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HomeMy WebLinkAbout2500 EL CAMINO REAL; ; CB062631; Permit09-07-2007 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No Building Inspection Request Line (760) 602-2725 CB062631 Job Address Permit Type Parcel No Valuation Occupancy Group Project Title Applicant RHL DESIGN 2401 E KATELLA AVE ANAHEIM CA 92806 2500 EL CAMINO REAL CBAD COMMIND Sub Type COMM 1670303200 Lot# 0 Status ISSUED $246,69500 Construction Type NEW Applied 09/15/2006 Reference # SUP06-001 Entered By CHEVRON-BUILD NEW 2,937 SF Plan Approved 08/31/2007 STORE, 2,472 CANOPY (DEMO PERMIT SEPARTE) CB072019 Issued 09/07/2007 Inspect Area Plan Check# Owner KELLY RICHARD C TR&KELLY ROBERT P TR C/0 CHEVRON TEXACO PROPERTY TAX D PO BOX 1392 BAKERSFIELD CA 93302 MDP Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot Water Con Fee Meter Size Add'l Pot Water Con Fee Reel Water Con Fee $999 32 Meter Size $0 00 Add'l Reel Water Con Fee $649 56 Meter Fee $0 00 SDCWA Fee $0 00 CFD Payoff Fee $5181 PFF (3105540) $0 00 PFF (4305540) $000 License Tax (3104193) $000 License Tax (4304193) $000 Traffic Impact Fee (3105541) $000 Traffic Impact Fee (4305541) $0 00 PLUMBING TOTAL $0 00 ELECTRICAL TOTAL $120 00 MECHANICAL TOTAL $14,40500 Master Drainage Fee D1 5 Sewer Fee $142 00 Redev Parking Fee $0 00 Additional Fees HMP Fee TOTAL PERMIT FEES $000 $420 00 $12,93900 $000 $3,840 38 $3,544 97 $000 $000 $000 $000 $21600 $61000 $5950 $000 $000 $000 $537 00 $000 $38,534 54 Total Fees $38,534 54 Total Payments To Date $38,392 54 Balance Due $142 00 BUILDING PLANS _VLIN STORAGE ATTACHED Inspector FINAL APPROVAL Date Clearance NOTICE Please take NOTICE that approval of your project includes the 'Imposition" of fees dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack, review set aside void or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes nor planning zoning grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad, CA 92008 PLAN CHECK NO EST VAL 1. ^PROJECT INFORMATION IT Plan Ck Deposit Validated By Date , I/ c Address (include Bldg/Suite #)Business Name (at this address) Legal Description Lot No Subdivision Name/Number Unit No Phase No Total # of units Assessor s Parcel #oo Description of Work Q FT 2 CONTACT PERSON (if different from 6#9<3 licant) Stories # of Bedrooms of Bathrooms Name Address I < tor*/ City __ .....^ __ -«... «^V I—I '- "" XfcC-5/ 'KAPPLICANT LJ, Contractor Q^Agent for Contractors' Q Owner ::iij?^4fient for Owner s _-* .- / —«. _/ Address * . _ ** _ * City „ State/Zip Telephone # '-^U& Fax # Name 4 PROPERTY OWNER State/Zip Telephonfe # Pfrx -?I4 4Sb-QQS' Address C'tV State/Zip Telephone #Name B CONTRACTOR - COMPANY NAME (Sec 7031 5 Business and Professions Code* Any C"ity or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor s License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom and the basis for the alleged exemption Any violation of Section 7031 5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500!) ,f •4-Name State License # Address License Class City State/Zip City Business License # / elephone # «^7|^// Designer Name ' Address City State/Zip Telephone State License # \V T^u? | 6 .WORKERS'COMPENSATION w : .^M^' "'" f* ,.':- "^ 'V',^,-:^-""" ,,f =*?"' ^W : ... Workers' Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations 0 I nave and will maintain a certificate of consent to self-insure for workers compensation as provided by Section 3700 of the Labor Code for the performance of the work for which this permit is issued Qrl have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued My worker s compensation insurance carrier and policy number are Insurance Company ^•'TTA^fpr ""FL* ^T^ Policy No QO {^^^f^l ^^2~&Oj Expiration Datej (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR\ESS) Q CERTIFICATE OF EXEMPTION I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California WARNING Failuretp, secure workers compensation^iverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand doHafsT^TOpOOO) in addifjofrtqJjnVcj^V^compensation, damages as provided for in Section 3706 of the Labor code/ interest and attorney s fees SIGNATURE /^W/fa.j^fii? J //&Ty(_^^ *~ DATE S/'3//O "7 ip OWNER^UILMRp^ARATION °'®*° */ ~JT~^ ~ Mr 7 '^ ;' "' '^ 1 hereby affirm that I am exempt from the Contractor s License Law for the following reason [~| I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec 7044, Business and Professions Code The Contractor s License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale) l~l I, as owner of the property am exclusively contracting with licensed contractors to construct the project (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law) 0 I am exempt under Section Business and Professions Code for this reason 1 I personally plan to provide the major labor and materials for construction of the proposed property improvement I"] YES l~~lNO 2 I (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number) 4 I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number) 5 I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work) PROPERTY OWNER SIGNATURE DATE COMPLETE THISiSECWQN FOR NON-RESIDENTIAL BUILDING PERMITS ONLY ,;...."™ £ 7 1 ; Is the applicant or future building occupant required to submit a business plan^acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act' l~l YES j2r»NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district' ^S^VES i~l NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? l~l YES *"|cr-.NO IF ANY OF THE ANSWERS ARE YES A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY^SERVICES AND THE AIR POLLUTION CONTROL DISTRICT 8 CONSTRUCTION LENDING AGENCY j[ I/fa ,s "? S% I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097(0 Civil Code) LENDER'S NAME LENDER S ADDRESS "9 APPLICANT:iCERTIFiCATION ".,: 'V Jf> .J.i'; .J*- •,--: : : ::N;::;-.M.. :i.:i :;[,~.. > =:iii: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate I agree to comply with all City ordinances and State laws relating to building construction I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes I ALSO AGREE TO SAVE INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height EXPIRATION Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is nQimrmajnced within IjJiLdays {rora^he date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is com^r^yjpr a period^WIBCrarffMSection 106 4 4 Uniform Building Code) APPLICANT'S SIGNATURE DATE YELLOW Applicant PINK Finance ,/* BUILDING PERMIT APPLICATION City of CARLSBAD, CALIFORNIA: ,,„,,,, 1 Applicant to complete numbered spaces only .PHONE/•/.., ;., i, -• , D ADDITION D ALTERATION D REPAIR D MOVE -- REMOVE~8 Class of work 9 Descr.be work 10 Change of use from Change of use to 11 Valuation of work $ SPECIAL CONDITIONS Size of Bldg (Total) Sq F Fire Sprinklers Required Qves Sffo OFFSTREET PARKING SPACES Covered Uncovered No of Dwelling Units Special Approvals>J [j NOTICE SEPARATE PERMITS ARE REQUIRED FOR ELECTRICAL, PLUMB ING,~HEATING~ VENTILATING OR'AIR CONDITIONING THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUC- TION AUTHORIZED IS NOT COMMENCED WITHIN 60 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 120 DAYS AT ANY TIME AFTER WORK IS COM- MENCED . . _. ...... I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF-WORK WILL- BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF AfXY OTHER STATE OR LOCAL LAW REGULATINGcoq^TRucTioN (^R^TH^ PERFORMANCE OF CONSTRUCTION C*T^ ZONING HEALTH DEPT FIRE DEPT SOIL REPORT OTHER (Specify) SIGNATURE CTOR OR AUTHORIZED AGENT 7(DAT^) SIGNATURE OF OWNER (IF OWNER BUILDER)(DATE) WHEN PROPERLY VALIDATED (IN THIS SPACE) THIS IS YOUR PERMIT PLAN CHECK VALIDATION CK M O CASH PERMIT VALIDATION CK M O CASH INSPECTOR City of Carlsbad 161S F-indiy Avenue, Cirl«bi>rt CnHfnmm <)20Bn INSPECTION RECORD INSPECTION RECORD CARD WITH APPROVED PLANS MUST BE KEPT ON THE JOB CALL PRIOR TO 4 00 P M FOR NEXT WORK DAY INSPECT ION BUD DJNG INSPECTION (760) 6«2-2~2S JOB ADDRESS OWNERS NAME .. _ JOT MO SUITE _ CBOSZS31 7.500 EL CAMINO REAL CHEVRON-BUILD MEW 2.S37 SF STORE, 2 472 CANOPY (DEMO PERMIT SEPART COMMIND . COMM LoW RHL'DESIGN ST DA' CONTRACTOR APPROVED TO COVER MKIIANKAI UNDERGROUND DiiCTS f, PIPING a pi irr «/ PLEM D RFF PIPING HFAT AIRCOND SYSTFMS VENTILATING FINAL SMLfQKFINAl IN1PKTION WHEN All. Api-KOPRlATEITrMS AMOVEHAVTRFf^A "PROVEDFIMAI Slcn when Appropriate Building Rnpt nospcClron")^60) 602 2725 Fire. DepnrtfTipn (760) 602 4fiftO Phnninfj Du|)arimcnt (760) 602-4005 Building Impnrtors (/ipi-^pm) (760) 602 2700 ~S£XL CMWD SK BACK fOR SPECIAI HQItS Tyr>n of Inspection "««U.,.**fc/yN A/S UNUEKGkQUND A/5 OVPRHFAO A/S FINAL AUTO EXTINGUISHING bYtTEM MEDICAL LiAS ALAKM SVSTFM D '/7* \ air ,L<ef Intprdor _JB""7 \ J"7 ~I Nntr< . Section 5416- Health and Safety Code, Slat? of California (a) Tlicrc shall be not less than one water closet for each 20 employre;, or fractional part thprcof working at a construction ;ob site Tito water closet shall consist of a patented chemical type Mel (b) For the puiposp of this section ihc teim constiuction (.(-instruction of a building is m progress (t.) A violation of this section shall constitute a misdemeanor ih,sll mean the location, on which actual All construction or work for which a permit is required shall be subjscl lo 'inspection and all such construction or work shall remain accessible and exposed for insppction purposes until appiovcd by the mspecinr Work shali not DP donf bpy^nd Ihe point indicated in each successive inspection without firm obtaining the appioval of thf> m^p ADDITIONAL NOTES Inspection List Permit* CB062631 Type COMMIND COMM Date Inspection Item 01/24/2008 89 01/09/2008 11 01/09/2008 12 01/08/2008 11 01/03/2008 11 12/31/2007 17 12/31/2007 18 12/26/2007 14 12/26/2007 24 12/26/2007 34 12/26/200744 12/12/200766 12/10/2007 34 12/03/2007 17 11/30/2007 17 11/21/2007 17 11/21/2007 18 11/16/2007 16 11/15/2007 14 11/15/200724 11/15/200734 11/15/200744 11/14/2007 14 11/13/200731 11/08/200722 11/08/200724 11/07/2007 14 11/05/2007 13 11/05/2007 15 11/01/200761 10/31/2007 11 10/31/2007 12 10/31/2007 14 10/30/2007 14 10/30/2007 17 10/29/2007 14 10/29/2007 16 10/26/2007 14 10/26/2007 15 10/26/2007 16 10/26/2007 22 10/17/2007 13 10/17/2007 66 Final Combo Ftg/Foundation/Piers Steel/Bond Beam Ftg/Foundation/Piers Ftg/Foundation/Piers Interior Lath/Drywall Exterior Lath/Drywall Frame/Steel/Bolting/Weldm Rough/Topout Rough Electric Rough/Ducts/Dampers Grout Rough Electric Interior Lath/Drywall Interior Lath/Drywall Interior Lath/Drywall Exterior Lath/Drywall Insulation Frame/Steel/Bolting/Weldm Rough/Topout Rough Electric Rough/Ducts/Dampers Frame/Steel/Boltmg/Weldin Underground/Conduit-Winn Sewer/Water Service Rough/Topout Frame/Steel/Bolting/Weldm Shear Panels/HD's Roof/Reroof Footing Ftg/Foundation/Piers Steel/Bond Beam Frame/Steel/Bolting/Weldm Frame/Steel/Boltmg/Weldin Interior Lath/Drywall Frame/Steel/Boltmg/Weldin Insulation Frame/Steel/Boltmg/Weldin Roof/Reroof Insulation Sewer/Water Service Shear Panels/HD's Grout Inspector Act TP TP TP TP JM PY PY TP TP TP TP TP TP PC TP TP TP TP TP TP TP TP TP PY TP TP TP TP TP TP TP TP TP TP TP TP TP PC PC PC PC PC PC PA AP AP NR PA we AP AP AP AP AP AP AP PA NR AP AP AP AP AP AP AP NR PA AP AP CO we AP AP CO CO AP AP AP AP AP PA PA PA AP AP PA CHEVRON-BUILD NEW 2,937 SF STORE, 2,472 CANOPY (DEMO PERMIT S Comments FOR OCCUPANCY - ^t^^j^Ji^t^ LITE POLE BASE FTG (1 ) S W CORNER ' 7 of 8 light pole ftg COLUMNS T-CLNG CLNG LITES DUCTS TSH ENCL GROUND BOXES OK FIRE WALL N/INCL TOWER ROOF EXHAUST CONDUITS @ PUMPS - OK TO COVER WANTS TEST NEED ROOF TRUSS PROCESSED FOR APR MANSARD & TOWER TSH ENCL TSH ENCL DRAFT STOP @ EXT POP OUT CLMNS 2X12 EXT BAND OK TO COVER ROOF PARAPETS @ 1HR SECT DEL SHR WALL DBL SHR WALL ANCHORS @ PARAPOTS FLAT ROOF AREA AT PARAPET FIRE WALL EXT SHEAR DRYPAK@COL BASES Tuesday, December 16, 2008 Page 1 of 2 10/16/200717 Interior Lath/Drywall PY AP 10/15/2007 14 Frame/Steel/Bolting/Weldin TP AP 10/15/2007 16 Insulation TP AP 10/12/200711 Ftg/Foundation/Piers PD PA 10/12/200718 Exterior Lath/Drywall PD WC 10/03/200711 Ftg/Foundation/Piers TP WC 10/03/200712 Steel/Bond Beam TP AP 09/28/2007 11 Ftg/Foundation/Piers PD PA 09/27/2007 11 Ftg/Foundation/Piers TP CA 09/25/2007 11 Ftg/Foundation/Piers TP AP 09/25/200712 Steel/Bond Beam TP AP 09/25/200721 Underground/Under Floor TP AP 09/25/2007 31 Underground/Conduit-Winn TP AP WALL BEHIND COOLER 33FT SHEAR WALL @ COOLER 33FT SHEAR WALL I COOLER COLUMNS DRYPACKED BLDG SVG PER CONT ISLAND CANOPY ISLAND CANOPY W/IN BLDG FOOT PRINT W/IN BLDG FOOT PRINT Tuesday December 16, 2008 Page 2 of 2 EsGil Corporation In Partnership with government for (BuiCcCing Safety DATE 7/24/O7 a APPLICANT JURISDICTION City of Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 062631 SET IV PROJECT ADDRESS 2500 El Camino Real ~ j PROJECT NAME Chevron I | The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes [Xj The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff I | The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to XI Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted (by ) Fax # Mail Telephone Fax In Person . j-*' /wx.^ XI REMARKS 1 City to approve the special inspection program 2 City te-reVte?w evidence of Health Department approval 3 Please slip revised sheet M03 1 and utility plan (sheet 5 of 6) into city III set (at building department) — By Glen Adamek for David Yao Enclosures Esgil Corporation E3 GA [X] MB D EJ D PC 7/16/07 trnsmtldot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 *• (858)560-1468 * Fax (858) 560-1576 EsGil Corporation In (Partnership with government for (RuiCding Safety DATE 7/1O/07 a APPLICANT JURISDICTION City of Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 062631 SET III PROJECT ADDRESS 25OO El Camino Real PROJECT NAME Chevron The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes I | The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck XI The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person XI The applicant's copy of the check list has been sent to RHL Design ( Maggie Mclaughlin) 2401 E Katella Ave Anaheim , CA 92896 Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted , Maggie Mclaughlin Telephone # 714-935-0050 Date contacted 7/2/^/7(by^?) Fax # 714-935-0051 Mail \s Telephone Fax y In Person REMARKS By Glen Adamek for David Yao Enclosures Esgil Corporation IEI GA C3 MB D EJ D PC 7/2/07 tmsmUdot 9320 Chesapeake Drive. Suite 208 + San Diego, California 92123 + (858)560-1468 * Fax (858) 560-1576 City of Carlsbad 062631 7/1O/O7 RECHECK PLAN CORRECTION LIST JURISDICTION City of Carlsbad PLAN CHECK NO 062631 PROJECT ADDRESS 2500 El Camino Real SET III DATE PLAN RECEIVED BY DATE RECHECK COMPLETED ESGIL CORPORATION 7/2/07 7/1O/07 REVIEWED BY Glen Adamek for David Yao FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law A To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans B The following items have not been resolved from the previous plan reviews The original correction number has been given for your reference In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections Please contact me if you have any questions regarding these items C Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located on the plans Have changes been made not resulting from this list? QYes QNo D Please make all corrections, as requested in the correction list Submit three new complete sets of plans for commercial/industrial projects (two sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92008, (760) 602-2700 The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering & Fire Departments City of Carlsbad O62631 7/10/O7 NOTE Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete 4 City to approve the special inspection program PLUMBING AND MECHANICAL CORRECTIONS PLAN REVIEWER: Glen Adamek 1 The final set of corrected drawings to be reviewed for signing and sealing just before the permits are to be issued. Each sheet of the plans must be signed by the person responsible for their preparation, before the permits are issued Business and Professions Code 2 The City Building Official to review evidence of Health Department approval (for food service equipment) PLUMBING (2000 UNIFORM PLUMBING CODE) 5 PLEASE CORRECT THE PRIVATE SITE SEWER LINE FROM THE BUILDING TO THE PUBLIC SEWER, SHOWN ON UTILITY PLAN, SHEET 5 OF 5 OF THE GRADING PLANS: A) PROVIDE SIGNED AND SEALED SITE PRIVATE SEWER CONSTRUCTION DRAWINGS FOR THE REQUIRED CHANGES TO THE EXISTING PRIVATE SITE SEWER LINE SHOWN ON THE GRADING PLANS. B) REROUTE PRIVATE BUILDING SEWER TO NOT RUN UNDER THE FUEL ISLAND CANOPY, OR CORRECT THE FOLLOWING: 1) CLEARLY SHOW THE SEWER LINE RUNNING UNDER THE FUEL ISLAND CANOPY TO BE CHANGED TO DWV PIPING MATERIAL, APPROVED TO BE INSIDE AND/OR UNDER A STRUCTURE. 2) PROVIDE THE REQUIRED CLEANOUTS EVERY 100 FEET BETWEEN THE BUILDING AND THE PUBLIC SEWER AS PER UPC, SECTION 719.1. Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek at (858) 560-1468 To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans City of Carlsbad 062631 7/1O/O7 « ELECTRICAL PLAN REVIEW • 2002 NEC • PLAN REVIEWER: Morteza Beheshti • ENERGY CONSERVATION 1 A complete energy plan check will be preformed when completed electrical energy design has been provided THE PERSON SIGNING THE ENVELOPE, MECHANICAL AND LIGHTING SECTIONS OF PERF-1 FORM ON SHEET M03.1 IS STILL NOT THE SAME "PRINCIPAL DESIGNER" SIGNING THE CONSTRUCTION DRAWINGS. PLEASE CORRECT THE FOLLOWING: a) LARRY G. TIDBALL IS THE LICENSED "PRINCIPAL DESIGNER" SIGNING THE ARCHITECTURAL DRAWINGS AND MUST SIGN THE PERF-1 FORM ON SHEET M03.1 AS THE PRINCIPAL ENVELOPE b) ALI GHODSI IS THE LICENSED "PRINCIPAL DESIGNER" SIGNING THE ELECTRICAL DRAWINGS AND MUST SIGN THE PERF-1 FORM ON SHEET M03.1 AS THE PRINCIPAL LIGHTING DESIGNER. Note: If you have any questions regarding this Electrical or Energy plan review list please contact Morteza Beheshti at (858) 560-1468 To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans END EsGii Corporation In Partnership with government for (BuiCding Safety DATE 6/7/07 a AP-PU^ANTcQuRis^J JURISDICTION City of Carlsbad a PLAN REVIEWER Q FILE PLAN CHECK NO 062631 SET II PROJECT ADDRESS 2500 El Camino Real PROJECT NAME Chevron The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person IX] The applicant's copy of the check list has been sent to RHL Design ( Maggie Mclaughlin) 2401 E Katella Ave Anaheim , CA 92896 Esgil Corporation staff did not advise the applicant that the plan check has been completed X] Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Maggie Mclaughlin Telephone # 714-935-0050 Date contacted (fhl&l (by frtf Fax # 714-935-0051 Mail ^Telephone Fax^/ In Person REMARKS By David Yao Enclosures Esgil Corporation IE] GA [E) MB D EJ D PC 5/31 trnsmtldot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576 City of Carlsbad O62631 6/7/07 RECHECK PLAN CORRECTION LIST JURISDICTION City of Carlsbad PLAN CHECK NO 062631 PROJECT ADDRESS 2500 El Camino Real SET II DATE PLAN RECEIVED BY DATE RECHECK COMPLETED ESGIL CORPORATION 5/31 6/7/07 REVIEWED BY David Yao FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law A To facilitate recheckmg, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans B The following items have not been resolved from the previous plan reviews The original correction number has been given for your reference In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections Please contact me if you have any questions regarding these items C Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located on the plans Have changes been made not resulting from this list? QYes QNo City of Carlsbad O62631 6/7/07 Please make all corrections, as requested in the correction list Submit three new complete sets of plans for commercial/industrial projects (two sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92008, (760) 602-2700 The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments NOTE Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete 1 Provide a statement on the Title Sheet of the plans stating that this project shall comply with the 2001 editions of the California Building/Plumbmg/Mechanical Codes and the 2004 edition of the California Electrical Code, which adopt the 1997 UBC. 2000 UMC. 2000 UPC and the 2002 NEC 4 City to approve the special inspection program PLUMBING AND MECHANICAL CORRECTIONS PLAN REVIEWER: Glen Adamek 1 The final set of corrected drawings to be reviewed for signing and sealing just before the permits are to be issued. Each sheet of the plans must be signed by the person responsible for their preparation, before the permits are issued Business and Professions Code 2 The City Building Official to review evidence of Health Department approval (for food service equipment) 3 Please correct the statements on the Title Sheet of the plans to show compliance with the current Codes. The following are the correct current Codes: B) The 2004 edition of the California Electrical Code (CEC) adopts the 2002 National Electrical Code (NEC) and the 2004 California Amendments. F) The 2005 edition of the California Energy Efficiency Standards. 4 Correct the Floor Plan Notes #17 on sheet A01 to match the response: "The amount of hazardous materials proposed to be stored and/or used within the building will not exceed the exempt amounts in UBC, Tables 3-D and/or 3-E." PLUMBING (2000 UNIFORM PLUMBING CODE) 5 The Civil drawings were not included in the plan package provided for review? Provide the site plumbing plans showing the sizes and locations of the gas meters and City of Carlsbad O62631 6/7/07 water meter, and the sizes, routes, and slopes of the building sewer, storm drainage system, site gas lines, and site water lines 6 The Civil drawings were not included in the plan package provided for review'? Please show the upstream sewer manhole rim elevation compared to the plumbing fixture flood rim elevations As per UPC, Section 710 1, provide backwater valves on all building drains which serve plumbing fixtures with flood rim elevations below the upstream manhole rim elevations Only fixtures with flood rim levels below the upstream manhole rim elevation may flow through a backwater valve 7 Correct the water line sizing calculations on sheet P03. A) Using UPC, Chart A-4 with maximum friction loss of 7.1 psi per 100 feet and maximum velocity of 8 feet per second for cold water and 5 feet per second for hot water the GPM values and velocity values shown in the Pipe Sizing Table on sheet P03 are too large. Please correct. B) Provide a separate hot water Pipe Sizing Table. C) Correct the fixture unit values in the Pipe Sizing Tables as per UPC, Charts A-2 & A-3. 9 On sheet A02 clearly show all roof drains and all rainwater piping is minimum 3 inch as per the roof drainage calculations and clearly show minimum slope on all horizontal rainwater piping is 1/4 inch per foot (2%) as per the roof drainage calculations. Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek at (858) 560-1468 To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans * ELECTRICAL PLAN REVIEW 4 2002 NEC « PLAN REVIEWER: Morteza Beheshti • ENERGY CONSERVATION 1 A complete energy plan check will be preformed when completed electrical energy design has been provided THE PERSON SIGNING THE ENVELOPE, MECHANICAL AND LIGHTING SECTIONS OF PERF-1 FORM ON SHEET M03.1 IS NOT THE SAME "PRINCIPAL DESIGNER" SIGNING THE CONSTRUCTION DRAWINGS. PLEASE CORRECT. Note: If you have any questions regarding this Electrical or Energy plan review list please contact Morteza Beheshti at (858) 560-1468 To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans END EsGil Corporation In Partnership ivitfi. government for Quitting Safety DATE 9/27/06 JURISDICTION City of Carlsbad PLAN CHECK NO O62631 SET I PROJECT ADDRESS 2500 El Camino Real PROJECT NAME Chevron O/cPPLICANT a PLAN REVIEWER a FILE The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck XI The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person IXI The applicant's copy of the check list has been sent to RHL Design ( Maggie .Myaughlm) 2401 E Katella Ave Anaheim , CA 92896 9 Esgil Corporation staff did not advise the applicant that the plan check has been completed XI Esgil Corporation staff did advise the applicant that the plan check has been completed /it yT. .. \Person contacted Maggie MwattpWm—&&<&-} Telephone # 714-935-0050 Fax # REMARKS By David Yao Esgil Corporation [X] GA |3 MB D EJ Enclosures PC 9/18 trnsmtldot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576 City of Carlsbad O62631 9/27/06 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO 062631 OCCUPANCY S-3/M TYPE OF CONSTRUCTION V-N ALLOWABLE FLOOR AREA SPRINKLERS'? REMARKS DATE PLANS RECEIVED BY JURISDICTION DATE INITIAL PLAN REVIEW COMPLETED 9/27/06 JURISDICTION City of Carlsbad USE gas canopy/store ACTUAL AREA 2472/2937 sf STORIES 1 HEIGHT OCCUPANT LOAD DATE PLANS RECEIVED BY ESGIL CORPORATION 9/18 PLAN REVIEWER David Yao FOREWORD (PLEASE READ)- This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments Clearance from those departments may be required prior to the issuance of a building permit Code sections cited are based on the 2001 CBC, which adopts the 1997 UBC The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i e.. plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. City of Carlsbad 062631 9/27/06 Please make all corrections, as requested in the correction list Submit three new complete sets of plans for commercial/industrial projects (two sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92008, (760) 602- 2700 The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments NOTE Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete • PLANS 1 Provide a statement on the Title Sheet of the plans stating that this project shall comply with the 2001 editions of the California Building/Plumbmg/Mechanical Codes and the 2004 edition of the California Electrical Code, which adopt the 1997 UBC, 2000 UMC, 2000 UPC and the 2002 NEC 2 Provide a note on the plans indicating if any hazardous materials will be stored and/or used within the building which exceed the quantities listed in UBC Tables 3-D and 3-E 3 On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below • REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec 1701 of the Uniform Building Code ITEM REQUIRED? REMARKS • SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION • STRUCTURAL CONCRETE OVER 2500 PSI • FIELD WELDING • HIGH-STRENGTH BOLTS • DESIGNER-SPECIFIED • OTHER 4 When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official City of Carlsbad O62631 9/27/O6 for approval prior to issuance of the building permit Please review Section 106 3 5 Please complete the attached form • SITE PLAN 5 Clearly dimension building setbacks from property lines, street centerlmes, and from all adjacent buildings and structures on the site plan 6 Provide a statement on the site plan stating "All property lines, easements and buildings, both existing and proposed, are shown on this site plan " • LOCATION ON PROPERTY 7 When two or more buildings are on the same property, the buildings shall have an assumed property line between them for the purpose of determining the required wall and opening protection and roof cover requirements, per Section 503 1 An exception is provided if the combined area of the buildings is within the limits specified in Section 504 for a single building If this exception is used, show how the buildmg(s) will comply with Section 503 8 The exterior walls less than 20 feet to a property line or an assumed property line, shall be 1hr fire-rated construction Section 503 9 Exterior walls shall have a 30 inch parapet when less than 10 feet to a property line or an assumed property line The uppermost 18" of such parapets shall be noncombustible (see exceptions, Section 709 4) 10 The exterior wall shall have protected openings (3/4 hour) when closer than 10 feet to a property line or an assumed property line Section 503 11 The exterior walls shall have no openings when closer than 5 feet to a property line or an assumed property line Openings include windows, doors, scuppers, vents, etc Section 503 12 Combustible projections located where openings are required to be protected shall be heavy timber or one-hour construction Section 705 13 Projections may not extend more than 12 inches into areas where openings are not allowed Section 503 2 1 14 Projections may not extend more than one-third the distance to the property line from an assumed vertical plane located where fire-resistive protection of openings is first required Section 503 2 1 City of Carlsbad O62631 9/27/O6 • FIRE-RESISTIVE CONSTRUCTION 15 Fire-resistive exterior wall construction shall be maintained through attic areas or other areas containing concealed spaces Section 709 3 1 (5/8" type 'x' gypsum board on both sides of the studs through the attic area ) • GLASS AND GLAZING 16 Specify on the window schedule the glass type and thickness to show compliance with Table 24-A and Graph 24-1 17 Glazing in the following locations should be of safety glazing material in accordance with Section 2406 4 (see exceptions) a) Fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24-inch arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60 inches above the walking surface • ROOFS 18 Show attic ventilation Minimum vent area is 1/150 of attic area or 1/300 of attic area if at least 50 percent of the required vent is at least 3 feet above eave or cornice vents Show area required and area provided Section 15053 • MISCELLANEOUS LIFE/SAFETY 19 Note on the plans that suspended ceilings shall comply with UBC Tables 25-A and 16-O 20 Note on the plans that new water closets and associated flushometer valves, if any, shall use no more than 1 6 gallons per flush and shall meet performance standards established by the American National Standards Institute Standard A112 19 2 H & S Code, Section 17921 3(b) 21 Urinals and associated flushometer valves, if any, shall use no more than one gallon per flush and shall meet performance standards established by the American National Standards Institute Standard A112 19 2 H & S Code, Section 17921 3(b) • TITLE 24 DISABLED ACCESS 22 Provide notes and details on the plans to show compliance with the enclosed Disabled Access Review List Disabled access requirements may be more restrictive than the UBC City of Carlsbad 062631 9/27/06 • FOUNDATION 23 Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans (see gage 7-8 of the soil report) 24 Note on the plans that wood shall be 6 inches above finish grade Section 18061 25 Note on plans that surface water will dram away from building and show drainage pattern Section 1804 7 26 Note on the plans that hold down anchors must be tied in place prior to foundation inspection Section 108 5 2 27 Page 7-2 of the soil report shows the building (store) should be supported on a mat foundation Provide calculation to show the mat foundation shown on sheet S01 is adequate Section 1806 3 • STRUCTURAL Canopy 28 Page 16 of the calculation shows 20 ga metal deck The roof framing plan and section appears to show plywood sheathing Please clarify 29 Provide calculation to show the 48" concrete columns that support the HSS columns are adequate . ADDITIONAL 30 Please refer to the following corrections for mechanical, plumbing, electrical and energy items 31 To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i e , plan sheet, note or detail number, calculation page, etc 32 Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located in the plans Have changes been made to the plans not resulting from this correction list9 Please indicate a Yes a No City of Carlsbad 062631 9/27/O6 33 The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact David Yao at Esgil Corporation Thank you * ELECTRICAL PLAN REVIEW • 2002 NEC • PLAN REVIEWER. Morteza Beheshti 1 All electrical sheets of the plans are required to be signed by the California licensed engineer responsible for the plan preparation Please include the California license number, seal, date of license expiration and the date the plans are signed Business and Professions Code 2 Please change all references the NEC code cycle date to 2002 3 Show the available fault current from the serving utility co and at the equipment where fault current exceeds 10,000 amps 4 Show the ampere interrupting capacity (AIC) ratings of the service and sub- service equipment NEC 1109 5 Show or note on the plans the method used to limit fault currents on branch circuits 6 Please provide receptacle outlet(s) within 25 feet of all HVAC equipment Specify weatherproof and GFI protection for the roof top units NEC 210 8(b) 2 & 21063 7 Provide the gasoline dispenser emergency disconnect switch to meet both requirements by NEC 514 11 (within 100') and UFC 5201 5 3 (within 75') 8 If utilizing a series-rated system, note on plans "Overcurrent device enclosures will be identified as series-rated and labeled in accordance with NEC 110-22" and "The overcurrent devices shall be AIC rated per manufacturers labeling of the electrical equipment" • ENERGY CONSERVATION 9 A complete energy plan check will be preformed when completed electrical energy design has been provided City of Carlsbad 062631 9/27/O6 10 The completed and signed LTG-1-C, and OLTG-1-C forms must be imprinted on the plans 11 Specify the following mandatory measures and provide the electrical design for the exterior lighting o All outdoor luminaries with lamps rater over 100 watts must have a lamp efficacy of at least 60 lumens/watt or be controlled by a motion sensor (mercury vapor & large incandescent do not comply) o Cut-off shielding for outdoor luminaries rated greater than 175 watts o The method of providing automatic shut-off controls (and) o The method of providing multilevel switching 12 Include completed exterior site lighting energy calculation forms to demonstrate compliance with the outdoor lighting illumination levels for general site illumination and for specific lighting application locations Note: If you have any questions regarding this Electrical or Energy plan review list please contact Morteza Beheshti at (858) 560-1468 To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans PLUMBING AND MECHANICAL CORRECTIONS PLAN REVIEWER: Glen Adamek 1 Each sheet of the plans must be signed by the person responsible for their preparation, before the permits are issued Business and Professions Code The final set of corrected drawings to be reviewed for signing and sealing iust before the permits are to be issued 2 The City Building Official to review evidence of Health Department approval (for food service equipment) 3 Please provide statements on the Title Sheet of the plans to show compliance with the current Codes The following are the current Codes a) The 2001 edition of the California Building Code (CBC) adopts the 1997 Uniform Building Code (UBC) and the 2001 California Amendments b) The 2004 edition of the California Electrical Code (CEC) adopts the 2002 National Electrical Code (NEC) and the 2004 California Amendments c) The 2001 edition of the California Mechanical Code (CMC) adopts the 2000 Uniform Mechanical Code (UMC) and the 2001 California Amendments City of Carlsbad O62631 9/27/06 d) The 2001 edition of the California Plumbing Code (CPC) adopts the 2000 Uniform Plumbing Code (UPC) and the 2001 California Amendments e) The 2001 edition of the California Fire Code (CFC) adopts the 2000 Uniform Fire Code (UFC) and the 2001 California Amendments f) The 2005 edition of the California Energy Efficiency Standards 4 Provide data on proposed hazardous material to be stored and used UBC, Section 307 and UFC a) Clearly show types of hazardous material is being stored or used Provide a list of the proposed hazardous materials as per the types in UBC, Tables 3-D, and 3-E Provide the material safety data sheets (MSDS) b) Clearly show the amounts of each type of hazardous material to be stored and in use c) Clearly show where in the buildings each type of hazardous material is being stored or used PLUMBING (2000 UNIFORM PLUMBING CODE) 5 Provide the site plumbing plans showing the sizes and locations of the gas meters and water meter, and the sizes, routes, and slopes of the building sewer, storm drainage system, site gas lines, and site water lines 6 Please show the upstream sewer manhole rim elevation. As per UPC, Section 710 1, provide backwater valves on all building drains which serve plumbing fixtures with flood rim elevations below the upstream manhole rim elevations Only fixtures with flood rim levels below the upstream manhole rim elevation may flow through a backwater valve 7 Provide complete water line sizing calculations, including the water pressure, pressure losses, water demands, and developed pipe lengths UPC Section 6100 and Appendix'A' 8 As per UPC, Section 1014 8, for Commercial Kitchen please provide the required grease interceptor, installed outdoors and provide sizing calculations using UPC, Appendix H 9 Show mam roof drainage sizing and overflow roof drainage sizing as per UBC, Section 1506, and UPC, Chapter 11 and UPC, Appendix 'D' City of Carlsbad 062631 9/27/06 MECHANICAL (2000 UNIFORM MECHANICAL CODE) 10 Mechanical plans substantially comply with the jurisdiction's mechanical code Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek at (858) 560-1468 To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans DISABLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT TITLE 24 ACCESSIBLE PARKING 1 Show that the accessible parking spaces are located, per Section 1129B 1 as follows a) On the shortest possible route to an accessible entrance, when serving a particular building DOORS 2 Show or note that all hand-activated door opening hardware meets the following requirements, per Section 1133B 252 a) Latching, or locking, doors in a path of travel are operated with a single effort by lever type hardware, by panic bars, push-pull activating bars, or other hardware designed to provide passage without requiring the ability to grasp the opening hardware b) Is to be centered >30" but <W" above floor 3 Show or note that the maximum effort to operate doors shall not exceed Q-Yz pounds for exterior doors and 5 pounds for interior doors, with such pull or push effort being applied at right angles to hinged doors and at the center plane of sliding or folding doors When fire doors are utilized, the maximum effort to operate the door may be increased to not exceed 15 pounds Section 1133B 2 5 4 Show or note that the lower 10" of all doors comply with Section 1133B 2 6, as follows a) To be smooth and uninterrupted, to allow the door to be opened by a wheelchair footrest, without creating a trap or hazardous condition b) Narrow frame doors may use a 10" high smooth panel on the push side of the door City of Carlsbad 062631 9/27/06 • SIGNAGE 5 Per Section 1003 2861, tactile exit signs shall be required at the following locations a) Wherever basic UBC provisions require exit signs from a room or area to a corridor or hallway The tactile exit sign shall have the words, "EXIT ROUTE" b) Each grade-level exit door The tactile exit sign shall have the word, "EXIT " • COUNTERS AND TABLES 6 Where fixed or built-in tables, counters or seats are provided for the public, and in general employee areas, 5% (but never less than one) must be accessible Section 1122B 1 (casher area, condiment bar, any other counter) 7 The tops of tables and counters shall be 28" to 34" from the floor Where a single counter contains more than one transaction station, such as a bank counter with multiple teller window or a retail sales counter with multiple cash register stations, at least 5% (but never less than one of each type of station) shall be located at a section of counter that is at least 36" long and no more than 28" to 34" high Section 1122B4 GROUP M OCCUPANCIES 8 Show or note that the proposed general sales, display and office areas are accessible, per Section 1110B 1, as follows a) The customer side of sales or checkout stations are accessible b) Employee work areas are sized and arranged to provide access to employees in wheelchairs c) Checkstands shall provide d) All point-of-sale machines, used by customers for the primary purpose of executing transactions between the business entity and the customer shall comply with Section 1117B 7 for ATM and point of sale machines END OF DOCUMENT City of Carlsbad BUILDING DEPARTMEJIIT NOTICE OF REQUIREMENT FOR SPECJLAJL INSPECTION Do Not Remove From Plains Plan Check No C'fj Q & i Job Address or Legal Description CtfEVKOM ^OptLC.h^lM K£KL Owner OVr*^ A You are hereby notified that in addition to the inspection pf construction provided by the Building Department, an approved Registered Special Inspector is required to provide continuous inspection during the performance of the phases of construction indicated on the reverse side of this sheet The Registered Special Inspector shall be approved by **e City of Carlsbad Building Department prior to the issuance of the building pennii Special Inspectors having a current certification from the City of San Diego, Los Anieles, or ICBO are approved as Special Inspectors for the type of construction for which they ore certified The inspections by a Special Inspector do not change the Tfcquirements for inspections by personrieTof the City of Carlsbad building department j The inspections by a Special Inspector are in addition to the inspections normally required by the County Building Code The Special Inspector >s not authorized to inspect and approve any work other than that for which he/she is specifically assigned to inspect; |The jSpecial Inspector is not authorized to accept alternate materials, structural changes, or any requests for plan changes The Special Inspector 15 required to submit written reports to the City of Carlsbad building department of all work that he/she inspected and approved. The final inspection approval will not he given until all Special!Inspection reports have been received and approved by the City of Carlsbad building department I Please submit the names of the inspectors who will perform the special inspections on each of the items indicated on the reverse side of thus sheet j (over) 1635 Faraday Avenue = Carlsbad CA 920O8 7314 • (T6O))6O2-270O » FAX (76O) 602-8560 Building Counter » (760) 602-2719 ° FAX |(760) 6O2-8558 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION. PLAN CHECK NUMBER: ^ffiO B~ CAMlMO EEAL OWNER'S NAME: P){W/Y~(>S\ ( I, as the owner , or agent of the owner (contractors may not droptoy the special Inspector), certify that I, or the architect/engineer of record, wtl) be responsible for employing the special inspector(s) as required by Uniform Building Code (UBC) Safction 1701.1 for the construction project located at the site listed above. UBC Section 106.3.5 Slflned _ I, as the engineer/architect of record, certify that I have prepared the following special inspection program as^qCflred by UBC Section 106 3 5 for Jhe construction pro] the site listed abover / } ' XX^OfESS/0/^, Signed 1/8/PC, •&&* T'%, £| No C/b6)8 )3! 