at oc spacing indicated,fastened to truss TC w/2-10d nails. LOAD CASE(S) Standard y1 EXR 06/30/05 1ST C10. �P grFOF CAL.* March 17,2004 WARNING-V—Yjr deatgn parametery and READ NOTES ON THIS AND INCLUDED JUTErr REFERENCE PAGE AM,7473 BEFORE USE. 7777 Greenback Lane inc ��¢ Design vu!id for use only with Mitek Connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenlers and proper ro er Citrus Heights,CA,95610 � orporation of component is responsibility of building designer-not truss designer.&acing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overallstructure is the responsibility of the building designer.For general guidance regorckrg I� — fabrication.quality control,storage,delivery,erection and bracing.consult ANSI/T?n Quality Criteria,DSB-89 and BCS11 Building Component M iTekm Safety Information available from Tan Plate Inss firl583 D'Onofdo Drive,Madison,Wl53719. Job ruse russ Type Qty Ply LA LAGUNA LARGE ROOF RUS R11627147 MASTERTR R24E CAL HIP 1 1 Job Reference(optional) f,1VV TRUSS,OC EDRAL CITY 5.000 s fun 9 2003 MTek Industries,Inc. Wed Mar 17'13:4T: 8 2004 Page o-0-0 2 Q 4-9-0 9-5.0 , 14-M ,17-11-11 , 21-3-0 1 24-6-5 , 27-8-8 , 33-1-0 , 37-9-0 41-6-0 r—r 1-2-0 4-9-0 4-&C 5-4-8 3-2-3 3-3-5 3-35 3-2-3 5-4-8 4-8-0 3-9.0 Seale=1:79.3 �qp 1py,,0�2�0Z_II 2x4 M1120 Il Sx5 M1120 5x5 MII20 C 2x4 M1120 11 ' 3x4 MII20 = 1415 3x4 MII20 = 3x6 MIf2D � 9 31 3x6 MII26 C 5x5 MIIZO 5 7 18 5x5 M1120 2X4 120 11 7x8 Ed 12C — 3 M1120 _ 20 4 8 12 16 17 21 20 M1120 C 2x4 M1f2D 3 22 23 24 • � 1 2 d d 4x6 M1120 - 30 29 28 27 26 25 6x7 M1120 - 3x8 M020 - 4x6 MI120 - 3x4 M1120 - 3x8 M1120 -- 4x7 MII20 a 3x4 M1120 - 3x6 M1120 — 0-0-0 0-0-0 9-5-0 I 17-2-4 25-3-12 33-1-0 41-6.0 9-5-0 7-9-4 8-1-9 7-9.4 8-5.0 Plate Offsets(X,Y): (2:0-2-10,0-0-2],[9:0-0-13,0-2-8],[12:0-4-0,0-2-0],[15:0-0-13,0-2-8, 4:0-1-15,0-2-12,[29:0-3-0,Ed el 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.99 Vert(LL) 0.40 27-28 >999 MI120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.92 Vert(TL) -0.74 27-28 >672 8CLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.19 24 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min 11=360 Weight:214 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or Z-10-4 oc purlins. Except: SOT CHORD 2 X 4 OF No.2 3-4-0 oc bracing:4-21 WEBS 2 X 4 HF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-8-13 oc bracing. OTHERS 2 X 4 HF Stud/Std G WEBS 2 Rows at 113 pts 9-15 SLIDER Right 2 X4 HF Si-G 1-9-4 REACTIONS (Ib/size) 2=1545/0.3.8,24=145210-3-8 Max Horz 2=103(load case 5) Max Uplift 2=-351(load case 3),24=-311(load case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=-3826,3-4=-3615,4-5=-1476,5-7=1402,7-9=-1427,9-11=-5,4.6=-2089,(i 8-10=-1918,10-12=-1918,12-13=-1845,13-16=-1845,16-17=-1845,17-19=-1869,19-21=-1869 ,14-15=-5,15-18=-1427,18-20=-1402,20-21=-1479,21-22=-3360,22-23=-3153,23-24=-3197 • BOT CHORD 2-30=3581,29-30=3255,28-29=3255,27-28=3030,26-27=3130,25-26=3130,24-25=2903 WEBS 3-30=-163,4-30=135,8-30=188,8-28=-12,12-28=272,12-27=180,17-27=71,17-25=79, 21-25=18,22-25=310.9-10=346,6-7=-144,13-15=345,18-19=-138,9-31=-1330,15-31=l330, 12-31=-I06 NOTES of ES sit 1) Unbalanced roof five loads have been considered for this design. OQR 2)Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25ft;TCDL=8.4psf;BCDL=6.0psF,,occupancy category I; ,` c'A D exposure C;partfally;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right (✓ �Q. +v � �C exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. Opn 4)This truss has been designed for a 10.0 1 botto m chord live load nonconcurrent with any other live bads per C, 17180 80 z T Table No.II&B,UBC-97. 5) A plate rating reduction of 20%has been applied for the green[umber members. EXp 06/30105 6) Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. LOAD CASE(5) Standard fic��IF�F`�\P March 17,2004 WARNING-Verify design parameters and READ NOTES ON THIS AND iNCZuDED ffiITES REFERENCEPAGE 3117-7473 BEPC7RE USE. 7777 Greenback Lane „rm I:esgn valid for use onlywBh MiTeK connectors.Ths design Is based only upon parameters shown,and Is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporolion of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 � is for loicrof support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.for general guidance regarding fchricetion,quatityconlrol.storage,delivery,erection and bracing,consult ANSI/iPlt Quality Criteria,DSB-89 and BCSII Building component M iTek� Safety Information available from Truss Plate 1nshfute,583 D'Onotrio Drive,Madison.WI 53719. Job Truss Truss Type ty Ply LA.LAGUNA LARGE TRUSS R11627148 MASTERTR R24F CAL HIP i 1 Job Reference(opticnal) -JMW TRUSS,CATHEDRAL EDRA 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed ar 17 13:47.49 2004 age I 0 22-6.5 1-2-9 4-9-0 9-5-0 , 14-9-8 19-11-11 -3�} , 27-8-8 33-1.0 37- 41-6-0 I �1 IT � 9-0 I��Scale=1:79.5 1-2-0 4-9-0 4-8.0 5-4-8 5-2-3 1-35 5-2-3 54-8 4-8-0 3-9-0 1-3-5 2x4 LVLV 4x4 M020 a 2x4 M1120 11 40 M1120 2x4 M1120 11 2x4 M1120 li 3x4 M1120 = 9 11 14 15 3x4 M1120 = 3x6 M1120 -- 3x6 MII20 ti x4 120 11 2x411120 5x5M1120 7 17 a 5 Bx8 MT20 3z6 MI120 — 26 5x5M1120 4 8 1 123 16 18 21 20 M1120 zz 2x4 M1120 3 22 23 24 n 1 2 w r� d • d 4x7 M1120 - 30 29 28 27 26 25 8x0 M1120 US M1120 — 4x5 MI120 = 3x4 MII20 = 3x8 M1120 - 4x10 MI120 3x5 M1120 c 06 M1120 0 0-0-0 9-5-0 i 17-2-4 , 25-3-12 33-1-0 41.8-0 9-5-0 7-9A B-1-9 7-9-4 8-5-0 Plate Offsets(X,Y): [24:0-045,0-3-0],[29:0-3-0,Edge] LOADING (psi? SPACING 2-0-0 CSI DEFL In (loc) Well PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0,99 Vert(LL) 0.38 28 >999 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.95 Vert(TL) -0.69 27.28 >721 BCLL 0.0 Rep Stress Ina YES WB 0.58 Horz(TL) 0.20 24 nla BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Ildefl=360 Weight:214 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 'Except" TOP CHORD Sheathed or 2-6-10 oc purlins. Except: 4-16 2 X 4 DF 165OF 1.5E 3-11-0 oc bracing:4-21 BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-4-0 oc bracing. WEBS 2 X 4 HF Stud/Sid G OTHERS 2 X 4 HF StudlStd G SLIDER Right 2 X 4 HF Stud/Std-G 1-94 REACTIONS (lb/size) 2=1662/0-3-8,24=1575/0-3-8 Max Horz 2-113(lood case 5) Max Uplift 2=-389(load case 3),24=-351(load case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=-4180,3-4=-3982,4-5=-2179,5-7=-2103,7-9=-2175,9-11=-8,4-6=-1766,6-8=-1766 8-10=1203,10-12=-1203,12-13=-1123,13-16=-1123,16-18=1123,18-19=-1527,19-21=-1527 • 14-15=-6,15-17=-2175,17-20=-2129,20-21=-2181,21-22=-3706,22-23=-3453,23-24=-3497 BOT CHORD 2-30=3915,29-30=3448,28-29=3448,27-28=2602,26-27=3312,25-26=3312,24-25=3179 WEBS 3-30=148,4-30=38,8-30=373,8-28=-386;12-28=762,12-27=662,18-27=295,18-25-256, 21-25=90,22-25-368,6-7=255,17-19=-250,9-10=482,13-15=481,9-15=2007 NOTES pFESS/ 1) Unbalanced roof live loads have been considered for this design. QR oil/ 2)Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25ft;TCDL=8.4psf;BCDL=6.Opsf;occupancy category 1; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right . exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. rn 4)This truss has been designed for a 10.0 psf bottom chord live bad nonooncurrent with any other live loads per 7 Table No.16-8,UBC-97. I 5)A plate rating reduction of 20%has been applied for the green lumber members. EXP 06/30/05 6) Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. LOAD CASE($) Standard s'�qT C10. ��P �QFCR11Fd@- March 17,2004 WARNING-Verify design parximet—and READ NOTES ON TWS AND INCLUDED BDT;rs REFERENCE PAGE YM-7473 BEFORE DBE. 7777 Greenback Lane —m Design valid for use only wlth MTek connectors.This design Is based only upon romefers shown,and is for an individual buddl 8u8e 109 g Y g y e po gn component• Cirrus Neighls,CA,95610 � Applicabidty of design paramenten and proper incorporation of component is responsibility of bui�ng designer-not terra designer.Bracing ShOwrl is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Addilional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 4 fabrication,quality control,storage,delivery.erection and bracing,consult ANSIi 01ua11y Criterro,DSB-a9 and BCSF7 Building Component M ITeB1 Safety Infamalbn available from Truss Plate Institute,583 D•Onofrio Drive.Madison.W153719. Job Truss Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS R11627149 MASTERTR R24G COMMON 4 1 Job Reference Optional) JMW T�p-0 S,CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:47:51 2004 Page 1 0-0-0 1-2- 6-2-9 12-2-9 18-3-0 24-3-0 30-3-7 36-3-7 41-6-0 1-2-0 6-2-9 6.0-D 6-0.7 6-M 6-0-7 8-0.0 5.2-10 Scale=1:74.0 4.00 PY 56 M1120 - 05 M1120 7 45 MI120 3x6 M1120 6 8 3x6 M1120 3x4 M1120 5 2x4 M1120 11 9 3x4 M1120 a- 4 10 3z4 M1120 3x4 MI120 4 3 11 12 13 2 • d 4x8 M1120 = 4x7 Mi120 = 5x1 D Mll20 c - 21 20 19 18 17 16 15 14 2x4 M1120 II 3x4 MI120 = 5x6 MIi20 WB = 4x7 M(120 0 5xg M1120 WB - 3x4 MI120 2x4 101120 II 5A M1120 5x8 M1120 - 4x10 MIf20 0-0-0 0-0-0 6-2-9 12-2-9 18-3-0 24-3-0 30-3-7 36-3-7 41-6-0 6-2-9 6-0-0 6-0-7 6-0-0 6-0-7 6-0-0 5-2-10 Plate Offsets(X,Y): 12:0-1-10,0-0-21,[13:0-0-11,0-3-0),[17:0-1-8,0-1-12],[18:0-1-6,0-2-1],[19:0-3-0,Edge) LOADING (ps0 SPACING 2.0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.96 Vert(LL) 0.52 18-20 >961 MII20 1851148 TCDL 14.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.99 18-20 >499 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.23 13 n/a BCDL 10-0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min Udefl=360 Weight:196 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed. BOT CHORD 2 X 4 DF 165OF 1.5E *Except* BOT CHORD Rigid ceiling directly applied or 9-1-6 oc bracing. 16-19 2 X 4 DF 240OF 2.0E WEBS 1 Row at midpt 4-18 WEBS 2 X 4 HF Stud/Std G*Except* 2 Rows at 1/3 pis 6-8 17-18 2 X 6 HF No.2 SLIDER Right 2 X 4 HF Stud/Std-G 2-11-13 REACTIONS (lb/size) 2=1913/0-3-8,13=1837/0-3-8 Max Herz 2=116(load case 5) Max Uplift 2=-282(load case 3),13=-239(load case 4) FORCES (Ib)-First Load Case Only TOP CHORD 1-2=22,2-3=-4953,3-4=-4292,4-5=-3524,5-6=-3460,6-7=-633,7-8=-640,8-9=-3460, 9-10=-3522,10-11=-4101,11-12=-4288,12-13=-4357 BOT CHORD 2-21=4626,20-21=4626,19-20=4022,18.19=4022,17-18=3282,16-17-3862,15-16=3862, 14-15=3993,13-14=3993 WEBS 6-18=768,6-22=-2710,8-22=-2710,8-17=738,10-17=-701,10-15=159,11-15=-138,11-14=63, 4-18=-894,4-20=352,3-20=-640,3-21=117,7-22=217 NOTES OQRC)FESS/r7N 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-98 per UBC97/ANS195;85mph;h=25h;TCDL=8.4psf;BCDL=6.Opsf;occupancy category I; 44(, C-ANQ exposure C: antiber lly:MWF plate gable e d zone cantilever left and right exposed;end vertical left and right 3. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per m Table No.16-8,UBC-97. C '71$� M 4) A plate rating reduction of 20%has been applied for the green lumber members. LOAD CASE(S) Standard * EXP. 06/30/05 1) Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Sr CIO- X Vert:1-7=-60.0,7-13--60.0,2-18=-20.0,17-18=-80.0,13-17=-20.0 q�OFM C)R' March 17,2004 ® WARNWO-VMJy design parameter and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE AM-7473 BEFORE USE. 7777 Greer-boa Lane Design valid for use oniywtth MiTek connectors.This design Is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design poromenlers and proper incorporation of component Is responsibility of building designer-not truss designer.gracing shovm Citrus Heights,CA,96610 1 is for lateral support of individual web members only,Additional temporary bracing to Insure stability during construction is the responsibil63y,of the ereclor.Additional permanent bracing of the overall structure is the responsibility of the building designer.for general guidance regarding fabrication.quality control.storage.delivery.erection and bracing,consult ANSI/TPII quality Crllede,DSB-89 and BC311 Building Component MiTek' Safety Information avaaable from Truss Plata institute.5153 D'Onctrio Drive,Madson,VA 53719. Job Truss Truss Type Qty Ply LA GU ROOF TRUSS R11627150 MASTERTR R24H CAL HIP 1 1 Job Reference(optionai) JMW TR QSa b CATHEDRAL CITY s Jun M ek Industries,Inc. Wed Mar 17 13.47: 2 04 Page o-o 22-6-5 6-11-5 , 13-5-0 1 18-7-11 11-11.1,1 2R-10-� 29-1-0 , 35-6-11 39-8-0 I-- �� r Scale=1:73.5 1-2-0 6-11-5 6-5-11 5.2-11 1-4-0 2-&10 14-0 5-2-11 6-5-11 4-1-5 20 M1120 II 4.00 12 3x4 MII20 - 2x4 MII20 II 2x4 M1120 11 3x4 M1120 = 5x6 M1120 = 7 9 1112 3x6 W20 a 3x6 M1120 12 11 14 5x8 MII20 - 5 6 13 15 4 3x4 M1120 G 3x8 MII20 Q 3 18 3x4 M112017 v 17 T o rn 1 2 IJ 4x8 M1120 = 25 24 23 22 4x8 M1120 - 21 20 19 1a 20 M1120 II 5x7 M1120 WB = 4x8 M1120 = 3x8 MII20 = 5x7 MWO = 3x8 M1120 = 6x8 M1120 = 6x8 M1120 — 08?A120 = 5x7 MII20 WB — 0 0 0 0-0-0 6-1 1-5 , 13-5-0 1 21-3-0 , 29-1-0 35-6-11 1 39-8-0 6-11-5 6-5-11 7-1D-0 7-1D-0 6-5-11 4-1-5 Plate Offsets(X,Y): [2:0-1- ,0-0-2],[21:0-2-0,0-1-8],[23:0.3Edge] LOADING (psi) SPACING 2-0-0 CSt DEFL in (Ioc) ifdefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.99 Vert(LL) 0.69 22-24 >799 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -0.93 22-24 >510 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(TL) 0.116 18 nla BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/deft=360 Weight:203 lb LUMBER BRACING TOP CHORD 2 X 4 DF t4o.2 "Except -TOP CHORD Sheathed or 1-11-14 oc purlins, except end verticals. 5-16 2 X 4 DF 240OF 2.0E Except: BOT CHORD 2 X 4 DF 240OF 2.0E 1 Row at midpt 5-8 WEBS 2 X 4 HF Stud/Std G*Except* 2 Rows at 1/3 pts 10-15 21-22 2 X 6 HF No.2,17-18 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 7-7-7 oc bracing. OTHERS 2 X 4 HF Stud/Std G WEBS 1 Row at midpt 16-18 JOINTS i Brace at A(s):8,10 REACTIONS (lb(size) 2=1878/0-3-8,18=1828/0-3-8 Max Horz 2=110(load case 5) Max Uplift 2=451(load case 3),18=-4370oad case 4) FORCES (Ib)-First Load Case Only TOP CHORD 1-2=22,2-3=-4790,34=4103,4-5=-4003,5-7=39,7-9=-5,5-6=-3822,6-8=-4281,8-10=4281, 10-13=-4281,13-15=-3415,11-12=-5,12-14=26,14-15=-91,15-16=-3654,16-17=454, • 17-18=-265 BOT CHORD 2-25=4465,24-25=4465,23-24-4281,22-23=4281.21-22=4281,20-21=4281,19-20=4281, 18-19=2866 WEBS 3-25=139,3-24=652,5-24=910,15-19=760,16-19=6i5,7-8=-169,10-12=136,6-22=174, 13-21=482,6-24=-669,13-19-1261,16-18=-2865 NOTES OQRdFESSI 1) Unbalanced roof live loads have been considered for this design. !��, �i•ANC 2) Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25ft;TCDL=8.4psf;BCDL=6.Opsf;occupancy category I; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right �.- exposed;Lumber DOL=1.33 plate grip DOL=1.33. E 3)Provide adequate drainage to prevent water ponding. 7 $Q Z 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads per TO Table No.16-B,UBC-97. EXP, 06/30/05 k 5)A plate rating reduction of 20%has been applied for the green lumber members. 6) Design assumes 4x2(fiat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-1 Od nails. cS'1 CIV li �P LOADCASE(S) Standard F Q Continued on page 2 qp �FCALIF March 17,2004 WARNING-irer g H x E 7777 Greeoi),jJ Lane ��QQ design.parwneters and READ NOYES ON PHIS AND INCLUDED hDTEE REFERENCE PAGE IdII-74y3 BEFORE rISF„ suite 109 Design valid for use only with Mirek connectors,This design is based only upon parometers shown,and Is for on individual building component. CIVus Heights,CA,9551D s pplice4Nlty of design Panamanian and proper incorpwoYion of component is responsibility of building designer-not truss designer.Bracing shown is forloferol support of xrdvidud web members only.Additional temporory bracing to Insure stability during construction is the responsibility of the erector.Addtional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,qucrity control.storage,delivery.erection and bracing,consult ANSI/Ti'ill Quality Criteria,DSB-89 and BCSII Building Component M iTek� Safety Information available from Truss Plate Institute.583 D'Onotdo Drive,Madison.WI 53719. Job Truss Truss Type yp Qly Ply LA LAGUNARGE ROOF SS R11627150 MASTERTR R24H CAL HIP 1 1 Job Reference optlonal) JMW TRUSS,CATHEDRAL CITY .000 s Jun 2003 MiTek Industries,Inc. Wed Mar 17 13:47:52 4 Page LOAD CASES) Standard 1} Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-5=-60.0,5-9=-60.0,8-10=-60.0,11-15=-60.0,15-17=-60.0,2-22—20.0,21-22=-80.0,18-21=-20.0 l- WARNING-Veri(y design pnsameun a 4 READ LAMES ON THIS AND INCLUDED MTEB REFERENCE PAGE MU-7473 BEFORE US$, 7777 Greenback Lane Desgn valid for use only with MThis d Suite 109 ek connectors.This is based only upon parameters shown,and is for on individual building componant. Citrus Heights,CA,95610 m Applicability of design paraenters and proper incorporation cf Component is responsibility of building designer-not truss designer.Bracing shoaml is for lateral support of individual web member,only.Addiillonal temporary bracing to insure stability during ccnstruction is the respcnsibillity of the erector.Additional pemloneni bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding lobri c;rion,quality control,storage,delivery,erection and bracing,consult ANSf/TPI7 Quality Criteria,DSB-89 and BCSiI Building Component M iTek(b Satety rr'an' on avaiable from Truss Plate Institute,583 D'Onotrlo Drive,Madison,WI53719. Job russ Truss Type City Piy UNA LARGE ROOF TRUSS R11627151 MASTERTR R241 CAL HIP 1 1 Job Reference(optional) JMW TRU '0-0TOHEDRAL CITY 5.000 s Jun 03 MITek n -sines.Inc. Wed ar 17 13:47: 4 2004-Page 17 0-0 -q 4M 9-5-- 14-9-8 17-11-11 21-3-0 24.6-5 , 27-8-8 , 33-1-0 37-9.0 31 9-8-0� 1-2-0 4-9-0 4-8-0 5-4-8 3-2-3 3-0-5 3-3-5 3-2-3 SA-8 4-e-0 1-11-0 Scale 1:76.4 2°4KAl1�Q 11 2x 1 II 5x5 MII20 !:r, 5x5 MII20 �: 701611120 II 3x6 M1120 rx4 MII20 = 8 11 31 — 1415 3x4 MII20 — —511 3x6 MII20 y 18 5x5 MII20 G 5 7 2x4 120 II 7x8 E20 3 MII20 — 1120 5x5 M1120 4 8 16 17 21 30 MII20 11 20 M020 r 3x8 MII20 3 22 23 Y 3x8 M1120 = 30 29 28 27 26 25 24 3x8 M1120 3x6 M1120 = 3x4 M1120 = 3x10 M1120 = 3x6 M1120 = 3x4 M820 = 3x6 W120 = o-o-o a-0-0 9-5-0 17-24 25.3-12 33-1-0 39-8-0 9-5-0 7-9A B-1-9 i-9-4 6-7-0 Plate 01ifselis(X,Y): 19:0-0-13,0-2A.112:0 ,0-2-01,[15:0- 13,0.2-8) I LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft . PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.95 Vert(LL) 0.32 28 >999 M1120 185/148 TCDL 14.0 Lumber Increase 1,25 BC 0.90 Vert(TL) -0.60 27-28 >790 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.15 24 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Well=360 Weight:210 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.2 TOP CHORD Sheathed or 3-0-3 oc purlins, except end verticals. BOT CHORD 2 X 4 DF No.2 Except: WEBS 2 X 4 HF Stud/Std G 3-4-0 oc bracing:4-21 OTHERS 2 X 4 HF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-10-1 ac bracing. WEBS 1 Row at midpl 9-15 REACTIONS (lb/size) 2=147610-3-8,24=136310-3-B Max Horz 2=1040oad case 5) Max Uplift 2=-340(foad case 3),24=-301(load case 4) FORCES (ib)-First Load Case Only TOP CHORD 1-2=22,2-3=3621,34=-3393,4-5=-1325,5-7=-1254,7-9=-1280,9-11=-5,4-6=2017,6-8=-2017 8 10=t786,10 12=-1788,12-13=-1635,13-i6=1535,16-17=1535,17-19--1244,19-21=-1244 14-15=5,15-18=-1280,18-20=-1254,20-21=-1325,21-22=-2575,22-23=-143.23-24=-82 BOT CHORD 2-30=3388,29-30=3025,28-29=3025,27-28=2694,26-27=2613,25-26=2613,24-25=1334 • WEBS 3-30=-184,4-30=132,8-30=208,a-28=-77,12-28=355,12-27=38,17-27=182,17-25=207, 21-25=-102,22-25=1146,9-10=297,6-7=-157,13-15=297,18.19=159,22-24=-1716, 9-31=-1190,15-31=-1190,12-31=-96 NOTES 1)Unbalanced roof We loads have been considered forthis design. oFE$s 2)Wind:ASCE 7-98 per UBC97/ANS195;85mph;h=25ft;TCDL=8.4psf;BCDL=6.Opsf;occupancy category 1; oQ� exposure C;partialfy;MWFRS gable end zone-,cantilever left and right exposed;end vertical left and right �ti ` RNA exposed;Lumber DOL=1.33 plate grip DOL=1.33. • 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads per M Table No.16-B,UBC-97. C I1 Z rn 5) A plate rating reduction of 206%has been applied for the green lumber members. V 6) Design assumes 4x2(flat orientation)purffns at oc spacing indicated,fastened to truss TC w12-10d nails. EXP. 06/30/05 LOAD CASE(S) Standard CfVti- �\P March 17,2004 j& WARNING-Verify design pamrnuurs and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AM-7473 HEFORE USE. 7777 Greenback La7'&mS9-7w Suite 109Applic valid for use ordy with M7ek connectors.This r,pia^o based Onlynani respon lea shown,din a for an individual binding component. Citrus Helghts,CA,isin,icter ty of design incMdu lwe and proper:ncerperatil n of a morary b'�s responsibility of building ringdesigner- st not truss designer.Bracing shown is fog lateral support of indrriduol web members cn,y. ACCitlonal temporary bracing Coinsure stability during construction is the responsbBGy of the erecto.Additional perrnonent bracing of the overo'I s Iructure is the responsibiGry of the building designer.For general guidance regarding ',brcitian.qualiycontrol,storage,dolivery,erectionandbracing,consult ANSI/TN7QuafltirCdfedo,DSB-89 and BCS11 Building Component WWI tnlormalkon ovo9abte fromIRm Plolelnsfdute,583 Uonofrlo 1NIve,Madison,wl 53719. IR 101 Truss russTypa Qty y LALAGUNA LARGE ROOF TRUSS R11627152 MASTERTR R24J CAL HIP 1 1 Job Reference(optional JMW TRUSS�CATHE RAL CITY 5.000 s Jun 9 2 03 Ill Industries,Inc. Wed Mar 17 13:47:55 2004 Page010.0 4-11-5 I 9-5-0 14-9-8 15r11-1,1 21-3-0 26-6-5 27-8-5 33-1-0 37313 39.8-0 1-2-0 4-11-5 4-6-11 5-4.8 1-23 5-3-5 5-3-5 1-23 5-4-8 4-2-13 2-4-3 Scale=1:73.6 2x4 AIII20 I 2x4 MI120 l l 4x4 M1120 4x4 M1120 Z 3x4 M1120 4.00 12 6 8 Y5 12 13 SxbMIIZO ss Sx5Mff20 Ix r10—�3x&-lolt 4 52x4 M1120 11 10 11 14 15 3x7 M1120 2x4 3 17 M1120 1 7� 3x4 M1120 II 16 q Y 4 �1 2 �es • d axe MII20 — 24 23 22 21 2C 19 19 US M1120 = 3x6 M1120 — 3x4 M1120 = 3x10 M1120 = 3x6 M1120 - 3x4 M1120 = 3x6 M1120 = 0-0-0 D-0-0 9-5.0 17-2-5 25-3-11 33-1-0 39-8-0 9-5-0 7-9-5 8-1-6 7-9-5 6-T-0 Piale Offsets(X,Y): [9:0-4-0,0-2-01 LOADING (psi) SPACING 2-0.0 CSI Ill in (loc) Ildefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.99 Verl(LL) 0.25 22-24 >999 M1120 1851148 TCDL 14.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.51 21-22 >920 l 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.13 18 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/deft=360 Weight:203 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 3-1-15 cc purlins, except end verticals. 130T CHORD 2 X 4 DF No.2 Except: WEBS 2 X 4 HF StudlStd G 4-M oc bracing:4-15 BOT CHORD Rigid ceiling directly applied or 7-4-11 oc bracing. WEBS 2 Rows at 1/3 pis 6-13 REACTIONS (lb/size) 2=136410-3-8,18=1234/0-3-8 Max Harz 2=96(load case 5) Max Uplift 2=-301(load case 3),18=-256(load case 4) FORCES (Ib)-First Load Case Only TOP CHORD 1-2=22,2-3=3277,3-4=-3037,4-6=-1569,6-8=-8,4-5=-1466,5-7=-1028,7-9=-1028,9-10=-798, 10-11=-798,11-14=-798,14-15=-762,12-13=-8,13-15=-1569,15-16=-2284,16-17=-165, 17-18=-124 BOT CHORD 2-24=3063,23-24=2374,22-23=2374,21-22=2343,20-21=1998,19-20=1998,18-19=1364 . WEBS 3-24=-199,4-24=-41,5-24=578,5-22=103,9-22=119,9-21=-169,14-21=341,14-19=200, 15-19=263,16-19=850,6-7=390,11-13=391,6-25=-1411,13-25=1 411,9-25=116, 16-18=-1615 NOTES 1) Unbalanced roof live bads have been considered for this design. pFESS/ 2)Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25ft;TCDL=8.4psf;BCDL=6.0psh occupancy.category I; exposure C;partially,MWFRS gable end zone;cantilever left and right exposed;end vertical left and right Q� ( G.A < exposed;Lumber DOL=1,33 plate grip DOL=1.33. tr✓ Q, ` �fi 3) Provide adequate drainage to prevent water pending. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other flue loads per ft► Table No.16-8,UBC-97. C 5)A plate rating reduction of 20%has been applied for the green lumber members. 6) Design assumes 4x2(flat orientation)purlins at cc spacing indicated,fastened to truss TC w/2-10d nails. EXP. 06/30/05 LOAD CASE(S) Standard Clo- greoFCAi.��a� March 17,2004 7777 Greenback Lune rVAPN7No-v r e -. tD c(/y desrga pa�ameten artd READ NO'rEs oN T7rr3 AND rNCLUDEr7 Amr'Elr REFERENCE PAaE hIIr-747�BEFORE USE. Suite iD9 Design—lid for use only with M7ek cern•ecters.This design Is based only upon parameters shown,and is for an Individual building component. Citrus Heights,CA,95610 Applicability of design paromenters and proper incorporation of Component Is responsibility of building designer-not truss designer-Bracing shown is for lateral support of individual web members only,Additional temporary bracing to insure stability during construction is the responsibility of the M1 erector.Additional permanent bracing of the overall structure fs the responsibility of the building designer.For general guidance regarding lohricotfon,clual control,storage,delivery,erection and bracing,consult AN51/T?It Quality Criteria,DSO-89 and BCSII Building Component M iTeIC�Safely Information al from Truss Plate Institute,5e3 Donofrio Drive,Madison,wl 53719. Jab Truss Truss Type QtY Ply LA LAGUNA LARGE ROOF TRUSS R11627153 MASTERTR R24K CAL HIP 1 1 Job Reference(optional) JMW TRUSS a CATHEDRAL CITY 5.000 s Jun 9 2003 M4Tek Industries,Inc. Wed Mar 17 13:47:56 2004 Pageo-0-0 -�1-2-9 4-11-5 9-5-0 i 13-11-11 14-9-p 21-3-0 , 27-8-8 2g 6-5 33-1-0 37-3-13 39-8-0 , 1-2-0 4-11-5 4-5-11 4-6-11 0-9-13 6-5-8 6-5-8 0-9-13 4-6-11 4-2-13 2-4-3 Scale=1:73.5 4.00 12 2x4 M1120 11 2x4 W20 11 4x4 M1120 ::� 4x4 M1120 5x5 M1120 p 2x4 M1120 11 7x8 M1120 = 5x6 M112C - 3x6 M1120 6 8 29 28 30 16 i7 5x5 MII20 4 MII20 = 3x4 MII2 2x4 M1120 4 5 9 3 14 18 3x6 MI120 2z4 M1120 II Y 3 1120 11 19 20 ��1 2 d 4x5 M1120 - • 27 26 25 24 23 22 21 3x8 M1120 - 3z6 M1120 = 3x4 M1120 - 34 MUL = 3x6 MI120 - 3x4 M1120 - 3x6 M1120 = 0-0-0 0-0-0 9-5-0 17-2-5 25J-11 1 33-1-0 i 39-8-0 9-5-0 7-9-5 8-1-6 7-9-5 6-7-0 Plate Offsets X,Y): [2:0-3 2,0-0-2],[11:0-4-0,0-2-0],[13:0-2-12,0-3-0] _ LOADING (psf) SPACING 2-0-0 CSI Ill in (loc) I/deFl PLATES GRIP TOLL 16.0 Plates Increase 1.25 TC 1.00 Vert(LL) 0.26 25 >999 MII20 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.57 24-25 >822 PCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.13 21 n/a BCDL 10.0 Code UBC971ANS195 (Matrix) 1st LC LL Min I/deFl=360 Weight:202 lb LUMBER I BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 3-3-16 oc puriins, except end verticals. BOT CHORD 2 X 4 Dr No.2 Except: WEBS 2 X 411F StudiSld G 3-11-0 oc bracing:5-18 BOT CHORD Rigid ceiling directly applied or 8-0-13 oc bracing. WEBS 3 Rows at 114 pts 6-17 REACTIONS (Ib/size) 2=1253/0-3-8,21=1 1 11610-3-8 Max Harz 2=86(load case 5) Max Uplift 2=-262(load case 3),21=-212(load case 4) Max Grav 2=1253(load case 1),21=1120(load case 2) FORCES (Ib)-First Load Case Only TOP CHORD 1-2=22,2-3=-2932,3-4-2609,4.5=-2538,5-6=-1083,6-8=-8,5-7=-1465,7-9=-1465,9-10=-1431 ,10-11=-1431,11-12=-1219,12-13=-1219,f3-14=-1219,14-15=-873,15-18=-873,16-17=-8, 17-18=-1089,18-19=-1966,19-20=-130,20-21=-82 BOTCHORD 2-27=2736,26-27=2301,25-26=2301,24-25=2375,23-24=1952,22-23=1952,21-22=1241 WEBS 3-27=-305,5-27=204,9-27=157,9-25=166,11-25=35,11-24=-231,14-24=387,14-22=-124, 18-22=-27,19-22=644,6-7=278,15-17=293.6-29=-973,28-29=-972,28-30=-972,17-30--973, 11-28=-57,10-29=-22,12-30=-l7,19-21=-1484 NOTES RQ7 ESS/p 1) Unbalanced roof five loads have been considered for this design. Q 2)Wind:ASCE 7-98 per UBC97/ANSf95;85mph;h=25ft;TCDL-8.4psf;BCDL=6.Opsf;occupancy category 1; exposure C;partfalfy;IVIWFRS gable end zone;Cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1,33 plate grip DOL-1.33. