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HomeMy WebLinkAboutONTARIO WAY 32375_10-00001039 C `TY OF ; :L IKE` LSIT ORE BUILDING & SAFETY C.• DREAM EXT KE tv1 E TM 130 South Main Street PERMIT PERMIT NO: 10-00001039 DATE: 5/05/11 JOB ADDRESS . . . . . 32375 ONTARIO WAY DESCRIPTION OF WORK ALTER - RESIDENTIAL OWNER CONTRACTOR Thompson Ted OWNER 32375 ONTARIO WAY LAKE ELSINORE CA 92530 A. P . # . . . . . 370-511-044 3 SQUARE FOOTAGE 0 OCCUPANCY . . . FENCES>6FT, TANKS, TOWERS GARAGE SQ FT 0 CONSTRUCTION . . TYPE V- NON RATED FIRE SPRNKLR VALUATION . . . 97, 888 ZONE . . . . . . NA BUILDING PERMIT QTY UNIT CHG ITEM CHARGE BASE FEE 580 . 00 48 . 00 X 6 . 2500 VALUATION 300 . 00 ELECTRICAL PERMIT QTY UNIT CHG ITEM CHARGE BASE FEE 30 . 00 4 . 00 X 1 . 0000 SWITCHES / 1ST 20 4 . 00 2 . 00 X 1 . 0000 RECPT, OUTLET / 1ST 20 2 . 00 4 . 00 X 1 . 0000 LIGHTING FIXTURES/1ST 20 4 . 00 1 . 00 X 27 . 2500 100-200AMP SERVICE<600VLT 27 . 25 FEE SUMMARY CHARGES PAID DUE PERMIT FEES BUILDING PERMIT 880 . 00 . 00 880 . 00 ELECTRICAL PERMIT 67 . 25 . 00 67 . 25 OTHER FEES PLANNING REVIEW FEE 178 . 50 178 . 50 . 00 PLAN RETENTION FEE 27 . 06 27 . 06 . 00 SEISMIC GROUP R 10 . 00 10 . 00 . 00 PLAN CHECK FEES 660 . 00 660 . 00 . 00 TOTAL 1822 . 81 875 . 56 947 . 25 SPECIAL NOTES & CONDITIONS new two story 5, 152 square foot garage with elec and new sub panel Tp i DW. T05/11 05 RRwipt no: 5368 10 lam NON G 1 $IA7.25 . -- Total pWmt $941a25 Try cis 5/05/11 Ti W: 15.1 02 City of Lake Elsinore Please read and initial Building Safety Division 1.I am Licensed under the provisions of Business and professional Code Section 7000 et heel.and my license is in full force. Post in conspicuous place I shall not employ any person in any manner so as to become subject to Workers Compensation Laws in the performance of the work for which this permit is issued. Note:If you should become subject to Workers Compensation after making this certification, Code Approvals Date lInspector you must forthwith comply with such provisions or this permit shall be deemed revoked. EL01 Temporary Electric Service VOO- /1L7 rQ 4 2 PLOT Soil Pipe Underground EL02 Electric Conduit Underground BPOl lFootings BP02 Steel Reinforcement BP03 Grout BP04 S1abGrade PLO1 Underground Water Pipe SS01 I Rough Septic System SWO 11 On Site Sewer BP05 IFloor Joists BP06 I Floor Sheathing BP07 I Roof Framing 44 BP08 I Roof Sheathing JL BP09 Shear Wall&Pre-Lath b K `To w PL03 Rough Plumbing EL03 Rough Electric Conduit EL04 Rough Electric Wiring EL05 lRough Electric/ T-Bar ME01 lRough Mechanical ME02 I Ducts,Ventilating PL04 I Rough Gas Pipe/Test PL02 I Roof Drains BP10 Framing&Flashing BP 12 Insulation BP13 Drywall Nailing BPl l Lathing&Siding Z (� I'L99 Final Plumbing EL99 Final Electrical ° 1 �-'D a✓l/ ME99 Final Mechanical BP99 IFinal Building •) 04 Code Pool&Spa Approvals Date Inspector OTHER DIVISION RELEASES Deputy Inspector Department Approval required prior to the POO1 Pool Steel Rein./Forms building being released by the City PO01 Pool Plumbing/Pressure Test P003 Pre-Gunite Approval Date Inspector EL06 Rough Pool Electric Planning Sub List Approval Landscape P004 Pool Fencing/Gates/Alarms Finance P005 Pre-Plaster Approval Engineering P009 117inal Pool/Spa CITY OF OW i � LICE qPLS11A0RX DR.EAI\A EXTREA4E TM 130 South Main Street APPLICATION FOR APPLICATION O BUILDING PERMIT APPLI DATECATIO REjEIVED VALUATION CALCULATIONS 070 a ` I B J ,N AD� 1st FLOOR �SF '"� j C.1tJ Ts �.Yy � TRACT PA E TPA EL 2nd FLOOR �g�SF NAME 3rd FLOOR SF ,_O JI ,J( W MAI IIN H Nt r GARAGE SF N ADDRESS,3, .� 75 6,��1-1'4-f tt E CITE' , I ATE/ZIP. STORAGE SF R ` I hereby Iffirm that I am licensed under Provisions of chapter 9(commencing DECK&BALCONIES SF with section 7000)of division 3 of the business and professions code,and C my license is in full force and effect. OTHER: SF O LICENSE# CITY BUSINESS N AND CLASS TAX# T NAME VALUATION: �71 R A MAILING C ADDRESS FEES T CITY STATE/ZIP PHONE O BUILDING PERMIT $ / R CONTRACTOR'S I NA RE 0"A ME PLAN CHECK IC/�®� � NAME LICENSE# PLAN REVIEW 1 -7 v ` S--+ "� R MAILING C ADDRESS SEISMIC I O 1®O H CITY STATE/ZIP PHONE PLAN RETENTION '2 7 - ❑NEW OCC GRP./ CONST. ❑ADDITION DIVISION: TYPE: FIRE SERVICES ❑ALTERATION NUMBER OF NUMBER OF []OTHER STORIES: BEDROOMS: ❑SINGLE FAMILY ZONE: ❑APARTMENTS ❑I certify that I have read this application and state that the ❑CONDOMINIUMS HAZARD YES above information is correct.I agree to comply with all city ❑TOWN HOMES AREA? NO and county ordinances and state laws relating to building ❑COMMERCIAL SPRINKLERS YES construction,and hereby authorize representatives of this ❑INDUSTRIAL REQUIRED? NO city to enter upon the above-mentioned property for insp- ❑REPAIR PROPOSED USE OF BLDG: ! ' a l r Signature > of Applicant or Ager Date Agent for ❑ contractor ❑ owner Agents Name Agents Address CITY O E LAKE LS I NOP,,,,E 130 South Main Street DREAM EXTREME ,. APPLICATION# APPLICATION FOR PERMIT APPLICATION DATE AP# BY: ELECTRICAL/PLUMBING/MECHANICAL 3 0-,j// BUILDI G ADDRESS I hereby certify that I have read this application and state that they above information is correct.1 agree to comply with all city and county TRACT BLOCK/PAGE LOT/PARCEL ordinances and state laws relating to building construction,and hereby authorize representatives of this city to enter upon the above-mentioned O NAME property for inspection purposes. W / N MAILING PHONE ADDRESS R CITY �✓�v'rt��s �EJ�PCt1 Signatur" licant or Agent Date . [hereby affirm that[am licensed under the provisions of Chapter 9(commencing C with Section 7000)of Division 3 of the Business and Professions Code,and my (circle one) O license is in full force and effect. AGENT FOR: CONTRACTOR OWNE N LICENSE# CITY BUSINESS T AND CLASS TAX# AGENTS NAME R NAME A r Ti AGENTS ADDRESS _ C MAILING street city state zip T ADDRESS O CnY STATE/ZIP PHONE R CONTRACTOR'S SIGNATURE ELECTRICAL Quan PLUMBING Quan MECHANICAL Quan New Res. Multi Family/SQ.FT. Fixture or Trap F.A.U./Furnace/Ducts/Vents New Res.Single Family/SQ.FT. Building Sewer F.A.U./Furnace/Misc./> 100000 Pool Electric System,Private Rain Water System per Drain Floor Furnace/Vent Switches/ I st 20 AP Private Septic System Unit Heater/Wall Heater Switches/Over 20 Water Heater/Vent Install/Relocate/Replace Vent Receptacle Outlet/ Ist 20 Gas Piping System I -4 Outlets Ventilating Fan Receptacle Outlet/Over 20 Gas Piping 5 or More Outlets Evaporative Cooler Lighting Fixtures/ I st 20 Iq Dishwasher Ventilating System Lighting Fixtures/Over 20 Solar Tank Exaust Hood Residential Fixed Appliance/Outlet ISolar Collector per Panel Fireplace Non-Residential Appliance/Outlet lGrease Trap/(Interceptor) Commercial Incinerator 100-200 Amp Service<600V 11ristall,Alter or Repair System Air Handler> 10000 CFM 200- 1000 Amp Service<600V Lawn Sprinkler System Air Handler< 10000 CFM Misc.Apparatus,Conduits,Etc. Backflow Device Smaller than 2" Fire Dampers Signs Backflow Device Larger than 2" Registers Sign Branch Circuit Floor Drain Compressor/Heatpump-3 I1.P. Busways/EA 100 FT Floor Sink Compressor/Heatpump 3- 15 H.P. Temporary Power Service lWater Service Compressor/Heatpump 15-30 H.P. Temporary Power Distribution System jAlter or Repair Drain or Vent Compressor/Heatpump 30-50 H.P. Motors/Transformers lFire Sprinklers per Building Repair/Alter Misc. HVAC Motors up to I H.P. Swimming Pool Compressor/Heatpump Over 50 H.P. Motors/Transformers I - 10 H.P. Swimming Pool/Public Motors/Transformers 10-50 H.P. Swimming Pool/Private Motors/Transformers 50- 100 H.P. Water Heater/Vent Motors/Transformers> 100 H.P. Replace Piping Replace Filter Misc.Replace Gas Piping Riverside County Fire Department r" '' Fire Protection Planning Section �E3 Riverside Office:2300 Market St.,Ste.150,Riverside,CA 92501 Ph.(951)955-4777 Fax(951)955-4886 Palm Desert Office: 77-933 Las Montanas Rd.,#201 Palm Desert,CA 92211-41 31 Ph.(760)863-8886 Fax(760)863-7072 Fire Department Clearance/Release Date: 5/5/2011 To: Sonia Salazar Fax: Tract/Parcel Map#: Permit/Lot#: 10-LE-1197 Job Site Address: 32375 Ontario Way ❑ Final For Recordation ❑ Release For Building Permit(s)/Tract Lots Released ❑ Shell Final Only (No Tenant) Final For Occupancy Released for Residential Sprinkler Installation ❑ Building Plan Check Fees Paid ❑ Building Plan Check Fees Not Paid Residential Sprinkler Fees Paid I—) Residential Sprinkler Fees Not Paid ❑ Other Fees ❑ Fees Not Required If you should have any questions, please contact the appropriate Riverside County Fire Protection Planning office for further assistance. Authorizing Signature For Release L. Gallardo, FSS signature on file Print Name L. Gallardo, FSS Form C—Revised 1128/09 OCT-19-2009 MON 08:48 AM FAX NO, P. 01 c�urtaR►i� ,,� RIVFTSID E CJUNT i—' `"cat T a°i c ar FIRE DEPARTMENT In cooperation with.the California Depar(meat of.Forestry and mire Protection 2300 Market St, Ste. 150 ♦ Riverside, California 92501 ♦ (951) 955-4777 ♦ Fax (951) 955-4886 77-933 1,E13 Montanas Rd Ste 201 • Palm Desort,CA 92211 • (760)863-8886♦ Fax(760)663-7072 John R.Hawkins Fire chief Proudly Serving t110 0 Unincorporated DATE: Areas of Riverside FAX LAKE ELSINORE Q 471�-1418 - County and the URVEYOR`S OFFICE Cltlay A'I': BUDDING AND SAFETY Banning TRACT/PARCEL. MAP NUMBER: — l3cuumont PERMIT/LOT NUMBER: ,1,. Cslimesa •s JOB SITE ADDRESS: , , —�-- Canyon lake `i .:1 Coachella, FINAL FOR RECORDATION Daeert Hot Springs RELEASE FOR BUILDING PERMITS Indian Walls SHELL FINAL ONLY (NO TENANT) FINAL FOR OCCUPANCY t.ndi° FINAL OCCUP. TEMP. EXPIRATION DATE lake E sinore '' BUILD PLAN CHECK FEES PAID tea Qainta CONDITIONS OF APPROVAL. M-oreno V:alley RESULTS OF INSPECTION FAIL PalmDosert RESULTS OF INSPECTION PASS .;. FEES NOT REQUIRED Perris 1:1 Rancho Mirage ,, San jocinto If you should have any questions, please call Riverside County Fire Protection '+' Planning at the number above. 't"enlactila. Tracy Habday, BATT LION C4:7m RELEASED BY: Board of Supo'vism 8.30-7 aiw Bob Ouster, District'I John Tuvagliono, Aiatrict 2 Jeff Stint, AigWet 3 Roy Wilson. Uislrict 9 Marion Ashley, District 5 OCT-19-2009 MON 08,49 AM FAX NO, Ph 02 CITY OF LAKE-of LS1110Kt4 V DREAM �XTKLM6 L ` � .575 Request for.Review and Comments QIZ, ,.:� ...,,. ',...-,"•> , . •, i, r� �;jl•,}Ca�1 �'T31;. p 1"1' .��'Y°mac�l"• - '� jxxaall�' .�'"1� '�:�. ; :°Y9 `. e � F?,.;; e�. kll . ,..I - .,. ,, ,�'.�e ��i1eF'k1''�. fI�;1»e4aE+�... � Y. ;°; 'top `1.�.. '�;:.:•.: i;" "�:'�'I i11.' ,,,t il,j�: ,�Y�„ i G...il. r,�,�l n� ,i'�„'� ,u '''.: -:,'. •�H; :��a•. _„ �;t:.' ••i�,. ��; _•.,,,: ,i � .',: �•ti" :'i:'... '�' '4�. i'.�' �:�7"1'� I',u ,�I.:" ,f.. f� 'f6 a' L1 R �' �xyq,#,�fRp.>P ,.d _ to d i 11!f, '�!.1•a�r�� .'.,�:.r�,. HIV j;.�.. :...1 , .i ht .