1. List of worK requiring special inspection: / Q Soils Compliance Prior to Foundation Inspection EI Field WeldlngN\J^>>f <^ D Structural Concrete Over 2500 PSI Dl/HIgh Strength Bc^h^^^^x' i-, . _^ «_ r¥ Expansion/Epoxy AncHoD Prestressed Concrete D Structural Masonry D Designer Specified • • ^ Sprayed-On Fireprooling Other _________ 2. Name(s) of Individual^) or nrm(s) responsible for the ^pecial Inspections listed above: A. B. 3. Duties of the special inspectors for the work listed abbve. A. B. C. Special inspectora 6he8 check in wfth ttw City end present their credentials lor appros*) prjartp beginntrtg vyork on tho job site I SIP 4997 REQUIRED SPECIAL INSPECTIONS IN ADDITION TO THE REGULAR INSPECTIONS, THE FOLLOWING ITEMS WILL REQUIRE SPECIAL INSPECTION IN ACCORDANCE WITH SECTION 1701 OF THE 2001 CBC 1 STRUCTURAL WELDING A ALL WELDING, BOTH SHOP AND FIELD B INSPECTION TO BE PERFORMED DURING FABRICATION OF MATERIAL IN THE SHOP SUBMIT ALL REPORTS & CERTIFICATIONS TO BUILDING DEPARTMENT AND COPIES TO ENGINEER OF RECORD PRIOR TO ERECTION C INSPECTION TO BE PERFORMED DURING FIELD WELDING OF MATERIAL, CERTS AND REPORTS TO INSPECTOR WITHIN 2 WEEKS OF ERECTION D ALL STRUCTURAL WELDS SHALL BE DONE BY A CERTIFIED WELDER IN ACCORDANCE WITH THE CURRENTLY ADOPTED EDITION OF AWS D1 1 E FULL TIME INSPECTION REQUIRED DURING FINAL FIELD WELDING OF CONNECTIONS F SPECIAL INSPECTOR TO BE HIRED BY OWNER G REFER TO FOR STRUCTURAL STEEL REQUIRED SPECIAL SUBMITTALS 1 GEOTECHNICAL ENGINEER TO PROVIDF. LETTER PRIOR TO ISSUANCE OF BUILDING PERMIT STATING FOUNDATION PLAN AND SPECIFICATIONS HAVE BEEN REVIEWED AND ARE IN CONFORMANCE WITH THE REQUIREMENTS OF THE REPORT 2 GEOTECHNICAL ENGINEER TO PROVIDE LETTER TO CONTRACTOR PRIOR TO REQUESTING BUILDING DEPARTMENT FOUNDATION INSPECTION STATING A THE BUILDING PAD WAS PREPARED IN ACCORDANCE WITH THE GEOTECHNICAL REPORT B UTILITY TRENCH BACKFILLS HAVE BEEN PROPERLY COMPACTED C THE FOUNDATION EXCAVATIONS COMPLY WITH THE INTENT OF THE GEOTECHNICAL REPORT 3 AITC CtRTIFICATION FOR GLU-LAM AND PSL BFAMS SHALL BE PROVIDED TO BUILDING INSPECTOR 13 - SPECIAL INSPECTION AND SPECIAL SUBMITTAL NOTES REQUIRED SPECIAL INSPECTIONS IN ADDITION TO THE REGULAR INSPECTIONS, THE FOLLOWING ITEMS WILL REQUIRE SPECIAL INSPECTION IN ACCORDANCE WITH SECTION 1701 OF THE 2001 CALIFORNIA BUILDING CODE 1 STRUCTURAL WELDING A ALL WELDING, BOTH SHOP AND FIELD B INSPECTION TO BE PERFORMED DURING FABRICATION OF MATERIAL IN THE SHOP SUBMIT ALL REPORTS & CERTIFICATIONS TO BUILDING DEPARTMENT AND COPIES TO ENGINEER OF RECORD PRIOR TO ERECTION C INSPECTION TO BE PERFORMED DURING FIELD WELDING OF MATERIAL. CERTS AND REPORTS TO INSPECTOR WITHIN 2 WEEKS OF ERECTION D ALL STRUCTURAL WELDS SHALL BE DONE DY A CERTIFIED WELDER IN ACCORDANCE WITH THE CURRENTLY ADOPTED EDITION OF AWS D1 1 E FULL TIME INSPECTION REQUIRED DURING FINAL FIELD WELDING OF CONNECTIONS F SPECIAL INSPECTOR TO BE HIRED BY OWNER G REFER TO MM FOR STRUCTURAL STEEL 2 STRUCTURAL MASONRY A PERIODIC INSPECTION REQUIRED AT THE START OF LAYING OF UNITS, TAKING OF TEST PRISMS OR SPECIMENS LAYING OF UNITS, AFTER REINFORCING PLACEMENT, GROUT SPACES PRIOR TO AND DURING ALL GROUTING INSTALLATION REFER TO 16 - SPECIAL INSPECTION NOTES APPLIES ONLY TO TRASH ENCLOSURE WORK City of Carlsbad O62631 9/27/O6 VALUATION AND PLAN CHECK FEE JURISDICTION City of Carlsbad PREPARED BY David Yao BUILDING ADDRESS 2500 El Camino Real PLAN CHECK NO 062631 DATE 9/27/06 BUILDING OCCUPANCY S-3/M TYPE OF CONSTRUCTION V-N BUILDING PORTION canopy2472 store Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) 2472 2937 2937 CB Valuation Multiplier 31 04 5321 466 By Ordinance Reg Mod VALUE ($) 76,731 156,278 13,686 246,695 Bldg Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review ^Repetitive Fee "V I Repeats Complete Review D Other D Structural Only D Hourly Hour Esgil Plan Review Fee Comments $999 321 $649 56 $559 62 Sheet 1 of 1 macvalue doc C i t y ojFCarjsbad :i ri g, BUILDING PLANCHECK CHECKLIST DATE BUILDING XDOR^ESS _ PROJECT DESCRIPTION ASSESSOR'S PARCEL NUMBER (& 7- 03o - PLANCHECK NO EST VALUE ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved The approval is based on plans, information and/or specifications provided in your submittal, therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build D A Right-of-Way permit is required prior to construction of the following improvements DENIAL Please se& thex attached report of deficiencies marked withpKMake necessary corrections to plans or specifK^ftions for compliance with applicable codes and standards Submit corrected plans and/or specifications to this office for review Date Date By FOR OFFICIAL USE ONLY GINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT. Date ATTACHMEh_ HMEr^TS D Dedication Application D Dedication Checklist HI Improvement Application D Improvement Checklist D Future Improvement Agreement D Grading Permit Application D Grading Submittal Checklist D Right-of-Way Permit Application Q] Right-of-Way Permit Submittal Checklist and Information Sheet D Sewer Fee Information Sheet Name ENGINEERING DEPT CONTACT PERSON JOANNE JUCHNIEWICZ City of Carlsbad Address 1635 Faraday Avenue, Carlsbad, CA 92008 Phone (760) 602-2775 CFD INFORMATION Parcel Map No Lots Recordation Carlsbad Tract Carlsbad, CA 92O0817314 • (760) 6O2-2720 • FAX (760) 602-' .BUILDING PLANCHECK CHECKLIST ,ST B C D Q\C^ Provide a fully dimensioned site>ran drawn to scale Show North Existing^Sfproposed Structures Existing Street Improvements Property Lines Easements Show on site plan F Right-of-Way Width & Adjacent Streets G Driveway widths H Existing or proposed sewer lateral I Existing or proposed water service J Existing or proposed irrigation service Drainage Patterns 1 Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course 2 ADD THE FOLLOWING NOTE "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building " Existing .& Proposed Slopes and Topography Size, type, location, alignment of existing or proposed sewer and water service (s) that'serves the project Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception 'ewer and water laterals should not be located within proposed driveways, per standards Include on title sheet Site address Assessor's Parcel Number Legal Description For commercial/industrial buildings and tenant improvement projects, include total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc) previously approved EXISTING PERMIT NUMBER DESCRIPTION F BUILDING PLANCHECK CKLST FORM doc ,ST RD BUILDING PLANCHECK CHECKLIST DISCRETIONARY APPROVAL COMPLIANCE 4a Project does not comply with the following Engineering Conditions of approval for Project No 4b All conditions are in compliance Date DEDICATION REQUIREMENTS D D 5 Dedication for all street Rights-of-Way adjacent to the building site and any storm dram or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 17,000 . pursuant to Carlsbad Municipal Code Section 18 40 030 Dedication required as follows _ Dedication required Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 %" x 11" plat map and submit with a title report All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit Attached please find an application form and submittal checklist for the dedication process Submit the completed application form with the required checklist items and fees to the Engineering Department in person Applications will not be accept by mail or fax Dedication completed by Date L~H CD CH IMPROVEMENT REQUIREMENTS 6a All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $ 82,000 . pursuant to Carlsbad Municipal Code Section 1840040 Public improvements required as follows Attached please find an application form and submittal checklist for the public improvement requirements A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process The completed application form and the requirements on the F \BUILDING PLANCHECK CKLST FORM doc BUILDING PLANCHECK CHECKLIST -si ODD checklist must be submitted in person Applications by mail or fax are not accepted Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit Improvement Plans signed by Date 6b Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 1840 Please submit a recent property title report or current grant deed on the property and processing fee of $410 so we may prepare the necessary Neighborhood Improvement Agreement This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit D D D D D Future public improvements required as follows 6c Enclosed please find your Neighborhood Improvement Agreement Please return agreement signed and notarized to the Engineering Department Neighborhood Improvement Agreement completed by , Date 6d No Public Improvements required SPECIAL NOTE Damaged or defective improvements found adiacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy D D GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 15 16 010 of the Municipal Code 7a Inadequate information available on Site Plan to make a determination on grading squirements Include accurate grading quantities in cubic yards (cut, fill, import, 'export and remedial) This information must be included on the plans. b Grading Permit required A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached NOTE The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit Grading Inspector sign off by Date c Graded Pad Certification required (Note Pad certification may be required even if a grading permit is not required ) F \BUILDINQ PLANCHECK CKLST FORM doc BUILDING PLANCHECK CHECKLIST ^ST 2ND RD D n 3 D D n/n n n n 7d No Grading Permit required S7e If grading is not required, write "No Grading" on plot plan MISCELLANEOUS PERMITS^^m_»««~^_^«^B^_^«_»«^BB_^^«^_^_w«^^^^« 8 A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way Types of work include, but are not limited to street improvements, tree trimming, driveway construction, tying into public storm dram, sewer and water utilities Right-of-Way permit required for INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Cammo Real, Carlsbad, CA 92008 District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List You may telephone (760) 438-2722, extension 7153, for assistance Industrial Waste permit accepted by Date 10 NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs first- 11 Required fees are attached Q No fees required WATER METER REVIEW 12a Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized Oversized meters are inaccurate during low-flow conditions If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used • All single family dwelling units received "standard" 1" service with 5/8" service F (BUILDING PLANCHECK CKLST FORM doc ST RD D D D 12b BUILDING PLANCHECK CHECKLIST • If owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm) A typical fixture count and water demand worksheet is attached Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit • Maximum service and meter size is a 2" service with a 2" meter • If a developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand (manifolds are considered on case by case basis to limit multiple trenching into the street) Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval The developer must provide these calculations Please follow these guidelines 1 If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets If so, at the water meter station, the demand in gpm may be listed there Irrigation services are listed with a circled "I", and potable water is typically a circled "W" The irrigation service should look like STA 1+00 Install 2" service and 1 5 meter (estimated 100 gpm) If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach) Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use Once you have received a good example of irrigation calculations, keep a set for your reference In general the calculations will include • Hydraulic grade line • Elevation at point of connection (POC) • Pressure at POC in pounds per square inch (PSI) • Worse case zone (largest, farthest away from valve • Total Sprinkler heads listed (with gpm use per head) • Include a 10% residual pressure at point of connection In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA) As long as the project is located within the City recycled water F BUILDING PLANCHECK CKLST FORM doc BUILDING PLANCHECK CHECKLIST -ST D D D service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future 12c Irrigation Use (where recycled water is available) 1 Recycled water meters are sized the same as the irrigation meter above 2 If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development For subdivisions, this should have been identified, and implemented on the improvement plans Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge If within three years, the recycled water line is arged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this D D Additional Comments: F \BUILDING PLANCHECK CKLST FORM doc ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET •stimate based on unconfirmed information from applicant Calculation based on building plancheck plan submittal 2£K>Address Prepared by.Date Bldg Permit No. Checked by Date EDU CALCULATIONS: List types and square footagesjor all usei Types of Use fy«-$ %n~z*~w*~-£q Ft/Units. Types of Use Sq Ft /Units.EDU's APT CALCULATIONS: List types and square foptages for all uses Types of Use Types of Use Sq Ft/Units ADTs FEES REQUIRED: WITHIN CFD D YES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee) D 1 PARK-IN-LIEU FEE FEE/UNIT PARK AREA & # X NO UNITS =$_ 8 POTABLE WATER FEES UNITS CODE CONNECTION FEE \ P/-5 IV. DNO n n n n n n 2 TRAFFIC IMPACT FEE ADT's/UNITS 3 BRIDGE AND THOROUGHFARE FEE ADT's/UNITS 4 FACILITIES MANAGEMENT FEE UNIT/SO FT 5 SEWER FEE EDU's BENEFIT AREA EDU's 6 SEWER LATERAL ($2,500) 7 DRAINAGE FEES PLDA / ACRES X FEE/ADT (DIST #1 DIST #2 X FEE/ADT ZONE X FEE/SO FT /UNIT X FEE/EDU X FEE/EDU HIGH /LOW X FEE/AC =$ DIST #3 ) =$ =$ =$ =$ =$ =$ MET SDCWA FEE SDCWA FEE F \FEE CALCULATION WORKSHEET doc 1 of 2 Rev 7/14/00 AUG-30-2007 THU 04 45 PM ENGINSPECTION FAX 7604384178 P 001 PROJECT PROJECT in CITY OF CARLSBAD GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE DATE .GRADING PERMIT LOTS REQUESTED FOR RELEASE'. N/A =5 NOT APPLICABLE •V- COMPLETE 0 = Incomplete or unacceptable Site access to requested lots adequate and logically grouped Site erosion control measures adequate Overall site adequate for health, safety and welfare of public. Letter from Owner/Dev requesting partial release of specific lots, pads or bldg. 8%" x 11" site plan (attachment) showing requested lots submitted. Compaction report from soils engineer submitted (If soils report has been submitted with a previous partial release, a letter from soils engineer referencing the soils report and identifying specific lots for release shall accompany subsequent partial releases) EOW certification of work done with finish pad elevations of specific lots to be released. Letter must state lot (s) is graded to within a tenth (1) of the approved grading plan. Geologic engineer's letter if unusual geologic or subsurface conditions exist. Fully functional fire hydrants within 500 feet of building combustibles and an all weather roads access to site is required. Partial release of grading for the above stated lots is approved for the purpose of building -tU permit issuance. Issuance of building permits is still subject to alf normal City requirements required pursuant to the building permit process 1st •""" ^1^ 1^- f I/ ^ V* ^ / 2nd •f-1 Partial permit 1 2. 3. 4 5 6. 7 8 9. rele ssu Partial release of the site is denied for the following reasons: Project inspector JArJW\,j\ Corstruciion Vanager \ Date . =L5MASTSR.FC'MS'FARTS1TEFPM 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 PLANNING COMMISSION RESOLUTION NO. 6137 A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF CARLSBAD, CALIFORNIA, APPROVING A SCENIC CORRIDOR SPECIAL USE PERMIT TO DEMOLISH AN EXISTING CHEVRON FUEL STATION AND CONSTRUCT A NEW CHEVRON FUEL STATION TO INCLUDE A 2,793-SQUARE-FOOT CONVENIENCE MARKET AND FIVE FUEL PUMPS ON A 071-ACRE PROPERTY GENERALLY LOCATED AT THE SOUTHEAST CORNER OF EL CAMINO REAL AND HAYMAR DRIVE IN LOCAL FACILITIES MANAGEMENT ZONE 2 CASE NAME CHEVRON SERVICE STATION #09-1312 CASE NO- SUP 06-01 WHEREAS, RHL Design Group, "Developer," has filed a verified application with the City of Carlsbad regarding property owned by Chevron Products Company, "Owner," described as Parcel 1 of Parcel Map No. 391, in the City of Carlsbad, County of San Diego, State of California, filed in the Office of the County Recorder of San Diego County, November 20,1970 as instrument No. 213361 of official records ('the Property"); and WHEREAS, said verified application constitutes a request for a Scenic Corridor Special Use Permit as shown on Exhibits "A" - "K" dated July 19,2006, on file in the Planning Department CHEVRON SERVICE STATION #09-1312 - SUP 06-01, as provided by Chapter 21 40 of the Carlsbad Municipal Code, and WHEREAS, the Planning Commission did on the 19th day of July, 2006, hold a duly noticed public hearing as prescribed by law to consider said request, and WHEREAS, at said public hearing, upon hearing and considering all testimony and arguments, if any, of all persons desiring to be heard, said Commission considered all factors relating to the Scenic Corridor Special Use Permit. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 NOW, THEREFORE, BE IT HEREBY RESOLVED by the Planning Commission of the City of Carlsbad as follows A) That the foregoing recitations are true and correct. B) That based on the evidence presented at the public hearing, the Commission APPROVES CHEVRON SERVICE STATION #09-1312 - SUP 06-01, based on the following findings and subject to the following conditions- Findings: 1 The proposed project conforms to the intent of the Scenic Preservation Overlay in that the new Chevron fuel station is designed with elements of Old California Architecture, is under the 35-foot height limit, and is landscaped utilizing the London Plane tree to further enhance the scenic corridor. 2 The proposed project implements the goals and objectives of the General Plan in that the proposed project does not conflict with any existing or proposed land use plans or policies of the City of Carlsbad. 3. The Planning Commission has reviewed each of the exactions imposed on the Developer contained in this resolution, and hereby finds, in this case, that the exactions are imposed to mitigate impacts caused by or reasonably related to the project, and the extent and the degree of the exaction is in rough proportionality to the impact caused by the project Conditions; 1 Staff is authorized and directed to make, or require Developer to make, all corrections and modifications to the Special Use Permit document(s) necessary to make them internally consistent and in conformity with final action on the project Development shall occur substantially as shown in the approved Exhibits Any proposed development different from this approval, shall require an amendment to this approval 2 This approval is granted subject to the approval of CUP 05-26 and is subject to all conditions contained in Planning Commission Resolution No 6136 for those other approvals incorporated herein by reference 3 Prior to the issuance of the building permit, Developer shall submit to the City a Notice of Restriction to be filed in the office of the County Recorder, subject to the satisfaction of the Planning Director, notifying all interested parties and successors in interest that the City of Carlsbad has issued a Special Use Permit by Resolution No 6137 on the property. Said Notice of Restriction shall note the property description, location of the file containing complete project details and all conditions of approval as well as any conditions or restrictions specified for inclusion in the Notice of Restriction The Planning Director has the authority to execute and record an amendment to the notice which modifies or terminates said notice upon a showing of good cause by the Developer or successor in interest PCRESONO 6137 -2- 1 NOTICE 2 Please take NOTICE that approval of your project includes the "imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to for convenience as 4 "fees/exactions" 5 You have 90 days from date of final approval to protest imposition of these fees/exactions If you protest them, you must follow the protest procedure set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for „ processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or g annul their imposition 9 You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity charges, nor planning, zoning, grading or other similar application processing or service fees in connection with this project, NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise 12 expired 13 PASSED, APPROVED AND ADOPTED at a regular meeting of the planning 14 Commission of the City of Carlsbad, California, held on the 19th day of July, 2006, by the 15 following vote, to wit1 16 AYES. Chairperson Montgomery, Commissioners Baker, Cardosa, Dominguez, Hememan, Segall, and Whitton 18 NOES- 19 ABSENT 20 2] ABSTAIN 22 23 MARTELLB MON'ltrOMER'Mhairperson 24 CARLSBAD PLANNING COMMISSION 25 ATTEST 26 27 28 DON NEU Assistant Planning Director PCRESONO 6137 -3- 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 PLANNING COMMISSION RESOLUTION NO. 6136 A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF CARLSBAD, CALIFORNIA, APPROVING A CONDITIONAL USE PERMIT TO DEMOLISH AN EXISTING CHEVRON FUEL STATION AND CONSTRUCT A NEW CHEVRON FUEL STATION TO INCLUDE A 2,793-SQUARE- FOOT CONVENIENCE MARKET AND FIVE FUEL PUMPS ON A 0.71-ACRE PROPERTY GENERALLY LOCATED AT THE SOUTHEAST CORNER OF EL CAMINO REAL AND HAYMAR DRIVE IN LOCAL FACILITIES MANAGEMENT ZONE 2 CASE NAME. CHEVRON SERVICE STATION #09-1312 CASE NO CUP 05-26 WHEREAS, RHL Design Group, "Developer," has filed a verified application with the City of Carlsbad regarding property owned by Chevron Products Company, "Owner," described as Parcel 1 of Parcel Map No. 391, in the City of Carlsbad, County of San Diego, State of California, filed in the Office of the County Recorder of San Diego County, November 20,1970 as instrument No. 213361 of official records ("the Property"), and WHEREAS, said verified application constitutes a request for a Conditional Use Permit as shown on Exhibits "A" - "K" dated July 19, 2006, on file in the Planning Department, CHEVRON SERVICE STATION #09-1312 - CUP 05-26, as provided by Chapter 21 42 and/or 21 50 of the Carlsbad Municipal Code, and WHEREAS, the Planning Commission did, on the 19th day of July 2006, hold a duly noticed public hearing as prescribed by law to consider said request, and WHEREAS, at said public hearing, upon hearing and considering all testimony and arguments, if any, of all persons desiring to be heard, said Commission considered all factors relating to the CUP NOW, THEREFORE, BE IT HEREBY RESOLVED by the Planning Commission of the City of Carlsbad as follows 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 A) That the foregoing recitations are true and correct B) That based on the evidence presented at the public hearing, the Commission APPROVES CHEVRON SERVICE STATION #09-1312 - CUP 05-26, based on the following findings and subject to the following conditions Findings; 1 That the requested use is necessary or desirable for the development of the community, is essentially in harmony with the various elements and objectives of the General Plan, and is not detrimental to existing uses specifically permitted in the zone in which the proposed use is located, in that the proposed project will replace the existing Chevron fuel station. The project is essentially in harmony with the various elements and objectives of the General Plan as discussed in the General Plan section of the staff report dated July 19, 2006. The project is not detrimental to existing uses specifically permitted in the zone in which the proposed use is located because the site is physically separated from other properties so it will not have a direct physical impact to other commercial, industrial, or residential developments in the area. 2 That the site for the intended use is adequate in size and shape to accommodate the use, in that the 0.71-acre site will be able to accommodate the redeveloped fuel station consisting of fuel pumps and convenience market without the need of a variance from the development standards of the C-L Zone or the El Camino Real Corridor Development Standards. 3 That all the yards, setbacks, walls, fences, landscaping, and other features necessary to adjust the requested use to existing or permitted future uses in the neighborhood will be provided and maintained, in that the site will be landscaped consistent with the Carlsbad Landscape Manual and the guidelines of the El Camino Real Corridor Development Standards including the London Plane trees and six-foot width planter areas and planting adjacent to the building. 4 That the street system serving the proposed use is adequate to properly handle all traffic generated by the proposed use, in that the project will generate approximately 1,600 Average Daily Trips (ADT). This is a reduction of 260 ADT from the existing 1,860 ADT generated by the existing service station. Primary access to the site will come from El Camino Real which is a prime arterial street capable of adequately handling the amount of traffic that the proposed project is expected to generate 5 That it is to be developed as part of a master-planned recreation area, industnal park, regional or community shopping center, in that the project consists of the redevelopment of an existing fuel station which is integrated with and accessible to the adjacent community shopping center. 6 That the Planning Director has determined that the project belongs to a class of projects that the State Secretary for Resources has found do not have a significant impact on the environment, and it is therefore categorically exempt from the requirement for the preparation of environmental documents pursuant to Section 15302 of the state CEQA PCRESONO 6136 -2- 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 Guidelines The project is consists of the replacement of a commercial structure with a new structure of substantially the same size, purpose and capacity In making this determination, the Planning Director has found that the exceptions listed in Section 15300.2 of the state CEQA Guidelines do not apply to this project. 7 That the project is consistent with the City's Landscape Manual (Carlsbad Municipal Code Section 14 28 020 and Landscape Manual Section I B) 8 That the Local Facilities Management Plan for Zone 2 is consistent with Chapter 21 90 of the Carlsbad Municipal Code (Growth Management), and with the Citywide Facilities and Improvement Plan, in that it contains all matters required by Section 21 90 110 and thereby ensures implementation of and consistency with the General Plan and protects the public health, safety and welfare by ensuring that public facilities and improvements will be installed to serve new development prior to or concurrently with need 9 The Planning Commission has reviewed each of the exactions imposed on the Developer contained in this resolution, and hereby finds, in this case, that the exactions are imposed to mitigate impacts caused by or reasonably related to the project, and the extent and the degree of the exaction is in rough proportionality to the impact caused by the project Conditions: Note: Unless otherwise specified herein, all conditions shall be satisfied prior to issuance of a Building Permit 1 If any of the following conditions fail to occur, or if they are, by their terms, to be implemented and maintained over time, if any of such conditions fail to be so implemented and maintained according to their terms, the City shall have the right to revoke or modify all approvals herein granted; deny or further condition issuance of all future building permits, deny, revoke, or further condition all certificates of occupancy issued under the authority of approvals herein granted, record a notice of violation on the property title, institute and prosecute litigation to compel their compliance with said conditions or seek damages for their violation No vested rights are gained by Developer or a successor in interest by the City's approval of this Conditional Use Permit. 2. Staff is authorized and directed to make, or require the Developer to make, all corrections and modifications to the Conditional Use Permit documents, as necessary to make them internally consistent and in conformity with the final action on the project Development shall occur substantially as shown on the approved Exhibits Any proposed development different from this approval, shall require an amendment to this approval 3 Developer shall comply with all applicable provisions of federal, state, and local laws and regulations in effect at the time of building permit issuance 4 If any condition for construction of any public improvements or facilities, or the payment of any fees in-heu thereof, imposed by this approval or imposed by law on this Project are challenged, this approval shall be suspended as provided in Government Code Section 66020 If any such condition is determined to be invalid this approval shall be invalid PCRESONO 6136 -3- unless the City Council determines that the project without the condition complies with 2 all requirements of law 3 5 Developer/Operator shall and does hereby agree to indemnify, protect, defend and hold harmless the City of Carlsbad, its Council members, officers, employees, agents, and representatives, from and against any and all liabilities, losses, damages, demands, claims c and costs, including court costs and attorney's fees incurred by the City arising, directly or indirectly, from (a) City's approval and issuance of this Conditional Use Permit, 6 (b) City's approval or issuance of any permit or action, whether discretionary or nondiscretionary, m connection with the use contemplated herein, and (c) Developer/Operator's installation and operation of the facility permitted hereby, including without limitation, any and all liabilities arising from the emission by the facility of electromagnetic fields or other energy waves or emissions This obligation 9 survives until all legal proceedings have been concluded and continues even if the City's approval is not validated. 10 Developer shall submit to Planning Director a reproducible 24" x 36" mylar copy of the Site Plan reflecting the conditions approved by the final decision making body 12 Prior to the issuance of a building permit, the Developer shall provide proof to the 13 Director from the Carlsbad Unified School District that this project has satisfied its obligation to provide school facilities 14 j f. 8 This project shall comply with all conditions and mitigation measures which are required as part of the Zone 2 Local Facilities Management Plan and any amendments made to that 16 Plan prior to the issuance of building permits 17 9 This approval is granted subject to the approval of SUP 06-01 and is subject to all conditions contained in Planning Commission Resolution No 6137 for those other approvals incorporated herein by reference 19 10. Building permits will not be issued for this project unless the local agency providing 20 water and sewer services to the project provides written certification to the City that adequate water service and sewer facilities, respectively, are available to the project at the time of the application for the building permit, and that water and sewer capacity and 22 facilities will continue to be available until the time of occupancy 23 11 This Conditional Use Permit shall be reviewed by the Planning Director annually to determine if all conditions of this permit have been met and that the use does not have a 24 substantial negative effect on surrounding properties or the public health and welfare If the Planning Director determines that the use has such substantial negative effects, the Planning Director shall recommend that the Planning Commission, after providing the 26 permittee the opportunity to be heard, add additional conditions to reduce or eliminate the substantial negative effects 27 12. Building permits will not be issued for this project unless the local agency providing water and sewer services to the project provides written certification to the City that adequate water service and sewer facilities, respectively, are available to the project at the PCRESONO. 6136 -4- 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 time of the application for the building permit, and that water and sewer capacity and facilities will continue to be available until the time of occupancy 13 This approval shall become null and void if building permits are not issued for this project within 18 months from the date of project approval 14 Developer shall submit and obtain Planning Director approval of a Final Landscape and Irrigation Plan showing conformance with the approved Preliminary Landscape Plan and the City's Landscape Manual Developer shall construct and install all landscaping as shown on the approved Final Plans, and maintain all landscaping in a healthy and thriving condition, free from weeds, trash, and debris 15 The first submittal of Final Landscape and Irrigation Plans shall be pursuant to the landscape plan check process on file in the Planning Department and accompanied by the project's building, improvement, and grading plans 16 All roof appurtenances, including air conditioners, shall be architecturally integrated and concealed from view and the sound buffered from adjacent properties and streets, in substance as provided m Building Department Policy No. 80-6, to the satisfaction of the Directors of Community Development and Planning 17 Developer shall report, in writing, to the Planning Director within 30 days, any address change from that which is shown on the permit application 18 Prior to the issuance of the building permit, Developer shall submit to the City a Notice of Restriction to be filed in the office of the County Recorder, subject to the satisfaction of the Planning Director, notifying all interested parties and successors in interest that the City of Carlsbad has issued a Conditional Use Permit by Resolution No 6136 on the property Said Notice of Restriction shall note the property description, location of the file containing complete project details and all conditions of approval as well as any conditions or restrictions specified for inclusion m the Notice of Restriction The Planning Director has the authority to execute and record an amendment to the notice which modifies or terminates said notice upon a showing of good cause by the Developer or successor in interest 19 Developer shall construct trash receptacle and recycling areas enclosed by a six-foot high masonry wall with gates pursuant to City Engineering Standards and Carlsbad Municipal Code Chapter 21.105 Location of said receptacles shall be approved by the Planning Director Enclosure shall be of similar colors and/or materials to the project to the satisfaction of the Planning Director 20 No outdoor storage of materials shall occur onsite unless required by the Fire Chief When so required, the Developer shall submit and obtain approval of the Fire Chief and the Planning Director of an Outdoor Storage Plan, and thereafter comply with the approved plan PCRESONO 6136 -5- 21 Developer shall submit and obtain Planning Director approval of an exterior lighting plan 2 including parking areas All lighting shall be designed to reflect downward and avoid any impacts on adjacent homes or property 3 22 Developer shall construct, install and stripe not less than 11 parking spaces, as shown on 4 Exhibit A. Engineering 6 General 7 23 Prior to hauling dirt or construction materials to or from any proposed construction site within this project, Developer shall apply for and obtain approval from, the City Engineer 9 for the proposed haul route 10 24 Prior to issuance of any building permit, Developer shall comply with the requirements of the City's anti-graffiti program for wall treatments if and when such a program is 1 * formally established by the City 12 Fees/Agreements 13 25 Developer shall cause property owner to execute and submit to the City Engineer for 14 recordation the City's standard form Drainage Hold Harmless Agreement regarding drainage across the adjacent property j g Grading 17 26 Based upon a review of the proposed grading and the grading quantities shown on the Site Plan, a grading permit for this project is required Developer shall apply for and 1 ° obtain a grading permit from the City Engineer prior to the issuance of a building permit I o for the project. 