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per C17180 Z A Table No.16-B,UBC-97. 5)A plate rating reduction of 20%has been applied for the green lumber members. k EX]? 06/30105 6) Design assumes 4x2(flat orientation)purtins at ac spacing indicated,fastened to truss TC wl 2-10d nails. LOAD CASE(S) Standard tP� ill �-FOF C Ni March 17,2004 _. ® WARNING-verjjy design p¢raraetars and READ NOTES ON THIS AND lNCLr1DED]KITES REFERENCE PAGE MII,7473 BEFORE USE. 7777 Greenback Lane Design valid for use only vdth M-7ek ccnneclors.TNs design is based only upon parameters shown,and is for on individual building component. Suite 109 A licaoili of design arameniers and proper into ornfion of component is responsibility Citrus Heights,CA.95610 � FP ls 9 P P P rp p poo ibility sl building designer-not truss designer.Bracing Shown li for lateral support of individual web members only.Additional temporary braoing to insure stability during conshuction is the responsibi6ity of fh0 erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding lA tabricafion,quality confrol,storage,delivery,erection and bracing,consult ANSI/rPll Quality Criteria,b$9-89 and BCSI7 Building Component 'yi iTek® Safety Information available from Truss Plate Institute,583 D'Onotrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS R11627154 MASTERTR R24L CAL HIP 1 1 Job Reference(optional) JMW TR oSS�CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:47:58 2004 Pagel 0-0-0 -11-2-9 4-11-5 1 9-5-0 11-11-11 14-9-8 I 21.3-0 i 27-8-8 31 33-1-D 37-3-13 i 39-8-0 II 1-2-0 4-11-5 4-5-11 2-6-11 2-9.13 6-5-8 6-5-8 2-9-13 2-6-11 4-2-13 2-4-3 Scale=1:73.5 5x7 M1120 = 3x5 M1120 = 5x5 M1120 — 4.00 5 3x4 M1120 - 3x4 M112C = 3x6 M1120 = 11 2x4MII20 4 1 6 7 8 9 10 3x1g MII20 zzs 3x4 MII20 II a 3 12 13 q a 1 2 llr' d 4x7 M1120 = 20 19 18 17 16 15 14 3x8 M1120 = 5x7 MII2g WB = 3x4 Mg20 c 4x10 MI120 3x6 M1120 = 3x4 MII20 5x6 h We = 0-0-0 0-0-0 9-&0 17-2-5 25.3-11 33-1-0 39-1 1 f 9-5-0 7-9-5 8-1-0 7-9-5 6-7-0 Plate Offsets(X,Y): [2:0-2-2,0-0-2],[19:0-3.8,Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) I/dell PLATES GRIP TCLL 16;0 Plates Increase 1.25 TC 0.75 Vert(LL) 0.56 17-18 >844 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0-99 Vert(TL) -1.07 17-18 >443 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(TL) 0.25 14 n/a BCDL 10.0 Code UBC97IANSI95 (Matrix) 1st LC LL Min I/defl=360 Weight:173 lb 41 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 2-3-10 oc purllns, except end verticals. BOT CHORD 2 X 4 OF 165OF 1.5E *Except* BOT CHORD Rigid ceiling directly applied or 7-2-1 oc bracing. 14-16 2 X 4 DF No.2 WEBS 1 Row at mil 6-21 WEBS 2 X 4 HF Stud/Std G REACTIONS (lb/size) 2=1721/0-3-8,14=1646/0-3-8 Max Horz 2=91(load case 5) Max Uplift 2=338(load case 3),14=-299(load case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=-4336,3-1=-0179,4-5=-53,4-21=-3932,6-21=-3932,6-7=-5149,7-8=4846, 8-9=-4846,9-22=-3013,10-22=-3013,10-11=53,10-12=-3192,12-13=-199,13-14=-151 BOT CHORD 2-20=4060,19-20=4962,18-19=4962,17-18=5265,16-17=4470,15-16=4470,14-15=1844 WEBS 3-20^-95,4-20=802,6-20=4186,648=303,7-18=-146,7-17=-525,9-17=610,9-15=-1677, 10-15=517,12-15=1276,12-14=-2209 ' NOTES 1) Unbalanced roof live loads have been considered for this design. 2).Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25H;TCD11i BCDL=6.Opsf;occupancy category 1; exposure C;partially,MWFRS gable end zone;cantilever left and right exposed;end vertical left and right Q��SS/ exposed;Lumber DOL=1.33 plate grip DOL=1.33. QQ� flN 3) Provide adequate drainage to prevent water ponding. �� CA �� 4)This truss has been designed for a 10.0 1 bottom chord live load nonconcurrent with any other live loads per �i • Table No.16-5,15)A plate rating reduction of 20%has been applied for the green lumber members. D1 LOAD CASE(S) Standard a C.17180 * EXP. 06/30/05 sf CIVIL �Q OF CAU���a March 17,2004 ® WARNING-Verify dadgn paranet—and READ NOTFS ON THIS AND INCLUDED MjTEK REFERENCE PAGE AM-7473 BEFORE USE, 7777 Greenback Lane Design valid for use only with MTek connecloa.This design Is based only upon parameters shown,and is foroa individual building component. Sulte 109 Appliccbl itv of design poramenters and proper incorporation of component Is responsibility of building designer-not truss deslgner.Bracing shown CiVus Heights,CA,95610 1 is for lateral support of individual web members only.Additional temporary bracing to insure stabltry during construction is the responsibility of the erector-Addition!permanent bracing of the overall structure Is the responsii of the bu„ding designer.For general guidance regarding fabrication,quarity control,storage,delivery,erection and bracing,consult ANSI/TPII Quality criteria,DSB•89 and BCSII Building Component M iTekm Safely Information ovalable from Truss Plate Insillute,5a3 D WI'Onofrio Drive.Madison. S3719. Job Truss Truss Type ty Ply LA LAGUNA LARGE ROOF TRUSS R11627155 MASTERTR R24M CAL HIP 1 1 Job Reference(optional) JMW fR—U 05,-�—,CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:47:59 2004 Page o-0-0 -It t-2-q 4-11.5 , 9-5-0 9-11-�1I 14-9-8 [ 21-3-0 I 27-M I 32-6-5 331-1i0 37-3-13 1 39-8-0 r� 1-2-0 4-11-5 4-5-11 0-6-71 4-9-13 6-5-8 6-5-8 4-9-13 0-6-11 4-2-13 2-0-3 Scale=1:73.6 54 M1120 - US M1120 - 5x5 MII20 — 4.00 12 3x4 M1120 - 3x4 M1120 - 3x6 M1120 - 4 5 6 7 6 9 3x8 MII20 zzr 2x4 M1120 zz 3x4 M1120 11 10 v 3 11 q u 1 2 k 1 � 4x7 MI120 - 18 17 16 15 14 13 12 3x8 M1120 - 5x6 MII20 WB — 3x4 M1120 - 4x8 M1120 3x6 MI120 - 3x4 M1120 - 5x6 M1120 WB — 9-5-0 17-2-5 25-3-11 33-1-0 39-8.0 9-5-0 7-95 B-1-6 7-9-5 6-7-0 Plate Offsets(X,Y): [17:0-3-O,Edge) LOADING (psi) SPACING 2-0-0 CSI DEFL in (lac) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.71 Vert(LL) 0.50 15-16 >936 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.95 Vert(TL) -1,03 15-16 >461 BCLL 0.0 Rep Stress liner YES WB 0.95 Horz(TL) 0.24 12 nfa BCDL 10.0 Code UBC971ANS195 (Matrix) 1st LC LL Min Well-360 Weight:167 lb LUMBER BRACING TOP C HORD 2 X 4 OF No.2 TOP CHORD Sheathed or 2-4-11 oc purlins, except and verticals. BOT CHORD 2 X 4 OF 165OF 1.5E *Except* BOT CHORD Rigid ceiling directly applied or 7-9-13 oc bracing. 12-14 2 X 4 OF No.2 WEBS 1 Row at midpt 5-18,8-13 WEBS 2 X 4 HF Stud/Std G REACTIONS (Iblsize) 2=165810-3-8,12=157410-3-8 Max Horz 2=61(load case 5) Max Uplift 2=-290(load case 3),12=-246(load case 4) FORCES (1b)-First Load Case Only TOP CHORD 1-2=22,2-3=-4160,34=-3963,4-5=3719,5-6=4942,6-7--4651,7-87-4651,8-9=-2837, 9-10=3023,10-11=181,11-12=-130 BOT CHORD 2-18=3895,17-18=4750.16-17=4760.15-16=5066,14-15=4278,13-14=4278,12-13=1772 WEBS 3-18=144,4-18=817,5-18=-1186,5-16=311,6-16=-156,6-15=-520,8-15=606,8-13=-1658, • 9-13=548.10-13=1166,10.12=2130 ' NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-98 per UBC971ANS195;85mph;h=25ft;TCDL=8.4psF BCDL=6.Opsf;occupancy Category I; exposure C;partially,MWFRS gable end zone;cantilever left and right exposed;end vertical left and right OFESS/ exposed;Lumber DOL=1.33 plate grip DOL=1.33. OQR � 3) Provide adequate drainage to prevent water ponding. ��, `C-ANO F 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per cV �i �` 4. Table No.16-121,UBC-97. �' C 5) A plate rating reduction of 20%has been applied for the green lumber members. rn LOAD CASE(S) Standard Cr C 17180 z m, * EXP. 06/30/05 S� MR_ �P q �FCALt� March 17,2004 Al WARNING-Verify design pumnsctem and READ NOTES ON THIS AND INCLUDED M1TF.E REFERENCE PAGE MU-74T3 BEFORE USE. 77?7(--back Lane Dez n valid for use on with MITak connectors.This de a based o s�uae 05 19 ty sign' Ny upon parameters shown,orW is for an it-not truss s ddng component. Ci*—Heights,CA,95810 � Appficabiliry of design paramenerssand proper incorporation of component a responslblry,of bung designer-not tnxs designer.Bracing shown is for lateral support of FsdNidual web members only.Addilbnot temporary bracing to Insure stability during construction Is the responsibilrity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery.erection and bracing,consul[ ANSI/TPI1 Quality Criteria,D511-89 and SCSI]Building Component M jTekm Safety Information available from Truss Plate Institute,583 D'Onof c,Drive,Madison,WI 53719. i Job Truss I Truss Type Qty Ply LA LAG GE ROOF TRUSS MASTERTR R24N ROOF TRUSS 1 2 R11627156 Job Reference(optional) W TRUSS.CATHEDRAL CITY 5.000 s Jun 9 2003 Mrrek Industries,Inc. Wed Mar 17 13:48:01 2004 Page 1 0- 0-0-0 383-13 1-24 3-11-5 1 7-54 7-11-?1 12-0-5 16-6-3 21-3-0 25-11-13 , 30-5-11 34.6-5 3R-110 49.8-q 1-24 3-11-5 3-5-11 0-6-11 4 8 -0-10 4-5-14 4-8-13 4-8-13 4-5-14 4-0-10 0- -11 3-2.13 14-3 Seale-1:73.3 7x8 M1120 = 2x4 li II 3x4 M1120 = 5x12 M1120 = 4.00 12 3x8 M1120 = 3x4 M1120 = 3x8 M1120 = 3x8 M1120 = 4 5 6 7 8 9 1D 11 4x7 M1120 a 3x4 MII20 � 5x5 MII20 3 12 13 2 � N 1 48 M1120 = ` 25 24 23 22 21 20 19 78 77 16 15 14 2x4 M1120 11 4x4 Mif20 = 7x8 MII20 W B 08 MI120 - 5x5 MII20 = 5x6 M1120 = 4x10 M1I20 = 3x5 M1120 I1 • 4x6 M1120 — 4x5 M1120 - 6x8 M1120 - 4x7 MII20 0-0-0 0-0.0 3-11-5 7-5-0 12-0-5 16-6.3 21.3-0 25-11-13 30-5-11 35-1.0 38-3-13 49-e-q 3-11-5 3-5-11 4-7-5 4-5-14 44!1-13 4-8-13 4-544 4-1-5 3-2-13 1-43 [11:0-6-0,0-1-6],[16:0-3-8,0-2-0],[220-4-0,Edge] LOADING (psf) SPACING 24W C51 DEFL in (loc) I1de0 PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.86 Vert(LL) 0.93 20-21 >509 M1120 1851148 TCDL 14.0 Lumber Increase 1.25 BC 0.93 Vert(TL) .1.65 20-21 >287 BCLL 0.0 Rep Stress Incr NO WB 0.93 Horz(TL) 0.19 14 nla BCDL 10.0 Code UBC97/ANS195 (Matrix) 1 st LC LL Min Vdeft=360 Weight:406 lb 44 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 *Except* TOP CHORD Sheathed or 2-9-9 oc pull except end verticals. 4-8 2 X 4 DF 165OF 1.5E,8-11 2 X 4 DF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. BOT CHORD 2 X 6 DF 180OF 1.6E 'Except' 14-18 2 X 6 OF No.2 WEBS 2 X 4 HF Studi G*Except* 4-23 2 X 4 HF No.2,11-17 2 X 4 HF No.2 REACTIONS (lb/size) 2=3607/0-3-8,14=374410-3-8 Max Horz 2=54(load case 5) FORCES (lb)-First Load Case Only TOP CHORD 1-2=26,2-3=-9891,3-4=-10562.4-5=-13560,5-6=-15595,6-7=-15867,7-1l5867,8-9=-15867, . 9-10=-14539,10-11=11525,11-12=-7214,12-13-3509,13-14=-3486 . BOT CHORD 2-25=9339,24-25=9339,23-24=10129,22-23=13560,21-22=13560,20-21=15595,19-20=14539 ,11 19=11525,17-18=11525,16-17=7008,15-16=3265,14-16=456 WEBS 3-25=229,3-24=854,4-24=201,4-23=3864,5-23=-1659,5-21=2289,6-21=784,6-20=303, 7-20=-647;9-20=1478,9.19=-1297,10-19=3390,10-17=-2174,11-17=5087,11-16=1279, 12-16=3964,12-15-2327,13-15=3561 Nifl��pFESSlpN9! 1) 2-piy truss to be connected together with 0.1 31"x3"Nails as follows: 7lr Imo,AN t, Top chords connected as follows:2 X 4-1 row at 0-7-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-9-0 oc. Webs connected as follows:2 X 4.1 row at 0-9-0 oc. (11 2) Unbalanced roof live loads have been considered for this design. C 17180 Z 3) Wind:ASCE T-99 per UBC971ANS195;85ni h=25fl;TCDL-8.4psf;BCDL=6.Opsf,occupancy category I; exposure C;parlially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right EXR 06/30/05 exposed;Lumber DOL=1.33 plate grip DOL=1.33, 4) Provide adequate drainage to prevent water pending. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per CIVIL Table No.16-B,UBC-97. {)FC������ Continued on page 2 March 17,2004 WARNIh r.-C 1fil dfgn par to and READ NOTES ON TNIS AND INCLUDED All REFERENCE PAGE AllII-7473 BEFORE USE. 7777 Greenback Lane Design c lid cnlyw rh mTek connectors.7h!s dosign is based only upon parometen shown,and Is tos on indnilaod DUcing componerl. Sure log A licap i of desi n naromenters end proper incorporation of component Is responsibility of building designer-not truss designer,Aracin shown Citrus Heights,CA,95fi t0 � PP h 9 P P m P P N n9 S 9 9 is for loterol support of ind:+idual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permonentbracing of the overact structure is the responsibility of the building designer.For general guidance regarding ak toWcotion.quality control,storage,delivery.erection and bracing,consult ANSI/TPII Quality Criteria,DSO-89 and ICS11 Building Component ms @ Safety Infaation avaibble from Truss Plate Institute,583 D'Onofrio Drive.Modison,WI 53719. M iTe job Truss Truss Type LA LAGUNA LARGE ROOF TRUSS MASTERTR R24N ROOF TRUSS 1 2 #211627156 Job Reference(optional) JMW TRUSS,CATHEDRAL 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:48:01 2004 Page 2 NOTES 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Girder carries hip end with 7-6-12 end setback 8) Special hanger(s)or connection(s)required to support concentrated load(s)458.51b down and 227.31b up at 34-11.4,and 458.5Ib down and 227.31b up at 7-6-12 on top chord. Design for unspecified connection(s)is delegated to the building designer. LOAD CASE(S) Standard 1) Regular:Lumber Increase=1.25,Plate Increase-1.25 Uniform Loads(pl@ Vert:1-4=-60.0,4-1 t=-139.1,11-13=-60.0,2-14=-46.4 Concentrated Loads(Ib) Vert:4=458.5 11=458.5 ® WARNING-Tterify design p¢rameterr¢ad READ NOTES ON THIS AND INCLUDED Mf=REFERENCE PAGE deb 7473 BEFORE USE. 7777 Greenback Lane •+aid far use only with MiTek connectors.This design is based on y upon parameters shown.and is for on individuoi building component. Suite 109 CiWs Heights,CA,e551 o Applicability of design poromenfers and proper incorporation of cemponenl is responsibirityof building designer-not truss designer.Bracing shown is for lateral support of incl iiduol web members only,Additional temporary bracing to insure stability during construction is the responsibillity of the eractor.Additional permanent bracing of the overoll structure is the responsibility of the building designer.For general guidance regarding Dal fabrication,qualitycontml,storage,delivery,erection and bracing,consult ANSI/IPI7 Qualify criteria,DSe-99 and BCSI3 Building Component M iTekm Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Oty Ply LA LAGUNA LARGE ROOF TRUSS R11627157 MASTERTR R24P ROOFTRUSS 1 1 Jab Reference(optional) JMW TRUSS,CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:48:02 2004 Page 1 6-3-6 12.9-10 1 19-6-8 2P-1 t-8 27-8-7 34-4.14 I 41.6-0 4�-8-q i 6-3-6 6-6A 6$-15 1-5-0 6-6-15 6-6-6 7-1-2 1-2-0 Scale=1:75A 5x5 MII20 - 4.DO 72 5x8 M1120 3x4 M1120 6 7 3x6 M1120 s 3x4 M1120 0 3x6 M1120 ztr 5 6 4 9 3x4 MII20 3x4 MII20 � w 3 10 2 1 11 12 h • d 7x10 M1120 - 20 19 16 17 16 15 14 73 4x12 M1120 - d 06 M1120 2x4 M1120 It 3x4 M1120 =4x6 M1120 = 3x4 M1120 = 3x4 M1120 - 2x4 M1120 11 4x6 MI120 US M1120 - 06 M1120 - 0-M 0-0-0 6-3-6 13-1.8 19-6-8 2Q-11-1 27-8-7 34A-14 41-6-0 6-3-,6 6-10-3 6-5-0 1-5-0 "-15 6-6-6 7-1-2 Plate Offsets(X,Y): [1:0-2-11,0-3-8],]6:0-5-4,0-2-8],[11:0-0-4,Edge],[18:0-3-0,Edge] ' LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Udefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.91 Vert(LL) 0.36 13.14 >999 M1120 1851148 TCDL 14.0 Lumber Increase 1.25 BC 0.76 Vert(TL) -0.64 13-14 >776 BCLL 0.0 Rep Stress incr YES WB 0.89 Horz(TL) 0.19 11 n/a BCDL 10.0 Code UBC971ANS195 (Matrix) 1st LC LL Min Udefl=360 Weight:196 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 `Except` TOP CHORD Sheathed or 2-2-1 oc pudins. 1-4 2 X 4 DF 240OF 2.OE,9-12 2 X 4 DF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 4-5-11 oc bracing. BOT CHORD 2 X 4 DF 240OF 2.0E 'Except' WEBS 1 Row at midpt 5-17,8-16 15-18 2 X 4 DF No.2 WEBS 2 X 4 HF Stud/Std G SLIDER Left 2 X 6 HF No.2 3-3-0 REACTIONS (Ibls(ze) 1=1 653/0-3-8,11=1737/0.3-8 Max Horz 1=-113flnnri rnca F1 1 Max urav 1=zbIj2(load case 8),11=2746(load case 7) FORCES (lb)-First Load Case Only TOP CHORD 1-2=-3903,2-3=-3830,3-4=-3441,4.5=-3342,5-6=-2696,6-7=-2519,7-8=-2709,8-9=-3450, 9-10=-3564,10-11=-4382,11-12=22 BOT CHORD 1-20=3577,19-20=3577,18-19=3230,17-18=3230,16-17=2503,15-16=3322,14-15=3322, 13-14=4083,11-13=4083 WEBS 3-20=84,3-19=-371,5-19=286,5-17=-890,6-17=542,6-16=90,7-16=569.8-16=-981,8-14=408, 10-14=-8D8,10-13=149 1ppFESSlp NOTES OQ N 1) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98 per UBC971ANS195;85mph;h=25ft;TCDL=8.4psf;BCDL=6.Opsf;occupancy category 1; • exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertfcal left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. tr 3) Provide adequate drainage to prevent water ponding. Ly C 17184 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-B,UBC-97. * EXP. 06/30105 5) A plate rating reduction of 20%has been applied for the green lumber members. 6) This truss has been designed for a total drag load of 5750 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 41-6-0 for 138.6 pit. �I9 C[Uf� LOAD CASE(S) Standard QFCAO March 17,2004 ® WARNINO•verify design pamrnc ra and READ NOTES ON TNIS AND INCLUDED AU=REFERENCE PAGE M37-7473 BEFORE USE. 7777 Greenback Lane --• Design valid for use only wilh M-Tek connectors.This design is based only upon parameters shown,and is for on Individual buBd i g component. Suite 109 Applicability of design paromenters and proper incorporation of component Is responsibfify of building designer-not truss designer.Brocing shown Citrus Heights,CA,95870 is for lateral support of individual web members only.Additional temporary bracing to Insure stability during construcilon is the responsibilllty of the erector,Additional permanent bracing of the overall structure is the responsibUty of the build.)designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality CrIterta,bSB-99 and BCSII Building Component M iTekID Safety lnformalion avaBable from Truss Plate Institute,583 D'Onofrlo Drive,MOda WI on, 53719. Job Truss Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS R11627158 MASTERTR R240 ROOF TRUSS 1 1 Job Reference(optional) JMW TRUSS,CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:48:04 2004 Page 1 0-0-0 0-0-0 5-10-1 , 12-3-12 1 17.10-0 s 22-11-0 211-6-1 I 34-8-3 ( 41-6-0 42_6-Q 5-10-1 6-5-11 5.6.4 4-10-0 6-0-1 6-0-1 6-9.13 1-2-0 Scale=1:75.3 4,00 12 5x5 MII20 - 5x8 MII20 = 3x6 M1120 6 7 3x6 MI120 3x4 M1120 5 3x4 M1120 C 4 5 6 9 2x4 MII20 Q 2x4 MII20 6 3 10 16 2 1 11 12 _V1 0 7x10 M1120 - 16 17 16 15 14 13 4x12 M1120 d • 4114 M1120 3x4 111I211 - 401M1120 = 3x8 M1120 - 3x4 M1120 = 3x4 M1120 - 40 M1120 = 0.0-0 0-0-0 I -9-0-12 17-10-0 22-8-0 31-8-2 • 41-6-0 9-0-12 8-9-4 4-10-0 9-0-2 9-9-14 Plate Offsets(X,Y): (1:0-3-3,0-3-12),[7:0-5-4,0.2-81,[11:0-04,Edge],[17:0-3-0.Edge] ' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.91 Vert(LL) 0.40 13-15 >999 M1120 1851148 TCDL 14.0 Lumber Increase 1,25 BC 0.83 Vert(TL) -0.77 13-15 >646 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0,18 11 n/a BCDL 10.0 Code UBC97IANSI95 (Matrix) 1st LC LL Min Vdefl=360 Weight:183 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 'Except' TOP CHORD Sheathed. 1-5 2 X 4 DF 240OF 2.OE,8-12 2 X 4 DF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 4-5-0 oc bracing. BOT CHORD 2 X 4 OF 240OF 2.0E 'Except' WEBS 1 Row at midpt 9-15 14-17 2 X 4 OF No.2 WEBS 2 X 4 HF StudlStd G SLIDER Left 2 X 6 HF No.2 3-0-1 REACTIONS (Ibls(ze) 1=1 6 5310-3.8,1 1=1 7 3 710-3-8 Max Hnn 1=-105flnad reap R1 I Max Grav 1=2650(load case 8),11=2735(load case 7) FORCES (Ib)-First Load Case Only TOP CHORD 1-2=-3886,2-3=-3819,34=-3649,4-5=-2879,5-6=-2862,6-7=-2688,7-6=2849,8-9=-2907, . 9-10=-3977,10-11=-4348,11-12=22 BOT CHORD 1-18=3563.17-18=3233,16-17=3233,15-16=2717,14-15=3397,13-14=3397,11-13=4055 WEBS 3-18=167,4-18=326,4-16=-711,6-16=617,7-16=-47,7-15=609,9-15=-848,9-13=558, 10-13=416 NOTES pFESS/ 1) Unbalanced roof live loads have been considered for this design. QN 2) Wind:ASCE 7-98 per UBC971ANS195;85mph;h=25ft;TCDL=8.4psf:BCDL=6.Opsf;occupancy category I; ��(, `OQ�C /ENO exposure C:partially-,MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. ft1 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per C O V Table No.16-8,UBC-97. 5) A plate rating reduction of 20%has been applied for the green lumber members. EXf? 06/30/05 k 6) This truss has been designed for a total drag load of 5750 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 41-6-0 for 138.6 pit. S�. MM LOAD CASE(S) Standard grFOFCN-f March 17,2004 ® wARNIIVO-V.HA d-1.9.parnn t—wnd READ}VOTES ON Tms AND INCLUDED MITER REFPaam'P PAGE MD-7473 BEPORE UBe. 177 Greenback Lane —11110 Oes' n valid for use on with I+LTek connectors.This design Is based o sutle 109 r9 N 9n only upon parameters shown,and is an it-not bins s design component. Citrus Heights,CA,95610mi App:cab�ity of des�ln poramentars and proper incorporation of component is responsib�ity of building designer-not lens designer.&ac'vg shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibP,rty of Ina erector.Addilional permanent bracing of the Overall structure is the responsibIty of the building designer.For general guidance regarding fobricolion,quarity control,storage,delivery,erection and bracing,consult ANSIRPII quality Caiterlo,DSB-89 and BCSII Building Component M iTekm Safety Informallon availdb Truss le from Plata Institute,583 D'Onofrio Drive.Madison,WI 53119. Job Tnfss Truss ype Oty PIy LA LAGUNA LARGER OF TRUSS R11627159 MASTERTR R24S COMMON 1 1 Job Reference(optional) JMW TRUSS,CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:48:05 2004 Page 1 0-0-0 0-6-0 1-2-9 6-11-8 I 12-7A I 183-0 � 24-3-0 � 29-10-12 35-6-8 � 39-e-0 � 1.2.0 6-11-8 5-7-12 5-7-12 +6-0-0 5-7-12 5-7-12 4-1-8 Scale=1:72.2 5x5 M1120 — 5x5 MI120 4.00 [TT- 3x6 M1120 %6 7 3x6 M120 5 8 3x6 MII20 5x5 MI120 9 3x4 MI120 4 2x4 M1120 II 10 Dc4 M1120 I l 2x4 M1120 4x14 M1120 N 3 11 3x8M1120 II 12 1 2 1 • 404 M1120 - 19 18 17 4x6 M1120 — 16 15 14 13 ' 4x4 M1120 - 6x8 M1120 4x6 M1120 40 M1120 = 6x7 M1120 54 M1120 = 6x8 MII20 - 5x8 M1120 — 000 0-0-09-9-6 18-3-0 24-3-0 32-8-10 39-8-0 -� 9-9-0 8-5-10 6-0-0 8-5-10 6-1 1-6 Plafe Offsets(X,Y): [2:0-1-1,Ed e],[4:0-2-8,0-3-0],[11:0-4-0,0-2-0],[16:0-1-8,0-2-8],[17:0-2-8,0-2.4],[18:0-4-0,Edge] LOADING (pso SPACING 2-0-0 CSI DEFL In (loc) Vdefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.97 Vert(LL) 0.46 17-19 >999 M1120 1851148 TCDL 14.0 Lumber Increase 1.25 BC 0.88 Vert(TL) -0.75 17-19 >632 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(TL) 0.14 13 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min Udefl=360 Weight:215 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 'Except' TOP CHORD Sheathed, except end verticals. 14 2 X 4 DF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 4-7-13 oc bracing. ' BOT CHORD 2 X 6 DF 1800F 1.6E 'Except' WEBS 1 Row at midpt 11-13 13-15 2 X 6 DF No.2 2 Rows at 113 pts 5-8 WEBS 2 X 4 HF Stud/Std G*Except* 16-17 2 X 6 HF No.2,12-13 2 X 4 HF No.2 REACTIONS (lb/size) 2=1 82510-3-8,13=1767/0-3-8 Max Horz 2=117(load case 5) i Max tsrav z=zeub(Ioad case 8),13=2711(toad case 7) FORCES (lb)-First Load Case Only TOP CHORD 1-2-26,2-3=-4718,3-4=-4350,4-5=-3254,5-6=-683,6-7=-644,7-8=-690,8-9=-3191,9-10=-3245 . 10-11=-3313,11-12=4156,12-13=-268 BOT CHORD 2-19=4416,18-19=3745,17-18=3745,16-17=3027,15-16=3226,14-15=3226,13-14=2787 WEBS 5-17=711.5-20=-2397,20-21=-2383,8-21=-2412,8-16=639,10-16=-247,10-14=-233, 11-14=384,4-17=-888,4.19=593,3-19=-423,6-20=75,7-21=160,11-13=-2756 NOTES OQt,�gFESS/pN 1) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25ft;TCDL=8.4psf;BCDL=6.Opsf;occupancy category I; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right • exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. > 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per C 17180 mmn Table No.16-B,UBC-97. 5) A plate rating reduction of 20%has been applied for the green lumber members. * EXP. 06/30/05 k 6) This truss has been designed for a total drag load of 5750 lb. Connect truss to resist drag loads along bottom chord from 0.0.0 to 39-8-0 for 145.0 pit. tS� C)V IL LOAD CASE(S) Standard �TF Continued on page 2 aFCAUF�� March 17,2004 ® WARNnm-v—w dertgn parameters and READ NoTEs aN nus AND m;cwDED m=K REFERENCE PAGE IM-7473 BRMRE USE. 77TT Greenback Lana r_r_fIP Design valid for use onlywlth Mi7ek connectors.This design is based only upon parameters shown,and is for an Individual building component, Suite 10 9 Applicability of design poromenters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95810 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibfifity of the erector,Additional pennarnent bracing of the overall shuclur.is the responsia6ly of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSO.89 and 1i Building Component MiTek® Safety Information available from Truss Plate institute,583 D'Onotdo Drive,Madison,WI 53719. .Fob Truss Truss Type atyPLAGUNA LARGE ROOF TRUSS . R11627159 ' MASTERTR R24S COMMON 1 1 Job Reference(optional) TRUSS,CATW RAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. a ar 1 13:46:05 4 Page 2 LOAD CASE(5) Standard 1) Regular:Lumber Increase=1.25,Plate Increase=1,25 Uniform Loads(plf) Vert:1-6=60.0,6-7=-60.0,7.12=- 0.0,2-17=-20.0,16-17=-60.0,13-16=-20.0 1 1 , ® WARMNG-Vsslfy design paramc —and REM NaTBS aN PFIIS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. 7777 Greenback Lane I Design valid for use onli MTek co-nectors. his design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of tles' n proper Incorpo,ation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95670 � pp ty rt3 porrntenters and is for lateral support of indvidual web members only. Additional temporary bracing to insure stability during construction is the responsibillily or the erector.Addilionalpenoanent bracing of the overa I stvcturo is the respansihilfly of the building designer.For general guidance regarding tobticollon,quality Control,storage,delivery,erection and bating.consul! ANSI/Tfil Quolity Criteria,TSB-89 and BCSII Building Component M ITek�Safety Information available tram Truss Plot&k-6 ifute.583 DUrl io Drive,Madison,Nrl 53719. Job Truss russ Type Oty LA LAGUNA LARGE ROOF S R11627160 ' MASTERTR R24T COMMON 1 1 Job Reference(optional) i MW ,CATHEDRAL CITY 5.000 s Jun 9 200 1 e Industries,Inc. Wed Mar 17 13:4 : 7 2004 Page 1 aoo o-g-o 1-2 6-7-2 1 11.10-9 1 17-1-15 254-1 30-7-7 35-10-14 39-8-0 1-2-0 6-7-2 5-3-8 5-3-6 8-2-2 5-3.6 6-3.6 3-9-22 smie=1:70.8 4.00 12 5x5 M1120 = ' 7 4x5 M1120 ti 4x5 M1120 34 M1120 34 1101111120 8 6 9 3x4 MII20 2 3x4 MD20 5 2x4 MII20 Il 10 4 3x4 MII20 S 30 MII20 S 3 11 4x7 M1120 12 m1 2 • d 4x8 MII20 = 4x8 MUM = 4x8 M1120 — 11�� 21 20 19 18 —17 16 15 14 13 2x4 Mtt20 I1 .5x8 MI1120 =5x8 W120 = 4x8 M1120 = 5x10 M1120 — 44 M1120 — 4x8 M020 = 3x5 M020 II 4x4 M1120 - 4x8 MI120 - 0-0-0 0.0-0 6-7-2 11-10.9 17-1-15 25-4-1 30-7-7 1 35-10-14 3} 9.8-0� 6-7-2 5-3-6 5-3-6 8-2-2 5-3-fi 5-3-6 3-9-2 Plate Offsets(X,Y): [2:0-3-6,0-0.6],[14:0-3-8,0 - ],(17:0-2-0,0-2-4],[18:0-2-4,0-2-4) 1 LOADING (psi) SPACING 2-0-0 CSf DEFL in (loc) I/defl PLATES GRIP TOLL 16.0 Plates Increase 1,25 TC 0.69 Vert(LL) 0.41 18-20 >999 M1120 1851148 TCDL 14.