��. .: '" , � � '���iYit:�?Ar,r�fl'•1:; I,I":.:brill ... t To, County f"'irc.L]epartmcnt �)J�VMWI� City Manager. i�l:US1� Assistant Ciry Mangler 0 County Planning Ucpartment Directnc of Commnity Dc:vulopme'it p County 1 Ttalth I)Kparpncnt 5CF. VCtiLon Director of Community SorviceS [�Rivc,!side'lhranait Authority The Gas Company Director.of AclminiStra'tive Services �f City of Canyon:f.,akc Cnmc:tst CaUle C,o. '1'sngineering Mannger U.S,ans District#S ®Clt&R Dispaeal nter Building&Safety Manngr:r �U.S,1'igb&Wil Q U.S. IyiSh&Wildlife 14.1sinorc Water DiSt..rict Planning"Manager ( U.S.Army Cn'tp of 130gincerx 0 Moscloito&Vector Control 1.,13,Police Q CA Department of Fish&Gama ❑other: Q ltiv,County flood Cnnrrol Distriet Date: Thi-wsda'y,October 01,2009 From: Agosr4i Rcsend.iz,Assistant Planner (951)674 3124',cxt:,232 �.maiis flrenendiz c(�lalce�Clatnora.,'rg j�ct:Tom; MDR at 32375 OntstrMo WaY(please refer to 1:lus number when responding) Al�lisa G",1ie,t: James Ted Thompson,32375 Ontario Way p Lake 1✓1sinore,CA 92530 c 7eg rion: .re Cr A est to epizstruct 0datadied 4,752 square foot C'Gal:;Ige. `i Etc 1 4Ga1 : TJiC sUbiect:propcxiy is located at 32375 Ontario WEIy,i-alce!✓lsinoie,GA 92530, (r11'N:377- 283-003), Re- (Septerrrber25,2000) CRS.•1542 C09A4L-NTS: (atlark a arpu>xr�a sbcet if IlocnrJnJ) Q Date: f .� /Title: _ �� Name Jr'— e-mail(.?! uxe: Telepl�atle: — v J`07,1 Roque,ri for RoViPW and Commmnix - Forin No, PD 2000-.97- Rapi•eod flkgusS, 2004 Page 9 of l OCT-19-2009 MON 08:51 AM FAX NO. P. 03 RIVERSIDE COIJNT``.�.� FIRE DEPARTMENT In cooperation with the California Department Of Forestry and Fire Protection 2300 Market St, Ste 150, • Riverside,CA 92501 • (951)955-4777 • Fax (951.) 955-4886 John R,1lawkins CONDITIONS OF APPROVAL Fire Chief PERMIT NUMBER: 09-LE-MDR-32375 Proudly serving the unincorporated REVIEWED BY: AFM DAN WAGNER ON OCT. 8, 2009 arem of Riverside 4752 SQUARE FOOT GARAGE CONSTRUCTION AT 32375 ONTARIO WAY, LAKE County and the Cilies of: ELSINORE BannI.ing APPLICANT: AGUSTIN RESENDIZ, ASSISTANT PLANNER, CITY OF LAKE Beaumont ELSINORE, 951 674-3124 X 232; EMAIL.: aresendiz_1ake-e1sing1s,org Calhneda 1.0. GENERAL CONDITIONS Canyon I alto 00% FFECT Coachella 10.FIRE.999PC -#01 —West Fire Protection Planning Office Responsibility IN 411* Desert Hot springs It Is the responsibility of the recipient of these Fire Department conditions to forward 4. them to all interested parties. The permit number (as it is noted ahoye) is required on Indian Wells I:, all correspondence. Indio Additional Information is available at our website: www "vefiro.om go to the link marked Lake lrlsinore "Ordinance 787". 40 La Quintal .;. Questions should be directed to the Riverside County Fire department, Fire Prot®G Ion M.orcno Valley Planning Division at 2300 Market St. Suite 150, Riverside, Ca 92501. Phone: (951) 955- %% 4777, Fax: (951) 955-4886. Palm Resort 0 Parris EFFECT 10,FIRE-999 USE-#50-SLUE DOT REFELECTOR IN Rancho Mirage Slue retro reflective pavement markers shall be mounted on private street, public streets Rubidoux C5D and driveways to indicate location of fire hydrants. Prior to installation, placement of .;. Son Jacinto markers must be approved by Riverside County Fire Department '' Temecula 10,FIRE.999 USE-#23— MIN RF_Q FIRF_ FLOW IN EFFECT Bonrd of supervisors Minimum required fire flow shall be 1000 GPM for two hours duration at 20 PSI residual operating pressure, which must he available before any combustible material is placed l3oi,13144ter, on the job site. Fire flow Is based on type V13 construction per the 2007 C13C and °'Hater I Ordinance 787; Building(s) having a fire sprinkler system. John Touglione, IN EFFECT piNtria2 10,FIRE.999 USE-#20-STANIOARD FIRE HYDRANT Jeff stone, Pistriot3 Standard fire hydrant (s) (6"x 41'x 2 1/2 x 2 '/z") shall be located within 250 Roy Wilson, of any portion of the lot frontage. ❑iNtrict 4 Marion Mfilry, 77-933 Las WnWias,Prtlm pesert,CA 92211 •(760)863-8886 •rflx(760)$63-7072 District S F:\Planning_Qnd_1?ngine©ring\CUnditicns(Cities,EDA,etc)\L.AKF L3l. ORP\Q9 1-13-MT)R 92375 10-17 2gQ9.doe page 1. of 2 OCT-19-2009 MON 08:56 AM FAX NO. P. 04/04 90. PRIOR To BUILDING FINAL INSPECTION 90,FIRE.999 USF-412A- SPRINKLER SYSTEM IN EFFECT Install a complete fire sprinkler system per NFPA 13D 2002 edition in all buildings requiring a fire flow of 1500 GPM or greater sprinkler system (s)with pipe size in excess of 4!' inch diameter will require the project structural engineer to certify(wet signature)the stability of the building system for seismic and gravity loads to support the sprinkler system. All fire sprinkler risers shall be protected from any physical damage, The post indicator valve and fire department connection shall be located to the front, within So feet of a hydrant, and the minimum of 25 feet from the building (s). A statement that the building (s)will be automatically fire sprinkled must be included on the title page of the building plans. Current sprinkler plan check deposit base fee is $614.00 per riser. 9a.FIRE.e99 USE-#27-FxTINGUISI-IERS IN EFFECT Install portable fire extinguishers with a minimum rating of 2A-10BC and signage. Fire Extinguishers located In public areas shall be in a recessed cabinets mounted 48" (Inches)to center above the floor level with Maximum 4" projection from the wall. Contact Fire Department for proper placement of equipment prior to Installation. 77-933 La.s Monwas,calm Doaert,CA 92211 s (760) 863-8886 • Fax(760)863-7072 I^:\I'lanriing_nnd�>rn$ittaaring\Conditions{C�ci�,I;AA,o1c)\LAB 1✓GSINQRG\09.LF,-MDR-32375 IQ-17-2009.dna Page 2 of 2 RESIDENTIAL PLAN CORRECTIONS ;Scott Fazekas & Associates, Inc. 9 Corporate Park, Suite 200 SFA PC#: 60-10 Irvine,CA 92606 Phone: (949)475-2901 AGENCY: Lake Elsinore 10-1039 Fax: (949)475-2560 Check by: Ganesh Rao Date: 9/24/10 32375 Ontario Way Lake Elsinore James T.Thompson BUILDING ADDRESS JURISDICTION APPLICANT TEL.NO. W C Hobbs James T.Thompson ARCHITECTIENGINEER TEL.NO. OWNER TEL.NO. BEFORE APPROVAL FOR CODE COMPLIANCE OR ISSUANCE OF A BUILDING PERMIT,THE PLANS AND APPLICATION FOR THIS CONSTRUCTION REQUIRE THE INFORMATION, REVISIONS AND CORRECTIONS INDICATED BELOW. THE APPROVAL OF PLANS AND SPECIFICATIONS DOES NOT PERMIT THE VIOLATION OF ANY SECTION OF THE BUILDING CODE,OR OTHER ORDINANCE OR STATE LAW. USE OF STRUCTURE: Garage TYPE: VB GROUP: U STORY: 2 VALUATION: 97,888 AREA SQ.FT.: 5152 INSTRUCTIONS 1. Resubmittals: A. Resubmit plans directly to the City of Lake Elsinore. B. Provide a written response for each correction on this correction list. You may write directly on this list, or you may provide a separate "Response List'which addresses each correction item by item. C. Resubmit two (2) complete sets of revised plans along with the original set(s) of plans. 2. The plan checker can be reached by telephone on the following days: Monday- Friday . CORRECTIONS 1. (Optional) To monitor its quality of service, Scott Fazekas & Associates is seeking feedback from the design professionals regarding their experiences in interacting with our firm. The enclosed Applicant Questionnaire is provided for this purpose. If you would take the time to complete this form after the plancheck approval process is done, it would be greatly appreciated. 2. Revise occupancy to U and type of construction to VB on cover sheet of plans. 3. Show on plans that basement level meets the definition of a basement in CBC 502.1. If not,building is a 2 story building which is not allowed in type VB construction per table 503. 4. Identify current code years on plans. 2007 CBC, CMC, CPC, CEC along with the 2008 T-24 Energy Standards. 5. A geological report/soil report is required. (CBC 1802.2). W:\Lake Elsinore\60-10 10-1039 32375 Ontario Way Ist.wpd 1 of 3 6. Foundation plans-Submit a review letter by soils engineer and incorporate any requirements and recommendations into the plans. 7. Buildings adjacent to ascending or descending slopes shall be setback according to the requirements of Section 1805.3 and Figure 1805.3.1. 8. Provide section and details of interior/exterior stairway showing: A. Maximum rise of 7.75 inches and minimum run(tread) of 10 inches. CBC 1009.3 B. Minimum width of 36 inches. CBC 1009.1 C. Minimum head room of 6 feet 8 inches. CBC 1009.2 D. Provide details and notes showing framing (stringer) size, bracing, connections, footings. E. Reference details from floor plan. 9. Provide connection details of guardrail and-or handrail on open side of balconies,decks,landings,and stairs adequate to support a single concentrated 200 lb load at a right angle to the top rail. CBC 1607.7.1 10. Handrail shall satisfy the following: A. Provide continuous handrail for stairway with 4 or more risers. CBC 1009.10 B. Handrail shall be 34 to 38 inches above the nosing of treads. CBC 1012.2 and 1013.2 C. Intermediate balusters shall be spaced 4.375 inches o.c. maximum on open side(s). D. The handgrip portion of handrail shall not be less than 1 1/4 inches nor more than 2 inches in cross- sectional dimension. If the handrail is not circular, it shall have a perimeter dimension of at least 4 inches and not greater than 6.25 inches with a maximum cross-section dimension of 2.25 inches. 11. Provide 42 inch high protective guard for decks,porches,balconies and raised floors,(more than 30 inches above grade or floor below). Openings between rails shall be less than 4 inches up to 34" height and 8" openings above 34". 12. Where the opening of the sill portion of an operable window is located more than 72 inches above finished grade or other surface below, the lowest part of the clear opening of the window shall be 24 inches above the finished floor surface of the room. Glazing between the floor and a height of 24 inches shall be fixed or have openings such that a 4 inch sphere cannot pass. CBC 1405.12.2 13. Show compliance with the following lighting measures: A. Outdoor Lighting. All luminaires mounted to the building or to other buildings on the same lot shall be high efficacy luminaires or shall be controlled by a photocontrol/motion sensor combination. 14. High efficacy luminaires must be pin based. Please add notes to plans. 15. Provide UFER or other approved ground per CEC 250. 16. Show size and location of electrical service and panels. Provide panel schedules and single line diagrams for services of 400 amp and greater. 17. Provide at least one receptacle in garage or basement in addition to any receptacle provided for stationary appliances. CEC 210.52 (f). (At each level) 18. Provide GFI protection to all 120 volt, 15 and 20 amp receptacles installed outdoors, in bathrooms, in basement, at counter top surface and garages. Exception: Single outlet receptacles in garages utilized for W:\Lake Elsinore\60-10 10-1039 32375 Ontario Way 1st.wpd 2 of 3 a fixed or stationary appliance. CEC 210.8(a). 