20 Dedications/Improvements 21 27. Prior to the issuance of grading permit or building permit, whichever occurs first, Developer shall submit for City approval a "Storm Water Management Plan (SWMP)" The SWMP shall demonstrate compliance with the City of Carlsbad Standard Urban 23 Stormwater Mitigation Plan (SUSMP), Order 2001-01 issued by the San Diego Region of the California Regional Water Quality Control Board and City of Carlsbad Municipal 24 Code. The SWMP shall address measures to avoid contact or filter said pollutants from storm water, to the maximum extent practicable, for the post-construction stage of the 2$ project At a minimum, the SWMP shall a Identify existing and post-development on-site pollutants-of-concern 27 b Identify the hydrologic unit this project contributes to and impaired water bodies that could be impacted by this project 28 PCRESONO 6136 -6- - Recommend source controls and treatment controls that will be implemented with this 2 project to avoid contact or filter said pollutants from storm water to the maximum extent practicable before discharging to City right-of-way 3 d Establish specific procedures for handling spills and routine cleanup Special considerations and effort shall be applied to (RESIDENT/EMPLOYEE) education on the proper procedures for handling cleanup and disposal of pollutants, 5 e. Ensure long-term maintenance of all post construct BMPs in perpetuity f Identify how post-development runoff rates and velocities from the site will not 6 exceed the predevelopment runoff rates and velocities to the maximum extent practicable 7 Code Reminders;o 9 The project is subject to all applicable provisions of local ordinances, including but not limited to the following code requirements. 10 28. Approval of this request shall not excuse compliance with all applicable sections of the * Zoning Ordinance and all other applicable City ordinances in effect at time of building , 2 permit issuance, except as otherwise specifically provided herein 13 29 The project shall comply with the latest nonresidential disabled access requirements pursuant to Title 24 of the State Building Code 14 30 Premise identification (addresses) shall be provided consistent with Carlsbad Municipal 15 Code Section 18 04 320 16 31 Any signs proposed for this development shall at a minimum be designed in conformance 17 with the City's Sign Ordinance and shall require review and approval of the Planning Director prior to installation of such signs. 18 I Q 32 Developer shall exercise special care during the construction phase of this project to prevent offsite siltation Planting and erosion control shall be provided in accordance 20 with Carlsbad Municipal Code Chapter 15.16 (the Grading Ordinance) to the satisfaction of the City Engineer 21 22 23 24 25 26 27 28 PCRESONO 6136 -7- 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 NOTICE Please take NOTICE that approval of your project includes the "imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to for convenience as "fees/exactions " You have 90 days from date of final approval to protest imposition of these fees/exactions If you protest them, you must follow the protest procedure set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity charges, nor planning, zoning, grading or other similar application processing or service fees in connection with this project, NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired PASSED, APPROVED AND ADOPTED at a regular meeting of the Planning Commission of the City of Carlsbad, California, held on the 19th day of July 2006 by the following vote, to wit AYES Chairperson Montgomery, Commissioners Baker, Cardosa, Dommguez, Hememan, Segall, and Whitton NOES ABSENT- ABSTAIN MARTELL B. MON^OMER^cnairperson CARLSBAD PLANNING COMMISSION ATTEST DON NEU Assistant Planning Director PCRESONO. 6136 -8- Carlsbad Fire Department jlJiLDING DEPT. Plan Review Requirements Category FL , Date of Report 07-19-2007 Reviewed by J7 Name Address RHL DESIGN GROUP 2401 E KATELLA AV ANAHEIM, CA 92806 Permit # US070052 Job Name CHEVRON SS#09-1312 Job Address 2500 EL CAMINO REAL CBAD INCOMPLETE The item you have submitted for review is incomplete At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards Please review carefully all comments attached Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval Conditions: Cond CON0002197 [MET] ** APPROVED THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW Entry 07/19/2007 By GR Action AP Carlsbad Fire Department BUILDING DEPT. COPY Plan Review Requirements Category COMMIND , COMM Date of Report 10-18-2006 Reviewed by Name Address Permit # CB062631 Job Name CHEVRON Job Address 2500 EL CAMINO REAL CHAD you have submitted for review is incomplete At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards Please review carefully all comments attached Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval Conditions; Cond CON0001679 [MET] APPROWnaHfTS PROJECT HAS BEEN REVIEWED AND11 APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW Entry 10/18/2006 By GR Action AP CHV05005 0 Response to Plan Review Comments of 9/27/06 Canopy 28 The deck designed on page 16 is the ceiling deck not the roof deck 29 The 48" square pedestal is only 3 feet high so this is not a column but a pedestal The axial load from the column is 26 8 k which would amount to a compressive stress of about 12 psi so compression is not an issue For the applied moment of 158 34 ft-kips and shear of 7 35 kips see the attached calculation Peyton-Tomita & Associates Structural Engineers 954 Town & Coumry Road Title Dsgnr Description Date Job# 824AM, 18 APR 07 urange, UA azooi (714) 245-4930 i Rev 580000 User KW-0602836 Ver 5 8 (c)1S83 2003 ENERCALC i Description Scope o 1 Decora Concrete Rectangular & Tee Beamngineenng Software *•*Design Page 1 PEDESTAL General Information Code Ref ACI Span Depth Width Beam Weight Reinforcing Rebar @ Cente Coui #1 4 #2 4 Load Factoring 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 3 00 ft f c 2,500 psi 48000m py 60,000 psi 48 00° in Concrete Wt 145 0 pcf Seismic Zone 0 End Fixity Fixed-Free slot Added Live Load not acting with Short Term r of Beam Rebar @ Left End of Beam t Size 'd' from Top Count Size 'd' from Top 5 4431m #145 4431 in 5 369m #2 4 5 3 69 in Rebar @ Right End of Beam Count Size 'd' from Top #14 5 4431 in #24 5 369 in Note Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design Factoring of Entered loads to ultimate loads within this program is according to ACI 318-02 C 2 Concentrated Loads #1 Moments #1 #2 I Summary f Dead Load k Dead Load k-ft k-ft Span = 3 OOri, Width= 48 00m Depth Maximum Moment Mu Allowable Moment Mn'phi Maximum Shear Vu Allowable Shear Vn*phi Shear Stirrups Stirrup Area @ Section 0 440 Region I 0 000 Max Spacng NotReq'd MaxVu 10290 Bending & Sheir Force Summary Bending i Mn*Phi @ Center 259 52 k-ft @ Left End 259 51 k-ft @ Right End 259 51 k-ft Shear Vn'Phi @ Left End 542 39 k @ Right End 542 39 k Deflection Deflections DL + [Bm DL + LL -t DL + LL ^ Reactions DL + [Bm DL + LL + DL + LL + Wt] [Bm Wt] ST + [Bm Wt] Wt]] [Bm Wt] ST + [Bm Wt] = 48 00m 252 55 k-ft 259 52 k-ft 1029k 542 39 k m2 0500 Not Req'd 10290 Live Load k Live Load k-ft k-ft 1 000 Not Req'd 10290 Mu, Eq C-1 000 000 000 Vu, Eq C- 000 000 Upward 0 0000 in 0 0000 in 00011 in (3) Left 0000k 0000k -7 350 k Short Term -7 350 k Short Term 158343 k-ft k-ft I Location 3000ft Location 3 000 ft 0000ft Beam Design OK Maximum Deflection 00011m Max Reaction @ Left -7 35 k Max Reaction @ Right 0 00 k 1 500 2 000 2 500 3 000 ft Not Req'd Not Req'd Not Req'd Not Req'd in 10290 10290 10290 10290k Mu, Eq C-2 k-ft 230 00 k-ft k-ft 230 00 k-ft k-ft 201 89 k-ft Vu, Eq C-; k 937k k 000k at 3 0000 ft 0 0000 at 3 0000 ft 0 0000 at 3 0000 ft 0 0000 <3>. Riant 0000k 0000k 0000k Mu, Eq C-3 252 55 k-ft 252 55 k-ft 221 68 k-ft Vu, Eq C-: 1029k 000k Downward in at 3 0000ft in at 3 0000ft in at 0 0000ft Peyton-Tomita & Associates Structural Engineers 954 Town & Country Road Orange, CA 92868 (714) 245-4930 ' Title Dsgnr Description Scope Job# Date 824AM, 18 APR 07 wS^ctLSIi^nTIS^ Concrete Rectangular & Tee Beam Design Paae 2 Description PEDESTAL Section Analysis Evaluate Moment Capacity X Neutral Axis a = beta * Xneutral Compression in Concrete Sum [Steel comp forces] Tension in Reinforcing Find Max As for Ductile Failure X-Balanced Xmax = Xbal * 0 75 a-max = beta * Xbal Compression in Concrete Sum [Steel Comp Forces] Total Compressive Force AS Max = Tot Force / Fy Actual Tension As Center Left End 1715m 1715m 1 458 in 1 458 in 148690k 148690k 0 000 k 0 000 k -148800k -148800k 26 226 in 26 225 in 19670m 19669m 22 292 in 22 292 in 1,705350 k 1,705311 k 71 765 k 71 765 k 1,777115k 1,777076k 29619m2 29618m2 2 480 OK 2 480 OK Riqht End 1 715 in 1 458 in 148 690 k 0000k -148 800 k 26 2255 in 19669m 22 292 in 1,705311 k 71 765 k 1,777076k 29618m2 2 480 OK Additional Deflection Calcs Neutral Axis Igross I era eked Elastic Modulus Fr = 7 5 * f CA 5 Z Cracking Z cracking > 175 No Good! Eff Flange Width ACI Factors (per ACI 318-02, applied ACI C-1 & C-2 DL 1 400 ACI C-1 & C-2 LL 1 700 ACI C-1 & C-2 ST 1 700 seismic = ST* 1 100 4 528 in Mcr 442368 00 m4 Ms Max DL + LL 21 ,465 92 m4 R1 = (Ms DL+LL)/Mcr 2,850 0 ksi Ms Max DL+LL+ST 375 000 psi R2 = (Ms DL+LL+ST)/Mcr 302 073 k/in I eff Ms(DL+LL) I eff Ms(DL+LL+ST) 48 00 in internally to entered loads) ACI C-2 Group Factor 0 750 Add" ACI C-3 Dead Load Factor 0 900 Add" ACI C-3 Short Term Factor 1 400 576 00 k-ft 18039k-ft 3193 180 39 k-ft 3193 442368 000 m4 442368 000 m4 I "1 4" Factor for Seismic 1 400 "0 9" Factor for Seismic 0 900 Peyton-Tomita & Associates Structural Engineers 954 Town & Country Road Orange, CA 92868 (714) 245-4930 Title Dsgnr Description Scope Job# Date 824AM, 18 APR 07 Rev 580000 User KW-0602836 Ver 5 8 0 1-DBC-2003 (c)1963 2003 ENERCALC Engineering Software Concrete Rectangular & Tee Beam Design Page 3 Description PEDE§JAr fsketch & Diagram / Mu Max @ left = 252 55k ft Rmax = 7 350k Vu-Max= 10290k Mu Max = 252'55k tl Dmax = 0 0011 in Beam Sketch 4 35k Stresses for ACI C-1 Combination ! 10 B40 2 70 Q 00 BePcfl% Moment (k ft) Location Along Member (ft) Stresses for ACI C-2 Combination 'iPOait'niliiKiaiBlliHfliFiiHjBili"!. Befl<pftj Moment (k ft) Location Along Member (ft) Stresses for ACI C-3 Combination Stresses for Service Dead + Live Loads 100 Lo&WV" DeneSon ( Stresses for Dead+Live+Short Term Loads PEYTON-TOMITA & ASSOCIATES 954 TOWN & COUNTRY ROAD ORANGE, CA 92868 (714)245-4930, FAX (714)245-4933 2001 CABC 20 PSF LIVE LOAD 70 MPH EXP C WL SEISMIC ZONE 4 54" FASCIA 16'-6" CLR HT 10 PSF TILE DEAD LOAD EL: -06k/ft Loads LC 2, D+L Results for LC 2, D+L Peyton Tomita & Associates; Dave Peyton CHV05054 RAFTER I Sept 8, 2006 at 9 30 AM RAFTER r2d Beam M1 Shape 600S162-43 Material A570_33 Length 3 34 ft I Joint N1 J Joint N2 LC 2- D+L Code Check 0345 (bending) Report Based On 97 Sections Mm -078 at 3 34 ft fa ksi Mm -.176 at 3 34 ft Mm -188 at 3 34 ft Max. 4 887 at 3 34 ft Max: .314 at 3 34 ft Max: .132 at Oft in Mm -4 887 at 3 34 ft AIS11999 ASD Code Check Max Bending Check 0 345 Location 3.34 ft Equation C5.1 1-2 R (c3 1 3) 7 Max Shear Check 0139 Location 3 34 ft Max Defl Ratio L/10000 FyPn Tn Mn Vnrh\*tU 33ksi 7928k 14 747 k 1.486 k-ft 2268k•fi Out Plane Cm Lb 3 34 ft KL/r 69.56 Sway No L Comp Flange 3 In Plane .85 334ft 17606 i No 34ft Beam M2 Shape 600S162-43 Material A570_33 Length 10833ft I Joint N2 J Joint N3 LC2 D+L Code Check 0 946 (bending) Report Based On 97 Sections Max 127 at Oft Mm -127 at 10 833 ft Max 285 at Oft fa Mm -285 at 10 833 ft ksi Max- 334 at Oft V i k Mm -276 at 10 833 ft Max-10 522 at 5 981 ft Max. .314 at 0 ft Mm - 677 at 5 981 ft Mm -10 522 at 5 981 ft in Mm -198 at 5 642 ft AIS11999 ASD Code Check Max Bending Check 0 946 Location 0 ft Equation C5.21-3 R (c3 1 3) 7 Max Shear Check 0.246 Location 0 ft Max Defl Ratio L/658 Fy Pn Tn Mn Vn Cb 33ksi 2052k 14 747 k .629 k-ft 2268k 1 Out Plane Cm Lb KL/r Sway L Comp Flange 10833ft 225.599 No In Plane .85 10833ft 57.1 No 10833ft Company Peyton Tomita & Associates Designer Dave Peyton Job Number CHV05054 RAFTER Sept 8, 2006 931 AM Checked By _ Joint Reactions (By Combination) _LS_Joint Label1 2 3 4 5 6 7 8 9 10 11 12 1 1 1 1 4 4 4 4 5 5 5 5 N2 N3 Totals COG [ffl N2 N3 Totals COG (ft) N2 N3 Totals COG (ft) -006 006 0 X 7458 -005 005 0 X 7458 139 074 213 X 7458 29 157 447 Y 3108 272 147 419 Y 3108 -334 -176 -51 Y 3108 0o ; 0 0 0 0 RISA-2D Version 60 [J \CAD FILES\RHL\CHV050054\RAFTER r2d]Page 1 Peyton-Tomita & Associates Structural Engineers 954 Town & Country Road Orange, CA 92868 (714)245-4930 Title Dsgnr Description Scope Date Job# 9 32AM, 8 SEP 06 Rev 580000User KW-0602836 VerSBO 1-Dec-2003(c)1983-2003 ENERCALC Engineering Software Steel Beam Design Page 1 chv05054 ecw Calculations Description RIDGE BEAM General Information Steel Section W12X14 Center Span Left Cant Right Cant Lu Unbraced Length 26 00 ft 000ft 000ft 000ft Distributed Loads # 1 DL 0 157 LL 0 147 ST Start Location End Location 26 000 #2 Code Ref AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy SOOOksi Pmned-Pinned Load Duration Factor 1 00 Bm Wt Added to Loads Elastic Modulus 29,000 0 ksi LL & ST Don't Act Together Note' Short Term Loads Are WIND Loads #3 #4 #5 #6 #7 k/ft k/ft k/ft ft ft 1 Summary Beam OK Using W12XH section, Span = 26 00ft, Fy = 50 Oksi aiauc Loaa uase uoverns siress End Fixity = Pmned-Pinned, Lu = 0 00ft, LDF = 1 000 Moment Actual 26 882 k-ft fb Bending Stress 21 650 ksi fb/Fb 0656 1 Shear 4136k fv Shear Stress 1 736 ksi fv/Fv 0087 1 Allowable 40 975 k-ft 33 000 ksi 47640k 20 000 ksi Max Deflection Length/DL Defl Length/(DL+LL Defl) -1 273 in 4556 1 2451 1 Force & Stress Summary «- These columns are Dead + Live Load placed as noted -» Max M + Max M- Max M @ Left Max M @ Right Shear @ Left Shear @ Right Center Defl Left Cant Defl Right Cant Defl Query Defl @ Reaction @ Left Reaction @ Rt Maximum 26 88 k-ft 414k 414k -1273 m0000 m 0 000 m 0000ft 4 14 414 DL _Onlv 1446 222 222 -0685 0000 0000 0000 222 222 LL (8). Center 2688 414 414 -1 273 0000 0000 0000 414 414 LL+ST (3> Center -0685 0000 0000 0000 222 222 LL (5! Cants 0000 0000 0000 0000 LL+ST (3> Cants k-ft k-ft k-ft k-ft k k 0 000 in 0 000 in 0 000 in 0 000 in k k Fa calc'd per Eq E2-1, K'L/r < Cc I Beam Passes Table B51, Fb per Eq F1 -1, Fb = 0 66 Fy Peyton-Tomita & Associates Structural Engineers 954 Town & Country Road Orange, CA 92868 (714) 245-4930 Title Dsgnr Description Scope Job# Date 932AM, 8 SEP 06 I Rev 580000I User KW-0602836 VerS 80 1-Dec 2003i (c)1983 2003 ENERCALC Engineering Software L'L^",^.-^.^-^^x^^:^V^a^.^^'^1:J.MVvifa^-^M^>fc'^^1^i^ Steel Beam Design Page 2 chvOSOM ecw Calculations Description RIDGE BEAM Sketch & Diagram _™-^^,^T_T_^^^^-TT™TTCIIIIIWIJIIIIIJJW Mmax = 26 9k ft Omax = 1 273m Rmax = 4 136k Vmax @ left = 4 136k BM,,,W'' 'tt 1} '» 2(0 Location fftl Deflection fi 201* 2 M 2U Location fftl Peyton-Tomita & Associates Structural Engineers 954 Town & Country Road Orange, CA 92868 (714) 245-4930 Title Dsgnr Description Scope Date Job# 932AM, 8 SEP 06 Rev 580000 User KW-0602836 Ver 5 8 0 1 Dec-2003 (c)1983-2003 ENERCALC Engineering Software Steel Beam Design Page 1 chv05054 ecw Calculations Description EAVE BEAM General Information Code Ref AISC 9th ASD, 1997 use, 2003 IBC, 2003 NFPA 5000 p Steel Section W12X14 Pmned-Pinned Center Span 26 00 ft Bm Wt Added to Loads Left Cant 0 00 ft LL & ST Don't Act Together Right Cant 0 00 ft Lu Unbraced Length 0 00 ft Distributed Loads #1 #2 #3 #4 DL 0 145 LL 0136 ST Start Location End Location 26 000 Fy 5000ksi Load Duration Factor 1 00 Elastic Modulus 29,000 0 ksi Note' Short Term Loads Are WIND Loads | r #5 #6 #7 k/ft k/ft k/ft ft ft * gjffiJ^iKteas**^I Summary I Using W12X14 section, Span = End Fixity = Pmned-Pinned, Lu Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv 2600ft, Fy = 500ksi = 0 00ft, LDF = 1 000 Actual 24 938 k-ft 20 085 ksi 0609 1 3837k 1 611 ksi 0081 1 Allowable 40 975 k-ft 33 000 ksi 47640k 20 000 ksi Beam OK Static Load Case Governs Stress Max Deflection -1 181 in Length/DL Defl 490 0 1 Length/(DL+LL Defl) 2642 1 Force & Stress Summary «- These columns are Dead + Live Load placed as noted -» Max M + Max M- Max M@Left Max M @ Right Shear @ Left Shear @ Right Center Defl Left Cant Defl Right Cant Defl Query Defl @ Reaction @ Left Reaction @ Rt Maximum 24 94 k-ft 384k 384k -1 181 m 0000 m 0 000 in 0000ft 384 384 DL Only 1345 207 207 -0637 0000 0000 0000 207 207 LL ©. Center 2494 384 384 -1 181 0000 0000 0000 384 384 LL+ST @ Center -0637 00000000 0000 207 207 LL @ Cants 0000 00000000 0000 LL+ST @ Cants k-ft k-ft k-ft k-ft k k 0 000 in0 000 in 0 000 in 0 000 in k k Facalc'dperEq E2-1,K*L/r<Cc I Beam Passes Table B51, Fb per Eq F1 -1, Fb = 0 66 Fy Peyton-Tomita & Associates Structural Engineers 954 Town & Country Road Orange, CA 92868 (714) 245-4930 Title Dsgnr Description Scope Job# Date 932AM, 8 SEP 06 Rev 580000 User KW-0602836 Ver 5 8 0 1-0ec-2003 (c)1983-2003 ENERCALC Engineering Software Steel Beam Design Page 2 chv05054 ecw Calculations Description EAVE BEAM | Sketch & Diagram Ben.hitj Moments'*2 1034 Location rftl 2*35 Mmax = 24 9k ft Dmax s i isim Rmax - 3 837k Vmax@len Defleuion 2)30 200 Location rftl Peyton-Tomita & Associates Structural Engineers 954 Town & Country Road Orange, CA 92868 (714) 245-4930 Title Dsgnr Description Scope Job# Date 940AM, 8 SEP 06 Rev 580000 User KW-0602836 Ver580 1-Dac-2003(e)1983-2003 ENERCALC Engineering Software Description HIP Steel Beam Design Page 1 chv05054 ecw Calculations General Information Steel Section W12X14 Center Span Left Cant Right Cant Lu Unbraced Length Code Ref AISC Pinned-Pinned 14 14 ft Bm Wt Added to Loads 4 36 ft LL & 000ft 200ft ST Don't Act Together Trapezoidal Loads 0 #1 DL @ Left DL @ Righl 0 076 #2 DL @ Left DL@Righl 0111 Sum^^^^J Using W12X14 section, Span = 14 End Fixity = Pinned-Pinned, Lu = 2 Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv LL @ Left LL @ Righl LL @ Left LL @ Righl 14ft, Fy = 500ksi, 00ft, LDF = 1 000 Actual 2 945 k-ft 2 372 ksi 0072 1 1087k 0 456 ksi 0023 1 ST @ Left 0 070 ST @ Right ST @ Left 0104 ST@ Righl Left Cant = 4 36ft, Right Cant = Allowable 40 975 k-ft 33 000 ksi 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy Load Duration Factor Elastic Modulus 50 OOksi 1 00 29,0000 ksi Note' Short Term Loads Are WIND Loads k/ft k/ft k/ft k/ft Static Load = 000ft Max Deflection Length/DL Defl Start -4 360 ft End ft Start ft End 14 142 ft Beam OK Case Governs Stress -0 040 in 6,3498 1 Length/(DL+LL Defl) 3,1127 1 47640k 20 000 ksi Force & Stress Summary «- These columns are Dead + Live Load placed as Maximum DL Only Max M + 2 95 k-ft 1 61 Max M- Max M @ Left Max M @ Right Shear @ Left 0 63 k Shear @ Right 1 09 k Center Defl -0 040 m Left Cant Defl 0034m Right Cant Defl 0 000 in Query Defl @ 0 000 ft Reaction @ Left 1 03 Reaction @ Rt 1 09 -038 -038 039 060 -0021 0016 0000 0000 062 060 LL LL+ST <3>. Center (a). Center 295 -038 -038 063 109 -0 040 -0 021 0 034 0 016 0 000 0 000 0 000 0 000 0 86 0 62 1 09 0 60 noted -» LL LL+ST (5>. Cants <S>. 152 -060 -060 040 058 -0019 0013 0000 0000 078 058 Cants k-ft k-ft k-ft k-ft k k -0021 in 0016 in 0 000 in 0 000 m 062 k 060 k Facalc'dperEq E2-1,K*L/r<Cc I Beam Passes Table B5 1, Fb per Eq F1-1, Fb = 0 66 Fy Peyton-Tomita & Associates Structural Engineers 954 Town & Country Road Orange, CA 92868 (714) 245-4930 Rev 580000 User KW-0602836 Ver580 1-Dec-2003 (c) 1983-2003 ENERCALC Engineering Software Title Dsgnr Description Scope Steel Beam Design Date Job# 940AM, 8 SEP 06 Page 2 chv05054 ecw Calculations Description HIP Sketch & Diagram U 140K/II fTTTTTTTTTTTTTTnTTTTTTT]U 00 | 038, ^ , » ,, 1i«BeiidiiHj ivloineiits ,30 Location rftl Mmax = 2 9k ft Dmax = -0 040in Mmax @ left = 0 60k ft Rmax = 1 020k Vmax @ left = 0633k Den @ left end = -0 0336m DefleU Peyton-Tomita & Associates Structural Engineers 954 Town & Country Road Orange, CA 92868 (714)245-4930 Title Dsgnr Description Scope Date Job# 942AM, 8 SEP 06 Rev 580000 User KW-0602836 VerSSO 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Steel Beam Design Page 1 chv05054 ecw Calculations Description END PURLIN General Information Code Ref AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section W12X14 Pmned-Pinned Center Span 20 00 ft Bm Wt Added to Loads Left Cant 0 00 ft LL & ST Act Together Right Cant 0 00 ft Lu Unbraced Length 2 00 ft Load Duration Factor Elastic Modulus 50 OOksi 1 00 29,000 Oksi Trapezoidal Loads #1 DL @ Left DL @ Righl #2 DL @ Left DL @ Righl ^^j^'^^i^Si^fii^S^i^&Si^^^^^^^^1 Summary Note' Short Term Loads Are WIND Loads | 0053 0145 0145 0053 "B LL @ Left LL @ Right LL @ Left LL @ Right 0 049 ST @ Left 0136 ST@ Righl 0136 ST@Left 0 049 ST @ Righl Using W1 2X1 4 section, Span = 20 00ft, Fy = 500ksi k/ft k/ft k/ft k/ft Static Load Start End Start End ft 10000ft 10000ft 20 000 ft Beam OK Case Governs Stress End Fixity = Pinned-Pmned, Lu = 2 00ft, LDF = 1 000 Moment fb Bending Shear Stress fb/Fb fv Shear Stress fv/Fv Actual 11 773 k-ft 9 482 ksi 0287 1 2056k 0 863 ksi 0043 1 Allowable 40 975 k-ft 33 000 ksi 47640k 20 000 ksi Max Deflection Length/DL Defl Length/(DL+LL Defl) -0 323 in 1,3594 1 7425 1 Force & Stress Summary | Max M + Max M- Max M @ Left Max M @ Right Shear @ Left Shear @ Right Center Defl Left Cant Defl Right Cant Defl Query Defl @ Reaction @ Left Reaction @ Rt Maximum 11 77 k-ft 206k 206k -0 323 m 0 000 m 0 000 m 0000ft 206 206 DL Only 642 1 13 1 13 -0177 0000 0000 0000 1 13 1 13 «- These columns are Dead LL LL+ST (5) Center (5) Center 11 77 206 206 -0 323 -0 323 0 000 0 000 0 000 0 000 0 000 0 000 2 06 2 06 2 06 2 06 + Live Load placed as noted -» LL LL+ST @ Cants (S> 0000 0000 0000 0000 Cants 0000 0000 0000 0000 k-ft k-ft k-ft k-ft k k in in in in k k Fa calc'd per Eq E2-1, K*L/r < Cc I Beam Passes Table B51, Fb per Eq F1-1, Fb = 0 66 Fy >l Peyton-Tomita & Associates Structural Engineers 954 Town & Country Road Orange, CA 92868 (714) 245-4930 Title Dsgnr Description Scope Job# Date 9 42AM, 8 SEP 06 Rev 580000 User KW-0602836 VerSBO 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Steel Beam Design Page 2 chv05054 ecw Calculations Description END PURLIN Sketch & Diagram »iW*tUiiriiu TT "IS™. 0 Umax'11 8k ft Dmax s -0 323in Rmax = 2 056k Vmax@le»-2056k oio2km *oD5t Rmax = 2 056k u 1.02 Vmax @ rt = 2 Oi [/) 1 54 1..98 1 00 lii Location rftl Peyton-Tomita & Associates Structural Engineers 954 Town & Country Road Orange, CA 92868 (714) 245-4930 Title Dsgnr Description Scope Job# Date 955AM, 8 SEP 06 Rev 580000 User KW-0602836 Ver 5 8 0 1 Dec-2003(c)1983-2003 ENERCALC Engineering Software Steel Beam Design Page 1 chv05054 ecw Calculations Description EAVE BEAM W/OVERHANG General Information Steel Section : W12X14 Center Span Left Cant Right Cant Lu Unbraced Length Distributed Loads # 1 DL 0 145 LL 0 136 ST Start Location End Location 22 000 Trapezoidal Loads #1 DL @ Lett 0 145 DL @ Righl 0 053 Point Loads # 1 Dead Load 1 130 Live Load 0 930 Short Term Location 32 000 Code Ref Pmned-Pmned 26 00 ft Bm Wt Added to Loads 0 00 ft LL & ST Don't Act Together 600ft 600ft #2 #3 #4 LL@Left 0136 ST @ Left LL @ Right 0 049 ST @ Right #2 #3 #4 0620 0410 32000 AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy 50 OOksi Load Duration Factor 1 00 Elastic Modulus 29,000 Oksi Note' Short Term Loads Are WIND Loads #5 #6 #7 k/ft k/ft k/ft ft ft Note' Short Term Loads Are WIND Loads k/ft Start 22 000 ft k/ft End 32 000 ft Motel Short Term Loads Are WIND Loads #5 #6 #7 k k k ft Summary if j^^iaTO^Mi^gsSStMS^MS^iSKB^^i Using W1 2X1 4 section, Span = End Fixity = Pmned-Pmned, Lu Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv 2600ft, Fy=500ksi, = 6 00ft, LDF = 1 000 Actual 21 275 k-ft 17134 ksi 0715 1 4 164 k 1 748 ksi 0087 1 Left Cant = 0 00ft, Right Cant Allowable 29 735 k-ft 23 948 ksi 47 640 k 20 000 ksi Static Load Case = 6 00ft Max Deflection Length/DL Defl Length/(DL+LL Defl) Beam OK Governs Stress -0 837 in 1,041 6 1 3249 1 i Force & Stress Summary «- These columns are Dead + Live Load placed as noted --» Max M + Max M- Max M @ Left Max M @ Right Shear @ Left Shear @ Right Center Defl Left Cant Defl Right Cant Defl Query Defl @ Reaction @ Left Reaction @ Rt Maximum 21 27 k-ft 337k 416k -0 837 m 0000 in 0 443 in 0000ft 337 863 DL Only 806 -1204 -1204 160 246 -0300 0000 -0045 0000 160 478 LL @ Center 1920 -1204 -1204 337 416 -0837 0000 0360 0000 337 648 LL+ST <3>. Center -0300 0000 -0045 0000 1 60 478 LL (5) Cants 488 -21 27 -21 27 125 408 0090 0000 -0443 0000 1 25 693 LL+ST @. Cants k-ft k-ft k-ft k-ft k k -0 300 in 0 000 in -0 045 in 0 000 in 1 60 k 478 k Fa calc'd per Eq E2-2, K*L/r > Cc I Beam, Major Axis, (102,000 * Cb / Fy)A 5 <= L/rT <= (510,000 * Cb / Fy)A 5, Fb per Eq F1-6 Peyton-Tomita & Associates Structural Engineers 954 Town & Country Road Orange, CA 92868 (714) 245-4930 Title Dsgnr Description Scope Job# Date 955AM, 8 SEP 06 Rev 580000 User KW-0602836 VerSBO 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Steel Beam Design Page 2 chvOSOM ecw Calculations Description EAVE BEAM W/OVERHANG Sketch & Diagram 0281WI Mmax - 21 3k ft Dmax = o 837in Rmax = 3 366k Vmax<9left=336ak Mmax @ right = 21 27k n Rmax = 6 628k Vmax@n=4 164k Den @ nghl end = -0 4431in 138092 „ 04»00 . 048o 088£ 148en 107248 s DefleJnm Location rttl PEYTON-TOMITA & ASSOCIATES 09/12/2006 DECK DESIGN PROJECT CHEVRON 28X124 HIP ROOF CANOPY 2000 -1851 PSFLL PSFWL ROOF LOAD FASCIA LOAD DECK DESIGN 2000 PSFLL 300 PSFDL 23 00 PSF DL+LL 4500 PLF 2300 PSF3 oo PSF fe:.^; 2000 PSF -18 51 P^F l<- f o »J i i on 1 — 4500 PLF 11 00 FT 400 FT 20400 FT-LBS/FT 16000 FT-LBS/FT -14808 FT-LBS/FT 364 00 FT-LBS/FT OK 5592 FT-LBS/FT OK 253 35 FT-LBS/FT OK -263 38 FT-LBS/FT OK ^^£-2'J?-'---^'- '" AA V > <__ _ RAd= RAI= RAw= RBd= RBI= RBw= RA(d+l)= RA(d+w)= RB(d+l)= RB(d+w)= &=:^ v^lM A D > 9205 PLF 20455 PLF -18930 PLF -205 PLF 11000 PLF -8834 PLF 29659 PLF -9726 PLF 10795 PLF -9039 PLF Wd= Wl= Ww= P= L= X= Md(@ OH)= Ml(@ OH)= Mw(@ OH}= MOH(d+l)= MOH(d+w)= MSP(d+l)= MSP(d+w)= USE 20 GAUGE ASTM A653 SQ GRADE 40 DECK +M=623 25 FT-LB/FT -M=457 13 FT-LBS/FT FY=40 KSI (+M DECK PAN IN TENSION, -M PAN IN COMP ) 954 TOWN & COUNTRY ROAD, ORANGE, CA 92868 (714)245-4930 /fc PEYTON-TOMITA & ASSOCIATES 09/12/2006 DECK DESIGN PROJECT CHEVRON 28X124 HIP ROOF CANOPY 2000 PSFLL -1851 PSFWL ROOF LOAD FASCIA LOAD DECK DESIGN Wd= Wl= Ww= P= L= X= Md(@ OH)= Ml(@ OH)= Mw(@ OH)= MOH(d+l)= MOH(d+w)= MSP(d+l)= MSP(d+w)= 2000 PSFLL 3 00 PSF DL 2300 PSFDL+LL 4500 PLF 2300 PSF 300 PSF 2000 PSF -1851 PSF 4500 PLF 900 FT 400 FT 20400 FT-LBS/FT 16000 FT-LBS/FT -14808 FT-LBS/FT x—- 36400 5592 14204 -18624 FT-LBS/FT OK FT-LBS/FT OK FT-LBS/FT OK FT-LBS/FT OK USE 20 GAUGE ASTM A653 SQ GRADE 40 DECK +M=623 25 FT-LB/FT -M=457 13 FT-LBS/FT FY=40 KSI (+M DECK PAN IN TENSION, -M PAN IN COMP ) RAd= RAI= RAw= RBd= RBI= RBw= RA(d+l)= RA(d+w)= RB(d+l)= RB(d+w)= 9317 18778 -17378 -917 9000 -6684 B PLF PLF PLF PLF PLF PLF 28094 PLF -8062 PLF 8083 PLF -7601 PLF 954 TOWN & COUNTRY ROAD, ORANGE, CA 92868 (714)245-4930 n Peyton-Tomita & Associates Structural Engineers 954 Town & Country Road Orange, CA 92868 (714) 245-4930 Title Dsgnr Description Scope Date Job* 234PM, 12 SEP 06 Rev 580000 User KW-0602836 Ver 5 8 0 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Steel Beam Design Page 1 chvOSOM ecw Calculations Description CEILING PURLIN General Information Steel Section W12X19 Center Span Left Cant Right Cant Lu Unbraced Length Code Ref AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 2600ft 000ft 000ft 933 ft Pmned-Pmned Bm Wt Added to Loads LL & ST Don't Act Together Fy Load Duration Factor Elastic Modulus 50 OOksi 1 00 29,000 Oksi Distributed Loads # 1 DL 0 092 LL 0164 ST Start Location End Location 26 000 Note' Short Term Loads Are WIND Loads #2 #3 #5 #6 k/ft k/ft k/ft ft ft LJMM Summary J§ E^jJSS^3iiiH5!STO&^^£S^3i^MM^^M Using W12X1 9 section, Span = End Fixity = Pmned-Pmned, Lu Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv 2600ft, Fy = 500ksi = 9 33ft, LDF = 1 000 Actual 23 231 k-ft 13 088 ksi 0966 1 3574k 1 251 ksi 0063 1 Allowable 24 057 k-ft 13553 ksi 57 152 k 20 000 ksi Static Load Case Max Deflection Length/DL Den Length/(DL+LL Defl) Beam OKGoverns Stress -0 750 in 1,0314 1 4161 1 Force & Stress Summary «- These columns are Dead + Live Load placed as noted -» Max M + Max M- Max M@Left Max M @ Right Shear @ Left Shear @ Right Center Defl Left Cant Defl Right Cant Defl Query Defl @ Reaction @ Left Reaction @ Rt Maximum 23 23 k-ft 357k 357k -0750 m 0 000 in 0 000 m 0000ft 357 357 DL Only 937 144 1 44 -0303 00000000 0000 1 44 144 LL ffi> Center 2323 357 357 -0750 0000 0000 0000 357 357 LL+ST © Center -0303 0000 0000 0000 144 144 LL (a). Cants 0000 0000 0000 0000 LL+ST (® Cants k-ft k-ft k-ft k-ft k k 0 000 in 0 000 in 0 000 in 0 000 in k k Fa calc'd per Eq E2-2, K*L/r > Cc I Beam, Major Axis, L/rT > (510,000 * Cb / Fy)A 5, Fb per Eq F1-7 Peyton-Tomita & Associates Structural Engineers 954 Town & Country Road Orange, CA 92868 (714)245-4930 Title Dsgnr Description Scope Job# Date 234PM, 12 SEP 06 Rev 580000 User KW-0602836 Ver580 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Steel Beam Design Page 2 chv05054 ecw Calculations Description CEILING PURLIN Rmax = 3 574k Vmax @ left = 3 574k nth Location mi Peyton-Tomita & Associates Structural Engineers 954 Town & Country Road Orange, CA 92868 {714)245-4930 Title Dsgnr Description Scope Job# Date 1028AM, 8 SEP 06 PRev 580000! User KW-0602836 VerSBO l-Dec-2003 ; (c)1983 2003 ENERCALC Engineering Software Steel Beam Design Page 1 chvOSOM ecw Calculations Description HIP POST SUPPORT Code Ref AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section W8X10 Pmned-Pmned Load Duration Factor 50 OOksi 1 00 Center Span Left Cant Right Cant Lu Unbraced Length Point Loads # 1 Dead Load 1 200 Live Load 0 980 Short Term Location 1 000 1100ft 000ft 000ft 1100ft #2 Bm Wt Added to Loads LL & ST Don't Act Together #3 #4 Elastic Modulus 29,000 0 ksi Note' Short Term Loads Are WIND Loads #5 #6 #7 k k k ft !Summary J Using W8X10 section, Span = 11 ( End Fixity = Pmned-Pmned, Lu = 1 Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv 30ft, Fy = 500ksi 1 00ft, LDF = 1 000 2 030 k-ft 3119ksi 0326 1 2037k 1 519 ksi 0076 1 Allowable 6 224 k-ft 9 563 ksi 26 826 k 20 000 ksi Static Load Case Max Deflection Length/DL Defl Length/(DL+LL Defl) Beam OK Governs Stress -0 036 in 6,161 6 1 3,671 8 1 Force & Stress Summary Maximum Max M + Max M- Max M @ Left Max M @ Right Shear @ Left Shear @ Right Center Defl Left Cant Defl Right Cant Defl Query Defl @ Reaction @ Left Reaction @ Rt 2 03 k-ft 204k 025k -0036 m 0000 m 0 000 m 0000ft 204025 DL Only 1 14 1 15 016 -00210000 0000 0000 1 15016 «- These columns are Dead + Live Load placed as noted -» LL LL+ST LL LL+ST (© Center <8>. Center (® Cants (® Cants 203 204 025 -0036 0000 0000 0000 204 025 -0 021 0 000 0 000 0 000 0 000 0 000 0 000 0 000 1 15 0 16 k-ft k-ft k-ft k-ft k k 0 000 in 0 000 in 0 000 in 0 000 in k k Facalc'dperEq E2-2, K*L/r > Cc I Beam, Major Axis, L/rT > (510,000 * Cb / Fy)A 5, Fb per Eq F1-7 Peyton-Tomita & Associates Structural Engineers 954 Town & Country Road Orange, CA 92868 (714) 245-4930 Title Dsgnr Description Scope Job# Date 1028AM, 8 SEP 06 Rev 580000 User KW-0602836 Ver 5 8 0 1-Dec-2003 (e)1983-2003 ENERCALC Engineering Software Steel Beam Design Page 2 chv05054 ecwCalculations Description HIP POST SUPPORT Sketch & Diagram Mmax = 2 Ok n Dmax = -0 036in Rmax = 2 037k Vmax @ led = 2 037k Rmax = 0 253k (_> Vmax @ It = 0 2' & DefleJmn 43, Location rttl Peyton-Tomita & Associates Structural Engineers 954 Town & Country Road Orange, CA 92868 (714) 245-4930 Title Dsgnr Description Scope Date Job# 235PM, 12 SEP 06 Rev 580000User-KW-0602836 Var580 1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Steel Beam Design Page 1 chv05054 ecw Calculations Description CEILING PURLIN AT HIP POST SUPPORT I General Information Code Ref AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section W12X19 Center Span Left Cant Right Cant Lu Unbraced Length Distributed Loads # 1 DL -0011 LL 0 160 ST Start Location -10000 End Location 26 000 2600ft 1000ft 000ft 933ft #2 Pmned-Pmned Bm Wt Added to Loads LL & ST Don't Act Together #3 #4 Fy 50 OOksi Load Duration Factor 1 00 Elastic Modulus 29,000 0 ksi #5 Note' Short Term Loads Are WIND Loads | #6 #7 k/ft k/ft k/ft ft ft Point Loads Dead Load Live Load Short Term Location Note' Short Term Loads Are WIND Loads #10252 -10000 #2 1 150 4000 #3 #4 #5 #6 k k k ft Using W12X19 section, Span = 26 00ft, Fy = End Fixity = Pmned-Pmned, Lu = 9 33ft, LDF Actual Moment 15044 fb Bending Stress 8 475 fb / Fb 0 625 Shear 3 268 fv Shear Stress 1 144 fv / Fv 0 057 Beam OK Static Load Case Governs Stress50 Oksi, Left Cant = 10 00ft, Right Cant = 0 00ft = 1 000 _ Allowable k'ft 24 057 k-ft Max Deflection ksi 13553ksi Length/DLDefl Length/(DL+LL Defl) k 57 152 k ksi 20 000 ksi 1 0549m 6,0385 1 4373 1 Force & Stress Summary Max M + Max M- Max M @ Left Max M @ Right Shear @ Left Shear @ Right Center Defl Left Cant Defl Right Cant Defl Query Defl @ 15 04 k-ft 327k 225k -0488 m 0549m 0 000 in 0000ft DL Only 1 78 -292 -292 1 19 017 -00520010 0000 0000 «- These columns are Dead + Live Load placed as noted -» LL ! Center 1504-292 -292 327 225 -0488 0549 0000 0000 LL+ST <S>. Center Reaction @ Left 5 51 1 52 Reaction @ Rt 2 25 017 Facalc'dperEq E2-2, K*L/r > Cc I Beam, Major Axis, UrT > (510,000 * Cb / Fy)* 5, Fb per Eq F1-7 360225 -005200100000 0000 1 52 017 LL -1092 -1092 1 91 014 0108 -0398 0000 0000 343-014 LL+ST (g) Cants k-ft k-ft k-ft k-ft k k -0 052 m 0010 in 0 000 m 0 000 m 1 52 k 017 k Peyton-Tomita & Associates Structural Engineers 954 Town & Country Road Orange, CA 92868 (714) 245-4930 Title Dsgnr Description Scope Job* Date 235PM, 12 SEP 06 Rev 580000 User KW-0602836 VerSSO 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Steel Beam Design Page 2 chv05054 ecw Calculations Description CEILING PURLIN AT HIP POST SUPPORT Sketch & Diagram Defleanm fO j» U }1 1 « Location Cftl tin 3230 }U PEYTON-TOMITA & ASSOCIATES 09/12/2006 WIND MOMENT CALCULATION FASCIA HT= 1065 FT WIND SPEED= 7000 TRIB LENGTH= 2600 FT EXPOSURE= C NO OF PROFILES= 100 Ce= 119 NO OFCOLUMNS= 100 qs= 1260 CLEAR HT= 1650 FT COLUMN WIDTH= 1800 IN WIND PRESSURE= 1949 PSF FASCIA WIND SHEAR PER COLUMN= 5395 28 LBS AT 21 82 FT COLUMN WIND SHEAR PER COLUMN= 48243 LBS AT 825 FT 587771 LBS 12172078 FT-LBS BASE MOMENT 954 TOWN & COUNTRY ROAD, ORANGE, CA 92868 (714)245-4930 PEYTON-TOMITA & ASSOCIATES 09/12/2006 CANOPY SEISMIC LOADING (PER 1997 UBC) SEISMIC ZONE i CALCULATE PERIOD" lcol= LENGTH= DL= T(A)= T(B)= T= LBS 018 SECONDS 065 SECONDS 023 SECONDS BASE SHEAR (30-4) Cv= l= R= V= 064 PER TABLE 16-R 1 00 PER TABLE 16-K 220 PER TABLE 16-P 128 W BASE SHEAR (30-5) Ca= V= 044 PER TABLE 16-Q 050 W BASE SHEAR (30-7) Z= l= R= V= 015 W DESIGN BASE SHEAR V= 050 W 04 PER TABLE 16-R 1 00 PER TABLE 16-K 220 PER TABLE 16-P EARTHQUAKE LOAD M= k= T(MAX)= Nv= Na= Nv= Rmax= WIDTH= LENGTH= RHOc= RHO= jH DESIGN SHEAR / TOTAL SHEAR FT AREA= 038 1 00 RHOmm= RHOmax= 1 1 5 63910 LB-SA2/FT 491265 LB/IN 023 3472 FTA2 DESIGN EARTHQUAKE SHEAR=7350 LBS DL+EL/1 4 DESIGN EARTHQUAKE MOMENT=132906 FT-LBS 954 TOWN & COUNTRY ROAD, ORANGE, CA 92868 (714)245-4930 » , Company Peyton Tomita & Associates Designer Dave Peyton Job Number CHV05054 0 CARRYING BEAM & COLUMN Sept 12, 2006 255PM Checked By _ Global Display Sections for Member Calcs Max Internal Sections for Member Calcs Include Shear Deformation Merge Tolerance (in) P-Delta Analysis Tolerance 5 97 Yes 12 0 50% Hot Rolled Steel Code Cold Formed Steel Code NDS Wood Code NDS Temperature Concrete Code AISC ASD 9th AISI 99 ASD NDS 91 ASD <100F ACI 1999 Number of Shear Regions Region Spacing Increment (in) Concrete Stress Block Use Cracked Sections Bad Framing Warnings Unused Force Warnings 4 4 Rectangular Yes No Yes Hot Rolled Steel Properties Label Efksil G [ksil Nu Therm (\1E5R Densitvfk/ftA31 Yieldfksil 1 2 3 4 5 A36 A572Grade50 A992 A500 42 A500 46 29000 29000 29000 29000 29000 11154 11154 11154 11154 11154 r 3 I 65 1 3 3 3 3 65 65 65 65 49 49 49 49 49 36 50 50 42 46 Hot Rolled Steel Section Sets Label Shane Design List Tvoe Material Desian Rules Ahn21 1 (90.270) n U0.180Hin4l 1 2 HR1A HR2 W18X35 HSS14X14X6 Wide Flanae Tube Beam Beam A992 A500 46 Tvoical Typical 103 18;73 153 576 808 510 576 808 Member Primary Data Label IJoint J Joint Rotate(dea) Section/Shane Desian List Tvoe Material Desian Rules 1 2 M1 M2 3 M3 N2 N5 N1 N5 N6 N5 HR1A HR1A HR2 Wide Flanae Wide Flange Tube Beam Beam Beam A992 A992 Typical Typical A500 46 I Tvpical Member Advanced Data Label I Release J Release lOffsetfinl JOffsetfml TVCOnlv Physical TOM Inactive 1 2 3 M1 M2 M3 9 Yes Yes Yes _ Joint Coordinates and Temperatures Label Xfffl Yfftl Temo FF1 1 2 3 4 5 N1 N2 N3 N4 N5 15 4 13 14 15 0 I 0 18 833333 18 833333 18833333 18833333 0 0 0 0 RISA-2D Version 60 [J \CAD FILES\RHL\CHV050054\TEE r2d]Page 26 Company Designer Job Number Peyton Tomita & Associates Dave Peyton CHV05054 0 CARRYING BEAM & COLUMN Sept 12, 2006 255PM Checked By Joint Coordinates and Temperatures (Continued) 6 Label N6 x mi Y mi 24 18833333 Terno FF1 0 Joint Boundary Conditions 1 2 Joint Label N1 N5 Hot Rolled Steel Desian Parameters Label 1 M1 2 M2 3 M3 Shape Lenath[ft] Lb-out[ft] HR1A 11 Seament HR1A 9 HR2 18833 X fk/inl Y Ik/ml Reaction Reaction Story 1 Rotation[k-ft/rad] Reaction Lb-in[ft] Lcomp top[ft]Lcomp bot[ftl K-out K-in Cm Cb Out s In swav i i Seqment I | | i 21 ! i , i Yes Yes Joint Loads and Enforced Displacements (BLC 1 : D) Joint Label LD.M Direction Magnitudefk.k-ft m.rad k*sA2/ft1 1 2 3 4 5 6 N2 N6 N3 N2 N6 N4 L L L L L L Y Y Y Y Y Y -2916 -2887 -202 -4 14 -414 -444 Joint Loads and Enforced Displacements (BLC 2 : L) Joint Label LD.M A 2 3 N2 N6 N4 L Lj_ Direction Y Y Y Maanitude[k.k-ft m.rad k*sA2/ft] -4077 -4077 -3494 Joint Loads and Enforced Displacements (BLC 3 : ULL) 1 2 L_3 Joint Label L.D.M N2 N4 N6 L L L Direction Y Y Y Maanitude[k.k-ft m.rad k*sA2/ft] -4077 -2142 -021 Joint Loads and Enforced Displacements (BLC 4 : WLY) 1 2 3 Joint Label L.D.M N2 N3 N6 L L L Direction Y Y Y Joint Loads and Enforced Displacements (BLC 5 : WLX) Joint Label L.D.M 1 2 N5 N5 i L Direction X M Joint Loads and Enforced Displacements (BLC 6 : ELX) TT~Joint Label L.D.M N5 L Direction X Magnitude[k.k-ft m.rad k*sA2/fl] 2433 2173 265 Maanitude[k.k-ft m.rad k*sA2/ft] 5395 -1613 Maanitudefk,k-ft m.rad k*sA2/ft] 735 RISA-2D Version 60 [J \CAD FILES\RHL\CHV050054\TEE r2d]Page 27 Company Peyton Tomita & Associates Designer Dave Peyton Job Number CHV05054 0 CARRY Sept 12, 2006 255PM NG BEAM & COLUMN Checked By Member Point Loads (BLC 5 : WLX) Member Label Direction Maonituderk.k-ftl LocationFft.