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.78 18-20 >608 BCLL 0.0 Rep Stress Incr NO WB 0.91 Horz(TL) 0.11 13 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl=360 Weight:224 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 2-4-1 oc purfins, except end verticals. ROT CHORD 2 X 6 DF No.2 `Except* BOT CHORD Rigid ceiling directly applied or 9-10-2 oc bracing. 16-19 2 X 6 DF 180OF 1.6E WEBS 2 Rows at 113 pis 6-6 WEBS 2 X 4 HF Stud/Std G"Except' 17-182X6HFNo.2,12-132X4HFNo.2 12-14 2 X 4 HF No.2 REACTIONS (lb/size) 2=1886/0-3-8.13=1 B3610-3-8 Max Harz 2=120(load case 5) Max Uplift 2=-284(load case 3),13=-237(load case 4) ' FORCES (lb)-First Load Case Only TOP CHORD 1-2=26,2-3=-4928,3.4=4327,4-5=-3548,5-6=3489,6-7=-688,7-8=707,8-9=-3448, 9-10=-3538,10-11=-3602,11-12=3046,12-13=-1727 BOT CHORD 2-21=4616.20-21=4616,19-20=4059,18-19=4059,17-16=3310,16-17=3373,15-16=3373, ' 14-16=2853,13-14=339 WEBS 6-18=744,6-22=2679,8-22=-2679,8-17=680,10-17=78,10-15=-260,11-15=561,11-14=-624, 4-18=-931,4-20=453,3-20=-601,3-21=69.7-22=153,12-14=2597 NOTES ��ESS/0 1) Unbalanced roof live loads have been considered for this design. �Q ^/¢f 2)Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=2511t;TCDL=8.4psf,,BCDL=6.0psf;occupancy category I; exposure C;partialfy;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-8,UBC-97. r C 17180 M 4)A plate rating reduction of 20%has been applied for the green lumber members. LOAD CASE(S) Standard * EXPI 06.13DJO5 1) Regular:Lumber Increase=1.25,Plate Increase=1.25 Loa Uniform rtVert:1-7)-60.0,7-12=-60.0,2-1B=-20.0,17-18=-80.0,13-17=20.0 March 17,2004 ' wARNim;-Venfy 4-fgn pa—t—and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD'-7473 BEFORE USE. 7171 Greenback Lane —r_m Design vo:id'or ruse rnl with MTek connectors.This ciesi n is based onl u on orarretters shovm,and B for an individual building component. swfe t e 5 Y 9 Y P P P Citrus Heights,CA,95610 � Applicooility of assign paromenters and proper incorporation of component is responsibility of building designer-not puss designer.Bracing shown is for lateral support of individual web members ody.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional pemlonent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quolitycenhol,storage,delivery,erection and bracing,consult ANSI/TPII Quall Cmerta,DSB-89 and 9C511 Building Component M iTek® Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,wf 53Tt9. Job Truss Truss Type Oty Ply LA LAGUNAOF TRUSS R11627161 ' MASTERTR R27 COMMON i 1 Job Reference(optional) TRUS0,0.0 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:48:08 2004 Page 1.4 a-o -1.2-0 , 2-2-4 { 9-6-12 16-114 19-1-8 20-3-8 1-2-0 2-24 74-8 7-4-8 2-2-4 1-2-0 Scale=1:35.7 4x6 M820 = All plates are 1.5x4 M20 unless otherwise indicated. 4 4.00 12 3X5M1120 3x5M1120 5 Dr4 M1120 11 3 2x4 M920 11 2 6 1 T n ry 11 10 9 3x9 M1120 — 3x4 MII20 = 3x4 MII20 - 3x4 MII20 - 3xq M11�OO- 5-9-15 7-5-10 5.9-15 � LOADING (psi) SPACING 2-0-0 C51 DEVIL in (1oc) Udefl PLATES GRIP TCI L 16.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.06 10.11 >999 M1120 1851148 TCDL 14.0 Lumber Increase 1.25 BC 0.34 VBrt(TL) -0.12 10-11 >999 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.02 8 n/a BCDL 10.0 Code UBC97/ANS395 (Matrix.) 1 st LC LL Min Ildefl=360 Weight:141 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verlieals. 130T CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G ' OTHERS 2 X 4 HF Stud/Std G REACTIONS (Iblake) 12=835/0-3-8,8=835/0-3-8 Max Horz 12= d case 5) Max Uplift 12=-135(l-135(load case 3),8=-135(bad case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=26,2-3=52,3-4=-824,4-5=-824,5-6=52,6-7=26,2-12=-40,6-8=-40 BOT CHORD 11-12=5111,10-11=719,9-10=519,8-9=519 WEBS 3-11=245,4-11=-2,4-10=-2,5-10=245,3-12=-912,5-8=-912 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-91,per UBC97/ANSI95;85mph;1=25ft;TCIIL=8.4p3 f;BCDL=6.Opa,occupancy category f; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face), see MTek"Standard Gable End'Detail" 4) Gable studs spaced at 14-11 cc, Q�t{�IFES3/�N ' 5)This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads per C- Table No.16-B,UBC-97. A�w4� �� tr,L . 6)A plate rating reduction of 20%has been applied for the green lumber members. 4, LOAD CASE(S) Standard �+ can Z n aL C 1 q 718Q :U * EXP. 06130/05 MR- March 17,2004 ' ® WARNMG-1 ifg design parameters and READ NOTES ON THIS AND INCLUDED WTER REFERENCE PAGE AfR-7473 BEFORE USE. 7777 Greenback Lane Design w' Th.desi n' s n ometers Suite 109 g for use only o MTek connectors. y o based only par shown.and is for an Individual building component. C'tlrus Heights,CA,95610 � Applicability of design paromenters and proper incorporation of component is responsiblity,of building designer-not buss designer.Bracing shown is Warteral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall slnrclure is the responlillKly et the buiding designer,for general guidance regarding �/� R fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/IPII Quality Criteria,DSB-B9 and SC511 Building Component �*��Safely Information available from Truss Plate Institute,583 D WI'Onofrio Drive,Madison. S3719. IIYt + Job Truss Truss Type Qty Ply LA LAGUNA LARGE TRUSS R11627162 MASTERTR R30 ROOF TRUSS 1 1 Job Reference(optional) TRUSS,CATHEDRAL CITY .000 s Jun 2003 MiTek Industries,Inc. Wed Mar 17 13:48:09 2 age 1 0-0-0 0.0-0 7-9-14 14-10-0 21.10-2 29-8-0 0-10 7-9-14 7-0-2 7-0-2 7-9-14 1-2-0 Scale-1:52.3 All plates are 1.5x4 M20 unless otherwise Indicated. 4.00(TF 4.5 MI120 - 3x4 M1120 r 4 • 3z4 M1120 a 3 2x2 M1120 Q 5 2x4 M1120 i 2 8 M t 7 e � • 4x7 M1120 - 11 10 9 4x7 M1120 - 3x4 M1120 - 3x4 M1120 - 3x4 Mf120 = 0-0-0 0-0-0 11-0-14 19-7-2 29-8-0 11-0-14 7-6-5 11-0-14 Plate Offsets(X,Y): [1:0-2-2,0-0- , 7:0-2-2,0-0-2 ' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TIC 0.88 Vert(LL) -0.41 1-11 >854 MII20 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.92 Vert(TL) -0.93 1-11 >378 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.11 7 n/a BCDL 10.0 Cade UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl=360 Weight:163 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 "Except' TOP CHORD Sheathed. 1-3 2 X 4 DF 165OF 1.5E,5-8 2 X 4 OF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 4-8-3 oc bracing. aO T CHORD 2 X 4 OF 165OF 1.5E WEBS 2 X 4 HF Stud/Std G OTHERS 2 X 4 HF Stud/Std G REACTIONS (lb/size) 1=1173/0-3-6,7=1 25 810-3-8 Max Horz 1=-86(load case 6) max orav t=ro rctioaa case 6),7=1897(ioad case 7) ' FORCES (lb)-First Load Case Only TOP CHORD 1.2=-2803,2-3=-2370,3-4=-229B,4-5=-2290,5-6=-2362,6-7=-2791,7-8=22 BOT CHORD 1-11=2609,10-11=1780,9-10=1780,7-9=2596 WEBS 2-11=539.4-11=663,4-9=650,6-9=-532 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25ft;TCDL=8.4psf;BCDL=6.Opst,,occupancy category I; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right ()F ESS/a exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face), 4i� C,.A see MiTek"Standard Gable End Detail' • 4) Gable studs spaced at 1-4-0 oG. n 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per rf1 Table No.16-B,UBC-97. rr C 17180 ;u ' 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)This truss has been designed for a total drag load of 3780 lb. Connect truss to resist drag loads along bottom yE EXF 06/30/05 chord from 0-0-0 to 29-8-0 for 127.4 plf. LOAD CASE(S) Standard j,9 CfV11. � March 17,2004 ® WARNING�Verify design pa—tm and RE4D NOTES GN THIS AND INCLUDED MITER REFERENCE PAGE IM-7473 EEIMkE USE. 7777 Greenback Lane 09 Design valid for use only with MiTek connectors-This design is based only upon parameters shown,and''s for an individual building component. Suite He Applicability of design aramenters and proper incorporation of component is res nsalli of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 � PW tY 9 A A P rP P Po N 9 9 9 9 is for lateral support of indivitludl web members only.Additional temporary brac]ng to insure sicbility during construction is the responsibility of the erector.Additional permanent bracing of Ile overall structure is the responsibility of the building designee For general guidance regarding Safety Irdarma8on available from Truss Plate Institute,583 DOnofrfo Drive,Madison,Wt 53719. fabrication,quality control,Storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component M iTe k� ' Job Truss Truss Type Oty Ply LA LAGUNA LARGE ROOF TRUSS R11627163 MASTERTR R311A ATTIC 6 1 Job Reference(optional) JMW 0-0-0 TRUSS,CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:48:11 2004 Pagel 0-0-0 8-1-3 11-8-4 14-10-0 17-11.12 23-6-13 I 29-8-0 0-10-0 6-1-3 5-7-1 3-1-12 3-1-12 5-7-1 6-1-3 1-2-0 Scale=1:52.3 4.00 12 4.4 M1120 - ' 3x5 M1120 3x4 MU20 '` 3x5 W20 3x4 M1120 zz 34 6 7 2x4 MII20 2X4 M1120 II 2x4 MII20 Y 2 8 ' 1 9 10 0 a 4x6 MII20 - 14 13 4x7 MII20 - 12 11 4x6 MI120 - ' 5x7 M1120 WB = 40 M1120 = 5x7 M1120 WB - 5x8 MII20 = 5x8 M1120 = 0-0-0 n-0-0 6-1-3 10-10-0 1,1-81 17-11-12 1�-10-Q 23-6-13 29-8-0 6-1-3 4-8-13 0-10-4 6-3-8 0-10-4 4-8-13 6-1-3 Plate Offsets(X,Y): [1:0-2-10,0-0-2],[9:0-2-10,0-0-21,[12:0-1-8,0-1.12],[13:0-1-8,0-1-121,[14:0-3-8,Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (foe) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.69 Vert(ILL) -0A9 1-13 >716 M1120 186/146 TCDL 14.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -D.89 1-13 >397 BCLL 0.0 Rep Stress Iner YES WB '0.54 Horz(TL) 0.13 9 nla BCDL 16.0 Code UBC971ANS195 (Matrix) 1st LC LL Min Vdefl=360 Weight:127 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 2-7-0 oc purlins. BOT CHORD 2 X 4 DF 165OF 1.5E 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, ' 11-14 2 X 4 DF 240OF 2.0E WEBS 1 Row at midpt 4-6 WEBS 2 X 4 HF SfudlStd G*Except* 4-13 2 X 4 HF No.2,6.12 2 X 4 HF No.2 12-13 2 X 6 HF Not,4-6 2 X 4 DF No.2 REACTIONS (lb/size) 1=145610-3-8.9=1 542/0-3-8 Max Horz 1=86(foad case 6) Max Uplift 1=-131(load case 3),9=-171(load case 4) ' FORCES (lb)-First Load Case Only TOP CHORD 1-2=-3783,2-3=-3242,3-4=-3131,4-5=-638,5-6=-639,6-7=-3158,7-8=-3240,8-9=-3765, 9-10=22 BOT CHORD 1-14=3544,13-14=3544,12-13-3019,11-12=3525,9-11=3525 WEBS 4-13=627,6-12=619.2-13=-555,8-12=-535,4-15=-2448,6-15=-2448,5-15=223 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25ft;TCDL=8.4psf;BCDL=6.Opsf:occupancy category I; 0FESS/ exposure C;partiafly;MWFRS gable end Zone:cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 4� ` ANQ fi 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per i This No.16-B,UBC-97. 4) Ceifing dead load(5.0 pst)on member(s).4-15,6-15 Irn 5) Bottom chord live load(40.0 psf)and additional bottom chord dead load(0.0 psf)applied only to room.12-13 G` 17180 Z M ' 6) A plate rating reduction of 20%has been applied for the green lumber members. Inc LOAD CASE(S) Standard * EP 06/30,05 OFCA FCA March 17,2004 ® [VAR.WNO-Verify design parameters and READ NOTES ON THIS AND INCLUDED MLTE%REFERBNCE PAGE I II--7473 BEFORE USE. 7777 Greenback Lane r_�m Desi r vclid for use on with MT k connectors. i n on upon parameters shown, Findividual I i Suite 109 g N e proper .This dpog o based ty p p e wn,and 6 or do r- of truss building ng component. Citrus Heights,CA,95610 � Applico�ility of design paramenters and prpper inaotpplpHpn of component is responsibility of building designer-not fNsi designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction Is the responsibility of the erector.Additional permanent bracing of the overall structure B the responsibility of the building designer.For general guidance regarding — fabrication,quality cenhol,storage,delivery,erection and bracing.consult ANSI/rPll Quality Crit®ia,DSB-9?and BCSII Building Component Woke Safety Information available from Truss Plate Institute,583 D'Onofdo Drive.Madison.wl 53719. Job Truss Truss Type City Ply LA LAGUNA LARGE ROOF TRUSS R11627164 MASTERTR R30B ATTIC 4 1 Job Reference(optional) JMW TRUSS,,CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:48:12 2004 Pagel 0-0-0 -1-2-0, 8-1-3 11-8-4 1 14-10-0 17-11-12 F 23-6-13 29-8-0 10-10-0, 1-2-0 6-1-3 5-7-1 3-1-12 3-1-12 5-7-1 6-1-3 1-2-0 Scale=1:53.1 4.00 12 4x4 M1120 - 3x5 M1120 6 3x5 MI120 3x4 M1120 3x4 M1120 5 7 4 8 2x4 M1120 -z� 2x4 M1120 11 2x4 W120 n 3 9 2 10 1 11 • 0 4x6 MI120 15 14 4x7 MII20 - 13 12 4x6 Mt120 5x7 M1120 WB - 07 M1120 = 5x7 MI120 WB = 5x8 MI120 5x8 M1120 — 0-0-0 0-0-0 6-1-3 10-10-0 11-84 17-11-12 1-10-p 23-6-13 29-8-0 6-1-3 4-8-13 0-lD-4 6-3-8 0-10-4 4-8-13 6-1-3 Plate Offsets(X,Y): [2:0-2-10,0-0-2],[10:0-2-10,0-0-2],(13:0-1-8,0-1-12],[14:0-1-8,0-1-12],[15:0-3-8,Edge] ' LOADING (psf) SPACING 2-0-0 CST DEFL in (loc) Ildefl PLATES GRIP TCLL 16.0 Plates Increase 1,25 TC 0.64 Vert(LL) -0.48 2-14 >731 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.86 2-14 >408 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.13 10 n/a BCDL 10.0 Code UBC97lANS195 (Matrix) 1st LC LL Min Ildefl-360 Weight:129 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 2-8-1 oc purl ins. BOT CHORD 2 X 4 DF 165OF 1.5E 'Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 12-15 2 X 4 DF 240OF 2.0E WEBS 1 Row at midpt 5-7 WEBS 2 X 4 HF StudlStd G*Except* 5-142X4HFNo.2,7-132X4HFNo2 13-142X6HFNo.2,5-72X4DFNo.2 ' REACTIONS (lb/size) 2=154010-3-8,1 0=1 54 010-3-8 Max Norz 2=81(load case 5) Max Uplift 2=-171(load case 3),10=-171(load case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=-3759,34=-3232,4-5=-3151,5-6=-636,6-7=-636,7-8=-3151,8-9=-3232, 9-10=-3759,10-11=22 BOT CHORD 2-15=3520,14-15=3520,13-14=3011,12-13=3520.10-12=3520 WEBS 5-14=620,7-13-620,3-14=-538,9-13=-538,5-16=-2443,7-16=-2443,6-16=222 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-98 per UBC9WIAN3195;85mph;h=25ft;TCDL=8.4psf,BCDL=6.Opsf;occupancy category I; OFESS/ exposure C;partialiy;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right OQR �N exposed;Lumber DOL=1.33 plate grip DOL=1.33. Q� ` C ANC 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-B,UBC-97. C 4) Ceiling dead bad(5.0 psf)on member(s).5-16,7-16 trt ' 5) Bottom chord five load(40.0 psf)and additional bottom chord dead load(0.0 psf)applied only to room.13-14 C 17180 T 6) A plate rating reduction of 20%has been applied for the green lumber members. EXP, 06/30/05 LOAD CASE(S) Standard yk CIVIL �P q OFCAt March 17,2004 ' WARN7NG V—tN design panvmet—and READ NOTES ON THIS AND INCLUDED AUTE%REFERENCE PAGE MU-7473 BEFORE USE. 7171 Greenback Lane --tp Design valid for use only with MBek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design aramenters and proper Inca Citrus Heights,CA,95610 � pp fy g p p p incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for loleral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of fhe overall stricture is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,Consult ANSf/ri ll Quality C4terla.DSB-89 and BC$ll Building Component M iTek� Safety Information available from Truss Plate Irsstltute,583 Donofrio Drive,Madison,Wl53719. I 1 Job Truss Truss Type City Ply LAGUNA LARGE ROOF TRUSS R11627165 MASTERTR R30C ROOF TRUSS 1 1 Job Reference(optional) JMW TRUSS,O CATHEDRAL CITY 5.000 s Jun 9 2003 i e r1 Usti es,Inc. ed ar 17 13:48:14 2004 Page Oo-o-o { 7-9-14 14-10-0 21-10.2 2"-0 �0-10-0 1-1-0 7-9-14 7-0-2 7-0-2 7-9-14 1-2-0 Scale-1:52.9 All plates are 1.5x4 M20 unless otherwise indicated. 4.00 12 US M1120 - ' 5 3x4 MII20 -- 3x4 MII20 20 M1120 4 S 2x4 M1120 3 7 c> ' e d t 2 e )� e 4x7 M1120 = 12 11 10 4x7 M1120 — 3x4 M1120 - 3x4 M1120 = 3x4 M1120 = 0-0-0 0-0-0 11-0-14 _ 18-7-2 , 29-8-0 11-0-14 7-5-5 11-0-14 Plate Offsets(X,Y): [2:0-2-2,0-0- ,(8:0 -2, - -2 ' LOADING (psf) SPACING 2-0-0 CST DEFL in (loc) Ildefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.75 Vert(LL) -0.41 8-10 >854 M1120 1851148 TCDL 14.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.92 2-12 >383 BCLL 0.0 Rep Stress Inc r YES WB 0.32 Horz(TL) 0.11 8 n/a BCDL 10.0 Code UBC971ANSI15 (Matrix) 1st LC LL Min Wall=360 Weight:165 Ib LUMBER BRACING TOP CHORD 2 X 4 OF No.2 'Except* TOP CHORD Sheathed or 2-6-3 oc purlins. 1-4 2 X 4 OF 165OF 1.5E.6-9 2 X 4 DF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 4.8-11 oc bracing. BOT CHORD 2 X 4 DF 1650F 1.5E WEBS 2 X 4 HF Stud/Std G OTHERS 2 X 4 HF Stud/Std G REACTIONS (lb/size) 2=125410-3-8,8=1257/0-3-8 Max Harz 2=-82fload case 61 r Max urav Z=1tsvz(ioaa case 8),8=1895(load case 7) ' FORCES 0h)-First Load Case Only TOP CHORD 1-2=21,2-3=-2787,3-4=235B,4-5=-2286,5-6=-2285,6-7=2357,7-8=2786,8-9=22 BOT CHORD 2-12=2592,f 1-12=1775,10-11=1775,8-10=2591 . WEBS 3-12=-532,5-12=652,5-10=652,7-10=-531 ' NOTES 1) Unbalanced roof live loads have been considered for this design.. 2)Wind:ASCE 7-98 per UBC971ANSI95;85mph;h=25ft;TCDL=8.4psf,BCDL=6.Opsf;occupancy category 1: exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right ROFESsl exposed;Lumber 11OL=1,33 plate gdp DOL=1.33. QQ Nq 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face), 4fiC ` C A 1� see MiTek"Standard Gable End Detail" lc {LQ' F 'r✓ 4) Gable studs spaced at 1-4-0 oc. 5)This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads per . rrt Table No.16-B,UBC-97. 17180 x ' 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)This truss has been designed for a total drag load of 3780 lb. Connect truss to resist drag loads along bottom * EXR. 06/30/05 chord from 0-0-0 to 29-8-0 for 127.4 plf. LOAD CASE'S) Standard cST clvll. 9TF�FCA1-t��e March 17,2004 ' WARNING-Ver{fy design pararrrc[crs ant AFdD NOTES ON 7fI7S AND INCLUDED 8II7EJr REFERENCE PAGE 7473 BEFORE USE. Suite 109 7777 Greenback Lane IIIII- Design valid for use only with MiTek co-nec tors.Th¢design is Lasod only upon parameters shown,and is for an individual building component. Citrus Heights,CA,95510 Applicability of design paramemers and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral wppad of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the1% erector.additional permanent bracing of the overall structure is the responsibilil of the building designer-For general guidance regarding fabrication,quality central.storage,delivery.erection and bracing-consWt ANSI/TPII Quality Crfterla,DSO.89 and 8CSI1 Building Component MiTekm Safety Information available from Truss Plate Institute,583 D'Onofdo Drive.Madison.K 53719. J Job I russ Truss Type Qly Ply LA LAGUNA LARGE ROOF TRUSS R11627166 ' MASTERTR R30D ROOFTRUSS 2 1 Job Reference(optional} J ��S,CATHEDRAL CITY 5.000 s un MiTek In us rtes, nc. We ar 13:4B:15 2004 Page 1 0-0.0 r 7-9-14 14-ID-0 , 21-ID-2 _, 29-8-0 7-9-14 7-0-2 7-0-2 7-9-14 1-2-0 Scale=1:52.5 4.00 F2- 4X5 M112D - 30 MI120 4 3x4 M1120 3 2x4 M1120 Q 5 20 M1120 4 qq 2 8 05 1 0 1 7 8 u' g a • 3x8 M1120 - 11 10 9 3x8 M1120 - 3X4 M1120 - 3x4 M1120 - 3X4 M1120 - 0-0-D 0-0-0 r 11-0-14 18-7-2 29-8-0 — 11-0-14 7-6.5 11-0-14 ' LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Ildefl PLATES GRIP TCLL 16.0 Plates Increase 1,25 TC 0.91 Vert(LL) -0.35 7-9 >999 MI120 1851148 TCDL 14.0 Lumber Increase 1.25 BC 0.92 Vert(TL) -0.B4 1-11 >420 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.10 7 n/a BCDL 10.0 Code UBC971ANSI95 (Matrix) 1 st LC ILL Min lldell=360 Weight:108 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.2 TOP CHORD Sheathed or 2-3-7 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oC bracing. WEBS 2 X 4 HF Stud/Std G ' REACTIONS (lb/Size) t=1173/0-3-8,7=1258/0.3-8 Max Horz 1=-86(load case 6) Max Uplift 1=-I50(load case 3),7=-IvOtivad case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=-2804,2-3=-2370,3-4=-2298,4-5=2290,5-6=-2362,6-7=2792,7-8=22 BOT CHORD 1-11=2609,10-11=1780,9-10=1780,7-9=2596 ' WEBS 2-11=-539,4-11=663,4-9=651,6-9=532 NOTES' 1) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25ft;TCDL=8.4p6f;BCDL=6,Oplil occupancy category I; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads per Table No.16-B,UBC-97. 4)A prate rating reduction of 20%has been applied for the green lumber members. p�oFEss�oM ' LOAD CASE(S) Standard 4�p G.ANd • w � � C 17180 z T. 1 * EXP,06/30/05 srT CIVIC. �P March 17,2004 ® WARNING-Verify des!n —t—s and READ M07ES ON THIS AND INCLUDED MITER REFERENCE PAGE AM-7473 BEFORE USE. s Para 7777 Greenback Lane 09 Design valid for use only with MiTek eonneclors.This design is based oniy upon parameters shown,and is for an individual buAding component, Suite He fcabilll of design rlfra9 Mefg7rts,CA,93B1D App yparamentersandpropenc�orporatianotcomponentisresponsiblityolbuildingdesigner-nothassderigner.6racingsfaown is for lateral support of individual web members only.Additional lemporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent Ixocing of the overall S Wcture is Inc responsibility of the building designer.For general guidance regarding . fabricaffon,gWfitycontrol,storage,delivery.erection and bracing,consult ANSI/IMI Quakly Criteria,DS8-89 and BCSII Building Component M iTek� Safety Information available from Truss Plate Institute,583 D'Onofrr0 Drive,Madison,Wl53719. -job russ Truss Type ty PIy LA LAGUNA LARGE ROOF TRUSS R11627167 ' MASTERTR R30E ROOF TRUSS 2 Job Reference(optional JMW TR Q A EDRAL CITY 5.0 sJun 9 2003 MTek Industries,Inc. Wed Mar 17 13:48:16 2004 Page 10-0-0 r1-2-0, 3-3-11 , 7-5-0 7-11-11 12.6-13 , 17-1-3 21-6.5 2T2-3-p 26-4-5 29-8-0 J 1-2-0 3-3-11 4-1-5 0-1l1 4-7-2 4-M 4-7-2 0.6-11 4-1-5 3.3.11 Scale=1;54,9 ' 6x8 M1120 — 4.00 12 2x4 M1120 II 3x6 M1120 4x6 MII20 4 5 17 6 7 3x4 M1120 1-23x4 M1120 g N 2 ' d 3x6MT26 — 16 15 14 18 13 12 11 10 3x8M1120 = 2x4 M1120 II 30 M1120 - 300 MII20 5x6 M1120 WO 3x8 M1120 = 2x4 MI120 1 i e 2x4 M1120 II 1 0-0.0 0-0-0 3 3-11 7-5-0 1246 13 17-1-3 i 22-3 0 26-4-5_ 29-8-0 —i 3-3-11 44-5 5-1-13 4-6-5 5-1-13 415 3-3-11 Plate Offsets X, ): [4:0-4-0,0-1- 2] LOADING (pso SPACING 2-0-0 CSI DEFL in (foc) 1/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.47 Vert(LL) 0.36 12-14 >968 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.65 12-14 >538 BCLL 0.0 Rep Stress Incr NO WS 0.49 Horz(TL) 0.15 9 n/a . BCDL 10.0 Code UBC971ANSI95 (Matrix) 1st LC LL Min Vdefl=360 Weight:248 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.2 TOP CHORD Sheathed or 4-1.14 oc purlins. BOT CHORD 2 X 4 OF No.2 BOTCHORD Rigid ceiling directlyappffed or 10-0-0 oc bracing. t WEBS 2 X 4 HF StudfStd G I REACTIONS (lb/size) 9=2594/0-3-8,2=267910-3-8 Max Horn 2=50(load case 5) Max Uplift 9=-462(lo(load case 4),2=-501(load ease 3) FORCES (lh)-First Load Case Only TOP CHORD 1-2=22,2.3=-6962,3-4=7241,4-5=-8737,5-17=-8737,6-17=-8737,6-7=-6886,7-8=-7255, 8-9=-6999 BOT CHORE) 2-16=6509,15-16=6509,14-15=6926,14-18=8739,13-18=8739,12-13=8739,11-12=8739, 10-11=6552,9.10=6552 WEBS 3-16=62,3.15=443,4-15=171,4-14=2008.5-14=-657,6-14=-2,6-12=206,6-11=-2043, . 7-11=1042.8-11=412,8.10=73 ' NOTES 1) 2-ply truss to be connected together with 0.131"x3"Nails as follows: Top chords connected as follows:2 X 4-1 row at 0-7-0 oc. Bottom chords connected as follows:2 X 4-1 row at 0-9-0 oc. O��(}FESS/pN ' Webs connected as follows:.2 X 4-1 row at 0-9-0 or.. 2) Unbalanced roof live bads have been considered for this design. ��i "( +•AND 3) Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25ft;TCDL=8.4psf;BCDL=6.0psf;occupancy category I; lCr exposure C;partially;MWFRS gable end zone;cantilever left and fight exposed;end vertical left and right w �'✓ exposed;Lumber DOL=1.33 plate grip DOL=1.33. 1y1 ' 4) Provide adequate drainage to prevent water ponding. C 17180 5) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads per CC Table No.16-8,UBC-97. * EXP. 06/30/05 6) A plate rating reduction of 20%has been applied for the green lumber members. 7) Girder carries hip end with 7-6-12 end setback d' C)1/(L �Q Continued on page 2 OFC I-W March 17,2004 ' - n 7777 Greenbaok Lanwlx! ® WARNING•lrer{fy desrgnparameten and READ NOTES ON THIS AND Ds'C1;(fDED MrTEIr REFERENCE PAGE Mrr•7473 BEFORE USE. Design volid for use only with MTek connectors.This design is bored only upon parameters shown,and is for an Individual building component. Suite 109 ApplicoLi i1y of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,9 a for lateral support of individuol web members only.Addifional temporary bracing to insure stability during construction is the responsibipily of the erector.Addit'iond permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding - labiicofion,quality control,storage,delivery,erection and bracing,consult ANSI/TPif Quality Crlferla,DS8-99 and BC511 Building Component 5alety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madhon.WI 53719. Job I nfss Truss Type oty Ply LA LAGUNA LARGE ROOF ' MASTERTR R30E ROOFTRUSS 2 2 R11627167 Jab Reference I optimal) J W TRUSS,CATHEDRAL CITY $Jun 9 iTek Industries,Inc. Wed Mar 17 13:48:18 2004 age 2 NOTES 8) Special hangers)or connection(s)required to support concentrated load(s)458.51b down and 227.31b up at 22-1-4,and 458.51b down and 227.31b up at 7-6-12 on top chord. Design for unspecified connection(s)is delegated to the building designer. LOAD CASE(S) Standard 1) Regular:Lumber Increase=1.25,Plate lncrease=1.25 Uniform Loads(plo Vert:1-4=-60.0,4-7=-139.1.7-9=-60.0,2-9=-46.4 Concentrated Loads(lb) Vert:4=-458.5 7=-458.5 1 1 1 1 1 . ' W MNG-Perffy desig men par F I parameters and RD NOTES ON T111.4 AND INCLUDED MITER REFERENCE PAGE AM-7473 BEFORE USE. 7777 Greenback Lane 1R "resign•.arid for use only vith MTek connectors.Th;s design is based only upon parameters shown.and is for on individual building component, Salle 109 Appliccblllty of design paramentersond proper incorporation of component isresponsibSfy of building designer-not truss designer.Bracing shown Carus Helght3,CA,9581r�� is for lateral support of individual web members only.Additlond temporary bracing to insure stability all construction is the responsibllldy of the erector.Addilional permanent bracing of the overall structure Is the responsibility of the buialing designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSiRP11 Qudiiy Crlferfa,DSB-89 and 8C511 BuikGng Componeaf M iTek® Safety Information available from Truss Prole Institute.583 D'Onofdo Drive.Madison,W153719, 101, Truss Truss E Type City Ply LA LACUNA LARD ROOF TRUSS R11627168 MASTERTR R30F CAL HIP 2 1 Job Reference(optional) JMW TRUE CATHEDRAL CI 5.000 s Jun 9 2003 MiTe Industries,Inc. Wed Mar 1 :4 :17 04 Page TD-D-o r1-2-0, 4,11-5 9-5-0 9-11-11 • 14-111-D 19-8,5 2Q-3-) 24-8-11 + 29-8-D 1-2-0 4-11-5 4-5-11 0.6-11 4-105 4-10-5 0-6-11 4-5-11 4-11-5 Scale=1:54.8 4x5 M1120 1 3x8 MM = 4x5 M1120 4.00 FM 4 5 6 { 2x4 MII20 a� 2z4 MII20 i 3 7 n' qYq rS 2 8 o 4x5M112D = 12 'lt 10 9 4x5ml — • 3x8 M1120 = 3x4 M1120 - 3x8 M1120 - ' 2x4 MII20 II 0-0-D 0-0-0 9.5.0 �14-1D-0 20-3-0 29-5-0 9-6-0 5-5-0 5-5-0 Plate Offsets(X,Y): [2:0-2-14,0-0-2],[8:0-2-14,0-0-2] ' LOADING (psf) SPACING 2-0-0 CS] DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC OA5 Vert(LL) 0.20 11 >999 M1120 186/148 TCDL 14.0 Lumber Increase 1.25 BC 0.92 Vell -0.48 8-9 >732 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.12 8 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/dell=360 Weight:120 lb LUMBER BRACING TOP CHORD 2 X4 DF No.2 TOP CHORD Sheathed or 3-3-7 oc puriins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 9-3-4 oc bracing. 