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HomeMy WebLinkAboutRIDGESTONE AT RAMSGATE Q rlr ; 1 ;I i 1.ALL.PERIMETER BLOCK WAILS h SHDECORATIVE IRON FENCING,LIGHTS,R UGHT POLES ALL BE 5UBMITTED FOR U 1' f 1 II. SEPARATE PERMIT 1 SEPARATE RENEW a PERIAT. OBMIN ASEPAI?ATEPER / RECREATlONBLOG,CABANA \ ` 2.ALL 9TE SATIATE SHALL BE SUBMITTED FOR SEPARATE f If fx 1/ I AMA1L AIOSKNOT PAR TOF FORDETACNEDGARAGES. f ` �� RENEW k PERMIT. W f'fr/ / r' THIS SUBMITTAL 3.FIRE PROTECTION SYSTEMS SMALL BE DESIGNED BY LCEMSED SUB-CONTRACTOR.G.C.SHALL BE RE9'ON98LE FOR SEPARATE PLAN RENEW h PERMIT.ON SITE HYDRANTS SHALL BE INSTALLED d OPERATIONAL PRIOR TO PERMIT 4 ' tr CP NO ISSUANCE.MIN IRE DFPARTMENT ACCESS T1RU ALL O /'f n / / Carport Type $�Ze t♦��w PHASES CF CONSTRUCTION. f 1 / V 1 ARPRFwnfwc; rr• /%, i ',/, 11 I 1 J l DP 4 Stall 1 20'x36' 2 10,17 \ DP fi Staff 20'x54' 4 3,9,16,18 CP -CARPORT , i / _ --- —� cA _GARAGE 0'x72' 6 5,6,7,8,15,14 COMMUNI DP 8 Stall 2 H - HANDICAP OPEN HC -HANDICAP APARTMENT / �' ♦ , - MCP -HANDICAP CARPORT /� DP 16 Stall 40'x72' 3 11,12,13 HV -HANDICAP OPEN VAN / ',�, J/ ' , ' NIA -HANDICAP GARAGE 'fii i� f I "DP Pitched 6 Stall 2O x54 1 4 T - TRASH ENCLOSURE / � I I DP Pitched 8 Stall J 20'x72' 2 1 2,1 Total Carports 18 _ I 7; \� - --------------- --.�-- V \ \ �♦ /./ C7 i - ] 3 Bl A2 C1R 1R TQ !!!� B1 Cl � 1e• � 1- 11'' �i — ;�` O \..---- �♦ / °r - -- - -- --- 1 1 r- a sa 8 Ids a ___ �'• /'�/, / � 6cYh• r -I 1 1 � m,RA a u OA © Il I " ♦ I 5� lJ'wli'i I"I E U lii Vf`{ ♦♦ \\% i � GTIR a � 4 // r-) A O � �� � � � A r� Cr1 � 1 1 � A22 w Ia ,P �y!• i� � fu I II 11 a^I`]I I f * , ,� 2 � /� Ci B1 17 1113 � I •© A £ _R 1�' 12 \ �`�`\\\`,\ � A2.2 `�$ _ ' • \ E Q'is \' dH E -R C i �( I SINGLE, FAMILY HOMES U / C�p�FfygGN ON OF SIN 9 k5 FNS LE R RE FNR LEGEND 4.0 T �YUNIT AND PARKING TABULATION ppV D '� `� UNrT f UNITS FACTOR PARKING REG. • D \ O -! t 1 BEDROOM 194 1,66 322 ACCESSIBLE `\ A2 'i j �j / 2 BEDROOM 140 733 326 INDICATES RUIU ING NUMBER -vOSTEO SI1. 7_CEN-` \.'.\ e` 4�1 T t 9E0R'10M IS 2JJ 2 7 1.3 VMftlT INCLUDES THE:N N°P.D'+Al5�TfdM Gc - '� - _ A \� +\`\ ``\ �\ �\ 1 '! /f \ /S / /�' \ INDICATES BUILDING TYPE TOR1E$ rACCE59BIL TY AND STA 'RESERVED' \� , / / PARNMG PRONGED 3.WALKWAYS AND SIDE S ALONG�59BLE Of `w �.f� \` \ �\. 1` - / ,, / / 1 OPEN 222 A3 --- UNIT TYPE Q TRAVEL$MALL BE _ .�L\ FA \ \ ��`\.� ` // - - Y TANDEM CARPORTS 1047 OD ` '� (1.1 TT-- �`�`.. g '~ GARAGES 214 a �.A-CgITRN000A7 AC 9BLE 2 l '\ - /y/ JJf" � v,.V 690 CARPORT w B-HAVE MAXIMUM 1/ CHANGE.�1 ELEVATONO \ — - ( / 4 A,CCF59RI F PARKING ANA3 Y9S; `., ry .\ ��` \\``�\ Acousn rt �•.,\ / REQUIRED ACCESSIBLE RESIDENTIAL PARKING TRASH ENCLOSURE THE PLI 'OS F TNlS LAN 1�T01NpICATE \,\\ .,._ ti• / / 2%K DO(GROUND FLOOR UNITS) w 0- WHERE NECESSARY 0 GAN,l'C QEVATION OPE TT?i�wgS �a ARCM! TI/ BUl NG ANb \ \\\ / / La SPACES-is SPACES EXCFEDINO!M(1:20) HAVE RAMPS COMP FI v CHO 1007,C SECT 1107A.s, ARCHI TU FEA '� .� A/c CONDENSERS E n E-A WRI RAMP SH BE FRONDED AT ALL LOCATIONS�, SEE ClVI PLA FOR LSITE DIMENSIONS �����, ``'�.��\ / L — /'/ ,,,VVV OTAL NUMDER OF OPEN PARKING SPACES-227 \\\((( \y &C. 118.A1 51C.227 12 M MAIL KIOSK-SEE SHEET NK-1 0.V WHERE 9dEW_CONN T TO THE STREETS OR YWIERE PATIrI� YEHlCULJ9R D VES,C RB CUTu,ETC. \ `0� ` /+/ O \ \ / \ /` / -_�jJ - E ED ACCESS LE PARKENG SPACES - 12 OF TRA IS lNDICA C8C THE 11278.5 \k 'jIV ` . ?FRONDED ACCE59BlE PARKtHG SPACES - 12 w VET{ \\��.\ / / ivy. I•'T�"" F-CRO6S WALKS SH BE PROVIDER WHEN PATH OF ni SF>=91T Y., FOR A91 ENCL 511RE '" \ / 7-12 TRASH ENCLOSURE "SHEET TY ��~• TOTAt ACCESaBy FA,RKLC PROND�D� L TRAVEL CROSS A STREET OR DRIVE . m�I� I PERMIT APPUCATION NOTE: \\ \\\\�\ \ M1 \ //)/ NORTH t•'t'-} I{ ffm C) G- PROVIDE DETECTABLE WARNINGS AT ALL CURB RAMPS OR C ATfAp1ED CARACkS ]SPACES V AS REOU*ED BY SECTION 1120A5 OF CBI DRAWINGS CONTAINED IN THIS SUBMITTAL ARE FOR APARTMENT \ :\ `�• / / / OETACNm OAPACER B SPACES H ACCESSIBLE STALL-SEE 4/A1.2 BUILDINGS,GARAGES.AND TRASH ENCLOSURES.CARPORTS �� ^—-F / 0p CARPORT 9pA STALLS 10 SPAM 4 MANAGEMENT PRACTICES AT THIS APARTMENT FACILITY SHALL BE IN DEFERRSO SUSMrTTAL PACKAGE. O . .♦ ,.. / FPD1 VAN SPACES 9 RPAK'R SHA LL PRONOf OESIGNATEp ACCESSIBLE PARIONC SPACES AT \ �```?'' \ SCHEDULE GENERAL STRUCTURAL NOTES QpOFESS/pNq� MODEL NO.: DP 1 2001E EDITION OF THE CALIFORNIA BUILDING CODE OCCUPANCY GROUP U-1 1996 AISI COLD-FORMED STEEL DESIGN MANUAL u NO OW n TYPE OF CONSTRUCTION V-N 2. LOAD * E /30/08 VARIES (SEE SITE PLAN) DEPTH OF CAR SPACE 20'-0" ROOF LIVE LOAD: 20 PSF, REDUCIBLE 'f} VLF BAY WIDTH 18'-0" 23'-0' H.C. WIND LOAD = 80 MPH, EXPOSURE 'C' qrF CPL1E Q 18'-0" STD. BAYS 23'-0" BAY 18'-0" STD. BAYS 9'-0" HALF BAY WIDTH 9'-0" 11'-6" H.C. 3. FOUNDATION 1 WHERE OCCURS 29GA "ALTA-RIB" PANELS FOUNDATION DESIGN BASED ON AN ALLOWABLE SOIL BEARING PRESSURE OF COLUMN TYP. PURLIN BRACING ROOF DECK (AEP -X-SPAN") 2000 PSF AT 12"BELOW FINISH GRADE OR EXISTING NATURAL GRADE, SEE SCHED. PURLIN MIDSPAN A (Fy = 80 KSI) WHICHEVER IS THE LOWER ELEVATION. BRACING TYP. _ AT THIRD SPANS AT HANDICAP BAY 10" x 2 1/2" x 14GA CEE 4. CONCRETE ''^^ ROOF PURLINS (Fy 55 KSI) ALL CONCRETE REQUIRED HEREIN SHALL BE DONE IN ACCORDANCE W/ACI V J STANDARD 301-95, SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR _I < 10" x 2 1/2" x 12GA CEE BUILDINGS", WHICH IS HEREBY MADE A PART IF THESE DOCUMENTS,WITH ROOF PURLINS THE FOLLOWING MODIFICATIONS: Q HANDICAP BAYS (Fy = 55 KSI) PARR 2.1.2: CEMENT SHALL COMPLY W/ASTM C150,TYPE II. J w 0 o PURLIN AT w I PARA 3.2: F'o SHALL BE 2500 PSI AT 28 DAYS FOR ALL CONCRETE. Q. (2) CEE 4 2 1/ x14GA BOXED Q COLUMN o �I I COLUMNS - STEEL �R N COLUMN AT ink (Fy = 55 KSI) PARR 4.1.3: THE USE OF EARTH CUTS FOR FORMS IS PERMITTED. OJ FOUNDATION FOUNDATION DIAMETER 20"9 PARA 5.2: REINFORCING SHALL BE NEW BILLET STEEL COMPLYING W/ASTM Z (n FOUNDATION DEPTH 3'-4" A615, GRADE 40. Z CC 7o ALTERNATE SPREAD FOOTING S-3" x 3'-3" G SPREAD FOOTING DEPTH 24" 5. STEEL ROOF DECKING O a STEEL ROOF DECK SHALL BE AEP SPAN "HR-36"(ICBO ER-2757) OR EQUAL,CONFORMING TO THE SPECIFICATIONS OF THE STEEL DECK INSTITUTE: LL. pp SEC ASTM A792.ASTM A653, OR ASTM A611 WITH A MINIMUM YIELD STRENGTH 4 SEE SCHEDULE SEE ROOF TYP OF 80 KSI AND A MINIMUM TENSILE STRENGTH OF 82 KSI. W B 8. LIGHT GAUGE STRUCTURAL STEEL FRAMING co 20'-0" ALL LIGHT GAGE STEEL FRAMING MEMBERS TO BE SUPPLIED BY ASC ROOF FRAMING PLAN PROFILES(AEP SPAN)WITH CITY OF L.A.APPROVED FABRICATOR CERTIFICATION #1888 OR OTHER MANUFACTURERS W/THE EQUIVALENT E 4'-6" 1 i'-0" 4'-6" QUALIFICATIONS. ALL STRUCTURAL STEEL FRAMING MATERIALS AND ERECTION SHALL BE IN vl W ROOF ACCORDANCE WITH THE LATEST EDITION OF THE AMERICAN IRON AND STEEL (- DECK SLOPE INSTITUTE"SPECIFICATIONS FOR THE DESIGN OF COLD-FORMED STEEL mm Q 1/4:12 STRUCTURAL MEMBERS". VARIES(SEE SITE PLAN) O O Z ALL WELDING TO BE PERFORMED BY WELDERS HOLDING A VALID CERTIFICATE / AND HAVING CURRENT EXPERIENCE IN LIGHT GAGE STEEL. CERTIFICATES C Q 16'-D" BAY 18'-0" 9'-0" F-�^t-" SHALL BE ISSUED BY AN ACCEPTED TESTING AGENCY. DO NOT DRILL OR STANDARD BAYS WHERE OCCURS STANDARD BAYS ���•••/// NOTCH MEMBERS WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER. LL Q O ROOF DECK PURLIN ¢ STRUCTURAL STEEL MEMBERS SHALL BE FURNISHED TO THE SPECIFIED Q c� CL i SEE SCHEDULE SEE SCHEDULE v X MINIMUM YIELD POINT OR GREATER. THE ASTM. GRADE ,AND OTHER U 1.- O j SPECIFICATIONS SHALL BE INDICATED BY SUITABLE MEANS ON EACH LIFT OR a- Q Z Lu PURLIN PER SCHEDULE io 7• FASTENER c J 16GA END CLOSURE STEEL SCREW FASTENERS SHALL BE"VS"BRAND SELF DRILLING-SELF Q W CONT. NG-SELF o TRIM. ATTACH TO FASCIA COLUMN IJ 10 TAPPING SCREWS BY D.B. BUILDING FASTENERS(ICBO#5617) OR EQUAL. Z W PURLINS W/(1)#12 SCREW —COLUMN TYP. SEE SCHEDULE W AT TOP AND BOTTOM B. CONTRACTORS O O W 11 FLANGES FINISH FINISH THE CONTRACTOR MUST SUBMIT IN WRITING ANY REQUEST FOR MODIFICATIONS I Y G AD GRADE TO THE PLANS AND SPECIFICATIONS. NO STRUCTURAL CHANGES FROM THE O u) g Q APPROVED PLANS SHALL BE MADE IN THE FIELD UNLESS PRIOR WRITTEN N w LL __T_ APPROVAL IS OBTAINED FROM THE ENGINEER. SHOP DRAWINGS SUBMITTED CAISSON FOOTING TO THE ENGINEER FOR HIS REVIEW 00 NOT CONSTITUTE"IN WRITING" x V O UNLESS IT IS NOTED THAT SPECIFIC CHANGES ARE BEING REQUESTED. IF O Q (SEE SCHEDULE) CHANGES ARE MADE WITHOUT WRITTEN APPROVAL,SUCH CHANGES SHALL BE THE LEGAL AND FINANCIAL RESPONSIBILITY OF HE CONTRACTORS OR " CAISSON FOOTING SUBCONTRACTORS INVOLVED AND IT SHALL BE HEIR RESPONSIBILITY TO O TYPICAL ELEVATION SEE SCHEDULE REPLACE OR REPAIR THE CONDITION AS DIRECTED BY THE ENGINEER. CONTRACTOR SHALL PROVIDE ALL TEMPORARY BRACING, SHORING,GUYING, OR OTHER MEANS TO AVOID EXCESSIVE STRESSES AND TO HOLD STRUCTURAL ELEMENTS IN PLACE DURING ERECTION. THESE PROVISIONS U co Lo A CROSS-SECTION 1/`."(-o ERECTEDSHALL ETOIIINSURE T IN IHE SAFETY OF HTION UNTIL IEEPARTIALLYY ERECTED ANENT MSTRUC STRUCTURES.BERS ARE Z m O HE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. OBSERVATION VISITS TO THE SITE BY THE - U STRUCTURAL ENGINEER SHALL NOT INCLUDE INSPECTION OF THE ABOVE N ITEMS. O W ^ 9. ENGINEER OF RFCORO Z Lo BAJA CONSTRUCTION CO., INC.AND/OR THEIR ENGINEERING CONSULTANTS IS Z H- m ONLY RESPONSIBLE FOR THE CONTENTS OF THESE DRAWINGS AND O m SEE SCHEDULE STRUCTURAL CALCULATIONS AS PROVIDED FOR HIS PROJECT. BAJA Q x ROOF DECK CONSTRUCTION CO., INC.AND THEIR ENGINEERING CONSULTANTS ARE NOT (— Q (2) 14 X 7/8 LAP TEK SCREW CONSIDERED THE ENGINEER OF RECORD FOR ANYTHING OTHER THAN THE U _ IL ROOF DECK (8) N12 SCREWS PER PANEL (2)14 X 7/8 LAP TEK 03'-3" TOP &BOTTOM PREFABRICATED STEEL SYSTEM CANOPY/CARPORT/RV& BOAT STORAGE/OR H PER SUPPORT MINI-STORAGE SYSTEMS THAT I$ SHOWN ON THESE PLANS. (n SCREWS®& BOTTOM TOP _ _ C� COLUMN - SEE & BOTTOM N THESE PLANS ARE APPLICABLE ONLY TO THE SPECIFIC PROJECT NOTED ON W m THE PLANS. IN ADDITION,THESE PLANS ARE ONLY APPLICABLE TO THIS 1­- 6 SCHEDULE PROJECTS PROVIDED BAJA CONSTRUCTION PROVIDES AND INSTALLS ALL (Q Cn (D '^ MATERIAL SPECIFIED HEREIN, O 1? 29 GAS. SIDE LINE TRIM 1" X 26 GA. STRAP M Z o LL ®3'-4" O.C. 10.ALTERNATE FOOTING AND OPTIONAL TRIM W O co UL O POURED CONIC. I w I (8) k12 H.W.H. SCREWS IF THE ALTERNATE FOOTING SHOWN IN THIS DRAWING IS REQUIRED,THERE (5 N cp CAISSON I -- -- v WILL BE AN ADDITIONAL CHARGE FROM BAJA CONSTRUCTION. 4 CLOSURE TRIM 4A CLOSURE TRIM I 0 PURLIN N.T.S. N.T.S.I � I - (OPTIONAL) THE OPTIONAL TRIM SHOWN IN THIS DRAWING CAN BE PROVIDED BY RAJA SLOPE- N CONSTRUCTION FOR AN ADDITIONAL CHARGE. FINISH GRADE J.I I COLUMN I �i w e a ro 2 PURLIN TO COLUMN ROOF DECK D'12 SCREWS W/ 5/8"0 2.133" e DOME WASHER EACH p 7^ I I — COLUMN - N.T.S. __--__ LOW EACH SUPPORT w � CONNECTION EQ. EQ. N y4 X 12"EACH #12 SCREWS W/ 5/8"0 a w DIRECTION(DRILLED) DOME WAS EACH o ° N #14x7/8" LAPTEK 2.133" (3) �JS's REB AR SCREWS AT 36" OA� LOW EACH SUPPORT i"X 20 GA. STRAP ROOF DECK W/(1) #14 LAP TEK PURLIN _) 01'= LAKE ELSINOZE FINISH SCREWS EACH CONN. ALTA-RIB PANELS (EQUAL) a ° GRADE EA WAY. SIDELINE TRIM 4, -\z 4 • h 5 PURLIN STRAP DETAIL nP 2-24 �`y ER MINCER. rn - N.T S. f ERMI 11' a 3"CLR. 4 SEE SCHEDULE MIN. 16GA END CLOSURE W/ SEE SCHED. a PROJ.NO.: DATE: (1) �112 SCREW TOP tg AND BOTTOM TO PURLINS PURLIN AY ��VE 8313•DP 02J14106 cJn DRAWN: CHECKED: riZ COLUMN AT 1A ALT.SPREAD FOOTING r31 DECK&PURLIN FRL R.P. CONIC. PIER N.T.S. N.T.S. CLOSURE- N.T,S. DBL. 4"x2 1/2" BOXED 10"x2 1/2' SHEET: - - COLUMNS PURLIN S 1 -D P MEMBER PROFILES 1 OF 1 coEFurEH SEE SCHEDULE FOR MEMBER THICKNESS(GA) FILE: 8313-DP.dwg J:WinM1em(Lit ietl313.FurfidO Nevel"pmrn,f9 rtiJµntmWi R"magetN3ll-EgmoiiyU.ilYUMew&LIb/iW611J],30 AAI.irmA L,eme",dye('"nvrvnim C".In<. VARIES (SEE SITE PLAN) SCHEDULE GENERAL STRUCTURAL NOTES COLOf ESS/ ig'_p^ COL. 16'-0" COL. 23'-0" COL. 18'-01. COL. 9.-0. MODEL NO. 9' x 20' DOUBLE POST HIP ROOF 1 CODE pP o*4 OCCUPANCY GROUP U_1 2001 EDITION OF THE CALIFORNIA BUILDING CODE E,F RF�°n CANTILEVER STANDARD BAY STANDARD BAY HANDICAP BAY STANDARD BAY CANTILEVER TYPE OF CONSTRUCTION y_N 1996 AISI COD-FORMED STEEL DESIGN MANUAL (IF/WHERE OCCURS)COLUMNS 0 DEPTH OF CAR SPACE 20'_0" 2. 1OADR 03704 /IRR- FOUNDATION BAY WIDTH ROOF LIVE LOAD: = 20 PSF, REDUCIBLE COLUMNS 18'-0" STD. BAYS 23'-0" H.C. BAYSRAFTER CANTILEVERED BAY WIND LOAD =80 MPH, EXPOSURE'C'9'-0" STD. BAYS 11'-6" H.C. BAYS 3. FOUNDATIONPER SCHED. BEAM TO HALF BAY WIDTH v 0 6 COL. MIDSPAN ROOF RAFTERS CONCRETE TILES 01 ILBRACING PER SCHED. ROOF FINISH FOUNDATION DESIGN BASED ON AN ALLOWABLE SOIL BEARING PRESSUREOF RI RRS RR4 ROOF DECK 15/32" O.S.B. PANEL INDEX 32/16 OF 2000 PSF AT 12"BELOW FINISH GRADE OR EXISTING NATURAL J GRADE, WHICHEVER IS THE LOWER ELEVATION. SOIL CLASS 3, PER CBC t; R I RR1 i RR5 I R I __ - HRi, HR2 HIP RAFTERS 8' x 2 1/2" x 16GA CEE TABLE 18-1-A FUTHER REVIEW IS REQUIRED IF UNCONSOLIDATED FILL RR1 ROOF RAFTERS OR ORGANIC MATERIALS ARE ENCOUNTERED DURING EXCAVATION. RR2RR1 w RR2 CANT. ROOF RAFTERS (Fy - 55 KSI) 4. CONCRETE = ALL CONCRETE REQUIRED HERE-IN SHALL BE DONE IN ACCORDANCE W/ .1 o. RR1 I RR = RR3 CANTILEVERED RAFTERS B" x 2 1/2" x 14CA CEE ACI STANDARD 301-89, SPECIFICATIONF FOR STRUCTURAL CONCRETE M W RR4 CANTILEVERED EAVE RAFTERS o SL PE RRi = FOR BUILDINGS",WHICH IS HEREBY MADE A PART IF THESE DOCUMENTS, -I ..... -._-.... .- .._. _._ .-...- x RR5 HANDICAP BAY ROOF RAFTERS (Fy = 55 KSI) WITH THE FOLLOWING MODIFICATIONS: J = a a 1 RR5 -- SL PE HIP RAFTERS — _ _ RR1 5 PER SCHED. ROOF BEAM (1) 8" x 2 1/2" x 14GA CEE PARA 2.1.2: CEMENT SHALL COMPLY W/ASTM C150,TYPE II. Q io O x N I I (Fy = 55 KSI) PARA 3.2: F'c SHALL BE 2500 PSI AT 28 DAYS FOR ALL CONCRETE. --� W • O_-__ RRi RR5 /� I ROOF FINISH BY PARA 4.1.3: THE USE OF EARTH CUTS FOR FORMS IS PERMITTED. Q I ' (1) 4" x 2 1/2" x 16GA CEE RR5 I I OTHERS (SEE SCHED) COLLAR TIES OVER 15/32" OSB (Fy = 55 KSI) PARA 5.2: REINFORCING SHALL BE NEW BILLET STEEL COMPLYING W/ RR4 RRI RR5 STD. BAYS: (2) B" x 2 1/2" x 14GA CEE BOXED z cn qR4 ASTM A615,GRADE 40. BEAMS TYP. COLLAR TIES INTERIOR BAY HANDICAP BAY _ 15/32" OSB, PANEL RATING 32/16, COLUMNS HANDICAP: (2) 8" x 2 1/2" x 12GA CEE BOXED 5. LIGHT GAUGE STRUCTURALT FRAMING C—C z PER SCHED. BELOW TYP. ROOF RAFTERS ROOF RAFTERS W/ #B SCREWS OR 0.100 OIA. ET&F (Fy = 55 KSI) ALL LIGHT GAGE STEEL FRAMING MEMBERS TO BE SUPPLIED BY IMSA G PER SCHED. PER SCHED. PER SCHED. BUILDING PRODUCTS (AEP SPAN) WITH CITY OF L.A. CERTIFICATION #1688 Q _O FASTENERS ® 6" O.C. PANEL EDGES FOUNDATION DIAMETER 24" 0 OR OTHER MANUFACTURERS W/SIMILAR QUALIFICATIONS. L AND ® 12" O.C. AT INTERMEDIATE FOUNDATION DEPTH 5'-6"STD. BAYS 5'-9" H.C. BAYS f ROOF FRAMING PLAN SUPPORTS. PROVIDE PANEL EDGE ALL STRUCTURAL STEEL FRAMING MATERIALS AND ERECTION SHALL BE IN U SPREAD FOOTING WIDTH ACCORDANCE WITH THE LATEST EDITION OF THE AMERICAN IRON AND STEEL LL CLIPS. 5'-0" SPREAD FOOTING LENGTH 5'-0" INSTITUTE "SPECIFICATIONS FOR THE DESIGN OF COD-FORMED STEEL ui 1/8"=1'-0" SPREAD FOOTING DEPTH 24" STRUCTURAL MEMBERS". f^ ALL WELDING TO BE PERFORMED BY WELDERS HOLDING A VAUD vJ 20'-0" CERTIFICATE AND HAVING CURRENT EXPERIENCE IN LIGHT GAGE STEEL. CERTIFICATES SHALL BE ISSUED BY AN ACCEPTED TESTING AGENCY. DO 10'-0" 10'-0" NOT DRILL OR NOTCH MEMBERS WITHOUT PRIOR APPROVAL OF THE RIDGE FLASHING STRUCTURAL ENGINEER. 