%1 1 M3 X 482 I 825 Basic Load Cases BLC Descnotion Cateaorv X Gravity Y Gravity Joint Point Distributed 1 2 3 4 5 6 D L DLL WLY WLX ELX DL RLL RLL WLY WLX ELX r -1 6 3 3 3 2 1 1 Load Combinations Descnotion Solve PD SR BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 2 3 4 5 6 7 D iYes D+L IYes D+ULL D+WLY+WLX D+WLY-WLX D+ELX D-ELX Yes Yes Yes Yes Yes 1 1 1 1•\ 1 1 1 1 1 1 1 1 1 2 3 4 4 6 6 1 1 1 1 1 A 5 5 1 -1 I Load Combination Design Description ASIF CD Service Hot Rolled Cold Formed NDSWood Concrete 1 2 3 4 5 6 7 D D+L D+ULL D+WLY+WLX D+WLY-WLX D+ELX D-ELX 1333 1 333 1 333 1 333 Yes Yes Yes Yes Yes ! Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Envelope Joint Displacements 1 2 3 4 5 6 7 8 9 10 11 12 Joint N1 N2 N3 N4 N5 N6 max mm max mm max mm max mm max mm max mm Xfm] 0 0 1 345 -2072 1 345 -2072 1 345 -2072 1 345 -2072 1 345 -2072 Ic 6 7 4 7 4 7 4 7 4 7 4 7 Y[in] 0o- 914 -2291 195 -373 097 -187 -005 -013 1 32 -1 103 Ic 4 2 4 7 4 7 4 7 4 2 7 4 Rotation [rad] 0o 1 856e-2 -6124e-3 1 574e-2 -7 988e-3 1 507e-2 -8421e-3 1 43e-2 -8 906e-3 1 149e-2 -1 092e-2 Ic 7 6 7 4 7 4 7 4 7 4 7 6 RISA-2D Version 60 [J \CAD FILES\RHL\CHV050054\TEE r2d]Page 28 Company Peyton Tomita & Associates Designer Dave Peyton Job Number CHV05054 0 CARRYING BEAM & COLUMN Sept 12, 2006 255PM Checked By _ Envelope Joint Reactions Joint Xfkl Ic YTkL Ic Moment Fk-ftl Ic 1 2 o 4 N1 Totals max mm max mm 735 -735 735 -735 7 6 7 6 32227 13323 32227 13323 2 4 2 4 118507 -158343 6 7 Envelope Drift Report Story Joint X-Drift fml Ic1 2 1 max mm N5 N5 1 345 4 -2 072 I 7 595 917 Envelope ASP Steel Code Checks Member Shape Code Check Loc[ft]Ic Shear C Loc[fl] Ic Fa [ksi] Ft [ksi] Fb [ksi] Cb Cm ASP Eqn1 2 3 M1 M2 M3 W18X35 W18X35 HSS14X14X6 839 742 657 11 0 2 2 0 I 7 185 111 031 11 0 0 2 2 6 28429 17235 23424 30 30 36791 33 28428 36791 1 1 1 85 85 85 H1-2 H1-2 H1-2 RISA-2D Version 60 [J \CAD FILES\RHL\CHV050054\TEE r2d]Page 29 Beam M1 Shape W18X35 Material A992 Length 11ft I Joint N2 J Joint N5 LC2 D+L Code Check 0839 (bending) Report Based On 97 Sections Max -11 133 at Oft V fa ksi Mm -19 655 at 11 ft Max 27 679 at 11 ft Max 132921 at 11 ft k-ft Max -013 at 11 ft D -^ Mm -27 679 at 11 ft AISC ASD 9th Ed. Code Max Bending Check 0 839 Location 11 ft Equation H1-2 Compact Fy 50 ksi Fa 28.429 ksi Ft 30 ksi Fb 33 ksi Fv 20 ksi Cb 1 066 Check ^Mm -1 279 at 0 Max Shear Location ^ ft Check Max Defl Ratio Cm Lb KL/r Out Plane 1ft 9846 Sway No 0185 11 ft L/104 In Plane .85 11ft 18.759 No L Comp Flange 1 ft Beam M3 Shape HSS14X14X6 Material A500_46 Length 18083ft I Joint N1 J Joint N5 LC7 D-ELX Code Check 0.657 (bending) Report Based On 97 Sections Max 20 579 at Oft Mm 19 426 at 18 083 ft Max 1 099 at 0 ft fa mmmsmsmamm Mm 1 037 at 18 083 ft Max -7 35 at Oft V ksi Max 23 059 at Oft Max:-25 43 at 18 083 ft M k-ft Mm 3 74 at 18 083 ft Mm.-158 343 at Oft Max.-3 74 at 18 083 ft ft i Max. 1.943 at 18.083 ft ksi Mm- -23 059 at 0 ft AISC ASD 9th Ed. Max Bending Check Location Equation Slender (Qs= 1 , Qa= Allowables Increase Fy 46 ksi Fa 23 424 ksi Ft 36 791 ksi Fb 36.791 ksi Fv 24 527 ksi Cb 1.589 Code Check 0657 Oft H1-2 D — Max in Shear Check 0 031 Location 0 ft Max Defl Ratio L/112 0 986335) (fc and ft stresses adjusted per App B) 1333 Out Plane In Plane Cm Lb KL/r 18083 82117 Sway Yes L Comp Flange 85 ft 18 083 ft 39.104 Yes 18.083 ft PEYTON-TOMITA & ASSOCIATES TOP OF COLUMN CONNECTION MOMENT= COL WDTH Pmax= Pmin= Mtee= Smm= WELD= USE- USE: USE: 09/12/2006 6672 FT-K 1400 IN 1041 K 721 K 15372 IN-K 512 IN3 5719 K WT9X27.5 QSx= 8-7/8IN DIA A307S Ta= 1/4 IN FILLET l_= fv= 634 IN3 OK 1200 K 2400 IN 238 KLI OK 954 TOWN & COUNTRY ROAD, ORANGE, CA 92868 (714) 245-4930 Peyton-Tomita & Associates Structural Engineers 954 Town & Country Road Orange, CA 92868 (714) 245-4930 Title Osgnr Description Scope Date Job# 259PM, 12 SEP 06 Rev 580000User KW-0602836 Ver 5 8 0 1-Dec 2003 (c)1983 2003 ENERCALC Engineering Software Steel Column Base Plate Description CANOPY COLUMN chv05054 ecw Calculations General Information Loads Axial Load X-X Axis Moment Plate Dimensions Plate Length Plate Width Plate Thickness Support Pier Size Pier Length Pier Width | Summary 2058k 15834k-ft 22 000 in 22 000 in 1 500 m 36 000 in 36 000 in CodeRef AISC 9th Ed ASD, Steel Section Section Length Section Width Flange Thickness Web Thickness Allowable Stresses Concrete f c Base Plate Fy Load Duration Factor Anchor Bolt Data Dist from Plate Edge Bolt Count per Side Tension Capacity Bolt Area 1997 UBC, 2003 IBC, 2003 NFPA 5000J HSS14x14x3/8 14 000 in 14 000 in 0 349 in 14 000 in 2,500 0 psi 36 00 ksi 1 330 2 000 in 3 44 933 k 1 767 m2 Baseplate OK Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 1,318 7 psi Allow per ACI31 8-95, A3 1 Partial Bearing Bolts in Tension = 0 3 * f 'c * Sqrt(A2/A1 ) * LDF 1 ,632 3 psi Allow per AISC J9 1,9043 psi Plate Bending Stress Thickness OK Actual fb 24,374 2 psi Max Allow Plate Fb 35,910 0 psi Tension Bolt Force Actual Tension Allowable Bolt Tension OK 33515 k 44 933 k <. i PEYTON-TOMITA & ASSOCIATES 09/12/2006 ANCHOR BOLT DESIGN PER 1997 UBC. SEC. 1923 WORKING STRESS LOADS ALLOWABLES (133%) P(DL)= 2 08 k 3/4" 11 20 P(LL)= 963 k 1" 2000 P(WL)= 26 92 k 1 25" 31 20 P(EL)= 31 43 k 1 5" 44 93 ULTIMATE LOADS U=14D+1 7L= 1929 k U=0 75(1 4D+1 7W)= 36 51 k U=0 9D+1 3W= 36 87 k U=0 75(1 4D+1 7(1 1E))= 46 27 k U=09D+1 3(1 1E)= 4682 k MAXIMUM LOAD= 4682 k ANCHOR SIZE= 1-1/2 in Ab= 1 4100 sq in Ps=0 9 x Ab x 60000= 7614 K OK LAMDA= 1 00 fc= 250000 PSI 0= 065 (3)1-1/2"DIA X 30" EMBED AT 18" QIC IN A 48"FTG 2166 00 in 2 GROUP PULL OUT 0Pc= 281 58 K 1/2*0Pc= 14079 K NO AB's= 3 00 1/2*0Pc= 4693 K/BOLT OK 954 TOWN & COUNTRY ROAD, ORANGE, CA 92868 (714)245-4930 Peyton-Tomita & Associates Structural Engineers 954 Town & Country Road Orange, CA 92868 (714) 245-4930 Title Dsgnr Description Scope Date Job# 310PM, 12 SEP 05 Rev 580000 User KW-0602836 Ver 5 8 0 1-Dec 2003 (0)1983-2003 ENERCALC Engineering Software — glV^A^jM^e^iiA^maUiStoai.^^^^rf.iatfeiiiiiufa-^iKaufa General Footing Analysis & Design a^lHiiMht^-«n^M»^»lM*aM»l^iJ!^,^ Page 1 chv05054 ecw Calculations,.j!.u — ,^.«.«i«.ra«^,«»t«,«i,a,-Mii Description CANOPY FOUNDATION i General Information Code Ref ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Allowable Soil Bearing Short Term Increase Seismic Zone Live & Short NOT Combined fc Fy 2,0000 psf 1 330 4 2,5000 psi 60,000 0 psi Dimensions Width along X-X Axis Length along Y-Y Axis Footing Thickness Col Dim Along X-X Axis Col Dim Along Y-Y Axis Base Pedestal Height 10 000 ft 10000ft 24 00 in 48 00 in 48 00 in 48 000 in Overburden Weight Loads 44000 psf Mm Steel % Rebar Center To Edge Distance 00009 3 50 in s Applied Vertical Load Dead Load Live Load Short Term Load Applied Moments Dead Load Live Load Short Term Applied Shears Dead Load Live Load Short Term 20 579 k 6240k k Creates Rotation about Y-Y Axis (pressures @ left & right) 19920k-ft 46 800 k-ft 138430k-ft Creates Rotation about Y-Y Axis (pressures @ left & right) k k 7350k ecc along X-X Axis 0 000 in ecc along Y-Y Axis 0 000 in Creates Rotation about X-X Axis (pressures @ top & bot) k-ft k-ft 138 430 k-ft Creates Rotation about X-X Axis (pressures @ top & bot) k k 7350k I Summary 1 10 00ft x 10 00ft Footing, 24 Om Thick w/ Column Support 48 00 x 48 00m x DL+LL DL+LL+ST Max Soil Pressure Allowable "X1 Ecc, of Resultant "Y1 Ecc, of Resultant X-X Mm Stability Ratio Y-Y Mm Stability Ratio 1,4209 2,000 0 7845m 0 000 in 2435 2195 2,212 5 psf 2,660 0 psf 25 354 in 22 859 in 1 500 1 MaxMu Required Steel Area Shear Stresses 1-Way 2-Way Caution X(short)ecc>Widt 48 Om high Actual Allowable 6 665 k-ft per ft 0 259 m2 per ft Vu Vn * Phi 7410 85 000 psi 5205 170 000 psi Footing Design Shear Forces Two-Way Shear One-Way Shears Vu @ Left Vu @ Right Vu @ Top Vu @ Bottom Moments Mu @ Left Mu @ Right Mu @ Top Mu @ Bottom ACI C-1 5 21 psi 4 12 psi -0 84 psi 1 64 psi 1 64 psi ACI C-1 -01 8 k-ft 4 00 k-ft 1 91 k-ft 1 91 k-ft ACI C-2 2 40 psi 7 41 psi -5 37 psi 6 60 psi -5 29 psi ACI C-2 -4 38 k-ft 6 67 k-ft 5 99 k-ft -4 10 k-ft ACI C-3 1 54 psi 4 76 psi -3 45 psi 4 24 psi -3 40 psi ACI C-3 -2 82 k-ft 4 28 k-ft 3 85 k-ft -2 64 k-ft Vn * Phi 170 00 psi 85 00 psi 85 00 psi 85 00 psi 85 00 psi Ru/Phi 11 6 psi 17 6 psi 15 8 psi 10 8 psi As Reg'd -0 26 m2 0 26 m2 0 26 m2 -0 26 m2 per ft per ft per ft per ft fc- "••• Peyton-Tomita & Associates Structural Engineers 954 Town & Country Road Orange, CA 92868 (714) 245-4930 Rev 580000User KW-0602836 Ver 5 8 0 1 Dec-2003 (c)1983-2003 ENERCALC Engineering Software Title Dsgnr Description Scope General Footing Analysis & Design Job# Date 3 10PM, 12 SEP 06 Page 2 chv05054 ecw Calculations Description CANOPY FOUNDATION Soil Pressure Summary Service Load Soil Pressures DL + LL DL + LL + ST Factored Load Soil Pressures ACI Eq C-1 ACIEq C-2 ACI Eq C-3 ACI Factors (per ACI 318-02, applied AC! C-1 & C-2 DL 1 400 ACI C-1 & C-2 LL 1 700 ACI C-1 & C-2 ST 1 700 seismic = ST* 1 100 Left Right Top 62027 1,42091 1,02059 000 2,21253 2,06392 87976 2,01534 1,44755 0 00 2,797 55 2,609 64 000 1,79842 1,67762 internally to entered loads) ACI C-2 Group Factor 0 750 Add"l ACI C-3 Dead Load Factor 0 900 Add"l ACI C-3 Short Term Factor 1 300 Bottom 1,020 59 psf 0 00 psf 1,447 55 psf 0 00 psf 0 00 psf "1 4" Factor for Seismic 1 400 "0 9" Factor for Seismic 0 900 PO Box 717, Windsor, CA 95492 • (707)838-1505 • FAX # (707) 838-1970 • email dlfeng@msn com E N G I N E E & CONSTRUCTORS INC CUSTOMER. LOCATION. SHEET NO JOB NO . DATE BY .l (o . CHK'D. CONlTEklTS SHTS -16 DLF Engineers & Constructors PO Box7l7-Wmdsor Ca 7Q7-838-15Q5 Project Chevron Carlsbad Calif 2001 CBC Zone 4-Geotechnmcal Report DLFJobtf 1600 181 6 Proiect Load Criteria Loads Roof_ Dead Load Roofing Mall (Hot Mop/Tile) Building Paper/Water Proofing RoofSheathmg( 5/S cdx ) Roof Structure Insulation Mechanical/Ltg TBar Misc or Fire Pro Ponding Load Flat Roof 30 psf 02 psf I S psf 25 psf 3 5 psf 1 0 psf 25 psf I 5 psf 00 psf 160 psf Upper Roof (As Occurs) 11 0 psf 02 psf I 8 psf 30 psf 00 psf 00 psf 00 psf 00 psf 00 psf 160 psf Live Load Less Than 200 Sq Ft. 2IOSq Fl lo600Sq Ft. Greater Than 600 Sq Ft 025 12 Pitch 200 psf 16 0 psf 120 psf Live Load 5 12 160 psf 14 0 psf 120 psf Floor Slab on Grade Dead Load Fir Covering Mail (none) Building Paper/Water Proofing Fir Shealhmgp/4 Ply ) Fir Framing Insulation Mechanica!/Ltg Interior Fmish(Shcetrock as Occurs) Misc or Fire Pro Total- 00 psf 0 0 psf 00 psf 00 psf 00 psf 00 psf 00 psf 00 psf 00 psf Dead Load Exterior Finish Mall(Stucco) Building Paper/Water Proofing Exterior Sheathmg( 5/8 or 1/2 cdx) Wall Frammg(2x6@16'oc) Insulation Int Finish Mail (Inl. 5/8" SR) 100 psf 02 psf 26 psf I 6 psf 25 psf 3 1 psf 20 0 psf Dead Load Interior Finish Mall x 2( 112" Sheelrock) Interior Shcathmg( As Occurs) Wall Framing (2x(3) 16" oc) Insulation Special Finish Mall ( ) 50 psf 00 psf 0 0 psf 1 5 psf 00 psf 00 psf 65 psf Wind Load Wind 70mph Exp C 0 15 15 20 20 25 25 30 P=CeCqQsI=O(l 3)026X1 0)-("">psf structure 17 4 psf structure 185 psf structure 19 5 psf structure 20 1 psf structure Seismic Zone 4 Z= 1= Soil Profile Seismic Source Distance Na= 040 V=(25Ca/R)(l/l4)W 1 00 / 041 /Na 450 Sd Soil Pro file (defeult) TypeB Fault / 99km 1 00 Geotechmcal Per Geotech Rpt Conventional Spread Note Geotechmcal Rpl (Site Specfic) Retaining Walls (Sue Specfic) Fully Drained Brg=l 5 ksf adjusted for depth and width Passive 20ksPFncl 0 3C " Active Unrestrained Level= N/A pcf Active Unrestrained Slopmg= N/A pcf PO Box 717, Windsor, CA 95492 • (707)838-1505 • FAX # (707) 838-1970 • email dlfeng@msn com & CONSTRUCTORS INC CUSTOMER, LOCATION, SHEET NO JOB NO _ DATE BY . CHK'D. LL-- 2 N/STUP5 USB >U D6L USE >xC, or 41 (3 &.E PO Box 717, Windsor, CA 95492 • (707)838-1505 • FAX* (707) 838-1970 • email dlfeng@msn com E N G I N E E & CON S1I R UCTORS INC CUSTOMER LOCATION SHEET NO JOB NO _ DATE BY CHK'D _ ^ , ^—- - ^ ft ' '1 <^ . ;1k l III f) 1 '-.IH / © i7fe' *• <- ^ <_ ., -\ I ]q U'In 4 - - ® 7fe' / y / Ii ; 13%' x (M) 54- ToiKlTLOKPS -- 100 PLF £MKK USE feS LUHxb USE It 5/e> °l vc 5 C^EE KTTKctj & KNiMJ si s^ 5 75 H/IB Woodworks® Sizer SOFTWARE FOR WOOD DESIGN STUD Woodworks® Sizer 2004a Sep 7, 2006 09 04 37 COMPANY | PROJECT CHEVRON CARLSBAD DESIGN CHECK - NDS 2001 Wall DESIGN DATA Type Pinned base, Loadface = width(b), Material Lumber Stud ® 16 0 [in] spacing Ke x Lb 1 00 x 0 00= 0 00 [ft], Ke x Ld 1 00 x 13 80= 13 80 [ft], Lateral support top = Lb bottom = Lb, Total length 13 80 [ft] Repetitive factor applied where permitted (refer to online help), Load combinations ICBO-UBC, LOADS (force=lbs, pressure=psf, udl=plf, location=ft) »Self-weight automatically included« Load | Type | Distribution] Magnitude | Location | Pat- | Start End j Start End tern ---I I DEAD Dead Axial UDL 455 (Eccentricity = 0 00 in) LIVE Live Axial UDL 53S (Eccentricity = 0 00 in) WIND Wind Full UDL 23 1 No MAXIMUM REACTIONS (Ibs) | 13 80 ft Dead Live 159 159 Total 159 159 DESIGN SECTION D Fir-L, No 1, 2x6 @ 1 960 plf This section PASSES the design code check ############tt##########tt#######tt###ft###ft## SECTION vs DESIGN CODE (stress=psi, deflection=in) Criterion | Analysis Value | Design Value I Analysis/Design I| | | | Shear fv = 29 Fv1 = 239 fv/Fv1 = 0 12 Bending(+) fb = 873 Fb1 = 1988 fb/Fb1 = 0 44 Axial fc = 163 Fc1 = 516 fc/Fc1 = 0 32 Axial Bearing fc = 163 Fc* = 1650 fc/Fc* = 0 10 Combined (axial compression + side load bending) Eq 3 9-3 = 0 51 Live Defl'n 0 53 = L/310 0 92 = L/180 0 58 Total Defl'n 0 53 = L/310 0 92 = L/180 0 58 FACTORS F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'1000 1 33 1 00 1 00 1 000 1 300 1 00 1 15 1 00 1 00 FV 180 Fcp' 625 Fc' 1500 Fc'comb 1500 E' Fc* 1 33 1 00 1 1 33 7 million 1 00 00 00 00 1500 1 00 1 00 00 00 00 00 00 0 313 0 241 1 100 1 100 1 00 1 00 1 00 00 00 Custom duration factor for Wind load = 1 33 1 00 1 00 1 00 1 00 1 00 1 00 ADDITIONAL DATA Bending(+) LC# 4 = 67D+W, M = 550 Ibs-ft Shear LC# 4 = 67D+W, V = 159, V design = 159 Ibs Deflection LC# 4 = 67D+W EI= 35e06 Ib-in2 Total Deflection = 1 50(Dead Load Deflection) + Live Load Deflection Axial LC# 2 = D+L, P = 1347 Ibs Combined LC# 3 = D+ 75(L+W), (1 - fc/FcE) = 0 75 (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES 1 Please verify that the default deflection limits are appropriate for your application 5/18 Woodworks® Sizer SOFTWARE FOR WOOD DESIGN Beaml Woodworks® Sizer 2004a Sep 7, 2006 10 17 31 COMPANY ~j PROJECT | CHEVRON CARLSBAD DESIGN CHECK-NDS 2001 Beam DESIGN DATA Material PSL Lateral support top= at supports, bottom= at supports, Total length 9 80 [ft] Load combinations ICBO-UBC, LOADS (force=lbs, pressure=psf, udl=plf, location=ft) »Self-weight automatically included« Load | Type | Distribution] Magnitude I [ Start End Location | Pat- Start End | ternI ROOF Dead Full UDL 455 0 No ROOF L Live Full UDL 536 0 No WALL Dead Full UDL 100 0 No MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 9 80 ft Dead Live Total LC number B Length 2848 2848 2626 2626 5475 5475 2 2 1 39 1 39 DESIGN SECTION 2 OE, 2900Fb, 5 25x16 ®26 250 plf This section PASSES the design code check SECTION vs DESIGN CODE (force=lbs, moment=lbs-ft, deflection=in) Criterion Analysis Value | Design Value | Analysis/Design | •I- Shear fv = 71 Fv' = 285 fv/Fv1 = 0 25 Bending(+) fb = 719 Fb1 = 2810 fb/Fb1 = 0 26 Live Defl'n 0 03 = <L/999 0 33 = L/360 0 10 Total Defl'n 0 08 = <L/999 0 49 = L/240 0 17 FACTORS F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fb'+ 2900 1 00 - 1 00 1 000 0 97 - 1 00 1 00 - - 2 Fv1 285 100- 100 - - - - 100- 1002 Fcp1 750 - -100- - - -100- E1 20 million -100- - - -100- - 2 Custom duration factor for Wind load = 1 33 ADDITIONAL DATA Bending(+) LCtt 2 = D+L, M = 13413 Ibs-ft Shear LC# 2 = D+L, V = 5475, V design = 3985 Ibs Deflection LC# 2 = D+L EI= 3584606 lb-in.2 Total Deflection = 1 50(Dead Load Deflection) + Live Load Deflection (D=dead L=live S=snow w=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES 1 Please verify that the default deflection limits are appropriate for your application 2 SCL-BEAMS (Structural Composite Lumber) the attached SCL selection is for preliminary design only For final member design contact your local SCL manufacturer 3 Size factors vary from one manufacturer to another for SCL materials They can be changed in the database editor Woodworks® Sizer SOFTWARE FOR WOOD DESIGN Beam2 Woodworks® Sizer 2004a Sep 7, 2006 10 17 43 COMPANY|PROJECT j CHEVRON CARLSBAD DESIGN CHECK-NDS 2001 Beam DESIGN DATA Material PSL Lateral support top= at supports, bottom= at supports, Total length 14 90 [ft] Load combinations ICBO-UBC, LOADS (force=lbs, pressure=psf , udl=plf, location=ft) »Self-weight automatically included« Load Type | Distribution] Magnitude | Location | Pat- Start End | Start End tern ROOF Dead Full UDL 455 0 No ROOF L Live Full UDL 536 0 No WALL Dead Full UDL 100 0 No MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 14 90 ft Dead Live Total LC number B Length 4330 4330 3993 3993 8324 8324 2 2 2 11 2 11 DESIGN SECTION 2 OE, 2900Fb, 5 25x16 @26 250 plf This section PASSES the design code check SECTION vs DESIGN CODE (force=lbs, moment=lbs-f t , def lection=in) Criterion | Analysis Value | Design Value Analysis/Design Shear fv = 122 Fv1 = 285 fv/Fv1 = 0 43 Bending (+) fb = 1661 Fb1 = 2786 fb/Fb1 = 0 60 Live Defl'n 0 17 = <L/999 0 50 = L/360 0 33 Total Defl'n 0 44 = L/410 0 75 = L/240 0 58 FACTORS F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LCtt Fb' + 2900 1 00 - 1 00 0 961 1 00 - 1 00 1 00 - - 2 FV 285 100- 100 - - - - 100- 1002 Fcp1 750 - -100- - - -100- E1 20 million -100- - - -100- - 2 Custom duration factor for Wind load = 1 33 ADDITIONAL DATA Bending (+) LC# 2 = D+L, M = 31005 Ibs-ft Shear LC# 2 = D+L, V = 8324, V design = 6834 Ibs Deflection LC# 2 = D+L EI= 3584e06 Ib-in2 Total Deflection = 1 50 (Dead Load Deflection) + Live Load Deflection (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES 1 Please verify that the default deflection limits are appropriate for your application 2 SCL-BEAMS (Structural Composite Lumber) the attached SCL selection is for preliminary design only For final member design contact your local SCL manufacturer 3 Size factors vary from one manufacturer to another for SCL materials They can be changed in the database editor L.. .... -7/15 Woodworks® Sizer SOFTWARE FOR WOOD DESIGN ] Beam3 Woodworks® Sizer 2004a Sep 7, 2006 10 16 39 COMPANY|PROJECT j CHEVRON CARLSBAD DESIGN CHECK-NDS 2001 Beam DESIGN DATA Material PSL Lateral support top= at supports, bottom= at supports, Total length 19 40 [ft] Load combinations ICBO-UBC LOADS (force=lbs, pressure=psf, udl=plf, location=ft) »Self-weight automatically included« Load Type | Distribution Magnitude | Location | Pat- Start End [ Start End | tern | | | | | ROOF Dead Full UDL 327 0 No ROOF L Live Full DDL 408 0 No WALL Dead Full UDL 100 0 No MECH1 Dead Point 288 7 60 No MECH2 Dead Point 288 1180 No MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 19 40 ft I Dead | 4716 4716 Live | 3958 3958 Total 8674 8674 LC number| 2 2 B Length \ 2 2 22 DESIGN SECTION 2 OE, 2900Fb, 5 25x18 @29 531 plf This section PASSES the design code check SECTION vs DESIGN CODE (force=lbs, moment=lbs-ft, deflection=in) Criterion Analysis Value | Design Value Analysis/Design Shear fv = 117 Fvr = 285 fv/Fv' = 0 41 Bending(+) fb = 1814 Fb' = 2680 fb/Fb' = 0 68 Live Defl'n 0 25 = L/913 0 65 = L/360 0 39 Total Defl'n 0 72 = L/321 0 97 = L/240 0 75 FACTORS F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fb'+ 2900 1 00 - 1 00 0 924 1 00 1 00 1 00 - - 2 Fv1 285 100- 100 - - - - 100- 1002 Fcp' 750 - -100- - - -100- E' 20 million -100- - - -100- - 2 Custom duration factor for Wind load = 1 33 ADDITIONAL DATA Bending ( + ) LCtt 2 = D+L, M = 42861 Ibs-ft Shear LCtt 2 = D+L, V = 8674, V design = 7377 Ibs Deflection LC# 2 = D+L EI= 5103e06 Ib-in2 Total Deflection = 1 50(Dead Load Deflection) + Live Load Deflection (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES 1 Please verify that the default deflection limits are appropriate for your application 2 SCL-BEAMS (Structural Composite Lumber) the attached SCL selection is for preliminary design only For final member design contact your local SCL manufacturer 3 Size factors vary from one manufacturer to another for SCL materials They can be changed in the database editor Woodworks® Sizer SOFTWARE FOR WOOD DESIGN Beam4 Woodworks® Sizer 2004a Sep 7, 2006 10 17 56 COMPANYjPROJECT | CHEVRON CARLSBAD DESIGN CHECK-NDS 2001 Beam DESIGN DATA Material PSL Lateral support top= at supports, bottom^ at supports. Total length 13 30 [ft] Load combinations ICBO-UBC, LOADS (force=lbs pressure=psf, udl=plf, location=ft) »Self-weight automatically included« Load Type | Distribution Magnitude | Location | Pat- Start End I Start End tern ROOF Dead Full UDL 455 0 No ROOF L Live Full UDL 536 0 No WALL Dead Full UDL 100 0 No MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 13 30 ft Dead Live Total LC number B Length 3865 3865 3564 3564 7430 7430 2 2 1 89 1 89 ########################################################################### DESIGN SECTION 2 OE, 2900Fb, 5 25x16 @26 250 plf This section PASSES the design code check SECTION vs DESIGN CODE (force=lbs, moment=lbs-f t , def lection=in) Criterion | Analysis Value | Design Value | Analysis/Design | | | Shear fv = 106 FV = 285 fv/Fv1 = 0 37 Bending(+) fb = 1323 Fb' = 2802 fb/Fb1 = 0 47 Live Defl'n 0 11 = <L/999 0 44 = L/360 0 24 Total Defl'n 0 28 = L/577 0 67 = L/240 0 42 FACTORS F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fb' + 2900 1 00 - 1 00 0 966 1 00 - 1 00 1 00 - - 2 Fv1 285 100- 100 - - - - 100- 1002 Fcp' 750 - -100- - - -100- E1 20 million -100- - - -100- - 2 Custom duration factor for Wind load = 1 33 ADDITIONAL DATA Bending(+) LC# 2 = D+L, M = 24704 Ibs-ft Shear LC# 2 = D+L, V = 7430, V design = 5940 Ibs Deflection LC# 2 = D+L EI= 3584e06 Ib-in2 Total Deflection = 1 50(Dead Load Deflection) + Live Load Deflection (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES 1 Please verify that the default deflection limits are appropriate for your application 2 SCL-BEAMS (Structural Composite Lumber) the attached SCL selection is for preliminary design only For final member design contact your local SCL manufacturer 3 Size factors vary from one manufacturer to another for SCL materials They can be changed in the database editor Foot2000 v2 1 60, Copyright '" 1999-2001 Spyder Software 9/7/2006 10 29 17 AM VI8 Company Info DLF Engineers & Constructors Inc 123 West North Street Healdsburg, CA, 95448 Phone (707) 838-1505 Fax (707) 838-1970 E-mail davetsdlf engineers com I Project [Location | [Client [Job No [Footing Id Project Info Chevron Carlsbad 2500 El Camino Real Carlsbad, CA RHL Design 1600 18 1 6 HSS4x4 2 50 ksi HardRock 3 0 in 40 0 ksi 9 00 in by 1 500 ksf 5 00 in FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c Concrete Type Concrete Cover Steel Ultimate Strength, Fy Column Size Initial Allowable Soil Bearing Strength Adjust Soil Bearing Strength Based on Geometry of Footing Depth Increase = [(1 50 - 1) * 0 2] = 10 0% Adjusted Allowable Soil Bearing Strength Wind Load Soil Bearing Strength, (1 33 increase) Seismic Load Soil Bearing Strength, (1 33 increase) Footing Width Footing Length . ... Footing Depth . ... Punching Shear Stress Beam Shear Stress Reinforcing Standards per Longitudinal Bottom Reinforcement Required for Strength.. .. Transverse Bottom Reinforcement Required for Strength Gravity Only Soil Bearing Wind Load Soil Bearing Seismic Load Soil Bearing LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1 650 ksf 2 195 ksf 2 195 ksf 4 50 ft 4 50 ft 18 00 in 29 83 psi 9 80 psi ASTM-A615 37 inz (2-#4) 45 in2 (3-#4) 1 433 ksf 1 433 ksf 1 433 ksf 1 4DL 1 05DL + 1 275LL + 1 275WL 0 9DL + 1 OEQ UNFACTORED LOADS 1 4DL + 0 9DL + 1 7LL 1 3WL 1 4DL + 1 7LL + I 7SL 1 05DL + 1 275LL + 1 OEQ Load Case Dead Load Live Load Wind Load Earthquake Other Loads FY, (kips) 16 00 11 20 0 00 0 00 0 00 MX, (ft-kips) 0 00 0 00 0 00 0 00 0 00 MZ, (ft-kips) 0 00 0 00 0 00 0 00 0 00 d = 18 00" W = 4 50 ' As = 2-1*4 Bars Cover 3 00" L = 4 50' As = 3-#4 Bars 10/16 Column Base Plate Chevron Carlsbad 9 in Plain Base Plate Connection Base Plate Thickness • .625 in Bearing Pressure Maximum Bearing Max/Allowable Ratio 1 286 ksi 735 UBC (12-12) (ABIF = 1 000) Base Plate Fy Bearing Surface Fp Anchor Bolt Diameter Anchor Bolt Material Anchor Bolt Fu Column Shape Design Code 36. ksi 1.75ksi 75 in A36 58 ksi TU4X4X3 AISC ASD 9th Base Plate Stress Maximum Stress Max/Allowable Ratio 3 591 ksi 133 UBC (12-12) (ASIF = 1 000) Anchor Bolts Bolt X(m) Z(m) Tens (k) Vx (k) Vz (k) Ft (ksi) Fv (ksi) Unity Combination 1 2 0 0 325 -325 0 0 0 0 0 0 191 191 99 99 0 0 UBC (12-12) UBC (12-12) r Loads P(k)Vx(k)Vz(k)MX (k-ft)Mz (k-ft) Reverse DL I 16 LL 112 | No I No I ENGINE lM_ & C O N SIT" R CUSTOMER PO Box 717, Windsor, CA 95492 • (707)838-1505 • FAX # (707) 838-1970 • email dlfeng@msn com RUC1ORSINC I LOCATION, SHEET NO JOB NO _ DATE BY . CHK'D. I //|W-o - [^7,7 7-, -1056^ 6'o KJO UPUfT B-PO Box 717, Windsor, CA 95492 • (707)838-1505 • FAX # (707) 838-1970 • email dlfeng@msn com E N G I N E E & CONSTRUCTORS INC CUSTOMER. LOCATION, SHEET NO JOB NO _ DATE BY CHK'D. kllMD 174 15 SEI3KIIC PUP NJ/S E/kj LATEEKU ^ -zi F (A) r*\o ?•>•ota IT"1 PO Box 717, Windsor, C A 95492 • (707)838-1505 • FAX # (707) 838-1970 • email dlfeng@msn com ENGINE Eft'S & CON s'lfR UCTORS INC CUSTOMER. LOCATION, SHEET NO JOB NO _ DATE BY CHK'D E>£SI6iKl Ski Wdo HE'S NO T"i 153! IH' 10 J l 16 ftf> ::n PO Box 717, Windsor, CA 95492 • (707)838-1505 • FAX* (707) 838-1970 • email dlfeng@msn com E N G I N E E & CONSTRUCTORS INC CUSTOMER. LOCATION. SHEET NO JOB NO _ DATE BY CHK'D ^ 300 RLF Ski w/ PO Box 717, Windsor, CA 95492 • (707)838-1505 • FAX # (707) 838-1970 • email dlfeng@msn com ENGINES ___ & CONSTRUCTORS INC CUSTOMER. LOCATION -- 1813 .USE CKSE 6d <^ SHEET NO JOB NO DATE BY PIT CHK'D. COLLECTOR yyr 717 PO Box 717, Windsor, CA 95492 • (707)838-1505 • FAX # (707) 838-1970 • email dlfeng@msn com ENGINES & CONSTRUCTORS INC CUSTOMER, LOCATION. SHEET NO JOB NO _ DATE BY . CHK'D. TLp ^ 160 rt-F /OK COLLECTOR TO EKQl^!D|5:5Tq\P gMCDTo SK)®/ Load Tables/Non-Snow (125%) 16/16 Tapered TJS Serii Allowable Uniform Load (plf) 16" Left Wall Depth 20" Left Wall Depth 24" Left Wall Depth 28 "Left Wall Depth 32" Left Wall Depth 36" Left Wall Depth 40" Left Wall Dep Other depth combinations are available (minimum wall depth = 16", maximum wall depth = 64") Use the TJ-Beam® software program or contact Trus Joist representative for assistance in sizing other depths Values shown are maximum allowable load capacities Open-web trusses will be custom designed to the specified loads1 2 Straight line interpolations may be made between depths and spans 3 Values shown are maximum allowable load capacities of the trusses in pounds per lineal foot (plf) based on • simple span, uniformly loaded conditions • an assumed 38% ratio of dead load to total load (eg 20 psf live/12 psf dead) These tables may be non-conservative if the actual ratio higher than 38% A more accurate analysis can be obtained by using the TJ-Beam* software program • top chord standard bearing clips 4 These tables may also be used for bottom chord bearing trusses (maximum bottom chord slope of 1 "/12") with or without cantilevers - at one c both ends Cantilevers are limited to '/3 of the main span provided the inboard shear for cantilevered conditions is limited to 4,070 Ibs 5 Values in gray iSIiil areas may be increased 4% for repetitive member usage if the criteria on page 9 7 are met REV 11/OOW 5-PO Box 717, Windsor, CA 95492 • (707)838-1505 • FAX # (707) 838-1970 • email dlfeng@msn com E N G I N E E & CONS CUSTOMER. alj TRUCTORS INC LOCATION SHEET NO JOB NO _ DATE BY CHK'D EKICLOSURB o JSE 8 in Mas w/#4 @ 16 in o/c Solid Grout, Designer select in all honz Heel ^ee Appendix A r-10" 3-0" _*_ 26 9psf Sliding Restraint 60 # 979 92psf To specify your own special title block here, use the "Settings" screen and enter your title block information Title Chevron Carlsbad Job # 16001811 Dsgnr Ryan T Description Page 1/6 Date SEP 7,2006 This Wall in File x \x\dlfstruc\rp6\year 2006V1600 18 1 6\tras etam Pro 2005 02-February-2005, (c) 1989-2005wwretainpro com/support for latest release Cantilevered Retaining Wall Design Code CBC 2001egistration* RP-11 39975 ° a Criteria | Retained Height - 0 50 ft Wall height above soil = 6 00 ft Slope Behind Wall = 000 1 Height of Soil over Toe = 6 00 in Water height over heel = 0 0 ft Wind on Stem = 26 9 psf Surcharge Loads | Surcharge Over Heel = 0 0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0 0 psf Used for Sliding & Overturning Axial Load Applied to Stem h Axial Dead Load = 0 0 Ibs Axial Live Load = 0 0 Ibs Axial Load Eccentricity = 0 0 in 'Design Summary | /Vail Stability Ratios Overturning = 2 58 OK Slab Resists All Sliding ' Total Bearing Load = 1 ,368 Ibs resultant ecc = 6 83 in Soil Pressure @ Toe = 980 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,160 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 3 8 psi OK Footing Shear @ Heel = 1 3 psi OK Allowable = 85 0 psi lidmg Calcs Slab Resists All Sliding > Lateral Sliding Force = 161 4 Ibs less 100% Passive Force = - 400 0 Ibs less 100% Friction Force = - 269 9 Ibs Added Force Req'd = 0 0 Ibs OK for 1 5 1 Stability = 0 0 Ibs OK oad Factors Building Code CBC 2001 Dead Load 1 200 Live Load 1 600 Earth, H 1 600 Wind, W 1 600 Seismic, E 1 000 Soil Data | | Footing Dimensions & Strengths | Allow Soil Bearing = 1,5000 psf Toe Width = 117ft Equivalent Fluid Pressure Method Heel Width = 1 83 Heel Active Pressure = 300psf/ft Total Footing Width = 300 Toe Active Pressure = 300psf/ft Footing Thickness = 1800m Passive Pressure = 200 0 psf/ft FootmgllSo.IFnct.on = 0200 KeJ Distance from Toe = 200ft Soil height to ignore „for passive pressure = 000 in fc = 2,500 psi Fy = 60 psiFooting Concrete Density = 15000pcf Mm As% = 00018 Cover @ Top = 3 00 in @ Btm = 3 00 in Lateral Load Applied to Stem | | Adjacent Footing Load | Lateral Load = 00#/ft Adjacent Footing Load - 0 0 Ibs Height to Top = 600ft Footing Width = 000ft Height to Bottom = 000ft Eccentricity = 0 00 in Wall to Ftg CL Dist = 0 00 ft Footing Type Line Load at Back of Wall Poisson's Ratio = 0 300 I Stem Construction | Top stem Design Height Above Ftg ft = 0 00 Wall Material Above "Ht" = Masonry Thickness = 8 00 Rebar Size = #4 Rebar Spacing = 1600 Rebar Placed at = Center fb/FB + fa/Fa = 0 815 Total Force @ Section lbs= 1614 Moment Actual ft-#= 5649 Moment Allowable = 6932 Shear Actual psi = 40 Shear Allowable psi = 25 8 Wall Weight = 84 0 Rebar Depth 'd1 in = 3 75 LAP SPLICE IF ABOVE in = 24 79 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 6 00 f m psi = 1 ,500 Fs psi = 20,000 Solid Grouting = Yes Special Inspection = No Modular Ratio 'n1 = 25 78 Short Term Factor = 1 330 Equiv Solid Thick in = 7 60 Masonry Block Type = Normal Weight Concrete Data f c psi = Fy psi = To specify your own special title block here, use the "Settings" screen and enter your title block information Title Chevron Carlsbad Job# 1600181) Dsgnr Description Page RyanT Date SEP 7,2006 This Wall in File x \x\dlfstruc\rp6\year 2006VI600 181 6\tras Retain Pro 2005 , 02-February-2005, (c) 1989-2005www retampro com/support for latest release Cantilevered Retaining Wall Design Registration # RP-1139975 ° ° Code CBC2001 Footing Design Results Factored Pressure Mu' Upward Mu' Downward Mu Design Actual 1 -Way Shear Allow 1 -Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing = Toe 1,160 867 299 568 375 8500 None Spec'd None Spec'd None Spec'd Heel Opsf 99ft-# 334ft-# 235ft-# 1 33 psi 85 00 psi COther Acceptable Sizes & Spacings Toe Not req'd, Mu < S * Fr Heel Not req'd, Mu < S * Fr Key Slab Resists Sliding - No Force on Key Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = OVERTURNING Force Distance Moment Ibs __ _ft ft-# 60 0 0 67 40 0 -60 0 0 67 -40 0 RESISTINGForce Distance Moment Ibs ft ft-# 1614 500 8070 Total = 1614 OTM = 8070 Resisting/Overturning Ratio = 2 58 Vertical Loads used for Soil Pressure = 1,368 2 Ibs Vertical component of active pressure used for soil pressure Soil Over Heel = Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe . Surcharge Over Toe . Stem Weight(s) \ Earth @ Stem Transitions. Footing Weighl . Key Weight Vert Component . 642 642 5460 6750 242 000 058 150 1551 Total = 1 50 250 __118_8_ 3 00 1,3682 Ibs RM = 374 8190 1,0125 565 2,080 5 DESIGNER NOTES 1M 0 I* ,^o r L'i ^ X'/•<5> PEYTON-TOMITA & ASSOCIATES 954 TOWN & COUNTRY ROAD ORANGE, CA 92868 (714)245-4930, FAX (714)245-4933 CHV05054 4 2001 CABC 20 PSF LIVE LOAD 70 MPH EXP C WL SEISMIC ZONE 4 54" FASCIA 16'-6" CLR HT 10 PSF TILE DEAD LOAD f 0- .Y -06k/ft Loads LC 2, D+L Results for LC 2, D+L Peyton Tomita & Associate^ Dave Peyton ! CHV05054 RAFTER Sept 8, 2006 at 9 30 AM RAFTER r2d Beam M1 Shape 600S162-43 Material A570_33 Length 3 34 ft I I Joint N1 J Joint N2 LC 2- D+L Code Check 0 345 (bending) Report Based On 97 Sections Mm -078 at 3 34 ft fa ksi Mm:-.176 at 3 34 ft Mm -188 at 3 34 ft Max- 4 887 at 3 34 ft Max- 314 at 3.34 ft fc ksi k-ft Max: .132 at Oft D in Mm -4 887 at 3 34 ft AIS11999 ASD Code Check Max Bending Check 0.345 Location 3.34 ft Equation C51.1-2 Max Shear Check 0.139 Location 3 34 ft Max Defl Ratio L/10000 R (c3 1 3) Fy Pn Tn Mn Vn Cb .7 33 ksi 7928k 14.747 k 1 486 k-ft 2268k 1 Out Plane Cm Lb KL/r Sway L Comp Flange 334ft 69.56 No In Plane 85 334ft 17606 No 334ft Beam M2 Shape 600S162-43 Material A570_33 Length 10 833 ft I Joint N2 J Joint N3 LC2 D+L Code Check 0.946 (bending) Report Based On 97 Sections Max 127 at Oft Mm -127 at 10 833 ft Max 285 at Oft fa Mm -285 at 10 833 ft Max. 334 at Oft ksi Mm -276 at 10 833 ft Max. 10 522 at 5 981 ft Max: .314 at 0 ft M k-ft Mm - 677 at 5 981 ft Mm -10 522 at 5 981 ft in Mm.-198 at 5 642 ft AIS11999 ASD Code Check Max Bending Check 0 946 Location 0 ft Equation C52.1-3 R (c3 1 3) .7 Fy Pn Tn Mn Vn Cb 33 ksi 2.052 k 14 747 k .629 k-ft 2268k 1 Max Shear Check 0.246 Location 0 ft Max Defl Ratio L/658 Out Plane Cm Lb KL/r Sway L Comp Flange 10833ft 225.599 No In Plane 85 10833ft 57.1 No 10833ft i- Company Peyton Tomita & Associates Designer Dave Peyton Job Number CHV05054 RAFTER Sept 8, 2006 931 AM Checked By Joint Reactions (By Combination) MZ fk-ftl1 2 3 4 5 6 7 8 9 10 11 12 1 N2 1 1 1 4 4 4 4 5 5 5 5 N3 Totals COG (ft) N2 N3 Totals COG (ft) N2 N3 Totals COG (ft) - 006 006 0 X 7458 -005 005 0 X 7458 139 074 213 X 7458 29 157 447 Y 3108 272 147 419 Y 3108 -334 -176 -51 Y 3108 0 0 0 0 0 0 RISA-2D Version 60 [J \CAD FILES\RHL\CHV050054\RAFTER r2d]Page 1 Peyton-Tomita & Associates Structural Engineers 954 Town & Country Road Orange, CA 92868 (714) 245-4930 Rev 580000User KW-0602836 Ver 5 8 0 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Title Dsgnr Description Scope Date Job# 9 32AM, 8 SEP 06 Steel Beam Design Page 1 chv05054 ecw Calculations Description RIDGE BEAM I General Information Steel Section W12X14 Center Span Left Cant Right Cant Lu Unbraced Length | Distributed Loads # 1 DL 0157 LL 0 147 ST Start Location End Location 26 000 2600ft 000ft 000ft 000ft Code Ref AISC 9th ASD, 1997 UBC, Fy Pmned-Pmned Load Duration Factor Bm Wt Added to Loads Elastic Modulus LL & ST Don't Act Together 2003 IBC, 2003 NFPA 5000 | 50 OOksi 1 00 29,000 Oksi Note' Short Term Loads Are WIND Loads 1pj #2 #3 #4 #5 #6 #7 k/ft k/ft k/ft ft ft Summary | ^^^^S^^^^I^Ba^ajJ^^igroiga^ Using W12X14 section, Span = 26 00ft, Fy = 50 Oksi End Fixity = Pmned-Pmned, Lu = 0 00ft, LDF = 1 000 Moment 26 882 k-ft fb Bending Stress 21 650 ksi fb/Fb 0656 1 Shear 4136k fv Shear Stress 1 736 ksi fv / Fv 0 087 1 Allowable 40 975 k-ft 33 000 ksi 47640 k 20 000 ksi Beam OK Static Load Case Governs Stress Max Deflection -1 273 in Length/DL Defl 4556 1 Length/(DL+LL Defl) 245 1 1 Force & Stress Summary "1 «- These columns are Dead + Live Load placed as noted -» Max M + Max M - Max M @ Left Max M @ Right Shear @ Left Shear @ Right Center Defl Left Cant Defl Right Cant Defl Query Defl @ Reaction @ Left Reaction @ Rt Maximum 26 88 k-ft 414k 414k -1 273 m 0000 in 0 000 m 0000ft 4 14 414 DL Only 1446 222 222 -0685 0000 0000 0000 222 222 LL &. Center 2688 414 414 -1 273 0000 0000 0000 414 414 LL+ST © Center -0685 0000 0000 0000 222 222 LL (5) Cants 0000 0000 0000 0000 LL+ST 0) Cants k-ft k-ft k-ft k-ft k k 0 000 in 0 000 in 0 000 in 0 000 m k k Fa calc'd per Eq E2-1, K*L/r < Cc I Beam Passes Table B5 1, Fb per Eq F1-1, Fb = 0 66 Fy Peyton-Tomita & Associates Structural Engineers 954 Town & Country Road Orange, CA 92868 (714) 245-4930 Title Dsgnr Description Scope Job# Date 932AM, 8 SEP 06 Rev 580000 User KW-0602836 VerSBO 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Steel Beam Design Page 2 chv05054 ecw Calculations Description RIDGE BEAM | Sketch & Diagram Umax = 26 9k ft Dmax = 1 273in A . .— i ji Bemlimj Moments'1ft M 12 S> Location fftl Rmax = 4 136k Vmax @ left = 4 136k Rmax = 4 136k Vmax @ rt = 4 1 <D Si 185 2.2 U Be.iinSlie.u #* 2,1 112 jiJ 1034 12?