19. Foundation and retaining wall review pending receipt of soils report. 20. Design and detail cantilever retaining walls located outside the building. 21. Show size of all steel columns on foundation plan. 22. Shearwall holdowns per calcs have not been shown on plans. 23. Indicate on the plans the design dead and live load for which the trusses are to be designed. The weight and location of all mechanical equipment shall be indicated on the roof framing plans.Drag loads of drag trusses shall be indicated on plans. Note on the plans "Trusses are a deferred submittal item. Truss plans and calculations shall be submitted to the engineer of record for review and to the building department for approval. The engineer of record shall indicate that the design has been reviewed before submitting to the building department. The truss design shall be approved by the building department before the trusses are installed." 24. (16/S-8) Provide out of plane bracing to support wind load at double top plates below gable end truss. 25. Restrained retaining wall details-Provide a note in details that wall shall not be backfilled until floor is in place & cured to support wall out of plane. W:\Lake Elsinore\60-10 10-1039 32375 Ontario Way lst.wpd 3 of 3 CIVIL CONSULTING 31582 RAILROAD CANYON ROAD CANYON LAKE, CALIFORNIA 92587 714 392-1219 888 448-2545 fax JULY 7, 2011 TED THOMPSON 32375 ONTARIO WAY LAKE ELSINORE, CA 619 507-8535 Subject: FOUNDATION CERTIFICATION 32375 ONTARIO WAY LAKE ELSINORE, CA Attention: Building Official Mr. THOMPSON, Pursuant to your request, this letter has been prepared to document the location of the FOUNDATION, for the accessory building/ garage at the subject lot. The foundation is located a minimum of 5 feet from the side property lines and a minimum of 20 feet from the front and rear property lines. In the event of any changes or additional grading to be performed in the future, the property owner should only do so with plans approved by the City of Lake Elsinore. The opportunity to be of service is appreciated. Should questions or comments arise pertaining to this document, please contact us, in writing, for clarification. Respectfully Submitted, �94goF$ssroh�� WnLIAM �~ HOBB8 � 12CE 42265 William Hobbs, RCE 42265 EXP HM Civil Engineer 3/31/12 �r'TBCB CAL 04{� -Ca'i Doss Clef..tnia Truer Comp may, Inc. . 2365 Ca,]aICe3 Road `/ Perris g CA 92570 . .off. (951) 657. 91 / pax: (951 657-0486 .; Ted T ® s®n r.-- ------ .� Customer ---- 1r�ject Name'—�.: rI'�1®]Cxxl S®lI (�a�°a e / Shop --------_ _ ---------------------------- _ _ /� ----- ----- --- ---- -�-- - -- ---- - - - ----- -'- ------4- At A . . O 'I'rus 'Inc R . . 31 9 45 Corydon Lake Elsinore,Ca.92530.. t.ham.. I STRUCTURAL TRUSS.CALCULATIONS ss lei T r :1 f� r G). •., C� Fr, ter' f ♦P U= d• The:bound.truss desi drawin s.hay.m :an.electronic seal and signatureprinted on each. `. page have been reviewed:and appiovec€by.the h-uss.design engineer as indicated by the engineer's seal and wet signature on this ctiver.page. This review and apprpval applies. solely.to:the attached truss..design drawing pages oge that.are bound tther.. EVALUATIONKC Most Widely Accepted r Trusted CC-ESEvaluationR �®rt ESR-1311 Evaluation Reissued June 9, 2009 This report is subject to re-examination in two years. www.icc-as.orrf• (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06--WOOD AND PLASTICS 3.2 MiTek°M-20 and MII 20; Section: 06175-Truss Plates Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage[0,0356 inch REPORT HOLDER: total thickness(0.9 mm)], ASTM A 653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on MITEK INDUSTRIES, INC. each side(0.013 mm)] and having a base-metal thickness 14515 NORTH OUTER FORTY, SUITE 300 of 0.0346 inch (0.88 mm). The plates have repeating 1- CHESTERFIELD, MISSOURI 63017 inch-square (25 mm) modules of teeth stamped out and www,tliii.com formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch(11.4 mm)long and 0.125 EVALUATION SUBJECT: inch(3.2 mm)wide,fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. MiTekl TRUSS CONNECTOR PLATES: Mil 16, M- The transverse centerlines of adjacent slots are staggered 20, MII 20, M 20 HS, MII 20 HS, and MT20HS"'r"' 0.15 inch (3.8 mm)in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each 1.0 EVALUATION SCOPE slot has a 0.33-inch-long(8.4 mm)tooth at each end. Each Compliance with the following codes: tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its e 2006 International Building Code°(IBC) point.See Figure 1 of this report for details. * 2006 International Residential Code®(IRC) 3.3 MiTek®M-20 HS,Mil 20 HS,and MT20HSTm: * 1997 Uniform Building Code7m(UBC) Models M-20 HS, MII 20 HIS, and MT20HS"m metal truss Property evaluated: connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness(0.9 mm)], ASTM A 653 Structural Grade 60, high-strength, low-alloy steel with improved 2.0 USES formability (HSLAS-F), with a G60 galvanization coating [0,0005 inch thickness on each side (0.013 mm)] and MiTek° metal truss connector plates are used as joint having a base-metal thickness of 0.0346 inch (0.88 mm). connector components of light wood frame trusses. Repeating.3/4-inch-by-1-inch(19 mm by 25.4 mm)modules 3.0 DESCRIPTION of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots,0.45 3.1 MiTek°M-16 and MII 16: inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, Model M-16 and Model MII 16 metal truss connector plates fabricated by punching two teeth out of each slot area,and resulting in each module having six teeth. Each module is are manufactured from minimum No. 16 gage , Grad inch separated by a 0.25-inch-wide(6.4 mm)strip of unpunched total thickness G.46 mm)], ASTM c 653 S[0 Grade 40 steel. The transverse centerlines of adjacent slots are steel, with a G60 galvanization coating [0.0005 inch staggered 0.15 inch (3.8 mm) in the longitudinal direction. thickness on each side (0.013 mm)] and having abase- Longitudinal centerlines of slots are spaced 0.25 inch(6.4 metal thickness of 0.0665 inch (1.44 mm). Slots 0.54 inch mm Each slot has a of0. slots are spaced .25 tooth at (13.7 mm) in length are punched along the perpendicular each end. Each tooth is additionally shaped, twisting an axis of the plates.The metal displaced by the slot is lanced approximate 22 degrees to its point. See Figure 1 of this and formed into two opposing teeth, protruding at right report for details. angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally 4.0 DESIGN AND INSTALLATION shaped into a twisted concave form, facing the slot cutout 41 General: area.Teeth are 0.16 inch(4.1 mm)wide and 0.37 inch(9.4 mm) long, and there are 4.8 teeth per square inch(0.0074 All truss plates are pressed into the wood for the full depth teeth per square millimeter) of plate area. Plates are of their teeth by hydraulic-platen embedment presses, available in 1-inch (25.4 mm) width increments, up to 12 multiple roller presses that use partial embedment followed inches (305 mm), and lengthwise in 1 i/4-inch (31.7 mm) by full-embedment rollers, or combinations of partial multiples. See Figure 1 of this report for details. embedment roller presses and hydraulic-platen presses RM !CC ES F.valrration Reports are not to be consovred as representing aesthetics or any other attributes not speciTm!!y addressed,nor are rhev to be construed as an endorsement of hee subject aJ'rhe report ora recommendation fa'its use.There is no warranty k,ICC E,'nhration Service,Inc.,express or implied.as 911- !o end!tirrdtng a other nraaer in Phis r eprn t,or as ro arly product covered by the report. wr¢Pagg f e i of 5 Copyright 0 2009 ESR-1311 I Most Widely Accepted and Trusted Page 2 of 5 that feed trusses into a stationary finish roller press. 5.4 The design values(lateral resistance values, effective Trusses must be assembled within the tolerances provided tension strength ratios, and effective shear resistance by the Truss Plate Institute's Quality Criteria for Metal Plate ratios) used in the design of trusses, using MiTek® Connected Wood Trusses, shown as Section 4 in Industries metal truss connector plates, must not ANSIITPI 1 National Design Standard for Metal Plate exceed those listed in Tables 1 and 2 of this report. Connected Wood Truss Construction. load combination reductions must be in accordance with the applicable code. 4.2 Allowable Design Values: 5.5 All lumber used in the fabrication of trusses using Allowable design values for MiTek°metal truss connector MiTek® Industries metal truss connector plates must plates to be used in the design of metal plate connected be graded in compliance with the applicable building wood roof and floor trusses are shown in Tables 1 and 2 of code and must have a moisture content not this report. Allowable design values are applicable when exceeding 19 percent at the time of assembly. Wet the connection is made with identical plates on opposite service factors from ANSIITPI 1 Section 6.4.5 must be sides of the joint. This evaluation report is limited to the applied to the table values when the lumber moisture evaluation of connection capacity of the MiTek°metal truss content exceeds 19 percent. Allowable values shown connector plates listed in this report. The design, in the tables of this report are not applicable to metal manufacture, and installation of trusses employing the connector plates embedded in either fire-retardant- truss plates has not been evaluated. treated lumber or preservative-treated lumber. 5.0 CONDITIONS OF USE 5.6 Metal truss connector plates must be installed in The MiTek® Industries metal truss connector plates pairs,on opposite faces of truss members. described in this report comply with, or are suitable 5.7 Galvanized G60 metal truss plate connectors subject alternatives to what is specified in, those codes listed in to corrosive environments must be protected in Section 1.0 of this report, subject to the following accordance with Section 6.5 of ANSIITPI 1. conditions: 5.8 MiTek° metal truss connector plates are 5.1 This evaluation report and the manufacturer's manufactured in Saint Charles, Missouri; Phoenix, published installation instructions, when required by Arizona; Tampa, Florida; Edenton, North Carolina; the code official, must be submitted at the time of and Bradford, Ontario,Canada. permit application. In the event of a conflict between 6.0 EVIDENCE SUBMITTED the manufacturer's published installation instructions 6.1 Data in accordance with the National Design and this document, the instructions in this document Standard for Metal Plate Connected Wood Truss govern. Construction,ANSIITPI 1-2002. 