3'-9" 6'-3" 6'-3" 3'-9" I I BY OTHERS (f� LLI 1B i q RIDGE STRUCTURAL STEEL MEMBERS SHALL BE FURNISHED TO THE SPECIFIED A L ,L" - - MINIMUM YIELD POINT OR GREATER. THE ASTM, GRADE,AND OTHER r �- 32 I I SPECIFICATIONS SHALL BE INDICATED BY SUITABLE MEANS ON EACH LIFT OR fr Q H- ROOF FINISH BY BUNDLE OF FABRICATED MATERIAL. z 57" ROOF FINISH i i COLUMN OTHERS CONT. MIN. 12"x12"x1BGA era O W 2 1 - BY OTHERS. I I 15/32"OSB BY BAJA RIDGE PLATE W/ (1) #12 7. T 7 O c Q 4� 15/32" OSB i i SCREW 3'-0"O.C. BOTH STRUCTURAL STEEL MEMBERS SHALL BE ASTM A36(Fy=36 KSI). ALL Q U Il BY BAJA I COLUMNS 4'x4"x14GAxO-2 1/2" SIDES PIPE SHALL BE ASTM A501 (Fy=36 KSI) OR ASTM A53 TYPE E OR Er 0 SEE SCHEDULE ANGLE W/ (4) #12 TYPE S GRADE B(Fy=36 KSI). ALL TUBULAR STEEL SHALL BE ASTM SCREWS EACH LEG RAFTERS A500 (Fy-46 KSI). UNLESS OTHERWISE NOTED, BOLTS SHALL BE ASTM < Q LU I I I SEE SCHEDULE A307, LATEST AISC AND AWS CODES SHALL APPLY. ALL EXPANSION U 412" EACH BOLTS TO HAVE CURRENT ICBO APPROVALS. ALL WELDING BY WELDERS Q Z_ � HOLDING VALID CERTIFICATES AND HAVING CURRENT EXPERIENCE IN THE m J L I I _ IfDI�ECTION (DRILLED) TYPE OF WELD SHOWN ON THE DRAWINGS. CERTIFICATES SHALL BE LL w BEAMS 4 COLLAR TIE RAFTERS I I ISSUED BY AN ACCEPTED TESTING AGENCY. USE E70 SERIES LOW �T- WWSEE SCHED. - SEE SCHED. SEE SCHED. I I i HYDROGEN WELDING RODS (E90 FOR ASTM A615,GRADE 60 ' z'' - REINFORCING BARS). OI F 7.S W LL o ol i (6) #5 REBARS EACH WAY COLUMNS a Q U) tO N o FINISH ,-' TEEL SCREW FASTENERES TO BE"VS"BRAND SELF-TAPPING SCREWS • I SEE SCHED. I ' M m I o GRADE _., I ` BY D.B. BUILDING FASTENERS (ICBO 5617) OR EQUAL, W J LL - TC.I.P. CONIC. I o w :I.I:. I e£gMS�\�., !TT Q .. m - CAISSON I I W I = - Sff 0.100"0 ERICO TOOL& FASTENERS (ET&F)CAN BE USED IN LIEU OF N I rj to flG I• I SCHPO SCREWS CAN BE BE USED TO ATTACH ROOF DECK TO SUPPORTS. X FINISHED GRADE I = w ICBO#4144. CL rn 3° CLR. • • • • • • ;w - 8. CONTRACTORS _ 0- MIN. vJ 8"x9"x10GA PLATE W/(8) #12 SCREWS THE CONTRACTOR MUST SUBMIT IN WRITING ANY REQUEST FOR ` MODIFICATIONS TO THE PLANS AND SPECIFICATIONS. SSTRUCTURAL°. EACH BEAM NO CHANCES FROM THE APPROVED PLANS SHALL BE MADE IN THE FIELD i 2 \ RIDGE DETAIL UNLESS PRIOR WRITTEN APPROVAL IS OBTAINED FROM THE ENGINEER. M 3" CLR, SHOP DRAWINGS SUBMITTED TO THE ENGINEER FOR HIS REVIEW DO NTO MIMI. - N•T•fi SEE SCHEDULE CONSTITUTE"IN WRITING"UNLESS IT IS NOTED THAT SPECIFIC CHANGES Z ARE BEING REQUESTED. IF CHANGES ARE MADE WITHOUT WRITTEN 01 APPROVAL,SUCH CHANGES SHALL BE THE LEGAL AND FINANCIAL p SEE RESPONSIBILITY OF THE CONTRACTORS OR SUB-CONTRACTORS INVOLVED N NOTE: ALL REPAR GRADE 40 STEEL - TYP. CAND IT ONDITION SHALL DIRECTED HIR RE THE SENILITY T REPLACE OR REPAIR THE O U 0 N SCHED. CANOPY CROSS SECTION � CAISSON FOOTING AN SCREWS EDGES, O.0 BOUNDARY CONTRACTOR SHALL PROVIDE ALL TEMPORARY BRACING,SHORING, Z F N _ 1 A ALT. SPREAD FOOTING. AND PANEL EDGES, 12" O.0 AT GUYING, OR OTHER MEANS TO AVOID EXCESSIVE STRESSES AND TO N.T.fi — N.T.S. $—� N,T.fi 15/32" OS8 INTERIOR SUPPORTS HOLD STRUCTURAL ELEMENTS IN PLACE DURING ERECTION, THESE O (ALT: 0.01000 ET&F FASTENERS) PROVISIONS SHALL REMAIN IN POSITION UNTIL SUFFICIENT PERMANENT Q j( 15 32"C MEMBERS ARE ERECTED TO INSURE THE SAFETY OF THE PARTIALLY 2 Q / ERECTED STRUCTURES. THE CONTRACT STRUCTURAL DRAWINGS AND U LL SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL ENGINEER SHALL NOT INCLUDE Z) (n O INSPECTION OF THE ABOVE ITEMS. Uj /OD BEAM 9. ENGINEER OF RECORD BAJA CONSTRUCTION CO., INC.AND/OR THEIR ENGINEERING(10) #12 SCREWS RAFTER RAFTER STIFFENER CONSULTANTS IS ONLY RESPONSIBLE FOR THE CONTENTS OF THESE cn Tn w 15/32"BAJA O.S.B. ROOF FINISH DRAWINGS AND STRUCTURAL CALCULATIONS AS PROVIDED FOR THIS 18GA SUB-GIRT Z O , BY BAJA BY OTHERS LL O PROJECT. BAJA CONSTRUCTION CO., INC. AND CONSULTANTS ARE NOT CONSIDERED THE E GIINEERI OF N RECORD NFOR O N 00 RAFTERP __ ____________________ __ ANYTHING OTHER THAN THE PREFABRICATED STEEL SYSTEM V N ---------------------- /(1) 1/2" X EACH"CONNECTION 4"x4"x2 1/2"x14GA r ISCANOPY SHOWN ON THESE PLANS.RV& BOAT RAGE/OR MINI-STORAGE SYSTEMS ae BEAM ANGLE W/ (4) #12 (2) #12 TEK 10. ALTERNATE FOOTING AND DPnDN,�TRIM ____ ___ e e_ ____ SCREWS EACH CONN. RAFTER BRACING PER CONNECTION IF THE ALTERNATE FOOTING SHOWN IN THIS DRAWING IS REQUIRED, NOT ro scJuc THERE WILL BE AN ADDITIONAL CHARGE FROM BAJA CONSTRUCTION. COLLAR TIE - RAFTER - SEE 4"x4"x14GAx0'-2 1/2" COLUMN SCHEDULE ANGLE W/ (6)LEG COL RTIE 6GA CEE COLUMN LAKE ELSINO COLLAR TIE W/ (8)CONN. �I�1 OF SCREWS EACH LEG SCREWS ® EACH CONN. 14GA HIP RIDGE CLIP 1 ^ BEAM - SEE�^ W/ (4) #12 SCREWS L/'� SCHDULE U C�_-__ EACH LEG TYP. '/� BUILDING DIVISIO COLUMN 4"x4"x14GAx0'-2 1/2" RAFTER SEE SCHED. m RAFTERS ANGLE E. L #12 ROOF FINISH SEE SCHED. _ SCREWS EA. LEG BY OTHERS BEMF----------- r 0.27" "�� 4"x4"x2 1/2"x14GA C SEE SCHED. 1/2" 1 j A RAFTER ANGLE W/ (4) #12 _ SEE SCHED. SCREWS EACH CONN. 15/32"O.S.B. B COLLAR TIES 2�" 2�" 18GA SUB-GIR �pp�OVED BY RAJA SEE SCHED. (10) #12 SCREWS - 2j" (1)1/2"X 1 1 2" A307 BOLT 2}" EAOH CONNECTION --T 2-24 S •I g BEAM I ' o PRQI.NO.: DATE: BEAM U SEE n 8313-HR 02/14/05 SCHEDULE a IL J DRAWN; CHECKED: 8 x4 z14GAz0'-2 1/2" FRL R.P. ANGLE W/ (4) #12 \-4"x2 1/2"x16GA CEE B"x2 1/2" 10"x2 1/2" SHEET:SCREWS EA. LEG COLLAR TIE W/ (8) #12 4"x4"x2OGA RIDGE PLATE 4 x2 1/2 t2l B. S 1 -H R COLUMN SCREWS ® EACH CONN. W/ (1) #12 SCREW COLLAR TIE COLUMN BEAM RAFTER EACH LEG 3 RAFTER TO BEAM N.T.fi BEAM TO COLUMN / O l HIP-RIDGE DETAIL 1 of 1 CONNECTION - CONNECTION "T& - CONNECTION N.T.S. MEMBER PROFILES COMPUTER SEE SCHEDULE FOR MEMBER THICKNESS (GA) FILE: 8313-HR J5°mLnn t'alil'urnie8]I]Fai°f IJ gwelunnm,rq RIU�uonev!..Rniv°un.X31J Geyineminb'bJ1J-IIN.Cwy,LIM300611:19:]]AM,fnN Lwenm,NeJe l'un"nuvi°n C".,ln<. . F 1 I 4: �� � ;^��� A ' r � .�� � it �� • � �� y `yam � -..... � .: �•�;.. �, S�.i.. �� — r. �/ /1/ � �� � .,,, � I ,1 ; ��� L_� I i � �:::►... ."•% ♦ia'��i\ �/ i6 �� mac!+i �' / / r/ /�, � , Ali _ I�ii., �}} �l•> a1 `/� / ae �`♦�' © . , �j aw\♦♦i i'''�ii♦i.�!O �� IONIC, y TPI W ♦ 'If IIA ROW, /Y� l'� � � \ y�� ��_ _\`.,♦ � ��♦�♦�/�4i�.� ooh:♦ VA Ono O� �� •�v � » '�♦ �! ✓� err � C.r� � . 154 C slidu wMWN ♦� �q1v tom' E� ��♦�:1,� � I�i�� -� '��. � �- �'�� ��� �.of�� �����������-�r��♦ie.�i�iv ?�, �/Iil//- �' ��� ����� '�. o. ♦ q,/I/ Il,.��♦ �..,♦. . ♦ ''� \ `la /M .... ,.Apo±`�� ;���. �.�;� :.\ ,� / �� � '�, ` ,.,��� •'►�i♦w � �.v,► - IVA ISM LIN ►lire} rllll r � a �\ a,`':��..� . ���� yam;, `\\`':= / �• � � i \ - ��\ '! ��-� `►, �'� ,� "�,� �� . ice' ��� �— '►�����—\_��i►��►�li,,. \—'i. ��r��� �`��� ► ..�_ _ 3��- ►�eTi'�el mil/ • • 1 ABBREVIATIONS AND SYMBOLS GENERAL NOTES 2500 eson r A.B. ANCHOR BOLT LB LATERAL ABV. ABOVE LB(8) POUND(S) suite 125 Irvine ca 92612 ADD'L.(ADDL) ADDITIONAL L.B. LAG BOLTS ADJ. ADJACENT L.F, UNEALFEET(FOOT) ALT. ALTERNATE LLH LONG LEG HORIZ. 949.250.0023 ALUM. ALUMINUM LLV LONG LEG VERT. APPRX(APPROX.) APPROAMATE(LY) LT,WT. LIGHTWEIGHT E.FOUNDATION www.imadesign.com f ARCH. ARCHITECT(URAL) A.GENERAL www.imadesign.com & AND W AT MAX. MAXIMUM 1.FOUNDATION DESIGN BASED ON SOIL REPORT BY THE PROJECT GEOTECHNICAL ENGINEER.COPIES ARE MS MACHINE BOLT AVAILABLE UPON REQUEST. 1.THE PROJECT SPECIFICATIONS FORM A PART OF THESE GENERAL NOTES. MECH. MECHANICAL BUN BELOW M.E.P. MECH.,ELEC„AND PLUMBING BTWN. BETWEEN MFSZ. MEZZANINE 2.EXCAVATION AND COMPACTING IF REQUIRED SHALL BE APPROVED BY THE COVERING AGENCY AND THE 2.THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION.THE ARCHITECT BLDG. BUILDING MFR, MANUFACTURER FOUNDATION ENGINEER PRIOR TO PLACING THE CONCRETE AND REINFORCING.FOUNDATION ENGINEER TO NOTIFIED OF ANY DISCREPANCIES OR INCONSISTENCIES. Fairfield BLKG. BLOCKING MIN. MINIMUM SUBMIT LETTER OF COMPLIANCE TO OWNER. BM. BEAM MISC, MISCELLANEOUS 3.DIMENSIONS SHALL TAKE PRECEDENCE OVER SCALED DRAWINGS. B.N. BOUNDARY NAIUNG MTL. METAL 3.ALL EXCAVATIONS SHALL BE PROPERLY BACKFILLED.DO NOT PLACE BACKFILL BEHIND RETAINING WALLS BNDRY. BOUNDARY BEFORE WALLS HAVE ATTAINED FULL DESIGN STRENGTH.CONTRACTOR SHALL BRACE OR PROJECT ALL 4.NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. B.O.C. BOTTOM OF CONCRETE BU PIC ILDING AND PIT WALLS BELOW GRADE FROM LATERAL LOADS UNTIL ATTACHING FLOORS ARE COMPLETELY WHERE NOTES AND DETAILS ON DRAWINGS AND THESE GENERAL NOTES AND TYAL DETAILS ARE IN Properties 8.0.F, BOTTOM OF FOOTING (N) NEW IN PLACE AND HAVE ATTAINED FULL STRENGTH,CONTRACTOR SHALL PROVIDE FOR DESIGN,PERMITS AND CONFLICT WITH THE PROJECT SPECIFICATIONS,THE MOST STRINGENT SHALL APPLY.CONDITIONS NOT 2 BRCG. BRACING NO(N) NUMBER INSTALLATION OF SUCH BRACING. SPECIFICALLY SHOWN SHALL BE CONSTRUCTED AS SHOWN FOR SIMILAR WORKS. BRDG. BRIDGE(ING) N,S, NEAR SITE 8RG. BEARING N.T.S. NOT TO SCALE 4.FOOTINGS SHALL BE PLACED AND ESTIMATED ACCORDING TO DEPTHS SHOWN ON DRAWINGS.SHOULD SOIL 5.ALL WORK SHALL CONFORM TO THE STANDARDS OF THE FOLLOWING CODES: BOT,(B) BOTTOM ENCOUNTERED AT THESE DEPTHS NOT BE APPROVED BY THE FOUNDATION ENGINEER,FOOTING ELEVATIONS WILL BE ALTERED AS REQUIRED. UNIFORM BUILDING CODE AND CALIFORNIA BUILDING CODE,LATEST EDITIOINS O/C(O.C.) ON CENTER AND ANY OTHER REGULATING AGENCIES WHICH HAVE AUTHORITY OVER ANY PORTION OF THE WORK, CAMB.(C) CAMBER(ED) O.D. OUTSIDE DIAMETER 5.FOOTING BACKFILL AND UTILITY TRENCH BACKFILL WITHIN BUILDING AREA SHALL BE MECHANICALLY INCLUDING THE STATE OF CALIFORNIA DEPARTMENT OF INDUSTRIAL RELATIONS,DIVISION OF OCCUPATIONAL CANT. GANTILEVER(ED) O.H. OPPOSITE HAND COMPACTED IN LAYERS,IN ACCORDANCE WITH SOIL REPORT.FLOODING WILL NOT BE PERMITTED. SAFETY AND HEALTH(DIRDOSH),AND THOSE CODES AND STANDARDS LISTED IN THE CONTRACT C.F. CUBIC FEET(FOOT) OPP. OPPOSITE DOCUMENTS. C.I.P. CAST IN PLACE OPNG. OPENING($) C.J. CONTROL JOINT;CONSTRUCTION JOINT ORTHO. ORTHOGONAL 6.MANUFACTURED MATERIALS SHALL BE APPROVED BY THE CHECKING AGENCY PRIOR TO THE ALL EARTHWORK SHALL BE DONE IN ACCORDANCE WITH SOILS REPORT RECOMMENDATIONS. C.L.O-C CENTER LINE O.W,J. OPEN WEBJCIST(S) IR USE.ALL REQUIREMENTS OF THOSE APPROVALS SHALL BE FOLLOWED. CLG, CEILING CUR. CLEAR COL. COLUMN PL.(-P) PLATE 7.THE CONTRACT DOCUMENTS REPRESENT THE FINISHED STRUCTURE.THEY ES NOT INDICATE C ()ON CONCRETE PLYWO. PLYWOOD OF CONSTRUCTION.THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY L PROTECT THE GONN. CONNECTION P.P. PARTIAL-PENETRATION STRUCTURE DURING CONSTRUCTION.SUCH MEASURES SHALL INCLUDE,BUTTIO NOT BE LIMITED TO,BRACING, CONN, CONSTRUCTION P.S.F. PARTIAL PER SQUARE FOOT SNORING FOR LOADS DUE 70 CONSTRUCTION EQUIPMENT,ETC.OBSERVATION VISITS TO THE SITE BY THE CONS. CONTINUOUS P.S.I. POUNDS PER SQUARE INCH F.MASONRY (CONCRETE BLOCK) STRUCTURAL ENGINEER SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS. C.P. COMPLETE-PENETRATION PT PRETENSIONED CTSK. COUNTERSINK P.T. PRESSURE TREATED B.SPECIFICATIONS,CODES AND STANDARDS NOTED IN THE CONTRACT DOCUMENTS SHALLEC OF THE LATEST CTR. CFNTER(ED) 1.CONCRETE BLOCK SHALL BE HOLLOW LOAD-BEARING CONCRETE MASONRY UNITS CONFORMING TO C90 APPROVED ISSUE,INCLUDING SUPPLEMENTS,UNLESS OTHERWISE NOTED.MATERIAL SPECIFICATIONS ARE ASTM LATEST EDITION. C.Y. CUBIC YARD QTY. QUANTITY GRADE N,NORMAL WEIGHT. tl PENNY(NAILS) 2.CEMENT SHALL BE AS SPECIFIED FOR CONCRETE. 9.THE CONTRACTOR SHALL INVESTIGATE SITE FOR FILLED EXCAVATIONS OR BURIED STRUCTURES SUCH AS SHALL DBL. DOUBLE RAD.(R) RADIUS CESS NOTIFIED IMM,CISTERNS,FOUNDATIONS,ETC.IF ANY SUCH STRUCTURES ARE FOUND,ARCHITECT SHALL BE to M_ DEPT. DEPARTMENT REF. REFERENCE 3.MOTAR MIX SHALL CONFORM TO REQUIREMENTS FOR TYPE S AND PROJECT SPECIFICATIONS.MORTAR NOTIFIED IMMEDIATELY. M N L D.F. DOUGLAS RR REINF. REINFORCEMENT(ING) DIA(� DIAMETER REQ'D.(READ.) REQUIRED #SHALL ATTAIN A COMPRESSIVE STRENGTH OF 1800 PSI AT 28 DAYS.ADMIXTURE SHALL BE SIKA RED LABEL. CO DIAG. DIAGONAL RR ROOF 4.GROUT SHALL CONFORM TO REQUIREMENTS FOR COARSE GROUT.GROUT SHALL ATTAIN A COMPRESSIVE DIAPH. DIAPHRAGM R.O. ROUGH OPENING STRENGTH OF 2,000 PSI AT 28 DAYS.ADMIXTURE SHALL BE SIKA GROUT AID. O � DIM. DIMENSION f0 DN. DOWN 5.ADMIXTURES SHALL BE ADDED TO MORTAR OR GROUT RESPECTIVELY PER MANUFACTURER'S U) - DQ DITTO(REPEAT) S.A.D. SEE ARCH.DWGS, RECOMMENDATIONS. ❑ DWG.(DWGS.) DRAWINGS) SC SUP CRITICAL B.CONCRETE 0) x ,�.. DWL. DOWEL(S) SCH. SCHEDULE 6.PROVIDE A MINIMUM OF ONE BAR DIAMETER(1/21NCH MINIMUM)GROUT BETWEEN MAIN REINFORCING AND Z Q CO lL C SEP. SEPARATION MASONRY UNITS. SHT. SHEET / O EA. EACH BIM. SIMILAR 1.ALL PHASES OF WORK PERTAINING TO THE CONCRETE CONSTRUCTION SHALL CONFORM TO THE'BUILDING 4 CI a V E.F. EACH FACE SKW. SKEWED) 7.LOW-LIFT CONSTRUCTION;MAXIMUM GROUT POUR HEIGHT IS 4 FEET. CODE REQUIREMENTS FOR REINFORCED CONCRETE',ACI 318,WITH MODIFICATIONS AS NOTED IN THE ` 1 1 E.J. EXPANSION JOINT S.O.G. SLAB-ON-GRADE CONTRACT DOCUMENTS. W EL ELEVATION SPEC. SPECIFICATION(S) 8.HIGH-LIFT GROUTED CONSTRUCTION MAY BE USED IN CONFORMANCE WITH THE GOVERNING CODE. _ ELEC. ELECTRICAL 5s5' STAINLESS STEEL 9.ALL CELLS IN CONCRETE BLOCKS SHALL BE FILLED SOLID WITH GROUT,UNLESS NOTED OTHERWISE. 2.SCHEDULE OF STRUCTURAL CONCRETE 28-DAY STRENGTH&TYPES ELEV. ELEVATOR EMB. EMBEOPAEPft1 ST. SNUG TIGHTENED E.N. EDGE NAIL STD. STANDARD 10.CELLS SHALL BE WAY LRT4CAL ALLGNMEN7.DOWELS LN FOOTLRGS SHALL BE TO ALIGN WITH CORES LOCATION IN STUCTURE STRENGTH PSI TYPE o ENS. ENGINEER STGR. STAGGERED) CONTAINING REINFORCING STEEL. ALL CONCRIETE 3,000 NORMALY/EIGHT EQ. EQUAL STIFF. STIFFENER(S) � •_� EQPT. EQUIPMENT STIR. STIRRUP(S) 11.REFER TO ARCHITECTURAL DRAWING FOR SURFACE AND HEIGHT OF UNITS,LAVING PATTERN AND JOINT EOWV. EQUIVALENT STL. STEEL TYPE 3.BE USE F CEMENT SHALL CONFORM TO ASTM C-150 TYPE I OR TYPE It,LOW ALKALI.TYPE II CEMENT SHALL EXp, EXPANSION STRUC(q. STRUCTURAL BE USED FOR ALL CONCRETE ELEMENTS IN CONTACT WITH THE SOIL. W N EXIST.(E) EXISTING SUSP. SUSPENDED 12.ASSUMED ULTIMATE COMPRESSIVE STRENGTH OF COMPLETED MASONRY WALL IS 1500 PSI U.N.C. EXT. EXTERIOR SYMM. SYMMETRICAL 4.AGGREGATE FOR HARDROCK CONCRETE-G33 a Q� Y FIN. FINISHED) 5.CONCRETE MIXING OPERATION,ETC.,SHALL CONFORM TO C-84 � O V FUR. FLOOR T&B TOP AND BOTTOM F.N. FIELD(FACE)NAIL TEMP. TEMPORARY 8.PLACEMENT OF CONCRETE SHALL CONFORM IN ACI WHICH AND CONTRACT DOCUMENTS.ROUGHEN ALL -J O L FDN, FOUNDATION T&G TONGUE AND GROOVE CONCRETE SURFACES TO'/.'AMPLITUDE AGAINST WHICH CONCRETE IS TO BE PLACED. O -0 0 p O F.O.C. FACE OF CONCRETE THK. THICK(NESS) 5 2 N 5 F.O.M. FACE OF MASONRY T.N. TOE NAIL T.THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR REINFORCEMENT PLACED IN F.O.S. FACE OF STUD T,O. TOP OF O.WOOD CAST-IN-PLACE CONCRETE: Ii c(0 Lo F.O.W. FACE OF WALL TO.C. TOP OF CONCRETE Rp. FULL(COMPLETE)PENETRATION T.O.S, TOP OF STEEL(SHEATHING) LL T.O.W. TOP OF WALL WOOD-D.F.NO.I GRADE COVER, I F.S. FOOT(FEAR SIDE TRANS. TRANSVERSE FT.(1 FOOT(FEET) A. CONCRETE CAST AGAINST AND FIG. FOOTING T.S.G. TAPERED STEEL GIRDER F.V. FIEUDVERIFY TYR TYPICAL ALL CONNECTORS-GALV. FORMED NTLY CONCRETE SED TOEXPOS EARTH.............................................. B. FORMED CONCRETE EXPOSED TO EARTH OR WEATHER: STEEL PLATES-A36 STEEL #6 ROUGH#18 BARS...............................................................2 GA. GAUGE U O.N. UNLESS OTHERWISE NOTED # BA ROUGH BAR,W31 OR D31 WIRE,AND SMALLER...................................1'A"GALV. GALVANIZED) GLB. GLUED LAMINATED BEAM UTIL. UTILITIES BOLTS-A3W C. CONCRETE NOT EXPOSED TO WEATHER OR IN 'D WITH GROUND ;.::; J -- GRD. GRADE WELD-EBOXX ELECTRODE SLABS,WALLS AND JOISTS: INTEGRATED DESIGN SERVICES.INC. VERT.(V) VERTICAL GYP. GYPSUM #14 AND#18 BARS................................................................1'a ALL BOLTS HEADS COUNTERSUNK INTO WOOD #11 BAR AND SMALLER.........................................................1 STRUCTUMLENGINEFR9 BEAMS,COLUMNS AND WALL JAMBS HD. HOLDOWN:HAND HDR. HEADER (W) WIDE(WIDTH) TEL PRIMARY REINFORCEMENT,TIES,STIRRUPS, +FETER9 cANroNR 14 HGR. HANGER W/ WITH AND SPIRALS: IfMNE,CP.9zaoe 3a 949-38]-8500,FAX 948 ]-09W.(H) HORIZONTAL WR WOOD #3 THROUGH ...............................................................1% 6 HORIZ H.S.B. HIGH STRENGTH BOLTS W.P. WORK POINT #14 AND#18 BARS ARS...............................................................2 HT. HEIGHT WT, WEIGHT 8.AL TO PLACING CONCRETE. L. 9. L REINFORCING BARS,ANCHOR BOLTS AND OTHER CONCRETE INSERTS SHALL BE SECURED IN POSITION p�fIEW W.W.F. WELDED WIRE FABRIC I.D. INSIDE DIAMETER X-LTG EXTRA STRONG PRIOR SPYp NTYy-r7yi .(1 I s ` IN INFORMATION INFORMATION NCH(ES) XX.STG DOUBLE EXTRA STRONG ` PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL OPENINGS IN CONCRETE BEFORE PLACING.DO NOT CUT �r ANY REINFORCING WHICH WAY CONFLICT.CORING IN CONCRETE IS NOT PERMITTED.NOTIFY THE STRUCTURAL ENGINEER IN ADVANCE OF CONDITIONS NOT SHOWN ON THE DRAWINGS. * No 3680 IXP.6-30-07 Jj STRUC4URP�NF 'IT. JOIST qTf I�LRf� JT. JOINT Use of the plans and specifications oontainatl herein she K KIPS;1000 K.P. KING POST restrldetl to the original site for w they were prepam publication thereof is publication, or limited to such use. Reproduction,itlon,the expres or n ,any mf i d in wt Inpartwithoutthe expresswr cenhent l imopertyg irnprohibited.diqTitle to saitl plans re-in,the sole property c - � me+deslgn;visual wMact shall constitute acceptance o festrid.ns. C.SPECIAL INSPECTION K 10, Revision 1 City Comments ' . 1.SPECIAL INSPECTION BY A REGISTERED DEPUTY BUILDING INSPECTOR,APPROVED BY THE ARCHITECT AND Revision 2 THE CHECKING AGENCY,SHALL BE REQUIRED FOR THE FOLLOWING TYPES OF WORK.SEE PROJECT SPECIFICATIONS FOR SPECIFIC REQUIREMENTS. I Revision 3 t CONCRETE / Revision 4 1111- Revision 5 COMPREHENSIVE STRENGTH WHERE GREATER THAN 2000 PSI IS SPECIFIED. 01 Revision 6 PLACING OF REINFORCING STEEL 01 Revision 7 STRUCTURAL MASONRY COMPACTED FILL EXPANSION TYPE ANCHORS SHALL BE APPROVED BY THE CHECKING AGENCY FOR THEIR USE;AND,SHALL BE Project No 04107 INTALLED ACCORDING TO THE MANUFACTURER'S RECOMMENDATIONS. H Date 0417/06 Scale I Drawn By D.REINFORCING STEEL 1.ALL REINFORCING STEEL SHALL BE DETAILED AND PLACED IN CONFORMANCE WITH THE'BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE'(ACI-318),AND THE'MANUAL OF STANDARD PRACTICE FOR REINFORCED CONCRETE CONSTRUCTION'BY THE C.R.S.I.AND THE W.C.R.S.I.,OR AS MODIFIED BY THE CONSTRUCTION DOCUMENTS. 