1 WEBS 2 X4 HF StudlStd G REACTIONS (Ib/size) 8=1 1 7310-3-8,2=125810-3-8 Max HorUpli 2=-175(l d case 5) Max Uplift 8=-175(load case 4),2=215(load case 3) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=-2969,34=2683,4-5=2511,5-6=-2519.6-7=-2692,7-8=-2992 ' BOT CHORD 2.12=2773,11-12=2843,10-11=2843,9-10=2843,8-9=2798 WEBS 3-12=-255,4-12=446,5-12=-382,5-11=61,5-9=-373,6-9=451,7-9=-273 NOTES 1) Unbalanced roof live loads have been considered for this design- ' 2) Wind:ASCE 7-98 per U8C97/ANSI95;85mph;h=25R;TCDL=6.4psF BCDL=6.Opsf,,occupancy category I; exposure C;partially,MWFRS gable end zone;cantilever left and right exposed:end vertical left and right exposed;Lumber DCl.33 plate grip DOL=1,33, 3) Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads per of ESS/ ' Table No.16-B,UBC-97. 5) A place rating reduction of 20%has been applied for the green lumber members. 4ffi Il AN� • LOAD CASE(S) Standard 4'ff tr jfC 17180 z � ' * EXP. 06130/05 C]VI1. �P 0FCill March 17,2004 ® WARNING-Verify des"paramsters and READ NOTES ON THIS AND INCLUDED 5UTEK REFERENCE PAGE Afil 7493 BEFORE USE. 1117 Greenback Lane Design valid for use orgy with Mink connectors.This design is based only upon parameters shown,and is for an individual bulding component. Suite ID9 Applicability of design oramentea and ro er inca oration of c Cifns Heights,CA,95610 I PP N 9 P P P tp ornponent istesponsibMty of building designer-not truss designer.Bracing shown is for lateral support of individual Web members Only.Additional temporary bracing to Insure stobil;ly during construction is the responsibi@fty of the erector-Additional permanent bracing of the overcll structure is the responsibility of the building designer.For general guidance regarding still fabrication,quality control,storage,delivery,erection and tracing,consult ANS1111 It Quality Criteria,058-89 and BCSII Building ComponentWE MiTek� Safety Information available tram Truss Plate Institute,583 D'Ono WI ftio Drive,Madison. 53719. Job Truss Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS R11627169 ' MASTERTR R30G CAL HIP 1 1 Job Reference(optional) JMW T H-0 ATHEDRAL CITY .000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:48:18 2004 Page 10-0-0 -1-2-4 8-7-9 11-5-0 11-1 IV 17-8-5 11-3 p 23-D-7 29.8-0 I� 1-2-0 6-7-9 4-9-7 0-0-11 5-8-10 0-6.11 4-9-7 6-7-9 Scale=1:54.9 4x6 MI120 4x6 MI120 4.00 ri'F 4 5 3z4 MII20 5 r]—�>&4II20 3 6 g :"7 ' d 1 3x8 M1120 = 12 11 13 4x7 MI120 = 10 149 8 3x8 M1120 - d • 2x4 M1120 II Sx8 M1120 -, Sx6 M1120 = 2x4 M1120 II 4x10 M1120 = ' 5x8 MIM = 0-0-0 0-0-0 6-7-9 11-5-0 18-3-0 23-0.7 29-6-0 6-7-9 4-9-7 6-10-0 4-9-7 6-7-9 Plate Of9ets(X,Y): [9:0-1-8,0-2-4],[11:0-1-8,0-2-4] ' LOADING (nsf) SPACING 2-0-0 CSI DEFL In (roc) Ildeft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.66 Vert(LL) -0.27 8-9 >999 M1120 1851146 TCDL 14.0 Lumber increase 1.25 BC 0.92 Vert(TL) -0.52 9 >682 BCLL 0.0 Rep Stress Incr NO WB 0.33 Horz(TL) 0.13 7 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl=360 Weight:122 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 2-9-15 oc purlins. BOT CHORD 2 X 4 DF 166OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, ' WEBS. 2 X 4 HF Stud/Std G*Except' Except: 9-11 2 X 6 HF No.2 8-8-13 oc bracing:9-11. REACTIONS pb/size) 7=1 346/0-3-8.2=1428/0-3-8 Max Horz 2=69(load case 5) Max Uplift 7=-195(load case 4),2=235(load case 3) FORCES (Ib)-First Load Case Only 1 TOP CHORD 1-2=22,2-3=-3440,3.4=-2971,4-5=-2786,5-6=-2974,6-7=-3475 BOT CHORD 2-12=3194,11-12=3194,11-13=2772,10-13=2787,10-14=2763,9-14=2747,8-9=3229, 7-8=3229 WEBS 3-12=97,3-11=-429,4-11=491,5-9=507,6-9=-466,6-8=110 NOTES i) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-98 per UBC97/ANSI95;85mph:h=25ft,TCDL=8.4psF BCDL=6.OpsF occupancy category I; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed:end vertical left and right exposed:Lumber DOL=1.33 plate grip DOL=1.33. OFESS/Q ' 3) Provide adequate drainage to prevent water ponding. OQR 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads per �� C,A A Table No.16-B,UBC-97, • 5)A plate rating reduction of 20%has been applied for the green lumber members. 1'Tt LOAD CASES) Standard G17180 Z X 1) Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) EXP. 06/30/05 Vert:14=-60.0,4-5=60.0,5-7=-00.0,2-13=-20.0,13-14=-80.0,7-14=-20.0 s� CIO. '\P q�CFCAU� March 17,2004 ' j& W,4RNLVG-VerVy design Parameters and READ NOTES ON TR78 AND INCLUDED MTES REFERENCE PAGE MU-7473 BEFORE USE. 7777 Greenback Lane r� Design•.a1id for use onlywith MTek connectors.This design a based only upon parameters shown,and 1s for an individual building component. Suite 109 A-,.--blli of Citrus Heights,CA,95610FiTj r{- ty design paromenlers and proper incorporation of component I5 responsibility of building designer-not truss designer.Brac ng sham is,'lalerol support of individual web members only.Additional temporary bracing to insure stability during construction is the respombillity e-the ere:tor. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,Storage,delivery,erection and bracing,Consult ANSI/TPII Quality Criteria,DSB-69 and BCS11 Building Component Safety Information available from Tens Plate Institute,583 D'Onofrio Drive,Madison.WI 53719. Job Truss Truss Type ty P y l A LACUNA LARGE ROO RUSS Rf1627170 ' MASTERTR R30H CAL HIP 1 1 Job Reference(optional) JMW TRUSS,LATHED L CITY 5.000 s Jun 9 2003 MTek Industries,Inc. Wed Mar 17 13:48:20 2004 Page 1 p-p-p 0-0-0 1-2-0 6-7-9 11-5-0 _ 13-11-11 15-8-5 18-3-0 23-0.7 29-8-0 1-2-0 6-7-9 4-9-7 2-6-11 1-8-10 2-6-11 4-9-7 6.7-9 Scale=1:55.8 2M M1120 II 2x4 M1120 {I 2x4 M1120 l l 2(4 M1120 I I 4xS W20 — 5 7 9 t0 4z5 MII20 — 4.00 FM 4 9 2 11 3x4 M1120 % 3x4 M1120 zzm 3 12 q 4 o 2 13 n n • 6 3x8 M112C = 18 17 21 4x7 M1120 16 2215 14 3x8 M1120 2x4 MI120 t 5x8 MII20 = 5x6 M1120 = 2x4 Mt120 I 4x10 M1120 = 518 MI120 — 0-0-0 D-" 6-7-9 11-5-0 18-3-D 23-0-7 29.8-0 6-7-9 4-9-7 6-10-0 4-9-7 6-7-9 Plate Onsets X,Y): [15.0-1-8,0-2.41,[17:0-1-8,0-2-4) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.74 Vert(LL) 0.30 15 >999 M1120 1851148 TCDL 14.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.53 14-15 >661 r3CLL 0.0 Rep Stress Incr NO WB 0.35 HOr7(TL) 0.14 13 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Udell-360 Weight:129 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 2-9-9 oc purlins. ROT CHORD 2 X 4 OF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 8-9-4 oc bracing. WEBS 2 X 4 HF Stud/Std G*Except* JOINTS 1 Brace at Jt(s):6,8 15-17 2 X 6 HF No.2 REACTIONS (lb/size) 13=1359/0-3$,2=1441/0-3.8 Max Harz 2=85(load case 5) Max Uplift 13=-248(load case 4),2=-287(load rase 3) FORCES (Ib)-First Load Case Only 1 TOP CHORD 1.2=22,2.3=-3476,3.4=-3015,4-5=-38,5-7=-8,4-6=2830,6-19=-2830,19-20=-2830, 8-20=-2830,8-11=-2830,9-10=-8,10-11=35,11-12=-3018,12-13=-3510 BOT CHORD 2-18=3227,17-18=3227,17-21=2815,16-21=2831,16-22=2806,15-22=2791,14.15.3262, 13-14=3262 WEBS 3-18=911,3-17=-417,4-17=4135,11-15=504,12-15=-455,12-14=110,5-6=-44,8-10=-53 ' NOTES 1) Unbalanced roof rive loads have been considered for this design. 2) Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25ft;TCDL=8.4psF,BCDL=6.0psf•,occupancy category I: exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right �yQFESS/0 ' exposed;Lumber DOL=1.33 plate grip DOL=1.33. Qp NC, 3) Provide adequate drainage to prevent water ponding. ��, `C A l 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per • Table No,16-13,UBC-97. 5)A plate rating reduction of 20%has been applied for the green lumber members. rT1 6) Design assumes 4x2(flat orientation)purl€ns at oc spacing indicated,fastened to truss TC wl 2-10d nails. C 17 $Q Z ' LOAD CASE(S) Standard * EXP. 06/30/05 yt 1) Regular.Lumber Increase=125,Plate Increase=1.25 Uniform Loads(plf) Vert:14=-60.0,4-7=-60.0,6-19=-28,0,19-20=-60.0,8-20=-28.0,9-11=-60.0,11-13=-60.0,2-21=20.0, ClVt1 21-22=-80.0,13-22=-20.0 aPCA0 March 17,2004 A WARNING•Verify design parameters and READ NOTES ON TNrS AND INCLUDED METER REFERENCE PAGE)kQh7473 BEFORE USE. 7777 Greenback Lane -a for use only with M06k connectors.The design is based only upon pclameteR shown,and a for on imfividual bulding component. Sage 109 8561 Heights.CA Applicobi3fy of design poromeniers and proper incorporation of component is responsibility of bolding designer Bracing-not truss designer.Bracing siww,i Cirrus Heg , -M1 is for lateral support of individual web members only.Addlional temporary brocing:o i—re stal4ty during construction is the responsibMity of i`� erector.Additional permanent bracing of the oyeroll structure is the resporuibrity of the bLWng designer.For general guidance regarding fabrication.quality cantrot storage,delivery,erection and tracing.consul) AN51/TPI1 Quality Cdferlo,D58-89 and BCsn Building Component M iTek@ safety Information available from Truss Plate Institute.583 D'Onofdo Onve,Madison,N 53719. Job Truss Truss Type 01y Ply LA LAGUNA LARGE ROOF TRUSS R11627171 MASTERTR R301 CAL HIP 1 1 Job Reference(optional) JMW TRUSS,CATHEDRAL CITY 5,000 s Jun 9 2003 Mll Industries,Inc. Wed Mar 17 13:48:21 2004 Page 1 0-0-0 0-0-0 15-8-5 12-0 4-11-5 9-5-0 13-11-11 1 -10 20-3-0 24-8-11 29-11 0-10- 1-2-0 4-11-5 4-5.11 4-6-11 0-10-5 4-6-11 4-5-11 4-11-5 1:55.0 0-10.5 2x4 M1120 II 2x4 M1120 II 4x4 M1120 4x4 M1120 4x4 M1120 5 7 10 11 4.00 rf2— 3'8-fJm2 4x4 MII20 4 _ 12 2x4 M1120 2x4 M1120 3 13 14 01 2 15 d —S1:2 d 05 M1120 - 19 18 17 18 4x5 Mi12D — Us M1120 - 3x4 M1120 — 3x8 M1120 — 2x4 MII20 11 o-a-0 a•o-0 9-5-0 14-10-0 20-3-0 _29_&0 9-5-0 5-5-0 5-5-0 9-5-0 LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) Vdefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.58 Verl -0.19 2-19 >999 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BG 0.80 Vert(TL) -0.45 14-16 >781 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0,10 14 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Well=360 Weight:138 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.2 TOP CHORD Sheathed or 3.5-8 oc puriins. Except: BOT CHORD 2 X 4 OF No.2 2 Rows at 113 pts 4-12 WEBS 2 X 4 HF Slud/Std G BOT CHORD Rigid ceiling directly applied or 8-5-2 oc bracing. REACTIONS (Ib/si7e) 2=1205/0-3-6,14=120ZD-3-8 Max Horz 2=80(load case 5) Max Uplift 2=-246(load case 3),14=244(load case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=-2817,3-4=2500,4-5=-1111,5-7=-6,4-6=-1356,6-8=-1356,8-9--1356,9-12-1356 ,10-11=-8,11-12=-1111,12-13=-2500,13-14=-2819,14-15=21 BOT CHORD 2.19=2632,18-19=2015,17-18=2015,16-17=2015,14.16=2633 WEBS 3-19=-295,4-19=77,8-19=384,8-18=70,8-16=384,12-16=77,13-16=-296,5-6=253,9-11=253, 5-11=-993 NOTES 1) Unbalanced roof live loads have been considered for this design. ' 2) Wind:ASCE 7-98 per UBC97/ANS195;85mph;h=25ft;TCDL=8.4psf BCDL=6.Opsf,occupancy category I; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loeds per OQ�OFESS/QN Table No.16-B,UBC-97. 5) A plate rating reduction of 20%has been applied for the green lumber members. �� Ci•AIVQ F` • 6) Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-1 Od nails. LOAD CASE'S) Standard _ Z C 17180 � * EXR 06/30/05 k S� C/O- �P OFCAQ� March 17,2004 ® WARN7Nci-Vert f9j design parameters and RraD N07L9 ON 1'fll3 AND fNCLUDEP MITEK REFERENCE PAGE MR-7473 BEFORE USE. 7777 Greenback Lane 109 Deign vorid for use onlyv4th MITek connectors.She design is based only upon parameters shown,and is for an individual bu0desg Component. Citrus Heights,CA,95610FiRipla � ApplicobiSty of desgn poromenters and proper incorporotion of component is responsib:ity of building designer-not Iruss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during conshuction is the responsib4ty of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fobricotion,quolity control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI1 Building Component M ITeK� 44. Safety Information available from Truss R6e Institute,583 D'Onofrio Drive,Madison,WI 53719. z Job Truss Truss Type ty Ply LA LACUNA iARGE ROOF TRUSS R11627172 MASTERTR �R30L ROOF TRUSS 4 1 Job Reference(optional) JMW T o o oS,CATHEDRAL CITY 5.000 s Jun 9 2003 MTek Industries,Inc. Wed Mar 17 13:4 22 2004 Pagel -1-2-0 7-9-14 14-10-0 21-10-2 29-8-0 0-101 1-2-0 7-9-14 7-0-2 7-0-2 7-9-14 1-2-0 Scale=1:53.0 4.00 12 4x5 MII20 = 5 3x4 M1120 3x4 M1120 z* i 2x4 MIf20 4 6 2x4 111120 j 3 7 2 B • a d 31111011120 - 12 11 10 3x8 M11120 - 3x4 M1120 = 3x4 M1120 = 3x4 W120 = 0-0 0 0-M 11-0-14 18-7-2 29-8-0 I 11-0-14 7-6-5 11-0-14 ' LOADING (psi) SPACING 2-0.0 CSI DEFL in (loc) Udell PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.72 Vert(LL) -0.35 8-10 >999 M1120 185/148 TCDL '4.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.83 2-12 >425 BCLL 0.0 Rep Stress Incr YES WS 0.32 Horz(TL) 0.10 8 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl=360 Weight:110 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 3-0-9 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rlgid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4HFStudlStdG ' REACTIONS (lb/size) 2=1254/0-3-8,8=125710-3-8 Max Horz 2=-82(load case 6) Max Uplift 2=-188(load case 3).8=-190(load case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=21,2-3=-2787,3-4=-2358,4-6=-2286,5-6=-2285,6-7=-2357,7-8=-2786,8-9=22 BOTCHORD 2-12=2592,11-12=1775,10A1=1775,B-10=2591 WEBS 3-12=-532,5-12=653,5-10=612,7-10=-532 NOTES 1) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25ft;TCDL=8.4psf;BCDL=6.0psf;occupancy category I; exposure C;partially;MWFRS gable end zone-cantilever left and right exposed:and vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-B,UBC97. 4)A plate rating reduction of 20%has been applied for the green lumber members. LOAD CASE(S) Standard Q0?,oFE.Ss/�N9 C 17180 z * EXP. 06130/05 s� CrVt1. �P March 17,2004 WARNING-9rr(fy deftgn p—rrtrtera and READ NOTES ON TX73 AND INCLUDED MITER REFERENCE PAGE MIT-7473 BEIORE USE. 7777 Greenback Lana Design valid for use only with MTek conneCtors.This design is based only upon parameter shown,and is for an 1^dlvlduu bukdfng component. Suite 109 A cablli of design Cllrus Helghls,CA.95610 I pp11 fr rg poranenter and proper of component S resporssibtity of buld'u1y designer-not truss designer.Bracing shown B for lateral support of ildvldWl web members lady.Addlfforlal temporary bracing to insure stablity,during conchuction is the responsib➢Gty of the erector.Addtional perm0118nt bfacblg of""overoll slruclum 6 the responsib,.ity of the bulldrsg designer.For general guidance regarding fabrication,quali ycontrol,storage,deMery,erection and bracing,consult ANSlfrPl1 Quaitly Criteria,1356-89 and BCSlI Building Component M iTekm Safety Information available from Trust Plate Institute,583 D'Onoldo Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply LAGUNA LARGE RO RUSS R11627173 MASTERTR R30N CAL HIP 1 1 Job Reference(optional JMW TRUSS,CA EDRAL CITY- 5.00 s Jun 9 2003 I ek Industries,Inc. We Mar 17 f 3:4 ; 2004 Page 1 a-0-0 0-0-0 r1-2-01 4-11-5 9-5-0 , 11-11-11 , 1� 1�, 2 F T 0-3-0 , 24-9-11 _ , 29-8-0 30-10-f1 r� - -- 1-2-0 4-11-5 4-5-11 2-8-11 2-10-5 2-10-5 2-6-11 45-11 4-11-5 1-2-0 44 Scale 1:54.9 20 MII20 ll 2x4 M1120 I 2x4 MII20 ll 2x4 MII20 II 4x4 MII20 - a.00 1z 5 7 3xB M1120 = 1D t1 4x4 M1120 0 4 0 8 2 12 20 MII20 2x4 M1120 3 13 dt 2 14 15 • 4xS M1120 — 19 is 17 16 4x5 M1120 3x8 M1120 - 3x4 M1120 = 3x8 M1120 - 2z4 M1120 II 0-0.0 0-0-0 i 9-5-0 14-10-0 20-3-0 29-&0 9-5-0 5-5-0 5-5-0 Plate Offsets( ); [2:0-2-14,0-0-2], 4 0.2-14,0-0-2] LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.T8 verl(LL) 0.23 18 >09 M1120 135,1148 TCDL 14.0 Lumber Increase 1.25 BC 0.92 Vert(TL) -0.48 14-16 >736 BCLL 0.0 Rep Stress Incr YES WB 0,41 Horz(TL) 0.12 14 nla daBCDL 10.0 Code UBC971ANSI95 (Matrix) 1st LC LL Min Vdefl=360 Weight:128 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 3-3-15 oc purling. Except; BOT CHORD 2 X 4 DF No.2 1 Row at midpt 6-9 WEBS 2 X 4 HF StudlStd G BOT CHORD Rigid ceiling directly applied or B-0-4 oc bracing. JOINTS 1 Brace at Jt(s):6,9 i REACTIONS (lb/size) 2=126910-3-8,1 4=1 26 610-3-8 Max Horz 2-71(load case 5) Max Uplift 2=-270(load case 3),14=266(load case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3-2998,34e-2721,4-5=-34,5-7=-8,4-6=-2548,6-20=-2548,8-20=2548,8-21=2548 9-21=-2548,9-12=-2548,10.11=-8,11-12=-34,12-13=2721,13.14=-2999,14-15=21 BOT CHORD 2-19=2800,18-19=2883,17-18=28B3,16-17=2883,14-16=2802 WEBS 3-19=-245,4-f9=444,849=-385,8-18=63,8-16=-385,12-16=445,13-16=-246,5-6=-55, 9-11=-55 NOTES 1) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98 per UBC971ANSI95;85mph;h=25ft;TCDL=8.4psf;BCDL=6.Opsf;occupancy category t; exposure C;partially,MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. � Es�1 3) Provide adequate drainage to prevent water ponding. O4� 4)This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads per �4A, �,`C,A Y�y Table No.16-B,UBC-97. . 5)A plate rating reduction of 20%has been applied for the green lumber members. 6) Design assumes 4x2(flat orientation)purlins at oc,spacing Indicated,fastened to truss TIC w/2-1 Od nails. rt1 LOAD CASE(S) Standard C 17180 yr EXR 06/30/05 C1V I'L �Q FCAt�tiFQ�a March 17,2004 A® WARNING-verify destgr,param-and READ!VOTE MI S ON TRISAND INCLUDED TER REFERENCE PAGE MU-'7473 BEFORE USS. !7l I/�raa nbArt l-�-r,a Design valid for use only with MOek cennector� This design is based only upon parameters shown,and is for an individual building component. Suitn 09 A licabili of design ararrenlers ana ro er incorporation deights,CA,9S51h�� pp ty g p p p of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of incdvid-.,al web members only.Adclifional temporary brocing to insure stability during consfructlen is the responsibEfyof the erector.Addifionol permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,Consult ANSIJTPl1 duality Criteria,DSB-89 and nu BCS11 eullding Component M iTeK® Safety Information available from Ts Plate Institute,583 D'Onofrio Drive,Madison.Wl 53719. Job Truss Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS R11627174 ' MASTERTR R30P ATTIC 1 1 Job Reference(optional) JMW Te�10SS,CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:48:24 2004 Page 1 0-0-0 5-9-11 114-12 14, 6-8 i_- 17-8-4 23-3.5 , 294-8 �0-fi-81 5-9-11 5-7-1 3.1-12 3-1-12 5-7.1 6-1-3 1-2-0 scale=1:51.9 4.00 rfr 4.4 MI120 - 5A M1120 z- 4 3x5 M1120 3x4 M1120 3 I 5 6 2x4 M1120 zz� 2x4 M1120 11 2x4 M1120 i 2 7 1 8 y rA • �l 3x8 M1120 13 12 4x7 M1120 - 11 10 4x6 M1120 5x7 M1120 WB - 4x7 M1120 = 5x7 MI120 WS = 1 5x8 M1120 - 5x8 M1120 - 0-C-0 0-M 5.9.11 1 10-" 114-12 17-84 1 -6-1] _ 23-3.5 294-8 I 5-9-11 4-8-13 0-104 6-M 0-10-4 4-8-13 6-1-3 Plate Offsets(_X,Y): ]1:0-0-9,0-1-8],[3:0-2-0,0-3-0],(8:0-2-10,0-0-2),[11:0-1-8.0-1-12],[12:0-1-8,0-1-12),[13:0-3-8,Edge) LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP TOLL 16.0 Plates Increase 1.25 TO 0.64 Vert(LL) -0,48 8-11 >728 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.87 8-11 >401 BCLL D.0 Rep Stress Incr YES WB 0,55 Horz(TL) 0.13 8 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Udell=360 Weight:126 lb LUMBER BRACING TOP CHORD 2 X 4 DF-No.2 TOP CHORD Sheathed or 2-8-5 oc pudins. BOT CHORD 2 X 4 OF 165OF 1.5E 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 10-13 2 X 4 OF 240OF 2.0E WEBS 1 Row at midpt 3-5 WEBS 2 X 4 HF Shxi/Std G*Except* 3-12 2 X 4 HF No.2,5-11 2 X 4 HF No.2 11-12 2 X 6 HF No.2,3-5 2 X 4 OF No.2 REACTIONS (fb/size) 1-1448/Mechanical,8=1527/0-3-8 Max Horz 1=-86(load case 6) Max UpUft 1=-129(load case 3),8=-170(load case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=-3619,2-3=-3178,34=-617,4-5=-614,5-6=-3107,6-7=-3189,7-8=-3722,8-9=22 BOT CHORD 1-13=3371,12-13=3371,11-12=2969,10-11=3485,8-10=3485 • WEBS 3-12=588,5-11=619,2-12=433,7-11=-545,3-14=-2419,5-14=-2420,4-14=205 ' NOTES 1) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98 per UBC97/ANS195;85mph;h=25ft;TCDL=8.4psf;BCDL=6.Opsf,occupancy category l: exposure C;partfally,MWFRS gable end zone;cantilever left and right exposed;end vertical left and right �yCFESS/� exposed;Lumber DOL=1.33 plate grip DOL=1.33. dp � 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per � C,/�NO� < Table No.16-B,UBC-97. • 4) Ceiling dead toad(5.0 psf)on member(s).3-14,5-14 5) Bottom chord live load(40.0 psf)and additional bottom chord dead load(0.0 psf)applied only to room.11-12 rn 6) A plate rating reduction of 20%has been applied for the green lumber members. a `` 17180 r 7) Refer to girders)for truss to truss connections. * EXP, 06l30/05 LOAD CASE(S) Standard s� C)VRI �P q��FCAI.W�¢� March 17,2004 WARNINO-Ver(&design parameters and READ NOTES ON TIES AND INCLUDED MITER REFERENCE PAGE IM-7473 BEFORE USE. 7777 Greenback Lane --m Design valid for use only with MiTek connectors.This design Is based only upon parameters shewn,and Is for on individual building component. Suite 109 A licobif of design aromenters and proper Incorporation of component is responsibility of building designer not buss designer.Brocin shown Citrus Heights,CA,95610 PP h rg P P P Po P fY g 9 9 9 is for lateral wppavl of individual web members only.Additional temporary bracing t0 insure stability during construction Is the responsibillity of the erector.Addilionad permanent bracing of the overall structure is the responsib:ity of the buildng designer.For general guidance regarding M1 labrication.quality control,storage,delivery,erection and bracing.consult ANSI/TPI1 Quality Crfleda,OSB-89 and BCSI I buBding Component MOW Safety Infonnafion ava9able from Truss Plate Institute.583 D'Onotria Drive,Madison.WI 53719. Job Tr,;ss ruse Type City ly LA LAGUNA LARGE ROOF TRUSS R11fi27175 MASTERTR R30Q ROOF TRUSS 5 i Job Reference(optional) JM1,V T��-SS;CATHEDRAL CIT 5.OD0 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:4825 2004 Page 1 a-a-g 7-6-f 14-6-8 21.6-10 I 29-4-8 -6 7-42 70-2 7-914 1 Scale =1;52.1 4.00 FM US MII20 = 30 MI120 4 3x4 Mi120 3 2x4 M1120 2x4 MII20 i 2 6 1 7 ry 8 a • 3x6 M1120 11 10 9 3x8 MII20 3x4 M1120 = 3x4 M020 = 30 M1120 = 0-0-0 0-0-0 1 tc-9-6 76-3-i0 294-8 10-9-6 7-M 1/-0-14 I LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) Vdefi PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.83 Vert(LL) -0.35 7-9 >999 M1120 1851145 TCDL 14.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.82 7-9 >426 1 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.10 7 nfa BCDL 10.0 Code UBC971ANSI95 (Matrix) 1 st LC LL Min Udefl=360 Weight:107 lb LUMBER BRACING TOP CHORD 2 X 4 DF Ni TOP CHORD Sheathed or 2-7-8 oc purlins. BOT CHORD 2 X 4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Studi G REACTIONS (lb/size) 1=1161/Mechanical,7=1247/0-3-8 Max Horz 1=-86(load case 6) Max Uplift 1=-148(load case 3),7=-189(load case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=-2705,2-3=-2303,3-4=-2228,4.5=-2255,5-1 6-7=-2756,7-8=22 BOT CHORD 1-11=2506,1D-11=1746,9-10=1746,7-1 WEBS 2-11=488,4-11=616;4-9=653,6-9=-532 1 NOTES `) Unbalanced roof live loads have been considered for this design: 2) Wind:ASCE 7-98 per UBC971ANSI95;85mph;h=25ft;TCDL=8.4psf;BCDL=6.Opsf;occupancy category I; • exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-B.UBC-97. 4)A plate rating reduction of 20%has been applied for the green lumber members. 5) Refer to girders)for truss to truss connections. OQR�fEss1�N LOAD CASE(S) Standard '� C+•ANQ��(�2G� C 17180 z T * EKP. 06130105 March 17,2004 �1 WARNING-Vertry design Parameters and READ ROTES ON THIS AND INCLUDED MITES REFERENCE PAGE 8rQ-7473 BEFORE USE. 17 77 Greenback Lane �m Design valid tar use only vrith Mirek connectors.This design is based only upon parameters shown,and is for on individual building component. Suite i09 A• licabili of deli n aromenters and Okras Heights,CA,95810 � sp ty g p proper incorporation of component is responsibility of building designer-not buss designer"Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure slabilify during construction's the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidonce regarding 'fabrication,quality control,storage,derivery,erection and D bracing,cons Drive,Madison, ANSI/TPIi Quality Cdlerla,DSB-89 and Ii Building Component M j/Tek� Safety Information ovailoble from Truss Plate institute,583 'Oni Madison,N 53719. NA O o Truss Truss Type Qh PI t- F TRUSSr Y R11627176 MASTERTR R30S ROOFTRUSS 1 1 Job Reference(Op''anal) JMW 0 OSS,CATHEDRAL CITY 5.000 s Jun 9 2003 1Tek Industries,Inc. W Mar 1713:4827 2004 age I 0-0-0 7-9-14 14-10-0 1 21.10-2 1 29-8-0 30-10-Q 7-9-14 7-0-2 7-0-2 7-9-14 1.2-0— Scale=1:52.3 All plates are 1.5x4 M20 unless otherwise indicated. 4.00 FM 45 M1120 - 3x4 M1120 1 4 30 MII20 3 2x4 M1120 � 5 ac4 M1120 yq 2 6 r•5 f-8.0 • d - d 4x7 MII20 11 10 9 4z7 MII20 3x4 M1120 - 3x4 M1120 - 3x4 M1120 - 0-0-0 0-0-0 t 11.0-14 18-7-2 j 29-8-0 11-0-14 7-6-5 11-0-14 Plate Offsets X,Y: [1:0-2-2,0-0-2],[7:0 -2,0-0.2] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well LPLATES GRIP TOLL 16.0 Plates Increase 1.25 TC 0.88 Vert(LL) -0.41 1-11 >864 1851148 TCDL 14.0 Lumber Increase 1.25 BC 0.92 Vert(TL) -0.93 1-11 >378 BCLL 0.0 Rep Stress fncr YES WB 0.33 Horz(TL) 0.11 7 n/a BCDL 10.0 Code UBC971ANSI95 (Matrix) 1st LC LL Min f/de0=360 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 'Except' TOP CHORD Sheathed. 1-3 2 X 4 DF 1650F 1.5E,5-8 2 X 4 DF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 4-8-3 oc bracing. BOT CHORD 2 X 4 DF 165OF 1.5E WEBS 2 X 4 HF Stud/Std G OTHERS 2 X 4 HF Stud/Std G REACTIONS (lb/size) 1=1 173/0-3-8,7-1 25 810-3-8 Max Hnr7 1=86fload caco Rl Max Grev 1=1B12(load case 8),7=1897(load case 7) FORCES (lb)-First Load Case Only TOP CHORD 1-2=-2803,2-3=2370,3-4=-2298,4-5=-2290,5-6=-2362,6-7=-2791,7-8=22 BOT CHORD 1-11=2609,10-11=1780,9-10=1780,7-9=2596 WEBS 2-11--539,4-11=663,4-9=650,6-9=532 1 NOTES 1) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98 per UBC97/ANSI95;86mph;h=25ff-,TCDL=8.4psf;BCDL=6.1[lpsf;occupancy category 1; exposure C;partialty;MWFRS gable end zone;cantilever feR and right exposed;end vertical left and right 1 tJr ESU/(} exposed;Lumber DOL=1.33 plate grip DOL=1.33. �e N�C 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face), ��. ,� C,A�O F see MITek"Standard Gable End Detail' 'yC 4) Gable studs spaced at 1-4-0 oc. ` 5) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads per 1rt Table No.16-8,UBC-97. C 17180 x 6) A plate rating reduction of 20%has been applied for the green lumber members. 7) This truss has been designed for a total drag load of 3780 lb. Connect truss to resist drag loads along bottom * EXP. 06/30/05 chord from 0-0-0 to 29-8-0 for 127.4 pif. LOAD CASE(S) Standard CIVIL March 17,2004 ® WARNING-Verify design paramef m and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AM-7473 BEFORE USE. 7777 Greenback Lane --� Design valid for use only with M6ek connectors.Th s design isbased only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design pornmenters and proper in—poration of component is responsibility of building designer-not puss designer.Bracing shown Citrus Heights,CA,9561 0MI is for lateral support of inc!Mcluot web members only.Additional temporary bracing to insure stability during construction is the respcnsibillity of the ereclor.