5.2 Each application for a building permit, using these 6.2 Manufacturer's descriptive literature. metal truss connector plates, must be accompanied 6.3 A quality control manual. by documentation showing that the design, manufacture, and proposed installation conforms with 7.0 IDENTIFICATION the requirements of the applicable code. The MiTek®connectors are identified by an imprint of the 5.3 This report establishes plate design values only. For plate name embossed into the surface of the plate (for items not covered by this report, such as truss design, example, the M-16 plate is embossed"M-16").Additionally, fabrication, quality assurance and special inspection, boxes containing the connector plates must be labeled with refer to ANSIITPI 1, engineering drawings and the the MiTek° Industries name, the metal connector plate applicable code. model, and the evaluation report number(ESR-1311). ESR-1311 I Most Widely Accepted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC-PLATEN EMBEDMENT'(Ib/in2/PLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND MII 16 Douglas fir-larch 0.5 176 121 137 126 Hem-flr 0.43 119 64 102 98 Spruce-pine-fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and MII 20 Douglas fir-larch 0.5 220 195 180 190 Hem-fir 0.43 185 148 129 145 Spruce-pine-fir 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 M-20 HS,MII 20 HS and MT20HS Douglas fir-larch 0.5 165 146 135 143 Hem-flr 0.43 139 111 97 109 Spruce-pine-fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI:1 lb/in 2=6.9 kPa. NOTES: 'Tooth holding units=psi for a single plate(double for plates on both faces when applying to area on only one face). To achieve values,plates must be installed on opposite sides of joint. 2AA=Plate parallel to load,wood grain parallel to load EA=Plate perpendicular to load,wood grain parallel to load AE =Plate parallel to load,wood grain perpendicular to load EE =Plate perpendicular to load,wood grain perpendicular to load 'All truss plates are pressed into the wood for the full depth of their teeth by hydraulic-platen embedment presses,multiple roller presses that use partial embedment followed by full-embedment rollers,or combinations of partial embedment roller presses and hydraulic-platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES' PROPERTY M-16 AND MII 16 M-20 AND MII 20 M-20 HS,Mil 20HS AND MT20HS FORCE Efficiency JPoundsl inch/Pair Efficiency Pounds/inchlPair Efficiency Pounds/inch/Pair DIRECTION of Connector of Connector of Connector Plates I Plates Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)2 Tension @ 0' 0.70 2012 0.50 880 0.59 1505 Tension @ 90° 0.361 1013 0.47 820 0.48 1219 Tension Values in Accordance with TPI-1 with a Deviation(see Section 5.4.9(e)1) Maximum Net Section Occurs over the Joint' Tension @ 0° 0.68 1945 0.62 1091 0.67 1716 Tension @ 90° 0.30 849 0.48 811 0.52 1321 Shear Values Shear @ 0° 0.54 1041 0.49 574 0,43 761 Shear @ 30° 0.61 1173 0.63 738 0.61 1085 Shear @ 60° 0.73 1402 0.79 936 0.67 1184 Shear @ 901 0.55 1055 0.55 645 0.45 792 Shear @ 120° 0.48 914 0.42 490 0,34 608 Shear @ 150` 0.35 672 0.46 544 0.3 537 For SI: 1 lb/inch=0.175 N/mm, 1 inch=25A mm. NOTES: 'Minimum coated thickness is 0.0356 inch(0.904 mm)for 20 gage;or 0.0575 inch(1.461 mm)for 16 gage in accordance with Section 4.3.4 of ANSIITPI 1.Minimum coaling thickness for G60 is 0.0010 inch(0.025 mm),total,for both sides in accordance with Section 4.3.6 of ANSI/TPI. ZMinimum Net Section-A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation.For these plates, this line passes through a line of holes. 'Maximum Net Section- A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates,this line passes through a section of the plate with no holes. ESR-1311 Most Widely Accepted and Trusted Page 4 of 5 h L rn 4 1 !1 V1 L F .._j Ll L.1 T Li F U aL_ Li U, Lj L FJ l� � , r, F7 ------------ M-16, M1116 Q� 25, 0 24-C.- 0 1_n' ...2trjlFj 6 4 7771,.E 12.mal � �t 5i U P, C. r Uo T 01 V_ 0-D U 0 10 0 M-20, M1120 FIGURE DIMENSIONS OF MiTEK CONNECTOR PLATES(in inches) ESR-1311 I Most Widely Accepted and Trusted Page 5 of 5 12, ca 2 t�3 S C 3 3�2 mm 6 t mm 7 -.rT-. 9 2 7,7.. ............... n 71 FJ Lj M-20 HS, Mll 20 HS) MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES(in inches)(Continued) ;�`�+�.� x 3 we:�r,..e- - 's s?r'> �h•"� � .�T # Mr '!'C 'v. ''{ Y -:�Jar r af'• �s5t7 r�• rah'+ .t ' � .5 .+-}. Y. }•% x'_ ry,� _ j a:r _ j.. i+•;•'•, z � i !e �' f • r.. ! �. •,..,:.ti..��r,is � :.r:=::::�.�.;r �- %rf �' ff ' ff 'f f • • • � f f � rs s r` y y• rtIN x s es f °(� It '410 � � ♦ yeti � :. le �� �-, � a'��l+y r ,k \ :•+,{, r'C{ ��S-_ �C' �Y -1 �;r �1f� -- �,._ 4 �k"� -.s '{ ••-.. i, �`7�� 7• - s.+l.�n ^G. ' •b,..h.. Y:.(r..•s...7 _ 't:Y<...4+. ^� CompuTrus, �n�. Manufacturing Engin6etmg Computer Systems WARNINGS- 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. All lateral force resisting elements such as temporary and permanent bracing must be de- signed by designer of complete structure. CompuTrus assumes no responsibility for such bracing. 4, No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in SCSI, copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This truss design is adequate for the design parameters shown. Revlew and approval is the responsibility of the building designer, not the truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at 2' and 10'o.c respectively unless braced throughout their length by continuous sheathing such as plywood sheathing (TC) and/or drywall (BC). 3. 2x Impact bridging or lateral bracing required where shown+ +. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic design values of the CompuTrus Plate see ESR-2529 (CompuTrus) and/or ESR- 1311, ESR-1988(MiTek). u Cr 1cP a/31171 C❑cnpuTr us , Inc. oN 10370 Hemet Street Suite#200,Riverside,CA 92503 (909)343-1302 Fax (909) 343-3180 Compression web bracing shown on CompuTrus designs is to resist buckling of those webs. An alternate method to brace 10 / 2x4 bracing shown on a single member truss is to attach "T" bracing. T bracing]is a 2x member placed flat on the web as shown in the figures. 1-lx3/2x4 Brace Required 2 or 3-lx3/2x4 Braces Shown See appropriate CompuTrus See appropriate CompuTrus Engineering Engineering 2x4 T Brace 2x6 T Brace 2x4 T Brace _Web o--Web �-1Fdcb The T brace must be at least 80% of the web length and is attached with 8d nails at 3" o.c. throughout. If a 2x4 or 2x6 web requires a single brace, a 20 T brace.may be substituted. If-a 2x4 or 2x6 web requires 2 or 3 braces, a single 2x6 T brace or a 2x4 T brace attached to the top and bottom of the web may be substituted. The T brace(s) must be of equal or better material than the web. Mssrphr. IPR'•CAS ,. m t XP.3131111 sT ✓(i N6t�� �T�Q�CALtiF4� ®rnpu�r° is, Inc. I '.',':eet Suite#200,Riverside,CA 92503 (909) 343-1302 Fax (909)343-31�.J h.fP Compression web bracing shown on CompuTrus designs is to resist buckling of those webs. An alternate method to brace 10 /2x4 bracing shown on a double member truss is to attach"T"bracing. T bracing is a 2x member placed flat on the web as shown in the figures. 1-W/2x4 Brace Required 2 or 3-Jx3/2x4 Braces Shown See appropriate CompuTrus See appropriate CompuTrus Engineering Engineering 2x4 T Brace 2x6 T Brace 2 x 4 T L,race «`ebs Webs —�l%el,s The T brace must be at least 80% of the web length and is attached with 8d nails at 3" o.c. throughout. If a 2x4 or 2x6 web requires a single brace, a 2x4 T brace may be substituted. If a 2x4 or 2x6 web requires 2 or 3 braces, a single 2x6 T brace or a 2x4 T brace attached to the top and bottom of the web may be substituted. The T brace(s) must be of equal or better material than the web. 91 CA lu M Lr. � "EX. P. 3131113 . OF t,pLtE AIML �CompuM-us. Inc. : Manufactuc ing Engineering Con)Pater Systems Gable end trusses that have been designed to support vertical and/or setsintc loads sometimes require that their top chords be notched for outlookers. These types of trusses have come under increased scrutiny by the building departments and their field inspectors. The top chord is a critical component in the truss and considerations must be made during the design process to prevent repairs later. Several options are listed below. Option 1: For 2x4 Outlookers ° For 2x4 Outlookers. Requires 2x4 blocking be outlookers. Do not cut into heel plate Option II: For 4x2 Outlookers ° For 4x2 outlookers. Notches must be cut with care. C .5x2.6 @ 36" No blocking required. Same cutting as for common. rl: ! Do not cut into heel plate ° Shim let-ins at each end for full bearing. Option III: For 4x2 Outlookers - Span< 24'-0" For 4x2 outlookers. 4x2 blocking between outlookers required. 1-1/2 Option IV: For 4x2 Outlookers with full 4x2 notches must be cut with care. continuous bearing, studs at 16" o.c., and ° No extra measures required. sheathing material attached to one face �n f3F CAl IBC 20061 CBC 200'7 {L : \\ { Ld 2q � ­�-- § ° zw �z � 3 U)) to�� uj f )7 LAJ ¥§ § ul nw LIN � \ ; 0- , Red §§ }Qp§k � zo§ma en § r,[ I j �¢�\U � | zk'wCLo 5 | < j� o `\ � . �2\ �\ oa \ !k ) \ujB }k () [ .W 00 to § §}\ & e CO . /}� §� K;) )� . � -Q: 4 }— b ` j\ E) ) CL 0 « § \ a ] \ \ § � a kk ° Rs 2 w & . \ � 2 r ) e m \ m u k u . \ Liijm-.. ) \ E o /o « § e 0 0 _ ¥ � § } . � | G Li e \ ; d\f [ \ ' a !` EE ) \ }§ \\ . % $; §2 6 ' 2 22 k z ) co k § §� o f . § i cr \ § o &So ...--� 2 E L"" ! 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M m CO p V LL LL LL �� .rol W x �- •�- H AO0 R2ap �� �r CO ® MNNN aWW Z YmM co F .2!! UO L" LLl 5 LJJ tr .pJ IU-mr Hm O C4U� C' }- C]C) Cn I- 56-00-00 CUSTOMER: Ted Thompson 4-0�-00 � DEVELOPER: 0/B PROJECT: Garage / Shop LOCATION, Lake Elsinore ----------------------------------------- GENERAL LAYOUT NOTES: ORIG GATE A2 CA 2 91O NUMBER: M12191 1112110 --------------------------------------- 1 . Truss spacing is 24" O.C. U.N.O. 2. Truss loading is tile. 3 Roof pitch is 5. 12 U_N.0. 82 B2 4. - - - denotes vault ceiling areas _ -- with a O: 12 interior pitch U.N.O. `n 5. 24" overhangs typical U.N.O. 6. All dimensions to be verified In prior to fabrication. 7. Bottom chord of truss must not come in contact with interior 4 non-bearing walls. 8. Recommended hangers are Simpson or equal checked for vertical loads only and must be approved by the Q o engineer of record. I o � 9. Hangers are supplied by others. UD 10. See all "Warnings" and "General Notes" on truss engineering for j important details prior to any e �5Es81p erecting or loading of trusses. weS4 1pm Est 11 . Truss framing plan refers to �y ~~ t y location & vertical loading of trusses ONLY! Lateral loads, .42265 diaphram nailing, conv. framing P.3-31-12 hangers, connections, & support ALs/ designs by project architect or 0f1 engineer of record. No review or inspection of these items are implied. 