2.REINFORCING BARS-A-615 GRADE 60 OR A-706 GRADE 60 UNLESS NOTED. 3.ALL REINFORCING BAR BENDS SHALL BE MADE COLD. 9 4.REINFORCING SPLICES SHALL BE MADE AS INDICATED ON THE DRAWINGS. 5.DOWELS BETWEEN FOOTINGS AND WALLS OR COLUMNS SHALL BE THE SAME GRADE,SIZE AND SPACING AS THE VERTICAL REINFORCING,UNLESS NOTED OTHERWISE. of I K L CITY SUBMITTAL A B C p E F G H PLOTTED DATE:8/10/05 c lm"�design 2500 michelson dr #4 @ 12^O/C 1 suite 125 z a POST PER ARCH Irvine ca 92612 �- POST PER ARCH PER CIVIL 949.250.0023 949.250.0043 f www.imadesign.com #4 @ 12"O/C EFF` N SOG PER CIVIL - ' 445 Fairfield r / a7=T Ilhll l 4 Properties —III—IIT III—III III— � #3 TIES@6'O/C - 2 6#5 VERT W/90° -�.� � m HOOKS EA END 3' w Z' O �`I I ROUGHEN SURFACE A r0 • TIES @12'0/C 3" '* �, C 3,-0, • 2-0'0 3 P SECT A—A M N L EMERGENCY ACCESS GATE FOOTING S2 S2 CONCRETE SEATWALL/PLANTER 32 POST FOOTING S2 co 00, Z N LID O O > n Z r' O c m =° Z "= LLLO d U S.A.D.(2'-8"MAX) a 4 ♦ ♦ U FIN GRADE UU 8-#4 VERT v C5 _ I I Iml ICI i t=1 G Q� I c L C 8"CMU SOLID GROUT 8-#4 VERT #4 @ 12"O/C VERT W N #3 TIES @ 16'O/C �, 9 8-#4 VERT - (p 0 N m #a @ 1 r o/c Ew ` / p#3 TIES @ 16"O/C '* ^ O N 7 \/♦ Q o co In V �4 O � `1 O 8"CMU SOLID GROUT O O pT PLAN SECT A—A 1'-6'FOR 3'-0"HIGH WALL B N A — A FIN GRADE 3-0'FOR 6-0'HIGH WALL t O ► N 4 p- t L LO 7 07 ur Z ROUGHEN SURFACE ?' 8-#4 CONT od #3 TIES @ 16"O/C 1.0._. FIN GRADE I � � 144 CONT - - - - - - --- IDS --- --"""' —'-- _ - RATED DESIGN SERVICES,ING / - ROUGHEN SURFACE q ^ 0 STRUCTURNL ENGINEERS l 1 PLAN SECT A—A 3 INTEGRATED CL #4 @ 12"O/C TEL:aasaar-ewd,FM:seaae�almp 3-#4 CONT- IW NE,c'sxoe (NOT 6 ' * FOR WALL 3'-2"FOR 3'-0"HIGH WALL 5, LESS THAN pROFFSS/ 8-#4 VERT -1 6' 2'-8' 8" bbb -0"HIGH) r.= 4'-0"FOR WALLS 3 0<6-0" kg 5'-4"FOR 6'-0"HIGH WALL #3 TIES @ 16"O/C CONCRETE RETAIN a2 ING WALL B2 * EN°650-0, TYP. CMU PLINTH sT :y G'S 'g Ywere prepare Use of theplan, tl pecfwUons contained here,she - resfnc[ed t Ut I s4e for which ch the i publ cot lh f prey to such use I Reperatl ti p bl' n or or re—Y use b�nsen any method,in wY s a� ro rt m tM pass wnremn tof maidesg a s e al mmart shall const me accepts,«oI -�"- VERIFY ALL DIMENSIONSW/ARCHDWGS / HANDRAIL PER ARCH camoions. U dpl maanlapropeny< TYPICAL ALL THIS SHEET 7 eemco,e 1 A, p #4 CONT � Revision 1 City Comments I I00, Revision 2 a SOG PER CIVIL 10, Revision 3 #4 @ 16.0/C VERT ` � � Revision 4 Ill FIN GRADE { #4 @ 24"O/C HORIZ 8"CMU WI SOLID r #3 @ 15"(TYP) Revision 5 91k��, II�III r "'i "IE GROUT —� Revision 6 7= — � � 8"WIDE CHEEKWALL � Revision 7 SOG PER CIVIL �II ill—IF,_n I_ L _III = #3 NOSING BAR(TYP) a 2#4 Project No 04107 x m; z _ I I IJ I IJ 8 SOG PER CIVIL Date 04/7/06 Iif Scale ROUGHEN SURFACE ,, • 1 #a @,roicEw Drawn By 3 • 1'-0"0 PROVIDE STANDARD HOOKS @ EA END INTO CHEEK WALL ' C 3- 1 11 BET EW 3-44 CONT LA 445 VERT 3" ROUGHEN SURFACE ALTN BEND- #4 @ 18"O/C • CUR w w 4'-0"SO 2L° CHEEKWALL AT STAIR 6" A , 9 #3 TIES @ 6'O/C 445 VERT PLAN SECT A—A S2 3 TYP. CMU PILASTER s2 FREESTANDING CMU WALL 52 TYP. CONCRETE RISERS ON GRADE SZ of — CITY SUBMITTAL A B C D E F C' Fi I J K PLOTTED DATE:8/10/05 � } g� $: 2" 2-0" cep, 2500 michelson dr #4 CONT 1 suite 125 RETAINING WALL FIN GRADE Irvine ca 92612 MU WALLw/ - =ram l 949.250.0023 8-#4 VERT So GRouT 949.250.0043f #5 @ 1fi" VERT ' www.imadesign.com a #3 TIES @ 16"O/C [N z SOLID GROUT AL - BLOCKS #4 @ 24'0/C HORIZ Fairfield- WA ROOFING P ARCH Properties 1'-6'FOR 3-0'HIGH WALL 2 PLAN SECT A-A FIN GRAD 3'-0 FOR IT-0'HIGH WALL E ROUGHEN SURFACE —&#4CONT Kal : FIN GRADE - A A 3" 3-#4 T CL VERT REINF - 'FOR 3-0'HIGH WALL 4'-0-FOR WALLS>3-'<6 " � 3 TIES 5'-4'FOR 6'-0"HIGH WALL e,o _ 111i1 U RETAINING WALL Z dII—ll NIIIa ELT O co 00 aI� co00o —�� CONIC COUNTER Z r LL O —=I1 V PER ARCH 4 W d dllll— NOTE: 5 1 EXTEND RETAINING WALL FOOTING NOTCH CMU PER ARCH f� &WALL REINFORCEMENT INTO O FIN GRADE PILASTER FOOTING&PILASTER. Q —�n1llm II l r -fn z #4 CONT N m w a o N :240/C U C N O #x 8'CMU W/SOLID # VERT. GROUT TYP 6)L V O O #4 CONT #4 @ 24"O/C VERT. rJ 0N O SOG PER CIVILFIN GRADE N LO O f0— =ll__ LL Ln U)U) l ill-1 R—I • =TI=--ii i= 4 4 BOT EW ROUGHEN SURFACE b ROUGHEN SURF E --- - - ------- IDS INTEGRATED DESIGN SERVICES,INC. 3" STRUCTURAL ENGINEERS 544 CONT #491S"O/C CLR, 4'0°SO 1 POEM CANYON ROAD.St1RE 140 IIIIL IRNNE.CA.92608 TEL 94938]A5W,FPX:94938]-0800 s3 s3 TONE VENEER PILASTER SECTION AT BARBEQUE COUNTER *�A \p* G Use of the plans antl al site Inrb ,h theyred herein shall be estrictedn tthe original site for which they were prepared; publication Meroof is expressly limltetl[o such use. Reproduction,publication,or se by any method,In whale in pert,without the express written consent of ima+design is prohibited.Title to said plans monsin,the sole property of ^• ist al contact shall constitute acceptance of the, 7 restrictions TYP Revision 1 City Comments 00- Revision 2 i 10, Revision 3 FIN GRADE 10I Revision 4 r IILIII--III—I III I—IICI =1T1-1�1-1 y, i II' Revision 5 1111- Revision 6 Ikx3Ke"KEYTYP Revision 7 ' #4 @ 12"O/C EF TYP d " #4@12"O/CEFTYP vi SOG PER CIVIL • "• • - - • • • L- SOG PER CIVIL 8 Project No 04107 hW�LII #aDOWELS@16" Date 04/7/06 k y Scale #4@16'0/C EW ,.O AT MID-DEPTH OF O `T SLAB Drawn By ,�;< 3' -#4 CONT TYP CLA' NP Z-0" TYP 9 S3 e -- -UNTAIN AT CLUBHOUSE COURTYARD 3 of A B C D E F G H I 1 K L CITY SUBMITTAL PLOTTED DATE:8/10105 �k(, 2 3%"0 BOLTS 6x10 BLOCKING SHOWN46 ABOVE NOT d G /G 6x1O BLOCKING BOTH ?' SIDES W/1 3 0 �a 7'x 6Y"BEND PLATE 2500 miChelSon dr WELDED BOLT RECESSED INTO 6 x suite I II® 25 ru 1 Irvine lca 92612 I VA j rrP. 2-Y"0 x 7"LAG SCREWS 5-0 a GALV THRU 949.250.0023 . 16 x 10 PREDRILLED HOLES 2- 0 BOLTS 949.250.0043 f 2'-0"SO.CMU COUNTERSINK HEADS COUNTERSINK ----- ` www.imadesign.com PILASTER SEEI HSS4Y2 x4Y2 xy TYP HEADSTYP. ! '- 1 DETAIL 6/S4 r: I 2-6"LONG W/Yq"CAP PLATE BOTH SIDES _ Fairfield ntA `- - - Properties I� - 2 PLAN SECT A—A .% 2 3 `0 BOLTS fi x 10 NOTCH 1 Y2'x 3 - - - g � INTO6x10TYP. _ 6x10TYPICAL + ! 1 II HSS4/2 x4Y2 x/4 i II TMP. a z 6@ 16"O/C zo'o 24iq O BOLTS o a o'o" A A - 6 x 10 TYPICAL 3 6x10 BLOCKING BOTH FRAMING PLAN SIDES W/1%"0 WELDED BOLT ch N O 54 PLAN PLAN Z N ILD �> Eo 2Ya"0 x 7"LAG SCREWS GALV.THRU �TM�^P�' Z O C co 6x10 PREDRILLED HOLES r LL COUNTERSINK HEADS U TYP. 8-#6 VERT 4 5 I• a l I � I 1 r----1 � r----1 _ 6x10 BLOCKING ,. #3 TIES @ 8"O/C 1 I 1 I I BOTH SIDES ' s ,:. A- p/BALA� 1 I 1 I II O 4x6 1 L----J 1 L----J •(A `-------- SOLID GROUT ALL % /' W - C4 BLOCKS $.I \` 2--%"0 BOLTS �g^x 6Y2"BEND PLATE r_ -, r -, r ^ UJ � r- co 04 RECESSED INTO6x -, v = Q PLAN SECT A—A i ® i i ® i i ® i Q J iu L sz,o 0 O I I I I O � `�0D1 I I o m L----J L----J L----J I 5 N O C __ -- -`- 4x6 NOTCH 1yz'x35/g" m Lo 3 N J - - INTO 6 x 10 TYP. 4x6 ABOVE NOT tL to U7 Cl) !I I 4 x 6 @ 16"O/C SHOWN - 4x6 —sxlo -I zo-1, 4x6 �, - A . IDS ® _ INTEGRATED DESIGN SERVICES.INC. FOUNDATION PLAN S RUCTURA ENG NEERS $ f t RE 135 cANyoN Roan.$uFE W w - 1MINE,CA 92fee 4x6 a 6 TEL:eaa-saTawo.RAX.sasae�.oeoo 4x6 6 x 10 I y�In I HSS 4 y x 4Y2 xYq �y 11 e CMU PILASTER CAP I I PLATE OTH ENDS AP 2 PLAN e GATEWAY TRELLIS AT CABANA BUILDING 8 P 6' °T gq 34 I I 't� ,I�gJTRUCTU(ip�.�P TIES \F VERT.REINF. TMP usaorthe plans and spedroanons contamea heren sha resmeted m the or N nal s to ror a h ch thy were prepare a publ h th f'expressly imitadl to such use. — R p dtl . Ivhbl press,—wnsent of tpM tles g xa =' proh'b'1 tl TII t a plans rema In,Ue sole property c A aT A --- a tl Inntaet.hail�nonna aeaeptanea 7 rest O- -' 1 1 1 Y2"FILLER JOINT ; $ � Revision 1 City Comments Revision 2 ALL SIDES T T1 ' "� --8-#6 DOWELS 1 i Revision 3 T'`"` ':„: LAP 2-10" Revision--- -- Revision 4 k. Revision 5 �2-g• _� 1111- Revision 6 4x6 MIN. 1 Y/q 0 BOLTS �4 Revision 7 =1 _l FRAMING PLAN t `+k 8 Project No 04107 b , Date 0417f06 8 f! a TP. 4x15 - Scale — /.----- Drawn B 1 y 545 EA.WAY ROUGHEN SURFACE 1 I 1 I i I I 1 I I so 1 I I 1 I I 1 L----J 1 L----J 4_0 2'_0„ 9 FOUNDATION PLAN S4 SECTION SECTION GATEWAY TRELLIS AT POOL S4 of J CITY SUBMITTAL A B C D E F G H I K L PLOTTED DATE:8/10/05 K � SCHEDULE GENERAL STRUCTURAL NOTES QSOFESSJOa 4. PZ M. p4,F�! MODEL NO.: DP 1 CODE ��Zc 2001 EDITION OF THE CALIFORNIA BUILDING CODE ce NO 016 OCCUPANCY GROUP U-1 1996 AISI COLD-FORMED STEEL DESIGN MANUAL TYPE OF CONSTRUCTION V-N 2. LQW5 * E /30/06 VARIES (SEE SITE PLAN) DEPTH OF CAR SPACE 20'-0" ROOF LIVE LOAD: - 20 PSF, REDUCIBLE J} BAY WIDTH 18'-0- 23'-0" H.C. WIND LOAD 80 MPH, EXPOSURE'C' 18'-0" STD. BAYS 23'-0` BAY 18'-0" STD. BAYS 9'-0" HALF BAY WIDTH 9'-0" 11'-6" H.C. 3.FOUNDATION COLUMN TYP. WHERE OCCURS 29G(A"EAPLTAXRIIB" PANELS FOUNDATION DESIGN BASED ON AN ALLOWABLE SOIL BEARING PRESSURE OF PURLIN BRACING ROOF DECK 2000 PSF AT 12"BELOW FINISH GRADE OR EXISTING NATURAL GRADE, SEE SCHED. PURLIN MIDSPAN A AT THIRD SPANS (Fy = 80 KSI) WHICHEVER IS THE LOWER ELEVATION. RACING TYP. AT HANDICAP BAY 10" x 2 i/2" x 14GA CEE 4.Cyj�J BETE '^ ROOF PURLINS (Fy = 55 KSI) ALL CONCRETE REQUIRED HEREIN SHALL BE DONE IN ACCORDANCE W/ACI 3O STANDARD 301-95. SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR J BUILDINGS", WHICH IS HEREBY MADE A PART IF THESE DOCUMENTS,WITH ROOF PURLINS 10" x 2 1/2" x 12GA CEE THE FOLLOWING MODIFICATIONS: HANDICAP BAYS (F = 55 KSI y ) PARA 2.1.2: CEMENT SHALL COMPLY W/ASTM C150,TYPE II. Lu 0 o PURUN AT w(_" PARA 3.2: F'c SHALL BE 2500 PSI AT 28 DAYS FOR ALL CONCRETE. I I eCOLUMN I a tl �I I (2) CEE 4 2 1/ x14GA BOXED ❑ b o d COLUMNS - STEEL COLUMN AT i in� i � (Fy = 55 KSI) PARA 4.1.3: THE USE OF EARTH CUTS FOR FORMS IS PERMITTED. �'� JO FOUNDATION FOUNDATION DIAMETER 20" 0 PARA 5.2: REINFORCING SHALL BE NEW BILLET STEEL COMPLYING W/ASTM Z VJ FOUNDATION DEPTH 3'-4" A615, GRADE 40. CC ALTERNATE Z SPREAD FOOTING S-3" x 3'-3" G < O SPREAD FOOTING DEPTH 24" STEEL ROOF DECKING _5.STEEL ROOF DECK SHALL BE AEP SPAN " (ICBO ER-2757)OR m F.. EQUAL.CONFORMING TO THE SPECIFICATIONSNS OF OF THE STEEL DECK INSTITUTE; 4 ASTM A792, ASTM A653, OR ASTM A611 WITH A MINIMUM YIELD STRENGTHLL SCHEDULE SEE SCHED. R OF DECK ROOF PURLIN TYP. OF 80 KSI AND A MINIMUM TENSILE STRENGTH OF 82 KSI. B S E 6. LIGHT GAUGE STRUCTURAL STEEL FRAMING 20'-0" ALL UGHT GAGE STEEL FRAMING MEMBERS TO BE SUPPLIED BY ASC cn ROOF FRAMING PLAN PROFILES(AEP SPAN) WITH CITY OF L.A.APPROVED FABRICATOR 4'-6" 11'-0" 4'-6" CERTIFICATION #1688 OR OTHER MANUFACTURERS W/THE EQUIVALENT QUALIFICATIONS. ♦�//) ALL STRUCTURAL STEEL FRAMING MATERIALS AND ERECTION SHALL BE IN U W ROOF ACCORDANCE WITH THE LATEST EDITION OF THE AMERICAN IRON AND STEEL I__ F— DECK SLOPE INSTITUTE "SPECIFICATIONS FOR THE DESIGN OF COLD-FORMED STEEL rr Q 1/4:,2 STRUCTURAL MEMBERS". O �6 VARIES (SEE SITE PLAN) Z ALL WELDING TO BE PERFORMED BY WELDERS HOLDING A VALID CERTIFICATE �`� AND HAVING CURRENT EXPERIENCE IN UGHT GAGE STEEL. CERTIFICATES � C Q 2 9'-0" 18'-0" 16'-0" BAY 18,-0" 9'-01, t--'--F-' SHALL BE ISSUED BY AN ACCEPTED TESTING AGENCY. DO NOT DRILL OR G () a STANDARD BAYS WHERE OCCURS STANDARD BAYS `! NOTCH MEMBERS WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER. Q < O ROOF DECK PURLIN STRUCTURAL STEEL MEMBERS SHALL BE FURNISHED TO THE SPECIFIED J SEE SCHEDULE MINIMUM YIELD POINT OR GREATER. THE ASTM, GRADE,AND OTHER LU SEE SCHEDULE v SPECIFICATIONS SHALL BE INDICATED BY SUITABLE MEANS ON EACH LIFT OR O > PURLIN PER SCHEDULE E 7. FASTENER¢FABRICATED MATERIAL. Q z 0 CONT. 16GA END CLOSURE STEEL SCREW FASTENERS SHALL BE "VS"BRAND SELF DRILUNG-SELF ❑ LLI J o TRIM. ATTACH TO FASCIA —COLUMN TYP. COLUMN (I TAPPING SCREWS BY D.B. BUILDING FASTENERS (ICBO #5617) OR EQUAL. Z W I j PURLINS N B #12TO SCREW SEE SCHEDULE co AT TOP AND BOTTOM 8. CONTRACTORS O O Y � FLANGES FINISH FINISH THE CONTRACTOR MUST SUBMIT IN WRITING ANY REQUEST FOR MODIFICATIONS 1 G AD 1 JF GRADE TO THE PLANS AND SPECIFICATIONS. NO STRUCTURAL CHANGES FROM THE O U) g Q APPROVED PLANS SHALL BE MADE IN THE FIELD UNLESS PRIOR WRITTEN (V W LL APPROVAL IS OBTAINED FROM THE ENGINEER. SHOP DRAWINGS SUBMITTED CAISSON FOOTING TO THE ENGINEER FOR HIS REVIEW 00 NOT CONSTITUTE"IN WRITING" X V UNLESS IT IS NOTED THAT SPECIFIC CHANGES ARE BEING REQUESTED. IF O ❑ (SEE SCHEDULE) CHANGES ARE MADE WITHOUT WRITTEN APPROVAL,SUCH CHANGES SHALL BE 1 THE LEGAL AND FINANCIAL RESPONSIBILITY OF THE CONTRACTORS OR TYPICAL ELEVATION CAISSON FOOTING SUBCONTRACTORS INVOLVED AND IT SHALL BE THEIR RESPONSIBILITY TO O SEE SCHEDULE REPLACE OR REPAIR THE CONDITION AS DIRECTED BY THE ENGINEER. CONTRACTOR SHALL PROVIDE ALL TEMPORARY BRACING, SHORING,GUYING, OR OTHER MEANS TO AVOID EXCESSIVE STRESSES AND TO HOLD � STRUCTURAL ELEMENTS IN PLACE DURING ERECTION. THESE PROVISIONS U Lo CROSS-SECTION u SHALL REMAIN Lo ERECTED TO POSITION IN UNTIL SUFFICIENT MEMBERS z INSURE SAFETY OF THE ERECTEDSTR STRUCTURES. (O THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE o FINISHED STRUCTURE. OBSERVATION VISITS TO THE SITE BY THE 4 STRUCTURAL ENGINEER SHALL NOT INCLUDE INSPECTION OF THE ABOVE O U N ITEMS. " Lu CV 9.ENGINEER OF RECORD �•/ Z Lo BAJA CONSTRUCTION CO., INC.AND/OR THEIR ENGINEERING CONSULTANTS IS z F-- ONLY RESPONSIBLE FOR THE CONTENTS OF THESE DRAWINGS AND O SEE SCHEDULE STRUCTURAL CALCULATIONS AS PROVIDED FOR THIS PROJECT. BAJA Q x ROOF DECK CONSTRUCTION CO., INC.AND THEIR ENGINEERING CONSULTANTS ARE NOT I.-_ :,E Q (2) 14 X 7/8 LAP TEK SCREW CONSIDERED THE ENGINEER OF RECORD FOR ANYTHING OTHER THAN THE ^ U _ LL ROOF DECK (6)�112 SCREWS PER PANEL (2)14 X 7 8 LAP TEK 03'-3" TOP &BOTTOM PREFABRICATED STEEL SYSTEM CANOPY/CARPORT/RV& BOAT STORAGE/OR /■ I- PER SUPPORT SCREWS 0 3'-3" TOP __ _ _ __ ___ __ MINI-STORAGE SYSTEMS THAT IS SHOWN ON THESE PLANS. U) S COLUMN - SEE ------ &BOTTOM N THESE PLANS ARE APPLICABLE ONLY TO THE SPECIFIC PROJECT NOTED ON � (D W 0) SCHEDULE ------ - - -- - - - THE PLANS. IN ADDITION,THESE PLANS ARE ONLY APPLICABLE TO THIS � � (6 - - - PROJECTS PROVIDED BAJA CONSTRUCTION PROVIDES AND INSTALLS ALL In (D MATERIAL SPECIFIED HEREIN. Z p M 29 GA.. SIDE LINE TRIM 1" X 26 GA. STRAP LL- CD 0 3'-4" O.C. 10.ALTERNATE FOOTING AND OPTIONAL TRIM O M p POURED CONC. w (8)#12 H.W.H. SCREWS IF THE ALTERNATE FOOTING SHOWN IN THIS DRAWING IS REQUIRED,THERE (, N W CAISSON CLOSURE TRIM CLOSURE TRIM WILL BE AN ADDITIONAL CHARGE FROM BAJA CONSTRUCTION. 4A (OPTIONAL) n.ts CTHE OPTIONAL TRIM ONSTRUCTION FOR SHOWN IN THIS CHARGE. CAN BE PROVIDED BY BAJA SLOPE w PURLIN nAN FINISH GRADE I�" COLUMN I I I z ° w 2 PURLIN TO COLUMN ROOF DECK LO E WA ACHWASHER EACH SUPPORT B"m ° w —�COLUMN CONNECTION N.T.S. LOW EACH SUPPORT EQ. TT EQ. a o Iy4 X 12"EACH /f 12 SCREWS W/ 5/8"0 a a. w DIRECTION(DRILLED) DOME WAS EACH L21 a rn #14x7/8"LAPTEK '''��� LOW EACH SUPPORT (3) $5's REPAR SCREWS AT 36` OC.\ 1" % 20 GA. STRAP FINISH \\1 ROOF DECK W/(1) #14 W'TEK PURLIN ( OF LAKE ELSINO ° GRADE EA WAY. SIDELINE TRIM SCREWS EACH CONN. ALTA-RIB PANE +ILa111v "DIVISION do in W TYP. 3"CLR. N 5 PURLIN STRAP DETAIL 2-24 a MIN. _ N.T.S. P E R M I 1 3" CLR. SEE SCHEDULE MIN. I6GA END CLOSURE W/ a o SEE SCHED. (1) #12 SCREW TOP PROJ.NO.: DATE: �V�D AND BOTTOM TO PURLINS PURLIN 8313-DP 02/1MO6 S DRAWN: CHECKED: COLUMN AT 1A ALT.SPREAD FOOTING r31 DECK&PURLIN FRL R.P. CONC. PIER N.T9. N.T.s. CLOSURE "TS. DBL. 4"x2 1/2" BOXED 10%2 1/2' SHEFT: COLUMNS PURLIN S 1 -D P MEMBER PROFILES 1 OF 1 SEE SCHEDULE FOR MEMBER THICKNESS(GA) COMPUTER FILE: 8313-DP.dwg l:Sm,M1ttn Glifmtle.8313-Fu,fieldilwelopimn;y RJge.,we(d,Rvn,gae�e313.L�iumi„gR3i3.nv.Ewy,t,ibrzaob I:a0.30 A.N,Fzmk Lmn,zo,lyja(:msrtue,irn Co.,Inc. VARIES (SEE SITE PLAN) SCHEDULE GENERAL STRUCTURAL NOTES COL. COL. ¢COL. COL. COL. MODEL NO, 9' x 20' DOUBLE POST HIP ROOF 1.CODE QWOFESS/pNgY 18'-O" 18'-0" 23'-0" 18'-0" 9'-0" OCCUPANCY GROUP U-1 2001 EDITION FFTHE CALIFORNI A BUILDING CODE CANTILEVER STANDARD BAY STANDARD BAY HANDICAP SAY STANDARD BAY CANTILEVER TYPE OF CONSTRUCTION V-N 2 996OAD AISI COLD C3704 (IF/WHERE OCCURS) DEPTH OF CAR SPACE 20'-0" ROOF LIVE LOAD: = 20 PSF, REDUCIBLE * x 6 COLUMNS 0 BAY WIDTH 18'-0" STD. BAYS 23'-0" H.C. BAYS WIND LOAD = 80 MPH, EXPOSURE'C' COLUMNS - FOUNDATION RAFTER CANTILEVERED BAY HALF BAY WIDTH 9'-0" STD. BAYS 11'-6" H.C. BAYS 3. FOUNDATION J` BEAM TO ROOF RAFTERS l,YT CI 1V Q"r PER SCHED. - BRACING ROOF FINISH CONCRETE TILES FOUNDATION DESIGN BASED ON AN ALLOWABLE SOIL BEARING PRESSURE f pF 1F Qp- COL. _ BRACING PER SCHED. IJ" ROOF DECK 15/32" O.S.B. PANEL INDEX 32/16 OF 2000 PSF AT 12"BELOW FINISH GRADE OR EXISTING NATURAL 1 RR4 RR7 RR5 RR4 GRADE,WHICHEVER IS THE LOWER ELEVATION. SOIL CLASS 3, PER CBC _ HR1, HR2 HIP RAFTERS 8" x 2 1 2" x 16A CEE TABLE 18-1-A. FUTHER REVIEW IS REQUIRED IF UNCONSOLIDATED FILL o RR3 I RR1 I RR5 I RR I iROOF / OR ORGANIC MATERIALS ARE ENCOUNTERED DURING EXCAVATION. 