^ li,C 1*1j 2»i* 2i35 2tO Location Cftl Location Peyton-Tomita & Associates Structural Engineers 954 Town & Country Road Orange, CA 92868 (714)245-4930 Title Dsgnr Description Scope Job# Date 9 32AM, 8 SEP 06 Rev 580000 User KW-0602836 Ver 5 8 0 1-Dec-2003 (c)1983 2003 ENERCALC Engineering Software Steel Beam Design Page 1 chv05054 ecw Calculations Description EAVE BEAM General Information Code Ref AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 ^&a^5ra*g&g^M^iSK^^^5j^ Steel Section W12X14 Pinned-Pinned Center Span 26 00 ft Bm Wt Added to Loads Left Cant 0 00 ft LL & ST Don't Act Together Right Cant 0 00 ft Lu Unbraced Length 0 00 ft 50 00 ksi Load Duration Factor 1 00 Elastic Modulus 29,000 0 ksi Distributed Loads #1 #2 DL 0 145 LL 0136 ST Start Location End Location 26 000 Note' Short Term Loads Are WIND Loads | #3 #4 #5 #6 #7 k/ft k/ft k/ft ft ft s as^fftmmssv^^issasi^mstmaemme i \ Summary \ Using W12X14 section, Span = End Fixity = Pinned-Pinned, Lu Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv 2600ft, Fy = 500ksi = 0 00ft, LDF = 1 000 Actual 24 938 k-ft 20 085 ksi 0609 1 3837k 1 611 ksi 0081 1 Allowable 40 975 k-ft 33 000 ksi 47640k 20 000 ksi Beam OKStatic Load Case Governs Stress Max Deflection -1 181 in Length/DL Defl 4900 1 Length/(DL+LL Defl) 2642 1 | Force & Stress Summary I «- These columns are Dead + Live Load placed as noted -» Max M + Max M- Max M @ Left Max M @ Right Shear @ Left Shear @ Right Center Defl Left Cant Defl Right Cant Defl Query Defl @ Reaction @ Left Reaction @ Rt Maximum 24 94 k-ft 384k 384k -1 181in 0 000 in 0 000 m 0000ft 384 384 DL Only 1345 207 207 -0637 00000000 0000 207 207 LL (3>. Center 2494 384 384 -1 181 0000 0000 0000 384 384 LL+ST (5) Center -0637 0000 0000 0000 207 207 LL @ Cants 0000 0000 0000 0000 LL+ST (5) Cants k-ft k-ft k-ft k-ft k k 0 000 in 0 000 in 0 000 in 0 000 in k k Facalc'dperEq E2-1, K*L/r<Cc I Beam Passes Table B51, Fb per Eq F1 -1, Fb = 0 66 Fy Peyton-Tomita & Associates Structural Engineers 954 Town & Country Road Orange, CA 92868 (714) 245-4930 Title Dsgnr Description Scope Job# Date 932AM, 8 SEP 06 Rev 580000 User KW-0602836 Ver 5 8 0 1 Dec-2003 (c)1983-2003 ENERCALC Engineering Software Steel Beam Design Page 2 chv05054 ecw Calculations Description EAVE BEAM Sketch & Diagram 026 035 o 042 090 £057» DB4 Location fftl Peyton-Tomita & Associates Structural Engineers 954 Town & Country Road Orange, CA 92868 (714)245-4930 ~ReV~580000User KW-0602836 Ver 5 8 0 1 Dec 2003(c) 1983-2003 ENERCALC Engineering Software Title Dsgnr Description Scope Job# Date 940AM, 8 SEP 06 Steel Beam Design Page 1 chv05054 ecw Calculations Description HIP General Information Steel Section W12X14 Center Span Left Cant Right Cant Lu Unbraced Length Trapezoidal Loads #1 DL @ Lett DL @ Righl 0 076 #2 DL @ Left DL@Righ1 0111 j Summary \ Using W12X14 section, Span = 14 End Fixity = Pmned-Pmned, Lu = 2 Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv Code Ref AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Pmned-Pmned 1 4 1 4 ft Bm Wt Added to Loads 4 36 ft LL & ST Don't Act Together 000ft 200ft LL @ Left LL @ Right LL @ Left LL @ Right 14ft, Fy = 500ksi, 00ft, LDF = 1 000 Actual 2 945 k-ft 2 372 ksi 0072 1 1 087k 0 456 ksi 0023 1 ST @ Left 0 070 ST @ Rig hi ST @ Left 0104 ST@Righl Left Cant =4 36ft, Right Cant Allowable 40 975 k-ft 33 000 ksi 47 640 k 20 000 ksi Fy 50 00 ksi Load Duration Factor 1 00 Elastic Modulus 29,000 0 ksi Note' Short Term Loads Are WIND Loads k/ft Start -4 360 ft k/ft End ft k/ft Start ft k/ft End 14 142 ft Beam OK Static Load Case Governs Stress = 000ft Max Deflection -0 040 in Length/DL Defl 6,3498 1 Length/(DL+LL Defl) 3,1127 1 Force & Stress Summary DL Max M + 2~95 k-ft 1 61 Max M- -038 Max M @ Left -0 38 Max M @ Right Shear @ Left 0 63 k 0 39 Shear @ Right 1 09 k 0 60 Center Defl -0 040 in -0 021 Left Cant Defl 0 034 in 0016 Right Cant Defl 0 000 in 0 000 Query Defl @ 0 000 ft 0 000 Reaction @ Left 1 03 0 62 Reaction @ Rt 1 09 0 60 «- These columns are Dead + Live Load placed as noted -» LL LL+ST LL LL+ST (3). Center ©. Center © Cants © Cants 295 -038 -038 063 109 -0 040 -0 021 0034 0016 0 000 0 000 0 000 0 000 0 86 0 62 1 09 0 60 1 52 k-ft -0 60 k-ft -0 60 k-ft k-ft 040 k 058 k -0019 -0021 in 0013 0016m 0 000 0 000 in 0 000 0 000 m 0 78 0 62 k 0 58 0 60 k Facalc'dperEq E2-1, K*L/r < Cc I Beam Passes Table B51, Fb per Eq F1-1, Fb = 0 66 Fy Peyton-Tomita & Associates Structural Engineers 954 Town & Country Road Orange, CA 92868 (714) 245-4930 Title Dsgnr Description Scope Job* Date 940AM, 8 SEP 06 Rev 580000User KW-0602836 Ver 5 8 0 1-Dec-2003(c)1983-2003 ENERCALC Engineering Software Steel Beam Design Page 2 chv05054 ecw Calculations Description HIP ! Sketch & Diagram tIITYT <"«*"< B«inliMjH«iiieiitsiM II Oj 12)}_..J_. 1 I)} 14,5 1U4 (8. Location fftl Umax = 2 9k ft Dmax = 0 040tn Umax @ left = 0 60k ft Rmax = 1 029k Vmax @ left = 0633k Den @ left end = -00336m Rmax = 1 087k Vmax @ it = 1 Oi if) Deflec Peyton-Tomita & Associates Structural Engineers 954 Town & Country Road Orange, CA 92868 (714) 245-4930 Title Dsgnr Description Scope Job# Date 942AM, 8 SEP 06 I Rev 580000I User KW-0602836 Ver 5 8 0 1 Dec 2003| (0)1983-2003 ENERCALC Engineering Software Steel Beam Design Page 1 chv05054 ecw Calculations Description END PURLIN General Information Steel Section W12X14 Code Ref AISC Pmned-Pmned Center Span Left Cant Right Cant 20 00 ft Bm Wt Added to Loads Lu Unbraced Length Trapezoidal Loads #1 DL @ Left DL @ Righl #2 DL @ Left DL @ Righl 1 Summary 0 00 ft LL & 000ft 200ft ST Act Together 9th ASD, 1997UBC, Fy Load Duration Factor Elastic Modulus 2003 IBC, 2003 NFPA 5000 50 00 ksi 100 29,0000 ksi Note' Short Term Loads Are WIND Loads 0053 0145 0145 0053 LL @ Left LL @ Right LL @ Left LL @ Right 0 049 ST @ Left 0136 ST@ Righl 0136 ST@Left 0 049 ST @ Righl Using W12X14 section, Span = 20 00ft, Fy = 50 Oksi k/ft k/ft k/ft k/ft Start ft End 10 000 ft Start 10000ft End 20 000 ft Beam OK Static Loaa uase uoverns stress End Fixity = Pmned-Pinned, Lu = 2 00ft, LDF = 1 000 Moment fb Bending Stress fh /Ph Shear fv Shear Stress fv/Fv Actual 11 773 k-ft 9 482 ksi 0 287 1 2056k 0 863 ksi 0043 1 Allowable 40 975 k-ft 33 000 ksi 47640k 20 000 ksi Max Deflection -0 323 in Length/DL Defl Length/(DL+LL 1,3594 1 Defl) 7425 1 Force & Stress Summary «- These columns are Dead + Live Load placed as noted -» Maximum Max M + Max M- Max M@Left Max M @ Right Shear @ Left Shear @ Right Center Defl Left Cant Defl Right Cant Defl Query Defl @ Reaction @ Left Reaction @ Rt 11 77 k-ft 206k 206k -0323 m 0000 m 0 000 in 0000ft 206 206 DL Onlv 642 1 13 1 13 -0177 0000 0000 0000 1 13 1 13 LL LL+ST <3>. Center (5) Center 11 77 206 206 -0 323 -0 323 0 000 0 000 0 000 0 000 0 000 0 000 2 06 2 06 2 06 2 06 LL @ Cants 0000 0000 0000 0000 LL+ST (3>. Cants k-ft k-ft k-ft k-ft k k 0 000 in 0 000 in 0 000 in 0 000 in k k Facalc'dperEq E2-1, K*L/r < Cc I Beam Passes Table B51, Fb per Eq F1-1, Fb = 0 66 Fy Peyton-Tomita & Associates Structural Engineers 954 Town & Country Road Orange, CA 92868 (714) 245-4930 | Rev 580000 I User KW-0602836 VerSSO 1-Dec-2003 I (e)1983-2003 ENERCALC Engineering Software Title Dsgnr Description Scope Date Job# 942AM, 8 SEP 06 Steel Beam Design Page 2 chv05Q54 BOH Calculations Description END PURLIN Sketch & Diagram oiWTTTTTTTJTTTTI fj(0- BeiMlinjM«ii.VhTsJW }lID liOO 200 Location M max =11 8k ft Dmax = -0 323in Rmax = 2 056k Vmax @ left = 2 056k Sio f 05t 102 Vmax @ it = 2 U (/) 1 54 205 BeAin DD4 007 P -Oil B 014 01B o 022 T5 025 £ 020 032 DefleJmit Location fftl Peyton-Tomita & Associates Structural Engineers 954 Town & Country Road Orange, CA 92868 (714)245-4930 Title Dsgnr Description Scope Date Job# 955AM, 8 SEP 06 Rev 580000User KW-0602836 Ver 5 8 0 1-Dec 2003(c)1 983-2003 ENERCALC Engineering Software Steel Beam Design Page 1 chv05054 ecwCalculations Description EAVE BEAM W/OVERHANG General Information Steel Section W12X14 Center Span Left Cant Right Cant Lu Unbraced Length Distributed Loads # 1 DL 0145 LL 0136 ST Start Location End Location 22 000 Trapezoidal Loads #1 DL @ Left 0 145 DL @ Righl 0 053 Point Loads # 1 Dead Load 1 130 Live Load 0 930 Short Term Location 32 000 Code Ref Pmned-Pmned 26 00 ft Bm Wt Added to Loads 0 00 ft LL & ST Don't Act Together 600ft 600ft #2 #3 #4 LL@Left 0136 ST@Left LL @ Right 0 049 ST @ Righl #2 #3 #4 0620 0410 32000 AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy 50 OOksi Load Duration Factor 1 00 Elastic Modulus 29,000 0 ksi Note' Short Term Loads Are WIND Loads #5 #6 #7 k/ft k/ft k/ft ft ft Note' Short Term Loads Are WIND Loads k/ft Start 22 000 ft k/ft End 32 000 ft Note' Short Term Loads Are WIND Loads #5 #6 #7 k k k ft Summary \ Using W12X14 section, Span = End Fixity = Pmned-Pmned, Lu Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv 2600ft, Fy=500ksi, = 6 00ft, LDF = 1 000 Actual 21 275 k-ft 17 134 ksi 0715 1 4164k 1 748 ksi 0087 1 Left Cant = 000ft, Right Cant Allowable 29 735 k-ft 23 948 ksi 47 640 k 20 000 ksi Static Load Case = 6 00ft Max Deflection Length/DL Defl Length/(DL+LL Defl) Beam OK Governs Stress -0 837 in 1,0416 1 3249 1 Force & Stress Summary If «- These columns are Dead + Live Load placed as noted -» Max M + Max M- Max M @ Left Max M @ Right Shear @ Left Shear @ Right Center Defl Left Cant Defl Right Cant Defl Query Defl @ Reaction @ Left Reaction @ Rt Maximum 21 27 k-ft 337k 416k -0 837 m 0000 m 0 443 m 0 000 ft 337 863 DL Only 806 -1204 -1204 1 60 246 -0300 0000 -0045 0000 1 60 478 LL <® Center 1920 -1204 -1204 337 416 -0837 0000 0360 0000 337 648 LL+ST (8>. Center -0300 0000 -0045 0000 160 478 LL (8> Cants 488 -2127 -2127 125 408 0090 0000 -0443 0000 125 693 LL+ST @ Cants k-ft k-ft k-ft k-ft k k -0 300 in 0 000 in -0 045 in 0 000 in 160 k 478 k Facalc'dperEq E2-2, K*L/r > Cc I Beam, Major Axis, (102,000 * Cb / Fy)A 5 <= L/rT <= (510,000 * Cb / Fy)A 5, Fb per Eq F1-6 Peyton-Tomita & Associates Structural Engineers 954 Town & Country Road Orange, CA 92868 (714) 245-4930 Title Dsgnr Description Scope Date Job# 955AM, 8 SEP 06 Rev 580000Usar KW-0602836 Ver 5 8 0 1 Dec-2003(c)1983 2003 ENERCALC Engineering Software Steel Beam Design Page 2 chv05054 ecw Calculations Description EAVE BEAM W/OVERHANG Sketch & Diagram Mmax = 21 3k ft Dmax = -0 B37in Rmax = 3 366k Vmax @ len = 3 366k Mmax @ righl = 21 27k D Rmax = 8 62Bk Vmax @ it = 4 164k De« @ right end = - Defleuion J2« Location (ftl PEYTON-TOMITA & ASSOCIATES 09/12/2006 DECK DESIGN PROJECT CHEVRON 28X124 HIP ROOF CANOPY 2000 PSFLL -1851 PSFWL ROOF LOAD FASCIA LOAD DECK DESIGN 2000 PSFLL 300 PSFDL 2300 PSFDL+LL 4500 PLF IP V 300 PSF ^.,X,;^ 2000 PSF -18*S1 PSF l< X - 4500 PLF 11 00 FT 400 FT 20400 FT-LBS/FT 16000 FT-LBS/FT -14808 FT-LBS/FT 364 00 FT-LBS/FT OK 5592 FT-LBS/FT OK 253 35 FT-LBS/FT OK -263 38 FT-LBS/FT OK 2300 PSF fJ'<-> S,-,..-;t'-;. ^•^•^'i: AA A B I .. I ..I RAd= 9205 PLF RAI= 20455 PLF RAw= -18930 PLF RBd= -205 PLF RBI= 11000 PLF RBw= -8834 PLF RA(d+l)= 29659 PLF RA(d+w)= -9726 PLF RB(d+l)= 10795 PLF RB(d+w)= -9039 PLF Wd= Wl= Ww= P= [_= X= Md(@ OH)= Ml(@ OH)= Mw(@ OH)= MOH(d+l)= MOH(d+w)= MSP(d+l)= MSP(d+w)= USE 20 GAUGE ASTM A653 SQ GRADE 40 DECK +M=623 25 FT-LB/FT -M=457 13 FT-LBS/FT FY=40 KSI (+M DECK PAN IN TENSION, -M PAN IN COMP ) 954 TOWN & COUNTRY ROAD, ORANGE, CA 92868 (714)245-4930 PEYTON-TOMITA & ASSOCIATES 09/12/2006 DECK DESIGN PROJECT CHEVRON 28X124 HIP ROOF CANOPY 2000 PSFLL -1851 PSFWL ROOF LOAD FASCIA LOAD DECK DESIGN Md(@ OH)= Ml(@ OH)= Mw(@ OH)= MOH(d+l)= MOH(d+w)= MSP(d+l)= MSP(d+w)= 2000 PSFLL 300 PSFDL 2300 PSFDL+LL 4500 PLF IP v Wd= Wl= Ww= P= L= \/_ 300 PSF 2000 PSF -1851 PSF 4500 PLF 900 FT 400 FT 20400 FT-LBS/FT 16000 FT-LBS/FT -14808 FT-LBS/FT 36400 5592 14204 -18624 FT-LBS/FT OK FT-LBS/FT OK FT-LBS/FT OK FT-LBS/FT OK 2300 PSF RAd= RAI= RAw= RBd= RBI= RBw= RA(d+l)= RA(d+w)= RB(d+l)= RB(d+w)= USE 20 GAUGE ASTM A653 SQ GRADE 40 DECK +M=623 25 FT-LB/FT -M=457 13 FT-LBS/FT FY=40 KSI (+M DECK PAN IN TENSION, -M PAN IN COMP ) 9317 18778 -17378 -917 9000 -6684 B PLF PLF PLF PLF PLF PLF 28094 PLF -8062 PLF 8083 PLF -7601 PLF 954 TOWN & COUNTRY ROAD, ORANGE, CA 92868 (714)245-4930 n Peyton-Tomita & Associates Structural Engineers 954 Town & Country Road Orange, CA 92868 (714) 245-4930 Title Dsgnr Description Scope Date Job# 234PM, 12 SEP 06 Rev 580000User KW 0602836 Ver 5 8 0 1 Dec-2003(c)1983-2003 ENERCALC Engineering Software Steel Beam Design Page 1 chvQ5054 ecw Calculations Description CEILING PURLIN General Information Steel Section . W1 2X1 9 Center Span Left Cant Right Cant Lu Unbraced Length Distributed Loads # 1 DL 0 092 LL 0 164 ST Start Location End Location 26 000 I Summary | Code Ref Pinned-Pmned 26 00 ft Bm Wt Added to Loads 0 00 ft LL & ST Don't Act Together 000ft 933ft AISC 9th ASD, 1997 UBC, 2003IBC, 2003 NFPA 5000 Fy 50 00 ksi Load Duration Factor 1 00 Elastic Modulus 29,0000 ksi Note' Short Term Loads Are WIND Loads #2 #3 #4 Using W12X19 section, Span = 26 00ft, Fy = 50 Oksi End Fixity = Pinned-Pmned, Lu = 9 33ft, LDF = 1 000 Actual Allowable Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv 23 231 k-ft 24 057 k-ft 13 088 ksi 13 553 ksi 0966 1 3574k 57152k 1 251 ksi 20 000 ksi 0063 1 #5 #6 #7 k/ft k/ft k/ft ft ft Beam OK Static Load Case Governs Stress Max Deflection -0 750 in Length/DL Defl 1,0314 1 Length/(DL-fLL Defl) 416 1 1 Force & Stress Summary Max M + Max M- Max M@Left Max M @ Right Shear @ Left Shear @ Right Center Defl Left Cant Defl Right Cant Defl Query Defl @ ximum 23 23 k-ft 357k 357k -0750 m 0000 in 0 000 m 0000ft DL Only 937 144 144 -0303 0000 0000 0000 Reaction @ Left 3 57 1 44 Reaction @ Rt 3 57 1 44 Fa calc'd per Eq E2-2, K*L/r > Cc I Beam, Major Axis, L/rT > (510,000 * Cb / Fy)A 5, Fb per Eq F1-7 «- These columns are Dead + Live Load placed as noted -» LL @ Center 2323 357 357 -0750 0000 0000 0000 357 357 LL+ST (5! Center -0303 0000 0000 0000 144 144 LL LL+ST J5L Cants (3>. Cants k-ft k-ft k-ft k-ft k k 0 000 0 000 in 0 000 0 000 in 0 000 0 000 in 0 000 0 000 in k k Peyton-Tomita & Associates Structural Engineers 954 Town & Country Road Orange, CA 92868 (714)245-4930 Title Dsgnr Description Scope Job# Date 234PM, 12 SEP 06 Rev 580000User KW-0602836 Ver 5 8 0 1 Dec-2003(c)1983-2003 ENERCALC Engineering Software Steel Beam Design Page 2 chv05054 ecw Calculations Description CEILING PURLIN Rmax = 3 574k Vmax @ left « 3 574k Peyton-Tomita & Associates Structural Engineers 954 Town & Country Road Orange, CA 92868 (714) 245-4930 Title Dsgnr Description Scope Job# Date 1028AM, 8 SEP 06 Rev 580000 User KW-0602836 VerSBO 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Steel Beam Design Page 1 chv05054 ecw Calculations Description HIP POST SUPPORT General Information Steel Section W8X10 Center Span Left Cant Right Cant Lu Unbraced Length Point Loads # 1 Dead Load 1 200 Live Load 0 980 Short Term Location 1 000 11 00 000 000 11 00 #2 ft ft ft ft Code Ref Pinned-Pinned Bm Wt Added to Loads LL & ST Don't Act Together #3 #4 AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy Load Duration Factor Elastic Modulus Note' Short Term #5 #6 50 00 ksi 1 00 29,000 Oksi Loads Are WIND Loads #7 k k k ft I Summary | Using W8X10 section, Span = 11 End Fixity = Pmned-Pmned, Lu = Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv 00ft, Fy = 500ksi 1 1 00ft, LDF = 1 000 Actual 2 030 k-ft 3119ksi 0326 1 2037k 1 519 ksi 0076 1 Allowable 6 224 k-ft 9 563 ksi 26 826 k 20 000 ksi Beam OK Static Load Case Governs Stress Max Deflection -0 036 in Length/DL Defl 6,1616 1 Length/(DL+LL Defl) 3,671 8 1 Force & Stress Summary UXI, Ir^AMfMffiin JOOI^JL MUf Max M + Max M- Max M@Left Max M@ Right Shear @ Left Shear @ Right Center Defl Left Cant Defl Right Cant Defl Query Defl @ Reaction @ Left Reaction @ Rt lita^u^aaauuimif Maximum .,™™ ^ ^watMigu DL Only 2 03 k-ft 1 14 204k 025k -0036 m 0000 in 0 000 in 0000ft 204 025 1 15 016 -0021 0000 0000 0000 1 15 016 «- These columns are Dead LL fi! Center 203 204 025 -0036 0000 0000 0000 204 025 LL+ST IS). Center -0021 0000 0000 0000 1 15 016 + Live Load placed as ^u^i>jtJrid^MjM^it«a.ijuajL.avE noted -» LL LL+ST <S>. Cants (3> 0000 0000 0000 0000 Cants k-ft k-ft k-ft k-ft k k 0 000 in 0 000 in 0 000 in 0 000 m k k Facalc'dperEq E2-2, K*L/r > Cc I Beam, Major Axis, L/rT > (510,000 * Cb / Fy)A 5, Fb per Eq F1-7 Peyton-Tomita & Associates Structural Engineers 954 Town & Country Road Orange, CA 92868 (714) 245-4930 Title Dsgnr Description Scope Job# Date 1028AM, 8 SEP 06 Rev 580000User KW-0602836 VerSBO 1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Steel Beam Design Page 2 chv05054 ecw Calculations Description HIP POST SUPPORT Sketch & Diagram A J At Bemlimj Moments Location fftl Mmax = 2 Ok H Dmax - -0 036in Rmax = 2 037k Vmax @ left = 2 037k 1 15 1020 BO070Rmax = 0.253k ^^ D 04 Vmax a it = 0 2! £• 051038 fe 0.25u 013 M »»0 18 Be.im Location rttl Peyton-Tomita & Associates Structural Engineers 954 Town & Country Road Orange, CA 92868 (714) 245-4930 Title Dsgnr Description Scope Date Job# 235PM, 12 SEP 06 Rev 580000 User KW-0602836 Ver 5 8 0 1 Dec 2003 (c)1983 2003 ENERCALC Engineering Software Steel Beam Design Page 1 chv05054 ecw Calculations Description CEILING PURLIN AT HIP POST SUPPORT ; General Information Code Ref AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 | Steel Section W12X19 Center Span 26 00 ft Left Cant 1000ft Right Cant 0 00 ft Lu Unbraced Length 933ft Pinned-Pinned Bm Wt Added to Loads LL & ST Don't Act Together Fy Load Duration Factor Elastic Modulus 50 00 ksi 100 29,000 Oksi Distributed Loads Note' Short Term Loads Are WIND Loads DL LL ST Start Location End Location #1 -0011 0160 -10000 26000 #2 #3 #4 #5 #6 #7 k/ft k/ft k/ft ft ft Point Loads Note' Short Term Loads Are WIND Loads Dead Load Live Load Short Term Location #10252 -10000 #2 1150 4000 #3 #4 #5 #6 #7 k k k ft Summary Using W12X19 section, Span = 26 00ft, Fy = End Fixity = Pinned-Pinned, Lu = 9 33ft, LDF Actual Moment 15 044 fb Bending Stress 8 475 fb / Fb 0 625 Shear 3 268 fv Shear Stress 1 144 fv / Fv 0 057 Beam OK Static Load Case Governs Stress 50 Oksi, Left Cant = 10 00ft, Right Cant = 0 00ft = 1 000 _ Allowable k-ft 24 °57 k-ft Max Deflectionksl 13553ks, Length/DLDefi Length/(DL+LL Defl) k 57 152 k ksi 20 000 ksi 1 0 549 in 6,0385 1 4373 1 Force & Stress Summary Max M + Max M- Max M @ Left Max M @ Right Shear @ Left Shear @ Right Center Defl Left Cant Defl Right Cant Defl Query Defl @ Maximum 15 04 k-ft 327k 225k -0488 m 0549 m 0 000 in 0000ft DL Only 1 78 -292 -292 1 19 017 -0052 0010 0000 0000 «- These columns are Dead + Live Load placed as noted --» LL Center 1504 -292 -292 327 225 -0488 0549 0000 0000 LL+ST 3). Center Reaction @ Left 5 51 1 52 Reaction @ Rt 225 017 Facalc'dperEq E2-2, K*Ur > Cc I Beam, Major Axis, L/rT > (510,000 * Cb / Fy)A 5, Fb per Eq F1-7 360 225 -0052 0010 0000 0000 1 52 017 -1092 -1092 1 91 014 0108 -0398 0000 0000 343 -014 LL+ST O. Cants k-ft k-ft k-ft k-ft k k -0 052 in 0010 in 0 000 in 0 000 in 1 52 k 017 k Peyton-Tomita & Associates Structural Engineers 954 Town & Country Road Orange, CA 92868 (714) 245-4930 Title Dsgnr Description Scope Rev 580000 User KW-0602836 VerSBO 1-Dec 2003 (0)1983-2003 ENERCAIC Engineering Software Description Steel Beam Design CEILING PURLIN AT HIP Job# Date 235PM, 12 SEP 06 Page 2 chv05054 ecw Calculations I ! Sketch & Diagram Mmax - 15 Ok ft Dmax = -0 488in Mmax @ left = to 92k ft Rmax = 5 507k Vmax@left=3268k Den @ left end = 0 5488!n •iin She.BeoinSlie.il i«* 1»j« 1431 1 Oi 2 Location fftl DefleJion 1431 Location fftl PEYTON-TOMITA & ASSOCIATES 09/12/2006 WIND MOMENT CALCULATION FASCIA HT= 1065 FT WIND SPEED= 7000 TRIB LENGTH= 2600 FT EXPOSURE= C NO OFPROFILES= 100 Ce= 119 NO OFCOLUMNS= 100 qs= 1260 CLEAR HT= 1650 FT COLUMN WIDTH= 1800 IN WIND PRESSURE= 1949 PSF FASCIA WIND SHEAR PER COLUMN= 5395 28 LBS AT 21 82 FT COLUMN WIND SHEAR PER COLUMN= 48243 LBS AT 825 FT 587771 LBS 121720 78 FT-LBS BASE MOMENT 954 TOWN & COUNTRY ROAD, ORANGE, CA 92868 (714)245-4930 PEYTON-TOMITA & ASSOCIATES 09/12/2006 CANOPY SEISMIC LOADING^ (PERJ997 UBC) SEISMIC ZONE l^S^L^ CALCULATE£ERI£D_ LENGTH= K:>-i£ 3 81:q8j FT DL= L/: S'^OSf^.1 LBS T(A)= T(B)= T= 018 SECONDS 065 SECONDS 023 SECONDS BASE SHEAR (30-4) Cv= l= R= V= 064 PER TABLE 16-R 1 00 PER TABLE 16-K 220 PER TABLE 16-P 128 W BASE SHEAR (30-5) Ca= V= 044 PER TABLE 16-Q 050 W BASE SHEAR (30-7) Z= l= R= 04 PER TABLE 16-R 1 00 PER TABLE 16-K 220 PER TABLE 16-P V= 015 W DESIGN BASE SHEAR V= 050 W EARTHQUAKE LOAD M= k= T(MAX)= Nv= Na= Nv= Rmax= WIDTH= -£ : '28?;0 FT LENGTH= DESIGN SHEAR / TOTAL SHEAR AREA= 639 10 LB-SA2/FT 491265 LB/IN 023 3472 FTA2 RHOc= 0 38 RHO= 1 00 DESIGN EARTHQUAKE SHEAR= DESIGN EARTHQUAKE MOMENT= RHOmm= RHOmax= 7350 1 1 5 LBS DL+EL/1 4 132906 FT-LBS • 954 TOWN & COUNTRY ROAD, ORANGE, CA 92868 (714)245-4930 Company Peyton Tomita & Associates Designer Dave Peyton Job Number CHV05054 0 CARRYING BEAM & COLUMN Sept 12, 2006 255PM Checked By _ Global Display Sections for Member Calcs Max Internal Sections for Member Calcs Include Shear Deformation Merge Tolerance (in) P-Delta Analysis Tolerance 5 97 Yes 12 0 50% Hot Rolled Steel Code Cold Formed Steel Code NDS Wood Code NDS Temperature Concrete Code AISC ASD 9th AISI 99 ASD NDS 91 ASD <100F ACI 1999 Number of Shear Regions Region Spacing Increment (in) Concrete Stress Block Use Cracked Sections Bad Framing Warnings Unused Force Warnings 4 4 Rectangular Yes No Yes Hot Rolled Steel Properties Label E [ksi] G[ksi] Nu Therm (\1E5F) DensiMk/ftA31 Yieldfksil 1 j A36 I 29000 I 11154 I 3 ! 65 2 I A572Grade50 3 I A992 4 I A500 42 5 I A500 46 29000 11154 29000 ! 11154 29000 29000 11154 11154 3 3 3 3 65 65 65 65 49 49 36 50 49 50 49 42 49 ! 46 Hot Rolled Steel Section Sets Label Shane DesianList Tvoe Material Desian Rules Afm21 I (90.270) fi 1(0.1 80Hin41 1 2 HR1A HR2 W18X35 HSS14X14X6 Wide Flanqe Tube Beam Beam A992 A500 46 Typical Typical 103 1873 153 576 808 510 576 808 Member Primary Data 1 2 3 Label M1 M2 M3 I Joint N2 N5 N1 J Joint N5 N6 N5 Rotate(deg)Section/Shape HR1A HR1A HR2 Desian List Wide Flanae Wide Flanae Tube Type Beam Beam Beam Material A992 A992 A500 46 Desian Rules Typical Typical Typical Member Advanced Data 1 2 3 Label M1 M2 M3 I Release J Release I Offsetfin]J Offset[in] 9 T/C Onlv Physical Yes Yes Yes TOM Inactive Joint Coordinates and Temperatures Label XFftl YFftl Temo fFl 1 2 3 4 5 N1 N2 N3 N4 N5 15 4 13 14 15 0 18833333 18833333 18833333 18833333 0 0 0 0 0 RISA-2D Version 60 [J \CAD FILES\RHL\CHV050054\TEE r2d]Page 26 Company Peyton Tomita & Associates Designer Dave Peyton Job Number CHV05054 0 CARRYING BEAM & COLUMN Sept 12, 2006 255PM Checked By Joint Coordinates and Temperatures (Continued) Label 6 N6 XFftl 24 1 Joint Boundary Conditions Joint Label 1 N1 2 N5 Y mi Terno Fl 8 833333 0 X [k/ml Y [k/ml Rotation[k-ft/rad] Reaction Rea Story 1 ction Reaction Hot Rolled Steel Design Parameters 1 2 3 Label M1 M2 M3 Shape HR1A HR1A HR2 Length[ft] 11 9 18833 Lb-out[ft] Seament Lb-m[ft]Lcomp top[ft]Lcomp bot[ft] | Seqment I i K-out K-in i 21 I Cm Crj Outs Yes In sway Yes Joint Loads and Enforced Displacements (BLC 1: D) Joint Label L.D.M Direction Magnitude[k,k-ft m.rad K*sA2/ft] 1 ! N2 2 3 4 5 6 N6 N3 N2 N6 N4 L L L L L L Y i -2916 Y I -2 887 Y Y Y Y -202 -414 -414 -444 Joint Loads and Enforced Displacements (BLC 2: L) Joint Label L.D.M Direction Maanitudefk.k-ft in.rad 1 N2 2 N6 L L 3 N4 L Y Y Y k*sA2/ftl -4077 -4077 -3494 Joint Loads and Enforced Displacements (BLC 3: ULL) Joint Label L.D.M Direction Maanitudefk.k-ft in.rad k*sA2/ftl 1 2 3 N2 N4 N6 L L L Y Y Y -4077 -2142 -021 Joint Loads and Enforced Displacements (BLC 4 : WLY) Joint Label L.D.M Direction Maanitudefk.k-ft in.rad k*sA2/ftl \ 2 3 N2 N3 N6 L L L Y Y Y 2433 2173 265 Joint Loads and Enforced Displacements (BLC 5 : WLX) Joint Label L.D.M1 2 N5 N5 L L X M 5395 -1613 Joint Loads and Enforced Displacements (BLC 6 ; ELX) Joint Label L.D.M Direction N5 X Magnitude[k.k-ft in.rad k*sA2/ft] 735 RISA-2D Version 60 [J \CAD FILES\RHL\CHV050054\TEE r2d]Page 27 Company Peyton Tomita & Associates Designer Dave Peyton Job Number CHV05054 0 CARRYING BEAM & COLUMN Sept 12, 2006 255PM Checked By _ Member Point Loads (BLC 5 : WLX) Member Label Direction M3 X Magmtude[k.k-ft] 482 Location[ft.' 825 Basic Load Cases 1 2 3 4 5 6 BLC Description D L ULL WLY WLX ELX Cateaorv DL RLL RLL WLY WLX ELX X Gravity Y Gravity -1 Joint 6 3 3 3 2 1 Point 1 Distributed Load Combinations Descnotion Solve PD SR BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 2 3 4 5 6 7 D D+L D+ULL D+WLY+WLX D+WLY-WLX D+ELX Yes Yes Yes Yes Yesi Yes D-ELX iYes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 3 4 4 6 6 1 1 1 1 1 -1 5 5 1 -1 I Load Combination Desipn Description ASIF CD Service Hot Rolled Cold Formed NDS Wood Concrete 1 2 3 4 5 6 7 D D+L D+ULL D+WLY+WLX D+WLY-WLX D+ELX D-ELX 1 333 1 333 1333 1 333 Yes Yes Yes Yes Yes Yes Yes Yes ! Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Envelope Joint Displacements Joint Xfinl Ic Yfinl Ic Rotation fradl Ic 1 2 3 4 5 6 7 8 9 10 11 12 N1 N2 N3 N4 N5 N6 max mm max mm max mm max mm max mm max mm 0 0 1 345 -2072 1 345 -2072 1 345 -2072 1 345 -2072 1 345 -2072 6 7 4 7 4 7 4 7 4 7 4 7 0 0 914 -2291 195 4 2 4 7 4 - 373 ! 7 097 -187 -005 -013 1 32 -1 103 4 7 4 2 7 4 0 0 1 856e-2 -6 124e-3 1 574e-2 -7 988e-3 1 507e-2 -8421e-3 1 43e-2 -8 906e-3 1 149e-2 -1 092e-2 7 6 7 4 7 4 7 4 7 4 7 6 RISA-2D Version 60 [J \CAD FILES\RHL\CHV050054\TEE r2d]Page 28 Company Peyton Tomita & Associates Designer Dave Peyton Job Number CHV05054 0 CARRYING BEAM & COLUMN Sept 12, 2006 255PM Checked By _ Envelope Joint Reactions Joint Ic Jc_Moment fk-ft)Jc_1 2 3 4 N1 Totals max mm max mm 735 -735 735 -735 7 6 7 6 32227 13323 32227 13323 2 4 2 4 118507 -158343 6 7 Envelope Drift Report Story Joint X-Dnft [in]Ic1 2 1 max mm N5 N5 1 345 -2072 4 i 595 7 I 917 Envelope ASP Steel Code Checks , Member Shape Code Check Locfftl Ic Shear C Lodftl Ic Fa fksil Ftfksil Fbfksil Cb Cm ASP Eon1 2 3 M1 M2 M3 W18X35 W18X35 HSS14X14X6 839 742 657 11 0 0 2 2 7 185 111 031 11 0 0 2 2 6 28429 17235 23424 30 30 36791 33 28428 1 1 36 791 |1 85 85 85 H1-2 H1-2 H1-2 RISA-2D Version 60 [J \CAD FILES\RHL\CHV050054\TEE r2d]Page 29 Beam M1 Shape W18X35 Material A992 Length 11 ft I Joint N2 J Joint N5 LC2 D+L Code Check 0 839 (bending) Report Based On 97 Sections Max -11 133 at Oft V fa ksi Mm -19 655 at 11 ft Max 27 679 at 11 ft Max: 132.921 at 11 ft Max -013 at 11 ft D in Mm -27 679 at 11 ft Mm -1 279 at 0 ft AISC ASD 9th Ed. Code Check Max Bending Check 0 839 Location 11 ft Equation H1-2 Compact Fy 50 ksi Fa 28 429 ksi Ft 30 ksi Fb 33 ksi Fv 20 ksi Cb 1 066 Max Shear Check 0185 Location 11 ft Max Defl Ratio L/104 Out Plane Cm Lb 1ft KL/r 9 846 Sway No L Comp Flange In Plane .85 11ft 18759 No 1ft Beam M3 Shape HSS14X14X6 Material A500_46 Length 18083ft I Joint N1 J Joint N5 LC7 D-ELX Code Check 0 657 (bending) Report Based On 97 Sections Max: 20 579 at 0 ft Mm 19 426 at 18 083 ft Max 1 099 at 0 ft Max -7 35 at Oft V fa ksi Mm 1 037 at 18 083 ft Max 23 059 at Oft Max:-25 43 at 18 083 ft M Mm 3 74 at 18 083 ft Mm -158 343 at Oft Max -3 74 at 18 083 ft ft Max 1.943 at 18 083 ft Mm -23 059 at Oft AISC ASD 9th Ed. Code Check Max Bending Check 0 657 Location 0 ft Equation H1-2 Max Shear Check 0.031 Location 0 ft Max Defl Ratio L/112 Slender (Qs= 1 , Qa= 0 986335) (fc and ft stresses adjusted per App B) Allowables Increase 1.333 Fa Ft Fb Fv Cb 46 ksi 23 424 ksi 36.791 ksi 36 791 ksi 24.527 ksi 1 589 Out Plane Cm Lb KL/r Sway L Comp Flange 18083ft 82117 Yes In Plane 85 18083ft 39.104 Yes 18083ft PEYTON-TOMITA & ASSOCIATES 09/12/2006 TOP OF COLUMN CONNECTION MOMENT= COL WDTH Pmax= Pmin= Mtee= Smm= WELD= USE: USE: USE: 6672 FT-K 1400 IN 1041 K 721 K 15372 IN-K 512 IN3 5719 K WT9X27.5 QSx= 8-7/8IN DIA A307S Ta= 1/4 IN FILLET L= fv= 634 IN3 OK 1200 K 2400 IN 238 KLI OK 954 TOWN & COUNTRY ROAD, ORANGE, CA 92868 (714) 245-4930 Peyton-Tomita & Associates Structural Engineers 954 Town & Country Road Orange, CA 92868 (714)245-4930 Title Dsgnr Description Scope Job# Date 259PM, 12 SEP 06 Rev 580000 User KW-0602836 Ver 5 8 0 1-Dae 2003 (0)1983-2003 ENERCALC Engineering Software Steel Column Base Plate chv05054 ecw Calculations Description CANOPY COLUMN General Information Loads Axial Load X-X Axis Moment Plate Dimensions Plate Length Plate Width Plate Thickness Support Pier Size Pier Length Pier Width 1 Summary 2058k 15834k-ft 22 000 in 22 000 in 1 500 m 36 000 in 36 000 in CodeRef AISC 9th Ed Steel Section Section Length Section Width Flange Thickness Web Thickness Allowable Stresses Concrete f c Base Plate Fy Load Duration Factor Anchor Bolt Data Dist from Plate Edge Bolt Count per Side Tension Capacity Bolt Area ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 | HSS14x14x3/8 14 000 in 14 000 in 0 349 in 14 000 in 2,500 0 psi 36 00 ksi 1 330 2 000 in 3 44 933 k 1 767 in2 Baseplate OK Concrete Bearing Stress Bearing Stress OK Actual Beanng Stress 1,318 7 psi Allow per ACI31 8-95, A3 1 Partial Bearing Bolts in Tension = 0 3 * f'c * Sqrt(A2/A1 ) * LDF 1 ,632 3 psi Allow per AISC J9 1,9043 psi Plate Bending Stress Thickness OK Actual fb 24,374 2 psi Max Allow Plate Fb 35,910 0 psi Tension Bolt Force Actual Tension Allowable i-ooc*_r^ ; ^ ^ixasa-o- "^ Bolt Tension OK 33515 k 44 933 k > >0- ,1,^ PEYTON-TOMITA & ASSOCIATES 09/12/2006 ANCHOR BOLT DESIGN PER 1997 UBC. SEC. 1923 WORKING STRESS LOADS ALLOWABLES (133%) P(DL)= 2 08 k 3/4" 11 20 P(LL)= 963 k 1" 2000 P(WL)= 26 92 k 1 25" 31 20 P(EL)= 31 43 k 1 5" 44 93 ULTIMATE LOADS U=14D+1 71= 1929 k U=0 75(1 4D+1 7W)= 36 51 k U=0 9D+1 3W= 36 87 k U=0 75(1 4D+1 7(1 1E))= 46 27 k U=09D+1 3(1 1E)= 4682 k MAXIMUM LOAD= 4682 k ANCHOR SIZE= 1-1/2 in Ab= 1 4100 sq in Ps=0 9 x Ab x 60000= 7614 K OK LAMDA= 1 00 fc= 250000 PSI 0= 065 (3)1-1/2"DIA X 30" EMBED AT 18" QIC IN A 48"FTG. 216600 in 2 GROUP PULL OUT 0Pc= 281 58 K 1/2*0Pc= 14079 K NO AB's= 3 00 1/2*0Pc= 4693 K/BOLT OK 954 TOWN & COUNTRY ROAD, ORANGE, CA 92868 (714)245-4930 Peyton-Tomita & Associates Structural Engineers 954 Town & Country Road Orange, CA 92868 (714)245-4930 Title Dsgnr Description Scope Date Job# 310PM, 12 SEP 06 Rev 5BOOOOUser KW-0602836 VerSBO 1-Dec-2003 (c) 1983-2003 ENERCALC Engineering Software General Footing Analysis & Design Page 1 chv05054 ecw Calculations Description CANOPY FOUNDATION General Information Code Ref ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 i 63 Allowable Soil Bearing Short Term Increase Seismic Zone Live & Short NOT Combined fc Fy 2,0000 psf 1 330 4 2,5000 psi 60,000 0 psi Dimensions Width along X-X Axis Length along Y-Y Axis Footing Thickness Col Dim Along X-X Axis Col Dim Along Y-Y Axis Base Pedestal Height 10000ft 10000ft 24 00 in 48 00 in 48 00 in 48 000 in Overburden Weight 44000 psf Mm Steel % Rebar Center To Edge Distance 00009 3 50 in Loads i Applied Vertical Load Dead Load Live Load Short Term Load Applied Moments Dead Load Live Load Short Term Applied Shears Dead Load Live Load Short Term 20 579 k 6240k k Creates Rotation about Y-Y Axis (pressures @ left & right) 19920k-ft 46 800 k-ft 138430k-ft Creates Rotation about Y-Y Axis (pressures @ left & right) k k 7350k ecc along X-X Axis 0 000 in ecc along Y-Y Axis 0 000 in Creates Rotation about X-X Axis (pressures @ top & bot) k-ft k-ft 138 430 k-ft Creates Rotation about X-X Axis (pressures @ top & bot) k k 7350k I Summary 1 0 00ft X 10 00ft Max Soil Pressure Allowable "X1 Ecc, of Resultant "Y1 Ecc, of Resultant X-X Mm Stability Ratio Y-Y Mm Stability Ratio Ad Footing, 24 Om Thick, w/ Column D_L+LL 1,4209 2,000 0 7 845 in 0 000 in 2435 2195 DL+LL+ST 2,21 2 5 psf 2,660 0 psf 25 354 in 22 859 in 1500 1 Support 48 00 x 48 Max Mu Caution. 00m x 48 Om high Actual X(short)ecc>Widt Allowable 6 665 k-ft per ft Required Steel Area Shear Stresses Vu 1-Way 2-Way 7410 5205 0 259 m2 per ft Vn * Phi 85 000 psi 170 000 psi Footing Design Shear Forces Two-Way Shear One-Way Shears Vu @ Left Vu @ Right Vu @ Top Vu @ Bottom Moments Mu @ Left Mu @ Right Mu @ Top Mu @ Bottom ACI C-1 5 21 psi 4 12 psi -0 84 psi 1 64 psi 164psi ACI C-1 ^M8k-ft 4 00 k-ft 1 91 k-ft 1 91 k-ft ACI C-2 2 40 psi 7 41 psi -5 37 psi 6 60 psi -5 29 psi ACI C-2 -4 38 k-ft 6 67 k-ft 5 99 k-ft -410k-ft ACI C-3 1 54 psi 4 76 psi -3 45 psi 4 24 psi -3 40 psi ACI C-3 -2 82 k-ft 4 28 k-ft 3 85 k-ft -2 64 k-ft Vn * Phi 170 00 psi 85 00 psi 85 00 psi 85 00 psi 85 00 psi Ru / Phi 1 1 6 psi 17 6 psi 15 8 psi 10 8 psi As Rea'd -0 26 in2 per ft 0 26 m2 per ft 0 26 m2 per ft -0 26 m2 per ft - Peyton-Tomita & Associates Structural Engineers 954 Town & Country Road Orange, CA 92868 (714)245-4930 Title Dsgnr Description Scope Job# Date 3 10PM, 12 SEP 06 Rev 580000User KW-0602836 VerSBO 1-Dec-2003 General FOOtind Alia VSIS(01983-2003 ENERCALC Engineering Software VPCIICIOI i wwmiy nuaiyoio & Design Page 2 chv05054 ecw Calculations Description CANOPY FOUNDATION Soil Pressure Summary Service Load Soil Pressures Left Right DL + LL 62027 1,42091 DL + LL + ST 000 2,21253 Factored Load Soil Pressures ACIEq C-1 87976 2,01534 ACI Eq C-2 0 00 2,797 55 ACIEq C-3 000 1,79842 Top 1,02059 2,063 92 1,44755 2,609 64 1,67762 Bottom 1,020 59 psf 0 00 psf 1,447 55 psf 0 00 psf 0 00 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 ACI C-1 & C-2 LL 1 700 ACI C-3 Dead Load Factor ACI C-1 & C-2 ST 1 700 ACI C-3 Short Term Factor seismic = ST* 1 100 0 750 Add"l "1 4' 0 900 Add"l "0 9' 1 300 Factor for Seismic 1 400 Factor for Seismic 0 900 S E C O R SEC OK INTERNATIONAL INCORPOKA'IEC 25864 F Business Center Drive Redlancs California 92374 9093356115 TEL 909 335 6 '20 FAX p»-.£•!£ May 1, 2007 Mr Hank Dickey Chevron Products Company 145 South State College Boulevard, 4th Floor Brea, California 92822-2292 m ismm GEOTECHNICAL INVESTIGATION UPDATE AND FOUNDATION REVIEW Raze and Rebuild of Chevron Station No 9-1312 2500 El Cammo Real Carlsbad, California SECOR Project No 04CH 91312 00 Dear Mr Dickey Pursuant to your request, SECOR International Incorporated (SECOR) has reviewed the foundation plans for the Chevron development located at 2500 El Cammo Real, in the city of Carlsbad, California In addition, this letter shall serve as an update to SECOR's Geotechnical Investigation report, dated October 12, 2005 The foundation plans reviewed by SECOR were provided by RHL Design Group (RHL) and consisted of the following sheets . Foundation Sheet plan sheets SO1 and SO4, dated September 8, 2006 The foundation sheets were reviewed for conformance with SECOR's Geotechnical Investigation report (2005) The foundation plans were reviewed by SECOR from a geotechnical engineering standpoint This review did not include checking calculations, measurements, or any other non- geotechnical aspect of the plans The foundation plans referenced above are in general compliance with the findings and meet or exceed the minimum recommendations of SECOR's Geotechnical Investigation report (2007) for the proposed development It is our pleasure to be of service to you and the Chevron development team Should you have II mP-'is^ I vrow i 'jprjato VCC mm Mr Hank Dickey Chevron Products Company May 1, 2007 Page 2 any questions or require additional information, please call the undersigned at your convenience Respectfully submitted, SECOR International Incorporated Jaret Fische^ Kevin Miskin, P E Associate Engineer Principal Engineer Distribution (1) Addressee (1) Mr James Forgey RHL Design Group 2401 E Katella Avenue, Suite 400 Anaheim, CA 92806 SECOR International incorporated SECOR INTERNATIONAL INCORPORATED wwwsecorcom 25864 F Business Center Drive Redlands California 92374 9093356116 TEL 9093356120 FAX pk September 28, 2007 City of Carlsbad Mr Pete Dreibelbis Senior Building Inspector 1635 Faraday Avenue Carlsbad, CA 92008 FOUNDATION EXCAVATION INSPECTION Chevron Facility No 9-1312 2500 El Cammo Real Carlsbad, California SECOR Job No 04CH 91312 00 Dear Mr Dreibelbis Pursuant to your request, SECOR International Incorporated (SECOR) has inspected the building foundation footings for the Chevron Facility No 9-1312 in Carlsbad, California and found them to be in compliance with SECOR's Geotechnical Investigation report (SECOR, 2005) for the above mentioned development In addition, according to the general contractor, the utility trenches were backfilled with open graded self compacting gravel in accordance with SECOR's Geotechnical Investigation report (SECOR, 2005) All other geotechnical aspects of design and construction for the subject development should be performed in accordance with the project geotechnical investigation (SECOR, 2005) It is our pleasure to be of service to you and the Chevron development team Should you have any questions or require additional information, please call the undersigned at your convenience Respectfully submitted, SECOR International Incorporated JareTFis^her Associate Engineer Kevin Miskm, P Principal Engm I \Chevron Texaco\9 13l2\Foundation Inspection letter 9 1312 DOC Mr Pete Dreibelbis City of Carlsbad September 28, 2007 Page 2 References SECOR International Inc, October 12, 2005, Preliminary Geotechnical Investigation, Raze and Rebuild of Chevron Station No 9-1312, 2500 El Cammo Real, Carlsbad, California SECOR Job No 04CH 91312 00 SECOR International Inc, May 1, 2007, Geotechnical Investigation Update and Foundation Review, Raze and Rebuild of Chevron Station No 9-1312, 2500 El Cammo Real, Carlsbad, California SECOR Job No 04CH9131200 Distribution (2) Addressee (1) Mr Hank Dickey Chevron Products Company 195 S State Beach Boulevard, Suite 400 Brea, California 92821 (1) Mr Larry Tidball RHL Design Group 2401 E Katella Avenue, Suite 400 Anaheim, California 92806 SECOR International Incorporated I I I I I I I I I I I PRELIMINARY GEOTECHNICAL INVESTIGATION Raze and Rebuild of Chevron Station No 9-1312 2500 El Cammo Real Carlsbad, California Prepared for ChevronTexaco October 12, 2005 SECORJobNo 04CH 91312 00 STATEMENT OF CONFIDENTIALITY This report has been submitted for the sole and exclusive use of ChevronTexaco and shall not be disclosed or provided to any other entity corporation or third party for purposes beyond the specific scope or intent of this report without the express written consent of SECOR International Incorporated (SECOR) I I I I I I I I I I I I I I I I I I I E C O R SECOR INTERNATIONAL INCORPORATED www secor com 25864 F Business Center Drive Redlands California 92374 9093356116 TEL 9093356120 FAX October 12, 2005 Mr Tim Caldwell ChevronTexaco 145 South State College Boulevard, 4tf Brea, California 92822-2292 Floor RE PRELIMINARY GEOTECHNICAL INVESTIGATION Raze and Rebuild of Chevron Station No 9-1312 2500 El Cammo Real, Carlsbad, California SECOR Project No 04CH 91312 00 Dear Mr Caldwell Pursuant to the request of Chevron Products Company (Chevron), SECOR International Incorporated (SECOR) is pleased to present the following geotechnical investigation for the rebuild of Chevron Facility No 9-1312 The Chevron facility is located on the southeast corner of El Cammo Real and Haymar Drive, at 2500 El Cammo Real, in the city of Carlsbad, California This investigation was performed in general accordance with SECOR's proposal for geotechnical assessment, dated July 18 2005 The objective of the geotechnical investigation was to assess the soil conditions underlying the Site and make geotechnical recommendations for design and construction of the proposed development Based upon the results of this investigation, development of the Site is geotechmcally feasible provided that the recommendations presented herein are implemented in the design and construction of the project • In general, native soils were composed of sands with variable amounts of silt and clay (SM, SC, and SP USCS soil type) with mterbedded lenses of clay and silt with variable amounts of sand (CL and ML USCS soil type) • Near surface soils have a very severe corrosion potential for steel • Removal and recompaction of the near surface soils will be required in the structural areas to increase the density of the near surface soils and to provide a relatively uniform and firm engineered soil blanket for support of the proposed development The complete findings of this investigation and recommendations for Site development are presented in the attached report It is our pleasure to be of service to you and we look forward to providing ChevronTexaco with future engineering services Should you have any questions regarding the information contained the attached report, please contact the undersigned at your convenience Respectfully submitted, SECOR International Incorporated JareTFischer Project Engineer Kevin Miskm, P E Principal Engineer I \Chevron TexacoB 1312\9 1312 geotech rpl DOC I • October 12 2005 Mr Tim Caldwell October Page 2 • Enclosure Geotechntcal Investigation Report cc Mr James Forgey 2401 East Katella Avenue, Suite 400 Anaheim, California 92806 • RHL Design Group I I I I I I I I I I I I I I I SECOR International Incorporated 1 1 1 1 i i i i i i i i i i i i i i i Facility Proposed Chevron Facility No 9-1312 Location 2500 El Cammo Real Carlsbad, California REPORT SUMMARY Footing Bearing Pressures - Building Foundations - Canopy Foundations "Passive Lateral Pressures "- BuildirigToundatioris" " - Canopy Foundations Coefficient of Friction - Building Foundations Expansive Soils Expansion Potential o V Low x Low (El = 29) R-Value Automobile Traffic (Tl = 45) Truck Traffic (Tl = 70) Artificial Fill Relatively Loose Near-Surface Soils Groundwater Within 20 Feet of Surface Monitoring Well Installed 12 existing/former onsite groundwater monitoring wells Hydrocarbons