12. Girder trusses OO NOT resist any j drag force on a supported span which is perpendicular on the face of the girder. Transfer and support of this drag force is by others. DRAWN BY: Bill @ CALIFORNIA. TRUSS „ , Copyright (c) CompuTrus inc. m iP it GEp�ERAL, NOTES NOTES GENERALES !S HOISTING RECOMMENDATIONS FOR TRUSS BUNDLES STEPS TO SETTING TRUSSES RESTRAINT&BRACING FOR 3x2 AND 4x2 SDEC EL CHORD TRUSSES Trusses are not marked In any way to identify the Los trusses no estan marcados de ningiin modo que RESTRICCIDN Y ARRIDSTRE PARR TRUSSES DE CUERDAS PARacing 3X2 Y 4X2 RECOMENDACIONES PARR LEVANTAR PAQUETES DE TRUSSES LAS ME'DIDAS DE LA INS]"ALACION DE LO.S TRUSSES 10'(3 mi ail Diagonal bracing r s frequency or location of temporary lateral restraint identifiquelafrecuenciaolocalizacronderestriccidnlatera! o every 1 diagonal bracing and diagonal bracing.Follow the recommendations yamostredbgonal temporales.Use lasrecamendaidorres DON'T overload the crane. Refer 15'(4.6 mJ" every 151russ spaces 30' for handling,installing and temporary restraining demarteJo,instaied6n,restdccOn yarriostretemporalde ® {`� 1)hl5tall ground bracing.2)Set first truss and attach securely to ground bracing.3)Set next 4 to SCFpI-1'1***for "-i;,ate = (9,1 m) and bracing of trusses.Refer to 11 )_SW _tQ. cos trusses:Vea N folleto 1!C;,j-Guia de Buena( curd NO sobrecargue la grua. I trusses with short member temporary lateral restraint(see below).4)Install top chord diagonal more information. '���_ bracing(see below).S)Install web member plane diagonal bracing to stabilize the first five Good Practice for Handling,Installing,Restraining, pI(d., tle)0_InStafaciin R�4trlfdiQIIy&1125ked&)OS � NEVER use banding to lift a bundle. trusses(see below).6)Install bottom chord temporary lateral restraint and diagonal bracing(see yea el resum*en ,f &Bracing of Metal Place Connected Wood ,TrussMJLQgra Correctades can Placas; 7"** ., BtNSI••f37 pars - �:'i'' -: :r, Tess **for more detail©d information. para fnformacl6n mks detallada. NUNt A use!as ataduras Para levantar un jf1� I below).7)Repeat process on groups of four trusses until all trusses are set. I# uete. mas infonnaci6n. -� Truss Design Drawings may specify locations of Los d bujas de tfseiro de log trusses pueden especficar paq 1)Instate Jos ardostres de trerra.2)Instale e!primero truss y ate seguramente a!an-los! de _�_ r r 9K: r r vea Apply diagonal ia onal Mace to vertical permanent lateral restraint or reinforcement for les locallzadates de restdccOn lateral permanente o ✓� A single lift point may be used for bundles with r r 9 f)9 114��vf`rr f trerra.3)Lrsfale los prdxrmos 4 trusses con restriction lateral temporal de miembro corto( pp y g _` individual truss members. Refer to file ;fir;I- refirerzo en Las miembms iridlviduales del truss.yea!a trusses up to 45'(13.7 m). 4 aba)o).4)Instate e/arriostre diagonal de la cuerda superior-(vea abajo).5)Instale arriostre webs at end of cantilever and at �/ i� *** n ro secutida' para estabilice los rimer as crnco trusses beads locations. All lateral to raintsf s - !33***far more information.All other permanent polo resumes L1L:r;1'-ts,; pare mas rnfemiad6rr. ft Two lift tots may be used for bundles with � I diagonal para cos pianos de Los rarer b s nos pa p g brads design is the responsibility of the building resto de Jos diseI de arrinstres ermanentes son la y WARf41NGt Do not over load supporting vea aba o.6 Instate!a restriccl6ri lateral temporal ardastre diagonal Para la cuerda inferior la d at least two trusses. g n9 A trusses up to 60'(18,3 m). structure with truss bundle. ( j) ) P y g designer. responsabiltdad del dise8ador del edifrcia. Use at least 3 lift points for bundles with trusses I (vea aba)o).7)Replta Este procedimlenro an grupos de cuatro trusses hasty que todos Jus `Top chord temporary lateral reslraiRt spacing shall be 19(3 m)e.c.max.for 3x2 chords o greater than 60'(18.3 1 iAD1ERTENCIA!No sobrecargue la trusses est6n Instaladas. and 151(4.6 m)o.c.for 4x2 chords. estructura a ada con e! etc de a *** Ptrede user un solo Lugar de levantar pars pO} Refer to BCSI-B2 for more information. AB�`7"/9 l C?O�►J trusses. INSTALLING 9 if.3 1 AL i ■* Out of Plana;; t ®VJARlyIp1GI The consequences of Improper paquetes de trusses pasta 45 pies. { vea et res&rnen eC51-rS2***para rr13s informacon. " f Y a, Puede user dos pumas de levantar para i✓ Place truss bundles in stable position. Tolerances for Out of Plane. OukSaf Pluil3b Max.Bow Truss Length handling,erecting,installing,restraining 4 RESTRAINT/BRACENG FOR ALL PLANES OF TRUSSES a paquetes mas de 60 pies Tolerancias para Fuera-de-Plan;:. and bracing can result in a collapse of the Puse paquetes de trusses an una posicldn RFSTRICCION ARRIOSTRF PARR TODOS PLANOS DE TRUSSES a"' 12.;i Use par k memos ices puntos de levantar para / structure,or worse,serious personal injury astable. ,' r paquetes mas de 60 pies. J' ��n Max.�Bow D150 (ft.) 19 ram 3.a m or death. {-� This restraint&bracing method Is for all trusses except 3x2 and 4x2 parallel chord trusses(PCTs). --_Length-► b �1 K See top of next column for temporary restraint and bracing of PCTs- �f �(�{ rDn r 7la" 1a.6' s iADVER7'ENCIA!Ei resultado de un ritane)O, `off "Max.Bow w---.rt L Length�I.1 'l�f G cool (0.3 m 22 ram 4.5 in) tl •. HOISTING RECOMMENDATIONS OF Esterri6tododerestrkclonyarriostreasparatodotrussesexceptotrussesIcuerdeSparalelas I t12^ 2' h" 16.7' levantamiento,instalad6n,restr1cd6n y arrisotre 4 Max.Bow incorrecto puede ser la cadda de la estructura o 1 ';"r ' RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES (PI 3x2 y 4x2.Vea to pane superior de la column para la restriction y arriostre temporal de PCTS. :I _ _ o 13 ram 0.3 m 1-ram S.f m . 4. ,. .-.- .._:._._.._._._._.._ - 314" 3' 1118 18.8 cl aun peo,heridos o meartos. � � POR L 4 NANO tJ Lan m ►�j a ' "''^ 1)TOP CHORD CUERDA SUPERIOR 0 a r Plumb 19 cool 0.9 m 29 ram 5.7 m -s- -;�;- i line p' q• 1-114" 20.8' ®(e0.!r:1,flo..GJ9 Banding and truss plates have --� ,. - a. - sharp edges.Wear gloves when handling Trusses 20' Gi%I Trusses 30' t , Tuss Span, TRp Chord 7emporani,LBteraf Restraint(TCT)R)&pacing Tolerances for 25 ram t.2 n1 32 ram 6.3 m and safety glasses when cutting banding. >, (6.1 m)or {i r ',_�„�Y (9.1 m)or ,y r - Lppgift(f(rle] taro ,, sPacfamJe(tfoXftlAfnpS(Y�I9m.Por'gl de fa Gtjerda Suprlor,;; Out-of-Plumb. 1.114• 5' 3fa" 22.9' k e less,support less,support at �- i Up to 30' (3 m)o.c.max. Tolerancias ra D160 max 32 ram f.5 m 35 ram 7.0 m 5'/_1 " t19'I Cltapas de metal tierren hordes afilados. + at peak. sorter oink. 10 pa = "`II 4 P 9.1 m Fuera-de-Womada. 1-1/2• s' 1-11z" 25.0' °i;--.? I• -_( 38 min 1.6 IT (38 min 7.6 m =di. Lteve guantes y lentes protectores cuanfib torte Las '"� I � !"' ataduras. iti t Soporte Soportc de I 30'(9.1 m)- B'(2.4 m)ox.max. 1-3/4" 7' 1-3/4" 29.2' 3 =- del pko Los - los cuartos _......._._._._ 49(13.7 m) CONSTRUCTION LOADING 45 ram 2.1 nl (45 rnm) (8.9 in HANDLHANDLING trusses de Trusses u to 20' -) de barrio los E,Trusses up to 30' -� 45' 13.7 m)- CARGA DE CONSTRUCCr6l"If 2" >_8' 2' 233.3' ING - MANE-70 20 pies �E i trusses de 30 1 9.1m I ( 6'(1.8 m)o.c.max. 51 mm 2.4m 51 min 10.1m P (b-1 m) ( ) 60'(18.3 m) DO NOT proceed with construction until all lateral i�•-" a memos. pies o memos. Trusses pasta 30 pies Avoid lateral Lending, ® 7T' g Use G.1i!?!h"s5/iy Udlice Trussess haste 20 pies 60'(18.3 m)- restraint and bracing is securely and properly in place. Evite Ja Rexion lateral. special care in culdado especial an * 4'(1.2 m)o.c.max. .NInxlDtvtrt:Sta+ik 1tolDtlt_ r p HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES 80 24.4 m) NO proceda con!a construccr6n losta que todas/as restrie fRr l t(�1,anTrussae;. - near weather or digs b eseld li cerca *Consult a Registered Design Professional for trusses longer than 60' 18.3 in). near power Tines de cables el6ctdcos o RECOMENDACIONES PARR LEVANTAR TRUSSES INDIVIDUALES * g g g ( clones laterales urn, arriostres esters colocados err forma Material Haight and airports. de aeropuertos. Cdnsulte a un Professional Regfstrado de Aiseno para trusses rnzs ` aproprada y segura. i de 60 pies. _ •,1� � Gypsum board 12"(3D5 ram) 11!� Hold each truss in position with fire erection equipment until top Chord temporary lateral restraint p ._�-/,�,- - •'- DO NOT exceed maximum static heights.Refer to BCSI-84*** is installed and the truss is fastened to the bearing points. ? 121 See BCSI•$2***.for TCTILR options. ,�yr_:.- / for more information. Plywood or ass 16"(406 mm) Sostenga cads truss an poskl6n con equipo de gnJa hasty que to rest7!rxtdn lateral temporal de!a Vea e!BCSI-32***para las options de TC1LR.ate,- ����' NO exceda Jas alturas maximas de rwrI .Vea at resumen Asphalt Shingles 2 bundles Spreader bar cuerda superior eI instaledo y at truss Est!asegurado an los soportes, t - ��;; �\, 8CS7-B4***para rrlas information. A -> ® Refer to BC9I-63*** -. '. �-�i I Concrete Block B"703 ram) (Of truss { :. \\ - s for Gable End frame re- .._ \' Using a single plc-point at the peak can damage the truss. ,+ -- `'•'� ��ti�`\ f . I":-"•• _E slramt/bracingf reinforcement _---. --- � �, - k _ .�• .� Clay 7il s high = El use de un solo Lugar an eJ pko para levantar puede information. \ \ ?,.. " pacer darTo of truss. 1 f \ \\ ..:::.-...:_, . The contractor is responsible for - _ -' �,j Para information sobre restrk= % E e kilo. properly receiving,unloading and storing 60•or less € crdn/arriostre/refuerzo para I (S) DO NOT overload small groups or single trusses. the trusses at the jobsite.Unload trusses to _ " I Armazorres Hastiales vea at 10 Repeat diagonal NO sobrecargue pequer5os grupos to trusses Individuales. l smooth wrface to prevent damage. Z Use rn er ri - Use equlpo apropiado ,v resumen BC52'-B,f *** p p g - _ �� - � - braces for each i Vane la r onsabrAdad de esP ging and hoisting para levantar •-•- se of 4 trusses. NEVER stack materials near a peak a'at mid-span. El contratista recibir,descargar y armacenar adeatarfamente equipment. improvlsar. Approx.1/2�� { Note:Ground bracing not shown for clarity. NUNCA amontorte!os matedales cerca de un Pico. Los trusses an!a obra.Dcscargue Los trusses an!a YIl truss long f Repita Jos arri- t Berra liso para prevenir at daiio. 7aghna Imo_TRUSSES UP TO 30'(9,1 m)^� g r Place loads over as many trusses as possible. 