03 v RR ROOF RAFTERS -.__— - - -i RR1 I RR2 I RR2 CANT. ROOF RAFTERS (Fy = 55 KSI) 4. CONCRETE ALL CONCRETE REQUIRED HERE-IN SHALL BE DONE IN ACCORDANCE W/ RR3 CANTILEVERED RAFTERS 8" x 2 1/2" x 14GA CEE ACI STANDARD 301-89, SPECIFICATIONF FOR STRUCTURAL CONCRETE RR1 RR4 CANTILEVERED EAVE RAFTERS FOR BUILDINGS",WHICH IS HEREBY MADE A PART IF THESE DOCUMENTS,E RR2n RR1 RR5 HANDICAP BAY ROOF RAFTERS (Fy = 55 KSI) WITH THE FOLLOWING MODIFICATIONS: Q SrcP RR2aN 1 RR5 PER SCHED. ROOF BEAM (1) 8" x 2 1/2" x 14GA CEE PARA 2.1.2: CEMENT SHALL COMPLY W/ASTM C150,TYPE II. Q N � x a RR1 RR5 (Fy = 55 KSI) PARA 3.2: Fc SHALL BE 2500 PSI AT 28 DAYS FOR ALL CONCRETE. wRR1 RR5 / %� FINISH BY (1) 4" x 2 1/2" x 16GA CEE PARA 4.1.3: THE USE OF EARTH CUTS FOR FORMS IS PERMITTED. - - ` COLLAR TIES !R RR5 OTHERS (SEE SCHED) (Fy = 55 KSI) PARA 5.2: REINFORCING SHALL BE NEW BILLET STEEL COMPLYING W/ tJ OVER 15/32" OSB ASTM A615, GRADE 40. z covJ RR4 RR1 RR5 RR4 STD. BAYS: (2) 8" x 2 1/2" x 14GA CEE RO%ED 5. uGHT .AI STRUCTURALSTEELFRAMIN- COLUMNS HANDICAP: (2) 8" x 2 1/2" x 12A CEE BOXED C z BEAMS TYP. COLLAR TIES INTERIOR BAY HANDICAP BAY _ 15/32" OSB, PANEL RATING 32/16, (Fy = 55 K51) ALL LIGHT GAGE STEEL FRAMING MEMBERS TO BE SUPPLIED BY IMSA SC L O PER HED. BELOW TYP. ROOF RAFTERS ROOF RAFTERS W/ #8 SCREWS OR 0.100 DIA. ET&F BUILDING PRODUCTS (AEP SPAN)WITH CITY OF L.A.CERTIFICATION #1688 Q PER SCHED. PER SCHED. PER SCHED. FASTENERS 0 6" O.C. PANEL EDGES FOUNDATION DIAMETER 24" 0 OR OTHER MANUFACTURERS W/SIMILAR QUALIFICATIONS. AND 0 12" O.C. AT INTERMEDIATE FOUNDATION DEPTH 5'-6" STD. BAYS 5'-9" H.C. BAYS ALL STRUCTURAL STEEL FRAMING MATERIALS AND ERECTION SHALL BE IN L.L SUPPORTS. PROVIDE PANEL EDGE SPREAD FOOTING WIDTH 5'-0" ACCORDANCE WITH THE LATEST EDITION OF THE AMERICAN IRON AND STEEL U ROOF FRAMING_ PLAN CLIPS. SPREAD FOOTING LENGTH 5'-0" INSTITUTE"SPECIFICATIONS FOR THE DESIGN OF COLD-FORMED STEEL W SPREAD FOOTING DEPTH 24" STRUCTURAL MEMBERS". U) ALL WELDING TO BE PERFORMED BY WELDERS HOLDING A VALID CERTIFICATE AND HAVING CURRENT EXPERIENCE IN LIGHT AGE STEEL. 20'-0" CERTIFIATES SHALL BE ISSUED BY AN ACCEPTED TESTING AGENCY. DO NOT DRILL OR NOTCH MEMBERS WITHOUT PRIOR APPROVAL OF THE 1 D'-0" 10'-O" STRUCTURAL ENGINEER. RIDGE FLASHING U) W 6'-3" 6'-3" S-9" i BY OTHERS STRUCTURAL STEEL MEMBERS SHALL BE FURNISHED TO THE SPECIFIED L� 1B I RIDGE MINIMUM YIELD POINT OR GREATER. THE ASTM, GRADE AND OTHER F SPECIFICATIONS SHALL BE INDICATED BY SUITABLE MEANS ON EACH LIFT OR Q F- 2A - - ROOF FINISH BY BUNDLE OF FABRICATED MATERIAL. !R Z 37" OTHERS CONT. MIN. 12"xl2"xl8GA V w ROOF FINISH COLUMN RIDGE PLATE W/ (1) #12 7. STRUCTURAL STEEL Q 32 i 15/32" OSB BY RAJA SCREW 3'-0" O.C. BOTH ( ) Q U 1 BY OTHERS, I STRUCTURAL STEEL MEMBERS SHALL BE ASTM A36 Fy=36 KSI. ALL 4( - 15/32" OSB i SIDES PIPE SHALL BE ASTM A501 (Fy=36 KSI) OR ASTM A53 TYPE E OR O BY BAJA I I COLUMNS 4"x4"xl4GAxO-2 1/2" TYPE S GRADE B (Fy=36 KSI). ALL TUBULAR STEEL SHALL BE ASTM c W I I SEE SCHEDULE ANGLE W/ (4) #12 RAFTERS A500 (Fy=46 KSI). UNLESS OTHERWISE NOTED, BOLTS SHALL BE ASTM Q SCREWS EACH LEG SEE SCHEDULE A307. LATEST AISC AND AWS CODES SHALL APPLY. ALL EXPANSION U ~ W I BOLTS TO HAVE CURRENT ICBO APPROVALS. ALL WELDING BY WELDERS Q z #4xl2" EACH HOLDING VALID CERTIFICATES AND HAVING CURRENT EXPERIENCE IN THE C] DIRECTION (DRILLED) TYPE OF WELD SHOWN ON THE DRAWINGS. CERTIFICATES SHALL BE W I I I ISSUED BY AN ACCEPTED TESTING AGENCY. USE E70 SERIES LOW W J BEAMS 4 COLLAR TIE RAFTERS - I I I HYDROGEN WELDING RODS (E90 FOR ASTM A815,GRADE 60 = z W SEE SCHED. - SEE SCHED. SEE SCHED. I I _ zz III C^�• REINFORCING BARS). W LL - O I I (6) #5 REBARS EACH WAY - 7. STRUCTURAL STEEL Q Q Q i < I - - STEEL SCREW FASTENERES TO BE"VS" BRAND SELF-TAPPING SCREWS _ J LL COLUMNS I iv p FINISH D I I BY D.B. BUILDING FASTENERS(ICBO 5617) OR EQUAL. LL1 '? 1 SEE SCHED. I I efq (� m _ C.I.P. CONIC. I 0.100"Y ERICO TOOL ffi FASTENERS(EfffiF) CAN BE USED IN LIEU OF N Q _ CAISSON I I w U v - I SCIYf�'���� SCREWS CAN BE BE USED TO ATTACH ROOF DECK TO SUPPORTS, X o rn •I rn ULf ICBO#4144. Cc --- FINISHED GRADE I I w 3"CLR. • • • I I • • • B. CONTRACTORS ' a m MIN. 'en 6"x9"x10A PLATE THE CONTRACTOR MUST SUBMIT IN WRITING ANY REQUEST FOR EACH AM 12 SCREWS MODIFICATIONS TO THE PLANS AND SPECIFICATIONS. NO STRUCTURAL CHANGES FROM THE APPROVED PLANS SHALL BE MADE IN THE FIELD RIDGE DETAIL UNLESS PRIOR WRITTEN APPROVAL IS OBTAINED FROM THE ENGINEER. U p7 SHOP DRAWINGS SUBMITTED TO THE ENGINEER FOR HIS REVIEW DO NTO l0 3'" CUR. x.vs CONSTITUTE"IN WRITING"UNLESS IT IS NOTED THAT SPECIFIC CHANGES Z -� SEE SCHEDULE MIN. ARE BEING REQUESTED. IF CHANGES ARE MADE WITHOUT WRITTEN APPROVAL.SUCH CHANGES SHALL BE THE LEGAL AND FINANCIAL Q O RESPONSIBILITY OF THE CONTRACTORS OR SUB-CONTRACTORS INVOLVED SEE NOTE: ALL REBAR GRADE 40 STEEL - TYP. AND IT SHALL BE THEIR RESPONSIBILITY TO REPLACE OR REPAIR THE O N N SCHED. CONDITION AS DIRECTED BY THE ENGINEER. U W #8 SCREWS 0 6"O. In C BOUNDARY CONTRACTOR SHALL PROVIDE ALL TEMPORARY BRACING, SHORING, Z H 1 CAISSON FOOTING 1 A ALT. SPREAD FOOTING. AND PANEL EDGES, 12" O.0 AT GUYING, OR OTHER MEANS TO AVOID EXCESSIVE STRESSES AND TO HOLD STRUCTURAL ELEMENTS IN PLACE DURING ERECTION. THESE A CANOPY CROSS SECTION _ N.T.S. _ x•T.x 15/32" OSB NTERIOR SUPPORTS PROVISIONS SHALL REMAIN IN POSITION UNTIL SUFFICIENT PERMANENT Q X S_� x.T.s (ALT: 0.01000 ET&F FASTENERS) MEMBERS ARE ERECTED TO INSURE THE SAFETY OF THE PARTIALLY 2 Q 15/32"C ERECTED STRUCTURES. THE CONTRACT STRUCTURAL DRAWINGS AND ? LLO SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL ENGINEER SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS. LLJ Cp 9. ENGINEER OF RECORD W Cp BEAM BAJA CONSTRUCTION CO., INC.AND/OR THEIR ENGINEERING W 1-- (10) #12 SCREWS RAFTER RAFTER 8GA S BTI G RT DRAWINGS AND STRUCTURAL CALCULATIONS ER CONSULTANTSIS ONLY PLCULLATIONS AS PROVIDED FOR THISE FOR THE CONTENTS OF E < U) (D z UL O 15/32" O.S.B. ROOF FINISH PROJECT. BAJA CONSTRUCTION CO.,INC.AND THEIR ENGINEERING L0 co 0 BY BAJA BY OTHERS CONSULTANTS ARE NOT CONSIDERED THE ENGINEER OF RECORD FOR '\ N RAFTER ANYTHING OTHER THAN THE PREFABRICATED STEEL SYSTEM V -- -------------------- - CANOPY/CARPORT/RV& BOAT STORAGE/OR MINI-STORAGE SYSTEMS ---------------------- (1)1/2" X 1 1/2" A307 BOLT EACH CONNECTION 4"x4"x2 1/2"x14GA THAT IS SHOWN ON THESE PLANS. ANGLE W/ (4) #12 10,ALTERNATE FOOTING AND OPTIONAL TRIM BEAM SCREWS EACH CONN. 5 RAFTER BRACING PER(CONNECTION IF THE ALTERNATE FOOTING SHOWN IN THIS DRAWING IS REQUIRED, THERE WILL BE AN ADDITIONAL CHARGE FROM BAJA CONSTRUCTION. NOT TO Scut COLLAR TIE RAFTER - SEE 4"x4"xl4GAxO'-2 1/2" 4"x2 1/2"xl$GA CEE COLUMN COLUMN SCHEDULE ANGLE W/ (6) #12 COLLAR TIE W/ (8) #12 14GA HIP RIDGE CLIP SCREWS EACH LEG SCREWS 0 EACH CONN. W/ (4) #12 SCREWS OF LAKE ELSIN BEAM - SEE g C EACH LEG TYP. 1 1/2" �.,ITY G pNISIO SCHEDULE BUILDIN COLUMN SEE SCHED. RAFTERS RAFTER SEE SCHED. ANGLE14GAx0'-2 1/2" ROOF FINISH r = 0.27" ANGLE W/ (4) #12 BY OTHERS BEAM SCREWS EA. LEG 4"x4"x2 1/2"x14GA C SEE SCHED. 1/2" A RAFTER ANGLE W/ (4) #12 — �q SEE SCHED. SCREWS EACH CONN. COLLAR TIES 18GASUB-GIR pp ftoNIE BY 13AJAO.S.B. B SEE SCHED. 2,�" yj" 2� (10) #12 SCREWS (1) 1/2"X 1 1/2" A307 BOLT � EA H CONNECTION -;i 2-24 ^' € I• BEAM o PR01.NO.: DATE: BEAM - SEE °p O 8313-HR 02/14/05 SCHEDULE a DRAWN: CHECKED: FRL I R.P. 8"x4"x14GAxO'-2 1/2" ANGLE W/ (4) #12 \-4"x2 1/2"x16GA CEE 4"x2 1/2' [Z 8x2 1/2" 10"x2 1/2' SHEET: SCREWS EA. LEG COLLAR TIE W/ (8) #12 4"x4"x2OGA RIDGE PLATE COLUMN SCREWS 0 EACH CONN. W/ (1) #12 SCREW COLLAR TIE COLUMN BEAM RAFTER S 1 —H R EACH LEG RAFTER TO BEAM 4 BEAM TO COLUMN 6 HIP—RIDGE DETAIL CONNECTION — MEMBER PROFILES COMPUTER 1 of 1 N.T.S. — CONNECTION "T� CONNECTION "'T'S' FILE: 8313-HR SEE SCHEDULE FOR MEMBER THICKNESS (GA) i:,s.mw Cv,9 in383.rA,rise.1—M lAx,de.„ ,, ,x..a IB3[3-E.,A"Rn"13313xxd"yz16Q e13:39:35 AM,f�� wAC=.e".r",C".,e=. ■ 11,12,13 m 111 .AFA .Y7/ /, �•, • '� M t7����1�.� , I�y,'i'S/I�/ , .•�.---------■•. ••'� _ rJA1•• .fir a. L•u3 � '•7�' It Sra �t7 IY• I %��>`••• _ �© "r��S'1�•1:�0 � "�A � ' � �®vim, •_1:;...,,.:��=��-� m _!won ExTIVIll OEM �� • � ] ❑ ■ -� �- � 5111 :�• � a�� .� -- ,�„ - _ -- �..• !Waal � /l �9��) - � _ � �' � ©0• •:�t['�id- � r;n u � • t ■ � u u or...- -- � .�■@C7■�� s /�p��:�� �► .. .'�O�'tt,�oo ., : ,, o0 00 ,•� Q1 ,. � a om oo �: � .�� O�• �♦ ♦ / �' ay /:• � J '�, '� ..�./�����■ ! I©phi•-n;=.^ =1��f� ♦ �1•i NE . ffiP. .. ..� \ '� ��. \'• +CAI ` �� ♦ u � � jr•� d K �•. � • �■i�, - �..-.• — ♦•••ii��•� ..■•'��'•'•.•• p aa•Qr4f�� r Q�►,.•::.��`�.� _ , ., .a► ■ L:� -cam__ �� ••�•-.. -_• �. T'ANQ1 �© © � '••' ® 110�i ;',���>�,,'pis, '+�� •' {� ■� .:�j ����'�� o �� y/ o `�� .� ''ice �o`i+�v'J��: •' ������«� �� ■. • `-w•� ,\ -��.• •ter ��/ , • p � � ` f/� \� � ,�♦`�.....•NN■■■N■ry • I ������1�. I�0�! ■ .ram _.� � ♦ ,��� - , �4%wo��♦•i � � i�f:, �■ •3 __ •••• .■�'.• � -� ,�'•.�� °o`�t? ��`1� �"��'�• L►�'`%''':�%► �����,� �J.�•♦'���r� ;;��. y_•'•'111i:1 ia� ::�b�" SEEN .\ O�. ., .►f� i *46 _r-. .� ,x'N•.,.;. ► � �! ��l� Goo♦,,,�l,�`��r�a�, , 1 aaaaaaa.� „ ►-S y t Baja Construction Co., Inc. Page 1 of37 223 Foster Street Job#8313-1-IR Martinez, CA 94553 Ridgstone (800)366-9600 02M4106 9' -0" x 20'-0" DP-Hip Roof Carports _ Ridg�estone at Ramsgate �T Sligo 39415 Ardenwood Way, Lake Elsinor/OG* tG t IDNIS for: Fairfield Development 1,NG Design Criteria: IP �..- Roof Live Load(slope 4 on. 12) .......... RLL:= 16.0•psf Basic Wind Speed(mph) ....................... Wind - 80 p y Wind Ex osure S Seismic Zone ...........................................Zone -4 Z = 0.40 CK 37 Exp.fi131} Soil Profile ...............................................Soil=Sd C IV 0- Importance Factor ................................... 1:= Allowable Stresses Roof and wall sheeting ..........................ASTM A924 Grade 80 Fy:= 80.0,ksi Fb:= 36.0•ksi Frames,purlins and girts ........................ASTM A607 Grade 55 Fy:= 55.0 ksi Fb:= 33.0•ksi Allowable Soil Bearing Pressure ........... ASBP:= 2000•psf Concrete .................................................. Pc:= 2500-psi at 28 days Reinforcements .......................................ASTM A615,Gradc 40 Roof Dead Loads: Concrete Tiles ......................................... RDLI := 10.0•psf 15/32"O.S.B. ...................I...................... RDL'_:— 1.5•psf Framing ....................................................RDL3 := 1.5-psf Misc ........................................................ RDL4 := l.0-psf Total Roof Dead Load, RDL :- RDL I + RDL2+ RDL3 + RDL4 RDL= 14,00 psi' VARIES (SEE SITE PLAN) - rNT COL. 18'-0" COL. 18'-0„ COL. 23'-0" COL. 18.-000L. 9'-0,. STANDARD BAY STANDARD SAY HANDICAP BAY STANDARD BAY CANTILEVER (IF/WHERE OCCURS) 1 COLUMNS 0 FOUNDATIONCANTILEVERED BAY COLUMNS RAFTERPER SCHECELBEAM TO p - MIDSPAN ROOF SRAFTERS BRACING RR4 RRI RR5 RR4 6 0 o RR3 RRI RR5 RR3 - i RR2 RRI RR5 RR M RR RRI RR5 RR a SL PERR2 v RRI RR5 i x I o _ RR2 w RR1 RR5 R2 SL PE HIP RAFTERS ` PER SCHED, i N x RR2 Q RRI RR5 RR2 E x v, to v x r , RRI RR5 ROOF FINISH BY r RR3 1 RR5 RR3 € OTHERS (SEE SCHED.) I OVER 15/32" 058 RR4 RRI RR5 RR4 BEAMS TYP, COLLAR TIES INTERIOR BAY HANDICAP BAY 3 15/32" OSB, PANEL RATING 32/16, PER SCHED. BELOW TYP, ROOF RAFTERS ROOF RAFTERS PER SCHED. PER SCHED. PER SCHED. FA EN SCREWS OR O.C. A L GCS FASTENERS ® 6" . PANEL EDGES AND ® 12" O.C. AT INTERMEDIATE ROOF FRAMING PLAN SUPPORTS. PROVkDE PANEL EDGE CLIPS. 1/8"=1'-O L4 I Southcm Cali fornia\8313-Fairlicld Dcvclop=nt Q Ridgcsconcr Ramsgatc\8313-F.nginccring\8313-HRAd g,2/15/2006 1:28A9 Plvi,Frank Lorenzo,Baja Construction Co.,Inc. Baja Construction Co., Inc. Page 3 of 37 ` 223 Foster Street Job#8313-HR Martinez, CA 94553 Ridgstone (800)366-9600 02/14/06 Roof Loading: DL+LL: Pvert = RDL + RLL Pvert =30.00 psf DL+Wind Uplift: Ce= 1.06 qs = 16.40 psf 1= 1.00 Unenclosed structure, Cq:= 1.3 Wind pressure, Pu:= Ce•Cq•gs•l Pu =22.60psf Pu — RDL = 8.60 psf Wind load is not critical Roof Sheathing: 15/32" O.S.B., Span Rating 32/16 with panel edge clips Span=32" w:= (RLL + RDLI + RDL2) w = 27.50psf Max. allowable load=40 psf — O.K. Baja Construction Co., Inc. Page 4 of37 ` 223 Foster Street Job 483 13-HR Martinez,CA 94553 Ridgstone (800)366-9600 02/14/06 HR-1: Tvp. Hip Roof Rafter: Cee S" x 2 1/2" x 16ga Max.span, L := 15•ft tributary, s:= 32.0•in w:- (RDL + RLL)•(s) w- 80.00p1f See rafter check below. HR-2: End Hip Roof Rafter: Cee S" x 2 1/2" x 16ga Max.span, L:= 20.0•ft tributary, s 16.0-in w:= (RDL + RLL)-(s) w=40.00plf See rafter check below. Typical Hip Roof Rafter Connection: 14ga rafter clip w/ (4) - #12 screws each leg d := 0.216•in n := 3.0 Steel in contact with screw head: 14 ga Steel not in contact with screw head: 16ea Fut := 65-ksi tt := 0.075-in Fug 65•ksi t; := 0.060•in Pnl := 2.7,tl-d-Ful PnI = 2,84kips Pn2:- 2.7-t2-d-Fu2 Pn2 = 2.27kips For t�/tl etc ual to or less than l o.s tz =0.80 Pn3:= 4.2.(t23.d) +u, Pn3= 1.86kips ti Allow Shear per screw t Pn:= if 2 < 1,min(Pnl,Pn,,Pn3),min(Pni,Pn,) tt Pn Pn = 1.86 kips Pa:= — Pa = 0.62 kips S2 GF:= 4-(Pa) GF= 2.49kips Maximum hip purlin reaction =600 Ibf O.K. �k9 c s 1996 AISI Specification w/1999 Supplement Project: Date: 2/14/2006 Model: HR1 -Typ. Hip Rafters Page 1/1 Unif Ld Ib/ft R1 R2 15.00 ft Section : Cee 8 x 2.5 x 16ga Single Maxo= 5128.1 Ft-Lb Fy= 55.0 ksi Moment of Inertia, I = 8.24 in14 Va = 2416.7 lb Wind or Earthquake Factor Included ? No Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 2250.0 0.439 2250.0 Full 5128.1 0.439 0.375 L/480 Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(lb) (in) (lb) (Ft-Lb) Value Req'd? R1 600.0 2.50 832.2 0.0 0.87 No R2 600.0 2.50 832.2 0.0 0.87 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor V/Va M/Ma Unstiffen Stiffen R 1 600.0 0.0 1.00 0.25 0.00 0.06 NA R2 600.0 0.0 1.00 0.25 0.00 0.06 NA 1996 AISI Specification w/1999 Supplement r tj e Project: Date: 2/14/2006 Model: HR2 - End Hip Rafters Page 1/1 7. Unlf Ld I _ i R1 �R2 20.00 ft Section :Cee 8 x 2.5 x 16ga Single Maxo= 5128.1 Ft-Lb Fy= 55.0 ksi Moment of Inertia, 1= 8.24 inA4 Va= 2416.7 lb Wind or Earthquake Factor Included ? No Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 2000.0 0.390 2000.0 Full 5128.1 0.390 0.593 L/405 Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(Ib) (in) (lb) (Ft-Lb) Value Req'd ? R1 400.0 2.50 832.2 0.0 0.58 No R2 400.0 2.50 832.2 0.0 0.58 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor V/Va M/Ma Unstiffen Stiffen R1 400.0 0.0 1.00 0.17 0.00 0.03 NA R2 400.0 0.0 1.00 0.17 0.00 0.03 NA Baja Construction Co., Inc. Page 7 of 37 ' 223 Foster Street Job 8313-H1t Martinez, CA 94553 Ridgstone (800) 366-9600 02/14/06 RR1 - Typ._Interior Bay Roof Rafters: Cee 8" x 2 1/2" x 16ga L:= 18.0•ft tributary, s := 32.0•in w:= (RDL + RLL)•(s) w = 80.00 plf See rafter check belo\ . RR2 - Tvy. Cantilevered Roof Rafters (4'-6" max. cant.): Cee 8" x 2 1/2" x 16ga L,:= ]8.0.ft cantilever, a:= 4.5-ft tributary, s := 32.0,in w:= (RDL + RLL) (s) w- 80.00plf From Hire roof Rafter: P (RDL + RLL)•(s),(5.O ft) P=400.00lbf See rafter check below. RR3 - Cantilevered Roof Rafters (6-9" cant.): Cee 8" x 2 1/2" x 14ga L := 18.0•ft cantilever, a:= 6.75•ft tributary, s := 32.0-in w:= (RDL + RLL)•(s) w= 80.00plf From Hip roof Rafter: P:= (RDL + RLL)•(s)•(7.5•f1) P=600.00]bf See rafter check below. RR4 - Cantilevered Eave Rafters: Cee 8" x 2 1/2" x 14ga L := 18.0•ft cantilever, a:= 9,0.ft tributary, s:= 16.0•in w:= (RDL + RLL)•(s) w= 40.00plf From HR2 Flip roof Rafter: P:= (RDL, + RLL)•(s)•(10•ft) P= 400.001bf See rafter check below. Roof Rafter to Beam Cmaection: 14ga rafter- clip w/(4) - 412 screws each leg Rafters are stacked on top of beams. Check connection for uplift pullout load. Member not in contact w/screw head(14ga), t2 := 0.075.in 'Tensile Strength, Fu2:= 65.0•ksi Screw diameter, d := 0.216•in tc:= t2 to= 0.075 in Pnot := 0.85•tc.