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding foolcaiton,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Crlleria,DSB-89 and 11CSII Bullding Component MOW Safety Information available from Truss Plate institute,583 UiDrofrio Drive,Mod'aom WI 53719. Job Truss Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS R11627177 MASTERTR R30T ROOFTRUSS 1 1 Job Reference(optional) JMW TRUSS,CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:48:29 2004 Page 1 1-2-0I 7-9-14 + 14-10-0 I 21-10-2 29-&0 �0-101; 1-2-0 7-9-14 7-0-2 7-0-2 7-9-14 1-2-0 scale=1:52.9 All plates are 1.5x4 M20 unless otherwise indicated. 4.00 05 MII20 5 3x4 M1120 3x4 MII20 2x4 MII20 4 8 2x4 MII20 i 3 7 1-6-0 2 8 r+Yt 1 - 9 . d d 4x7 MI120 - 12 11 10 40 M020 - 3x4 M1120 - 3x4 M1120 3x4 M1120 D-0-0 0-" 11-0-14 18-7-2 29-84 r r 11.0-14 7-6-5 11-0-14 Plate Offsets(X, LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC D.75 Vert(LL) -0.41 8-10 >854 M1120 1851148 TCDL 14.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.92 2-12 >383 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.11 8 n1a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Udefl=360 Weight:163 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 'Except- TOP CHORD Sheathed or 2-6-3 oc purlins. 1-4 2 X 4 DF 1650F 1.5E,6-9 2 X 4 DF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 4-8-11 oc bracing. BOT CHORD 2 X 4 DF 165OF 1.5E WEBS 2 X 4 HF Stull G OTHERS 2 X 4 HF Stud/Std G REACTIONS (lb/size) 2=1254/0.3-8.8=125710-3-8 Max Horz 2=-82tlnad rasa a1 Max 6rav 2=1892(load case 8),8=1895(load case 7) •FORCES (lb)-First Load Case Only TOP CHORD 1.2=21,2-3=-2787,3-4=-2358,4-5=-2286,5-6=-2285,6-7=-2357,7-8=-2786,8-9=22 BOTCHORD 2-12=2592,11-12=1775,10-11=1775,8-10=2591 • WEBS 3.12=532,5-12-652,5-10=652,7-110=-531 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-98 per UBC971ANS195;85mph;h=25ft:TCDL=8.4psf;BCDL=6.Opsf:occupancy category I; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1,33, 3) Truss designed forwind loads in the plane of the truss only. For studs exposed to wind(normal to the face), see MTek"Standard Gable End Detail' 4) Gable studs spaced at 1-4-0 oc. 1 5) This truss has been designed fora 10.0 psi bottom chord live load nonconcurrent with any other live loads per rTt Table No.16-8,USC-97. 17180 6)A plate rating reduction of 20%has been applied for the green lumber members. 7) This truss has been designed for a total drag load of 3780 lb. Connect truss to resist drag loads along bottom * EXP. 06/30/05 1} chord from 0-0-0 to 29-8-0 for 127.4 plf. LOAD CASE(S) Standard f C(V11. �P OFCA1.V� March 17,2004 ® WAP_VMG-SWI des n 7777 Greenback Lana fy 14 parnmatera and READ NOTES ON TfIL•3 AND INCLUDED ffiTElf REFERENCE PAGE NII•7973 BEFORE USE. rnr� Desig valid Ior use only with MiTek connectors.7M design is based only upon parameters shown,and s for an Individual bvgdhg component. Suru JOB A .i-abili at design CIWd Heights,CA.9$810IM pp... ry Ig paramenters and proper incorporation of component Is responsiD_iN of building designer•not truss designer.&acing shown Is for lateral support of individual web members arty.Additional temporary bracing to Insure stalaVy during construction Is the responstUGty,of the erector.Additional permanent bracing of the overall struafure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSIITP11 quality Criteria,DSB-99 and BC511 Building Component M iT@km Safety Informatlon available from Truss Plafe Institute,583 1 Nye.Madison.WI 53719. Job Truss Truss Type Oty Pty LA LAGUNA IARGE ROOF TRUSS R11627178 MASTERTR R31 ROOF TRUSS 1 1 Job Reference(optional) JMW TRUSS,CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:48:30 2004 Page 1 0-0�0 0-0-0 -1.2-0 I - 6-3-12 I 12-7-8 , 13-g-8 I 1-2-0 6-3-12 6-3-12 1-2-0 All plates are 1.5x4 M20 unless otherwise indicated. 46 M1120 - Scale=1:27.4 3 ' 4.00 7F 4x6 MII20 4x6 M1120 zz 2 4 5 1 • N r 7 4d1120 II 3x8 M2120 - 3x4 Viln II 6-3-12 12-7-8 6-3-12 6-3-12 LOADING (psf) SPACING 2-0-0 CSi DEFL In (loc) Ildefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.02 7-8 >999 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.05 7-8 >999 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.00 6 n!a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min Vdefl=360 Weight:83 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 DF ND.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G OTHERS 2 X 4 HF StudlSld G REACTIONS (lb/size) 8=575/0-3-8.6=575/0-3-8 Max Upli 8=4 04(lo case 5) Max Uplift 8=-1D4(load case 3),6=-104(load case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=26,2-3=-496,3-4=-496,4-5=26,2-8=-512,4-6=-512 BOT CHORD 7-8=81,6-7=81 WEBS 3-7=-106,2-7=354,4-7=354 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-98 per UBC97/ANSI95;115mph;1=2511;TCDL=8.4psf;BCDL=6.Opsf;occupancy category 1; ' exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face), see MiTek`Standard Gable End Detail' 4) Gable studs spaced at 1-4-0 oc. QR()FESS/�N 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Q Table No.16-B,UBC-97. ��� ��Ci•ANQ 6) A plate rating reduction of 20%has been applied for the green lumber members. r LOAD CASES) Standard 7 QO T. n* EXP 06/30/05 9�OF CAoF March 17,2004 ' ® WARMNG•7erW design parameters and READ NOTES ON TADS AND rNCUM=,W7iK REFERENCE PAGE AM-7473 BEYORB USE, T777 Greenback Lane --m Design valid far use onl with MiTek connectors.This design is based only u Suite 109 y g y pan parameters shown,and is for an individual binding component. SuiteCitrus Heights,CA,956tD Applicability of design paramenters and proper Incorporation of component is responsibility,DI building designer-not truss designer.Bracing shownml k for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillily of the erector.Additional permanent bracing of the overa9 structure is the respafuib°ity of me bv]dng designer.For general guidance regording fabrication,cluafitycontrol.storage,delivery,erection and bracing,consult ANSI/TPSI Quality Criteria,D511-89 and SCS11 Funding Component MiTek® Sdety Iniormdlon avcilable from Truss Plate Institute,533 D'Onofrio Drive,Madison.WI 53719. Job Truss Truss Type Oly P[y LA LAGUNA LARGER F TRUSS R11627179 MASTERTR R31A ROOF TRUSS 1 1 Job Reference(optional) JMW TRUSS,CATHEDRAL CITY nc. Wed Mar 17 13:48:31 2004 Page 1 ` 0-0-0 0-0-0 -1-2-D 6-3-12 12-7-8 13.9-8 1-2.0 6-3-12 6-3-12 1-2-0 Scale=1;24,8 All plates are 1.5x4 M20 unless otherwise Indicated. ' 4x5 M1120 = 3 4.00 12 4 2 64 5 • d 6 3x4 M1120 — 2x4 M112C II 3x4 M1120 - D-D-D 6-3-12 12-7-8 6-3-12 6-3-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.34 Vert(LL) -0.03 2-6 >999 M1120 1851148 TCDL 14,0 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.08 4-6 >999 BCLL 0.0 Rep Stress Iner YES WB 0.14 Horz(TL) 0.01 4 n/a BCDL 10.0 Code UBC971ANS195 (Matrix) 1st LC LL Min Udell=360 Weight:47 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 6-0-0 oc purtins.' BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2 X 4 HF Stud/Std G OTHERS 2 X 4 HF Stud/Std G REACTIONS (lb/size) 2=57510-3-8,4=575/0-3-8 Max Horz2= case 5) MaxUplif 2=104(toad case 3),4=-104(load case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=-938,34=-938,4-5=22 BOT CHORD 2-6=836,4-6=836 WEBS 3-6=166 NOTES 1) Unbalanced roof We loads have been considered for this design.. 21 Wtnd:ASCE 7-98 per UBC97/ANSI95:85mph;h=2511;TCDL=8.4psf;BCDL=6.Opsf;occupancy category I; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and fight exposed;Lumber DOL=1.33 Plate grip DOL=1.33. 3) Truss designed for wind loads In the plane of the truss only, For studs exposed to wind(normal to the face), see MiTek"Standard Gable End Detail" 4) Gable studs spaced at 1-4-0 oc. Qt�Q��ss/QN 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Q Table No.16-B,UBC-97. • 6) A plate rating reduction of 20%has been applied for the green lumber members. 2C LOAD C4SE(S) Standard C 17180 * EXP. 06130/05 cP� C10-61 �Q q�Q�CALI�fl�� March 17,2004 ® WARNING-Verify design pammatem and READ NOTES ON TNIS AND INCLUDED ffiTFIr REFERENCE PAGE N967473 BEFORE USE. 7777 Greenback Lane Designvo5d for use only wilh t�LTek connector.Thh design is ra individual only upon pamete shovm,and is for an indua!buacfrsg component. Sufte 109 A licabiL of design ramenters and citrus Heights,CA,95fi10 pp typa proper Incorporation of component Is responsibility of building designer-not has designer.Bracing shown Is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction Is the responsibillity of the erector.Addifional permanent bracing of the overall shuclure is the responsibility of the building designee For general guidance regarding fabrication,quality control,storage,delivery.erection and bracing,consort ANSI/TPII Quality criteria,DS11-119 and BCSJl building Component M iTekm Safely Information ava°able from Truss Plate Imtitule,583 D'Onofrio Drive.Madison.WI 53719. Job Truss Truss Type City Ply LA LAGUNA LARGE ROOF TRUSS R11627180 MASTERTR R31B ROOF TRUSS 1 1 Job Reference(optional) JMW TRUSS,CATHEDRAL CITY 5.000 s Jun 9 2003 l Industries,Inc. Wed Mar 17 13:48:32 2004 Page 1 0-0.0 0-0-0 -1-2-0 6-3-12 12-7-6 1-2-0 6-3-12 6-3-12 Scale=1:23.4 ' 4X5 MII20 3 4.00 12 4 6 1 2 Ll 5 3X4 MII20 - 2x4 MII20 II 3r4 MII20 - 0-M 0-0-0 6-3-12 12-7-8 "-12 6.3-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.35 Vert(LL) 0.04 4-5 >999 MI120 185/148 TCDL 14,0 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.09 4-5 >999 BCLL 0-0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.02 4 nla BCDL 1D.0 Code UBC971ANSI95 (Matrix) 1st LC LL Min Ildefl=360 Weight:39lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 6-0-0 oc purtins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4HF Stull G REACTIONS (lb/size) 4=489/0-3-8,2=57910-3-8 Max Holz 2=47(load case 5) Max Uplift 4=-63(load case 4),2=104(lood case 3) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3—958,3-4=-957 BOT CHORD 2-5=855,4-5455 WEBS 3-5=173 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-98 per UBC971ANSI95:85mph;h=25R;TCDL=8.4psf;BCDL=6.0psf;occupancy category I; exposure C;parlIally,MWFRS gable end zone;Cantilever left and right exposed;end vertical left and right ' exposed;Lumber DOL=1.33 plate grip DOL=1,33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-8,UBC-97. 4) A plate rating reduction of 20%has been applied for the green lumber members. LOAD CASE(5) Standard �OQFtof ESSIpN C 17180 * ExP. 06/30/05 C10- qdF CA1.1F��� March 17,2004 WARNING-IIer(Jy design parssmeeem and READ NOTES ON THIS AND DVCLUDED MITER REFERENCE PAGE MA-7473 BEPORE USE, 7777 Greenback Lane sun. 1esign valid far use only with Mifek conneclon.This design is based only upon parameters shown,and is for an indlelual building component, Cifrus1 Het9hlr,CA,95610 Appticabifly of design paromenters and proper incorporation of component is responsib_ity of bulldmg designer-not truss designer.Bracing stsown Is for lateral support of i lividual web members only.Additional temporary bracing to insure stabillty during construction is the responsibd¢ty of the erector.Additional permanent bracing of the overall structure is the responsibr.ity of the building designer.For general guidance regarding fabrlcatfon,quaBty control.storage,delivery,erection and bracing,consult At751/TPI1 Qualfly Crlfeda,DS13•09 and BCSII Building Component M iTekm Safety Wormallon available from Truss Plate Institute,583 D'Onafrio Drive,Madison,WI 53119. Jab Truss Truss Type Oty Ply LA LAGUNA LARGE ROOF TRUSS R11627181 ' MASTERTR �R32 ROOF TRUSS 1 1 Job Reference(optional) JMW TRUSS,CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:48:33 2004 Page i 0-0-0 1_2_p 3-6-0 7-0-0 8 i I 1-2-0 3-6-0 3-6-0 1.2-0 Scale*1:15.6 4z4 M1120 3 4.01] 12 N Y 4 1 2Li 5 • 6 2x4 MI120 I I 2z4 MI120 - 2x4 M1120 0-0-0 0-0-0 3-6-0 7 0 r 3-6-0 3-0-0 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Udefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.12 Vert(LL) -0.01 4-6 >999 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.15 Vert(TL) -0.01 4-6 >999 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 4 n/a BCDL 10.0 Code UBC971ANS195 (Matrix) 1st LC LL Min Well=360 Weight:24 lb LUMBER BRACING TOP CHORD 2 X 4 DF ND.2 TOP CHORD Sheathed or 6-0-0 oc pudins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G ' REACTIONS (lb/size) 2-350/0-3-8,4=350/0-3-8 Max Harz 2=29(load case 5) Max Uplift 2=-77(load case 3),4=77(load case 4) FORCES (Ib)-First Load Case Only TOP CHORD 1-2=22,2-3=403,34=403,4-5=22 BOT CHORD 2-6=342,4-6=342 WEBS 3-6=76 NOTES 1) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25ft;TCDL=8.4psf;BCDL=6.Opsf;occupancy category I; • exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-B,UBC-97. 4)A plate rating reduction of 20%has been applied for the green lumber members. LOAD CASE(S) Standard �QQ�C.G.AN�N ANp��F�� • C 17180 x r * ExP, 06/30/05 cPJ. ClV11- �P March 17,2004 ' WARNZNO-V-*dertgn paramaen and READ NOTES ON THIS AND INCLUDED HITE%REFERENCE PAGE IM-7473 BEFORE USE. 7M Greenback Lane �m Design valid for use only with Mitek connectors.This design Is based only upon parameters shovm,and is for on individual building component. Suite 1 09 Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citms Heights,CA,95610 � is for lateral support of individual web members only.Additional temporary bracing to insure stability during corutruction Is the responslbUty of the l erector.Addliond permanent bracing of the overall structure is the resporuib5ly of the bu!lding designer.For general guSdonce regarding fabrication,cfuaElyconirof,storage.delivery.erection and bracing,consult AMSI/TPII Quality Criteria,035-St and 9CSIT building Component MiTek Safety Information available from Truss Plate Institute.583 Donofrio Drive.Madison,Y41 53719. Job Truss Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS R11627182 ' MASTERTR R33 MONO TRUSS 8 1 Job Reference(optional) M TRUSS,CATHEDRAL CITY 0-0-0 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:48:34 2004 Page 10-3-8 2x4MI120 II -1-2-0 _ 3-1 3 1-2.0 3.0-0 Scale 1:7.8 ' 4.00 9 2 \' 4 � 2x4 MI120 II 0 03-8 2xt-Ml129 — -- -- 3-0-0 3-0-0 LOADING (psi) SPACING 2-0-0 CSI DEFL in (lac) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.12 Vert(LL) -0.00 2-4 >999 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.01 2-4 >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a BCDL 10.0 Code UBC971ANSI95 (Matrix) 1st LC LL Min Vdefl=360 Weight:11 Ito LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 3-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G REACTIONS (lb/size) 2=210/0-3-8,4=88/0-1-8 Max Horz 2=41(load ease 4) Max Uplift 2=-65(load case 3),4=-10(load case 3) 1 FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=15,3-4=-61 BOT CHORD 2-4=0 ' NOTES 1.) Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25ff;TCDL=8.4psf;BCDL=6.Opsf;occupancy category I; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-B,UBC-97. 3)A plate rating reduction of 20%has been applied for the green lumber members. 4) Bearing atjoint(s)4 considers parallel to grain value using ANSIITPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection(by others)of truss to bearing plate at joints)4. Q?,OF ESS/QN 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)4. Q��G ANQ �F2 LOAD CASE(S) Standard C 17180 * EXP. 06/30/05 cPj. Cim OF CALkF March 17,2004 ' WARWNa-Verify design p—etm and READ NOTES oN THr3 AND INCLUDED bUTEK REFERENCE PAGE Mn-7473 REMRE USE. T777 Greenback Lane ��ta Design valid for use only Win M1Tek connectors,This-design is based only upon parameters sho�D,and Is for nn individual building component. Suite 109 Cl Heights, Appt truss shown cabill of design paromenters and proper Incorporation of component is responsib'-ty of Dullding designer-not ss designer.Bracing CA,9561a Is far lateral support of individual web members only.Addl temporary bracing to insure stnh?ity during construction is the responsibil of the erector.Additional permanent bracing of 111.overall structure Is the responsibl of the buiid:ng designer.For generol guidance regarding M1 fabrfcofon,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 quality Criteria,DS5-89 and BCSII Building Component M iTekdD Safety Infamatfon available from Truss Plate Institute,583 D'Onoldo Drive.Madison.WI 53719. Job Truss Truss Type aty Ply IA LAGUNA LARGE ROOF TRUSS R11627183 ' MASTERTR R35 MONO TRUSS 4 1 Job Reference(optional) XW TRUSS,CATHEDRAL CITY 0-0-0 5.000 s Jun 9 20003Q iiTek Industries,Inc. Wed Mar 17 13:48:3 2004 Page 1 1— -- -1-2-0 _ 1-6-0 1 3-6-0 4 1-2-0 1-6-0 2-0-0 le=1:8.4 ' 4.00 12 3 2ch m d ) 0- -0 2x4-M11-20 — 1-0-0 4x8,m:2B 3 1-6-0 Plate Offsets(X,Y): [5:0.1.10,0-1-12] LOADING (psQ SPACING 2-0-0 CSI DEFL in (loc) Ildefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.27 Vert(LL) -0.00 2 >999 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.02 Vert(TL) -0.06 4 >421 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 5 n1a BCDL 10.0 Code UBC971ANS195 (Matrix) 1st LC LL Min Udefl=360 Weight'9 lb 1 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 1-0-0 or.purlins, except end verticals. BOT CHORD 2 X 4 DF Not BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2 X 4 HF Stud/Std G REACTIONS (lb/size) 2-6310.3-8,5=24410-3-8 Max Hoe 2=55(load case 4) Max Uplift 2=-61(load case 5),5=131(load case 4) Max Grail 2=73(load case 6),5=244(load case 1) ll FORCES (lb)-First Load Case Only TOP CHORD 1.2=22,2-3=36,3.4=40.3-5=-231 BOT CHORD 2-5=0 NOTES . 1)Wlnd:ASCE 7-98 per USC97/AN$195;65mph;h=25ft;TCDL=8.4psf,,BCDL=6.Opsf;occupancy category 1; ' exposure C;paliially,MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-B,UBC-97. 3)A plate rating reduction of 20%has been applied for the g reen lumber members. F ESS/0�f�, LOAD CASE(S) Standard �4���� C-A��� C 17180 EXP. 06/30/05 ,t ST CIVIL �Q OF CA1.`���� March 17,2004 Aj WARMNO-Verffg di—iga p—t—urrd READ NOTES ON THIS AND MCLUDED HrTEE REFER$N"PAGE hM.7473 BEFORE USE, 7777 Gf—back Lane �i• Design valid for use o with AMek connecters.fl des a based o Su90',a9 lg nN ign n1Y upon parameters Shawn,and is far an individual bu3dinq Component, -,lrus Heights,CA,95610 Applicability of design paramenters and proper incorporation of component is responsil building designer-not truss designer.Bracing shown Is for Ialeral support of irsdlvidual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure 1s the responsibif+ty of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII quality Crllerio,OSB-89 and SCS11 Building Component M iTek� Safety Infarmalion ova➢able from Tom Plate Insfil 553 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Oty Ply LA LAGUNA LARGE ROOF TRUSS R11627184 1 MASTERTR R36 MONO TRUSS B 1 Job Reference(optional) JMW TRUSS,CATHEDRAL CITY 0-0-0 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:48:36 2004 Page 1 0.3-8 2x4 M1120 II _1_2_0 4-0-0 1-2-0 4"0-0 la=t; 2 ' 4.00 FM - Y 2 4 2x4 M1120 II o. a3d-a �2x4 1 il1120 — 4-0-0 4-0-0 LOADING 'psf) SPACING 2-0-0 CSI DEFL In (loc) Udefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.16 Vert(LL) -0.01 2-4 >999 MI120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.14 Vert(TL) -0.02 2-4 >999 BCLL 0.0 Rep Stress incr YES WB 0.00 Hor7(TL) 0.00 4 n/a BCDL 10.0 Code USC971ANS195 (Matrix) 1st LC LL Min Vdefl=360 Weight:14 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 4-0-0 cc purlins, except end verticals. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G ' REACTIONS (lb/size) 2=24510-3-8,4=13310-1-8 Max Horz 2=53(load case 4) Max Uplift 2=67(load case 3),4=-20(load case 3) 01 FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=25,3-4=-96 BOT CHORD 2-4=0 NOTES 1) Wind:ASCE 7-98 per UBC97/ANS195;85mph;h=25ft TCDL=8.4psf;BCDL=6.0psf;occupancy category I; exposure C;partially;MWFRS gable end zone:cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per ' Table No.16-B,UBC-97. 3) A plate rating reduction of 20%has been applied for the green lumber members. 4) Bearing at joint(s)4 considers parallel to grain value using ANSIITPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection(by others)of truss to bearing plate at joint's)4. Q�DFESS/�N� ' 6) Beveled plate or shim required to provide full beating surface with truss chord at joint(s)4. �� ,4 LOAD CASE(S) Standard C17180 T EXP. 06/30/05 sr crvl� �� March 17,2004 ' ® WARMWG•verify design panarrrete and READ NOTES ON THIS AND N9cruDED IDTEE REFERENCE PAGE MU-7473 BEFORE DS& 7777 Greenback Lane Design valid for use only with MTek connectors.The design is based arty upon parometers shown,and is for an imfividual building component. Suite Citrus Heights. Appticobillty of design paramenters and proper incorporation of component is rosponsibility of building designer-not truss designer.Bracing shown ights,CA,95610 � is for lateral support of individual web members only.Additional temporary bracing l0 insure Stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 0 fabrication,quo5ty control.storage,delivery,erection and bracing,consult ANS1/71`I7 qualify Criteria,DSB-89 and BCSII Building Component MOW Safety Information ava?able from Inm Plate Institute,513 D'Onobio Drive,Madison,WI 53719. .,'Db Truss Truss Type City Ply LA LAGUNA LARGE ROOF TRUSS R71627185 MASTERTR R37 ROOF TRUSS 1 1 Job Reference(optional) J Ulb'V TRUSS, 0-0-0 5.000 s Jun 9 2003 MITek Industrfes,Inc. Wed Mar 17 13:48:37 2004 Pa0g0-01 -1.2-0 5-5A2 10-11-8 12-1-8 r I 1-2-0 5-5-12 5-5-12 1-2.0 Steea le=1:22.0 All plates are 1.5x4 M20 unless otherwise indicated. ' 4x4 M1£20 - 3 4.00 12 1 2 4 5 1; ' 6 3x4 MI120 - 24 MII20 II 3x4 MII20 - 0-0-0 - 0-OA 10-11-8 5-5-12 5-5-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (Eoc) UdeO PLATES GRIP TOLL 16.0 Plates Increase 1.25 TC 0.24 Vert(LL) -0.02 4-6 >999 M1120 1851148 TCDL 14.0 Lumber Increase 1.25 BC 0.27 Vert(TL) -0.05 4-6 >999 BCLL 0.0 Rep Stress Incr YES W8 0.12 Harz(TL) 0.01 4 nla BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Udefl=360 Weight:40lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 6-0-0 oc puriins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G OTHERS 2 X 4 HF Slu&Sld G REACTIONS (Iblsize) 2=508/0-3-8,4=50810-3-8 Max Horz 2=38(load case 5) Max Uplift 2=-96(load case 3),4=-96(load case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=-793,3-4=-793,4-5=22 BOT CHORD 2-6=704,4-6=704 WEBS 3-6=138 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25f1;TCDL=8.4psf;BCDL=B.Opsf;occupancy category I; ' exposure Q padially;MWFRS gable end zone:cantilever left and light exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face), see Mrrek"Standard Gable End Detail" 4) Gable studs spaced at 1-4-0 oc. Q�pF ESS/Qti ' 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Q Table No.16-B.UBC-97. ��� �( � ANOF Fy 6)A plate rating reduction of 20%has been applied for the green lumber members. C • LOAD CASE(S) Standard C 17180 z T ' * EXP, 06/30/05 y� cPj C/o- �P q�OF C March 17,2004 ® WARNING.9er1(g deatgn parameters and READ N07ES ON I73IS AND INCLUDED MITES REFERENCE PAGE MU-747J BEFORE USE. 7777 Greenback Lane 0 Design ward for use only with Wrek connectors.This design a based only upon porameters shown,and is for an Individual bullding component. State 109 A Iicabi ity of design aromenters and ro er into Citrus Helols,CA,95610 pp Ig p p p incorporation of component is responsibility of building designer-not truss designee Bracing sr>^.�:m Isr for lateral support of individual web members only.Additional lemporary bracing to insure stabtily during construction Is the responsibC:ity of Iho rector.'Additional permanent bracing of the ovefa3 structure is the resporsib:ity of the bulcrng designer.For general guidance regarding �/ fabrication,quo6ty control,storage,delivery,erection and bracing,consult AHSI/TPII Quality Criteria,DSB-89 and BCSII Building Component — M ITe�-m Safety Information cvalable from Truss Plate Institute,563 D'Onoftlb Drive,Madison,WI 53719. Job Tnsss Truss Type Q PI LAGUNA ROOF SS ' MASTERTR R37A ROOF TRUSS i tY Y 2 R11627186 Job Reference(optional) MW TRUSS,CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 1 1 :48:38 4 Page 1 0-0-0 0-0-0 5-5-12 10-11-8 5-512 /5-512 Scale=1:18,2 4x4 M1120 11 2 4.00 Ffr 1 3 4 3x10 MII20 11 4k5 Mti20 4x5 MII20 0-0-0 0.0-0 5-5-12 10-11-B 5.5-12 5-5-12 Plate Offsets X Y): [1:0-3-6,0-0-21,[3:0-3-6,0- LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefl' PLATES GRIP TOLL 16.0 Plaies Increase 1.25 TC 0.43 Vert(LL) 0.08 1-4 >999 M1120 1851148 TCDL 14.0 Lumber Increase 1.25 BC 0.93 Verl('TL) -0.15 3-4 >846 BCLL 0.0 Rep Stress Incr NO W8 0.82 Horz(TL) 0.03 3 n1a RCDL 10.0 Code UBC971ANS195 (Matrix) 1st LC LL Min Ildefl=3613 Weight 82lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 4-10-7 cc purlins. BOT CHORD 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G REACTIONS (Ib/size) 1=334710-3-8,3=3347/0-3-8 Max Horz 1=-25(load case 6) r FORCES (lb)-First Load Case Only TOP CHORD 1-2=-6276,2-3=-6276 BOT CHORD 14=5937,3-4=5937 WEBS 2-4=3491 NOTES . 1) 2-ply truss to be connected together with 0.131"x3"Nails as follows: Top chords connected as follows:2 X 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-9-0 oc. Webs connected as folidws:2 X 4-1 row at 0-9-0 oc. 2) Unbalanced roof We loads have been considered for this design. 