3 scurries dia onales TRUSSES r1ASTA 30 PIES para cada grupo Coloque ies cargas sobre Pantos trusses coma sea 1 WEB M EMBER PLANE-PLANO DE LOS MIEMBROS S£CUNDARIOS de 4 trusses, posrble. r �P r ! reader~`bai _ Attach 2)W Locator spreader bar 0 Position loads over load bearing walls, a N D \ f lmaxc i roe m �- Toedn �- above or stint ack m iagonal Coloque Las cargas sobre las paredes soportantes rtlid•helgh: ) bracing Truss bracing not a3 c-^ g - }_ SPreadarn rurtn LATERAL RESTRAINT ALTERATIONS ALTERACIONES �<; �� shore for clarity. 2Ja truss length Web members �•`- ,_.:, t.�kd ra a Rat 1 Tagrna SUP To60-(18.3m) _Y \ ( y & DIAGONAL BRACING : ��d``�� Refer toBcSI-8r."3* TRusse ! h - t TR(1.+SE5 NASTA 60 PIES �-� a�x -YL�S.s,;:�-... ,-c•6'svl��S� r " ,:., - ARE VERY IMPORTANT d Vea elrestrmenB!,5x••BS. Spreader bar 2r3 to tt L�J Trusses may be unloaded directly a1 the ground 314 truss lengill �I (1 _ at the time of delivery or stored temporarily In Tagpne 1 LA REsTRIi'G'II(N DO NOT cut,alter,or doll any structural member of a truss unless st contact with the ground after delivery.If trusses TRUSSES UP TO ArID OVER 60'"u a m / specifically permitted by the truss design drawing. DO NOT store NO almacene 4- 1-► Le4TERAL Y EL are to be stored horizontally for more than one T ^• es i;nsrA Y so11Re so P1Es ! ._^ / NO carte,altere o ore ran un rniemixo estructural de urr truss, 1 week, face blocking of sufficient height beneath unbraced bundles verticafinente Jos 9 P 9 g upright. trusses sueltos. ARl°°IOSTRE 's'a"I `-_;. ":: "" a rnenos que este especificamente permitido en e!dibujo del dr_<ena the stack on-center ssesat8'(2.4m)td10'(3m) g TEMPORARY RESTRAINT & BRACING `: on-center(o.c.). DIAGONAL �r Bottom chords de!truss. aµ RESTRICCION YARRIOSTRE TEMPORAL SON MUY a Los musses pueden ser desrargados drrectamente ". �� Trusses that have been overloaded during construction or altered without the Truss en el suelo on aquel momento de entrega o J Diagonal braces Manufacturer's prior approval may render the Truss Manufacturers limited warranty null and void. almacenados temporalmente an mnfacto cat e1 ® efer to BCSI-II2***For more To-; Chord Temporary IROR TA TES' every 10 truss spaces suelo despu6s de entrega.51 los trusses estaran information. Lateral Restraint 20'(6.1 m)max. Trusses que se han sobrecargado durance la construction o han slda alterados sin la autonzacldn guaidados horizontalmente para alias de una 9` 10'(3 m)-15'(4,6 m)max.Same spacing previa del Fabrkante de Trusses,pueden hater nulo y sin efecto la garantr"a tlmitada del Fabri- Saman,ponga bloqueando de altura stifimnte Vea at resunien 13C9JC-52***para rings fnfor- (ICTLR) as bottom chord lateral restraint Nate:Some chord and web members I carte de Trusses, detras de la pile de los trusses a 8 hasta 10 plies rnacr6n. ti 2x4 min. l f ) BOTTOM CHORD-CUERDA INFERIOR not shown for clarity, err centro o.c.. �,, ' y y `� sJ' Locate round braces for first truss directly ti 3) s,I` "'Contra the Component Manufacturer for more information or consult a Registered Design Professional for assistance. �` t. :.•• i To view a non-pr nt n PDF of this does ne rt,vst wwwsnrrndus-trxSRmlbl. { rror trusses stored for more than one week,cover in line with all rows of top chord temporary .F i r g Lateral Restraints-2x4x12'or (. :/.. bundles to protect from the erwiromnent• lateral restraint see table in the next column. NOTE:The truss manufzcturer and truss designer rdy on the presumption that the contractor and crane operator(ir appxcabk)are ( ) greater lapped over two trusses. ofess•onals with the ca ibiri to undertake the werk the have agreed to do on an given project If the contractor believes it needs .� _ _ -v' 1 Pr P. ty y 9r Y 9i D ) Pare trusses guarrkTdos par mas le una sernana, � DO NOT store on NO alinacene en trerra Coloque Los arr'iostres de trerra para el primer -90" f assi_lance in some aspaz of the construction prnjm,it should seer assistance Ron,a competent paM•the methods and praodures cobra los,paquetes para profegerfo5 del ambrerde• uneven ground. desigual, una de _ - - -`•� � ouumed in cols nocumem are intenacd to ensure teal the overact construction techniques employed well put the trusses into place sa>=ea. _ truss diree(amente err III con cada Bottom 6\ These recommendations for handling,instalacg,r Uan.9 and trading trusses are based upon the c Ikctive experience of leadinq •s*** las iftas de restricton lateral tee al de la - :;•,yy person net involved with truss demon,manufacture and installation,but must,due to the nature of responsbilifiI inverved,be Presented Refer ld tr.^.Sx for more detailed IMOrmafial Prof Brace first Truss chords .`:` only as a GUIDE for use b a lined bt ildmg designer or contmctar.R Is not imeuded that these recamn,endations he interpreted as pertaining to handhnc and'obsite storage of - cuerda superior(vea la tabla an la prdxinia ) or to the huJidin desgnersdesign speech bu n for handi❑ P g 'g: -securely before `, supun g g,installing,restraining and bracing trussesona it does notp tea the trusses. eolumna). //C�IF I use of other equivalent methods for re r aimnq/braarig and prowding stability for the warts,cAlumns,III roofs arid all the inte d ed P.tP,Cf10f1 of additional _ .. . _ 'ti r„reora+bn rd',g r•nmr -_--i�e Y ed n the rr,u`t'Thus;wrra and TPt r pressly disdain any responsibility for damages yea at rok o!csla**para intivinacOn mas decal- "'"' ® DD NOT walk On A2 \ l truss'$. -,4 •. '- y sing from the use,appr at on,o,rel neeoam�recommendationsandmfmmafbncontainedhemin.tads sabre el manelo y almacenado de Jos trusses "s +t unbraced trusses.en area de trabalo. -- ,; y Diagonal braces every 10 NO Gamin en trusses ` truss spaces 20'(6.1 m)max. nil,u ati sueltos. 1-m_ „� ; *(;„(_ TRUSS PLATE INSTITUTE 10'(3 m)-1S'(4.6 m) Note:Some chord and web members 6300 Enterprise i.ane"Madison,Wt 53719 218 N.Lee St,Ste.312•Alexandria,VA 22314 max. not shown for clarity. 608/274-4819"xmv.sbcindustrycom 703/683-1010 a www.tpinst.org BIWARNL1x17080828 �N. o' 6 _, a a B B 8 3 r ;,' Yf l B - ` ff a Ili ' 0 o Jf f - o f /. ' e -e r1 r or e a - ► V t: 0. Acj ..__................ ........... Lp .......... R _.__.._-._... .-........... - -------- .... - ......----------------/... ........... %k............. ...... ... ..... .a .f Ali..-.--..............�...�f� P ...._.rr..».:..-. ......,....'..-'..,mac-..�..--. ..-._...-._ 11015' I� Ir-7,,I ce p�ESS! �. .. ............. . ... -.._.. ._..._..- -.. .. COO ..... �~ ... - - -— c}2265 .3=31� -- ..._.. _ . ..._........ . _�.......— — -....... — --...__. _...._..._....._......_.._......._ ... __ --..-....._._ . ....... ---..... _........ ..... - __ -- - - ------ 4 D W. C. HOBBS, CONSULTING ENGINEER 36269 SAINT RAPHAEL MURRIETA, CALIFORNIA 92562 (951) 660-9800 Date: July 11, 2009 Project No: 09004-1 Mr. Ted Thompson 32375 Ontario Way Lake Elsinore, California 92530 Subject: Preliminary Soil Engineering Evaluation, Proposed Garage, 32375 Ontario Way, Lake Elsinore, California 92530 Dear Mr. Thompson, Pursuant to your authorization, a limited soil engineering evaluation was conducted on the subject site to determine the distribution and engineering characteristics of earth materials present in the area of proposed garage. The results of field exploration,together with the results of the laboratory tests, are summarized in the attached appendices. Additional information provided herein includes preliminary foundation design for proposed residential construction. Accompanying Maps and Appendices Plate 1, Geotechnical Map, Location of Exploration Borings Plate 2, Retaining Wall Backfill Drain Detail Attached Appendix A, Log(s)of Exploration Borings Attached Appendix B, Summary of Laboratory and Field Test Results Attached Appendix C, General Earthwork and Grading Specifications Scope of Work The scope of work performed for this study included the following: 1. Onsite observation of the eastern end of the subject site 2. Subsurface exploration and sample recovery utilizing a backhoe (extend-a-hoe) 3. Laboratory testing and engineering analysis 4. Preparation of report of findings,including conclusions and recommendations for grading and design parameters for proposed garage unit. Mr. Thompson, Preliminary Soils Evaluation, 32375 Ontario Way Page: 2 Project No: 09004-1 Site Description The site consists of a developed lot with a residence and swimming pool,as indicated in the subject, located on Ontario Way, Lake Elsinore. The site comprises 0.94 acres net. The site is walled and or fenced and contains a portable shed and other appurtenances. The topography is relatively gentle. Sloping eastward toward a channel and or easement for drainage. Maximum slopes range from 10 to 20 percent. The proposed garage unit is planned to be located at the eastern end of the site near the existing fence. The geotechnical map, Plate 1, indicates existing site features as well as the proposed garage and grading. Field Work Field work on the site consisted of observation and logging of two trenches excavated to a minimum depth of 15 feet for the purpose of recovering samples of representative earth materials for laboratory testing. The results of these tests are contained in the attached Appendix A. Additionally, a reconnaissance of the nearby area was conducted in orderto obtain information pertinentto the site. Observation of the excavations indicated that the existing earth materials consist of a relatively thin mantle of fill soils, approximately 1 to 3 feet thick, overlying native alluvial type materials. These materials are fine sandy with a low plastic silt matrix,damp to wet,with visible porosity in the alluvial materials to the extent of the trenches. Laboratory Testing The maximum dry density and optimum moisture content of the soil was determined in accordance with ASTM test designation D 1557-82. This test was conducted on a bulk sample recovered from the test trench an is intended to be a"representative"estimate of proposed fills. An expansion index test was performed on that same bulk sample and results are contained in this report. Subsequent to grading however, additional expansion index testing should be conducted on a representative sample at or near the surface of each pad at the completion of rough grading in order to determine the expansion potential of the near surface soils in the vicinity of proposed foundations and slab floor. The expansion index test should be conducted in accordance with UBC 29-2 or current applicable standards. Additional testing was conducted on samples for resistivity,corrosion,and soluble sulfate content. in place density testing was conducted on recovered samples from the trench. Also,s'r iear testing] was conducted on an "in place"sample from the vicinity beneath proposed foundations to test for bearing capacity. W. C. HOBBS,CONSULTING ENGINEER Mr. Thompson, Preliminary Soils Evaluation, 32375 Ontario Way Page: 3 Project No: 09004-1 CONCLUSIONS AND RECOMMENDATIONS Conclusions The development of the sites for single or multi-story residential construction is both feasible and safe from a geotechnical standpoint provided that the recommendations contained herein are implemented during design and construction. 