•d•Fu2 Pnot = 0.90 kips _=> Allow. Pullout, Ila:= Pnot Pa = 298.35 Ibf S2 GF:= 4 (1.33,Pa) GF= 1.59 kips Uplift:= (Pu — RDL) (18.0 ft)•(32.0 in) Uplift= 412.76lbf ' pa3G S 1996 AISI Specification w/1999 Supplement 11 Project- Date: 2/14/2006 Model: RR1 -Typical Interior Bays Roof Rafters Page 1/1 80,0 UniIbIf Ld R1 R2 18.00 ft Section :Cee 8 x 2.5 x 16ga Single Maxo= 5128.1 Ft-Lb Fy= 55.0 ksi Moment of Inertia, I= 8.24 in14 Va = 2416.7 lb Wind or Earthquake Factor Included ? No Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 3240.0 0.632 3240.0 Full 5128.1 0.632 0.777 L/278 Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(lb) (in) (lb) (Ft-Lb) Value Req'd ? R1 720.0 2.50 832.2 0.0 1,04 No R2 720.0 2.50 832.2 0.0 1.04 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor V/Va M/Ma Unstiffen Stiffen R1 720,0 0.0 1.00 0.30 0.00 0.09 NA R2 720.0 0.0 1.00 0.30 0,00 0,09 NA 1 � 1996 AISI Specification w11999 Supplement P�� q Project: Date: 2/14/2006 Model: RR2 -Typical Cantilevered Roof Rafters page 1/1 P1 800� ._ F .. _4 polo ,....,,. . Unif Ld lb/ft R1 R2 4.50 ft 18.00 ft Point Loads P1 Load(lb) 40&0 X-Dist.(ft) 0.00 Section : Cee 8 x 2.5 x 16ga Single Maxo= 5128.1 Ft-Lb Fy= 55.0 ksi Moment of Inertia, I = 8.24 in14 Va = 2416.7 lb Wind or Earthquake Factor Included ? No Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos! Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 2610.0 0.509 1955.3 None 5128.1 0.381 0.023 L/4600 Center Span 2610.0 0.509 2066.E Full 5128.1 0.403 0.409 L/529 Combined Bending and Web Cripl2linq Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(lb) (in) (lb) (Ft-Lb) Value Req'd ? R1 1625.0 2,50 1483.8 2610.0 1.82 YES R2 575.0 2.50 832.2 0.3 0.83 No P1 400.0 2.50 832.2 0.0 0.58 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor VIVa M/Ma Unstiffen Stiffen R1 865.0 2610.0 1.00 0.36 0.51 0.39 NA R2 575.0 0.3 1.00 0.24 0.00 0.06 NA P1 400.4 0.0 1.00 0.17 0.00 0.03 NA 1996 AISI Specification w/1999 Supplement Project: Date: 2/14/2006 Model: RR3 -Cantilevere Roof Rafters (6-9"cant.) 'Page 1/1 P1 W s,v "�`b. $ cis'"A... '"E - `fa"" "�JS' igys. ,i�i$ m`"�' b •"'fi^6.C''x.. °"; Unif Ld R1 R2 6.75 ft 18.00 fl Point Loads Pi Load(lb) 600.0 X-Dist.(ft) 0.00 Section : Cee 8 x 2.5 x 14ga Single Maxo= 6277.4 Ft-Lb Fy= 55.0 ksi Moment of Inertia, I= 9.60 in'14 Va = 3847.7 lb Wind or Earthquake Factor Included ? No Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 5872A 0.935 4399.4 None 5919.4 0.743 1.152 L/141 Center Span 5872.4 0,935 2610.7 Full 6277.4 0.416 0.162 U1335 Combined Bending and Web Criopling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(lb) (in) (lb) (Ft-Lb) Value Req'd ? R1 2186.3 2.50 2053.0 5872.4 2.21 YES R2 393.8 2.50 1193.8 0.2 0-40 No P1 600.0 2.50 1193.8 0.0 0.60 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen R1 1140.0 5872.4 1.00 0.30 0.94 0.96 NA R2 393.7 0.2 1.00 0.10 0-00 0.01 NA P1 600.5 0.0 1.00 0.16 0.00 0.02 NA q 1996 AISI Specification w11999 Supplement Project: Date: 2/14/2006 Model: RR4 -Cantilevered Eave Roof Rafters Page 1/1 P1 if 40 0' h 40 0 b/ft Ld R1 R2 9.00 ft 18.00 ft Point Loads P1 Load(lb) 400.0 X-Dist.(ft) 0.00 Section : Cee 8 x 2.5 x 14ga Single Maxo = 6277.4 Ft-Lb Fy= 55.0 ksi Moment of Inertia, I = 9.60 inA4 Va = 3847.7 lb Wind or Earthquake Factor Included ? No Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 5219.9 0.832 3910.6 None 5178.4 0.755 1.979 U109 Center Span 5219.9 0.832 3130.0 Full 6277.4 0.499 0.347 U622 Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(lb) (in) (Ib) (Ft-Lb) Value Req'd ? R1 1410.0 2.50 2053.0 5219.9 1.66 YES R2 70.0 2.50 1193.8 0.4 0.07 No P1 400.0 2.50 1193.8 0.0 0.40 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen R1 760.0 5219.9 1.00 0.20 0.83 0.73 NA R2 70.0 0.4 1.00 0.02 0.00 0.00 NA P1 400.4 0.0 1.00 0.10 0.00 0.01 NA Baja Construction Co., Inc. Page 12 of37 223 Foster Street lob#8313-HR Martinez, CA 94553 (800)366-9600 02114/0 e 2/14ios Typical Roof Beams: (1) Cee 8" x 2 1/2" x 14ga Span, L:= 625-ft a:= 3.75•ft Dead f Live: w:_ (RDL + RLL)•(18.0•ft) w= 540.00 plf Uplift: 'Tributary area, A:_ (18.0•ft)-(20-ft) A= 360.00 ft` Cq:= if(A < 100-ft2,Cq,1.3 -0.3) Cq = 1.00 Pu:= Ce-Cq•gs.l Pu = 17.38psf W10ifl:= (Pu — RDL)•(18.0•ft) ��uplift = 60.91 plf -- wind uplift not critical Reaction at ridge(see printout), R2 := 1080•lbf Roof slope=4 on 12 __> Diag:_ (4•in)2+ (12 in)" Diag= 12.65 in Beam axial load, Diag Pbm:= R2 Pbm = 34k5.261bf (compression) 4.O-in See beam check below. Beam to Column Connection: (10)-#12 screws each Cee d := 0.216•in 0 := 3.0 Steel in contact with screw head: 14 ga Ful := 65-ksi t1 := 0.075-in Pn1 := 2.7-t1-d•Ful Pn1 = 2.84kips Steel not in contact with screw head: 14 ea Fug:= 65-ksi t,:= 0.075•in Pn2:= 2.7•t2•d•Fu2 Pnz =2.84kips For t2/t I equal to or less than 1 o.s Pn3:= 4.2•(t23.d) .Fu, Pn_,, = 2.61 kips Allow Shear per screw t2 Pn:= if — _< l,rnin(PnI,Pn2,Pn3),min(PoI,Pn2) t1 Pn Pn= 2.61 kips =___> Pa:= — Pa = 0.87 kips 12 GF:= 10.0-(Pa) GF = 8.69kips Max.Beam Reaction=4320 lbf O.K. q 1996 AISI Specification w/1999 Supplement ��✓ G r3 Project: Date: 2/14/2006 Model: Typ. Roof Beam Page 1/1 Unif Ld lb/ft I R1 R2 3.75 ft 6.25 ft Section : Cee 8 x 2.5 x 14ga Single Maxo= 6277.4 Ft-Lb Fy= 55.0 ksi Moment of Inertia, I = 9.60 in^4 Va = 3847.7 lb Wind or Earthquake Factor Included ? No Flexural and Deflection Check Mmax Mmaxl Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 3796.9 0.605 2423.9 None 6277A 0.386 0.137 L/658 Center Span 3796.9 0.605 1339.9 None 5632.8 0.238 0.012 L16144 Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(lb) (in) (lb) (Ft-Lb) Value Req'd ? R1 4320.0 2.50 2053.0 3796.9 3.13 YES R2 1080.0 2.50 1193.8 0.1 1.09 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen R1 2295.0 3796.9 1.00 0.60 0.60 0.72 NA R2 1080.0 0.1 1.00 0.28 0.00 0.08 NA Combined Bending and Axial Load Axial Ld Bracing(in) Max Allow Ld Intr. Span (Ib) KyLy KtLt KL/r (Ib) P/Pa Value Left Cantilever 0.0 (t) None None N.A. 33302.1 (t) 0.00 0.60 Center Span 3415.0 (c) None None 80 13411.5 (c) 0.25 0.86 Baja Construction Co., Inc. Page 14 of 37 223 Foster Street Job#8313-HR Martinez, CA 94553 Ridgstone (800) 366-9600 02/14/06 Collar Ties: Cee 4" x 2 1/2" x 16ga Ream reaction at ridge, R2 = 1080.00lbf Rx:= R2• 12in Rx = 3.240kips 4in See collar tie check below. "lies arc in tension. Collar Tie Connection: (8)-412 screws each end d := 0.216-in 0 := 3.0 Steel in contact with screw head: 16 t,,a Ful := 65•ksi tt := 0.059-in PnI := 2.7•tl•d•Fut Pnl = 2.24kips Steel not in contact with screw head: I4 1a Fu, := 65•ksi t2:= .075 in Pn2 := 2.7•t,•d•Fu2 Pn2 = 2.84kips For t,/t) equal to or less than 1 0.5 Pn3 := 4.2 (t-)3.d} .Fu2 Pn3 = 2.61 kips Allow Shear per screw tz Pn := if <_ 1 ,min(Pni,Pn2,Pn3 ,min(Pnl,Pn2) t� Pn = 2.24 kips Pa PnPn Pa =0.75 kips Q GF:= 8-(Pa) GF= 5.96 kips - OX. f , 1996 AISI Specification w/1999 Supplement �aJ C if Project: Date: 2/14/2006 Model: Collar Tie Page 1/1 R1 R2 12.50 ft Section : Cee 4 x 2.5 x 16ga Single Maxo= 2009.1 Ft-Lb Fy= 55.0 ksi Moment of Inertia, I = 1.64 in14 Va= 4061.0 lb Wind or Earthquake Factor Included ? No Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 0.0 0.000 0.0 None 976.2 0.000 0.000 L/6144 Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(lb) (in) (Ib) (Ft-Lb) Value Req'd ? R1 0.0 2.50 965.8 0.0 0.00 No R2 0.0 2.50 965.8 0.0 0.00 No Combined Bendino and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft-Lb) Factor V/Va M/Ma Unstiffen Stiffen R1 0.0 0.0 1.00 0.00 0.00 0.00 NA R2 0.0 0.0 1.00 0.00 0.00 0.00 NA Combined Bending and Axial Load Axial Ld Bracing (in) Max Allow Ld Intr. Span (Ib) KyLy KtLt KUr (lb) P/Pa Value Center Span 3240.0 (t) None None N.A. 20736.4 (t) 0.16 0.16 Baja Construction Co., Inc. Page 16 of 37 ' 223 Foster Street Job#8313-HR Martinez,CA 94553 Ridgstone (800)366-9600 . 02/14/06 Column Loads: Dead Load+Live Load Dead load on column, wdl := (RDL)•(18.0•ft) wdl =252.00plf Pdl := (wdl)•(i0.0-ft) Pdl = 2.520kips Live load on column, wll := (RLL)•(18.0 ft) wil = 2S8.00plf PH :_ (wll)•(10.0•ft) PH = 2.880kips Max.column load, Pmax ;_ (RDL + RLL)•(18.0,ft)•(l0.0-ft) Pmax = 5.400kips Moment to Column: Mcol := 0.0•ft•kips Wind Load: Ce= 1.06 qs = 16.40 psf I = 1.00 Unenclosed structure, Cq := 1.3 Wind pressure, Pu := Ce-Cq.gs-I Pu = 22.60psf Fw:= (Pu)•(4.0-ft)-(18.0-ft) Fw= L63kips Supported by(2)columns Mwind:= 0.50-Fw•(9.5•ft) Mwind = 7.729ft-kips Seismic: 1:= 1.0 R := 2.2 Na:= 1.5 =__=_> Ca:= 0.44-Na Ca= 0.660 W:= RDL-(18.0•ft)-(20.0-ft) W = 5040,00 Ibf 2.5-Ca.1 Vs:= 1.4•R •(w) Vs= 2.70kips Sul2ported b 2 columns Mseis:= 0.50.Vs-(9.5-ft) Mseis= 12.825 ft-kips Baja Construction Co., Inc. Page 17 of37 223 Foster Street .lob#8313-HR Martinez, CA 94553 gstone (800)366-9600 02/14/06 02/14/06 Columns, cont: (2) Cee 8" x 2 1/2" x 14 Ga Boxed Allowable Axial Stress: Fy:= 55.0-ksi E:= 29500•ksi Ky:= 2 Ly:= 9.5•ft ry:= 1.9920•in Kx:= 2 Lx:= 9.5•ft rx:= 3.0812•in Ky Ly z= 13100.60 Kx [x 2 = 5475.58 ry � ( rx rc 2 E Fe:= Fe=22.22 ksi ma JJJJ I` �Ky•Ly)' (Kx•Lx\I2 J ry r Fn := if Fe > 0.5•Fy,Fy•�l - Fy ),Fe] Fn= 22.22ksi L 4•Fe1/ Ae:= 2.0223 in2 QC:= 1.80 Pn := Ae•Fn Pn = 44,94kips Pn Pa:= — Pa = 24,97kips QC Combined Loading=Dead Goad+Live Load Sib := 1.67 Ix:= 19.1997•in4 Sx:= 4.5745•in3 E =29500.00ksi Cmx:= 1 Mnx:= Sx•Fy Mnx = 20.97ft•kips Pex :- n•E•Ix Pex =34.23 kips (Kx•Lx)2 S2c-(Pmax) ax:= 1 - ax= 0.72 Pex S2c•(Pmax) S2b Cmx•Mcol + = 0?2 - O.K. Pn Mnx•Ctx Combined Loadin,-Dead Load f Wind Load(or seismic S2c•(Pdl) ax:= 1 - ax= 0.87 Pex S2c•(Pdl) + S2b•Cmx•max(Mwind,Mseis) _ 1 28 < 1.33 U.K. Pn Mnx•ax Baja Construction Co., Inc. Page 18 of 37 223 Foster Street Job#8313-I-IR Martinez, CA 94553 Ridgstone (800) 366-9600 02/14/06 Pier Footing,: 24"� x 5'-6" deep Caisson Nlax. Moment, Mmax := max(Mcol,0.75NIwind,0.75•Nlseis) Mmax = 9.62 ft-kips Equivalent Point Load, P:= Mmax P= l.Ol kips 9.5•ft Allowable lateral bearing pressure ................... S 00•— psf ft Applied lateral force ...............................................P= 1.01 kips Distance- P to ground ........................................... h := 9.5•ft Pole diameter(or diagonal) ....................................b ,= 24.0•in Pole embedment depth ...........................................D:= 5.5•ft Structure is not adversely affected by 1/2"ground motion -- use twice value of Sa D Sl := 2•S,,• S, = 733.33 psf 2.34•P A:= A = 1.62ft SI-b A 4.36•h d :_ —• I + I + d = 4.98 ft 2 A Check Vertical Loads: Allow. Skirt Friction ........... Ff := 2000•psf Ff = 333.33 psf 6 Pier Diameter ...................... = b r:= 0.5-0 Pier Capacity ..................... Cap := n•o•Ff Cap= 2094.40 plf Max. Venical Load ........... Pniax = 5.40 kips Required Depth •�•••••••••••• Dregd:= Pmax Dregd=2.58 ft - O.K. Cap Check Un1ift Cc= 1.06 Cq 0.70 qs = 16.40psf I - 1.00 Pu := Ce•Cq•gs•l Pu = 12.17psf Uplift:= (Pu - RDL) (I8.O-fl)•(10,0•ft) Uplift = -0.33 kips NO UPLIFT r��• sewn; -- - �� --- - General Footing Analysis & Design Description Alternate Spread Footing L General Information Code Ref:ACI 318-02, 1997 UBC,2003 IBC.2003 NFPA 5000 {7 Allowable Soil Bearing 2,000.0 psf Dimensions... ft Short Term Increase 1,330 Width along X-X Axis 5.000 ft Seismic Zone 4 Length along Y-Y Axis 5.000 ft Live 8 Short NOT Combined Footing Thickness 24.00 in Col Dim.Along X-X Axis 8.00 in rc 2,500.0 psi Col Dim.Along Y-Y Axis 5.00 in Fy 40.000.0 psi Base Pedestal Height 0.000 in Concrete Weight 145.00 pcf Min Steel% 0.0014 Overburden Weight 0.00 psf Rebar Center To Edge Distance 3.50 in `Loads Applied Vertical Load... Dead Load 2.520 k ...ecc along X-X Axis 0.000 in Live Load 2.880 k ...ecc along Y-Y Axis 0.000 in Short Term Load k Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Moments... (pressures @ left&right) (pressures @ top&bot) Dead Load k-ft k-ft Live Load k-ft k-ft Short Term 12.830 k-ft k-ft Creates Rotation about Y-Y Axis Grutes Rotation about X-X Axis Applied Shears... (pressures @ left&right) (pressures @ top&bot) Dead Load k k Live Load k k Short Term k k Summary Caution: X(short)ecc>Widt 5.00ft x 5.00ft Footing, 24.Oin Thick, w/Column Support 8.00 x 5.00in x O.Oin high DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 506.0 1,097.6 psf Max Mu 1.965 k-ft per ft Allowable 2,000.0 2,660.0 psf Required Steel Area 0.518 in2 per ft 'X Ecc, of Resultant 0.000 in 15.758 in Shear Stresses.... Vu V Phi "Y'Ecc,of Resultant 0.000 in 0.000 in 1-Wa _ Y 2,065 85.000 psi X-X Min. Stability Ratio No Overturning 1.500 :1 2-Way 3.072 170.000 psi Y-Y Min. Stability Ratio 1.906 Footing Design Shear Forces ACI C-1 ACI C-2 ACI C-3 Vn 'Phi Two-Way Shear 3.07 psi 1.48 psi 0.95 psi 170.00 psi One-Way Shears... Vu @ Left 0.68 psi 2.07 psi 1.33 psi $5.00 psi Vu @ Right 0,68 psi -0.76 psi -0.49 psi 85.00 psi Vu @ Top 0 83 psi 0.36 psi 0.23 psi 85.00 psi Vu @ Bottom 0.83 psi 0.35 psi 0.23 psi 85.00 psi Moments ACI C-1 ACI C-2 ACI C-3 Ru/Phi As Rea'd Mu @ Left 0.79 k-ft -0.93 k-ft -0.60 k-ft 2.5 psi -0,52 in2 per ft Mu @ Right 0.79 k-ft 1.96 k-ft 1.26 k-ft 5.2 psi 0.52 in2 per ft Mu @ Top 0.88 k-ft 0.37 k-ft 0,24 k-ft 2.3 psi 0.52 in2 per ft Mu @ Bottom 0.88 k-ft 0.37 k-ft 0.24 k-ft 2.3 psi 0.52 in2 per ft Rev: SB0001 General Footing Analysis & Design Description Alternate Spread Footing Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL+LL 506.00 506.00 506.00 506.00 psf DL+ LL+ST 0.00 1,097.63 390.80 390.80 psf Factored Load Soil Pressures ACI Eq. C-1 74296 742.96 742.96 742.96 psf ACI Eq. C-2 0.00 1,536.69 547.12 547.12 psf ACI Eq. C-3 0.00 987.87 351.72 351.72 psf ACf Factors (per ACI 318-02, applied internally to entered loads) ACI C-1 &C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add"I 1.4"Factor for Seismic 1.400 ACI C-1 &C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"I"0.9"Factor for Seismic 0.900 ACI C-1 &C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic= ST": 1.100 Used in ACI C-2&C-3 Baja Construction Co., Inc. Page 21 of 37 223 Foster Street Job#831.3-HR Martinez, CA 94553 Ridgstone (800)366-9600 02/14/06 RR5 - Handicap Bay Roof Rafters: Cee 8" x 2 1/2" x 14ga L:= 23.0 ft cantilever, a :— 0.0-ft tributary, s:= 32.0•in w:= (RDL + RLL).(s) w= 80.00PIf See rafter check below. Roof Rafter to Beam Connection: 14ga rafter clip w/(4) -#12 screws each lei; Rafters are stacked on top of beams. Check connection for uplift pullout load. Member not in contact w/screw head(14ga), t2:= 0.075-in Tensile Strength, Fug:= 65.0-ksi Screw diameter, d:= 0,216,in tc:= t2 tc=0.075 i n Pnot:= 0.85•tc•d•Fu2 Pnot=0.90 kips SZ := 3.0 =__ __> Allow. Pullout, Pa:= Pnot Pa = 298.35 lbf S2 GF:= 4•(1.33,Pa) GF= 1.59kips Purlin uplift load, Pu :- 22.60-psf Uplift:= (Pu — RDL).