3)Wind:ASIDE 7-98 per UBC97/ANSI95;85mph;h=25ff;TCDL=8.4psf;BCDL=6.Opsf,occupancy category 1; �F S$� exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right Q� QN ' exposed;Lumber DOL=1.33 plate grip DOL=1.33. �CL� C,ANp 9f� 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per (V �` ;A • Table No.16-8,UB(—'97, 5)A plate rating reduction of 20%has been applied for the green lumber members. m 6) Girder carries tie-in span(s):29-8-0 from 0-0-0 to 10-11-8 C 17 180 z T. LOAD CASE(S) Standard EXP. 06/30105 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plo Vert:1-2=-60.0,2-3=-60.0,1-3=567.5 �� CIVIL �Q q�OPCAl.S���� March 17,2004 ® WARNING-Verify design parameters and READ NOTE80N TMS AND INCLUDED MITE%REFERENCE PAGE 111II-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and is for on Individual building component, sulte 109 Aricabili n Citrus Heights,CA,9S610 � pp ty of de sg paromenlers and proper incotporalion of component is responsibility of building designer-not truss designer,Bracing shown is for lateral support of individual web members only.Additional temporary bracing to Ensure stobilty during construclion is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibVly of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,OSB-89 and BCS11 Building component MiTek Safety Information ovailable from Truss Plate Institute,583 D'Onofno Drive,Madison,WI53719. Job Truss Truss Type Qty Ply LAGUNA LARGE ROOF TRUSS RI1627187 ' MASTERTR R39 COMMON 1 1 Job Reference(optional) JMW TRUSS, EDRAL CITY 5. s Jun 9 2003 a Industries,Inc. Wed Mar 17 13.48:39 2004 P. 1 0 0.0 1-2-0 1 5-0-0 10-0-0 i 11-2-0 i 1-2-0 5-0-0 5-0-0 i Scale=1:20.5 All plates are 1.5x4 M20 unless otherwise indicated. ' 4x4 MII20 II 3 4,00 12 2 4 5 0 2x4 16111120 II 3x4 M1120 - 3z4 MII20 = 0.0.0 0-0-0 5-0-0 L 10-0-0 5-0-0 5-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL In (foe) Ildefl PLATES GRIP ' TCLL 16.0 Plates Increase 1.25 TC 0.21 Vert(LL) -0.02 2.6 >999 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 SC 0.24 Vert(TL) -0.05 2-6 >999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.01 4 t1/a BCDU 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Vdefl=360 Weight:31 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 6-0-0 oc purfins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G OTHERS 2 X 4 HF Stud/Std G REACTIONS (lb/size) 2=47010-3-8,4=47010-3-8 Max Harz 2=36(load case-5) Max Uplift 2=-91(load case 3),4=91(load case 4) FORCES (lb)-First load Case Only TOP CHORD 1-2=22,2-3=-708.3-4=708,4-5=22 BOT CHORD 2-6=627,4-6=627 WEBS 3-6=122 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25ft;TCDL=8.4psf;SODL=6.opsf;occupancy category I; ' exposure C:partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face), see MlTek"Standard Gable End Detail` 4) Gable studs spaced at 1-4-0 oc. Q�QF ESSI/ 5)This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads per Table No.1".UBC-97. �Q�' �( C,•Al�/Q� �y 6)A plate rating reduction of 20%has been applied for the green lumber members. • LOAD CASE(S) Standard t r V LC V * EXP. )6/30/Q5 0 ALI a March 17,2004 D N .. .. WARNING-4er(fy dsslgn purametera and READ NOTE$ONTHIS AND INCLUDED MITER REFERENCE PACE lfff 7473$E 7777 Greenback Lane USE. Design valid for use only with MITek connectors.This design is based only upon parameters shown,and is for an individual building Component Suite 109 Auplicoblrty of design pdromenters and proper incorporation of component is responsibility of building designer-not truss designer,Bracing shown Citrus Heights,CA,95610 is lor'oferal support of individual web members only.Addilional temporary bracing to insure stability during construction is the responsibillity of the c—cicr. Acaitionol permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding inwco tic n,quality control,storage,delivery,erection and tracing,consult ANSI/1`11 Quality Criteria,DSB-89 and ICSIt Building Camponersf �Tek® Safety Information available from Truss H D'Plate Institute,S83 Onc io Drive,Madison,WI 53719. Job Truss Truss Type Oty I Pry DREAGUNA LARGE ROOF TRUSS ' MASTERTR R40 ROOF TRUSS 1 2 R11627188 ,lob Reference(optional) JMW TRUOS�bCATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:48.40 2004 Page 31-5-15 1-2 4-6 1 -7-5-0 71141 1 12-2-2 1 18-0.0 23-9-14 28-0-5 2 -7 0 36-0-0 7-2- 1-2-0 4-6-1 2-10-15 4-2-7 5A-14 5-9-14 4-2-7 fill 4-6-1 1 -- =1:66.3 0-6-11 2-10-15 5x6 M1120 - 2x4 M1120 11 5x8 M120 4.00 ffF 2x4 M020 11 3x8 M1120 = Us MI120 = 3x4 M1120 -- 4 5 6 7 8 If 9 3x4 M1120 3 Fl 10 yy tv 2 17 12 ra N 1 ' d 4x7 M1120 — 21 20 19 18 17 16 15 14 13 40 M1120 b 2x4 M1120 II 3x12 MII20 =8x12 MII20H WB = 302 M1120 = 3x4 M1120 = • 3x4 M1120 — 2x4 M1120 11 802 M11201-WB - 2x4 M1120 I f 1 4-61 7-5-0 1.2-2-2 18-0-0 23-9-14 28-7-0 31-5-15 36-0-0 i 4.6-1 2-10-15 4-9-2 5-9-14 5-9-T4 4-9-2 2-10-15 ' 4-6-1 Plate O ets(X, _ [2:0-2-2,0-072],[4:0-3-0,0-1-4], 8:0-0-0,0-0-0],[9:0-3-0,0-1-0],[11:0-2-2,0-0-2],[14.0-0-0,0-0-0], 5:0-0-0.0-0-01 ' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.84 Vert(LL) 0.64 17 >672 • M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.63 Vert(TL) -1.14 17 >376 BCLL 0.0 Rep Stress Incr NO WB 0.78 Horz(TL) 0.20 11 n/a BCDL 10.0 Code UBC971ANS195 (Matra) 1st LC LL Min Udefl=360 Weight:302 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.2 TOP CHORD Sheathed or 3-0-7 oc purlins. BOT CHORD 2 X4 OF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' WEBS 2 X 4 HF Stud/Std G REACTIONS (Iblsfze) 2=326410-3-8,11=3264/0-3-8 Max Horz 2-45(load case 5) I FORCES (lb)-First Load Case Only TOP CHORD 1.2-22,2-3=8763,3-4=9038,4-5=11612,5-6=-11612,6-7=-11612,7-8=-11612,8-9=-11612. ' 9.10=-9038,10-11=-8763,11-12=22 BOTCHORD 2.21=6218,20-21=8218,19-20=8696,18-19=12996,17-18=12996,16-17=12996,15-16=12996, 14-15=8696,13-14=8218,11-13=8218 WEBS 3-21=61,3-20=541,4-20=14,4-19=3285,5-19=-725,6-19=-1497,6-17=290,645=-1497, • 8-15=-725,9-15=3285,9.14=14,10-14=541,10-13=61 ' NOTES 1) 2-ply truss to be connected together with 0.131"x3"Nails as follows: Top chords connected as follows:2 X 4-1 row at 0-7-0 oc. Bottom chords connected as follows:2 X 4-1 row at 0-9-0 oc. pFESS/ ' Webs connected as follows:2 X 4-1 row at 0-9-0 oc. 2) Unbalanced roof live loads have been considered for this design. c��' (G.AND `tc 3) Wind:ASCE 7-98 per UBC97/ANS195;85mph;h=25ff;TCDL=8.4psf;BCDL=6.0psf;occupancy category I; • exposure C;partially;MWFRS gable and zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. ' 4) Provide adequate drainage to prevent water ponding. C 17180 Z to 5)All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per EXP. 06/30/05 Table No.16-B,UBC-97. 7)A plate rating reduction of 20%has been applied for the green lumber members. �)�[� �P B) Girder carries hip end with 7-6-12 end setback T ¢\ Continued on page 2 OFCI0 March 17,2004 ' d,& WARNING-17erify design parameters and READ NOTES ON TMS AND LVCLUDED MTEK REFERENCE PAGE AW 7473 BEFORE USE, 7171 G,-.,lr-k 1— Design valid for use only with Mill connectors.This des' Swan Ills Q` Y 1¢I o loosed only upon parameters Shown,and is an it-not truss building component.Shown Ci—,HeLghis .A, A ar iat,t>irity of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall shucture is the responsibility of the building designer.For general guidance regarding fabrication,quality control,steroge,delivery,erection and bracing,consult ANSI/TPll quality Criteria,DSO-89 and&CS11 Building Component w'�a�® Safety Information avo9oWe from Trim Plate Institute,583 D'Onofrio 1xn+e,Madison,VA 53719. 'v' e I Job runs Truss Type Qty Ply A LAGUNA LARGEF TRUSS R11627188 ' MASTERTR R40 ROOFTRUSS 1 2 Job Reference(optional) JMW TRUSS,CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 1:3:48:40 2004 Page 2 NOTES 9) Special hangers)or connection(s)required to support concentrated load(s)458.51b down and 227.31b up at 28.5-4,and 458-5110 down and 227.31b up at 7-6-112 on top chord. Design for unspecified connection(s)is delegated to the building designer. LOAD CASE(S) Standard 1) Regular:Lumber Increase=1.25,Plate Increase=1.25 t Uniform Loads(pill Vert:1-1=-60.0,4-9=-139.1,9-12=60.0,2-11=-46.4 Concentrated Loads(lb) Vert:4=458.5 9=-458.5 1 1 1 ' �� WARMNG•Vert fy d-19-P--ti —4 READ NOITS ON TNry AND INCLUDED prrTEK RLPP.RZNCF PAa$Mg-7473 BEFORE Dam 7777 Greanhact L¢ne ^� De n vel:d for use on with MiTek connecton,this des s based on �mn Suite 1 a] slg ty rw N e parameters shown.ontl o for an ind'rviduol twddvrg component. CNvs f trip ,Cr4 856 t D � ApplicaaiLty of design paNrnenten and proper incorpora'ion of component u responsiG:ity at bu9dirg designer-not hrrss designer.Bracing shown is for lateral support of individual web members only.Additional temoornry bracing to insure stud ly dutlng consiructlon is the responsibilLfy of the erector,Addtional permanent bracing al Ile overaBslnrcture is tho—porrsibility of the bWaIng designer.For general guidance regarding falyication.quality control storage,delivery,ereclion and bracing.consult ANSI/TAIL Quality Criteria,DSB-89 and BCSI1 Bulldfng Component A Salety Information ovollab�le from Truss Plate Institute,583 D'Onohia Drive.Madison.Wl53719, M 1Teek i Job Truss Truss Type Qiy P y GU A ROOF TRUSS R11627189 ' IVASTERTR R40A CAL HIP 1 1 Job Reference(optional) Jh"W TRUSS CATHEDRAL CITY 5.000 s Jun 9 2003 M e Industries,Inc. We Mar 17 13: 4 Page 1 0-0 C D-o-o -1-2-01 4-9-0 9-5-0 9-11-11 14-9-7 21-2-9 26-0-5 2¢7-0 31-3-0 1 36-0-0 17-2-q -� "1-2-0 4-9-0 4-6-0 0-6-11 4-9-12 6-5-2 4-9-12 0-6-11 4-e•0 4-9-0 "1-2-0 Scale=1:66.3 ' 5x6 M1120 3x4 MII20 = 5x6 M1120 4 00[T2- 30 M1120 = 3x6 M1120 = 4 5 6 7 8 2x4 M1120 a li 20 V11120 3 9 Y 2 10 11 '0 1 ' 4x6 M1120 — 4x6 Mf12D = d 16 15 14 13 12 3x8 M1120 = Us M1120 - 5x6 M1120 wD 3x8 M1120 ' 3x4 li = 0-0-0 0-0-0 9-5-0 18-0-0 26-7-0 36-0-0 9-5-0 11 8-7-0 9-5-0 Plate Offsets(X Y): [2:0- -10,0-0-2], 10:0.2-10,0-0-2],]15:0-3-0,Edgel LOADING (pst) SPACING 2-0-0 CSI DEFL In (lac) I/dell PLATES GRIP TCLI 16.0 Plates Increase 1.25 TC 0.58 Vert(LL) 0.37 14 >999 M1120 1851148 TCDL 14.0 Lumber Increase 1.25 BC 1.00 Vert(TL) -0.76 14-16 >567 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(TL) 0.19 10 n/a BCOL 10.0 Cade UBC97/ANSI95 (Matrix) 1st LC LL Min 11=360 Weight:146 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 2-8-9 oc purlins. BOT CHORD 2 X 4 DF Ni BOT CHORD Rigid ceiling dfrecify applied or B-2-7 oc bracing. ' WEBS 2 X4 HF StudlStd G REACTIONS (Ib/size) 2=1510/0-3-8,10=1510/0-3-8 Max Harz 2=55(lo case 5) Max Uplift 2"-259(loload case 3),10=-259(bad case 4) FORCES (Ib)-First Load Case Only TOP CHORD 1-2=22,2-3=-3733,3-4=-3496,4-5=-3275,5-1 6-7=4124,7-8=-3275,8-9=-3496, 9-10=3733,10-11=22 BOT CHORD 2-16=3494,15-16=4039,14-15=4039,13-14=4039,12-13=4039,10-12=3494 WEBS 3-16=-195,4-16=685,5-16=-879,5-14=117,7-14=117,7-12=-879,8-12=685,9-12=-195 • NOTES t 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25ft;TCDL=8.4psf;BCDL=6.Opsf;occupancy category I; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. ' 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-B,U9C-97. ��(. C.{{n/O 5) A plate rating reduction of 20%has been applied for the green lumber members. • LOAD CASES) Standard 1"rt Of C 17180 To EXR 06/30105 FCALI�Q� March 17,2004 ® WARNING-V—tfy design Parameter.and READ NOTES ON TR7S AND INCLUDED MITER REFERENCE PAGE IM-7473 BEFORE USE- 7717 Greenback La— __qp Designvalid foruseord with Wok cor.riectors.This design based only u gcomponent. Suite1 e y g y eon parameters shown,and i5 for an individual s building Citrus Heights,CA,95610 � Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not buss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall stMoture,the respor,,,Ullty of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/ri'll Quality criteria,DSS-89 and BGSI1 Building Component M iTekdD Safety Informafon available from 1'nm Plate Institute,593 OVnofrio Drtve,Madison,1M 53719. i Job Truss Truss Type Qty Pfy LA LAGUNALARGE ROOF TRUSS R11627190 ' MASTERTR R40B CAL HIP 1 1 Job Reference(optional) JMW TRUSS CATHEDRAL CI 5.000 s Jun 2 7i ek Industries,Inc. Wed Mar 17 13:48:43 2004 Page-1 0-0-h 0-0-0 -1-2-0 4-9.0 9-5-0 11-11-11 14-9-7 21-2-9 , 24-0-5 , 26-7-0 31-3-0 , 36-0-0 X-2- 1_2.0 4-9-0 4-8.0 2.6-11 2-9-12 6-5-2 2-9-12 2-6-11 4-8-0 4-9-0 1-2.0 Scale=1:66.5 ' 5x6 M1120 - 3x4 M1120 = 10 sx6 MII20 = 4.00 12 5 3x4 M1120 - 3x6 MII20 = 4 9 6 7 n:; 2x4 MII20 S 2x4 M1120 i 3 11 2 12 13 1u0s 14 d 47 M112D = 16 17 16 15 14 4xT MI120 = d 3xB M1120 = 5x6 M1120 VA = 5x6 MI120 we 3x8 M1120 — • 3x4 M1120 - 1 U 0-0 0-0-0 9_5.0 18-0-0 264-0 36.0-0 9-5-0 8-1-0 8-7-0 9-5-0 Plate Offsets(X,Y): 17:0-3-0,Edge LOADING (psi} SPACING 2-0-0 CSt DEFL In (loc) l/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.62 Vert(LL) 0.43 16 >993 MII20 1851148 TCDL 14.0 Lumber Increase 1.25 BC 0.94 Vert(TL) -0.82 16-18 >524 SCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.21 12 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min 11=360 Weight;151 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.2 TOP CHORD Sheathed or 2-7-6 oc purlins. BOT CHO RD 2 X 4 OF I 1.5E 'Except* BOT CHORD Rigid ceiling directly applied or 7-3-6 oc bracing. ' 15-17 2 X 4 OF No.2 WEBS 2 X4 HF Stud/Std G REACTIONS (lb/size) 2=157710-3-8.12=1577/0-3-8 Max Horz 2=85(load case 5) Max Uplift 2=305(load case 3),12=-305(foad case 4) FORCES (1b)-First Load Case Only TOP CHORD 1-2=22,2-3=-3922,3-1=-3729,4-5=-53,4-19=-3503,6-19=-3503,6-7=-4359,7-8=-4359, 8-20=-3503,9-20=-3503,9-10=-53,9-11=3729,11-12=3922,12-13=22 BOT CHORD 2-18=3670,17-18=4274,16-17=4274,15-16=4274,14-15=4274,12-14=3670 WEBS 3.18=-142,4-18=674,6-18=-887,6-16=118,8-16=117,8-14=-887,9-14=674,11-14=142 • NOTES ' t) Unbalanced roof five loads have been considered for this design. 2) Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25ft;TCDL=8.4psf;BCDL=6.0i occupancy category 1; exposure C;paAlally,MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 9�RQFESSIQN ' 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per 4� ,�C.ANC ��y Table No.16-B,UBC-97. CV� �i,J - 5)A plate rating reduction of 20%has been applied for the green lumber members. LOADCASE(s) Standard C 17180 -0 rin, EXP. 06130/05 CIVIL March 17,2004 ® WARNTNG-IreriAj design parameters and Rr.AD NOTES ON THIS AND INCLUDED M17 K REFERENCE PAGE MU-7473 BEFORE VeR. 3 17 Greenback Lane e��m Design valid for use only with MTek connectors.This di is based only upon parameters shown.and is for an individual bullding component. Citrus Helghls,CA.95610 � Applicability of design parcmentersand proper incorporction of component isrespcnsibility of building designer-not truss designer.Bracing shown is for la feral support of individual web members only.Additional temporary bracing to insure stabiliiy during construction is the responsiblllily of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regl3rdN fabrication,quality control,storage,delivery,erection and bracing,consul[ ANSI/Trill Quality Cdteria,DSB-49 and 8CS11 Building Component M iTe 914 . Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 537r9. J Job Truss Truss Type Oty Ply LA LAGUNA LARGE ROOF TRUSS R11627191 MASTERTR R40C CAL HIP 1 1 Job Reference(optional) JMW TRO99 CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:48:44 2004 Page 10-0-0 -1.2-0 4-9-0 9-5-0 13-11-11 11.9-1 21-2-9 22-0-r5 26-7-0 31-3-0 36-M 47-2-q 1-2-0 4-0.0 4-8-0 4-6-11 0-9-12 6-5-2 0--9-12 4-6-11 4-8-0 4.9-0 1-2-0 Scale=1:66.3 ' 2x4 M112C 11 04 M1120 04 M1120 3x4 M1120 2x4 M520 II 13 14 4.00 1f•_ 5x5 M1120 5 7 24 5x5 M1120 111n — — II 4 6 10 11 2 5 2x4 M1120 11 2x4 MI€20 3 18 4 ut 1 2 77 t8 vt rr • si 4x5 M1120 - 23 22 21 20 19 4x5 M1120 - d ' 3x8 M1120 - 3x6 M1120 - 4x6 MI120 - 3x8 M1120 = 3x4 M1120 = 0-0-0 0-0-0 9-5-0 18-0-0 26-7-0 364W 9-5-0 8-7-0 8.7-0 9-5-0 Plate Offsets MY): [2:0-3-2,0-0-2],[17.0-3-2,0-0-2] LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) IJden PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 1.00 Vert(LL) 0.26 21 >999 M1120 1851148 TCDL 14.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.53 21-23 >807 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL} 0.13 17 We BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Vdefl=360 Weight:171 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 3-4-8 oc purlins. Except: BOT CHORD 2 X 4 DF No.2 3-5-0 oc bracing:4-15 ' WEBS 2 X 4 HF Stud/Std G BOT CHORD Rigid ceiling directly applied or 8-1-7 oc bracing. _ WEBS 1 Row at midpt 5-14 REACTIONS (lb/size) 2=1268/0-3-8,17=126810-3-8 Max Harz 2= d case fi) Max UpIHt 2=-260(lo260(load case 3),17=-260(toad case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=3026,3-4=-2708,4-5=-926,5-7=-8,4.6=-1719,6.8=-1719,8-9=-1713,9-10=-1713, ' 10-11=-1713,11-12=-1719,12-15=-1719,13-14=-8,14-15=-927,15-16=-2708,16-17=-3026, 17-18=22 BOTCHORD 2-23=2830,22-23=2446,21-22=2446,20-21=2444,19-20=2444,17-19=2830 WEBS 3-23=-295,4-23=224,8-23=106,B-21=119,11-21=121,11-19=109,15-19=223,16-19--294, • 5-6=217,12-14=219,5.24=-819,14-24=-819,9-24=-52 ' N07ES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-98 per USC971ANSI95;85mph;h=256;TCDL=8.4psf;BCDL=6.Opsf;occupancy category I; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right ?O ESS/� ' exposed;Lumber DOL=1.33 plate grip DOL=1.33. QQ 3) Provide adequate drainage to prevent water ponding. 4� ( C+-AND 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per • Table No.16-6,UBC-97. C% 5)A plate rating reduction of 20%has been applied for the green lumber members. R1 ' 6) Design assumes 02(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. C 17180 z TO LOAD CASE(S) Standard * EXP. 06/30/05 J'J. ClVll. �Q' AL��p�� March 17,2004 A WARNING•Verify cl afgn pevametera and READ NOTES ON TIIIS AND INCLUDED MTTEE REPERENCE PAGZ MU-7473 BEFORE USE. 7777 Creenbadc l�nB Design val for use only with 147ek connectors.This desl Is based on upon building component. Cuko tog gr ty en parameters shown.and a for on it-not truss s designer. �;trs Heights.CA,956tOral Applicability of design paromenters and proptxincorporanon of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of mdl web members only.Additional temporary bracing to insure stability during construction is the responsibility of the ereelof.Additional permanent bracing of the overall structure is the responsibiity of the building designer.For general guidance regorchng `y- fabrication,q available from storage,delivery,erection and bracing,consult ANSI/rPll Quality Criteria,OSB-89 and BCSII Building Component M ITe^db Safety Mfofmotlan ava from Truss Plate institute,$83 D WI'Onofrio Drive,Madison, 53719. o Truss rass ype Qiy Ply LA LAGUNA LARGE ROOF TRUSS T T R11627192 MASTERTR R40D CAL HIP 2 1 Job Reference(optional) TRUSS,CATHEDRAL CITY 5.000 s Jun 9 2 MiTek In ustnes.Inc. Wed Mar 17 13:48:45 2004 Page 1 D_D-0 a-D-o 111-2_0, 5-11-5 11-5-0 , 15-11-11 ,f8-0.0 ,20-0-5 , 24.7-0 J 30-0-11 36-0-0 4-9 r 1-2-0 5-11-5 5-5-11 4-6-11 2-0-5 2-2-0-54-8-11 5-5-11 5-1 '1 i 1-5 1-2-0 Scale=1:67.2 1 3x4M1120 3x4M1120 - 4.00 12 6x6 M1120 6x6 M1120 5x5 MII20 y 7 9 1112 29 I i o 8 I 6x6 MII20 3x6 M1120 i 5 6 9 7 13 14 3x6 M1120 3x4 MII20 --4 15 3x4 M1120 e 3 16 1 17 f . 2 e . 3x10 MIL20 26= 25 24 23 22 21 20 19 4x6 M1120 = 3x10 MI120 • 2x4 MII20 ll 4x6 W120 = 6x10 M1120 = 3x8 M820 1= 2x4 M1120 II ' 3x8 M1120 = 60 0 MI120 = 4x6 MI120 =4x6 MII20 = 0-0-0 0-0-0 5-11-5 11-5-0 180-0 24-7-0 30-D-11 36-0-0 do 5-11-5 5.5-11 6-7-0 6-7-0 5-5-11 5-11-5 Plate Offsets [2:0-5- , -1-8], 7:0-0 3,0-3-0],]12:0-0-13,0-3-0, 15: 0-0,0-0-0],[17:0-5-2,0-1- ],[24:0-3-0,Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.99 Vert(LL) 0.37 23-25 >999 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 1.00 Vert(TL) -0.64 23-25 >668 BCLL 0.0 Rep Stress Incr NO WB 0.75 Horz(TL) 0.18 17 n/a BCDL 10.0 Code UB0971ANS195 (Matrix) 1st LC LL Min Vdefl=360 Weight:178 lb do LUMBER BRACING TOP CHORD 2 X 4 DF No.2 # TOP CHORD Sheathed or 2-1-10 oc purlins. Except; BOT CHORD 2 X 4 DF No.2 'Except" 3 Rows at 114 pts 5-14 21-24 2 X 4 DF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 7-2-13 oc bracing. WEBS 2 X 4 HF Stud/Std G*Except* 22-23 2 X 6 HF No.2 OTHERS 2 X 4 HF Stud/Std G REACTIONS (Ib/size) 2=1783/0-3-8,17=1783/0-3-8 Max Harz 2=88(load case 5) Max Uplift 2=337(load case 3),17=337(load case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=-4539,3-4=-4064,4-5=-4020,5-7=-1801,7-9=5,5-6=2185,6-8=-2036,8-10=-2036 ,10-13=2036,13-14=2185,11-12=-5,12-14=-1801,14-15=4020,15-16=-4064,16-17�-4539, • 17-18=22 BOT CHORD 2-26=4232,25-26=4232,24-25=3682,23-24=3662,22-23=3682,21-22=3682,20.21=3682, 19-20=4232,17-19=4232 WEBS 3-26=111,3-25=-419,5-25=191,14.20=191,16-20=-419,16-19=111,7-8=477,10-12=477, 6-23=393,13-22=393,6-25=213,13-20=213,7-12=-1646 ' �OF ESS/Q NOTES �p N9� 1) Unbalanced roof live loads have been considered for this design. 4� •�Cr•qN,O F 2) Wind:ASCE 7-98 per UBC97/ANS195;85mph;h=25ft;TCDL=8.4psf;BCDL=6.Dpsf,occupancy category I; • exposure C;partially,MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. en ' 3) Provide adequate drainage to prevent water ponding. cc C 17180 x T 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-B,UBC-97. It EXP. 06/30/05 5)A plate rating reduction of 20%has been applied for the green lumber members. 6) Design assumes 4x2(flat orientation)purlins at oc spacing Indicated,fastened to truss TC w/2-10d nails. C1V O- �\Q LOADCASE(S) Standard Continued on page 2 9TF��CAoFQC� March 17,2004 Suite WARMNO-Verify design parrrmet—and READ NOTES ON THIS AND INCLIIDED ffiTEK REFERENCE PAGE MA-T4T3 BEFORE USE. S Greenback Lane —>_� Design valid for use only with M7ek connec*,—.TN,design is based only upon porometers shown,and is for an individual building component. Butte 1D9 Applicability of design poromenters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown citrus Heights,CA,95610 l is for lateral support of individual web members only.Additional lemporary bracing io insure stability dying construction is the rssponslbillity of the erector.Additional permanent bracing of the overall shuclure is the responsibility of the building designer,For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/Till Quality Criteria,DSO.84 and BCSl l Building Component Woke Safety Informallon avoiloble from Truss Plate Institute,583 D'Onofrio Drive,Madison.WI53719. Job Truss Truss Type Qty Ply LA LAGUNA UARGE ROOF TRUSS R11627192 MASTERTR R40D CAL HIP 2 1 Job Reference(opNanal TRUSS,CATHEDRAL CITY 5.000 s Jun 9 20 a Industries,Inc. Wed Mar 17 13:48:45 2004 Page 2 LOAD CASE(S) Standardcrease 1) Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-5=-60.0,5-9=-60.0,11-14=-60.0,14-18=-60,0,2-25=-20.0,20-25=-80.0,17-20=-20.0 WARNING-7er(fy design paramct—and READ NOTES ON THIS AND INCLUDED AIITElr REFERENCE PAGE III-7473 BEFORE USE. 7777 Greenback Lane ��44 06 Design vOlirf f ar use onlywith.1.1 co^nectcrs. nis cesgn is hosed only upon parameters shown,and is for an individual building Component. Suite He A licabili of desi n prcper ncorporaflon of component is responsibility of building designer-not truss designer.Bracing shown C.ItraS Heights,CA,95610 � pp ty g parorrtenters and is for lateral support of hdlvlducl web morn Cers c n!y.Additional temporary bracing to insure stability during construction is the responsibillify of the erector.Additional permanent bracing of tho ove oli structure is the responsibility of The building designer.For general guidance regarding r lobr cation,qualitycontrol,storage,delivery,erection and bracing,consult ANSI/1PI1 Quality Cdtela,DSB-89 and BCS1l Building Camponent WWI Safety Information available from Truss Plate Institute,593 D'Cnofrio Drive,Madison,WI53719. 1 Job Truss cuss Type Oty Piy LA LAGUNA LARGE ROOF TRUSS R11627193 MASTERTR R40E ATTIC 4 1 Job Reference(optional) JMW TRUSS,CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,lnc. Wed Mar 1713:48:47 2004 Page 1 0-0-0 14-10A 18-0-0 21-1-12 28-2-14 36-0-0 37-2-0, t 1-2-0 7-9-2 7-1-2 3-1.12 3.1-12 7-1-2 7-9-2 1-2-0 Scale;iris•=r 4.00 12 5x5 M1120 — 45 M1120 7�, 6 45 MI120 3x6 M1120 7 3x6 M1120 5 q 8 3x4 M1120 2x4 M1120 11 3x4 M1120 a 3 9 as1 2 70 ii N Sx7 M1120 - 17 16 15 4x7 M1120 - 14 13 12 5x7 M1120 d • 2x4 M1120 II 5x8 M1120 WB = 5xB M11211 WB = 2x4 M1120 11 5x8 MI120 - 5x8 M1120 — 4x7 M1120 - 0-0-0 0-0-0 7-9.2 14-0-0 11-104 21-1-12 2z-0-p 28-2-14 36-0-0 7-9-2 6-2-14 0-10-4 6-3-8 0-10A 6 2-14 7-9-2 Plate Offsets(X,Y): [2:0-3-3,Edge],[10:0-3-3.Edge],(14:0-1-8.0-2-0),[15:0-1-8,0-2-0],[16:0-4-0,Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefl PLATES GRIP �1 TCLL 16!0 Plates Increase 1.25 TC 0.96 Vert(LL) -0.61 15-17 >705 MI120 1851148 TCDL 14.0 Lumber Increase 1-25 BC 0.94 Vert(TL) -0.94 15-17 >456 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.20 10 n/a BCDL 10.0 Code LIBC97JANSI95 (Matrix) 1st LC LL Min Vdefl=360 Weight:143 lb LUMBER BRACING TOP CHORD 2 X 4 HF 165OF 1.5E 'Except' TOP CHORD Sheathed. 4-6 2 X 4 HF No.2,6.8 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 4 HF 1650E 1.5E 'Except' WEBS 1 Row at midpt 3-15,9-14 13-16 2 X 4 DF 240OF 2.0E 2 Rows at 1/3 pts 5-7 WEBS 2 X 4 HF Stud/Std G*Except* 14-15 2 X 6 HF No.2 REACTIONS (lb/size) 2=179310-3-8,10=179310-3-8 Max Horz 2=-96(load case 6) Max Uplift 2=203(load case 3),10=-203(Ioad case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=-4518,34=-3612,4-5=-3525,5-6=627,6-7=-627,7-8=-3525,8-9=-3612, 9-10=-4518,10.11=22 BOT CHORD 2-17=4209,16-17=4209,15-16=4209,14-15=3357,13-14=4209,12-13=4209,10-12=4209 WEBS 5-15=705,7-14=705,3-17=160,9-12=160,3-15=-908,9-14=908,5-18=-2804,7-18=-2804, 6-18=251 NOTES 1) Unbalanced roof live loads have been considered for this design. QEESS/ 2) Wind:ASCE 7-98 per UBC971ANSI95;85mph;h=25ft;TCDL=8.4psf;BCDL=6.Opsf;occupancy category I; OQ� exposure C:pwhally;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right 4� ` G ANC exposed;Lumber DOL=1.33 plate grip DOL=1.33. . 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-8,UBC-97. m 4)Ceiling dead load(5.0 psfl on member(s).5-18,7-18 C17180 5)Bottom chord live load(40.0 psf)and additional bottom chord dead load(0.0 psf)applied only to room.14-15 6) A plate rating reduction of 20%has been applied for the green lumber members. * EXP. 06/30/05 LOAD CASE(S) Standard SJ CIVIL �Q O CALIF��� March 17,2004 j& WARNrNa-Verffy deafgn pane-t n and READ N07ES ON THIS AND INCLUDED MTTEE REFERENCE PAGE ffi7-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shovm Citrus Heights,GA,95610mi is for lateral support of ndl iduol web members orgy.Additional temporary bracing to Insure stob1ty during constriction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the buldng designer.For general guidance regarding fabrication,quality contro6 storage,delivery,erection and bracing.consult ANSI/rrll quality Criteria,DSB-69 and BCS11 Burldrng Component • Safety fntormaflen avoiloble from Truss Plate Irslitute,583 D'Onofrio Drve,Madison.WI 63719. MiTek Job Truss Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS R11627194 MASTERTR R41 MONO TRUSS 8 1 Job Reference(optional) JMW TRUSS,CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:48:48 2004 igv.1 o-a-0 7-10.0 1-2-0 7-10 0 2x4 MII20 11 Scale=1a7.9 3 4.D0 r T- • 2 4 041-(IN4 M1120 = 2x4 B.QtfbO I I L 7-10-0 µ 7-la-0 LOADING (psi SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.81 Vert(LL) -0.17 2-4 >533 M1120 1851148 TCDL 14.0 Lumber Increase 1.25 BC 0.57 Vert(TL) -0.34 24 >267 BOLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/deft=360 Weight:26 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 6-0-0 oc pudins, except and verticals. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Shtd/Std G REACTIONS (Ib/size) 2=391/0-3-8,4=294/Mechanical Max Horz 2=98(load case 4) Max UpIiR 2=-85(load Case 3),4=-52(load case 3) FORCES (lb)-First Load Case only TOP CHORD 1-2=22,2-3-56,3-4=-219 BOTCHORD 24=0 NOTES 1)Wind:ASCE 7-98 per UBC971ANS 195;85mph;tr2511;TCDL=8.4psf;BCDL=6.Opsf;occupancy category 1; exposure C;partiatly;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any'other We loads per Table No.16-8,UBC-97. 3) A plate rating reduction of 20%has been applied for the green lumber members. 