1. The observed portion of the site is in a natural configuration with a small amount of fill. 2. Exploration Borings indicate a thin mantle of fill overlying alluvium. 3. Observation, classification, and testing indicate that the near surface soils have a very low expansion potential. 4. Perched water was observed in the boring but later drained away when the boring was left open. Recommendations The recommendations contained herein are contingent upon providing the services listed in the Construction section in orderto confirm design assumptions and reviewthe field conditions of any excavations for possible anisotropic properties. If subsequent observation indicates that the conditions are different than those indicated in this report, additional, or modifications to the, recommendations may become necessary. Site Grading Remedial grading will not be required, since foundations will penetrate any thin existing fills in the building area. Grading will consist of excavation and embankment in order to provide flat pads and driveways for garage construction along with appropriate drainage. Within the building area,it may not be possible to perform grading to improve the characteristics of the alluvium due to the presence of perched water. Therefor,analyses have been conducted to determine reduced bearing capacities in the building areas. All other grading and retaining wall backfills placed should be in accordance with minimum standards presented a the back of this report,Appendix C, Standard Specifications for Earthwork Construction. W. C. HOBBS, CONSULTING ENGINEER Mr. Thompson, Preliminary Soils Evaluation, 32375 Ontario Way Page: 4 Project No: 09004-1 Recommendations, continued Bearing Value and Footing Geometry A safe allowable bearing value for foundations embedded into properly compacted fill and or observed native ground is 1,000 psf. Continuous footings should have a minimum width of 18 inches and depth of 12 inches and conform to the minimum criteria of the 2007 CBC for single and or multistory construction for very low expansive soils. The use of isolated column footings is not discouraged, however, where utilized, should have a minimum embedment of 18 inches below lowest soil grade. The minimum distance of the bottom of all footings on the outside edge and the any slope face is 8 feet. Settlement The bearing value recommended above reflects a total settlement of 0.5" and a differential settlement of 0.5". Most of this settlement is expected to occur during construction and as the loads are being applied. Concrete Slabs All concrete slabs on grade should be 4 inches thick,nominal. They should be underlain by inches of sand or gravel. Areas that are to be carpeted or tiled, or where the intrusion of moisture is objectionable, should be underlain by 6 mil visqueen properly protected from puncture with an additional 1 inch of sand over it. This arrangement of materials would result in a profile downward of concrete, 1 inch of sand,6 mil visqueen,2 inches of sand and subgrade soil. Contractors should be advise thatwhen pouring during hot orwindyweather conditions,they should provide large slabs with sufficiently deep weakened plane jointsto inhibitthe developmentof irregularor unsightly cracks. Also, 4 inch thick slabs should be jointed in panels not exceeding 12 feet in both directions to augment proper crack direction and development. Reinforcement Continuous footings should be reinforced with a minimum of one number 4 steel bar placed at the top and one at the bottom. Slabs should be reinforced with a minimum of number 3 steel bars placed at the center of thickness at 18-inch centers both ways. Additional requirements may be imposed by the structural engineering design. Concrete W. C. HOBBS, CONSULTING ENGINEER Mr. Thompson, Preliminary Soils Evaluation, 32375 Ontario Way Page: 5 Project No: 09004-1 Type V concrete will not be required for the subject sites. Recommendations, continued Retaining Walls Retaining walls should be designed to resistthe active pressures summarized in the following table. The active pressure is normally calculated from the lowermost portion of the footing to the highest ground surface at the back of the wall. The active pressures indicated in the table are equivalent fluid densities. Walls that are not free to rotate or that are braced at the top should use active pressures that are 20% greater than those indicated in the table. RETAINING WALL DESIGN PRESSURES Slope of Active Pressure Passive Pressure adjacent ground LEVEL 30 pcf 250 pcf 2:1 40 pcf 200 pcf These pressures are for retaining walls backfilled with non-cohesive,granular materials and provided with drainage devices such as weep holes or sub-drains to prevent the build-up of hydrostatic pressures beyond the design values. It is imperative that all retaining wall backfills be compacted to a minimum of 90 percent relative compaction in order to achieve their design strength. Failure to provide proper drainage and minimum compaction may result in pressures againstthe wall that will exceed the design values indicated above. Surface waters should be directed away from retaining wall backfill areas so as not to intrude into the backfill materials. A detail of the drain at the back of the retaining wall is attached to the back of this report. Lateral Loads The bearing value of the soil may be increased by one third for short duration loading (wind, seismic). Lateral loads may be resisted by passive forces developed along the sides of concrete footings or by friction along the bottom of concrete footings.The value of the passive resistance for level ground may be computed using an equivalent fluid density of 350 pcf for level ground. The total force should not exceed 3,000 psf. A coefficient of friction of.40 may be used forthe horizontal soil/concrete interface for resistance of lateral forces. If friction and passive forces are combined, then the passive values should be reduced by one third. W. C. HOBBS,CONSULTING ENGINEER Mr. Thompson, Preliminary Soils Evaluation, 32375 Ontario Way Page: 6 Project No: 09004-1 Recommendations, continued Fine Grading Fine grading of areas outside of the residence should be accomplished such that positive drainage exists away from all footings in accordance with CBC 2007 and local governing agency requirements. Run-off should be conducted off the property in a non erosive manner toward approved drainage devices per approved plans. Construction A soil engineer should be present during all earthwork construction in accordance with the standard specifications contained at the back of this report,to test and or confirm the conditions encountered during this study. Subsequent to grading, it is recommended to have the foundation excavations observed by a soil engineer prior the placement of construction materials in them as consequential changes and differences may exist throughout the earth materials on the site. It maybe possible that certain excavations may have to be deepened slightly if earth materials are found to be loose or weak during these observations. Seismic Considerations Seismic Parameters (minimums)are as follows: seismic design category D SS 1.697 S,= 0.6075 SDS= 1.131 Sp,= 0.608 Supplemental Recommendations If at anytime during grading or construction on this site, conditions are found to be different than those indicated in this report, it is essential that the soil engineer be notified. The soil engineer reserves the right to modify in any appropriate way the recommendations of this report if site conditions are found to be different than those indicated in this report. W. C. HOBBS. CONSULTING ENGINEER Mr. Thompson, Preliminary Soils Evaluation, 32375 Ontario Way Page: 7 Project No: 09004-1 CLOSURE This evaluation was performed in accordance with generally accepted engineering practices. The conclusions and recommendations contained in this report were based on the data available and the interpretation of such data as dictated by our experience and background. Hence,our conclusions and recommendations are professional opinions;therefore, no other warranty is offered or implied. The opportunity to be of service is appreciated. Should questions or comments arise pertaining to this document, or if we may be of further service, please do not hesitate to call our office. Respectfully Submitted, W. C. HOBBS, CONSULTING ENGINEER WWAMKoffis , l� Bill Hobbs, RCE 42265 Civil Engineer Distribution: Addressee (4) Attachments: Plate 1, Geotechnical Map, Location of Exploration Borings Plate 2, Retaining Wall Backfill Drain Detail Appendix A- Log of Exploration Borings Appendix B- Summary of Laboratory and Field Test Results Appendix C- General Earthwork and Grading Specifications W. C. HOBBS, CONSULTING ENGINEER N 53'28'5V,, W 164.00' �J US — (691 .... s .. ..—.. ...� ... f tiff f OD Ln 4 al vo, ID O z i � ! Q � \ I Urs9} 1... ...............- ....-....... ' � •; o w I— o 7 o I— a _ ao r� cc W E r LL I 'Ill Q W O r/< ...j p.:;1•,�:.:...................?,.. OOP U T' a. I 7 , , :Fri t_ Q to I �b N L 't zZ O O> co 41 Ito >� N 53'22 42" W 134.00' ���� 'a.��, �Fy 'off PROP. GRADE I3ACKFILL(ON51TE MATERIALS) COMPACTED TO 90%OR PER 501L REPORT PROP. WALL — FABRIC OR PAPER 5EPARATOR FOOTING MIRAfI 140 NX OR SIMILAR 5LA5 FLOOR 51NGLE 51ZE DRAIN ROCK f/2"-3/8° / I CU. PT. PER LINEAR FOOT :` ♦ 4"DIA PERFORATED DRAIN PIPE HOLE5 DOWNWARD "f DETAIL NO SCALE Qx"OFL'SSI% AM NO. 42265 EXP. 3-31-10 ctVIL � T� OF CAL 0() PREPARED C. HOBBS, CONSULTING ENGINEER RETAINING WALL. SUBDRAIN 36269 SAINT RAPHAEL DRIVE TED THOMPSON PROJECT 09004-1 MURRIETA, CALIFORNIA 92562 32375 ONTARIO WAY 951-660-9800 LAKE ELSINORE, CALIFORNIA 92530 APPENDIX A LOG OF EXPLORATION TRENCHES W.C.HOBBS,CONSULTING ENGINEER TRENCH1 Log of exploratory excavation: top elevation 1267 0'-2' FILL, (SM) tan to brown slightly silty fine to coarse sand, loose to medium dense, damp. Moisture and density increasing with depth to slightly more than damp and medium dense. 