(23.0-ft)-(32.0•in) Uplift = 527.471bf 1996 AISI Specification w/1999 Supplement Project: Date: 2/14/2006 Model: RR5 - Handicap Bay Roof Rafters Page 1/1 # z mnarnat+t74 �k TT 41, �.F`%c°, unit Ld � 'bift R1 R2 23.00 ft Section : Cee 8 x 2.5 x 14ga Single Maxo= 6277A FS-Lb Fy= 55.0 ksi Moment of Inertia, I = 9.60 in^4 Va = 3847.7 lb Wind or Earthquake Factor Included ? No Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 5289.9 0.843 5289.9 Full 6277.4 0.843 1.779 L/155 Combined Bending and Web Crippling Reaction or Load Brng pa Mmax Intr. Stiffen Pt Load P(lb) (in) (Ib) (Ft-Lb) Value Req'd ? R1 920.0 2.50 1193.8 0.0 0.92 No R2 920.0 2.50 1193.8 0.1 0.92 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft-Lb) Factor V/Va M/Ma Unstiffen Stiffen R1 920.0 0.0 1.00 0.24 0.00 0.06 NA R2 920.0 0.1 1.00 0.24 0.00 0.06 NA Baia Construction Co., Inc. Page 23 of37 223 Foster Street Job#8313-HR Martinez, CA 94553 Ridgstonc (800)366-9600 02/14/06 Handicap Bay Roof Beam: (1) Cee 8" x 2 1/2" x 12ga Beam tributary =half handicap bay+ 1/2 standard bay Span, L := 6.25•ft a := 3.75•ft Dead +Live: w:= (RDL + RLL)•(20.5•ft) w= 615.00 PI tJ__plift: Tributary area, A:_ (20.5•ft) (20•ft) A = 410.00 ft2 Cq:= if(A < 100 ft2,Cq, 1.3 — 0.3) Cq= 1.00 Pu:= Cc.Cq•gs l Pu = 17.38psf wup11R:_ (Pu — RDL)•(22.5•ft) %plifi= 76.14plf — wind uplift not critical Reaction at ridge(see printout), R2 :� 1230•lbf Roof slope=4 on 12 =_ > Diag:_4(4•in)2 + (I 2-in)" Diag= 12.65 in Beam axial load, Diag Pbm:= R2 Pbm =3889.60 lbf (compression) 4.0•in See beam check below. Beam to Column Connection: (10)-#12 screws each Cee d := 0.216-in S2 := 3.0 Steel in contact with screw head: 14-a Ful := 65-ksi tl := 0.075•in Pnl := 2.7•tl•d-Ful Pnt =2.84kips Steel not in contact with screw head: 1.4;,a Fuzz= 65•ksi t2:= 0.075•in Pn2:= 2.7 t2 d Fug Pn, = 2.84 kips For t2/t1 equal to or less than 1 0.5 Pn3:= 4.2•(t23•d) •Fu, Pn3 = 2,61 kips Allow Shear Der screw t2 Pn := if — 5 1 ,min(Pnj,Pn2,Pn3),min(Pnl,Pnz} tl Pn = 2.61 kips =—__> Pa:= Pn Pa= 0.87 kips Q GF:= 10.0•(Pa) GF = 8.69 kips Max. Beam Reaction =4920 lbf — 0.K. 1996 AISI Specification w/1999 Supplement me V At Project: Date: 2/14/2006 Model: Handicap Bay Roof Beam Page 1/1 Unif Ld A lb/ft ML �R 1 R 2 3.75 ft 6.25 ft Section : Cee 8 x 2.5 x 14ga Single Maxo= 6277.4 Ft-Lb Fy= 55.0 ksi Moment of Inertia, I = 9.60 in^4 Va = 3847.7 lb Wind or Earthquake Factor Included ? No Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 4324.2 0.689 2760.6 None 6277.4 0.440 0.156 L/578 Center Span 4324.2 0.689 1526.0 None 5632.8 0.271 0.014 L/5394 Combined Bendinq and Web Cripplinq Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(lb) (in) (lb) (Ft-Lb) Value Req'd ? R1 4920.0 2.50 2053.0 4324.2 3.56 YES R2 1230.0 2.50 1193.8 0.0 1.24 YES Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen R1 2613.7 4324.2 1.00 0.68 0.69 0.94 NA R2 1230.0 0.0 1.00 0.32 0.00 0.10 NA Combined Bending and Axial Load Axial Ld Bracing (in) Max Allow Ld Intr. Span (Ib) KyLy KtLt KUr (ib) PIN Value Left Cantilever 0.0(t) None None N-A. 33302.1 (t) 0.00 0.69 Center Span 3890.0 (c) None None 80 13411.5 (c) 0.29 0.98 Baja Construction Co., Inc. Page 25 of37 223 Foster Street Job#8313-HR Martinez, CA 94553 Ridgstone (800) 366-9600 02/14/06 Handicap Bay Collar Ties: Cee 4" x 2 1/2" x 16ga Beam reaction at ridge, R2 = 1230.001bf Rx:= R2- 12in Rx=3.690 kips 4in See collar tie check below. Ties are in tension. Collar Tie Connection: (8) -#12 screws each end d := 0.216•in 0 := 3.0 Steel in contact with screw head: _16 V Fut := 65-ksi ti := 0.059-in Pnl := 2.7•(I-d•Ful Pnt = 2.24kips Steel not in contact with screw head: 14 tta Fug:= 65-ksi t,, :_ .075-in Pn2:= 2.7•t2•d•Fu2 Pn2= 2.84kips For tz/11 equal to or less than 1 S P113 := 4.2-(t2 .d) .FU2 Pn3=2.61 kips Allow Shear per screw t Pn := if <_ l,min(Pnl,Pn2,Pn3),min(Pnl,Pni) ti Pn= 2.24 kips =___> Pa:= [In Pa = 0.75 kips 0 GF:= 8.0•(Pa) GF= 5.96 kips -- O.K. 1996 AISI Specification w/1999 Supplement �Al G Project: Date: 2/14/2006 Model: Collar Tie Page 1/1 7 --7 R1 R2 12.50 ft Section : Cee 4 x 2.5 x 16ga Single Maxo = 2009.1 Ft-Lb Fy= 55.0 ksi Moment of Inertia, I= 1.64 in14 Va = 4061.0 lb Wind or Earthquake Factor Included ? No Flexural and Deflection Check Mmax Mmaxl Mpos Bracing Ma(Brc) Mposl Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 0.0 0.000 0.0 None 976.2 0.000 0.000 L/7897 Combined Bending and Web Cripplinq Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(lb) (in) (lb) (Ft-Lb) Value Req'd ? R1 0.0 2.50 965.8 0.0 0.00 No R2 0.0 2.50 965.8 0.0 0.00 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor VIVa M/Ma Unstiffen Stiffen R 1 0.0 0.0 1.00 0.00 0.00 0.00 NA R2 0.0 0.0 1.00 0.00 0.00 0.00 NA Combined Bendinq and Axial Load Axial Ld Bracing (in) Max Allow Ld Intr. Span (Ib) KyLy KtLt KLIr (Ib) P/Pa Value Center Span 3690.0 (t) None None N.A. 20736.4 (t) 0.18 0.18 Baja Construction Co., Inc. Page 27 of37 223 Foster Street Job#8313-1IR Martinez, CA 94553 Ridgslone (800) 366-9600 02/14/06 1-1andicap Bay Column Loads: Dcad Load + Live Load Dead load on column, wdl :_ (RDL)•(20.5•ft) wdl = 287.00plf Pdl :_ (wdl),(10.0•ft) Pdl = 2.870kips Live load on column, wll :_ (RLL) (20.5 ft) wll = 328.00 pif I'll :_ (w1l)•(10.0•ft) PH = 3.280kips Nlax. column load, Pmax (RDL + RLL)•(20.5-ft)•(10.0•ft) Ymax = 6.150kips Moment to Column: Mcol := 0.0•ft kips Wind Load: Cc— 1.06 qs = 16.40 psf I = 1.00 Unenclosed structure, Cq := 1.3 Wind pressure, Pu := Ce•Cq•gs•I Pu = 22.60psf Fw:= (Pu)-(4.0•ft),(20.5•ft) Fw= 1.85kips Supported by(2)columns Mwind := 0.50•F%v(9.5•ft) Mwind = 8.802fl-kips Seismic: := 1.0 R := 2.2 Na:= 1.5 =_____> Ca:= 0,44-Na Ca= 0,660 W:= RDL (20.5-ft)•(20.0•ft) W = 5740.00 lbf 2.5-Ca I Vs:_ •(W) Vs= 3.07 kips 1.4•R Supported by columns N,,Isels:= 0.50•Vs,(9.5 ft) Mseis = 14.606 ft•kips Baja Construction Co., Inc. Page 28 of 37 223 Foster Street Job#8313-1-IR Martinez, CA 94553 Ridgstone (800)366-9600 02/14/06 Handicap Bay Columns, coat: (2) Cee 8" x 2 1/2" x 12 Ga Boxed Allowable Axial Stress: Fy:= 55.0•ksi E:= 29500•ksi Ky:= 2 Ly:= 9.5•ft rY:= L9830-in Kx:= 2 Lx:= 9.5-ft rX:= 3.0619-in z 2 Ky Ly} = 13219.78 Kx Lxl = 5544.82 r�, J ra JI 7<2 Fe:= Fe - 22.02 ksi (ISLL 2 Kx-Lx 2 ma ry rX Fn := if Fe > 0.5-Fy,Fy•I 1 - Fy ,4•FeFeJ Fn = 22.02 kS] L Ae:= 2.9978 in Qc 1.80 . Pn := Ae•Fn Pn =66.02kips Pn Pa:= — Pa=36.68 kips QC Combined Loadin-, - Dead Load+Live Load Qb := 1.67 Ix := 28.1058•in4 Sx:= 7.0265•in3 E= 29500.00ksi Cmx:= 1 Mnx:= Sx.Fv Mnx=32.20ft-kips Pex := n•E,lx Pex =50.11 kips (Kx.Lx)2 S2c•(Pmax) ax:= 1 - ux= 0.78 Pex nc-(Pmax) + nb-Cmx-lVlcol - 0.17 - O.K. Pn Mnx-ax Combined LoadimZ-Dead Load+Wind Load(or seismic S�c•(Pdf) ccx:= I - ax=0.90 Pex flc•(Pdl) + Qb-Crnx•max(Mwind,Mseis) =0.92 < 1.33 O.K. Pn Mnx•ax Baja Construction Co., Inc. Page 29 of 37 ` 223 Foster Street lob 48313-1.1R Martinez, CA 94553 Ridgstone (800)366-9600 02/14/06 Handicap Bay Pier Footing: 24"�s 5%9" deep Caisson Max. Moment, Mmax := max(Mcol,0.75Mwind,0.75 Mseis) Mmax = 10.95ft•kips Equivalent Point Load, p:= Mmax 9-5-ft P= 1.15 kips Allowable lateral bearing pressure ...................... Sa:= 200, psf ft Applied lateral force ...............................................P= 1.15 kips Distance-P to ground ........................................... h := 9.5-ft Pole diameter(or diagonal) ....................................b:= 24.0•in Pole embedment depth ...........................................D:= 5.75•ft Structure is not adversely affected by 1/2"ground motion — use twice value of Sa S, := 2•Sa D S1 = 766.67psf 3 2.34 P A := A = 1.76 ft S. b A 4.36 h 1 ft d := 1 f I d = 5.24 2.� J Check Vertical Loads: Allow. Skin Friction ........... Ff := 2000•psf Ff = 333.33 psf 6 Pier Diameter ...................... b r:= 0.5•0 Pier Capacity ..................... Cap:= n+Ff Cap=2094.40 plf Max.Vertical Load ........... Amax=6.15 kips Required Depth q Pmax q .............. Dre d:- Dre d=2.94 ft — O.K. Cap Check Uplift Ce= 1.06 Cq:= 0.70 qs = 16.40 psf I = 1.00 Pu:= Ce•Cq-qs-1 Pu= 12.17psf Uplift:= (Pu — RDL)•(20.5•ft)•(t0.0-ft) Uplift —0.38 kips NO UPLIFT w Rai. 5130001 General Footing Analysis & Design Description Handicap Bay Alternate Spread Footing General information Code Ref:Act 318-02, 1997 USC, 2003 18C,2003 NFPA 5000 Allowable Soil Bearing 2,000.0 psf Dimensions... Short Term Increase 1.330 Width along X-X Axis 5.000 ft Seismic Zone 4 Length along Y-Y Axis 5.000 ft Footing Thickness 24.00 in Live&short NOT Combined Col Dim.Along X-X Axis 8.00 in fc 2,500.0 psi Col Dim.Along Y-Y Axis 5.00 in Fy 40,000.0 psi Base Pedestal Height 0,000 in Concrete Weight 145.00 pcf Min Steel% 0.0014 Overburden Weight 0.00 psf Rebar Center To Edge Distance 3.50 in Loads Applied Vertical Load... Dead Load 2.870 k ...ecc along X-X Axis 0.000 in Live Load 3.280 k ...ecc along Y-Y Axis 0.000 in Short Term Load k Creates Rotation about YY Axis Creates Rotation about X X Axis Applied Moments... (pressures @ left&right) (pressures @ top&bot) Dead Load k-ft k-ft Live Load k-ft k-ft Short Term 14.610 k-ft k-ft Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Shears... (pressures @ left&right) (pressures @ top&bot) Dead Load k k LI-Ve Load k k Short Term k k M�= Caution: X(short)ecc>Widt 5.00ft x 5.00ft Footing, 24.Oin Thick, w/ Column Support 8.00 x 5.00in x O.Oin nigh DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 536.0 1,277.4 psf Max Mu 2.344 k ft per ft Allowable 2.000.0 2,660.0 psf Required Steel Area 0.518 in2 per ft "X'Ecc,of Resultant 0,000 in 17.324 in "Y'Ecc,of Resultant 0.000 in 0.000 in Shear Stresses ... Vu Vn Phi 1-Way 2.545 85.000 psi X-X Min. Stability Ratio No Overturning 1.500:1 2-Way 3.498 170.000 psi Y-Y Min. Stability Ratio 1.734 Footing Design Shear Forces ACI C-1 ACI C-2 ACI C 3 Vn'Phi Two-Way Shear 3.50psi 1.86psi 1,20 psi 170.00psi One-Way Shears... Vu @ Left 0,77psi 2.51 psi 1.61 psi 85.00 psi Vu @Flight 0.77 psi -0.76 psi -0.49 psi 85.00 psi Vu @ Top 0.95 psi 0.41 psi 0.26 psi 85.00 psi Vu @ Bottom 0,95 psi 0.41 psi 0.26 psi 85.00 psi Moments ACI C-1 ACI C-2 ACI C-3 Ru/Phi As Rea'd Mu @ Left 0.90 k-ft -0.95 k-ft -0.61 k-ft 2.5 psi -0.52 in2 per ft Mu @ Right 0.90 k-ft 2.34 k-ft 1.51 k-ft 6.2 psi 0.52 in2 per ft Mu @ Top 1.01 k-ft 0.42 k-ft 0.27 k-ft 2.7 psi 0.52 in2 per ft Mu @ Bottom 1.01 k-ft 0.42 k-ft 0.27 k-ft 2.7 psi 0.52 in2 per ft Rev: 580005 General Footing Analysis & Design Description Handicap Bay Alternate Spread Footing Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL+LL 536.00 536.00 536.00 536.00 psf DL+ LL+ST 0.00 1,277.39 404.80 404.80 psf Factored Load Soil Pressures ACI Eq.C-1 789.76 789.76 789.76 789.76 psf ACI Eq.C-2 0.00 1,788.34 566.72 566.72 psf ACI Eq.C-3 0.00 1,149.65 364.32 364.32 psf ACI Factors (per ACI 318-02, applied internally to entered loads) ACI C-1 &C-2 DL 1.400 ACI C72 Group Factor 0.750 Add"I '1.4"Factor for Seismic 1.400 ACI C-1 &C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"I"0.9"Factor for Seismic 0.900 ACI C-1 &C-2 ST 1 700 ACI C-3 Short Term Factor 1.300 ....seismic=ST' : 1.100 Used in ACI C-2&C-3 1996 AISI Specification w11999 Supplement DATE: 2/14/2006 SECTION DESIGNATION: Cee 4 x 2.5 x 16ga Single C Stud INPUT PROPERTIES: Web Height= 4.0000 in Steel Thickness = 0.0600 in Top Flange = 2.5000 in Inside Corner Radius = 0.1250 in Bottom Flange = 2.5000 in Yield Stress, Fy = 55.0 ksi Stiffening Lip = 1.0000 in Fy With Cold-Work, Fya = 55.0 ksi OUTPUT PROPERTIES: Effective Section Properties, Strong Axis Neutral Axis from Top Fiber(Ycg) 2.0962 in Moment of Inertia for Deflection (Ixx) 1.6356 in^4 Section Modulus (Sxx) 0.7320 in^ 3 Allowable Bending Moment (Ma) 2009.07 Ft-Lb Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber (Ycg) 2.0000 in Moment of Inertia (Ixx) 1.6443 in14 Cross Sectional Area (A) 0.6296 inA2 Radius of Gyration (Rx) 1.6160 in Section Properties, Weak Axis Gross Neutral Axis (Xcg) From Web Face 1.0175 in Gross Moment of Inertia (lyy) 0.6115 inA4 Radius of Gyration (Ry) 0.9855 in Other Section Property Data Member Weight per Foot of Length 2.1425 Ib/ft Allowable Shear Force In Web (Unpunched) 4060.96 lb Pao for use in Interaction Equation C5-2 14620 lb Torsional Properties Dist. from Shear Center to Neutral Axis (Xo) -2.4468 in St. Venant torsion Constant (J x 1000) 0.7556.inA4 Warping Constant (Cw) 3.0782 in^6 Radii of Gyration (Ro) 3.0934 in Torsional Flexural Constant (Beta) 0.3744 1996 AISI Specification w/1999 Supplement DATE: 2/14/2006 ?atq >L 3 SECTION DESIGNATION: Cee 8 x 2.5 x 16ga Single C Stud INPUT PROPERTIES: Web Height= 8.0000 in Steel Thickness = 0.0600 in Top Flange = 2.5000 in inside Corner Radius = 0.1250 in Bottom Flange = 2.5000 in Yield Stress, Fy= 55.0 ksi Stiffening Lip = 1.0000 in Fy With Cold-Work, Fya = 55.0 ksi OUTPUT PROPERTIES: Effective Section Properties, Strong Axis Neutral Axis from Top Fiber(Ycg) 4.1603 in Moment of Inertia for Deflection (Ixx) 8.2386 in^4 Section Modulus (Sxx) 1.8685 in 3 Allowable Bending Moment(Ma) 5128.15 Ft-Lb Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber(Ycg) 4.0000 in Moment of Inertia (Ixx) 8.2855 in^4 Cross Sectiona4 Area (A) 0.8696 in^2 Radius of Gyration (Rx) 3,0867 in Section Properties, Weak Axis Gross Neutral Axis (Xcg) From Web Face 0.7450 in Gross Moment of Inertia (lyy) 0.7809 in^4 Radius of Gyration (Ry) 0.9476 in Other Section Property Data Member Weight per Foot of Length 2.9592 Ib/ft Allowable Shear Force In Web (Unpunched) 2416.71 lb Pao for use in Interaction Equation C5-2 15027 lb Torsional Properties Dist. from Shear Center to Neutral Axis (Xo) -1.9240 in St. Venant torsion Constant (J x 1000) 1.0436 in14 Warping Constant(Cw) 1 1.0705 in^6 Radii of Gyration (Ro) 3.7586 in Torsional Flexural Constant(Beta) 0.7380 1996 AISI Specification w/1999 Supplement DATE: 2/14/2006 p 42 3 SECTION DESIGNATION: Cee 8 x 2.5 x 14ga Single C Stud INPUT PROPERTIES: Web Height = 8.0000 in Steel Thickness = 0.0700 in Top Flange = 2.5000 in Inside Corner Radius = 0.1250 in Bottom Flange = 2.5000 in Yield Stress, Fy = 55.0 ksi Stiffening Lip = 1.0000 in Fy With Cold-Work, Fya = 55,0 ksi OUTPUT PROPERTIES: Effective Section Properties, Strong Axis Neutral Axis from Top Fiber(Ycg) 4.0739 in Moment of Inertia for Deflection (Ixx) 9.5998 in^4 Section Modulus (Sxx) 2.2873 in 3 Allowable Bending Moment(Ma) 6277.44 Ft-Lb Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber (Ycg) 4.0000 in Moment of Inertia (Ixx) 9.5998 inA4 Cross Sectional Area (A) 1.0112 in"2 Radius of Gyration (Rx) 3,0812 in Section Properties, Weak Axis Gross Neutral Axis (Xcg) From Web Face 0.7453 in Gross Moment of Inertia (lyy) 0.8990 inA4 Radius of Gyration (Ry) 0.9429 in Other Section Property Data Member Weight per Foot of Length 3.4408 Ib/ft Allowable Shear Force In Web (Unpunched) 3847.73 lb Pao for use in Interaction Equation C5-2 19421 ib Torsional Properties Dist. from Shear Center to Neutral Axis (Xo) -1.9143 in St. Venant torsion Constant (J x 1000) 1.6516 inA4 Warping Constant (Cw) 12.7103 inA6 Radii of Gyration (Ro) 3.7480 in Torsional Flexural Constant (Beta) 0.7391 1996 AISI Specification wl1999 Supplement DATE: 211 412 0 0 6 aq C 3 SECTION DESIGNATION: Cee 8 x 2.5 x 12ga Single C Stud INPUT PROPERTIES: Web Height = 8.0000 in Steel Thickness = 0.1050 in Top Flange = 2.5000 in Inside Corner Radius = 0.1250 in Bottom Flange = 2.5000 in Yield Stress, Fy = 55.0 ksi Stiffening Lip = 1.0000 in Fy With Cold-Work, Fya = 55.0 ksi OUTPUT PROPERTIES: Effective Section Properties, Strong Axis Neutral Axis from Top Fiber(Ycg) 4.0000 in Moment of Inertia for Deflection (Ixx) 14.0529 in14 Section Modulus (Sxx) 3.5132 in 3 Allowable Bending Moment (Ma) 9642.10 Ft-Lb Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber(Ycg) 4.0000 in Moment of inertia (Ixx) 14.0529 inA4 Cross Sectional Area (A) 1.4989 in^2 Radius of Gyration (Rx) 3.0619 in Section Properties, Weak Axis Gross Neutral Axis (Xcg) From Web Face 0.7467 in Gross Moment of Inertia (lyy) 1.2864 inA4 Radius of Gyration (Ry) 0.9264 in Other Section Property Data Member Weight per Foot of Length 5.1004 lb/ft Allowable Shear Force In Web (Unpunched) 12436.70 Ib Pao for use in Interaction Equation C5-2 34441 lb Torsional Properties Dist. from Shear Center to Neutral Axis (Xo) -1.8803 in St. Venant torsion Constant (J x 1000) 5.5085 in^4 Warping Constant (Cw) 18.0172 in16 Radii of Gyration (Ro) 3.7107 in Torsional Flexural Constant (Beta) 0.7432 1996 AISI Specification w11999 Supplement DATE: 2/14/2006 C SECTION DESIGNATION: Cee 8x2.5x14ga (2) Boxed C Stud INPUT PROPERTIES: Web Height = 8.0000 in Steel Thickness = 0.0700 in Top Flange = 2.5000 in Inside Corner Radius = 0.1250 in Bottom Flange= 2.5000 in Yield Stress, Fy = 55.0 ksi Stiffening Lip = 1.0000 in Fy With Cold-Work, Fya = 55.0 ksi OUTPUT PROPERTIES: Effective Section Properties, Strong Axis Neutral Axis from Top Fiber(Ycg) 4.0739 in Moment of Inertia for Deflection (Ixx) 19.1997 inA4 Section Modulus (Sxx) 4.5745 in^ 3 Allowable Bending Moment (Ma) 12554.85 Ft-Lb Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber (Ycg) 4.0000 in Moment of Inertia (Ixx) 19.1997 inl,4 Cross Sectional Area (A) 2.0223 in"2 Radius of Gyration (Rx) 3.0812 in Section Properties, Weak Axis Gross Moment of Inertia (Iyy) 8.0245 inA4 Radius of Gyration (Ry) 1.9920 in Other Section Property Data Member Weight per Foot of Length 6.8816 Ib/ft Allowable Shear Force In Web (Unpunched) 7695.46 lb Pao for use in Interaction Equation C5-2 38842 lb 1996 AISI Specification w11999 Supplement DATE: 2/14/2006 P°`5G3 � SECTION DESIGNATION: Cee 8x2.5x12ga (2) Boxed C Stud INPUT PROPERTIES: Web Height= 8.0000 in Steel Thickness = 0.1050 in Top Flange = 2.5000 in Inside Corner Radius = 0.1250 in Bottom Flange = 2.5000 in Yield Stress, Fy = 55.0 ksi Stiffening Lip = 1.0000 in Fy With Cold-Work, Fya = 55.0 ksi OUTPUT PROPERTIES: Effective Section Properties, Strong Axis Neutral Axis from Top Fiber(Ycg) 4.0000 in Moment of Inertia for Deflection (Ixx) 28.1058 inA4 Section Modulus (Sxx) 7.0265 in^ 3 Allowable Bending Moment (Ma) 19284.20 Ft-Lb Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber (Ycg) 4.0000 in Moment of Inertia (Ixx) 28.1058 in14 Cross Sectional Area (A) 2.9978 inA2 Radius of Gyration (Rx) 3.0619 in Section Properties, Weak Axis Gross Moment of Inertia (lyy) 11.7884 inA4 Radius of Gyration (Ry) 1.9830 in Other Section Property Data Member Weight per Foot of Length 10.2009 Iblft Allowable Shear Force In Web (Unpunched) 24873,39 lb Pao for use in Interaction Equation C5-2 68881 lb '—' Baja Construction Co., Inc. Page I of 18 223 Foster Street Job#8313-DP Martinez, CA 94553 Ridgestone (800) 366-9600 02/14/06 9' -0" x 20'-0" Double Post Carports Ridgestone at Ramsgate 39415 Ardenwood Way,__Lake OF LAKE ELSINOR for: Fairfield Development BUILDING DIVIS ION Design Criteria: P�...,ft M j T - r5-<_-z' - l - _ Roof Live Load(slope 1/4 on 12) .......... RLL:= 20.0•psf Basic Wind Speed(mph) ....................... Wind = 80 qs = 16.401 ------ Wind Exposure ........................................Exp = C Ce= 1.06 VF INOWD Seismic Zone ...........................................Zone = 4 Z = 0.40 Soil Profile ...............................................Soil=Sd :... . Importance Factor ................................... 