4) Refer to girder(s)for truss to truss connections. LOAD CASE(S) Standard OQ?OFESS/Q,y C.AN� fr C 17180rn * EXP. 06/30/05 C)V1' �P CAL��O�� March 17,2004 ® WAR,IaNG-VertN design pa•ameam and READ NOTES ON TffiS AND INCLUDED ffiTEK REFERENCE PAGE=-9473 BEFORE USE. 7777 Greenback Lane Design volid for use only with Wek connectors.firs d a esign based only upon parameters shown,and is for an indrvidud drs bu: g component. Suite 109 Applicability of desig-peramenters and proper incorporation of component Is responsibility of buWng designer-not truss designer.Bracing shown Citnrs Heights,CA,95610 iTs for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the reSponsibillity of the erector,Additional permanent bracing of the dvera6 structure is the responsibility of the balding designer.For general guidance regarding W1 tobricat4:.qu Etycontrol.storage,delivery-erection and bracing,consult ANSI/rPll Quality Criteria.bSB-89 and BCSII Building Component M�Tek� Safely Irdorrnalton available from Tftw Plate Institute.583 Mnohio Skive.Madison,wl 53719. Job Truss Truss Type Oty Ply LAGUNA LARGE ROOF TRUSS R11627195 MASTERTR R41A MONO TRUSS 2 1 Job Reference(optional) JMW TRUSS,CATHEDRAL CITY 0-0 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:48A9 2004 o Ilgo 1 -1-2-0 7-10-0 1-2-0 7-10-0 2x4 M1120 11 Scale=1:17.9 All plates are 1.5x4 M20 unless otherwise Indicated. 3 4.00 FTT- 4 . 2 4 0-0-( xA M1120 - 2x4 WfgbO I I 7-10-0 7-10-0 Plate Offsets(X,)): [2:0.0-0,0-0-01,13:0-0-0,0.0-01 LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) 1/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.81 Vert(LL) -0.17 2-4 >533 M1120 1851148 TCDL 14.0 Lumber Increase 1.25 BC 0.57 Vert(TL) -0.34 2.4 >267 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n1a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Udell=360 Weight:32 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 6-0-0 oc purilns, except end verticals. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G OTHERS 2 X 4 HF Stud/Std G REACTIONS (Ib1si7e) 2=391/0-3-8,4-294/Mechanical Max Horz 2=98(load case 4) Max Uplift 2=85(load case 3),4=-52(load case 3) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=56,3-4=-219 BOT CHORD 2-1=0 NOTES ` 1) Wind:ASCE 7-98 per UBC971ANS195;85mph;h=25ft;TCDL=8.4psf;9CDL=6.0psf,occupancy category 1; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face), see MiTek"Standard Gable End Detail" 3) Gable studs spaced at 14-0 oc. RoFESS/� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Q Table No.16-B,UBC-97. ��� C.ANC 91�. 5) A plate rating reduction of 20%has been applied for the green lumber members. �. y . 6) Refer to girders)for truss to truss connections. LOAD CASE(S) Standard C 17180 z T EXP. 06/30105 s� civil- March 17,2004 ® WARNING-VerM design parameters and READ NOTES ON THIS AND INCLUDED M1TEE REFERENCE PAGE MIh7473 BEFORE USE. 7777 Greenback 4ane —s,>D Design valid for use only wilh MiTek connectors.This deslgn a based only upon porometers shown,and Is for an Individual building component. Suna tD8 A GCc ll of de n romenters and proper into ration of component is responsibility of building designer truss designer.Brocin shown Citrus Heights,CA,95610 is PP ly dg Pa P P P Po N n9 g r 9 for lateral support of trsdrviducl web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Addtiond permanent brocl of the overall structure is the resporuil of the building designer.For general guidance regarding tabriccfion,quality control,storage,delivery,erection and bracing,consult ANSIITPll Quality Cdleria,DSB-89 and BCSI I Building Component MiTek • Safety Information available from Truss Plate Institute,583 D'Onofdo Drive,Madison,W I53719. Job T uss Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS R11627196 MASTERTR R42 MONO TRUSS 10 1 Job Reference(optional) JMW TRUSS,CATHEDRAL CITY 0 O a 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:48:50 2004 Pagel 0-0-0 2x4 M1120 II -1-2-0 i 3-4-0 3 1-2-0 3-4-0 to=1:8.3 4.00 12 2 —- 4 0 0-M 3-0-0 - - 2x4-Mf1l I I 3-4-0 Plate Offsets ll [ :0-0 -0, -0,0-0-01 LOADING (psj SPACING 2-0-0 CSI DEFL in (loc) Ildefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TO 0.12 Vert(LL) -0.00 2-4 >999 M1120 1851148 TCDL 14.0 Lumber Increase 1.25 BC 0.09 Vert(TL) -0.01 2-4 >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(fL) 0.00 4 nla BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/deft=360 Weight:12 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 3-4-0 oc purtins, except end verticals. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rlgld ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Studl8td G REACTIONS (lb/size) 2=221/0-3-8,4=1 03/Mechanica I Max Horz 2=45(load case 4) Max Uplift 2=-65(load case 3).4=-13(load case 3) FORCES 0b)-First Load Case Only TOP CHORD 1-2=22,2-3=19,3-4=-73 BOT CHORD 2-4z0 NOTES 1)Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25ft;TCDL=8.4psf;BCDL=6.0psf;occupancy category I; • exposure C;partlally;MW FRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads per Table No.16-B,UBC-97. 3)A plate rating reduction of 20%has been applied for the green lumber members. 4) Refer to girders)for truss to truss,connections. OQ9,OFESS/07V ' LOAD CASE(S) Standard �, G ANC Ql�y C L C 17180 z * EXR 06/30/05 s c[vll. �P �q 0 IF:CA1�F°�a March 17,2004 ® WARNING-Verify denryn puns—t—and READ NOTES ON THIS AND INCLUDED 31ITEE'REFERENCE PAGE III-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors.ThB desig❑a oared only upon parameters shown,and is for an individual building component. Suite 109 Applicablfity of design paromenters and proper lnco porotion of component is responslb'iity of building designer-not truss designer.Bracing shown C!lrus Hek�hts,CA,956f0 Is for loleral support of individual web member orty.Additional temporary bracing to Insure slab?iry during construction is the responsi ly of the erector.Additional permanent bracing of the overall structure is the responsil of the building designer.For general guidance regarding labrication,quality control,storage,delivery,erection and bracing,consult Al Quality Crlleria,D$11 and Ill Building Component Safety Information available from Truss Plate Irulllute,583 D'Onoldo Drive,Madison,WI 53719. MOW- Job Truss Truss Type Q1Y Ply LA LAG NA LARGE ROOF TRUSS R11627197 MASTERTR R43 ROOFTRUSS 1 1 Job Reference(optional) JMW TR 0%CATHEDRAL CITY 5.000 s Jun 9 2003 MTek industries,Inc. Wed Mar 17 13:48:51 2004 Page 1 D-O-0 1-2-0 6-5-0 12-5-0 18-5-0 24.10-0 26-0-0 1-2-0 6-5-0 6-" 8-0-0 6-5-0 Scale =1:1:44.8 All plates are 1.1x4 M20 unless otherwise indicated. 415111120 4 4,00 TIV 2x4 MII20 2x4 MII20 Ai 3 5 6 �1 2 7,- 4h • a a 3x6 M1120 = 10 9 8 3x6 M1120 - 3x4 M1120 — 3x4 M1120 - 3x4 M1120 - p 0 p 0-0-0 8.6-9 -- 16-3-7 24-10-0 8-6-9 7-8-13 8-6-9 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Ildefl PLATES GRIP TCLL f6.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.14 6-8 >999 M1120 1851148 TCDI- 14.0 Lumber Increase 1.25 BC 0.64 Vert(TL) -0.33 6-8 >884 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.07 6 n/a BCDL 10.0 Code UBC971ANSI95 (Matrix) 1st LC LL Min I/deft=360 Weight:130 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.2 TOP CHORD Sheathed or 3-5-3 oc puriins. BOT CHORD 2 X 4 OF No.2 BOT CHORD Rigid ceiling directly applied or 7-2-5 oc bracing. WEBS 2 X 4 HF Stud/Std G OTHERS 2 X 4 HF StudlStd G REACTIONS (b/size) 2=1063/0-3-8,6=1063/0-3-8 Max Horz 2= case 5) Max Uplift 2=335335(toload case 11),6=335(load case 14) Max Grav 2=1233(load case 8),6=1233(load case 7) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=2343,3-4=2038,4-5=-2038,5-8=-2343,6-7=22 BOT CHORD 2-10=2164.9-10=1466,8-9=1466,6-8=2164 WEBS 3-10=-393,4-10=605,4-8=605,5-8=-393 NOTES 1) Unbalanced roof live loads have been considered forthis deSlgn. 2) Wind:ASCE 7-98 per UBC971ANS195;85mph;h=25ft;TCDL=8.4psf:BCDL=6.Opsf;occupancy category I; exposure C;partially,MWFRS gable end zone;cantileverleft and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face), see MTek'Standard Gable End Detail' Q?,()FESS/pN 4)Gable studs spaced at 14-0 oc. �O G AN 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per �Q� �( 0� F2 Table No.16-B,UBC-97. p �� 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)This truss has been designed fora total drag load of 1000 lb, Connect truss to resist drag loads along bottom chord from 0-0.0 to 24-10-0 for 40.3 plf. C 17180 z � LOAD CASE(S) Standard * EXP. 06/30/05 k s� CIVIL' ��P grFOF�CALIVr3 March 17,2004 ® WARNING•Vertfy cf—lgn P—tm—d READ NOTES ON THIS AND INCLUDED X TER REPERENCE PAGE Mll-7473 BEFORE USE. 7777 Greenback Lane Design valid fa use onlywith Milek connectors.This design is based only upon parameters shown,and is for an Individual bu�dng component. Suite f 09 Applicability of design paramenters and proper incorporation of component is responslb Ity of bulldiag designer-not truss designer.Bracing shown, Citrus Hee ights,CA,95810 � Is for lateral support of Individual web members only.Additional temporary bracing to insure stability during construction Is the responsibillity,of the Sol erector.Additiond per maneni bracing of the overall structure is the responsibility of the buldng designer.For general guidance regarding fabrication,quarityconInd,storage,delivery,erection and bracing,consult ANSI/TPIIQuality Were,DSB-89 and BCS11BvildingComponent MiTekm Safety Wonnalfon ovadable from Truss Plate Institute,583 D'Onotrio Drive.Madison.W153719. Job Truss Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS R11627198 MASTERTR R43A ROOFTRUSS 5 1 Job Reference(optional) JAAW TRUSS CATHEDRAL CITY 5.000 s Jun 9 2003 MITek Industries,Inc. Wed Mar 17 13:48:52 2004 Page 1 -1-'2-D 6-5-0 12-5-0 1BA-15 24.10-0 26-0-0 1-2-0 6-5-0 6-0-0 6-" 6-5-0 1-2-0 Scale=1:44.8 4x5 MI120 - 4 4.00 2x4 MII20 2x4 MII20 3 5 I 2 6 V 7 • o 4x4 M1120 - 10 9 6 4x4 M1120 - 3x4 M1120 - 3x4 M1120 - 3x4 M1120 - 0-0-0 0-0-0 8-6-9 16-3-7 24-10-0 8-6-9 7-8-13 B-6-9 LOADING (psf) SPACING 2-0-0 CS] DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.13 6-8 , >999 M1120 1851148 TCDL 14.0 Lumber Increase 125 BC 0.64 Vert(TL) -0.33 6-8 >906 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.07 6 n1a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min l/defi=360 Weight:92 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 3-9-9 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G REACTIONS (lb/size) 2=1063/0-3-8,6=1 06 310-3-8 Max Herz 2=70(load case 5) Max Uplift 2=-165(load case 3),6=-165(IDad Case 4) FORCES (lb)-First load Case Only TOP CHORD 1-2=22,2-3=-2343,3-4=2038,4-5=-2038,5-6=-2343,6-7=22 BOT CHORD 2-10=2164.9-10=1466,8-9=1466,6-8=2164 WEBS 3-16=393,4-10=605,4-8=605,5-8=393 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25ft;TCDL-8.4psf;BCDL=6.Opsf;occupancy category I; exposure C;partially,MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber OOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.i6-13,UBC-97, 4)A plate rating reduction of 20%has been applied for the green lumber members. oQ�pFESSI ' LOAD CASE(S) Standard G ANO 1r C 17180 z * EXP. 06/30/05 ST CIV111- �P March 17,2004 ® WARNING-psrM design Para 0-and READ NOTES ON THIS AND INCLUDED df77'EK REFERENCE PAGE AM-7473 EEPORE USE. 7777 Greenback Lane Resign vaYd for use only with Mlek connectors.This design is based only upon parameters shown,and is for on IndrAdual bu&dnsg component. Suite 109 Applicabif ty of design paramenrers and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CFI,95610 is for lateral support of individual web members only.Additional temporary bracing to Insure stability during conslnictlon Is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responslblity of the buildrng designer.For general guidance regarding fabrication.quality control,storage,delivery,erection and booting,consult ANSI/fP11 Quality Criteria,DSB-89 and BCSII Butidlnq Component M iTek� Safety information mailable from Truss Plate Irx d titute,5a3 onobio Drive.Madison, 537 on, 19. Job Truss Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS R11627t99 MASTERTR R43B ROOF TRUSS 1 1 Job Reference(optional) JMW TRO oS�CATHEDRAL CITY 5,000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:48:53 2004 Page 1 0-0-0 11-2-0 6-5-0 1 12-5-0 18-5-0 24-10-0 26-0-0 1-2-0 6-5-0 6-0-0 6-0-0 6-5-0 Scale =1:1:44.8 4x5 MII20 — 4 4.00 FM 1 20 Mi120 2x4 M1120 3 5 o I 2 8 7 i • d d 3x8 M1120 — 10 9 8 3x6 M1120 3x4 M1120 = 3x4 M1120 3x4 M1120 - 0-0-0 0-0-0 8-0-9 1637 , 24-10-0 8 6-9 7-8-13 8-6-9 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Vdefl PLATES GRIP TOLL 16.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.14 6-8 >999 M1120 1851148 TCDL 14.0 Lumber Increase 1.25 BC 0.64 Vart(TL) -0.33 6-8 >884 BCLL 0.0 Rep Stress lncr YES WB 0.30 Horz(TL) 0.07 6 n/a BCDL 10.0 Code UBC971ANSI95 (Matrix) 1st LC LL Min Udefl=360 Weight;92lb LUMBER BRACING 48 FOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 3-5-3 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 7-2-5 oc bracing. WEBS 2 X 4 HF Stud/Std G REACTIONS (Iblslze) 2=1063/0-3-8.6=1063/0-3-8 Max Hors 2=70(load case 5) Max Uplift 2=335(lood Case 11),6=-335(load case 14) Max Grav 2=1233(load case 8),6=1233(load case 7) FORCES (1b)-First Load Case Only TOP CHORD 1-2=22,2-3=-2343,3-4=-2038,4-5=-2038,5-6=-2343,6.7=22 BOT CHORD 2-10=2164.9-10=1466,8-9=1466,6-8=2164 WEBS 3-10=-393,4-10=605,4-8=605,"- 393 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-98 per UBC97IANSI95;85mph;h=25ft:TCDL=11-4ps$BCDL=6.Opsf;occupancy category I; ' exposure C;partially,MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10-0 psf bottom chord live load nonconcurrent with any other Ilve loads per Table No.16-13,UBC-97. 4) A plate rating reduction of 20%has been applied for the green lumber members. o?0 ESS/pN� 5) This truss has been designed for a total drag bad of 1000 lb. Connect truss to resist drag loads along bottom Q C.AN chord from 0-0-0 to 24-10-0 for40.3 pit. LOAD CASE(S) Standard C 17180 xrn * EXP. 06/30/05 cSJ. CIVIL , March 17,2004 A& WARNING-Verify derign pa—fers and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PACE IM 7473 BEFORE USE. 7777 Greenback Lane r_rrr� Design valid for use only vdlh Mi7ek connectors.This design is basea only upon parameters shown,and is for an individual building componer'. Suite 1 09 Apoucaway of design poramenters and proper incorporation of component is responsib Ity of building designer-not truss designer.Broong r..ovm Citrus Heights.CA,98610 is for lateral Support of individual web members only.Additionaf temporary brocirsg to insure stablity,during conslructlon is the responsibilily of Ihu erector.Additional permanent bracing of the avast shucfure is the resporuibaly of the building designer.ror general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSIjTPII Quallly Criteria,DSB-89 and BCS11 Building Component M ITekID Safety Information available from Truss Plate Institute,583 D'Onofria[hive,Madison,WI 53719. Job Truss Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS R11627200 MASTERTR R44 COMMON 1 1 Job Reference(optional) JMW TRUSS,CATHEDRAL CITY 5.000 s Jun 9 2D03 MiTek Industries,Inc. Wed Mar 17 13:48:55 2004 Page 1 0-0-0 0-0-D 7-3-6 1441-9 21.8.0 28.7-7 31l + 434-0 444 6- 1-2-0 7-3-6 7-5-3 6-11-7 6-11-7 7-53 7-3-6 1-2-0 Scale=1:78.1 All plates are 1.5x4 M20 unless otherwise indicated. sxs Mu2o — 4.00 Fi2 6 3x5 M1120 3x5 Mill a 3x6 M1120 3x6 MI120 5 7 4 9 2x4 MII20 kIC4MI1203 -2-0 1 2 10 11 yr • d 4x10 M1120 = 4x10 M1120 - d 17 16 15 14 13 12 3x5 M1120 = 4x5 MU20 = 4x4 M1120 = 3x5 M1120 = 4x4 M1120 - 4x6 M1120 - 0-0-0 0-0-0 9-7-0 1 17-10-8 1 25-5-8 33-9-0 43-4-0 9-7-0 8-3-8 7-7-1 83-8 9-7-0 Plate Offsets(X Y): [2:0-0-3,Edge] [10:0-0-3 Edge],[16:0-3-0,Edgej LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) Ildefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.97 Vert(LL) 0.39 15-17 >999 M1120 1851148 TCDL 14.0 Lumber Increase 1,25 BC 0.79 Vert(TL) -0.77 15-17 >670 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.19 10 nla BCDL 10.0 Code UBC97JANS195 (Matrix) 1st LC LL Min Udefl=360 Weight:299 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 'Except' TOP CHORD Sheathed. 1-4 2 X 4 OF 1650F 1.5E,8-11 2 X 4 DF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 4-11-14 oc bracing. SOT CHORD 2 X 4 OF 240OF 2.0E 'Except' 13-16 2 X 4 DF No.2 WEBS 2 X 4 HF StudlStd G OTHERS 2 X 4 HF StudlStd G REACTIONS (Ib/size) 2=180310-3-8.10=180310-3-8 Max Horz 2=113(load case 5) r Max t;rav 2-Zb4b((oaa case a), lu=z34otloaa case l) FORCES (lb)-First Load Case Only TOP CHORD 1-2-22,2-3=-4541,34=-4208,4-5=-4115,5-6=-3214,6-7=-3214,7-8-4115,8-9=4208, 9-10=4541,10-11=22 BOT CHORD 2-17=4237,16-17=3392,15-16=3392,14-15=2572,13-14=3392,12-13=3392,10-12=4237 WEBS 3-17=443,5-17=737,5-15=-755,6-15-892,6-14=892,7-14=-755,7-12=737,9-12-443 NOTES 1) Unbalanced roof live loads have been considered for this design. V,QFESS/� 2) Wind:ASCE 7-98 per UBC97/ANS195;85mph:h=25ft:TCDL=8.4psF,BCDL=6.0psf-,occupancy category I; OQ exposure C;partiatly;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right R�. �-/ENO �<(. exposed;Lumber DOL=1.33 plate grip DOL-1.33. (`Q �,p 1C . 3) Truss designed for wind loads in the plane of the truss only, For studs exposed to wind(normal to the face), see MiTek"Standard Gable End Detail" t11 4) Gable studs spaced at 1-4-0 oc. C 17180 I 1 80 7 5) This truss has been designed for a 10.0 psf bottom chord live Icad nonconcurrent with any other live loads per Table No.16-B,UBC-97. * EXP. 06/30/05 6) A plate rating reduction of 20%has been applied for the green lumber members. 7) This truss has been designed for a total drag load of 4400 lb. Connect truss to resist drag loads along bottom C]Vll \� chord from 0-0-0 to 43-4-0 for 101.5 pit. LOAD CASE(S) Standard OF CAI. March 17,2004 9n perame ® WARNING-Yer(N deist tors and READ NOTES ON TR19 AND INCLUDED SOTER REFERENCE PAOS MU-7473 BEFORE r1SE. 7777 Greenback Lane Desi n valid for use on with MTek connectors.This des[ n h based on u n rameters shown,and is for an individual bu9drt con rent, Suite 1 e 9 ty 9 N en Po n Citrus Heights,CA,95610 Applicability of design parpmentars and proper lncorporallan of component is responsibility of building designer-not inns tleslgner.Bmdng stave Is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permonent bracing of the overall,fruclups is the responslUity of the building designer.For general guidonce regarding fabrication,quality col storage.delivery,erection and bracing,consul[ ANSI/Tlll Quality Criteria,Mill and SCSII Burlding Camponen! MiTek Solety Information ova2able from Truss Plate Institute,583 D'Onotdo pave,Madison,VA53719. Job Truss Truss Type Qty Ply LA LAGUNA LARGE ROOF TRUSS R11627201 MASTERTR R44A COMMON 4 1 Job Reference(optional) JMW TRUSS,CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:48:57 2004 Pagge 1 0 0-0-0 -0-0 -i1-2-� 7-11-6 15-0-15 21-6-0 28-3-1 35-4-10 434-0 AA-6- 1-2-0 7-11-6 7-1-10 6-7-1 6-7-1 7-1-10 7-11-6 1-2.0 Scale=1:77.2 5x5 M020 = 4.00 12 6 3x4 MII20 s 3x4 MII20 3x6 M1120 3x6 MII20 5 7 3x4 MII20 4 8 4x12 M1120 3 9 r rn 1 2 10 11 ,n I m • d 40 M1t20 = d 19 iB 17 16 15 74 13 12 2X4 M1120 II 3x6 MI120 = 3x8 M1120 = 3x4 M1120 = 20 M1120 11 4x6 M1120 = 3x4 M1120 — 3x6 M1120 — 06 M1120 = 0-0-0 0-" 0-0-0 7-11-6 15-0-16 21-8-0 28-3-1 354-10 41-6-0 43-0-0 7-11-6 7-1-10 6-7-1 6-7-1 7-1-10 6-1-6 1-10-0 Plate Offsets X,Y): [2:0-2-2,0-0-21,(10:0.2-10,0-0- 1 LOADING (pst SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 1.00 Vert(LL) 0.30 18 >999 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.65 16-18 >766 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.22 10 n1a BCDL 10.0 — Code UBC971ANSI95 (Matrix) 1st LC LL Min I/deft=360 Weight:192 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed. BOT CHORD 2 X 4 DF 1650F 1.5E 'Except' BOT CHORD Rigid ceiling directly applied or 9-10-1 oc bracing. 15-17 2 X 4 DF No.2 WEBS 1 Row at midpt 3-18,5-16,7-16 WEBS 2 X 4 HF Stud/Std G 2 Rows at 1/3 pts 9-12 REACTIONS (lb/size) 2=1736/0.3-5,1 0=1 5210-3-8,1 2=1 7 1 810-3-8 Max Horz 2=1 13(load case 5) Max Uplift 2=-255(load case 3),10=-88(load case 6),12=-182(load case 4) Max Grav 2=1736(load case 1),10=176(load case 8),12=1718(load case 1) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22.2-3=-4328,3-4=-3408,4-5=-3329,5-6=-2578,6-7=-2579,7-8=-3150,8-9--3228, 9-10=-488,10-11=22 BOTCHORD 2-19=4028,18-19=4028,17-18=3166,16-17=3166,15-16=2997,14-15=2997,13-14=3285, 12-13=3285,10-12=384 WEBS 3-19=174.5-18=456,6-16=1195.7-14=262,9-13=79,3-18=-921,5-16=-982,7-16=-769, 9-14=-307,9-12=3167 NOTES 1) Unbalanced roof live loads have been considered for this design. �()FESS/p 2) Wind:ASCE 7.98 per UBC97/ANSI95;85mph;h=25ft;TCDL=8.4psf;BCDL=6.Opsf;occupancy category I; OQ exposure C;panially,MWFRS gable end zone;cantilever left and right exposed;end vertical left and right �� C•ANQ F exposed;Lumber DOL=1.33 plate grip DOL=1.33. . 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five loads per Table No.16-13,USC-97. p to 4) A plate rating reduction of 20%has been applied for the green lumber members. C 1 1 7 1!U a T LOAD CASE(S) Standard yt EXP. 06/30/05 q�OF C AO� March 17,2004 ® WARAM-Verf/g design parameters and READ NOTES ON TN7S AND INCLUDED n4TE%REFERENCE PAGE IM-7473 BEFORE USE. 7777 Greenback Lane Design who for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Sure toil Applicability of design paromenters and proper incorporolicn of component is responsibillty of building designer-not truss designer,Bracing shown Citrus Hefghla,CA.95610 is for lateral support of individual web members onty.Additional temporary bracing to insure stability during construction is the responsibillily of the erector.Additional permanent bract of the overa9 shucture's the responsib5ty of the bui:d:ng designer,-or general guidance regardng lobncation,quality control,storage,delivery,erection and bracing,consult ANSIITP11 Quality Cdterla,DSB-89 and 5C511 Bunding Component M iTek� Safety Information aw3cble from Truss Plate Institute,583 D'Onofd cal o Drive,Modison, 53719. =RR4 Truss Type Qty Ply LA UNA LARGE ROOFTRUSS R11627202 ROOF TRUSS 5 1 Job Reference(optional} JMW TRUSS,CATHEDRAL ITY 0 s Jun 9 2003 Mrrek n ustrias, nc. Wed Mar 17 : 8:58 2004 Pwe I 0-0-0 1-2- 6-11-2 12-9-1 1 18-8-0 24-8-0 30-6-15 36-4-14 43-4-0 4A-6 1-2- 6-11.2 5-9-15 5-10-15 6-0-0 5-10-15 5-9-15 6-11-2 11-2-0 Scale-1:77.2 4.00 12 5x5 M1120 - 4x5 MV20 - 7 4x5 MII20 zr 3x6 L41120 y 6 8 3x6 M1120 3x4 M1120 y 3x4 M11208 2x4 M1120 I 9 4 10 3x4 M1120 i-� 402 M1120 3 11 1 ,2 - 12 13 ,a d 08 MII20 22 21 20- 19 17 16 15 t4 4x7 MM — ri 18 2x4 M1120 11 5xG M1120 W8 = 5x8 M1120 r 3)c4 M1120 - 2x4 M1120 11 3x8 M1120 3x4 M1120 = 5x8 M1120 = 40 M1120 s 4x6 M1120 = 4x6 M1120 - 0-0-0 D_0-0 0-0-0 6-11-2 12-9-1 18-8-0 24-8-0 30.6-15 364-14 41-4-4 43-4-0 6-11-2 5-9-15 5-10-15 6-0-0 5-10-15 5-9-15 4-11-6 1-11-12 Plate Offsets ,Y): [2:1)-1-10,0-0-2], 12:0.2-6,0-0-21, 18:0-1-8,0-1-8, 1 :0-1-12,0-2 .[20:0-3-0,Ed e] LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Ildefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TIC 0.89 Vert(LL) 0.49 19-21 >999 M1120 1 B5/148 TCDL 14.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.93 19-21 >636 BOLL 0.0 Rep Stress Incr NO WB 0.98 Horz(TL) 0.18 12 n/a BCDL 10.0 Code UBC971ANS195 (Matrix) 1st LC LL Min Wall=360 Weight:207 lb LUMBER BRACING TOP CHORD 2 X4 DF No.2 TOP CHORD Sheathed or 2-0-3 oc purlins. BOT CHORD 2 X 4 OF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G*Except* WEBS 1 Row at midpt 11-14.4-19 18-19 2 X 6 HF No.2 2 Rows at 1/3 pts 6-a REACTIONS (lb/size) 2=1921/0-3-8,14=1855/0-3-8,12=191/0-3-8 Max Horz 2=113(load case 5) Max Uplift 2=-286(load case 3),14=-268(toad case 4),f 2=-69(load case 5) Max Gmv 2=1921(load case 1),14=1855(load case 1),12=224(load case 7) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=-4936,3-4--4247,4-5=-3483,5-6=3419,6-7=-616,7-8=-629,8-9=-3419, 9-10=-3475,10-11=-3956,11-12=-853,12-13=22 BOT CHORD 2-22=4605.21-22=4605,20-21=3978,19-20=3978,18-19=3244,17-18=3702,16-17=3702, 15-16=3772,14-15=3772,12-14=734 WEBS 6-19=771,6-23=-2686,8-23=26W.8-18=701,10-18=-565,10-16=1 30,11-16=76,11-15=34, 11-14=-3317,4-19=-906,4-21=395,3-21=676,3-22=133,7-23=215 NOTES 1) Unbalanced roof live loads have been considered for this design. IF SS1 2)Wind:ASCE 7-98 per UBC971ANS195;85mph;h=25ft;TCDL=B.4psf;13CDL=6.Opsf;occupancy category I; exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right Q74 ,�1�„14NQ ��(• exposed;Lumber DOL=1.33 plate grip DOL-1.33. 4✓ �� C�,p 2C 3)This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live bads per Table No.16-8,UBC-97. r1 CO 4)A plate rating reduction of 20%has been applied for the green lumber members. C 17180 T. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)14. EXR 06130/05 LOAD CASE(S) Standard 1) Regular.Lumberincrease=1.25,Plate Increase-1.25 sT CI0- ��P Uniform Loads(pH} Vert:1-7=-60.0,7-13=•60.0,2-19=-20.0,18-19=-80.0,12-18=-20.0 gT�OFCgL1F�� March 17,2004 ® WARNING-Verify design parametem and READ NOTES ON THIS AND INCLUDED MITE$REFERENCE PAGE MU-7473 BEFORE USE. S 7�7 Grean6aCk Ldrl! ...��- Design valid for use only Win Milek connectors.This design is based only upon parameters shown,and is for an Individual buldin component. Suite He g P cult a Heights,CA,9585009 I AWCobilify of design paromenters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is Eof lateral support of individual web members only.Additional temporary bracing to inswe stabitily during cashucfion is the responsibiBity of the erector.Additiond permanent bracing of the overall sirucfure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delwery,erection and bracing,consult ANSI/rPll Quality Criteria.OSB-89 and SCSI building Component M iTek® safely Information available from Truss Plate Irrefitule,583 Uonotrio Drive.Madison.WI 53719. Job Truss Truss Type City Ply LA LAGUNA LARGE ROOF TRUSS R11627203 I MASTERTR R44C ROOF TRUSS 3 1 Job Reference(optional) JMW TRUSS,CATHEDRAL CITY 5,000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:48:59 2004 Page 1 O-D-0 O-D-0 -21 6-11-2 12-9-1 18-8-0 24-8-0 l 30-6-15 36-4-14 I 41-6-0 8-0 1-2-0 6-11-2 54-15 5-10-15 6-0-0 5-10-15 5-9-15 5-1-2 11-2�-0 Scala=1:73-9 4 00 12 5z5 M1120 = 4x5)A1120 7 4z5 M1120 Us M1120 6 8 48 M1120 30 M1120 04 M1120 5 2x4 MII20 II 9 p 10 3x4 M1120 4x4 M1120 3 i1 12 13 1 2 � d I • d 4x8 M1120 = 21 20 19 18 4x7 M1120 - 17 16 15 14 7x8 M1120 If ` 2x4 M1120 11 5x6 M1120 wB - 4x7 M1120 — 4x6 M1120 - 3x4 MI12C = 2x4 M1120 II 3x4 M1120 = 5X8 MII2o - 5x8 M1120 - 4x10 M1120 I -D 0 D-D-0 f 6-11-2 12-9-1 18-M 24-8-0 � 30-6-15 r 36 4-14 , 41-6-0 i 6-11-2 5-9-15 5-10-15 6-0-0 5-10-15 5-9-15 5-1-2 Plate Offsets(X,Y): [2:0-1.6,0.0-2],[13:0-5-8,Edge],(17:0.1.8,0-1-8],[16:0-1-12,0-2-4],[19:0-3-0,Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) Vdefl PLATES GRIP TCLI- 16.0 Plates Increase 1.25 TC 0.92 Vert(LL) 0.52 18-20 >951 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -1.00 18-20 >496 BCLL 0.0 Rep Stress Incr NO WB 0.99 Horz(TL) 0.21 13 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Vdefl=360 Weight:206 lb LUMBER BRACING TOP CHORD 2 X4 OF No.2 'Except' TOP CHORD Sheathed. 