2'-13' ALLUVIUM, (SM) Dark grey to grey fine sandy siltstone to sandstone, low plastic, loose to medium stiff, damp to moist. Wet at 11' Homogeneous. Massive. Observed porosity, 3%±. Bulk sample obtained in this material. Free water at 12'. Hand hole dug 1' more. Density 107.2 pcf @ 13.8% moisture @ 10' TD 13' perched water encountered @ 12'. Hole left open, perched water gone after 24 hrs. TRENCH 2 Log of exploratory excavation: top elevation 1269 0'-3' FILL, (SM)colluvium and or alluvial materials, tan to brown slightly silty fine to coarse sand, loose to medium dense, damp. Moisture and density increasing with depth to slightly more than damp and medium dense. 3'-15' ALLUVIUM, (SM) Grey to Tan slightly very fine sandstone with low plastic silt matrix, loose, moist to very moist with depth. Homogeneous. Massive. Bulk Sample recovered for testing. Porosity observe 2% -4%±. Density 105.1 pcf @ 14.2% moisture @ 11' TD 15' no free standing water encountered. exploration boring left open. Hole backfilled after 24 hours. W. C. I-IOBBS, CONSULTING ENGINEER APPENDIX B SUMMARY OF TEST RESULTS W.C.HOBBS,CONSULTING ENGINEER APPENDIX B SUMMARY OF MAXIMUM DENSITY TEST RESULTS Curve Soil Maximum Optimum Letter Description Density pcf Moisture % A SAND, fine to med., Silty 122.7 11.8 Tan to grey (SM)(ML) Maximum density and optimum moisture determined in accordance with test method ASTM D 1557-78. EXPANSION INDEX TESTING Expansion Index= 9 UBC 29-2 Expansion Classification= VERY LOW SHEAR TESTING Angle of internal friction 21 degrees cohesion intercept 350 psf MISCELLANEOUS TESTING ph test results = 7.4 S-1.10W.S. Resistivity = 1170 ohm/cm SM 2520B Sulfate = 22 ppm Ion Chromatagraph W. C. HOBBS,CONSULTING ENGINEER APPENDIX C GENERAL EARTHWORK AND GRADING SPECIFICATIONS W. C.HOBBS,CONSULTING ENGINEER GENERAL EARTHWORK AND GRADING SPECIFICATIONS 1.0 GENERAL INTENT These specifications present general procedures and requirements for grading and earthwork as shown on the approved grading plans, including preparation of areas to be filled,placement of fill,installation of subdrains,and excavations.The recommendations contained in the geotechnical reportare a part of the earthwork and grading specifications and shall supersede the provisions contained hereinafter in the case of conflict.Evaluations performed by the consultant during the course of grading mayresultin newrecommendationsofthegeotechnical report. 2.0 EARTHWORK OBSERVATION AND TESTING Prior to the commencement of grading, a qualified geotechnical consultant (soils engineer and engineering geologist, and their representatives)shall be employed for the purpose of observing earthwork and testing the fills for conformance with the recommendations of the geotechnical report and these specifications. It will be necessary that the consultant provide adequate testing and observation so that he may determine that the work was accomplished as specified.It shall be the responsibility of the contractor to assist the consultant and keep him apprised of work schedules and changes so that he may schedule his personnel accordingly. It shall be the sole responsibility of the contractor to provide adequate equipment and methods to accomplish the worts in accordance with applicable grading codes or agency ordinances, these specifications and the approved grading plans. If in the opinion of the consultant, unsatisfactory conditions,such as questionable soil,poor moisture condition,inadequate compaction,adverse weather,etc.,are resulting in a quality of work less than required in these specifications, the consultant will be empowered to reject the work and recommend that construction be topped until the conditions are rectified, Maximum dry density tests used to determine the degree of compaction will be performed in accordance with the American Society of Testing and Materials tests method ASTM D 1557-78. 3.0 PREPARATION OF AREAS TO BE FILLED 3.1 Clearing and Grubbing:All brush,vegetation and debris shall be removed or piled and otherwise disposed of. 3.2 Processing:The existing ground which is determined to be satisfactory for support of fill shall be scarified to a minimum depth of 6 inches. Existing ground which is not satisfactory shall be over excavated as specified in the following section. Scarification shall continue until the soils are broken down and free of large clay lumps or clods and until the working surface is reasonably uniform and free of uneven features which would inhibit uniform compaction. 3.3 Over excavation:Soft,dry,spongy,highlyfractured orotherwise unsuitable ground,extending to such a depth thatthe surface processing cannot adequately improve the condition,shall be over excavated down to firm ground,approved by the consultant. 3.4 Moisture Conditioning:Over excavated and processed soils shall be watered,dried-back,blended,and/or mixed,as required to attain a uniform moisture content near optimum. 3.5 Recompaction:Over excavated and processed soils which have been properly mixed and moisture-conditioned shall be recompacted to a minimum relative compaction of 90 percent. 3.6 Benching:Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical units),the ground shall be stepped or benched.The lowest bench shall be a minimum of 15 feet wide,shall be at least 2 feet deep,shall expose firm material,and shall be approved by the consultant.Other benches shall be excavated in firm material for a minimum width of 4 feet.Ground sloping flatter than 5: 1 shall be benched or otherwise over excavated when considered necessary by the consultant. 3.7 Approval:All areas to receive fill,including processed areas,removal areas and toe-of--fill benches shall be approved by the consultant prior to fill placement. W. C. HOBBS,CONSULTING ENGINEER 4.0 FILL MATERIAL 4.1 General: Material to be placed as fill shall be free of organic matter and other deleterious substances,and shall be approved by the consultant.Soils of poor gradation,expansion,or strength characteristics shall be placed in areas designated by consultant or shall be mixed with other soils to serve as satisfactory fill material. 4.2 Oversize:Oversize material defined as rock,or other irreducible material with a maximum dimension greater than 12 inches,shall not be buried or placed in fills,unless the location,materials,and disposal methods are specifically approved by the consultant.Oversize disposal operations shall be such that nesting of oversize material does not occur,and such that the oversize material is completely surrounded by compacted or densified fill.Oversize material shall not be placed within 10 feet vertically of finish grade or within the range of future utilities or underground construction,unless specifically approved by the consultant. 4.3 Import: If importing of fill material is required for grading,the import material shall meet the requirements of Section 4. 1. 5.0 FILL PLACEMENT AND COMPACTION 5.1 Fill Lifts:Approved fill material shall be placed in areas prepared to receive fill in near-horizontal layers not exceeding 6 inches in compacted thickness.The consultant may approve thicker lifts if testing indicates the grading procedures are such that adequate compaction is being achieved with lifts of greater thickness.Each layer shall be spread evenly and shall be thoroughly mixed during spreading to attain uniformity of material and moisture in each layer. 5.2 Fill Moisture: Fill layers at a moisture content less than optimum shall be watered and mixed, and wet fill layers shall be aerated by scarification or shall be blended with drier material. Moisture-conditioning and mixing of fill layers shall continue until the fill material is at a uniform moisture content or near optimum. 5.3 Compaction of Fill:After each layer has been evenly spread,moisture conditioned,and mixed,it shall be unifon-rily compacted to not less than 90 percent of maximum dry density.Compaction equipment shall be adequately sized and shall be either specifically designed for soil compaction or of proven reliability,to efficiently achieve the specified degree of compaction. 5.4 Fill Slopes: Compaction of slopes shall be accomplished, in addition to nomnal compacting procedures, by backfilling of slopes with sheepsfoot rollers atfrequent increments of to 3feet in fill elevation gain,or by other methods producing satisfactory results.Atthe completion of grading,the relative compaction of the slope out to the slope face shall be at least 90 percent. 5.5 Compaction Testing:Field tests to check the ill moisture and degree of compaction will be performed by the consultant.The location and frequency of tests shall be at the consultants discretion. In general,the tests will be taken at an interval not exceeding 2 feet in vertical rise and/or 1,000 cubic yards of embankment. 6.0 SUBDRAIN INSTALLATION Subdrain systems,if required,shall be installed in approved ground to conform to the approximate alignment and details shown on the plans or herein.The subdrain location or materials shall not be changed or modified withoutthe approval of the consultant.The consultant,however, may recommend and upon approval,direct changes in subdrain line,grade or material.All subdrains should be surveyed for line and grade after installation,and sufficient time shall be allowed for the surveys,prior to commencement of filling over the subdrains. W. C. HOBBS,CONSULTING ENGINEER 7.0 EXCAVATION Excavation and cut slopes will be examined during grading. If directed by the consultant,further excavation or over excavation and refilling of cut areas shall be performed,and/or remedial grading of cut slopes shall be performed.Where fill-over-cut slopes are to be graded,unless otherwise approved,the cut portion of the slope shall made and approved by the consultant prior to placement of materials for construction of the fill portion of the slope. 8.0 TRENCH BACKFILL 8.1 Supervision:Trench excavations for the utility pipes shall be backfilled under engineering supervision, 8.2 Pipe Zone:After the utility pipe has been laid,the space under and around the pipe shall be backfilled with clean sand or approved granular soil to a depth of at least one foot over the top of the pipe.The sand backfill shall be uniformly jetted into place before the controlled backfill is placed over the sand. 8.3 Fill Placement:The onsite materials,orothersoils approved bythe engineer,shall be watered and mixed as necessary priorto placement in lifts over the sand backfill. 8.4 Compaction:The controlled backfill shall be compacted to at least 90 percent of the maximum laboratory density as determined by the ASTM compaction method described above. 8.5 Observation and Testing:Field densitytests and inspecfion of the backfill procedures shall be made bythe soil engineerduring backfilling too see that the proper moisture content and uniform compaction is being maintained.The contractor shall provide test holes and exploratory pits as required by the soil engineer to enable sampling and testing. W. C. HOBBS,CONSULTING ENGINEER