Detected All PID readings <100 ppmv Existing Underground Tanks Existing Structures Consultant SECOR SECOR JN 04CH 91312 00 1,500 psf 2,500 psf " 200DDsf/ft " " " 200D psf/ft 030 o Yes x No o Medium o High oV High 13 4" AC/ 5" AB 4" AC/ 14' AB o Yes x No x Yes o No x Yes o No o Yes x No x Yes o No x Yes o No x Yes o No Special Considerations Subsurface soils in the depth interval of 5 to 40 feet are susceptible to liquefaction SECOR recommends a mat foundation to support the canopy and building to mitigate potential liquefaction-induced settlements per the recommendations contained in the attached report In lieu of a mat foundation, deep foundations extending below the liquefaction susceptible zone, to a minimum depth of 45 feet bgs may be considered However additional investigations will be necessary for design of deep foundations Recommendations are provided herein I I I I I I I I I I I I I I I I I I I TABLE OF CONTENTS INTRODUCTION 1-1 AUTHORIZATION AND LIMITATIONS 1-1 PURPOSE AND SCOPE OF WORK 1-1 SITE LOCATION 1-1 SITE DESCRIPTION 1-1 PROJECT DESCRIPTION 2-1 SUBSURFACE INVESTIGATION 3-1 PRE-DRILLING PROCEDURES 3-1 HOLLOW STEM AUGER DRILLING 3-1 SPLIT SPOON SOIL SAMPLING 3-1 LABORATORY SOIL TESTING 3-2 REGIONAL GEOLOGIC CONDITIONS 4-1 REGIONAL PHYSIOGRAPHIC CONDITIONS 4-1 REGIONAL GEOLOGY 4-1 REGIONAL HYDROGEOLOGY 4-1 SUBSURFACE SOIL AND GROUNDWATER CONDITIONS 5-1 SECOR FIELD INVESTIGATION 5-1 REGIONAL SEISMIC CONDITIONS 6-1 REGIONAL SEISMICITY 6-1 UBC SEISMIC CRITERIA 6-1 REGIONAL SEISMIC HAZARDS 6-1 3 1 Fault Rupture Hazard 6-1 3 2 Slope Stability Hazard 6-1 3 3 Liquefaction Hazard 6-2 ENGINEERING RECOMMENDATIONS 7-1 EXPANSIVE SOIL POTENTIAL 7-1 CORROSIVE SOIL POTENTIAL 7-1 FOUNDATION DESIGN 7-1 3 1 Building Foundations 7-1 3 2 Canopy Foundations 7-2 3 3 Sign Foundation 7-2 3 4 Foundation Construction 7-2 3 5 Estimated Foundation Settlement 7-2 CONCRETE FLOOR SLABS-ON-GRADE 7-3 SLOPES 7-3 UNDERGROUND STORAGE TANK EXCAVATION 7-3 UNDERGROUND STORAGE TANK BACKFILL 7-4 TENTATIVE PAVEMENT DESIGN 7-5 3 1 Asphalt Concrete Pavement 7-5 3 2 Portland Cement Concrete Pavement 7-5 8 3 Subgrade and Aggregate Base Specifications 7-5 SITE GRADING 7-6 3 1 Clearing and Grubbing 7-6 3 2 Removal Requirements 7-6 33 Placement of Compacted Fill 7-7 POST INVESTIGATION SERVICES 7-8 CLOSURE 8-1 REFERENCES 9-1 I TABLE OF CONTENTS (Continued) I TABLES • Table 1 - Normalized SPT Blow Count Correction Table 2 - Liquefaction Analysis Table 3 - Liquefaction Induced Settlement Analysis FIGURESI Figure 1 - Site Location Map • Figure 2 - Site Plan APPENDICES • Appendix A - Boring Logs Appendix B - Laboratory Test Results Appendix C - General Guide Specifications for Earthwork and Grading I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 0 INTRODUCTION 1 1 AUTHORIZATION AND LIMITATIONS This report presents the results of a geotechmcal investigation performed at the request of ChevronTexaco (CVX) by SECOR International Incorporated (SECOR), for Chevron Facility No 9-1312 located on the southeast corner of El Cammo Real and Haymar Drive in the city of Carlsbad, California This report has been prepared for Chevron and their project design consultants to be used solely in the design of the proposed project, as described herein This report may not contain sufficient information for other uses or the purposes of other parties 1 2 PURPOSE AND SCOPE OF WORK The objective of this investigation was to assess the nature and engineering properties of the encountered subsurface soils and to provide geotechmcal design recommendations for Site development The scope of work was performed in general accordance with SECOR s proposal for geotechmcal assessment dated July 18, 2005, and included the following tasks » Review available historical geotechmcal Site data « Drill, log and sample four soil borings • Perform soil mechanics laboratory testing on select soil samples « Evaluate geotechmcal properties of soils pertinent to the design and construction of the proposed development « Summarize findings conclusions, and recommendations in a report 1 3 SITE LOCATION The Site is located on the southeast corner of the intersection of El Cammo Real and Haymar Drive at 2500 El Cammo Real in the city of Carlsbad California (referred herein as the Site) The Site is bounded by a retail shopping center to the east and south Haymar Drive followed by Buena Vista Creek and the California Highway 78 on-ramp and El Cammo Real followed by a retail shopping center to the west 1 4 SITE DESCRIPTION The Site is roughly rectangular in shape, is approximately 0 71 acres in size and is occupied by an existing ChevronTexaco retail gasoline facility The gasoline retail facility includes a mechanic shop a kiosk one fuel dispenser island canopy, four underground storage tanks (USTs), asphalt paved parking and driving areas and several small landscaped areas 1-1 I I I I I I I I I I I I I I I I I I I 2 0 PROJECT DESCRIPTION RHL Design Group (RHL) of Anaheim, California, provided the preliminary development layout for the proposed project The proposed development will consist of a new single-story convenience store building, new fuel dispenser islands with a canopy, and new underground storage tanks (USTs) The existing mechanic shop kiosk, fuel dispenser islands and canopy and four fuel underground storage tanks (UST) will be razed and removed from the Site The Site location and the layout of the proposed structures are shown on Figure 2 There were no building and grading plans or design loads available at the time of this report Based on our experience with similar projects and the available information, it is assumed that the building will be founded on shallow continuous footings The canopy is generally founded on square or round column footings, approximately four feet in width/diameter and embedded a minimum of seven feet below adjacent grade The foundation loads for the proposed structures were estimated for the purpose of this report at less than 20 kilopounds (kips) for canopy column loads and less than 1 5 kips per linear foot (klf) for continuous building wall footing loads If actual design loading conditions differ from those indicated above, the recommendations of this report should be re-evaluated and are subject to change Based upon SECOR's review of the existing Site topography, it is assumed that the final surface elevations will not vary more than 0 5 to 10 foot from existing grades and that minor grade changes will be made for the purpose of establishing Site drainage SECOR recommends that the final grading plan be provided to the Project Soils Engineer for review The recommendations of this report are subject to change based upon review of the final grading plan prior to final review by plan check and prior to implementation 2-1 I I I I I I I I I I I I I I I I I I I 3 0 SUBSURFACE INVESTIGATION 3 1 PRE-DRILLING PROCEDURES Underground Service Alert (USA) was notified several days prior to commencing drilling activities to identify any public utilities that may conflict with the proposed boring locations In addition potential conflict with underground utilities was prevented by excavating the upper five feet of soil from each proposed soil boring location, with an air knife, prior to drilling 3 2 HOLLOW STEM AUGER DRILLING A total of four hollow stem auger (HSA) soil borings were drilled on August 22, 2005 by CalPac Drilling under the direction of a SECOR field engineer or geologist Cal Pac Drilling drilled the soil borings using a Mobile B-61 HSA drill rig All drilling and soil sampling was performed under the general guidance of ASTM D 6151-97 (Standard Practice for Using Hollow-Stem Augers (HSA) for Geotechnical Exploration and Soil Sampling) The HSA soil borings drilled for this geotechnical investigation were advanced using eight-inch outside diameter auger, to depths ranging from approximately 20 5 to 45 5 feet below the ground surface (bgs) at the locations shown on Figure 2 The rationale for placement of the borings was to locate at least one boring in the vicinity of each of the proposed structures to investigate the underlying subsurface conditions At each boring location, drilling was begun by pushing the lead HSA auger below the ground surface and rotating at a low velocity Firm downward pressure and low rotation velocity were maintained in the beginning to produce a straight borehole Once a straight hole was initiated and the HSA auger appeared clear of potential underground utilities, rotation velocity and downward pressure were increased The rotation velocity and downward pressures were adjusted during drilling to optimize penetration rates with appropriate drilling cutting return up the HSA auger flight Additional five-foot sections of HSA were attached to the drill column to achieve the desired drilling/sampling depths When the desired sampling depth was achieved, the bottom of the borehole was cleaned by slowly rotating the auger with minimal downward pressure After cleaning the bottom of the borehole the cleanout depth inside the HSA auger corresponded to the depth of the lead auger When the borehole was sufficiently clean, soil samples were collected as described in the section below Following completion of drilling and soil sampling each boring was abandoned by removing the auger and/or sampling equipment from the borehole and subsequently backfilling with the native soils 33 SPLIT SPOON SOIL SAMPLING A SECOR field engineer or geologist was onsite to supervise field operations, log subsurface soil conditions and to collect soil samples for physical and chemical analysis Soil samples were collected using a California Modified (CM) and Standard Penetration Test (SPT) split-spoon samplers, under the general guidance of ASTM D 1586-99 (Standard Test Method for Penetration Test and Split-Barrel Sampling of Soils), 3550-95 (Standard Practice for Ring-Lined Barrel Sampling of Soils) and 6066-96 (Standard Practice for Determining the Normalized Penetration Resistance of Sands for Evaluation of Liquefaction Potential) The CM sampler is approximately 18-mches long by 2 5 inches inside diameter The SPT sampler is approximately 18-mches long by 1 5 inches inside diameter The samplers were driven at approximately five-foot intervals with a 140-pound hammer free-falling 30 inches Unless otherwise indicated the samplers were advanced 18 inches at each sample interval and the blow counts required to advance the sampler 3-1 I I I I I I I I I I I I I I I I I I I each six-inch drive length were recorded on the boring logs The blow counts are used in the evaluation of the consistency of the soils and are correlated to various engineering properties Unless otherwise indicated on field boring logs soil sampling was performed at approximately five-foot intervals to the total depth of exploration, to develop a description of the subsurface stratigraphy and to collect samples for potential geotechnical testing The observed soils in soil samples and drill cuttings were classified in accordance with the Unified Soil Classification System under the guidance of ASTM D 2488-00 (Standard Practice for Description and Identification of Soils [Visual-Manual Method]) - - - - . Geotechnical samples were collected from the CM and SPT samplers Six relatively undisturbed brass rings were carefully removed from the CM sampler, placed in a plastic sleeve and sealed with plastic end caps Electrical tape was used to secure the end caps to the plastic sleeve to preserve natural moisture content Disturbed samples were also collected from the lowermost brass tube of the SPT sampler The soil was extruded from the brass tube and placed in a sealed plastic bag Geotechnical ring and bulk samples were labeled and transported to a soil mechanics laboratory for physical testing The CM soil samples were securely packed with foam or other shipping materials to minimize sample disturbance, under the guidance of ASTM D 4220- 00 (Standard Practice for Preserving and Transporting Soil Samples) 3 4 LABORATORY SOIL TESTING The following laboratory tests were performed on samples collected at the Site either in general accordance with the American Society for Testing and Materials (ASTM) or contemporary practices of the soil engineering profession • In-Situ Moisture and Density (ASTM D 2216) In-situ moisture and density are calculated by weighing and measuring the drive samples obtained from the borings to determine their m-place moisture and density These results are used to analyze the consistency of the subsurface soils • Consolidation Tests (ASTM D 2435) One-dimensional consolidation tests were conducted to evaluate soil compressibility and estimate the potential settlement of the structures A one-inch thick sample contained in a 2 5-inch diameter ring was subjected to various load increments The compression under each load increment was recorded and plotted against the logarithm of applied effective stress • No 200 Sieve Wash (ASTM D 1140) This test is used to evaluate the distribution of soil grain sizes finer than the 0 075 mm (no 200 sieve) and is used in soil classification and assessment of soil engineering behavior • Atterberg Limits (ASTM D 4318) The Atterberg Limits are utilized to classify fine-grained soils and correlate them to specific engineering properties The Atterberg limits are composed of the liquid limit, and the plastic limit The liquid limit is the moisture where the soil changes from a plastic to a liquid state and the plastic limit is the moisture content where the soil changes from a semi-solid state to a plastic state • Direct Shear Test fASTM D 3080) The tests were performed on an undisturbed sandy soil sample in order to obtain the soil shear strength values which are among the basic soil parameters that are used to estimate soil bearing capacity, slope stability and lateral earth pressures • Unconfmed Compression Test (ASTM D 2166) The undramed shear strength of an undisturbed soil sample may be estimated by uniaxially loading the sample in an unconfmed compression test at a constant strain rate The load applied at failure, expressed in force per unit area is the unconfmed compressive strength • Modified Proctor Compaction Test (ASTM D 1557) The compaction curve defines the relationship between water content and dry unit weight of soils compacted under modified compaction effort The maximum dry density and optimum water content are used to 3-2 I I I I I I I I I I I I I I I I I I I determine the relative density of existing soils and to determine the level of compaction during grading activities • Expansion Index (ASTM D 4829 and UBC Standard 18-2) This test is performed on a near surface bulk sample, remolded to approximately 50 percent saturation, to determine the expansion potential of the soil when fully saturated • Resistance (R)-Value Analysis (ASTM D 2844, California 301-G) The R-Value test is used to evaluate the quality and potential strength of soils and aggregate base for use as subgrade and base coarse in structural pavement design • Chemical Tests for Corrosion Potential (Applicable EPA, ASTM or local test methods) The red-ox potential, pH, water extractable sulfates, water extractable chlorides, sulfides and resistivity were evaluated in a near surface soil sample The laboratory results of all laboratory tests are presented in Appendix B and significant results are discussed in detail in Section 5 0 3-3 I I I I I I I I I I I I I I I I I I I 40 REGIONAL GEOLOGIC CONDITIONS 4 1 REGIONAL PHYSIOGRAPHIC CONDITIONS The site is located in the City of Carlsbad, California A review of the USGS 7 5 minute topographic map of the San Luis Rey Quadrangle shows the Site is located approximately 2 2 miles east of the Pacific Ocean at an elevation of approximately 29 feet above mean sea level The topography in the Site vicinity is flat to moderate and generally slopes in a west-southwesterly direction (USGS, 1968) "" 4 2 REGIONAL GEOLOGY The subject property lies within the Peninsular Range Geomorphic Province (CDMG 1969) The Peninsular Range Geomorphic Province is characterized by northwest trending ranges and valleys resulting from sub-parallel transform faults accommodating the Pacific-North American plate contact motions The site is underlain by Quaternary age deposits of alluvial origin The surface deposits in the vicinity of the Site are further described as poorly consolidated stream deposits consisting of silt sand and cobble-sized particle (CDMG, 1975) No active faults were identified within one-mile of the Site (USGS, 2004) The nearest active fault identified is the Newport-lnglewood (offshore) Fault located approximately 9 9 miles west-southwest of the site 4 3 REGIONAL HYDROGEOLOGY According to the California Department of Water Resources (DWR) Bulletin 118 Report the Site lies within the San Luis Rey groundwater basin This groundwater basin underlies an east-west trending alluvium filled valley located along the western coast of San Diego County The major hydrologic feature is the San Luis Rey River, which drains the valley overlying the basin The basin is bounded on the east, northeast, and southeast by the contact of alluvium with impermeable Mesozoic granitic and Pre-Cretaceous metamorphic rocks In the northwest and southwest of the lower portion of the basin, alluvium is in contact with the semi-permeable Eocene marine deposits and Tertiary non-marine deposits The basin is bounded on the west by the Pacific Ocean Surface topography generally slopes in a west-southwesterly direction towards the Buena Vista Creek and out to the Pacific Ocean Local historic ground-water depths were checked against the water levels measured in monitoring wells from onsite investigations The depth to groundwater at the site ranges from 2 81 to 19 10 feet bgs (SECOR 2004) and flows toward the northwest 4-1 1 I I I I I I I I I I I I I I I I I 5 0 SUBSURFACE SOIL AND GROUNDWATER CONDITIONS 5 1 SECOR FIELD INVESTIGATION The subsurface soils encountered during SECOR's field exploration were consistent with the soil deposits typically encountered in the site vicinity and in previous onsite investigations Subsurface soils are highly heterogenous and typical of alluvial floodplam deposits Sediments consist of mterbedded, discontinuous layers of sand (SP, SM, and SC USCS soil type) and clay ranging in consistency from loose to dense and soft to firm (ML/CL, CL and CH USCS soil type) The subsurface soils were not difficult to penetrate nor did the borings cave to the maximum depth of exploration Groundwater was encountered during this investigation at a depth of approximately 8 to 18 feet bgs A more detailed description of the interpreted soil profile at each of SECOR s boring locations is presented on boring logs in Appendix A The groupings represent the predominant materials encountered and relatively thin often discontinuous layers of different material may occur within the broadly interpreted soil layer Also, stratification lines indicate the approximate boundary between the major material types The actual transition may be gradual 5-1 1 1 I 1 I I I I I I I I I I I I I I 61 60 REGIONAL SEISMIC CONDITIONS REGIONAL SEISMICITY The Site, as is most of California, is located in a seismically active area The estimated distance of the Site to the nearest expected surface expression of nearby faults is presented in the table below • • ./• • •.;•-" Fautt •-.••' •;*•'';'•.:-•• Newport - Inglewood (offshore) Rose Canyon Elsmore - Temecula Elsmore - Julian Coronado Bank Elsmore - Glen Ivy Palos Verdes Fault Type•••. d) • •„ ..;•• B B B A B B B :~' "Distance ikilbmeters) (2) 99 105 359 364 366 51 3 582 Maximum Moment Magnitude-11?: .: 69 69 68 7 1 74 68 7 1 1 From ICBO, 1997 2 Measured from Maps of Known Active Faults Near Source Zones in California and Adjacent Portions of Nevada (ICBO, 1997), CDMG, 1993 and 1994 62 UBC SEISMIC CRITERIA Based on the specified design criteria of the 1997 Uniform Building Code, the following Site seismic information may be considered for earthquake design Design Criteria | ; ; Design Value : Seismic Zone Seismic Zone Factor • Seismic Source Type ! Seismic Source Distance Soil Profile Type Near Source Factor Na \_ Near Source Factor Nv Seismic Coefficient Ca Seismic Coefficient Cv 4 040 B 99km SD 1 0 1 0 044 064 63 REGIONAL SEISMIC HAZARDS 631 Fault Rupture Hazard The Site is not located within a current mapped California Earthquake Special Studies Fault Zone There are no known active faults underlying the Site As described, above the nearest fault is the Newport - Inglewood (offshore) Fault located approximately 9 9 kilometers west-southwest of the Site Based on available geologic data, there is low potential for surface fault rupture from the Newport - Inglewood (offshore) Fault and other nearby active faults propagating to the surface of the Site during the design life of the proposed development 632 Slope Stability Hazard The Site is not located within an area of potential seismic slope instability as identified by the California Geologic Survey (CGS) In addition no slopes are planned for the proposed development 6-1 1 I 1 I I I I i I I I I I I I I I I I 633 Liquefaction Hazard Liquefaction Liquefaction of saturated sandy soils is generally caused by the sudden decrease in soil shear strength due to vibration During cyclic shaking, typically caused by an earthquake, the soil mass is distorted, and mterparticulate stresses are transferred from the soil particles to the pore water As pore pressure increases the bearing capacity decreases and the soil may behave temporarily as a viscous fluid (liquefaction) and - consequently, loses its capacity-to support the structures- founded thereon Engineering research of soil liquefaction potential (Seed et al 1982 and 1985) indicates that generally three basic factors must exist concurrently in order for liquefaction to occur, namely « A source of ground shaking such as an earthquake capable of generating soil mass distortions « A relatively loose sandy soil fabric exhibiting a potential for volume reduction o A relative shallow groundwater table (within approximately 50 feet below ground surface) or completely saturated soil conditions that will allow positive pore pressure generation Screening Investigation for Liquefaction Potential The Site is not located within a current, mapped California Liquefaction Hazard Zone However, given the presence of shallow groundwater a Site-specific liquefaction evaluation was conducted in accordance with the guidance outlined in Special Publication 117 Guidelines for Evaluating and Mitigating Seismic Hazards in California (CDMG 1997) The m-situ characteristics of the subsurface soils were analyzed and similarities and dissimilarities of the subsurface conditions were compared with those sites where the subsurface soils are known to have liquefied The general Site characteristics, such as potential for seismic shaking soil type soil consistency depth to groundwater, etc, were evaluated in an initial Screening Investigation (CDMG 1997) These characteristics were compared to conditions of known liquefaction susceptibility • Potential for Strong Seismic Activity—The Site is located within 100 kilometers of an active fault capable of generating a magnitude 6 9 earthquake • Shallow Groundwater Within 50 feet—Groundwater was encountered during this investigation at a depth of approximately eight-feet bgs, but historically may have existed at depths as shallow as three-feet bgs • Relatively Loose Soils—Blowcounts in near surface soils were recorded at less than 20 blows per foot in subsurface soils in the upper 50 feet bgs • Cohesionless Soils—Boring logs indicate that subsurface soils consist of clean to silty sands in the upper 50 feet bgs The data indicate conditions at the Site may be susceptible to seismically induced liquefaction Consequently a quantitative evaluation of liquefaction potential is necessary Quantitative Evaluation of Liquefaction Resistance In accordance with protocols outlined in SP 117 (CDMG 1997), a Quantitative Evaluation of Liquefaction Resistance was performed on soil layers in the upper 50 feet bgs The assumed or estimated soil conditions used in the analysis and accompanying calculations are presented in Table 1 through Table 3, based on the boring logs laboratory data and applicable references as discussed below The soil conditions used in the liquefaction model are based on conditions represented in attached boring logs Where blow counts were recorded using a 2 5-inch inside diameter 6-2 I 1^ California Modified sampler the representative California Modified sampler blow counts were converted to equivalent SPT blow counts following the Lowe and Zaccheo Sampler Hammer Ratio • (Wmterkorn and Fang 1975) A tabulated summary of the blow count correction and normalization procedure is shown on Tables 1 I I I I I I I I I I I I I I I I A probabilistic seismic hazard analysis (PSHA) was conducted to estimate ground motion accelerations corresponding to an earthquake having a 10 percent probability of exceedance over a 50-year time period The design peak ground acceleration (PGA) was determined using the computer-program FRISKSP, Version 400 The faults-used-in the PSHA were based upon a. CGS fault catalog The site specific PGA was developed using Campbell and Bozorgonias 1997 revised ground motion attenuation relation for alluvium Dispersion in the Campbell and Bozorgonia ground motion attenuation relationship was considered by inclusion of the standard deviation of the ground motion data in the attenuation relationship used in the PSHA For liquefaction analysis the DBE induced peak ground acceleration (PGA) was scaled to an earthquake magnitude 7 5 using the NCEER 1997 magnitude scaling factor (Youd and Idnss, 2001) The 7 5 earthquake magnitude scaled site specific PGA is 0 19g (where "g" is the acceleration due to gravity) The liquefaction probabilities in Table 2 were calculated under the guidance developed by Seed and others (2003), and represent the corrected cyclic stress ratio (CSR*) required to cause liquefaction in a given soil layer divided by the overburden correction value For the purpose of this evaluation, a layer was considered to be susceptible to liquefaction if the probability of liquefaction was greater than 20 percent The probability of liquefaction in subsurface soils below 40 feet is estimated to be less than 20 percent A liquefaction hazard analysis was conducted for the liquefaction susceptible soils in the depth interval of 2 to 40 feet bgs Effect of Potential Soil Liquefaction Soil liquefaction alone does not pose a risk to site development but the effects of soil liquefaction on a site typically do Such risks may include liquefaction ground manifestation (sand boils), lateral spreading, foundation bearing failure, and ground settlement These potential risks are discussed below, along with recommendations for methods of mitigation where required Based on the available data for the site the potentially liquefiable soils are overlain by approximately five-feet of non-liquefiable soils The potential for surface manifestation of sand boils is considered to be low to moderate depending on depth to groundwater at the time of the design earthquake event The anticipated ground settlement caused by potential soil liquefaction was evaluated for the site based on the empirical procedures developed by Seed and others (2003) which compare the volumetric strain in the soil with the induced cyclic stress ratios Table 3 shows the subject settlement analyses calculations Settlement resulting from liquefaction may locally occur in the potentially liquefiable layers ranging on the order of approximately 8 to 10 inches Structural distress however, is typically caused by differential settlement instead of total settlement The magnitude of differential settlement is difficult to estimate based on the limited subsurface data available, but could be as much as seven-inches should tilting occur Recommendations for mitigating excessive settlements due to liquefaction are described in Section 7 3 Potentially liquefiable soils with (N,)60 values less than 15 are generally considered potentially susceptible to lateral displacement (Youd et al 2002) Various layers below the site exhibit (N^eo values less than 15 6-3 1 I I I I I I I I I I I I I I I I I I 70 ENGINEERING RECOMMENDATIONS Based upon the results of the investigation and previous geotechnical documentation development of the Site is geotechmcally feasible provided that the recommendations presented herein are implemented in the design and construction of the project Removal and recompaction of the near surface soils will be required in the structural areas to increase the density of the near surface soils and to provide a relatively uniform and firm engineered soil blanket for support of the proposed development 71 EXPANSIVE SOIL POTENTIAL The near-surface soils encountered in the proposed building area are predominantly sand with variable amounts of silt and clay Visual review and expansion index testing (El = 29) of the near- surface soils in the proposed building pad area indicates that the soils may be classified with a low expansion potential, as defined by the 1997 Uniform Building Code (ICBO 1997) Consequently special design for expansive soils is not necessary If imported soils are used for earthwork at the Site, SECOR recommends that the proposed soils be tested for expansion potential prior to import To avoid the use of expansive soils on the project, all imported soils must be pre-approved by the Project Soils Engineer prior to utilization 72 CORROSIVE SOIL POTENTIAL Chemical tests to evaluate corrosive soil potential of near surface soils were performed by E S Babcock & Sons Inc The test results indicated pH of 7 7 Water Extractable Sulfate = 45 ppm Saturated Extractable Sulfide as negative, Redox Potential = 230 mV, and Minimum Resistivity = 490 ohm/cm Based on the test results, the near surface soils are expected to have a very severe corrosion potential for steel As a result, corrosion resistant piping is recommended for the Site SECOR recommends that corrosion resistant piping (e g non-metallic pipe), be utilized for all subsurface utilities in contact with onsite soils Cathodic protection may be utilized in lieu of the corrosion resistant piping if properly designed and approved by an engineer competent in corrosion design '*-•• ;. "Material Type "• : ,' Concrete Steel Degree of Cprrosivity Low Very Severe ...'.. •-• Special ' ;' :, • Recommendations •""' — Corrosion resistant piping If imported soil is utilized for earthwork at the site, SECOR recommends that the proposed soils be tested for corrosive soil potential prior to import To avoid the use of corrosive soils on the project, all imported soils should be pre-approved by the Project Soils Engineer prior to utilization Proposed import soils exhibiting corrosion potential for steel or concrete should not be utilized at the Site unless appropriate mitigation measures are implemented 73 FOUNDATION DESIGN 731 Building Foundations The proposed shallow continuous footings for the convenience store as described in Section 2 0, are not expected to provide adequate support for the proposed structure in the event of seismically induced liquefaction 7-1 1 I To mitigate potential hazards from liquefaction induced differential settlements the building should be supported on a mat foundation In the event of the design earthquake, the structure I may experience differential settlement and tilting, but could be jacked or underpinned back into position Building footing structural design for resistance of lateral forces may be based upon a lateral earth pressure (equivalent fluid pressure) of 200 psf per foot of depth (recompacted native soil) and a coefficient of friction between the concrete footing and subsurface soils equal to 0 30 For lateral .. bearing capacity analysis and design, the passive earth pressure and fnctional resistance may be combined without reduction 732 Canopy Foundations The typical footings for the canopy columns, as described in Section 2 0, are not expected to provide adequate support for the proposed canopy in the event of seismically induced liquefaction To mitigate potential hazards from liquefaction induced differential settlements, it is recommended that the canopy be supported on a mat foundation or other stiff foundation system that ties the footings together and reinforced to increase foundation stiffness Although total settlements and differential settlement may be on the order of seven-inches, the canopy may be jacked into place should such settlement be experienced Deep foundations are not recommended as lateral resistance will be significantly reduced in the event of liquefaction Shallow canopy footings may be designed for resistance to lateral forces using a passive lateral earth pressure/resistance (equivalent fluid pressure) of 200 psf per foot of depth 733 Sign Foundation The existing freeway sign is located approximately 7 5 feet north of the proposed building Due to its proximity to the proposed building, size, and known potential for liquefaction induced settlement on the site SECOR recommends that the sign be removed and placed on a spread footing foundation The spread footing should be designed to withstand as much as seven-inches of differential settlement should such settlement be experienced as a result of seismically induced liquefaction 734 Foundation Construction Proper footing construction will be dependant upon the quality of the contractors workmanship Multiple construction techniques are available to properly construct the building footings Any deviation from the methods proposed herein should be approved by the Project Soils Engineer prior to implementation It is essential that the Project Soils Engineer review and approve the foundation plans and observe the building foundation excavations prior concrete placement to verify that the contractor utilizes proper construction methods, and that foundation excavations are adequately sized and founded on suitable material The bottom of the foundation excavations should be drilled or excavated in such a way as to minimize slough, debris and unsuitable material from collecting at the bottom of the excavation The maximum thickness of slough, debris or unsuitable material shall not exceed 0 5 inches at any location on the bottom of the excavation The contractor should provide the Project Soils Engineer a safe method to verify that a competent footing bottom has been achieved by the contractor 735 Estimated Foundation Settlement 1 I I I I I I I I I I I I I I I 7-2 I I I I I 1 1 1 1 1 1 1 1 1 1 1 Assuming that the engineering recommendations of this report will be strictly adhered to static foundation settlement for the above described foundations and bearing pressures is estimated to be on the order of less than one-inch total and less than one-half inch differential over a lateral distance of 50 feet, between similarly loaded footings of the same size Settlements resulting from liquefaction in the event of the design earthquake are expected to be on the order of seven-inches By incorporating sufficient stiffness into the foundation and building design the building may be underpinned or jacked into place should such settlements be experienced In addition, we recommend flexible connections on utilities to minimize damage in the event of seismic activity 7 4 CONCRETE FLOOR SLABS-ON-GRADE At the time of concrete placement, if a concrete floor slab-on-grade is utilized, the floor slab subgrade should be firm, relatively unyielding, and be within two percent of the optimum moisture content to a depth of six inches To protect against capillary moisture and to provide a vapor barrier from the underlying soils, the building floor slab should be underlain by a minimum ten-mil plastic membrane underlain and covered with a minimum of two inches of sand The moisture mitigation measures recommend above are applicable to the building floor slab areas that are to be covered by carpet tile or other moisture sensitive floor coverings In lieu of a plastic membrane and sand a four-inch thick layer of open graded gravel may be used A suggested gradation for the gravel layer is as follows Sieve Size - 3/4 No 40 No 100 ;.'•,•;•.•' Percent Passing "..