1:= 1 Allowable Stresses Roof and wall sheeting ..........................ASTVI A924 Grade 80 Fyshlg:= 80.0-ksi Fbshlg:= 36.0•ksi Frames,purl ins and girts ........................ ASTM A607 Grade 55 Fy:= 55.0•ksi Fb:= 33.0.ksi Allowable Soil Bearing Pressure ........... ASBP:= 2000-psf Concrete ...................................................Pc:= 2500-psi at 28 days Q Q p'�( i Reinforcements .......................................ASTNI A615, Grade 40 M �a s i s � Roof Dead Loads: � �7046 56404 Roof panels ..............................................RDL I := 0.74-psf Framing ....................................................RDL2:= 1.0-psf �'!'j' CIVil- ®Q' Misc ......................................................... RDL3 := 0.26-psf l Total Roof Dead Load, RDL := RDL I + RDL2 + RDL3 RDL = 2,00 psf l w t Baja Construction Co., Inc. Page 2 of 18 223 Foster Street Job 98313-DP Martinez, CA 94553 Ridgestone (800)366-9600 02/14/06 Roof Sheeting: 29ga AEP "X-Span" (Alta -Rib) panels L:= 1 1.0-ft cantilever, a:= 4.5 ft tributary, s:= 1.0•ft w:= (RLL + 0.74•psf),(s) w=20.74p1f Spos:= 0.1029•in3 Sneg:= 0.0868•in3 M := (0.125-w•Lz) - (0.5-w•a') M = 103.70 ft•lbf fb:= M fb= 12,09ksi Spos Meant:= 0.5 w-a2 Meant =209.99 ft•Ibf fb:= Meant fb - 29.03 ksi Sneg Uplift: Ce= 1.06 qs = 16.40 psf 1 = 1.00 Unenclosed structure, Cq 1.3 Pu:= Ce•Cq•gs•l Pu � 22.60 psf 'uplift (Pu - 0.74•psf)•(s) wupiift = 21.86 plf Mluplifl := 0.125•(wuplift)-L2- 0.5•(wt,pjift) a2 N11upjift = 1311,55 in-1bf at cantilever: M2uplift:= 0.5•(wuplift) a` M2uplift=2655.89 in.Ibf ) Req'd. Section Modulus, Sxreqd= maX(M 1 uplift,Nt2upli4 Sxregd = 0.0555 in 3 ~ panel adequate 1.33•Fbshtg Connection to Purl ins: #12 SD screws w/5/8"O dome washer every flute(9.0" o.c.) Member in contact w/screw head(29ga), tl := 0.0139-in Tensile Strength, Ful := 82.0,ksi Screwhead diameter, d := 0.312•in dw:= if(d < 0.50•in,d,0.50•in) dw = 0.31 in Pnov:= 1.5•t1-dw-Ful Pnov = 0.53 kips __> Allow. Pullover, Pnov S2 := 3.0 =__= Pa:= Pa - 177.81 Ibf Q wu := (Pu -0.74-psf).(0.5•L + a) wu = 218.59plf Max. screws spacing, 1.3' Pa - p g, Spacing:= -Spacing l_o 9Rin wu Actual screw spacing=9.0 in O.k ` Baja Construction Co., Inc. Page 3 of 18 223 Foster Street Job#8313-DP Martinez, CA 94553 Ridgestone (800)366-9600 02/14/06 Roof Purlins: Cee 10" x 2 1/2" x 14ga L:= 18.0•ft cantilever, a= 9.0-ft tributary, s := 10.0 ft Roof tributary area, A:_ (L + a)-s A = 270.00 ft2 RLL:= if(A<200•ft2,20A-psf,16.0-psf) RLL = 16.00 psf w:_ (RDL + RLL)•s w= 180.00 plf Uplift: Cq:= if(A < I00-ft2,Cq,1.3 — 0.30) Cq= 1.00 Pu := Ce•Cq•gs•l Pu = 17.38psf wu :_ (Pu — RDL)-s wu = 153.84 plf See purlin analysis below. Purl into ColumnConnection: (8)-#12 screws d:= 0.216-in 0 := 3.0 Steel in contact with screw head: 14 as Fu[ := 65•ksi tj := 0.075-in Pnj :— 2.7 tl-d Fui Pn1 = 2.84kips Steel not in contact with screw head: 14c Fug:= 65.ksi i, := 0.075-in Pn2:= 2.7•t2•d•Fu2 Pn2 =2.84kips Fort /t i equal tq or less than 1 0.5 Pn3:= 4.2-(t23•d) •Fu2 Pn3= 2.6t kips t Allow Shear per screw: = 1.00 tj t Pn ;= if 2 < I ,min(PnI,Pn2,Pn3)Imin(Pn, Pn2) Pn = 2.61 kips tj Pn = 2.61 kips =___> Pa:= Pn Pa = 0.87 kips n GF:= 8-(Pa) GF=6.95 kips P:= max(w,wu)•(L) P= 3.24kips -- O.K. paoe 1996 AISI Specification w/1999 Supplement Project: Date: 2/14/2006 Model: Purlins - D + L Page'1/1 Wu`a:w°.u3f, _ �i%..M�� * 4 i: � tsx$?M'.t - + r,.M.rIR'»a'2� b tt & �d ➢. v Unif Ld f �* R1 R2 9.00 ft 18.00 ft Section : Cee 10 x 2.5 x 14ga Single Maxo= 8383.2 Ft-Lb Fy = 55.0 ksi Moment of Inertia, I = 16.34 in"4 Va = 3047.0 lb Wind or Earthquake Factor Included ? No Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 7290.0 0.870 4653.9 None 7335.9 0.634 0.529 L/408 Center Span 7290.0 0.870 4100.7 Full 8383.2 0.489 0.367 L/589 Combined Bending and Web Cripplinq Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(lb) (in) (lb) (Ft-Lb) Value Req'd ? R1 3645.0 2.50 1958.2 7290.0 3.10 YES R2 1215.0 2.50 1115.1 0.2 1.31 YES Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen R1 2025.0 7290.0 1.00 0.66 0.87 1.20 NA R2 1215.0 0.2 1.00 0.40 0.00 0.16 NA 1996 AISI Specification w/1999 Supplement Project: Date: 2/14/2006 Model: Purlins - D + W Page 1/1 54 lb/ft s R1 R2 9.00 ft 18.00 ft Section : Cee 10 x 2.5 x 14ga Single Maxo= 8383.2 Ft-Lb Fy= 55.0 ksi Moment of Inertia, I = 16.34 in Va = 3047.0 lb Wind or Earthquake Factor Included ? YES Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 6237.0 0,558 3981.7 Full 8383.2 0.356 0,453 L1477 Center Span 6237.0 0.558 3508.E Mid-Pt 6177.9 0.426 0.314 L/688 Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(lb) (in) (Ib) (Ft-Lb) Value Req'd ? R1 3118.5 2.50 19582 6237.0 1.99 YES R2 1039.5 2.50 1115.1 0.4 0.84 No Combined Bending and Shear Reaction or Vmax Mmax Va intr. Intr. Pt Load (Ib) (Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen R1 1732.5 6237.0 1.00 0.43 0.56 0.49 NA R2 1039.5 0.4 1.00 0.26 0.00 0.07 NA Baja Construction Co., Inc. Page 6 of 18 223 Foster Street Job#8313-DP Martinez,CA 94553 Ridgestone (800)366-9600 02/14/06 Handicap Bav Roof Purlins: Cee 10" x 2 1/2" x 14ga L:= 23.0-ft cantilever, a:= 0.0-ft tributary, s:= 10.0-ft Roof tributary area, A:_ (L f a)-s ,A = 230.00 ft` RLL:= if(A<200-ft2,20.0-psf, 16.0•psf) RLL= 16.00psf w:= (RDL + RLL)-s w— 180.00 plf Uplift: Cq:= if(A < 100 ft2,Cq, 1.3 — 0.30) Cq = 1.00 Pu:= Ce,Cq•gs•l Pu = 17.38 psf wu-..= (Pu — RDL)-s wu = 153.84 plf See_purlin analysis below. Purlin to Column Connection: (8)-412 screws d := 0.216-in Q := 3.0 Steel in contact with screw head: I4 as Fut := 65-ksi tI := 0.075-in Pnj := 2.7-tj-d-Fuj Pn = 2.84kips Steel not in contact with screw head: 14ga Fu2:= 65•ksi t2 := 0.075-in Pn2 2.7-t2•d•Fu2 Pn2 = 2.84 kips For t2/tt equal to or less than I Pn3:= 4.2.(t23•d)0.5•Fu2 Pn3 = 2.61 kips t Allow Shear per screw: = 1.00 tj t � Pn :- it' <— 1 ,min(Pni,Pn,,Pn3),min(Pn,,Pn-)) I Pn = 2.61 kips tj J Pn =2.61 kips =___' Pa:= Pn Pa=0.87 kips 0 GF:= 8-(Pa) GF=6.95 kips P:= max(w,wu)-(L) P=4,14 kips -- O.K. 1996 AISI Specification w/1999 Supplement Project: Date: 2/14/2006 Model: Handicap Bay Purlins - D + L Page 1/1 Unif Ld Ib/ft R1 R2 23.00 ft Section : Cee 10 x 2.5 x 12ga Single Maxo= 13169.8 Ft-Lb Fy= 55.0 ksi Moment of Inertia, I= 23.99 in Va = 10358.9 lb Wind or Earthquake Factor Included ? No Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 11902.5 0.904 11902.5 Full 13169.8 0.904 1.601 L/172 Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(lb) (in) (lb) (Ft-Lb) Value Req'd ? R1 2070.0 2.50 2809.4 0.0 0.88 No R2 2070.0 2.50 2809.4 0.1 0.88 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen R1 2070.0 0.0 1.00 0.20 0.00 0.04 NA R2 2070.0 0.1 1.00 0.20 0.00 0.04 NA 1996 AISI Specification wl1999 Supplement e s Project: Date: 2/14/2006 Model: Handicap Bay Puffins - D+ W Page 1/1 Unif Ld lb/ft R1 R2 23.00 ft Section : Cee 10 x 2.5 x 129a Single Maxo = 13169.8 Ft-Lb Fy = 55.0 ksi Moment of Inertia, I = 23.99 in^4 Va = 10358.9 lb Wind or Earthquake Factor Included ? YES Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos! Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 10183.3 0.580 10183.3 Third-Pt 9920.4 0.770 1.370 L/201 Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(lb) (in) (Ib) (Ft-Lb) Value Req'd ? R1 1771.0 2.50 2809.4 0.0 0.57 No R2 1771.0 2.50 2809.4 0.1 0.57 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen R1 1771.0 0.0 1.00 0.13 0.00 0.02 NA R2 1771.0 0.1 1.00 0.13 0.00 0.02 NA Baja Construction Co., Inc. Page 9 ut'18 223 Foster Street Job 48313-DP Martinez,CA 94553 Ridgestone (800)366-9600 02/14/06 Column Loads: Dead Load+Live Load Tributary area= 1/2 standard bay+ 1/2 handicap bay Dead load on column, Pdl :_ (RDI-)•(20.5-ft)•(10.04t) Pdl — 0.41 kips Live load on column, PH :_ (RLL)•(20.5•ft)•(10.0•11) PI1 = 3.28kips Pt:= Pdl + PH Pt = 3.69kips Mcol := 0.0•ft•kips Wind Load on 2-col urns : Ce= 1.06 qs = 16,40 psf I = 1.00 Unenclosed structure, Cq:= 1.3 Wind pressure, P:= Cc-Cq•gs-1 P=22.60psf Fw:= (P)•(20.5•ft)•(1.5•ft) Fw=0.69kips Mwind := 0.50 Fw,(9.0-ft) Mwind =3.13 ft•kips (each column) Seismic(on 2-columnsl: I:= 1.0 R := 2.2 Na:= 1.5 --____' Ca:= 0.44-Na Ca=0.660 W:= RDL•(20.5•ft)•(20.0-ft) W= 820.00lbf 2.S-Ca•1 Vs:_ -(W) Vs= 0.44 kips I A-R Mseis:= 0.50•Vs•(9.5-ft) Mseis= 2.09ft-kips (each column) Baja Construction Co., Inc. Page 10 of 18 223 Foster Street Job#83 l3-DP Martinez, CA 94553 (800)366-9600 Ridg 02/14/06 14/06 COlUmns, coat: (2) Cee 4 x 2.5 x 14 Boxed Allowable Axial Stress: Fy:= 55.0-ksi E:= 29500-ksi Ky := 2 Ly:= 9.5•ft ry. := 1.7778•in Kx:= 2 Lx:= 9.5-ft r� := 1.6115-in y\z� Kx•Lx z Ky•L 11 = I6447,65 � � =20017.46 IV r� TE E Fe:= Fe = 14.54ksi �Ky•Ly}z �Kx•Lx)2 max J ry rx Fn :- if F e> 0.5•Fy,Fy- I Fy- �,Fe� Fn - 14.54ksi 4-Fe// Ae:= 1.4623-in2 Oc L80 Pn:= Ae•Fn Pn = 21.27kips Pn Pa:= — Pa= 11.82 kips QC Combined Loading-Dead Load+Live Load Qb := 1.67 Ix:= 3.7974-in4 Sx:= 1.7926•in3 E =29500.00 ksi Cmx:= l Mnx:= Sx•Fy Mnx= 8.22R �-E-lx kips Pex := Pex =6.77kips (Kx-Lx)z S2c•(Pdl + P11) ax:= 1 - ax = 0.02 Pex f2c•(Pdl + PII) Ob-Cm-Mcol + = 0.3 t - 1.0 O.K. Pn minx-ax Combined Loading-Dead Load + Wind Load for seismic) S2c•(Pdl) ax:= l - ax= 0.89 Pex Qc•(Pdl) Qb-Cmx•max(Mwind,Nlseis)+ _ 0.75 < 1.33 O.K. Pn M1nx•ax Baja Construction Co., Inc. Page t I ul'Ib 223 Foster Street Job#8313-DP Martinez, CA 94553 Ridgestone (800) 366-9600 02/14/06 Pier Foofing: 20"O x 3'-4" deep Caisson Max. Moment, Mmax:= max(Meoi3O.75 Mwind,0.75-Mseis) Mmax = 2.35 ft-kips Equivalent Point Load, P:= Mmax P= 0.25 kips 9.5•ft Allowable lateral bearing pressure ...................... S,,:= 200-psf ft Applied lateral force ...............................................P=0.25 kips Distance-P to ground ........................................... h := 9.5-ft Pole diameter(or diagonal) ..........................•.......-b := 20.0•in Pole embedment depth ...........................................D:= 3.33-ft Structure is not adversely affected by 1/2"ground motion -- use twice value of Sa St := 2•S,-D St =444.00 psf 3 2.34•P A:= A=0.78 ft Si-b d := 2•(I + I + 4•A h) d =3.26ft Check Pier Footing for Vertical Loads (DL+LL): Allow. Soil Beating ............................SBPa:= 2000•psf %Increase for depth 1 ft Total Soil Bearing Pressure ............. SBPt:= SBPa+ %•(SBPa)•(D— 1.0•ft) SBPt= 2932.00 psf Pier Diameter ......................... b = 20.00in r:= 0.5-b r= 10.00in Max. Vertical Load ................P:= Pdl + Pll P=3.69 kips Actual Soil Bearing .............. SBP:= P SBP= 1691.37 psf — O.K. 2 rt•r Baja Construction Co., Inc. Page 12 of 18 223 Foster Street Job#8313-DP Martinez, CA 94553 Ridgestone (800)366-9600 02/14/06 Check Pier Footingfor or Uplift Loads (DL+Wind): Ce= 1.06 Cq-.= 0.70 qs = 16.40 psf 1 = 1.00 Pu.:T C'e,Cq•gs•I Pu = 12.17psf Uplift:= (Pu — PDL)-(20.5•ft)-(10.0•ft) Uplift=2.08kips Allow. Skin Friction ............. Ff := SBPa Ff =333.33 psf 6 Pier Capacity ......................... Cap := 7r•b•Ff Cap = 1745.33 plf Friction capacity .................. Fup:= (Cap)-(D — I ft) Fup =4.07 kips (neglect top 1.0 ft) Weight of footing ................ W:= (145•pcf)-Gr•r2) (D) W= 1.05 kips W + Fup FS:=.. FS=2.46 Uplitt Check Alternate Spread Footing for Uplift Load: 3'-3" x 3'-3" x 24" deep Uplift=2.08 kips W:= (145.0•pcf)•(3.25-ft)•(3.25•ft)•(24•in) W=3.06kips Allowable Skin Friction, Ff = 333.33 psf Footing Perimeter Length, L:= 2•(3.25•ft+ 3.25-ft) Effective Footing Depth, D:= 24.0-in— 12.0•in D= 12.00 in Footing Friction Capacity, Fup:= Ff-(L)•(D) Fup=4.33 kips W + Fup Factor of Safety, = 3.55 Uplift General Footing Analysis & Design Description Alternate Spread Footing General Information Code Ref:ACI 318-02. 1997 UBC 2003 IBC, 2003 NFPA 500 Allowable Sod Bearing 2,000.0 psf Dimensions.,. Short Term Increase 1.330 Width along X-X Axis 3.250 ft Seismic Zone 4 Length along Y-Y Axis 3.250 ft Footing Thickness 24.00 in Live&Short NOT Combined Col Dim.Along X-X Axis 4,00 in fc 2,500.0 psi Cal Dim,Along Y-Y Axis 5.00 in Fy 40,000.0 psi Base Pedestal Height 0.000 in Concrete Weight 145.00 pcf o Overburden Weight 0.00 psf Min Steel /0 0.00 9 p Rebar Center To Edge Distance 3.54 0 in Loads Applied Vertical Load... Dead Load 0 410 k ...ecc along X-X Axis 0.000 in Live Load 3.280 k ...ecc along Y-Y Axis 0.000 in Short Term Load k Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Moments... (pressures @ left&right) (pressures @ top&bot) Dead Load k-ft k-ft Live Load k-ft k-ft Short Term 3.130 k-ft k-ft Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Shears... (pressures @ left&right) (pressures @ top&bot) Dead Load k k Live Load k k Short Term k k Summary Caution:X(short)ecc>Widt 3.25ft x 3.25ft Footing, 24.Oin Thick, wl Column Support 4,00 x 5.00in x O.Oin high DL+LL DL+LL+ST Actual Allowa le Max Soil Pressure 539.3 984.3 psf Max Mu 0.724 k-ft per ft Allowable 2,000.0 2,660.0 psf Required Steel Area 0.518 in2 per ft 'X Ecc,of Resultant 0.000 in 10.814 in "Y'Ecc,of Resultant 0.000 in 0.000 in Shear Stresses.... Vu Vn Phi 1-Way 0.000 85.000 psi X-X Min.Stability Ratio No Overturning 1.500:1 2-Way 1,806 170.000 psi Y-Y Min.Stability Ratio 1,806 1 Footing Design j Shear Forces ACI C-1 ACI C-2 ACI C-3 Vn" Phi Two-Way Shear 1.81 psi 0.31 psi 0.20 psi 170.00 psi One-Way Shears... Vu @ Left 0.00 psi 0.00 psi 0.00 psi 85.00 psi Vu @ Right 0.00 psi 0.00 psi 0.00 psi 85.00 psi Vu @ Top 0.00 psi 0.00 psi 0.00 psi 85.00 psi Vu @ Bottom 0,00 psi 0.00 psi 0.00 psi 85.00 psi Moments ACI C-1 ACI C-2 ACI -3 Ru/Phi As Req'd� Mu @ Left 0.62 k-ft -0.43 k-ft -0.27 k-ft 1.6 psi 0.52 in2 per ft Mu @ Right 0.62 k-ft 0.72 k-ft 0.47 k-ft 1.9 psi 0.52 in2 per ft Mu @ Top 0.58 k-ft 0.05 k-ft 0.03 k-ft 1.5 psi 0.52 1n2 per ft Mu @ Bottom 0.58 k-ft 0.05 k-ft 0,03 k-ft 1.5 psi 0.52 in2 per It a�e /f - aew seooat � -- General Footing Analysis & Design Description Alternate Spread Fdoting Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL+LL 639.35 639.35 639.35 639.35 psf DL+LL+ST 0.00 984.31 328.82 328,82 psf Factored Load Soil Pressures ACI Eq. C-1 988.25 988.25 988.25 988.25 psf ACI Eq. C-2 0,00 1,378.03 460.34 460.34 psf ACI Eq. C-3 0.00 885.88 295.93 295.93 psf ACI Factors (per ACI 318-02,applied internally to entered loads) ACI C-1 & C-2 DL 1.400 ACI C-2 Group Factor �- 0.750 Add"I 1 .F ctor for Seismic 1,400 ACI C-1 &C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"I"0.9"Factor for Seismic 0.900 ACI C-1 &C-2 ST 1.700 ACI C-3 Short Term Factor 300 ....seismic=ST': 1 100 Used in ACI C-2&C-3 pa3 e 1 5r TM A-Span 91 Featuring MCAUMe For Twice the Life! Zincalume combines the strength of steel with the corrosion resistance of aluminum for twice the life ,fA of most zinc coatings. 9,. �( Painted side � �----- t� �..... X—Span is a 36"panel engineered with long spanning capabilities in mind. Its structural nature, A -- 36"Net Coverage economical gauges and lasting coating systems makes X-Span the preferred panel for carports. ❑ Long spanning capability and its design provides Gauge wt. s+ I+ s- 1_ (lbs/ft') (in'/ft) (in7ft) (W/h) (in°;ft) superior load and span capacities, saving money in the 1 structural support system. 