9-13 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 9-1-1 oc bracing. BOT CHORD 2 X 4 DF No.2 'Except' WEBS 1 Row at midpt 4-18 2-19 2 X 4 DF 165OF 1.5E,16-19 2 X 4 DF 240OF 2.OE 2 Rows at 1/3 pts 6.8 WEBS 2 X 4 HF Stud/Std G*Except' 17-18 2 X 6 HF No.2 SLIDER Right 2 X 4 HF Stud/Std-G 2-4-13 REACTIONS (lb/size) 2=191010-3-8,13=184010-3-8 Max Horz 2=118(load case 5) Max Uplift 2=-283(foad case 3),13=-237(load case 4) ` I FORCES (fb)-First Load Case Only TOP CHORD 1-2=22,2-3=-4901,3-4=4215,4-5=-3444,5-6=-3379,6-7=-621,7-8=-636,8-9=-3354, ' 9-10=-3456,10-11=3939,11-12=3878,12-13=-3946 BOT CHORD 2-21=4573,20-21=4573,19-20=3948,18-19=3948,17-18=3205,16-17=3727,15-16=3727, 14-15=3545,13-14=3545 WEBS 6-18=764,6-22=-2640,8-22=2640,8-17=755,10-17=-640,10-15=16,11-15=196,11-14=73, 4-18=-917,4-20=399,3-20=673,3-21=130,7-22=211 NOTES OQ�C)FESS/�N� ! 1) Unbalanced roof live loads have been considered for this design. G.AN 2) Wind:•ASCE 7-98 per UBC97/ANS195;85mph;h=25ft;TCDL=8.4psF,BCDL=6.0psf,occupancy category I; exposure C;partially MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per C 171 Sfl M Table No.16-B,UBC-97, 4) A plate rating reduction of 20%has been applied for the green lumber members. * EXP. OMO/05 k LOAD CASE(S) Standard 1) Regular:Lumber Increase=1.25,Plate Increase=1.25. �l CI1111 Continued on page 2 FCAtt�� March 17,2004 ' WARND7G•Ver;fy design parvmetem and READ NOTES ON TM AND rNCLUDED A97EK REFERENCE PAGE AM-7473 BEFORE USE, 7777 C eeriback Lane Design varid far use onlywith M7ek connectors.TNd design Is based only upon porometers shown,and is for on indWval budding component. C.ie lee Aaplicabili of design aromenters and ra erineorporatlon of component is res CicRiS Helgh:s,CA,95610m� ry sig p p p p ponsibil{ry of building designer- puss designer.Bracing shown Is for Icterat support of individual web members only.Additional temporary bracing to insure stability during construction fs the responslbillity of the a,eclo%Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding latxic f nfafion,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria.DSB-89 and BCSII Building Component MiTek Safety ormatlen available from Trull s Plate Institute,5 D'Onolrio Drive,Madison,M 53719- Job Truss Truss Type Ury Ply A LARGE ROOF TRUSS R11627203 MASTERTR R44C ROOF TRUSS 3 1 Job Reference(optional) JMW TRUSS, ATHEDRAL CITY 5. s un 9 2003 MiTek Industries,Inc. Wed Mar 17 13:48.59 2004 Page 2 LOAD CASE(S) Standard Uniform Loads(plf) Vert:1-7=-60.0,7-13=-60.0,2-18=-20.0,17-18=-80.0,13.17=-20.0 r r r I i r r r r .. MM WARKNU-Vert design 7T77&eenhack tan. Verify gn parameters and READ N07ES Oil TIIIS AND INCLUDED MITER REFffiRENCE PAGE MA 7473 RBibRE USE, Suite t D9 �� Design vcl'd for use only vAfh Milek connectoa•This design is based only upon parameters shown,and.z for on individual bulding component- sure Heights,CA,9561t1 Applcabi,ity of design poromenters and proper lncorpora6on of component is responsibility of building designer-not truss designer.Bracing shown rs forlolerol support of individual web members only.Additional temporary bracing to insure stabiJity during construction is the respomib1lity,of the erector.Addillonol permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding labricarlon,quality control,storage,delivery.erectlon and bracing,consult ANSI/fPll Quality Criteria,DSB-89 and BCSII Burlding Component M A!T Safety Information available from Truss Plate Institute,583 D'Onofrto Drive.Madison.WI537t 9. 1 FQk Job Truss Truss Type Oty P y LA LAGU A LARGE ROOF TRUSS R11627204 MASTERTR R44D COMMON 1 1 Job Reference(optional) JMW TRUE0_0 S,CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:49:01 2004 Page 1 0-0-0 -1-2•q 7-3-6 14-8-9 21-11-3 28-7-7 36-0-10 41-6-0 4 -8 1.2-0 7-3-6 7-5-3 7-2-9 6-84 7-5-0 5-5-6 1-2-0 Scale=1:74.6 5x5 MI120 4.00 ,2 8 3x5 MI120 G 3x4 M1120 z- 3x6 M1120 y 7 4x8 101I120 5 4 8 2x4 Mlt20 \\ 2x4 MII20 3 9 10 Ik_e t112 I� � 1 2 • 07 M1120 = 18 17 16 15 14 13 6x10 Ml120 11 3x5 MI120 - 4x6 M1120 = 3x5 M1120 = 3x4 MIr20 = 4x8 M1120 4x4 M1120 3x6 M1120 - 0-0-0 0-" 9-7-0 17-10-8 , 25-5-B 33-9-0 41-6-0 9-7-0 A-3-8 7-7-1 8-3-8 7-9-0 Plate Offsets(X [2:0-2-2,0-0.2],[17:0-3-0,Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.78 Vert(LL) 0,29 16-18 >999 M1120 1851148 TCDL 14.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.64 2-18 >776 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.19 11 n1a BCDL 10.0 Code USC971ANS195 (Matrix) 1 st LC LL Min Vdefl=360 Weight:188 lb LUMBER BRACING i TOP CHORD 2 X 4 DF No.2 'Except" TOP CHORD Sheathed or 244 oc purlins. 6-8 2 X 4 DF 240OF 2.OE,B-12 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 9-5-1 oc bracing. BOT CHORD 2 X 4 DF N0.2 'Except' 2-17 2 X 4 DF 165OF 1.5E WEBS 2 X4 HF StudlStd G SLIDER Right 2 X 6 HF No.2 2-4-5 I REACTIONS - (Ib/size) 2=173610-3-8,11=1719/0-3.8 Max Horz 2=124(load case 5) Max Uplift 2=-256(load case 3),l l=-237(load case 4) FORCES Ob)-First Load Case Only TOP CHORD 1-2=22,2-3=-4325,34=4004,4-5=-3910,5-6=-3004,6.7=-2849,7-8=3154,B-9=-3235, 9-10=-3291,10-11=3348,11-12=-21 BOT CHORD 2-18=4047,17-18=3198,16-17=3198,15-16=2342,14.15=2914,13-14=2914,11-13=2990 WEBS 3-18=-447,5-18=739,5-16=-770,6-16=911,6-15=683,7.15=-525,7-13=151,9-13=43 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-98 per UBC971ANS195:85mph;h=25ft;TCDL=8.4psf;BCDL=6.Opsf;occupancy category I; RQF ESsli exposure C;partlally,MWFIRS gable end zone;cantilever left and right exposed;end vertical left and right exposed:Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads per . Table No.16-13,UBC-97. 4)A ptate rating reduction of 20%has been applied for the green lumber members. Inn LOAD CASE(S) Standard fY C 17180 Z T * EXP. 06/30105 0 'A`L`i March 17,2004 ® WARNING-VeHfy dr.r(gn pararr,ctcrs vnd READ NOTES ON TIf73 AND INCLUDED LITER REFERENCE PAGE EIII-7473 BEFORE USE. 77T7 Greenback Lane Design valid for use on with Ml connectors.This design is based only upon parameters shown,and 6 for on individual bulldin component. suite 1 e only 9 p Carus Heights,CA,95610 � Applicability of design poromenters and proper Incorporation of component is responsbblity of binding designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure Is the responsibility at the building deslgnw,For general guidance regarding fobftofion.quality control,storage,delivery,erection and bracing,consult ANSI/TPt1 Quality Crlierfa,DSB-89 and BCSII Building Componenl M iTek� Sdely Informo8en ava]oble from rruss Plata Institute,SA3 D'Onofrio Drive.Madison,WI 53719. Sob Truss Truss Type Qty Ply LP l_AGUNA U RGE ROOF TRUSS R11627205 MASTERTR R44E COMMON 1 1 Job Reference(optional) JMW TROUT,CATHEDRAL CITY 5.000 is Jun 9 2003 MTek Industries,Inc. Wed Mar 17 1 :49:02 2004 Page 1 0-0-0 -1-21 7-3-6 , 14-8-9 21-11-3 I 28-7-7 36- 10 , 41-6-0 42 1-2�D 7-3-6 7-5-3 7-2-9 6-8-4 7-5-3 5-5-6 Smie ++ Scale=1:75.0 All plates are 1.5xA M20 unless otherwise Indicated. 56 M1120 = 4.00[i'F 8 3x5 M1120 i-� 30 M1120 a 34 M020 7 Us MII20 5 a s 2x4 MII20 p 2x4 MII20 3 9 -2.0 10 1412 w 1 2 -21 b 4x10 M1120 t7 18 15 14= 13 7x10 M1120 II 16 Us M1120 = 4x6 M1120 - Us M1120 = 3x4 Mif20 010 M02D 04 M1120 = 3x6 M1120 = 0-0-0 0.0-0 9-7-0 17-10-8 25-5-8 33-9-0 41-6-0 9-7-0 8-3-8 7-7-1 "_8 7-9-0 Plate Offsets(X Y): [2:0-0-3 Edge] 117:0-3-0 Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.93 Vert(LL) 0.39 16-18 >999 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -0.71 16-18 >701 BOLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.18 11 n/a BCDL 10.0 Code UBC971ANS195 (Matrix) 1st LC LL Min Vdefl=360 Weight 311 lb LUMBER BRACING TOP CHORD 2 X 4 DF 240OF 2.0E `Except` TOP CHORD Sheathed. 4-6 2 X 4 OF No.2,1-4 2 X 4 OF 165OF 1.5E BOTCHORD Rigid ceiling directly applied or 4-9-9 oc bracing. ' 8-12 2 X 6 DF 180OF 1.6E BOT CHORD 2 X 4 OF 2400E 2.0E 'Except' 11-14 2 X 4 DF 1850F 1.5E,14-17 2 X 4 OF No-2 WEBS 2 X 4 HF Stud/Std G OTHERS 2 X 4 HF StudfStd G SLIDER Right 2 X 6 HF No-2 2-4-5 REACTIONS (lb/size) 2=173610-3-8,1 1=1 7 1 910-3-8 Max Ftnrr 9s124(load case 5) Max Grav 2=2549(load case ti),11=-LSu(IOad case 7) FORCES (Ib)-First load Case Only TOP CHORD 1-2=22,2-3=-4336,34=4003,4-5=3874,5.6=-3004,6-7=-2849,7-8=3152,8-9=3235, 9-10=-3289,10-11=3347,11-12=-21 BOT CHORD 2-18=4043,17-1B=3198,16-17=3198,15-16=2341,14-15=2914,13-14=2914,11-13=2988 WEBS 3-18=-442,5-18=739,5-16=771,6-16=911,6-15=685,7-15=-525,7-13=150,9-13=46 NOTES QQ�OF ESS/nN9 1) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98 per UBC97/ANS195;85mph;h=25ft;TCDL=8.4psf;BCDL=e.Opsf;occupancy category I; . exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right / f exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to Wind(normal to the face), C, 17180 see MiTek"Standard Gable End Detail' 4) Gable studs spaced at 1-4-0 oc. * EXP. 06/30/05 5) This truss teas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-B,USC-97. 6) A plate rating reduction of 20%has been applied for the green lumber members. �I C1V(l Continued on page 2 March 17,2004 ® WARNING-Verify derfgn pamm.i—and READ NOTES ON TAPS AND INCLUDED.WTER REFp.RENCE PAGE MU-7473 DEF'ORE USE. 7777 Greenback Lane ��m De.^ign valid for use only wllh MTek connectors.This design a based only upon parameters shown,and's for on individual building component. Suite 1 e APpliCQbifity of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 � Is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additonol permanent bracing of the overall structure is the responsibiity of the building designer.For general guidance moording fabrication,quality control,sterege,delivery,erection and bracing,consu0 ANSItn ll Quality Criteria.D58-89 and BCS11 Building Component _ M ITe�/f\� �, Safety Information available from Truss Plate Institute.583 D'Onofno Drive.Madison,WI 53719. G Truss Truss Type ty LA LAGUNA LARGE ROOF TRUSS R11627205 MASTERTR R44E COMMON 1 1 Job Reference(optional) JMW TRUSS,CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 1 9,03 2004 Page 2 NOTES 7) This truss has been designed for a total drag load of 4400 lb. Connect truss to resist dreg loads along bottom chord from 0-0-0 to 41-6-0 for 106.0 plf. LOAD CASE(S) Standard i 1 1 ' ® WARNING-Perify drslgn parcmeters—f READ NOTES aN 7=1 AND INCLUDED 21,177rK REFERENCE PAGE A11117473 BEFORE USE. 7777 Suite Greenback Lane Design valid for use only with M7ek connectors-This design is based only upon parameters shown.and is for an individual building component. Citrus Heights,CA,95610 Applicability of deslgnparamenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only.Additional temporary bracing to insure stablity during construclion is the responsibillity of the erector.Addifionol permanent bracing of the oywoll structure is the responsibility of the building designer.For general guidance regarding M1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T911 Quality criteria,DSB-49 and SC511 Building Component M iTekm Solely Intormalion available from Truss Plate Institute.583 D'Onolrio t7Me,Madison,WI S3719. Job russ Truss Type Qty Pfy LA LAGUNA LARGE ROOF TRUSS R11627206 MASTERTR R45 MONO TRUSS 3 1 Job Reference(optional) JMW TRUSS,CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:49:03 2004 Pagqe 1 0-0-0 0-(TO -1-2-0 7-10-0 1-2-0 7-10 0 2z4 MII20 II Scale=1:17.9 3 4.00 • F17- 2 4 0-0-02x4 M1120 - 2x4 1AI*0 I I I 7-1 0-0 7-10-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.81 Vert(LL) -0.17 24 >533 MI120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.57 Vert(TL) -0.34 2-4 >267 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1 st LC LL Min I/dell=360 Weight:26 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X4 HF Stud/Std G REACTIONS (lb/size) 2=391/0-3-8,4=294/Mechanical Max Horz 2=98(load case 4) Max Uplift 2=-65(load case 3),4-52(load case 3) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=56,3-4=-219 BOT CHORD 2.470 NOTES 1) Wind:ASCE 7.98 per U8097/ANS195;85mph;h=25ft;TCDL=6.4psf;BCDL=6.dpsf;occupancy category I; exposure C;partiatly,MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live loads per Table No.16-B,USC-97. 3) A plate rating reduction of 20%has been applied for the green lumber members. 4) Refer to girder(s)for truss to truss connections. LOAD CASE(S) Standard OQRgFESS/p,�, G AN� C 17 18 0 * EXP. 06/30/05 LPJ civil- March 17,2004 ' ® WARNWG•V—(&deatgn parnmetm and REW NOTES ON T'8r3 AND MCLUDED Aft=REFERENCE PAGE AM-7473 BEFORE USE. 7777 Greenback LaneSuite 109 Deslgn valid for use ony with MiTek connectors.This design Is based only upon parameters shovm,and Is for an individual building componenl. Citrus Heights,CA.95610 Applicability of design paromenters and proper Incorporation of component is responsibility of building designer-not muss designer.Bracing shownwl Is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction Is the responsibilliy of the erector.Additiond permanent bracing of the overall structure responsibility the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Cdterlo,D5B-89 and BCSI1 Building Component M iTek` Safety 1M va",ormatlon oable from Truss Plate Institute,583 D'Onofrio Drive.Modaon,wl 53719. Job Truss Truss Type city Ply LA LAGUNA LARGE ROOF TRUSS 13116272137 MASTERTR R45A MONO TRUSS 2 1 Job Reference(optional) JMW TRUSS,CATHEDRAL CITY 5.000 s Jun 9 2003 MI ek Industries,Inc. Wed Mar 17 13:49:04 2004 Pve 1 0-0-0 0' -0 120 710 1_2-0 7-10-0 2x4 M112C 11 scare=1:17.9 All plates are 1.5x4 M26 unless otherwise indicated. 3 1 4.00 12 • 2 4 0-0{Ax4 M7120 = 2x4 I I 7-10-0 7-tt}-0 LOADING (psf) SPACING 2-0-0 C81 DEFL In (loc) I/dell PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.81 Vert(LL) -0.17 2-4 >533 M1120 1851148 TCDL 14.0 Lumber Increase 1.25 BC 0.57 Vert(TL) -0.34 2-4 >267 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a BCDL 10.0 Code UBC971ANS195 (Matrix) 1st LC LL Min I/defl=360 Weight:32 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 6-0.0 oc puriins, except end verticals. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF StudlSid G OTHERS 2 X 4 HF Stud/Std G REACTIONS (lb/size) 2=391/0-3-8,4=2941Mechanical Max Horz 2= ad case 4) Max Uplift 2=85(l85(load case 3),4=-52(]oad case 3) FORCES (lb)-First Load Case Only TOP CHORD 1-2=22,2-3=56,3-4=-219 ' BOT CHORD 2-4-0 NOTES 1) Wind:ASCE 7-98 per UBC971ANSI95;85mph;h=25ft;TCDL=8.4psf;BCDL=6.1)psf;occupancy category I; exposure C;partlally;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber OOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind(normal to the face), see MTek"Standard Gable End Detail" 3) Gable studs spaced at 1-4-0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-11,1p�Q��ss/QN 5) A plate rating reduction of 20%has been applied for the green lumber members. Q 6) Refer to girder(s)for truss to truss connections. LOAD CASES) Standard C C 17180 - * EXP. 06/30/05 k ST CIVIL March 17,2004 ® WARNWO-Vsrgy deWgn panamtsera and READ NOTES ON Tffi8 AND XCLUDED 11r1TEE REFERENCE PAGE MA-7473 BEFORE USE. 7777 Greenheck Lane ��• oo Design void for use only with Mlek connectors.This design is based on upon parameters shown,rntl Is la an i�vidual buMhg component. Salle He 9 9n N Cirrus Heights,CA,95610 Applicability cif design paramenters and proper incorporation of conspcnent is responsibility of building designer-not truss designer.Bracing shown is lot lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure'4 the responsibility of the building designer.For general guidance regarding tobricolion,quaiity control,storage.delivery,erection and bracing,consult Al quality Criteria.DSB•39 and BCS11 Building Component M iTekm safety Information avd:obre from Truss Plate Institute,5a3 D'Onofrio Drive,Madison,wl 53719. Job Truss Truss Type Qty My LA LAGUNA LARGE ROOF TRUSS R11627232 ' MASTERTR VT27 COMMON 1 1 Job Reference(optional) Jfv1N!TRUSo�-0AT iEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:49:29 2004 Page 1 9-6-12 _ I 19-1-8 20-3-8 ' - 1-2-0 9-6-12 9-6-12 1-2-0 Scale-1:35.4 04 MI320 - ' 9 4.00 12 8 70 7 11 6 12 5 13 4 14 4 3 15 I 2 16 17 0 i7 3 5x5 M1120 - 0-M 19-1-6 19.1� Plate Offsets(X,Y): [21:0-14,0-3-0] LOADING (pst) SPACING 2-0-0 CSI DEFL in (loc) I/deg PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.19 Vert(LL) n/a n/a M1120 185/148 l TCDL 14.0 Lumber Increase 1.25 BC 0.08 Vert(fL) -0.01 17 >999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 18 n/a BCDL 10.0 Code U8C971ANSI95 (Matrix) 1 st LC LL Min Udefl-360 Weight:107 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 10-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, ' WEBS 2 X 4 HF Stud/Std G Except: OTHERS 2 X 4 HF Stud/Std G 6-0-0 oc bracing:20-22,19-20,18-19, REACTIONS (Ib/size) 33=151/19-1-8,1 8=1 5111 9-1.8,26=113/19-1-8.27=108119-1-8,28=1 06119-1-8, 29=107/19-1-8,30=1 0711 9-1-8,31=109/19-1-8,32=90/19-1-8,25=108119-1-8, 24=106119-1-8,23=107/19-1-8,22=105/19-1-8,20=98/19-1-8,19=91/19-1-8 Max Horz 33=62(load case 5) Max Uplift 33=-45(load case 3),18=45(load case 4),27=-14(load case 3),28=-27(foad case 5), ' 29=-23(load case 3),30=-27(load Case 5),31=-21(load case 3),32=-69(foad case 5), 25=-14(load case 4),24=-27(load case 6).23=-23(load case 6),22=24(load case 4), 20=-21(load case 5),19=-70(load case 6) Max Grav 33=158(load case 7),18=158(load case 8),26=113(load case 1),27=109(foad case 7), 28=107(load case 7),29=107(load case 1),30=107(road case 1),31=110(load case 7), ' 32=90(load case 1),25=109(load case 8),24=107(load case 8),23=107(load case 1), 22=105(load case 1),20=101(load case 8),19=91(load case 1) FORCES (lb)-First Load Case Only TOP CHORD 1-2=26,2-3=20,3-4=28,4-5=26,5-6=26,6-7=26,7-8-26,8-9=26,9-10=26,10-11=26,11-12=26, QFESS/ 12-13=26,13-14=26,14-15=28,15-16=-7,16-17=26,2-33=-143,16-18=-143 BOT CHORD 32-33=0,31-32=0,30.31=0,29-30=0,28-29=0,27-28=0,26-27=0,25-26-0,24-25=0,23-24=0, C.AN� 22-23=0,21-22=0,20-21=-13,19-20=-13,18-19=13 ' WEBS 9-26=-66,8-27=82,7-28=80,6-29=-80,5-30=-79,4-31=-85,3-32=-55,10-25=-82,11-24=-80, C 12-23=-80,13-22=79,14-20=-85,15-19=-55 NOTES C i 7180 1) Unbalanced roof live loads have been considered for this design. * EXP. 06/30/05 k 2)Wind:ASCE 7-98 per UBC97/ANSI95;85mph;h=25ft;TCDL=8.4psf;BCDL=6.0psf;occupancy category I; exposure C;partiaiVMWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. j C1VA. �Q Continued on page 2 OFCAE-kF March 17,2004 ji IVARNWO-VIr1ry dsdgn parvmetxr-i and READ NOrpS ON THL4 AND INCLUDCD dBTEK REFERENCE PAGL'11Qf-7473 BEFORE USE. 7777 Greenback Lane Design valid far use o with M+7ek connectors.This dcd n c based on upon Sulte 109 Ip only g N po parameters y of bu and a for on it-not I d building Component, C31rus Heights,CA,95810 Applicability of design poramenters and proper incorporation of component is respOnsibdi;•y cl�u9d:ny designer-not truss designer.Bracing shown is for ieterel support of individual web members only.Additional temporary bracing to insure shb'I ly during construction is the responsNilty et the erector.Addrliono.pemronenl bracing of the overall structure is the responsibBity of the buildng designer.For general guidance regarding fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/T11`n Quality Uledo.DSB-89 and Ill Building Component MiTek Safety Information mutable from Toss Plate Instlule,583 D'Onotrio dive,Madison,VA 53719. Job Truss Tfuss Qry Ply LA LAGU A LARGE ROOF TRUSS R11627232 ' MASTERTR VT27 COMMON 1 1 Job Reference(optional) JMW CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:49:29 2004 Page 2 NOTES 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Details 4)All plates are 2x4 MI120 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-B,UBC-97. 9) A plate rating reduction of 20%has been applied for the green lumber members. LOAD CASES) Standard 1 1 WARNLNG-7eHj%,design parameters and READ NOTES ON TMS AND DVCWDED ffiTER REFERENCE PAGE MA-7473 BEFORE USE. 7777Ile Greenback Lana Design vard la use only wilh M-Tek connectors.This design is based only upon parameters shown,and is for an individual txw@dng component Suru 1 e Appricablli of design oromenters and Citrus Heights, Cy4956If1 Np proper incorporation of component is responsib::ity,of building designer-not true designer.gracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction Is the responsibillity of the erector.Additional permanent bracing Cl the overall structure is the resporuibiGty of the t olding designer,For general guidance regording fabrication,quality cdntroi,storage,delivery,erection and bracing,consult ANSIJTPII Quality Cdterla.DSB-69 and BCSIt Building Component m Safety fnformotlen ava!oble from Tens Plate Institute,583 D'Onofrio Drive,Madison,wl 53719. e Truss Truss Type O Ply LA LAGUNA LARGE ROOF TRUSS Job YP tY R11627233 MASTCRTR VT27A I COMMON 1 1 ( Job Reference(optional) JMW TRIJSo,CATHEDRAL CITY 5-000 s Jun 9 2003 MiTek Industries,Inc. Wed Mar 17 13:49:30 2004 Page 1 1_4-0 9-6-12 '19-1-8 20-3-8 , --� 1-2-0 9-6-12 9-6-12 1-2-0 Scala=1:35.4 4z4 MII20 = 6 2x4 MII20 II 2x4 MII20 I 4.OD 12 7 5 2x4 M1120 II 2x4 MII20 II 4 8 2x4 M1120 ll 2x4 MII20 11 v s ' 2x4 Mri20 11 3 2x4 M1120 II 10 2 11 n. 1 i 2x4 M1120 II 2x4 M1120 I I 2x411320 II 2x4 M1120 11 2x4 M1120 11 2x4 M1120 11 3x4 M1120 - 2x4 M1120 II 2x4 M1120 11 2x4 MI120 11 0-0-0 1918 19-1-A LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Idefl PLATES GRIP ' TCLL 16.0 Plates Increase 1.25 TC 0.16 Vert(LL) n/a - n/a MI120 1851148 T CDL 14.0 Lumber Increase 1.25 BC 0,05 Vert(rL) -0.01 1 >999 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 12 n/a BCDL 10.0 Code UBC97IANS195 (Matrix) 1st LC LL Min Vdefl=360 Weight:79 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.2 TOP CHORD Sheathed or 10-0-0 oc puriins, except and verticals. BOT CHORD 2 X 4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, WEBS 2 X 4 HF Stuci/Std G Except: OTHERS 2 X 4 HF S1ud/Std G 6-0-0 oc bracing:13-15,12-13. REACTIONS (lb/size) 21=156/19-1-8,12=158/19-1-8,17=211/19-1-8,18=199/19-1-8,1 9-2 0 711 9-1-8, 20=168/19-1-8,16=201/19-1-8,15=199/19-1-8,1 3=1 5 711 9-1-8 Max Herz 21=64(load case 5) Max Uplift 21=-42(load case 3),12=40(load case 4),18=-45(load case 5),19=44(load case 3), 20=-58(load case 5),16=-44(load rase 6),15=-51(load case 4),13=-70(load case 6) Max Grev 21=161(load case 7),12=163(load case 8).17=211(load case 1),18=204(load case 7), 19=207(load case 1),20=168(load case 1),16=205(load case 8),15=199(load case 1), ' 13=157(load case 1) FORCES (lb)-First Load Case Only TOP CHORD 1-2=26,2-3=34,3-4=44,4-5=42,5-6=42,6-7=42,7-8=-5,8-9=44,9-10=-2,10-11=26,2-21=-141, 10-12=-140 BOT CHORD 20-21=-0,19-20=-0,18-19=-0,17-18=-0,16-17=0,15-16-0,14-15=0,13-14=-18,12-13=-18 WEBS 6-17=-161,5-187-149,4-19=-156,3-20=-120,7-16=-149,B-15=-156,9-13=-120 NOTES 1) Unbalanced roof live loads have been considered for this design. Q?,pF ESS/�N 2)Wind:ASCE 7-98 per UBC97/ANS195;85mph;h=25tt;TCDL=8.4psf;BCDL=6.0psf;occupancy category 1; Q exposure C;partially;MWFRS gable end zone;cantilever left and right exposed;and vertical left and right �4� �( C•ANQ� <C11 exposed;Lumber DOE=1.33 plate grip DOL=1.33. 7L 'Q G1� 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face), see MiTek"Standard Gable End Oetall' Z m ' 4) Gable requires continuous bottom chord bearing. CC 17180 T 5)Truss to be fully sheathed from one face or securely braced against lateral movement(Le.diagonal web). 6) Gable studs spaced at 2-6-0 oc. * E)(P. 06l30/05 7) This truss has been designed for a 10.0 psf bottom chord live load nonconeurrent with any other live loads per Table No.16-B,UBC-97. CIVir. 8) A plate rating reduction of 20%has been applied for the green lumber members. '9 FCA1 W LOAD CASE(S) Standard March 17,2004 ' WARMNG.V-V fy d.egn po-f-and READ NOTES ON THrS AND MCLUDED AUTEH REFERENCE PAGE IM-7473 BEFORE USE. 7777 Greenback Lane Design volld for Lisa onlywith Mliek conneclors.This design Is based only upon parameters shown,and a for an individual building component. Suite 1 09 Applicability of designs pamm.enters and proper incorporation of component Is responsiblity of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 B for lateral support of indivlduol web members only,Addifienal temporary bracing to insure stability during construction Is the responsibillity,of the erector,Addiliond permanent bracing of the overall structure Is the responsibility of It,.building designer.For general guidance regarding fabrication,quarty control.storage,delivery,erection and brocing,consult ANSI/TPII QuaBtyCAlerla,DSB-89 and BCSII Building Component M iTek` Safety Information dvo:able from Truss Plate Institute,5M D'Onofrw Drive,Madison.Wi 53719- Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4' "Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 1 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and securely seat. diagonal or X-bracing,is always required. See BCSI1. 2. Never exceed the design loading shown and never 0-1/16� 1 2 3 stack materials on inadequately braced trusses. TOP CHORDS CI-2 c2-3 3. Provide copies of this truss design to the building designer,erection supervisor,property owner and ne WEBS b1C all other interested parties. �' ao ty � Oz ��� p 4. Cut members to bear tightly against each other. For 4 x 2 orientation,locate U r plates 0-11,d'from outside a U edge of truss. OO 5. Place plates an each face of truss at each C7-8 c6a O joint and embed fully.Knots and wane at joint BOTTOM CHORDS locations are regulated by ANSI/TPI1. "This symbol indicates the 8 7 6 5 6. Design assumes trusses will be suitably y protected from required direction of slots in D the environment in accord with ANSI/TPI1. connector plates. "Plate location details available In MiTek 20/20 7. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING ATTHE JOINT FARTHEST TO 8. Unless expressly noted,this design is not applicable for PLATE SIZE THE LEFT. use with fire retardant or preservative treated lumber, CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fab 4 x 4 ricator.General practice is to perpendicular to slots.Second camber for dead load deflection. dimension is the length parallel to slots. 10. Plate type,size,orientation and location dimensions LATERAL BRACING CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. 1 l.Lumber used shall be of the species and size,and Indicated by symbol shown and/or BOCA 96-31,95-43,96-20-1,96-67,84-32 in all respects,equal to or better th6n that by text in the bracing section of the specified. output. Use T,I or Eliminator bracing ICBO 4922,5243,5363,3907 if indicated. 12.Top chords must be sheathed or purlins provided at BEARING SBCCI 9667,9730,9604B,951 1,9432A spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft.spacing, Indicates location where bearings or less,if no ceiling is installed,unless otherwise noted. (supports) occur. Icons vary but'��no reaction section indicates joint 14.Connections not shown are the responsibility of others. number where bearings occur. H a 15. Do not cut or after truss member or plate without prior t��d- approval of a professional engineer. Industry Standards: 1A16.Install and load verticaiiy unless indicated otherwise. ANSI/TPI I: National Design Specification for Metal M iTek® Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 ©2004 MITek®