-,•' 90-100 0-10 0-3 I 1 If utilized with a pile foundation system, concrete slabs-on-grade should have a minimum thickness of six inches Minimum reinforcement for concrete slabs-on-grade should be number three deformed reinforcing bars, spaced at 18 inches on center each way Additional reinforcing and/or slab thickness should be provided as structural conditions dictate It is essential that during construction the slab reinforcing bars be properly supported on rebar supports to keep the reinforcing bars centralized (mid-height) in the slab during the concrete pour Other design and construction criteria for concrete floor slabs, such as mix design strength, durability reinforcement, joint spacing, etc , should conform to the current specifications promulgated by the American Concrete Institute (ACI) 7 5 SLOPES Although pertinent grading information is currently unavailable, no permanent slopes are anticipated for the project The stability of slopes if any should be evaluated when design- grading information becomes available 7 6 UNDERGROUND STORAGE TANK EXCAVATION Based on field observations and laboratory testing of the subsurface soil it is unlikely that temporary excavation walls will stand vertically to the depth required to install the USTs Temporary excavations should be shored or excavated with a slope not steeper than 1 1 (horizontal to vertical) The OSHA and ChevronTexaco requirements for excavation should be strictly adhered to ensure safety of personnel and equipment around the excavations The excavations should be inspected by the Project Civil Engineer to verify safe working conditions on 7-3 I I I I I I I I I I I I I I I I I I I a regular basis (at least daily) Surcharges from soil stockpiles, structures vehicles, etc should not be positioned within ten feet of the excavation To maintain the necessary lateral support for canopy footings, it is imperative that the UST excavation sidewalls not encroach within a distance equal to the embedment depth of the proposed canopy footings If necessary, shoring should be installed within the excavation adjacent to the canopy footing locations In addition, the UST excavation should be completely backfilled prior to excavating the canopy footings Where solid sheet shoring is used in lieu of sloping the temporary excavation sidewalls, the shoring design may be tentatively based upon the following lateral earth pressures (equivalent fluid pressures with a triangular pressure distribution) up to an excavation depth of 16 feet bgs Active 40H psf/ft, Passive 390H psf/ft, At-rest 60H psf/ft, where H is the height of the sheet shoring These equivalent fluid pressures should be applied as a triangular pressure distribution behind the shoring and assume level backfill behind and in front of shoring For braced shoring a uniform rectangular pressure distribution should be used from top to bottom of the shoring equivalent to the following Bracing 25H psf/ft where H is the depth of the excavation The earth pressures are based on drained conditions (no hydrostatic or buoyant conditions) and the assumption that the shoring is vertical (no batter) and the ground surface in front and behind the shoring is level For different geometries or conditions, the above lateral earth pressures should be reevaluated The earth pressures indicated above do not include a safety factor, therefore the shoring design should include an appropriate safety factor for the overall performance of the system Based on the subsurface investigation it appears that shallow groundwater has historically been present at the Site It is anticipated that groundwater will be encountered during the excavation process and will need to be removed and disposed of properly Consult the project environmental consultant regarding groundwater disposal To mitigate against potential UST uplift resulting from buoyant pressures, SECOR recommends that the USTs be anchored At this point, no permanent retaining walls or shoring systems are anticipated at the site If retaining walls or permanent shoring is incorporated in the design and development of the property, geotechnical recommendations for design (e g lateral earth pressures) should be evaluated based on the specific geometry and loading conditions for the proposed structures 7 7 UNDERGROUND STORAGE TANK BACKFILL Backfilling adjacent to and over the top of the underground storage tanks should be performed in accordance with the tank manufacturer s specifications If gravel is used for tank backfill, in lieu of compacted soil backfill the backfill should be covered with a structural concrete slab designed to bridge over localized settlement of the gravel backfill Depending on the actual quality and composition of the gravel utilized to backfill the USTs, little or no mechanical compactive effort is generally necessary to place the gravel in a dense manner However, to increase the density of the gravel backfill and to mitigate future settlement of the gravel backfill the following methods should be utilized During gravel placement the backfill 7-4 I I I I I I I I I I I I I I I I I I I should be flooded with water to ensure complete saturation of the gravel The water shall be applied in a manner, quantity and rate that is sufficient to thoroughly saturate the thickness of the lift being densified In addition to flooding the gravel backfill the gravel shall be further compacted with a concrete vibrator or mechanical compaction equipment, at approximate two to three foot intervals Backfilling adjacent to and over the top of the underground storage tanks should be performed in accordance with the tank manufacturer's specifications 78 .TENTATIVE PAVEMENT DESIGN Tentative pavement structural sections were developed based on the visual onsite soil classifications a laboratory tested R-Value of subgrade soils equal to 13 and an evaluation of the anticipated traffic loading The design below applies to pavement sections supported by the existing onsite soils 781 Asphalt Concrete Pavement •;.,•:• li • '-. traffic. Type ; 'Y-. :f\, "••• ' Asphalt Concrete (AC) Thickness Aggregate Base (AB) Thickness Automobile Traffic • Tl=45 j/.v. 40" 50" ' Truck Traffic ' , fi = 70 Y 40" 140" 782 Portland Cement Concrete Pavement Proposed portland cement concrete pavement areas that are subject to vehicle traffic loads, should have a minimum thickness of six inches In addition, a minimum of four inches of aggregate base should be placed beneath all concrete pavement areas subject to traffic loads The concrete should have minimum compressive strength of 2,500 psi and approximate three- inch slump (± one inch) Minimum reinforcement for concrete pavement in vehicle traffic areas should include a synthetic fibermesh Additional reinforcement and/or slab thickness may be appropriate as structural conditions dictate, as determined by the project structural or civil engineer Other design and construction criteria for concrete floor slabs, such as mix design, strength durability reinforcement, joint spacing etc, should conform to current specifications promulgated by the American Concrete Institute (ACI) 783 Subgrade and Aggregate Base Specifications The above pavement sections are based upon the assumption that the subgrade is uniformly compacted to at least 90 percent relative compaction with uniform moisture content near the optimum moisture content (+/- 2%), as determined by ASTM Standard D 1557, to a depth of 12 inches at the time of base placement Final geotechnical observation and testing of subgrade should be performed just prior to the placement of aggregate base or concrete The aggregate base for asphalt concrete pavement sections should meet CALTRANS specifications for Class 2 base or the specifications for Processed Miscellaneous Base (PMB) as contained in the Standard Specifications for Public Works Construction Aggregate base should be compacted to at least 95 percent relative compaction with uniform moisture content near the optimum percent, as determined by ASTM Standard D 1557 Final geotechnical observation and testing of aggregate base should be performed just prior to the placement of asphalt concrete It is possible that Site grading use of import fill soils utility line backfilling and/or underground storage tank installation could alter the distribution of near-surface materials thus requiring re- evaluation of the recommended pavement structural sections If any of the above named 7-5 I I I I I I I I I I I I I I I I I I I conditions occurs which warrants a re-evaluation of the pavement sections SECOR recommends that at least one near surface soil sample be tested to evaluate the subgrade R- value following rough grading of the pavement areas If necessary the above described tentative pavement structural section recommendations should be revised based on the actual R-value test result 7 9 SITE GRADING .Site, grading ..will be. required.. to_ achieve plan grades and. to provide ..uniform support-for. foundations, slabs-on-grade and pavement Recommendations for Site grading are presented in the following subsections while general guide specifications for earthwork and grading are presented in Appendix C The following grading recommendations are subject to change depending on the actual earthwork required for the project and the subsurface conditions encountered during grading 791 Clearing and Grubbing The ground surface of the Site should be cleared and grubbed all of vegetation and deleterious materials prior to grading Clearing and grubbing is considered complete when soil supporting structural fill material or soil to be excavated as reused as structural fill materials contains less than five percent organic materials (by volume) Excavations created by removing underground structures, construction debris vegetation roots contaminated soils and any other unsuitable materials should be backfilled with clean fill soil and should be compacted in accordance with the requirements presented below 792 Removal Requirements Existing and Former USTs In the proposed development layout, the existing USTs are located on the western end of the proposed canopy area To minimize differential settlement of the proposed canopy footings overlying the existing UST area and to provide adequate lateral support for the soils supporting the proposed canopy and building all gravel and concrete material from the existing UST excavation should be removed and competent native soils should be exposed at the bottom of the excavation Additionally, the UST excavations should be prepared and backfilled with clean soil, in accordance with Section 773 Clean fill soil utilized in the existing UST excavations should be of uniform composition The soil used for the UST backfills should be evaluated and approved by the Project Soils Engineer prior to utilization If onsite and imported soils are utilized to backfill the existing UST excavations the fill soils should be mixed uniformly to create a homogeneous fill soil If available native onsite soils should be utilized to backfill the existing and former UST excavations Excavated soils from the proposed UST and building pad excavations, if available, are a preferred source of fill soils for the existing and former UST excavations Gravel should not be used to backfill any excavations, without the approval of the Project Soils Engineer Building Pad To provide uniform and firm support for the proposed mat foundation removal of the existing soils will be required to a depth of one-foot below the bottom of the proposed mat foundation The removed soils may be placed back in the subexcavation as compacted fill, in accordance with the recommendations of Section 773 Removal and recompaction should be completed laterally at least five feet beyond the outside edge of the building footings Where property lines do not allow compaction to five feet outside the exterior edge of the footing, special care, including hand 7-6 I I I I I I I I I I I I I I I I I I I compaction effort (whacker, jumping jack etc ) will be necessary to assure adequate compaction and transition to native soils If a driven pile footing system is utilized to support the building, removal and recompaction will not be required in the building area If available native onsite soils should be utilized to backfill the existing building excavation Excavated soils from the proposed building pad excavation if available are a preferred source of fill soils for the existing building excavation Gravel should not be used to backfill any excavations, without the approval of the Project Soils Engineer Pavement Areas To provide uniform and firm support for the proposed pavement areas, the upper one foot of existing subgrade soils should be scarified, moisture conditioned and surface compacted Scarification and recompaction for pavement areas should extend horizontally at least two feet beyond the rear curb face or as property line constraints dictate If pavement area recompaction results in substandard relative compaction as a result of unsuitable subsurface conditions, unsuitable areas should be removed to a minimum depth of one foot Depending on the condition of the subexcavation bottom additional removal depth may be required Once a suitable subexcavation bottom is achieved, the exposed surface at the bottom of the subexcavation should be moisture conditioned and surface compacted to the specified density The removed soils should be placed back in the subexcavation as compacted fill, in accordance with the recommendations of Section 773 Required Inspection of Subexcavation It is imperative that the Project Soils Engineer inspect the bottoms of all subexcavations As a general rule, a suitable subexcavation bottom should have a minimum dry density 85 percent of the maximum dry density Final determination of a suitable subexcavation bottom is at the discretion of the Project Soils Engineer Should any deeper artificial fill or relatively loose soils not in conformance with the above described conditions, be encountered within the exposed bottom of the subexcavations the depth of removal may be extended in accordance with the professional judgement of the Project Soils Engineer 793 Placement of Compacted Fill General guide specifications for placement of fill and backfill are provided in Appendix C The bottom of subexcavations and areas to receive fill should be scarified to a depth of six inches, moisture conditioned to near-optimum moisture content and then surface compacted to the relative compaction specified below Placement of compacted fill should be performed in thin lifts at near-optimum moisture content using mechanical compaction equipment Unless specified otherwise all fill should be compacted to a minimum of 90 percent relative compaction based upon the maximum density obtained in accordance with ASTM Standard D 1557 Gravel should not be used to backfill any excavations onsite without the approval of the Project Soils Engineer If the Project Soils Engineer approves the use of gravel in excavations, vibratory compaction and 'burrito wrapping" in a geosynthetic filter fabric may be required During grading, frequent density testing should be performed by a representative of the geotechnical engineer to evaluate compliance with grading specifications Where testing indicates insufficient relative compaction additional compactive effort should be applied with the adjustment of moisture content where necessary, until the required relative compaction is obtained 7-7 I I I I I I I I I I I I I I I I I I I 7 10 POST INVESTIGATION SERVICES Post investigation services are an important and necessary continuation of this investigation and it is recommended that SECOR be retained as the Project Soils Engineer to perform such services to assure adherence with the intent of the geotechnical recommendations presented herein Final project grading and foundation plans, foundation details and specifications should be reviewed by SECOR prior to construction, to confirm that the full intent of the recommendations presented herein have been applied to the designs Following review of plans and specifications, sufficient and timely observation during construction should be performed to correlate the findings of this investigation with the actual subsurface conditions exposed during construction The following should be inspected observed, and tested by the Project Soils Engineer to ensure compliance with the recommendations contained herein • Rough Site grading, including the bottom of subexcavations (including the existing UST cavity) • Footing excavations to confirm that the foundation elements are founded in the recommended materials • Utility trench backfill • Subgrade preparation, base placement and compaction « All other items of work requiring an opinion of adequacy from the Project Soils Engineer to be included in a final geotechnical report During construction the Project Soils Engineer and/or their authorized representatives, are present at the Site to provide a source of advice to the client regarding the geotechnical aspects of the project and to observe and test the earthwork Their presence should not be construed as an acceptance of responsibility for site safety or for the performance of the completed work since it is the sole responsibility of the contractor performing the work to ensure that the work complies with federal state and local safety procedures/regulations and with all applicable plans, specifications ordinances, etc 7-8 I I I I I I I I I I I I I I I I I I i 8 0 CLOSURE Our conclusions recommendations and discussions presented herein are (1) based upon an evaluation and interpretation of the findings of the field and laboratory programs (2) based upon an interpolation of subsurface conditions between and beyond the explorations (3) subject to confirmation of the actual conditions encountered during construction and (4) based upon the assumption that sufficient observation and testing will be provided by SECOR during construction Any person using this .report_..for bidding or construction, purposes should perform such independent investigations as he deems necessary to satisfy himself as to the surface and subsurface conditions to be encountered and the procedures to be used in the performance of work on this project This report contains information which is valid as of this date However, conditions that are beyond our control or that may occur with the passage of time may invalidate, either partially or wholly, the conclusions and recommendations presented herein The conclusions of this report are based on an interpolation of subsurface conditions encountered at the boring locations The actual subsurface conditions at unexplored locations may be different Consequently the findings and recommendations of this report will require re-evaluation if subsurface conditions different than stated herein are encountered Inherent in most projects performed in the heterogeneous subsurface environment, continuing subsurface investigations and analyses may reveal findings that are different than those presented herein This facet of the geotechnical profession should be considered when formulating professional opinions on the limited data collected on this project The findings and recommendations contained in this report were developed in accordance with generally accepted current professional principles and practice ordinarily exercised under similar circumstances, by geotechnical engineers and geologists practicing in this locality No other warranty expressed or implied is made 8-1 I I I I I I I I I I I I I I I I I I I 9 0 REFERENCES California Department of Conservation, Division of Mines and Geology (CDMG), 1975 Bulletin 200, Geology of the San Diego Metropolitan Area California CDMG, January 1, 1990, State of California Special Studies Zones, Oceanside Quadrangle, California-San Diego County, 7 5 Minute Series (Topographic) CDMG .1994 Fault Activity Map of California and Adjacent Areas with Locations and Ages of. Recent Volcanic Eruptions Scale 1 750,000 CDMG 1997, Special Publication 117, Guidelines for Evaluating and Mitigating Seismic Hazards in California * CDMG, 1998, Seismic Hazard Evaluation of the San Luis Rey 7 5 Minute Quadrangle, San Diego County-California International Conference of Building Officials (ICBO) 1997 Uniform Building Code and Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada Martin GR and Lew, M 1999 Recommended Procedures for Implementation of DMG Special Publication 117 Guidelines for Analyzing and Mitigating Seismic Hazards in California Seed, H B and Idnss, I M , 1982. 'Ground Motions and Soil Liquefaction During Earthquakes,' ERE Seed, H B Tokimatsu K , Harder L F , and Chung, R M , 1985, ' Influence of SPT Procedures in Soil Liquefaction Resistance Evaluations, American Society of Civil Engineers Journal of Geotechnical Engineering Seed R B, et al, April 30 2003 Recent Advances in Soil Liquefaction Engineering A unified and Consistent Framework, College of Engineering University of California, Berkley, Report No EERC 2003-06 United States Geological Survey (USGS), 1971 San Luis Rey California Quadrangle 7 5 Minute Series (topographic) photorevised 1975, scale 1 24 000 9-1 TABLES IIIII I I I I I I I I I I I I I I OLUrrorOo Q. V) OLU N co O C CO cCO "o ~^ z.o 3 S •^ 2? 75|tll f I ° °tS"So ~ o -C £ 5 T3 2 C -C £ ^.3 *— *T Ql r--d -Q Q- ^. Cro ^ <D o roW CO Q CO c/) £"Je o ~~ a o O 1 5"o:O ~W 5 p LU To 5 J2 |t I CU jr S. Q '- 0 CO •f oo CN 00 in o oo mo oCD o - CM <~ 0 CM CN CO in en in o 0o ino 0CD o (N in en 00o CM O)en CO in o oo ino 0CD o - o o 8 CM ro CM CM o inr- 0 o0 in 0 oCD o CO ¥ * CM0> 0 CMin CM - in 0 o0 ino oCOo CO 0CM 0 CO o CM CO 00CN CO in COo o0 ino o<o 0 ro inCM en CNCO 0 CN in CO CM inoo O oo ino § o CO oCO CN 00r- 0 CNenoo co in in01 0 o0 in 0 oCD 0 CD mCO 0 ^ 0 CM CN00 CO O CO in 0 o0 ino oCO o ro 0 CM ,_ o CMin CO 5 CO CO inen 0 o0 ino oCO 0 00ro in 01 CU oZ COCOen co'5. o CO efficiency correction factor (mmerCO "- COCOen c0 Q. nj ameter correction factor (SkT3 D)c 0ffl CN COCOa>correction factor (SkemptonOJ Q. CO CO COooen o th correction factor (SkemptOlc orr •* oCOg or OmO LU II o co"COen c tance (SkemptoO)ed standard penetration resiN "ra o in c/>CU CO O)c •D "oj OlC roundwater duriOl stress based upon depth toCU ti CUfcLU CD inooo> T3 CUCU 1-len pressure correction factcCU 6 f~ mCOen T3CU0 CO :ion resistance (CO normalized standard penetrITi0t LU CO IIIII I I I I I I I I I I I I I I <zCM < "J z cc!°< ^ LL Ul o o to — <D Q LiquefactionProbability (8)csc.cooIIB SS 0 zencoo c-(f) o C e° I" l/J O s z o z § s- u o CL <U c CL <i=uses SONType•g ro Q. 6 "°CO Dil layer (ft)BottomDepth of sTop0CO0CNJoo ^_ o oCO CMID o0 0IDID GOen 0 oinm CM - mi o CLco oin in m CM oAinomCM 0) o oCO o0CO 0oo0CO in 0 CMin o 0 m o CL CO O O in CM " in0)oA(OoCD en o 1138800ooin 0 r^COin o » O 75 O m i — (N m05oAmo0 CO o 0CO CDr- ooo0CDCM CDr- 0 CM r- - in o OCO ooCM m CMCM in m0)oA^om CO o 0CO CMm CM 3900 00CM 0 CDCMin CO 0> in o CO ooCO in CMCO in ru 0in000O0CD CD o 0COo CM oooininrr o r-mm CD CM OCM O * OmCO m ro in CMCO in0oVT_oCOoo ^ o 0CO COCO CO 5850 00inr- 0 CD o r-CM in oCM CO Q_ CO Oin m m CM IIs o isV) r~)k ground acceleratioiCO CL II o Q. OJ CDQ or visual manual USGS descriptCO X I.Q. <. Sro-o (-1 nes based on laboratt«= "o CD0>TOHCDo CDCL >n (N^gotAndrus etal undated)u •oCDe/) 10> -3^o 'o r~s • wave velocity to a deroco UJ 0) 'ro Ho LU 0OCM 16 0) 0 co o r mass participation f;roffljzi/} Sc: j^oZ ooCM "ro "cu ID 0> £. c?rv ic resistance ratio (CFo& sN OZ ooCM ro 'S T3COQJto ^p~ D JP ro in o n COo g "ro in</]Q) "55 0 >sO g factor (DWF)C O)i co 75 •o cTO :or overburden stresss1 8 a:COo 0) 'o IIIII I I I I 1 I I I I I I I I I w UJ UJ HI LU_ OT m Q< LUI- O O u LU o TJ •"•CO C CO —CO o 1 2 .0 W o: CJ a ^o ^r 11CO J3 3 O O Je J c " ft0 ^CO *=CL l|~^£ £, o —W £ S E>_ o >^ o(13 rn oe §01" H- Q ^> , — (0 (NO m 0 om 0 o CO o in in ^ — in 0 ^~ in CMo o CD 0 men 0 A - 0 o o in in * — U) CM OCO , — r>mO 0 in o men 0 A - - oT o in in CMCM m T— COCO ,_ CO (MO O r-- 0 m o A CO cn o•q- 0in in n m CM CM o CM CJ o CO 0 men o A en CM 0 0in in CO U) CMCO (Oo> CO c I/O 3o (/> 0) o fines content correction (Seed et al 2003)^I 8cs"tn c/)CO cg ro COc: COQ. ro ro"55 T3CON "ro oZ ^~^fines content correction and 55% energy reduction£ 1 COucro (75 cO ro cCOQ. ro•oc T)-a N "ro o S m0o CM ~m 0) T3 CDtoCO cro enen •o<acoCO cg o oo ^enen CO CO TDCra ^10 'ra E_^o cro o)o %zCO 13 O s COo 0CM "ro 0) -OCO CO cro•t 0 i= 1 "0 ? c A FIGURES 1 Reference U S G S '\968 San Luis Rey Quadrangle - San Diego County California 7 5 Series (Topographic) Photorevised 1975 CALIFORNIA 2000 1 inch = 2000 feet 4000 QUADRANGLE LOCATION E C 25864 F BUSINESS CENTER DRIVE REDLANDS CALIFORNIA 92374 PH (909) 335 6116/FAX (909)335-6120 PREPARED FOR CHEVRON FACILITY NO 9-1312 2500 EL CAMINO REAL CARLSBADCALIFORNIA JOB NUMBER 04CH 91312 00 DRAWN BY JEF SITE LOCATION MAP CHECKED BY JEF APPROVED BY JEF Fib Path - l:\ClMvron 1 ie\0-1312\CMvron 0-1312 Hgurnjivg - Layout: Figure 1 FIGURE 1 DATE 9/1/05 ro01 N CO-c.n D m> o3 (752 m w z H O TO rn I73 >Jm^too Szg4>Si± zo> P m->(/> SSS ISSgy§**£ O .. O m I >o 33 mz > CO m •o mi- o ^zo m I I I I I I I I I I I I I I I I I I I APPENDIX A BORING LOGS SECOR /till rnuttvnttl Inttn-f*vniinl i oggui n\ Onsite Engineer Dm. Dnlkd SLI Legend to Log"; lor s impling inuliod chssificilions ind hbo nor\ ti-snnc methods Boring Abandonment mto W&m^B •mIB Cffi£5fc*Cp^g5 Uliii jjj ^SS^Se*Si j Surface Completion Backfill Description C-CJQ 5 — 10 — 15 — - Drilling Contrauor Driller Bonnp Oiam (in ) As Shown "rt CJ "c _OJ o. re CO g X vO C ^OO o CQ 1011 15 20 22 23 Surface lev (ll ) ProiLCI Niinii. Mclhoil/1 quipmi.nl Bo nj_ NiiniKr Drilling Me'hod Legend to Logs Drilling Equipment Legend (irotindwiiter Depth (ll ) Tola! Dnvt Drop If Applicable l)i.pih(l!) «t(lh«. DISI (m ) 200 140 30 Description Geotechmcal Lab Testing CNSL Consolidation CRSN -Corrosion El - Expansion Index HA - Hydrometer Analysis MD - Moisture Density M - Moisture R-Val - R - Value SA - Sieve Analysis DS - Direct Shear UC - Unconfmed Compression AL - Atterberg Limits #200 - #200 Sieve Wash MP - Modified Proctor Environmental Lab Testing 8015M - Volatile and/or extractable petroleum hydrocarbons 8260 - Halogenated volatile organic compounds with oxygenates 8270 - Semi-volatile organic compounds 8081 - Organochlonne pesticides Hand Auger Sample Driven sample, blows per 6 inches, 2 5 inch ID California Modified Sample Interval Driven sample, blow per 6 inches - SPT Sample Interval — 1; GeotechiiK \lLab TestingCNSL1 CRSN El HA MD M R-Val SA DS UC AL #200 MP Environmental' Lab Testing8015M 8260 8270 8081 '; PID Readings0 The substrata descriptions above are generalized representations and based upon visual/manual classification of cuttings and/or samples obtained during drilling Predominant material types shown on the log may contain different materials and the change from one predominant material type to another could be different than indicated Descriptions on this log apply only at the specific location at the time of drilling and may not be representative of subsurface conditions at other locations or times 'reject No Legend to Logs Date Date NLWLGNDOPI LOG OF BOREHOLE Log of Boring 1 igurc A-# (sheet of 1 ) I I I I I I I ! I I I I I I I j I ! I I I I I "The terms and symbols used on the Log of Borings to summarize the results of the field investigation and subsequent laboratory testing are described in the following It should be noted that materials boundaries and conditions have been established only at the boring locations and are not necessarily representative of subsurface conditions elsewhere across the site A PARTICLE SIZE DEFINITION (ASTM P2487 and D422) Boulder Cobble Gravel coarse Gravel fine Sand coarse larger than 1 2 inches 3 inches to 1 2 inches 3/4 inch to 3 inches No 4 sieve to 3/4 inch No 10 to No -4 sieve Sand medium Sand fine Silt Clay No 40 to No 10 sieves No 200 to No 40 sieves 5 j_i m to No 200 sieves smaller than 5 u. m B SOIL CLASSIFICATION Soils and bedrock are classified and described according to their engineering properties and behavioral characteristics The soil of each stratum is described using ASTM D2487 and D2488 The following adjectives may be employed to define percentage ranges by weight of minor components 1-10% 10-20% 20-35% 35-50% trace little some "and" or V- The following descriptive terms may be used for stratified soils parting -- 0 to 1/16-m thickness, seam -- 1/16to1/2-m thickness, layer -- 1/2-m to 12-m thickness, stratum -- greater than 12-m thickness C SOIL DENSITY AND CONSISTENCY The density of coarse grained soils and the consistency of fine grained soils are described on the basis of the Standard Penetration Test COARSE GRAINED SOILS FINE GRAINED SOILS Density very loose loose medium dense very dense Blows per foot less than 4 4 to 10 10 to 30 30 to 50 over 50 Estimated Consistency very soft soft firm (medium) stiff very stiff hard Estimated Range of Unconfined Compresslve Strength (tsf) less than 0 25 0 25 to 0 50 0 50 to 1 0 1 0 to 2 0 2 0 to 4 0 over 4 0 SECOR International Incorporated EXPLANATION OF TERMS , AND SYMBOLS 2 of 3 I I I I I I I I I I I I I I I I I I I SOfL CLASSIFICATION SYSTEM MAJOR DIVISION HIGHLY ORGANIC SOILS COARSE GRAINED SOILS(Moto than halt by weight larget (han No Zoo aleva size)i RN&GRAINED SOILSt by wstglt pane* NO£ I GRAVELS(Morn (han halt coaraafraction larger thanNo 4 eievo size)|s_Iff BlM IP S Below 'A'fc chart organ a Above 'A Ki chart, oroank CLEAN GRAVELS DIRTY GRAVELS CLEAN SANDS DIRTY SANDS ILTS negligible c content AYS M on plasticity negligible ; content ORGANIC SILTS L ORGANIC CLAYS Bafow'A'Gneon ptostldty chart GROUP Gf^ SYMBOL SY! w B GW GP ' „* A. r i GM * A r GC X^ iPHIC /BOL (ASTM D2487) TYPICAL DESCRIPTION —• Peal and olher highly organic LOils f f Well-oraded Gravels Grave -Sand mixtures (<5% fines) • Poorty-nraded Gravels ana Gravel ' ' Sand mixtures (<5% Tines) Silfy GroveJs Gravel Sand Sill mixlures ' ' (>12^. fines) 'y/%A Claye/ Gratis Graval-Sand-Clay '/$%& mixtures (*12V fines) " .,••"'*[ Well^raded Sands Gravelly Sands r ' . 3f'» '. ^ (<5* fin8S) r,, . inn i «d *./-• v* 4a Poorly-graded Sands or Gravslly Sands SP PM-''« (<5* fines)IPwPf'lffl '*" IliliilS f>'^Kafin%sand's""niit<ur<is sc ML MH CL ^p« iH ^JjU Clayey Sands Sand-Clay mixtures HI (»1Z* lines) Inorganic StKs and very fine Sands Rode Hour. SIHy Sands of slight plasticity Inorganic SOU micaceous or dtalomaceous, fine Sandy or Slity cods Ax/<//{ Inorganic days of tew plasticity •&A Gravelly. Sandy, or SDty days, lean days-Ovf5^xJ £xxj Inorganic Clays of medium plasticity, ^5§j StttyCtays CH ^^^^^ InonjanlotaaysofhlohplaslicKy «• ill OH ^ The son of each stratum Is described using ASTM D248T «nd 02466 modHIed slightly «o thai sn horganlo day of "medium plasfidty* k recognized. AOPmONAL SOIL CLASSIFICATION R&?1 DOS(Xvy • *. r ^_~i_~l r* v" Iv v | ntlSotl S33 St Sandslonanj i CE Clayslone V Ms Sills'.ono J Jsp Undl/Teren SECOR International Incorporated J i OrpanloEBU and OfpanlcSBty days j I | oflowplasflcKy ^ :%3 OnjanlcCUysofhlghplastWty £0 o, 40 K 5°- ioj 7 4 0 0 LABORATORY CLASSIFICATION CRPTERIA Strong color or odor and oflen fibrous lexlure **" "10 "^ ^10 *^60 '° Nol meeling all above requirement Meiberg limits below A line or lp«.4 "Atlarberg limils above "A" line or lp>7 ^ if* r\ ^^ 1to (D3D)2 JC" DtQXDgo110" Not meeting all above requirements AHerbaro limits below 'A line or lp<4 AHerborg limits above *A* line wL<so WL>50 WL<M WV30..SO WL»-60 WL<60 W|»eo See chart below PLASTIcnY CHART f Toughness end 4hy strength Increase wBh Increasing ptoUdty Index when comparing code at equal liquid Emit 1 1 ^Ct-MI a / iX ML ^^ or ^X i y ^ . . CH /' f\ \ ] / /' MH Iorod — 1 10 20 30 40 SO 60 70 60 SO LIQUID UMIT W L EXPLANATION OF TERMS AND SYMBOLS 3 3 of 3 SECOR IntLrmitional Ui^ed By M liuli ii Date Drilled Drilling Contractor Project Name Chevron 9 1312 8/22/05 Cal-Pac C.irlshad California See Legend to Logs for Boring [ sampling method Diarn (in ) classifications and laboratory testing methods " Well Conslnicncm 7*^E^^&* Im • Concrete Cap 3. Backfilled with IMrated Bemorute Chips ! ^ "c.- .. o- 5 — — 10- : 15 — 20 — " a. "a. c/5 Ukms/6i | i 1 I TTT II X 6 11 13 4 7 1 6 5 6 4 6 7 7 14 17 Surface Kiev (ft ) Method/Equipment Ro | ^ ^ Hollow Stem Auger CME-75 B 1 Groundwaler Depth (ft ) 2 8 Total Deptli (ft ) 205 Drive wt (Ibs ) 140 Description *.M. r / / / '/ '/. // / | •\4 ' Asphalt r SAND (SP) - brownish gray, fine to medium grained, little clay, no to low plasticity, moist, medium dense, no hydrocarbon odor (HCO) S/vND - Clayey SAND (SP-SC) - brownish gray, fine grained sand, little to some clay, lo\\ plasticitv, slightly moist to moist, medium dense, no HCO ' SAND (SP) - grayish brown fine grained trace to few clay, loose, no HCO moist SAND - Clayey SAND (SP-SC) brownish gray, fine grained, trace to few medium to coarse grains, little to some clay, low to moderate plasticity, slightly moist to moist, medium dense, no HCO CLAY (CL) - grayish brown with orange stringer, moderate plasticity, trace fine grained sand, moist, very stiff, no HCO to high Total Depth = 20 5 feet below ground surface (bgs) Groundwater Encountered at 8 feet bgs Drop Dist(m) 30 c E .. . . 262 306 33 5 284 278 GeotcchnicaLab TestingMD DS MD CNS1, The substrata descriptions above are generalized representations and based upon visual/manual classification of cuttings and/or samples obtained during drilling Predominant material types shown on the log may contain different materials and the change from one predominant material type to another could be different than indicated Descriptions on this log apply only at the specific location at the time of drilling and may not be representative of subsurface conditions at other locations or times Project No 04CII 91312 00 9 1312G1M LOG OF BORLHOLE Date August 2005 Log of Soil Boring Figure A-l (sheet 1 of 1) SECOR Inttmaliiinal Intoinoraltd I-'Wd U> M Holm Date Drilled Drilling Contractor Project Name Chevron 9 1312 8/22/05 Cal-Pac Carlsbad California See Legend to Logs for Boring sampling method Diain (in ) classifications and laboratory testing methods " Well BB^UK-oncrete Cap « ^f^^TF*' •Hi Backfilled with llydiated Bentomle Chips z Cl! H.<u - - .•) ~ — — 10 15 — — — - Backfilled «nh H\ dialed 20 — - EL r*^i -£. C \/ sC>~£ - sc 4 10 14 r 4 'ill ^ 7] 0 6 4 10 11 1 2 \/ ^X ^/ V 6 3 Surface Kiev (It )Groundwater Depth (ft ) 2 14 Method/Equipment Bo | ,?".!,„,,,,., Hollow Stem Auger CME-75 B 2 Total Drive Depth (ft) wt(lbs) 305 140 Description *LM y/A '/////V/t 9,'//y// "\4" Asphalt SAND (SP) - brown, fine to coarse Drained, plasticity, slightly moist, medium dense, no r few to little clav, low HCO same as above, grayish brown, slight HCO SAND with Silt (S\1) - gray, fine to coarse grained, trace fine grained gravel, little to some silt, slightly moist, loose CLAY (CL) - blackish brown, few fine to medium grained sand, moist. moderate plasticity, soft, no HCO ¥/ ^/y/y '///// v% SAND - Clayey SAND (SP-SC) - grayish brown, fine to coarse grained, low plasticity, moist, loose, no HCO CLAY (CL) - blackish brown, trace fine grained sand, high plasticity, Drop Dist (in ) 30 -' =•! 25 9 708 894 73 8 375 12 5 Z c' MD AL MD AL MD The substrata descriptions above are generalized representations and based upon visual/manual classification of cuttings and/or samples obtained during drilling Predominant material types shown on the log may contain different materials and the change from one predominant material type to another could be different than indicated Descriptions on this log apply only at the specific location at the time of drilling and may not be representative of subsurface conditions at other locations or times Project No 04CH 91312 00 9 1312GIM LOG OK BORFHOI.n Date August 2005 Log of Soil Boring Figure A-2 (sheet 1 of 2) SECOR Jntcrnaliontil Incotporatcd Logged tiy M Dull" Date Drilled Drilling Contractor Project Name Che\ron9 13128/22/05 Cal-Pac Carlsbad, California See Legend to Logs for Boring sampling method Diam (in )classifications and laboratory testing methods " Well Co slnjcnon Benlonitc Chips f ^ JSH. G " 30 — - 35 — 40 — 45 — oc. HDc_ nV. ill X vC 'S; _0 4 10 10 11 Surface Groimdwater Depth ('ft 1 Kiev (ft) 2 ,4 Description Method/Equipment Bw ,,s° ' ,,,bc, Hollow Stem Auger CME-75 B 2 Total Drive Depth (ft ) i wi (Ibs ) 305 140 § moist, firm, no HCO SAND (SM) - brackish brown, fine to coarse grained, few clay, no to low plasticity, moist, medium dense, no HCO Total Depth = 30 5 feet bgs Groimdwater Encountered at 14 feet bgs •' Drop Dist (in ) 30 cn =! 41 4 u = _§ ^ tj£ ^ -° --O— - AL MD The substrata descriptions above are generalized representations and based upon visual/manual classification of cuttings and/or samples obtained during drilling Predominant material types shown on the log may contain different materials and the change from one predominant material type to another could be different than indicated Descriptions on this log apply only at the specific location at the time of drilling and may not be representative of subsurface conditions at other locations or times Project No 04CII 91312 00 9 1312GPJ LOG OF BOREHOLE Date August 2005 Log of Soil Boring Figure A-2 (sheet 2 of 2) SECOR Inttrnational Incoiporated M Uiilm Date Drilled Drilling Contractor Project Name Method/I Equipment Chevron 9 1312 Hollow Stem Auger 8/22/05 Cal-Pac Orlsbad Cahforni.i CME-75 See Legend to Logs for Boring sampling method Diam (iii ) okissiticauons jnd laboratory testinc methods ° Well Conslnjcuon — W • p i ^Concrete Cap Backfilled with H\ drilled Qcntonne Chips .GE.. -o - - - 5 — 10 — 15 — 20 — op. h- 0c. I I x 1 X _c 3 5 5 5 10 15 3 3 4 4 5 9 1 -I 3 5 7 Sol Boring N mbcr B3 Surface Groundn .Her Depth (It ) Total Drue DropLle\(ft) 2 jg Depth (ft) wt(lbs) Dist (in ) 455 140 30 ----- !1\% Description •\4" Asphalt /• Clayey SAND (SC) - gravish brown, fine to medium grained sand, little to some clay, slightly moist, medium dense, no HCO CLAY (CL) - blackish brown, few to little fine to coarse grained sand, moderate plasticity, slightly moist, stiff, slight HCO same as above, little to some fine to medium grained sand trace organic material, firm, no HCO Sandy CLAY (CL) - brown, little fine grained sand, moderate plasticity, slightly moist to moist, stiff, no HCO Sandy CLAY (CL) brown, few fine to medium grained sand, hight ^plasticitv, soil, no HCO ^_ SAND (SP) - brown, fine to coarse grained, trace clav. saturated, loose, no HCO Sandy CLAY (CL) broun, little fine grained sand moderate plasticity,PI 1) Readingi (npni )97 375 554 407 592 836 o-J- MD CNbL IX MI) V200 MD CNSI The substrata descriptions above are generalized representations and based upon visual/manual classification of cuttings and/or samples obtained during drilling Predominant material types shown on the log may contain different materials and the change from one predominant material type to another could be different than indicated Descriptions on this log apply only at the specific location at the time of drilling and may not be representative of subsurface conditions at other locations or times Project No 04C11 91312 00 9 1312GPJ LOG OF BORHMOLl: Date August 2005 Log of Soil Boring Figure A-3 (sheet 1 of 2) SECOR Inlcrnational Logged BY Date Drilled Drilling Contractor Project Name Method/Ifquipmcnt norm ?Numbo Chevron 9 1312 Hollow Stem Auger M DC,!,,. 8/22/05 Cal-PsiC Carlsbad California CME-75 B 3 See Legend to Logs for Boring sampling method Diam (in ) classifications and laboratory lestina methods " Well Consliucl or m Backfilled « nil H\drated Bemomte Chips c^ jrE. O 30 — 35 — i 40 — 45 — OCL>•. fja.e rJ6 mill X I 1 iTJ 7 4 6 6 7 17 ->i 5 8 12 21 37 Surface Groundwater Depth (ft ) Total Drive L- lev (ft) Z i8 Depth (ft) wt(lbs) 455 140 Description I 1i slightly moist, stiff, no HCO SILT with Sand - brown, fine to medium grained sand, no plasticity, moderate di latency, moist, stiff, no HCO same as above, few orange stringers, very stiff CI.AY (CL) - brown to grayish brown, some fine to medium grained sand moderate plasticity, moist, no HCO SAND - Silly SAND (SP-SM) - light gra>ish brown with trace orangish stringers, fine to medium grained little to some silt, moist, no HCO Total Depth = 45 5 feet bgs Groundwater Encountered at 1 8 feet bgs Drilling terminated at 45 5 feet bgs due to heaving soils Drop Dist (in ) 30 iEID Rcadinp.i ippm )407 31 7 499 50 1 c ~ -$3 «200 The substrata descriptions above are generalized representations and based upon visual/manual classification of cuttings and/or samples obtained during drilling Predominant material tvpes shown on the log may contain different materials and the change from one predominant material type to another could be different than indicated Descriptions on this log apply only at the specific location at the time of drilling and may not be representative of subsurface conditions at other locations or times I'rojCCt No U4CH913I200 9 1312GPJ LOG OF BORLHOLL' Date August 2005 Log of Soil Boring Figure A-3 (sheet 2 of 2) I I SECOR International Incoiparotid Logged By | rj;liL Drilled Drilling Contractor Project Nairn Chevron 9 1312 M Bohn 8/22/05 Cal-Pac Carlsbad, California See Legend to Logs for Boring sampling method Diam (in ) classifications and Liberators' testing methods " Well Cp 1MJUC1IOI1 iz^is m 'jjji Concrete Cap Backfilled with I Ivdrated Bentonite Chips z H. 5 — - 10 — 15 — - 20 — C- "o. rtX 1 yA Blows/63 5 6 6 15 i I k n 1 I I 1 1 6 4 6 1 3 Surface Hlev (ft ) — JOE 9wf % \4" Asphalt Grounduater Deptli (ft ) 2 10 Description Method/Equipment B_ |nt s° i|iibcr Hollow Stem Auger CME-75 H-4 Total Drive Depth (ft ) wt (Ibs ) 205 140 r SAND (SP) - brow;n, fine to coarse grained, few clay, slightly moist, medium dense, no HCO same as above, grayish brown ^ same as above, moist CLAY (CL) - grayish black, few to little moist, moderate plasticity, no HCO fine to medium grained sand, same as above, blackish brown, trace fine grained sand, high plasticity, firm, no HCO same as above Total Depth - 20 5 feel bgs Groundwater Encountered at 10 feet bgs Drop Dist (in ) 30 II 249 194 43 S 393 44 3 1 S 1* MD #200 MD CNSL S200 The substrata descriptions above are generalized representations and based upon visual/manual classification of cuttings and/or samples obtained during drilling Predominant material types shown on the log may contain different materials and the change from one predominant material type to another could be different than indicated Descriptions on this log apply only at the specific location at the time of drilling and may not be representative of subsurface conditions at other locations or times 1'roject No (MCII 91312 00 9 1312GPJ LOG OF BORbllOLE Date August 2005 Log of Soil Boring Figure A-4 (sheet 1 ofl) I I I I I I I I I I I I I I I I 1 I I APPENDIX B LABORATORY TEST RESULTS I I I I I I I I I I I I I I I 1 I 1 SUMMARY OF MOISTURE DENSITY TEST RESULTS ASTMD2216 '.'