29 0.71 i o.io29 + 0.10e3 ' 0.0868 ' 0.1043 26 0.96 ' 0.1497 I 0.1607 0.1277 0.1463 * Standard trim pieces are available and can be ordered by number. * 26 gauge panels available with the Dura7ech''nt coating system or Zincalumem Plus for unpainted applications. ❑ 29 gauge panels available with the ColorGuard Ixt coating system in Desert Beige, Surf White, and Light Stone or Zincalumi?Plus for unpainted applications. AE P 9 S _cOun EngiIneered Solutimas 1'71 Allewl Tacoma,M 800-733-4955,253- 83-4955 FAX 253-27 2-07 91 Fontana,CA 800-272-2466,909-823-0401 FAX 909-823-2625 Dallas,TX 800-527-2503,214-827-1740 FAX 214-628-1394 1996 AISI Specification w/1999 Supplement 19 DATE: 2/14/2006 SECTION DESIGNATION: Cee 10 x 2.5 x 14ga Single C Stud INPUT PROPERTIES: Web Height= 10.0000 in Steel Thickness = 0.0700 in Top Flange = 2.5000 in Inside Corner Radius = 0.1250 in Bottom Flange = 2.5000 in Yield Stress, Fy = 55.0 ksi Stiffening Lip= 1.0000 in Fy With Cold-Work, Fya = 55.0 ksi OUTPUT PROPERTIES: Effective Section Properties, Strong Axis Neutral Axis from Top Fiber (Ycg) 5.1378 in Moment of inertia for Deflection(lxx) 16.3439 in14 Section Modulus (Sxx) 3.0545 in 3 Allowable Sending Moment (Ma) 8383.17 Ft-Lb Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber(Ycg) 5.0000 in Moment of Inertia (Ixx) 16,3439 in^4 Cross Sectional Area (A) 1.1512 inA2 Radius of Gyration (Rx) 3.7680 in Section Properties, Weak Axis Gross Neutral Axis (Xcg) From Web Face 0.6589 in Gross Moment of Inertia (lyy) 0.9611 in^4 Radius of Gyration (Ry) 0.9137 in Other Section Property Data Member Weight per Foot of Length 3.9172 Ib/ft Allowable Shear Force In Web (Unpunched) 3046.96 lb Pao for use in Interaction Equation C5-2 19543 lb Torsional Properties Dist. from Shear Center to Neutral Axis (Xo) -1.7363 in St. Venant torsion Constant (J x 1000) 1.8802 in14 Warping Constant (Cw) 20.3457 inA6 Radii of Gyration (Ro) 4.2482 in Torsional Flexural Constant (Beta) 0.8330 1996 AISI Specification w/1999 Supplement pad e- j DATE: 2/14/2006 SECTION DESIGNATION: Cee 10 x 2.5 x 12ga Single C Stud INPUT PROPERTIES: Web Height = 10.0000 in Steel Thickness = 0.1050 in Top Flange = 2.5000 in Inside Corner Radius = 0.1250 in Bottom Flange = 2,5000 in Yield Stress, Fy= 55.0 ksi Stiffening Lip = 1.0000 in Fy With Cold-Work, Fya = 55.0 ksi OUTPUT PROPERTIES: Effective Section Properties, Strong Axis Neutral Axis from Top Fiber(Ycg) 5.0000 in Moment of Inertia for Deflection (Ixx) 23,9929 in14 Section Modulus (Sxx) 4.7986 in,' 3 Allowable Bending Moment(Ma) 13169,75 Ft-Lb Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber(Ycg) 5.0000 in Moment of Inertia (Ixx) 23.9929 inA4 Cross Sectional Area (A) 1.7089 inA2 Radius of Gyration (Rx) 3.7470 in Section Properties, Weak Axis Gross Neutral Axis (Xcg) From Web Face 0.6614 in Gross Moment of Inertia (Iyy) 1.3751 inA4 Radius of Gyration (Ry) 0.8970 in Other Section Property Data Member Weight per Foot of Length 5.8150 Ib/ft Allowable Shear Force In Web (Unpunched) 10358.93 lb Pao for use in Interaction Equation C5-2 34860 lb Torsional Properties Dist. from Shear Center to Neutral Axis (Xo) -1.7036 in St. Venant torsion Constant(J x 1000) 6.2802 in14 Warping Constant(Cw) 28.9360 in^6 Radii of Gyration (Ro) 4.2127 in Torsional Flexural Constant(Beta) 0.8365 1996 AISI Specification w11999 Supplement aq 2 !$ DATE: 2114/2006 SECTION DESIGNATION: 4 x 2.5 x 14ga (2) Boxed C Stud INPUT PROPERTIES: Web Height= 4.0000 in Steel Thickness = 0.0700 in Top Flange = 2.5000 in Inside Corner Radius = 0.1250 in Bottom Flange = 2.5000 in Yield Stress, Fy = 55.0 ksi Stiffening Lip = 1.0000 in Fy With Cold-Work, Fya = 55.0 ksi OUTPUT PROPERTIES: Effective Section Properties, Strong Axis Neutral Axis from Top Fiber (Ycg) 2.0477 in Moment of Inertia for Deflection (Ixx) 3.7974 in^4 Section Modulus (Sxx) 1.7926 in^ 3 Allowable Bending Moment (Ma) 4919.92 Ft-Lb Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber(Ycg) 2.0000 in Moment of Inertia (Ixx) 3.7974 in^4 Cross Sectional Area (A) 1.4623 in^2 Radius of Gyration (Rx) 1.6115 in Section Properties, Weak Axis Gross Moment of Inertia (lyy) 4.6218 inA4 Radius of Gyration (Ry) 1.7778 in Other Section Property Data Member Weight per Foot of Length 4.9760 Ib/ft Allowable Shear Force In Web (Unpunched) 11054.84 lb Pao for use in Interaction Equation C5-2 37541 lb y AA IDS INTEGRATED DESIGN SERVICES, INC. Sheet: Structural Engineers Job No. 1 Peters Canyon Road, Suite 140 Irvine, CA 92606 Ca1c. By.: k Date: Jv M (949) 387-8500, Fax: (949) 387-0800 Chck'd 8y: bate: R05E-TTA 6ANYON APARTMENTS 'Ell r I l7t �4 ITJ ( A � I 4f ObIII ' akp --i-•--ice€ j•r-i----j"�. 3...� --�=j - I �; � 1f L 3 ' -»- �1� I�i i^ i._ .j .__ .. ._ ._t..._ .-.}� ` �-•..-f gip- �- j...�`-_. r ( S � ••'1' I ICY^ , I TY ' V i Fr 10 I i }/ ', ` i- 1 - I I�v i :�� I'r� � ...�_- � I I.lz�' �U[+�.o�:...._.��..�[-a- r_ S }C 12�,...Q1.1.�•'�..�...� �^� 3 -� �--'•----j-3 0 i STRUCTURAL CALCULATIONS FOR ROSETTA CANYON APARTMENTS LAKE ELSINORE, CALIFORNIA BY AA INTEGRATED DESIGN SERVICES, INC. Structural Engineers APRIL 2006 A IDS INTEGRATED DESIGN SERVICES, INC. Sheet ' Structural Engineers Job No. �5 (,p 1 Peters Canyon Road, Suite 140 Tay�aw.�F Irvine,CA 92606 Calc. By.: �Dat te: (949) 387-8500, Fax: (949) 387-0800 Chck'd By e: CdNYDfJ 74Q ..�Jl� �h�.�_.._��:c�.�.,x..�._,� :. ...�`�!'�C• ,k �_._.; (.E.ls.,la �tt C't 3 TYL _v_,!_ u_Sp� �,/ _ .;.�.,. �? ._.c _t t, 1 tU 1 ! IT ' 1 t';&i✓i. �?. 1 t _lf I I ±,yy s«._�' � + .•.,,[.. y 1 I I f '_._,,.jw,._.t I t I i s k — f Grw -7— pq't!111.1;t41r {. , .,..�1�}. w ., ._f _' :.ij�,: ;. _ .....-_ ! i 7 } f ALA IDS INTEGRATED DESIGN SERVICES, INC. Sheet: p Structural Engineers doh No. D 1 Peters Canyon Road, Suite 140 Irvine, CA 92606 Calc. By.: l�� Date: /� O (949) 387-8500, Fax: (949) 387-0800 Chck'd By: Date: "( car! Ca i I I F J F II ' _ I I } a f it 1 a I iOF II 1 1 I II i l o!7 l 41 14 1I I ; If E Iif wiZ ' if I - E II 1 I � � sr �'�~� I ��'► 1 I � i 1 � I i l l ; 71 16 P11 i if 11, 'M l f I { 4-101 lri K11I0 14 Ji rt f I ! i t P am , € S kll �i i 1 l l I I f J I I •I W 1 1 � � I i. f jj �►A IDS INTEGRATED DESIGN SERVICES INC. Sheet: Structural Engineers Job No. Zd'+ 140 1 Peters Canyon Road, Suite 140 Calc. By.: ✓S Date: 4111 Irvine,CA 92606 � o (949) 387-8500, Fax: (949) 387-0800 Chck'd By Date: 10 I Pe 71 E I , I a I � i _ i � I r I l I I # I I Ik { I a 1 010 L3 I ' I r I1, '-I G I � ct � i ! ! 1 cTl? 14 t{t ' Il 6r+ 6 Lor t I LAV _j" ' !� 3- if ,LI I 1 r11 7C , 1 ' A,& IDS INTEGRATED DESIGN SERVICES, INC. Sheet' z— Structural Engineers ,lob No. ' �• 1 Peters Canyon Road, Suite 140 1/ Calc. By.: Irvine, CA 92606 Y S Date: U (949) 367-8500, Fax: (949) 387-0800 Chck'd By: Date: r�a�s�-TTA �r✓�v.J � �cTwr IIle I I I E I i r4 - , j I 2 4 ' 44- i - I 8 I' ` ,I I I i -o I I I ► 1 I i � ' 1 f i l l I I �; ` a I ► i Illli ! I I 1 i i i i t i . ed, L4 I ; -� , r! I 1 i j 1 .,X 7cK I I $4 F` , I7-7 : E ► j ► j i ! i I_ i i !�.�__I___ __ AA IDS INTEGRATED DESIGN SERVICES: INC. Sheet: 2 Structural Engineers Job No. 1 Peters Canyon Road, Suite 140 I Calc. By.: Date- Irvine, CA 92606 (949) 387-8500, Fax: (949) 387-0800 Chck'd By: Date: ,L. Yt. l If,�1!_tl ..,,......... • ,..w.1���i,lJy.....-6,:eG�' _ r"' _ � �i f " I ! �..,_....»,...,t 1 r i 1. r..___.t],..'��.._ __---_-- -: , .�MLhr.-. 1 R.: � ..:...:w}dG.� '!w!. ' •.--j__ "�-;.,..... ? _ 40 —L--��l-r j4 k�!� ,�FCe °s.- ._ ..,. 1 -j"_-..r.�..:-.may } s :,_.�_%.._� _ � � i I I ! i....._..,.,..�_.._..�._...�.._��......,..a__._»� 1,...,.t..__.�_,__ • J. if {-....1..._.�.,,.. �C ...C..Q.Y.4'G�:Kh•�It�i._u-.� ,. ," + � i ...,..Y•'llVw'!�.�,f'�.._..5--�.(d..:l--.�,_..�."�_,.�n�.f _.11�,.L' , i r i I I I Jf r i ` t 3 I ' CHAPTER 14 - CANTILEVERED RETAINING WALLS NTFt...JUCTI0N General. The tables in this Chapter give complete The bacicfill material actually used in retaining wall dimensions and reinforcement details for cantilevered construction will often differ from that assumed by the etaining walls varying from 3 to 22 feet in height engineer for purposes of design. The resulting differ- j above the top of footing, for two back conditions: ences in forces can be considerable and as a result. the �.evel hackfill and no surcharge, t and back sloping retaining wall can be,under-designed;The..deterinina- tion of ressures for the actual sail,conditions, allow- !ipward. The tabulation of elastic analyses shows base p pressures on the earth at the heel and toe, factors of able soil pressures, influence of foundation on under 1 in strata,and similar matters of judgement requu•e con- 'safety against sliding and overturning and calculated Y g 'deflection at the top.Designs are shown for various soil sideration by an engineer familiar with soil mechanics. properties and bacicfill conditions. See Table 14-1. ` I Table 14-1 Soil Properties and Backfill Conditions I , i Used in Tabulated Designs i it Instead of a fixed surcharge, AASHTO recommends 2 feet of Backfill Internal Friction Backfill Sliding Friction ?. .added depth of fill for walls as the equivalent loading for a normal Condition Arigle; 4) Density, Coefficient,..µ ",highway surcharge. It should usually be satisfactory to select a :design tabulated-for 2 feet added to actual height, and to reduce Level 300, 35°, 400 115, 130 pef 0.45>0.55 I ireinforcement and concrete quantities for the amounts that would Sloping* 300, 350, 40°, 115, 130 pcf j 0.45, 0.55 ,have beefs required in the top 2 feet. ; *Backfill slope, , set equal to soil angle of internal friction, t • � Aslem(B"min.) i Roughen joint l ' 3' d K �.d=1-3"+10 S = - - i "Lw" • 1 1 „ Hook r ' 2" r 3„ 3, K s 2,0„ t 2 12" h" K> 2'-0".1 z 18' 1, Key (when req'd) C iI• Min.12" . (0.10 hw-13>00) °• �„O, 3.1 Abase(12"min.) 3„ Class 6 3- B LB,. w Optional Splice Figure 14-1 Notation for Dimensions and Reinforcement for Wall Heights <_ 10' :i CONCRETE REINFORCING STEEL INSTITUTE 1 4-1 CAII\JTILEVERED RETAINING WALLS SOIL PROPERTIES: Y = 115 pcf, = 300, µ - 0.45 f, = 3,o0n psi BACKFILL bi-OPE: LEVEL fY - 60,O1 d5i CONCRETE DIMENSIONS&VOLUME SERVICE LOAD ANALYSES STEM REINFORCEMENT(4) BASE REINFORCEMENT Height Stem (j) Base So}i (2) (3) (5) (2) (6) (7)Above Tfiick- Width Base Pressure Safely Factors Dowels Total Base ness Heel of Base Depth Key Concrete Deflection 1.0" nto "M" "D" "L,' "P., "Lb" "K" Steel (hw) (A,,,.) (C) (W) (Ab a) (t x k) Quantity Toe Heel at Top Bars Stem Bars Bars Bars Bars Bars Bars Weight Sliding Overtuning ft in. ft-in. ft-in. in. in.x in. cy/If psf psf in. Size @ in. ft-in. Size @ in. Size @ in. Size @ in. Size @ in. No.Size Size @ in. lb/If 3 8 1 -0 2-8 12 None 0.17 494 289 3.22 4.11 0.001 Hk#4@ 9 None None #4@ 9 #4012 #4@ 9Hk 5#4 None 13.61 4 8 1 -0 2-8 12 None 0.20 823 122 2.25 2,58 0,004 Hk#40 9 None None #4@ 9 #4@12 #4@ 9Hk 544 None 15.17 5 8 1 -6 3-2 12 None 0.24 1051 110 1.95 2.54 0,013 HIM 4@ 9 None None #4@ 9 #4012 #4@ 9 5#4 None 17.17 5 8 1 -8 3-7 12 None 0.28 1206 71 1.55 2-32 0.034 HIM 40 9 None None #4@ 9 #4012 #4@ 9 5#4 None 19.10 0 z 7 8 2-2 4-3 12 None 0.33 1295 155 1.55 2,48 0,072 #4@ 9 None None #4@ 9 #4@12 #4@ 9 6#4 None 21.92 8 8 2-10 5-2 12 None 0.39 1278 341 1.55 2.87 0.141 #40 9 None None #4@ 9 #4012 #40 9 7#4 None 24.97 1 9 8 3-6 5-0 12 None 0.44 1339 469 1.54 3.14 0.255 #6@15 None None #4@15 #4@12 4''6@15 8#4 None 32.74 M 10 8 4-0 5-8 12 None 0.49 1445 535 1.50 3.19 0.431 #7@15 None None #4015 #4@12 #6@15 9#4 None 41,60 m z 11 9 4-7 7-7 12 None 0.59 1476 678 1.52 3.45 0.489 #6@ 9 1-10 #5@18 #4@ 9 #5@12 #4@ 9 10#4 None 46.95 n 12 10 5-1 8-4 12 None 0.68 1579 762 1.51 3.54 0.549 #6@ 9 2-2 #6@18 #4@ 9 .#5@12 #5@ 9 7#5 None 58.28 Ji 13 11 5-7 9-2 12 None 0,78 1620 894 1.52 3.74 0,616 #7@ 9 2-5 #6@18 #4@ 9 #5012 4509 12#4 None 69.40 0 14 12 6-1 9-11 12 None 0.89 1725 975 1.52 3.80 0.687 #7@ 9 2-5 #6@18 #4@ 9 #5@12 #6@ 9 1344 None 79.30 co 15 14 6-4 10-6 14 None 1.10 1934 997 1.51 3.67 0.611 #7@ 9 3-2 #7@18 #4@ 9 #6@12 #6@ 9 11#5 None 100.31 m 16 15 6-9 11-3 16 None 1.30 2075 1065 1.51 3.66 0.686 #6@ 6 2-2 #6@12 #4@ 6 #6011 #5@ 6 5#8 None 116.14 17 16 7-3 12-0 16 None 1.43 2179 1147 1,51 3,71 0.765 #8@ 9 3-2 #7@18 4 5@ 9 #7@15 #6@ 9 7#7 None 129.91 z 18 17 7-7 12-8 18 None 1.65 2320 1215 1.51 3.70 0.849 #8@ 9 3-2 #7618 #5@ 9 #7@14 #6@ 9 16#5 None 139,56 co 19 18 8- 1 13-5 18 None 1.80 2425 1297 1.51 3.74 0.937 #7@ 6 2-5 #6@12 #4@ 6 #8@17 #60 6 17 45 None 166,66 20 20 8-4 14-0 20 None 2.10 2635 1318 1.50 3.65 0.883 #7@ 6 2-5 #6@12 #5@ 6 #. 8015 #6@ 6 1446 None 187.54 m 21 21 8-9 14-9 22 None 2.36 2776 1386 1.50 3.64 0.974 #9@ 9 3-7 #8@18 #6@ 9 #8@15 #7@ 9 16#6 None 213.47 22 22 9-3 15-6 22 None 2.54 2880 1468 1.50 3.68 1.069 #Be 5 3-2 #7@12 #5@ 6 #8@14 #60 6 1746 Norte 243,28 C (1)Calculated for uniform thickness base and stem. Deduct for tapered stem or base. Nominal (5)'Lw'bars are 0.0026 Ag(0.002 Ag for sizes#5 and smaller). dimensions used for calculations. Actual quantities for concrete cast against earth,especially for G a keys,are larger. User should allow additional amounts based upon job conditions. To it bars are to have 90 hook in bottom of key.shownWher. Hk'by'K'bar is shown use 180 hook.Add iongitudinat bars in key:2-f#4 where'K'bars are shown. r (2)'Hk'deslgnates a 900 or 1800 hook.If'Hk'flag appears before'O'or'P'bar callout,then hook to be in toe of base.if'Hk'appears after'P'bar callout,then hook to be in heel of base.Alternatively, (7)Does not include lap allowance far horizontal bars,which varies with joint spacing,stagger,etc. 2 designer to resize or use headed bar. G (3)If optional splice is used(Fig.14-1)for hw-10'-0",provide V bars at same size and spacing mill as'O'bars with length=h„,-W.See Fig.14-1 to establish cutoff height for'O'bars. (4)Lengths alternate for'O'bars. See Fig. 14-2. W CA' ILEVERED RETAINING WALLS sOIL:PRo' 'TIES: Y = 130 0cf, ¢1 = 30", [ = 0.45 3,0('- risi . BACKFILL SLOPE: LEVEL fy 60,06 psi CONCRETE DIMENSIONS &VOLUME SERVICE LOAD ANALYSES STEM REINFORCEMENT 4 RASE REINFORCEMENT (1) Base Soil (2) (3) (,) (2) (6) (7) AboveStem Thick- Width Base Pressure Safety Factors Above Dowels Total Base ness Heel of Base Depth Key Concrete Deflection .10" into "M" "0" 1," "P" "Le' "K" Steel (hw) (AS1em) (C) (W} (Aa,S,) (t x k) Quantity Toe Heel at Top Bars Stem Bars Bars Bars Bars Bars Bars Weight Sliding Overtuning ft in. ft-in. fl-in. in. in.x in. cy/If psf psf in. Size @ in. fit-in. Size @ in. Size @ in. Size @ in. Size @ in. No.Size Size @ in. lb/R 3 8 1 -0 2-8 12 None 0.17 525 293 3.10 3.85 0.001 Hk#4@ 9 None None #4@ 9 #4@12 #4@ 9Hk 5#4 None 13.61 4 8 1 -0 2-8 12 None 0.20 891 99 2.18 2.43 0.005 Hk#4@ 9 None None #4@ 9 #4@12 4 4@ 9Hk 5#4 None 15.17 5 8 1 -6 3-2 12 None 0.24 1138 94 1.88 2,42 0,015 Hk#4@ 9 None None #4@ 9 #4@12 #4@ 9 5#4 None 17.17 n 6 8 1-8 3.-7 12 None 0.28 1314 46 1.58 2.22 0.038 Hk#4@ 9 None None #4@ 9 #4@12 #4@ 9 5#4 None 19.10 O n 7 8 2-4 4-5 12 None 0.34 1345 234 1,55 2.59 0.082 #4@ 9 None None #4@ 9 #4@12 #4@ 9 6#4 None 22.07 as 8 8 3-0 5-4 12 None 0.40 1340 430 1.54 2,98 0.160 #4@ 9 None None #4@ 9 #4@12 #4@ 9 7 T 4 None 25.12 � 9 8 3-8 5-2 12 None 0.45 1415 568 1.54 3.24 0.288 #7@18 None None #4@18 #4@12 #6@18 8#4 None 33.52 rn 10 8 4-2 6-10 12 None 0.50 1535 643 1.50 3,28 0.488 #6@18 None None #4@18 #4@12 #6@18 9#4 None 42.27 x z 11 10 4-8 7-9 12 None 0.63 1577 799 1.51 3.53 0.402 #6@ 9 2-2 #6@1 B #4@ 9 #5@12 #4@ 9 7#5 None 51.56 n 12 11 5-2 B-6 12 None 0.72 1689 892 1.50 3.62 0.467 #6@ 9 2-2 #6@1 B #4@ 9 #5@12 #5@ 9 5 96 None 58.88 13 12 5-8 9-4 12 None 0.83 1736 1037 1.51 3.81 0.536 #7@ 9 2-5 #6@18 #4@ 9 #5@12 #5@ 9 8#5 None 70.18 z 14 13 6-2 10-1 14 None 1.00 1924 1105 1.53 3.79 0.611 #7@ 9 2-6 #6@18 #4@ 9 #6012 #6@ 9 7#6 None 88.72 O 15 14 6-8 10-10 14 None 1.12 2039 1196 1.52 3.84 0.691 #6@ 6 1 -10 #5@12 #4@ 6 #6012 #5@ 5 11#5 None 98.76 ram,, 16 15 7-1 11-7 16 None 1.31 2190 1270 1.52 3.80 0.775 #8@ 9 3-2 #7@18 #5@ 9 #6@11 #6@ 9 13#5 None 122A7 r 17 17 7-4 12-2 18 None 1.57 2413 1292 1.50 3.68 0.721 #8@ 9 3-2 #7@18 #5@ 9 #7@14 #6@ 9 6#8 None 135.22 z 18 18 7-10 13-0 18 None 1.72 2460 1436 1.51 3.82 0.809 #7@ 6 2-5 #6@12 #4@ 6 #8@17 #6@ 6 17#5 None 162.76 19 19 8-4 13-9 20 None 1.96 2648 1503 1.52 3.80 0,901 #9@ 9 3-7 #8@18 #6@ 9 #8@16 #7@ 9 10#7 None 190.65 c 20 20 8-10 14-6 20 None 2.13 2763 1595 1.51 3.84 0,998 #9@ 9 3-7 #8@18 #6@ 9 #8@15 #8@ 9 8#B None 213.94 1 21 22 9-2 15-3 22 None 2A6 2918 1670 1.51 3.81 0.957 #8@ 6 3-2 #7@12 #50 6 #8@14 #6@ 6 1796 None 236.14 m 22 23 9-6 15-10 24 None 2.73 3137 1691 1.50 3,72 .1.057 #8@ 6 3-2 #7@12 #5@ 6 #9@17 #6@ 6 19#6 None 252.78 (1) Calculated for uniform thickness base and stem. Deduct for tapered stem or base.Nominal (5)'Lw bars are 0.0025 Ag(0.002 Ag for sizes 45 and smaller). C dimensions used for calculations. Actual quantities for concrete cast against earth,especially for , keys,are larger. User should allow additional amounts based upon job conditions. to ` bars are to have:2 hook in bottom of key.Where'Hk'by'K'bar is shown use 180 hook.Add longitudinal bars in key: 44 where'K'bars are shown. (2)'Hk'designates a 90'or 1800 hook.If'Hk'flag appears before'0'or'P'bar caflout,then hook to b (7)Does not include lap allowance for horizontal bars,which varies with joint spacing,stagger,etc. e in toe of base.If'Hk'appears after'P'bar caflout,then hook to be in heel of base.Alternatively, designer to resize or use headed bar. r (3)If optional splice is used(Fig. 14-1)for In.<=10'-0",provide V bars at same size and spacing as'0'bars with length=h,,..-3".See Fig.14-1 to establish cut-off height for'O'bars. (4)Lengths alternate for'O'bars. See Fig.14-2. c a N