. Boring ; V Location :3 - " , ' ."•" '•' •• " * B1-2 B1-20 B2-2 B2-10 B2-20 B2-30 B3-5 B3-15 B3-25 B4-5 B4-15 'Sample- > ; Depth>;.-.•". («) :,..^.; i- * '• ••" i. ' •• " 2 20 2 10 20 30 5 15 25 5 15 *-••> S-^V Wet Density ,:, --: (ib/ft3) : •' "s •""" ' ' 1334 121 5 1355 131 5 1268 128 1 1329 1224 1262 1301 1193 ,Dry Density„: jib/ft3) j-\ .••v -;>•..'.-"• •••'' 1134 965 1168 1146 1043 1036 1134 924 1027 1072 925 ;&•- v&H-v*'' "Moisture' 4 : -Content -(percent)'-'* 159 259 159 147 21 6 236 172 324 228 21 3 290 SUMMARY OF NO 200 SIEVE WASH TEST RESULTS ASTM D 1140 V Boring Y^LpcatiorV;:^ B3 B4 B3 B4 B3 B4 ,-: Sample; ( ;••••• ueptn ;•- i- vi..''^>r(fl) -V 10 10 20 20 30 40 1 ICr'C'TuriQ '• uoi^o i ype •; ' V.''-*;"'"''/-^' ML/CL ML/CL ML/CL ML/CL ML/CL ML/CL : Moisture : rV- Content ••.../ (percent) 239 31 2 290 243 249 259 Percent \ Passing .,,L 607 527 502 720 686 622 SUMMARY OF LIQUID LIMITS TEST RESULTS ASTM D 4318 - i/Bormg ,, •-,- , [location ;*' r- * *" «• B2-15 B3-25 B3-40 •";>.;••, •--: ..?•.- •' ;,'-. '- - ; Sample < .;•• ••>».'•' Depth i"..>-:- :V^V(ft)";J.; •• .-'.;: '.y.- /•;-;? ,-",. 15 25 40 Liquid;Limit;f ' -::::.;-' ! ; "' ' '-- . '• 560 336 31 7 , .uses Type,; PassmgtNo 40 Sieve ,t •'' '-- -: *" -; '••• •'/ CL CL CL I I I I I I I I I I O 2 1 0C/3Z O lw I I I I oj=u I 01) oCL •aao os: oo M •p T3-D Ul SfillKlj) 1 IIIII I I I I I C/3 Ed H Zo •"•H 10Cfl zo1° I I I I I 1 I (N O\ ooo 02COLL. -oraO o O. OO T3-aC3 o2 IIIII I I I- C/J [j^J r li Io£ I I I I I I I I O r^j -H o(J 8 S ooo CQi>t-!3 o O c. o •a0)-a IIIII I I I I I I I I I I I I I I td H Zo H zou ON o 32 ca cy.cu TZi TZL T~"I I" • ! "I t"! i Mi • i : : i• •j r i n~- |--i-—ri i caSO T3ao £ oc oo T3•oca I I I I I I I I I I I I I I I I I I CONVERSE CONSULTANTS I Over 60 Years of Dedication in Geotechnical Engineering and Environmental Sciences September 15, 2005 Mr Jaret Fischer SECOR . .. .. 25864-F Business Center Drive Redlands, CA 92374 Subject LABORATORY TEST RESULTS SECOR PROJECT NO CHEVRON 9-1312 Converse Project No 05-81-116-19 Dear Mr Fischer Enclosed are the laboratory test results that you requested for the above-referenced project We received the samples from your office on August 25, 2005 The following tests were performed in accordance with the relevant standards R-value (ASTM Standard D2844) Expansion index (ASTM Standard D4829) Maximum dry density and optimum moisture content (ASTM Standard D1557) We appreciate the opportunity to be of continued service to SECOR If you should have any questions or need additional information, please feel free to contact us at (909) 796-0544 K Mahmood Senior Staff Engineer Encl Table No 1, Summary of R-value Test Results Table No 2, Expansion Index Test Results Drawing No 1, Maximum Dry Density and Optimum Moisture Content Test Result KMK/mjr 10391 Corporate Drive Redlands California 92374 Telephone (909) 796 0544 * Facsimile (909) 796 7675 * e mail redlands@converseconsultants com I I I I I I I I I I I I I I I I I I I Laboratory Test Results SECOR PROJECT NO CHEVRON 9-1312 September 15 2005 Page 2 Table No 1, Summary of R-value Test Results Sample No . Y i B2-Bulk Description Sandy Clay (CL) fine- to coarse-grained sand olive gray ; R-value 13 Table No 2, Expansion Index Test Results Bonnq No /Depth (feet) B1-Bulk Description Clayey Sand (SC) fine- to coarse-grained sand gray to brown Expansion Index 28 Expansion Potential Low Converse Consultants CCIENT\OFFICE\JOBFILE\2005\81\05-116\05116-19_lab I iI 150 145 140 135 - zinQ >-o:Q Curves of 100% Saturation for Specific Graviiy Enual to WATER CONTENT % SYMBOL • BORING NO B 1 DEPTH (ft) N/A DESCRIPTION CLAYEY SAND (SC) brown ASTM TEST METHOD A OPTIMUM WATER % 90 MAXIMUM DRY DENSITY pcf 1270 MOISTURE-DENSITY RELATIONSHIP RESULTS f CHEVRONS 1312Converse Consultants For Sccor Project No 05-81-116-19 Drawing No 1 •oiecMD 058' 11619GPJ Template COMPACTION I I I I I m ^^Zrf^ Over 60 Years of Dedication in Geotechmcal Engineering and Environmental Sciences I September 15, 2005 I Mr Jaret Fischer -- - _. . . • SECOR I I 25864-F Business Center Drive Redlands, CA 92374 Subject LABORATORY TEST RESULTS SECOR PROJECT NO CHEVRON 9731 2 Converse Project No 05-81-116-21 — Dear Mr Fischer Enclosed are the laboratory test results that you requested for the above-referenced _ project We received the samples from your office on August 26, 2005 The following • tests were performed in accordance with the relevant standards Unconfmed Compression Test (ASTM Standard D2166) Atterberg Limits (ASTM Standard D4318) Drained Direct Shear (ASTM Standard D3080) We appreciate the opportunity to be of continued service to SECOR If you should have any questions or need additional information, please feel free to contact us at (909) 796-0544 CONVERSE CONSULTANTS I v-kK Mahmood Senior Staff Engineer Encl Table No 1, Unconfmed Compression Test Results Table No 2, Atterberg Limits Test Results Drawing No 1, Direct Shear Test Results I • Table No 2, Atterberg Limits Test Results I KMK/mjr I I 10391 Corporate Drive Redlands California 92374 Telephone (909)7960544 » Facsimile (909)7967675 « email redlands@converseconsultants com I I I I I I I I I I I I I I I I I I I Laboratory Test Results SECOR PROJECT NO CHEVRON 97312 September 15 2005 Paqe2 Table No 1. Unconfmed Compression Test Results Sample No./Depth , ;i:>61" *f-: '"'•• :V'~- B3/15 ; Dry Density ,fU : ,£ p s .;••"•'; 9949 Moisture ^ :> ts-.,' ''-., " •* J-1- . '• .' 'c /O/ \ "• "•' "••• ••.. ''' : ^ ; '^'' '^ 256 Unconfined:^ : Compressive '^'' * '•' V (DSfi •• V ^ ' 42423 Table No 2. Atterberg Limits Test Results Sample .. 'JNo '*• B2 B2 B2 \ Depth .(feet) 10 20 30 ^Liquid ' : Limit 24 25 21 ^ Plastic * "tiimit - - - Plasticity; ";;. 'Index"'-"' - - - • ,,;•: Classification :'-' ._..•• ; (of % soil passma # 40 sieve') Non-Plastic - Silty Sand (SM) fine to coarse-grained, trace clay qrav Non-Plastic- Silty Sand (SM) fine- to coarse-qramed, trace clav, brown Non-Plastic- Silty Sand (SM) fine- to coarse grained, trace clav, qray Converse Consultants CCIENT\OFFICE\JOBFILE\2005\81\05-116\05116-21 lab 1 1 1 1 1 1 5000J 4 nnnuuu 1 C/5 j ^ ° nnn^ o uuu C^ ib2 LLJ 1 a: \ 01 1 1 1 1 1 1 1 1 0/3 ^nnrv '{. UUU x^ 1 nnn! -^I UUU ^x /x ^ n • .X^ ^ 0 1 000 2 000 X /^ X^".// | 1 3,000 4 000 5 000 SURCHARGE PRESSURE psf BORING NO BH 1 DESCRIPTION SAND(SP) COHESION (psf) 450 MOISTURE CONTENT (%) 28 9 •' NOTE Ultimate Strength DEPTH (ft) 10 FRICTION ANGLE (degrees) 32 DRY DENSITY (pcf) 93 1 DIRECT SHEAR TEST RESULTS •Converse Consultants CHEVRONS 1312 For Secor Project No 05-81-11621 Drawing No 1 Protect ID 05 31 116 21 GPJ Template DIRECT SHEAR I I I I I I I I I I I I I I I I I I I L-slablishoa 1906 E S BABCOCK & SONS, INC Client Name Secor Contact Jaret Fischer Address 25864-F Business Center Dr Redlands CA 92374 Report Date 01-Sep-2005 NELAP002101CA ELAP#1156 6100 Quail Valley Court Riverside CA 92507 0704 PO Box 432 Riverside CA 92502 0432 PH (951) 653 3351 FAX (951) 653 1662 www babcocklabs com Analytical Report Page 1 of 3 Project Name No Project Project Number No Project Work Order Number A5H2272 Lab Sample # Client Sample ID A5H2272-01 04CH9131200 Chevron Culrsbad Bl-Bulk 25864-F Business Ctr Dr, Redlands Received on Ice (Y/N) No Temp Sample Identification Matrix Date Sampled By Soil 08/22/05 00 00 Date Submitted By 08/24/051205 Mitchell Bohn 1 rr I EI / /r^f ^=g NELAP#02101CA ELAP#1156 /$ 6100 Quail Valley Court Riverside CA 92507 0704 // jf/==!| P O Box 432 Riverside CA 92502 0432 </f PH (951) 6533351 FAX (951) 653 1662 /~ _ .„-„„,, www babcocklabs com/ E S BABCOCK / SL Cr»MC IMP I Eslablisnec 1906 Client Name Secor Analytical Report Page 2 of 3 1 Contact Jaret Fischer Project Name No Project Address 25864-F Business Center Dr Project Number No Project Redlands, CA 92374 Work Order Number A5H2272 • Report Date 01-Sep-2005 Received on Ice (Y/N) No Temp 1 1 Sample Descr 04CH 91312 C Laboratory Reference Number A5H2272-01 °C iDtion Matrix Sampled Date/Time Received Date/Time )0 Chevron Culrsbad B1 -Bulk Soil 08/22/050000 08/24/051205 25864-F Business Ctr Dr , Redlands Analyte(s)Result RDL Units Method Analysis Date Analyst Flag (Saturated Paste pH 77 01 pH Units S-110WS 08/31/051115 jme Minimum Resistivity 490 10 ohm-cm Cal Trans 643 08/30/051522 era M Redox Potential 230 10 mV SM 2580 08/31/051115 jme Saturated Extract Sulfide | Water Extract Sulfate 1 1 1 1 1 1 NEC N/A Water Elution 08/31/051115 jme 45 10 ppm lonChromat 08/29/052242 AA N N SAG _WEX I ACCO; I I I I ES BABCOCK ==T/ & SONS, INC Established 1906 Client Name Secor Contact Jaret Fischer Address 25864-F Business Center Dr Red]ands,_CA.923_74 Report Date 01-Sep-2005 NELAP#02101CA ELAP41156 6100 Quail Valley Court Riverside CA 92507 0704 P O Box 432 Riverside CA 92502 0432 PH (951) 653 3351 FAX (951) 653 1662 www babcocklabs com Analytical Report Project Name Project Number Work Order Number Page 3 of 3 No Project No Project A5H2272 Received on Ice (Y/N) No Temp I I I I I I I I I Notes and Definitions N_WEX Analyte determined on a 1 10 water extract from the sample N-SAG Results reported in ppm are expressed on an air dried soil basis ND Analyte NOT DETECTED at or above the reporting limit (RDL) NR Not Reported RDL = Reportable Detection Limit MDL = Method Detection Limit Approval Enclosed are the analytical results for the submitted sample(s) Babcock Laboratories certify the data presented as part of this report meet the minimum quality standards in the referenced analytical methods Any exceptions have been noted Babcock Laboratories and its officers and employees assume no responsibility and make no warranty, express or implied, for uses or interpretations made by any recipients, intended or unintended, of this report 1 •//^/''Tfy&fa.„ / 'pj James K Babcock — , President I 1 /) Q Allison Mackenzie Q Lawrence J Chrystal General Manager Laboratory Director •s"/' *M?SX,SV> Short ESB Report 1 > o0ttOD1reU <L Q GZ 0 u C£ 2V Q 0 K- ^A U U. Oi Z X u a o u U) £ HI l/l l/lx 2goiQ. QoI UJh- UJ ^0 ^e: r | | < di A o| 1 1 a« LU ^ 5 Q Q- v_(v££ Q-.Q-SoL^Jiog 1 Q s d 2 oec nnonnn »T-y; *••> /y ^ LiP^GfijOj , *^^i~**4^j sjauit?)u<o jo jaqiunivj Z O J? c: O Z PROJECTZO 0IIz u LL 0 Q LU LI ^ £I<n i «vfr •Y\Jrt *v- 0 U 10. ^SXN T C^ Ul Uinu. 0 T) J V ^ "^ ^> V Project Name^" l<-e V (/ (J~iProject ManagerTc. Sisr J1 ^ VJ °" VA ^ i vt |2 ' ^|3 4 •o U" V — O ( ~~\L~^— ^v S — i. Mre —12 2 phone/ E Mail£ ™ Iro u , <u 0- i_ * S 01 i5cO ^Ju *MatrixSAMPLE•Time1" S :i2 n QJ tjZnTO -nv\ i > X x 4 J 4^-*i;vr*^sir J$ ™^fc« *\ cC 5 \ —------ -- -coi2> 3 >,£3 a- Q D COJ u 2 2 o. ^2 2Q £ t(fl c | a -. 1 n c5 g n s 0 E S c c ssible Hazard IdeD Won Hazardous30. o *= ETC; III U V) •a .a) >ir -o 12 T5 T Oo- >c 5 "oi <uo: c: § s ou I o II O £ 133 0> c 53 u oj •o<u cr ^T3IU> 5u£x re I I I I I """" I * APPENDIX C B GENERAL EARTHWORK AND GRADING SPECIFICATIONS I I I I I 1 I I I H I I I I I I I 1 I I I I I I I I 1 1 I APPENDIX C GENERAL EARTHWORK AND GRADING SPECIFICATIONS These general earthwork and grading specifications are for the grading and earthwork shown on the approved grading plan(s) and/or as indicated in this geotechnical report(s) These specifications are a part of the recommendations contained in the geotechnical report(s) In case of conflict the specific .recommendations in the geotechnical report shall supersede these general specifications However, observations of the earthwork by the Project Soils Engineer during the course of grading could result in new or revised recommendations that could supersede these specifications or the recommendations of the geotechnical report(s) PROJECT SOILS ENGINEER The owner shall contract with the Project Soils Engineer of Record The Project Soils Engineer shall be responsible for reviewing the approved geotechnical report(s) and accepting the adequacy of the preliminary geotechnical findings conclusions, and recommendations prior to the commencement of grading During the grading and earthwork operations, the Project Soils Engineer shall observe map, and document the subsurface exposures to verify the geotechnical design assumptions If the observed conditions are found to be significantly different than the interpreted assumptions during the design phase the Project Soils Engineer shall inform the owner, recommend appropriate changes in design to accommodate the observed conditions, and notify the review agency where required Subsurface areas to be geotechnically observed, mapped, elevations recorded, and/or tested include natural ground after it has been cleared for receiving fill but before fill is placed, bottoms of overexcavation areas, all key bottoms, and benches made on sloping ground to receive fill The Project Soils Engineer shall observe the moisture conditioning and processing of the areas to receive fill materials and the fill materials themselves, and perform compaction testing of fill to determine the level of compaction The responsibility of achieving soil compaction is that of the Contractor The Project Soils Engineer shall provide the test results to the owner and the Contractor on a routine and frequent basis to assist the Contractor in determining the best means to achieve the required soil compaction The Project Soils Engineer shall schedule sufficient personnel to perform the appropriate level of observation, mapping and compaction testing as informed by Contractor of the anticipated schedule The purpose of these specifications, the term Project Soils Engineer includes workman working under the authority of the Project Soils Engineer EARTHWORK CONTRACTOR The Earthwork Contractor (Contractor) shall be qualified experienced and knowledgeable in earthwork logistics preparation and processing of ground to receive fill, moisture conditioning processing of fill and compacting fill The Contractor shall review and accept the plans geotechnical report(s) and these Specifications prior to commencement of grading The Contractor shall be solely responsible for performing the grading in accordance with the plans and specifications If requested by the Owner, the Contractor shall prepare and submit to the owner and the Project Soils Engineer a work plan that indicates the sequence of earthwork grading and the estimated quantities of daily earthwork contemplated for the Site prior to commencement of grading The Contractor shall inform the Owner and the Project Soils Engineer of changes in work schedules and updates to the work plan at least 24 hours in advance of such changes so that appropriate observations and tests can be planned and accomplished The Contractor shall not assume that I I I I I I I I I I I I I I I I the Project Soils Engineer is aware of all grading operations The Contractor shall have the sole responsibility to provide adequate equipment and methods to accomplish the earthwork in accordance with the applicable grading codes and agency ordinances, these Specifications, and the recommendations in the approved geotechmcal report(s) and grading plan(s) If, in the opinion of the Project Soils Engineer, unsatisfactory conditions such as unsuitable soil improper moisture condition, inadequate compaction insufficient buttress key size, adverse weather, etc are resulting in a quality of work less than required in these specifications, the Contractor shall rectify the unsatisfactory conditions to the satisfaction of the Project Soils Engineer ..If the unsatisfactory, conditions cannot be rectified to the satisfaction of the Project Soils Engineer, the Owner should stop construction until an adequate plan to remedy the conditions can be established GUIDE SPECIFICATIONS The following items of these guide specifications should be regarded as the minimum requirements for general earthwork and grading operations On a Site specific basis, local governmental agencies may have more stringent requirements than specified herein 1 All filling and backfilling operations should conform with applicable local building and safety codes and to the rules and regulations of those governmental agencies having jurisdiction over the subject construction The earthworks contractor is responsible to notify governmental agencies, as required, and the Project Soils Engineer at the initiation of grading, and any time that grading operations are resumed after an interruption Each step of the grading should be approved in a specific area by the Project Soils Engineer and, where required, by the applicable governmental agencies before proceeding with subsequent work 2 Prior to the start of grading the Site shall be cleared and grubbed of all debris vegetation deleterious materials surface obstructions and loose unapproved fill shall be removed and disposed offsite Any existing irrigation, drainage or utility lines, or other abandoned subsurface structures shall be removed, destroyed or abandoned in compliance with specifications and recommendations from the Project Soils Engineer, owner or local governing agencies The Project Soils Engineer shall evaluate the extent of these removals depending on Site specific conditions No fill material or soil supporting structural fill material shall contain more than five percent organic materials (by volume) As allowed by the Owner, unsuitable materials may potentially by utilized in non-structural fill areas 3 Existing ground that has been declared satisfactory to support fill by the Project Soils Engineer shall be scarified a minimum depth of six inches Existing ground that is not satisfactory shall be overexcavated as specified in the following section Scarification shall continue until soils are broken down and free of large clay lumps or clods and the working surface is reasonably uniform, flat and free of uneven features that would inhibit uniform compaction 4 In addition to removals and overexcavations recommended in the approved geotechmcal report(s) and the grading plan, uncontrolled artificial fill soft, loose, dry, saturated, spongy, organic-rich, highly fractured, porous, collapsible or otherwise unsuitable ground shall be overexcavated to competent ground, as evaluated by the Project Soils Engineer during grading Competent ground may include dense, non-porous natural deposits of soil 5 If potentially hazardous materials are encountered, the Contractor shall stop work in the area and the Project Environmental Engineer or Project Soils Engineer shall be informed I g I I I I I I I I I I I I I I I 1 immediately for proper evaluation and handling of these materials prior to continuing work in that area 6 Where fill is placed on a sloping ground that is steeper than 20 percent the ground to receive fill shall be prepared by proper keying and benching The Project Soils Engineer shall determine the vertical and horizontal sizes of the keys and benches In general, the lowest keyway shall be constructed under the toe of the fill at least 15 feet in width and at least two feet deep, into competent material as evaluated by the Project Soils Engineer Subsequent b'ehcnes shall be excavated a minimum height of four "feet into competent material or as otherwise recommended by the Project Soils Engineer Fill placed on sloping ground that is flatter than 20 percent shall also be benched or otherwise overexcavated to provide a flat subgrade for the fill 7 All areas to receive fill, including processed areas, overexcavation bottoms, key bottoms, and benches, shall be observed, mapped elevations recorded, and/or tested to evaluate if geotechnically suitable materials have been exposed 8 Subdram systems shall be installed in accordance with the approved geotechmcal report(s) the grading plan or as recommended by the Project Soils Engineer The Project Soils Engineer may recommend additional subdrams and/or changes in subdrain extent, location grade, or material depending on the actual subsurface conditions encountered during grading A registered land surveyor/civil engineer shall survey all subdrams after installation and prior to burial for line and grade 9 Material to be used as fill shall be approved by the Project Soils Engineer and shall be essentially free of organic matter and other deleterious substances Soils of poor quality such as those with unacceptable gradation, expansive potential (import soils with an expansion index greater than 20), or low strength shall be placed in areas acceptable to the Project Soils Engineer and/or mixed with other soils to achieve satisfactory fill material 10 Oversize material defined as rock, or other irreducible material with a maximum dimension greater than three inches shall not be buried or incorporated in the fill unless the Project Soils Engineer specifically accepts the placement methods If approved by the Project Soils Engineer, placement operations shall be such that nesting of oversized material does not occur and such that oversize material is completely surrounded by compacted or densified fill 11 If importing of fill material is required for grading, proposed import material shall meet the requirements specified herein The potential import source shall be given to the Project Soils Engineer at least two working days before importing begins so that its suitability can be determined and appropriate tests can be performed 12 Approved fill material shall be placed in areas prepared to receive fill in near-horizontal layers not exceeding eight inches in loose thickness The Project Soils Engineer may accept thicker layers if testing indicates the grading procedures can adequately compact the thicker layers Each layer shall be spread evenly and mixed thoroughly to attain relative uniformity of material and moisture content throughout Thinner layers of soil may be necessary if the Contractor is unable to achieve the required compaction 13 Fill soils shall be moisture conditioned (eg watered, dried back, blended, and/or mixed, as necessary) to attain a relatively uniform moisture content near the optimum The maximum dry density and optimum soil moisture content of fill materials shall be performed in accordance with ASTM Test Method D 1557 ] 1 I I I I I I I I I I I I I I I I I I I 14 After each layer has been moisture-conditioned, mixed and evenly placed, the soil shall be uniformly compacted to not less than 90 percent of maximum dry density, unless otherwise specified in the approved geotechnical report(s) The contractor shall utilize equipment that is sized to efficiently achieve the specified level of compaction in a uniform manner The contractor s earthwork operations should not result in movement or damage to completed work 15 Field tests for moisture content and relative compaction of the fill soils shall be performed by the Project Soils Engineer in accordance with ASTM standards or" as required by local governmental agencies The location and frequency of tests shall be at the Consultant's discretion based on field conditions encountered Compaction test locations will not necessarily be selected on a random basis Tests shall be taken at intervals not exceeding two feet in vertical rise and/or 1,000 cubic yards of compacted fill soils embankment The Contractor shall allow the Project Soils Engineer a safe means to adequately test fill construction If the Contractor achieves substandard compaction, the contractor shall adjust the earthwork operations (which may include additional compactive energy, adjustment of moisture content, thinner soil lifts, uniform soil placement, etc ) to meet the project specifications 16 Wherever, in the opinion of the Project Soils Engineer or Owner, an unstable condition is being created by cutting or filling, the work shall not proceed in that area until an investigation has been made and the grading recommendations revised, if necessary t± tENGINEERS & CONS :B PO Box 717, Windsor, CA 95492 • (707)838-1505 • FAX* (707) 838-1970 • email dlfeng@msn com TRUCTORS INC CUSTOMER. LOCATION, SHEET NO JOB NO . DATE BY \&> \ CHK'D -p-le c4viroc«ir TO \4&t£D2*S®r City of Carlsbad — ^ '—— ~M>i^MWiHMH^BBI^^HIMMHMMIBHnViBuilding Department BUILDING DEPARTMENT NOTICE OF REQUIREMENT FOR SPECpSJL INSPECTION Do Not Remove From Plan's Plan Check No Job Addres9 or Legal Description R Owner Address You are hereby notified that in addition to the inspection |of construction provided by the Building Department, an approved Registered Special L|ispector is required to provide continuous inspection dunng the performance of the phases of construction indicated on the reverse sjde of this sheet The Registered Special Inspector shall be approved by .116 City of Carlsbad Building Department pnor to the issuance of the building permit Special Inspectors having a current certification from the City of San Diego, Los Angeles, or ICBO are approved as Special Inspectors for the type of construction for which they are certified The inspections by a Special Inspector do not change the Acquirements for inspections by personrieTof the City of Carlsbad building department j The inspections by a Special Inspector are in addition to the inspections normally required by the County Building Code The Special Inspector is not authorized to inspect and approve any work other than that for which he/she is specifically assigned to inspect, [The Special Inspector is not authorized to accept alternate materials, structural changes, or any requests for plan changes The Special Inspector is required to submit written reports to the City of Carlsbad building department of all work that he/she inspected arid approved. The final inspection approval will not be given until all Special J Inspection reports have been received and approved by the City of Carlsbad building department I Please submit the names of the inspectors who will perform the special inspections on each of the items indicated on the reverse side of this sheet} (over) 1635 Faraday Avenue • Carlsbad. CA 92OO8-7314 • (76O) 1602-2700 • FAX (76O) 6O2-856O Building Counter « (760) 6O2.-2719 • FAX |(760) 6O2-8558 SPECIAL INSPECTION PRGVRAM ADDRESS OR LEGAL DESCRIPTION: r^F \7Efr) NJ ELfAKllKJO OWNER'S NAME:PLAN CHECK NUMBER: I . ! I, as the owner, or agent of the owner (contractors may not employ the special Inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special inspector(s) as required by Uniform Building Code (UBC) Section 1701 1 for the construction project located at the site listed above. UBC Section 106.3.5 Signed. I, as the engineer/architect of record, certify that I have prepared the following special inspection-program as required by UBC Section 106 3J5 for the construction proj the site listed above Signed DlWlDl- 1 List of work requiring special inspection: n Soils Compliance Prior to Foundation Inspection Q Structural Concrete Over 2500 PSI D Pre&tressed Concrete Structural Masonry D Designer Specified Field Welding High Strength Bolting Qj Expanslon/Epoxy Anchors Sprayed-On Fireproofing Other ^_____^ ?.. Name(s) of Individual(s) or firm(s) responsible for the jipecial inspections listed above- A. ]u *z>\z. i-)*=^rrj^w>i KS tc=» B. C. 3. Duties of the special inspectors for the work listed abpve: A B.•• • fi C. Sjjodal inspeotora eha» check in with tha City and present ttwr crodanhals for ap sroval prior to beginning work on tho job site SIP 4997 O) (O I oo JU^16-2D07 MON 01 00 PM CITY OF CARSLBAD FAX NO 760 602 8558 P 02 City of Carlsbad Building Department CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by trie City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit The City will not issue any building permit \without a completed school fee form Project Name Building Permit Plan Check Number Project Address A.PN Project Applicant (Owner Name) CHEVRON GAS STATION/CONV STORE CB062631 2SOO EL CAMINO REAL 167 030 32 00 STANDARD OIL/ RHL DESIGN Project Description DEMO 2,072 SF SERVICE STATION BUILD 2,937 SF STORE Building Type \/-ti Residential New Dwelling Units Square Feet of Living Area in New Dwelling Second Dwelling Unit Residential Additions Commercial/I ndustnal City Certification of Applicant Information Square Feet of Living Area in SOU Net Square Feet New Area 2,937 Square Feet Floor Area Date 07/16/2007 DISTRICTS WITHIN THE CITY OF CARLSBAD Cflrlibad Unified School District ) 6225 tl Cammo Real / Carlsbad CA 92009 (331-5000) J Vista Unified School District 1234 Arcadia Drive Vista CA 92083 (726-2170) Son Marcos Unified School District 215 Mate Way San Marcos CA 92069 (290-2649) Contact Nancy Dolce (By Appt Only) EncinitKs Union School District 10! South Rancho Santa F« Rd Encmitas, CA 92024 (944-4300 act 166) San Dieguito Lmon High School District 710 Encmitas Blvd Cncmrtas, CA 92024 (753-6491) Certification of Applicant/Owners The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests art increase in the number of dwelling units or square foolage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect and that (2) the Owner is the owner/developer of the above described pro|ect(s) or that the person executing this declaration 13 authorized to sign on beha^ of the Owner Signature Revised 3/30/2006 Date (U_/\ JlT-16-2b07 MON 01'00 PM CITY OF CARSLBAD FAX NO, 760 602 8558 P. 03 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school distnct(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED SCHOOL DISTRICT The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities, This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District The City may issue building permits for this project SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER WALTER FREEMAN ASSISTANT SUPERINTENDENT - CARLSBAD UNIFIED SCHOOL DISTRICT 6225 EL CAMINO REAL CARLSBAD, CA 82009 ~~~~ 33 I Revised 3/30/2006 5 ^ (^ 50 nm^ o1- oM» i5c O fcs nnnnn m o DDDDDIg§a 3i1 Io oS a:P oE i% %2 1D f=i 223aiTiSenaffi3o-Hi w Co IC "> p nnnnn^»s s 3 n a0 *• ^ CO CO § E I ^ % CO 2 .. "S cr z UPMENT ELEVATIONS - RELJD WELDfcld DEFERRED SUBMITTALS ROOF TRUSS CALCULATIONS AND SHOP DRAWINGS SUBMIT TO CITY PRIOR TO FABRICATION Chevron Products Company, a division of Chevron USA Inc , owns the copy rights to the design '• described "Extra Mile" market building as embodies in any tangible or electronic medium of express building, architectural plans or drawings The copyrighted material includes the overall form as well and composition of spaces and elements in this "Extra Mile" design, but does not include individual or details Anyone wishes to copy, distribute, or sell this drawing or any derivative works based hen written permission of Chevron Products Company ©2006 Chevron Products Company, a division of Chevron US A Inc All rights reserved SF) MARK DATE REVISIONS INmAL 6/20/07 04/12/07 09/15/06 MARK DATE REVISIONS 2ND PLAN CHECK! PLAN CHECK REvlSIOf FIRST BLDG SUBNj Chevron 2500 EL CAMINC* CARLSBAD, C REM2918 ARCHITECTURE • ENGINEERING •ENVIRONMENTAL SERVICES GROUP INC 2401 E KATELLA AVE STC 400, ANAHEIM CA 92806-5976JOHN W JOHNSON, ARCHITECT (714) 935-0050 COVER S .^Apcx, ^%5>, -7 . -0 _J_^ ^\OF c^ MILESTONES^ PRELIMINARY"""^ PERMIT 3ENERAL BID REV'S CONSTRUCTION Do not use drawingfor construction unless initialed INITIAL DATE MJM 09/14/06 LGT 05/30/07 SS# 09-1312 SCALE AS NOTED DRAWING CREATED 09/13/06 JOB*CHV05005 0 f^£ ft£4 ' &?i&Cj*R- y ?,s«c.*» *-«aj& *I l|S £< a <l IS,r|I1 iic|• s gi 5 g5 S 1 -•il II?lieill 5i5gJB|I Si |ii<2„ I 3sM is,lli L is^ii M.**HPj (J 0. ^ O[ KSSIS!I3«i I 0w ^! i* *ii!M*I?gfil!5 5fc S5 5?S3285Q <f>Bift Hi Sgaigls8WnIS'SSa5»'5? S311PllssiEsSigaK33 lfl°| il. 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I - 5 I iiji *|s ;i ?sf!s!il siiiKi s-««?ii I ?8 £§£ <jEsd!,sg§ S£ *?"<S..S... tz^ si lilSi 3» 18 is'ii|jBg3 ss S"5o« ils Is § s|£ Is IfB! si«s I°2V Ise* eS9lad _,<$! i « 3 II ags*•£ ga?^y Ir a !2 *y;y -oz-«c)?o<£afk::>uj< s^^tss0-^ ?„.: i>2i"i!i;-.||is«3ii>a"9SEiil l il«- iliBg^riM >hi8i K§B §S PSgel *i2 z oQ I I * |S ^< < Be ill ! 2 ill? 1w w ssss <t «E Bel ? 11 £ CL LJJCO b ccLU o£Z O)5 CM" LU O (f)O LU Q =! O O O OT O ys:5 55^OS* * 5s -L vPo w IT I <fl City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 11-30-2007 Plan Check Revision Permit No PCR07192 Building Inspection Request Line (760) 602-2725 Job Address 2500 EL CAMINO REAL CBAD Permit Type PCR Status PENDING Parcel No 1670303200 . Lot# 0 Applied 11/08/2007 Valuation $0 00 Construction Type NEW Entered By MDP Reference # CB06-2631 Plan Approved Issued Project Title CHEVRON STATION Inspect Area DEFERRED ROOF TRUSS SUBMITTAL Applicant Owner TIBALL LARRY KELLY RICHARD C TR&KELLY ROBERT P TR C/0 CHEVRON TEXACO PROPERTY TAX D PO BOX 1392 BAKERSFIELD CA 93302 714 935-0050 Plan Check Revision Fee $180 00 Additional Fees $0 00 Total Fees $18000 Total Payments To Date $000 Balance Due $18000 FINAL APPROVAL Inspector ————-^^ Date _ ————— Clearance NOTICE Please take NOTICE that approval of your project includes the Imposition of fees dedications reservations or other exactions hereafter collectively referred to as fees/exactions You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them you must follow the protest procedures set forth in Government Code Section 66020(a) and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack review set aside void or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes nor planning zoning grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which vou have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. City of Carlsbad Plan Check Revision No Project Address 250° E1 Building Department jgmal Plan Check No CB062631 r%—1+£* ii~ov~o/uate Contact Larry Tiball (714) 935-0050 (714) 935-0051 AddreSS 2401 East Katella Ave Suite 400 Anaheim CA 92806 Submittal of Truss Calculations /\p|\|1S7-030-32-00 General Scope of Work. Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person I Elements revised G Plans Q Calculations Q Soils G Energy Q Other 2 Describe revisions in detail Roof Truss Calculations were a deferred submittal 3 List page(s) where each revision is shown First submittal 4 List revised sheets that replace existing sheets First submittal 5 Does this revision many way alter the exterior of the project"? Q Yes 6 Does this revision add ANY new floor areafsj? Q Yes 0 No 7 Does this revision affect any fire related issues"? G Yes 0 No 8 Js this a complete set? 0 Yes G No~ No 1635 Faraday Avenue Carlsbad CA 92008 Phone 760 602-27 17/ 27 18/ 27 19/ 2721 8558 Fax 760602- EsGil Corporation In (Partnership -with government for (Building Safety DATE 11/29/O7 a APPLICANT JURISDICTION City of Carlsbad ! a PLAN REVIEWER a FILE PLAN CHECK NO 062631 rev#2(PCR07- 192) SET II PROJECT ADDRESS 2500 El Cammo PROJECT NAME Chevron Roof Trusses XI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person , l* , The applicant's copy of the check list has been sent to . 7 Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted telephone # Date contacted (by ) Fax # Mail Telephone Fax In Person REMARKS By David Yao Enclosures original approved plan Esgil Corporation D GA D MB D EJ D PC log 9320 Chesapeake Drive, Suite 208 *• San Diego, California 92123 *• (858)560-1468 *• Fax (858) 560-1576 EsGil Corporation * In (Partners /tip -with government for <Buitding SafetyT DATE 11/19/07 a AEELJCANT JURISDICTION City of Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 062631 rev#2(PCR07-192) SET I PROJECT ADDRESS 2500 El Cammo PROJECT NAME Chevron Roof Trusses I | The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck [Xj The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person IXI The applicant's copy of the check list has been sent to Larry Tiball Esgil Corporation staff did not advise the applicant that the plan check has been completed XI Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Larry Tiball Telephone # 714-935-0050 Date contacted /(^/<^(bv^) Fax # 714-935-0051 Mail Telephone v/Fax ^ In Person REMARKS By David Yao ' Enclosures Esgil Corporation D GA D MB D EJ D PC 11/13 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576 City of Carlsbad O62631 rev#2(PCR07-192) 11/19/07 GENERAL PLAN CORRECTION LIST JURISDICTION City of Carlsbad rev#2(PCRO7-192) PROJECT ADDRESS 2500 El Cammo DATE PLAN RECEIVED BY ESGIL CORPORATION 11/13 REVIEWED BY David Yao PLAN CHECK NO 062631 DATE REVIEW COMPLETED 11/19/07 FOREWORD (PLEASE READ) This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law • To facilitate recheckmg, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located on the plans Have changes been made not resulting from this list? Yes Q No City of Carlsbad 062631 rev#2(PCR07-192) 11/19/07 *\t please make all corrections, as requested in the correction list Submit three new complete sets of plans for commercial/industrial projects (two sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92008, (760) 602-2700 The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments NOTE Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete 2 Roof trusses detail for J7 & J7A shows the 2x roof rafter(?) on top of the truss top chord The original structural detail shows roof sheathing connects the top chord Please clarify how the diaphragm force transfer to the shear wall below'? Please check with the engineer record for truss J7 and J7A (There is red mark "SHTG&BLKG" for truss J7 and J7A What is the meaning for the red mark'? Please clarify Provide revised truss detail 7J and 7JA without comments ) 3 The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact David Yao at Esgil Corporation Thank you City of Carlsbad 062631 rev#2(PCR07-192) 11/19/O7 VALUATION AND PLAN CHECK FEE JURISDICTION City of Carlsbad rev#2(PCRO7-192) PREPARED BY David Yao BUILDING ADDRESS 2500 El Cammo BUILDING OCCUPANCY PLAN CHECK NO O62631 DATE 11/19/07 TYPE OF CONSTRUCTION BUILDING PORTION roof trusses Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) cb Rlrln Pprmit FPP hv Hrrlmanrp V Valuation Multiplier By Ordinance Reg Mod VALUE ($) Plan Check Fee by Ordinance $18000 Type of Review l~~l Repetitive FeeRepeats Complete Review D Other m Hourly Structural Only 1 5 Hours * Esgil Plan Review Fee $14400 * Based on hourly rate Comments Sheet 1 of 1 macvalue doc EsGil Corporation In Partnership with government for Quitting Safety DATE 8/3/07 JURISDICTION City of Carlsbad a PLAN REVIEWERa FILE PLAN CHECK NO 062631 rev SET I PROJECT ADDRESS 2500 El Camino Real PROJECT NAME Chevron TJI Floor Trusses Xi The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to XI Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted (by ) Fax # Mail Telephone Fax In Person REMARKS By David Yao Enclosures approved plan Esgil Corporation D GA D MB D EJ D PC 7/30 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 4 Fax (858) 560-1576 City of Carlsbad 062631 rev 8/3/07 VALUATION AND PLAN CHECK FEE JURISDICTION City of Carlsbad PREPARED BY David Yao BUILDING ADDRESS 2500 El Camino Real PLAN CHECK NO 062631 rev DATE 8/3/07 BUILDING OCCUPANCY TYPE OF CONSTRUCTION BUILDING PORTION revision Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) cb Valuation Multiplier By Ordinance , — Reg Mod v VALUE ($) Plan Check Fee by Ordinance ! ^ | Type of Review D Complete Review $120 00 D Structural Only [Zljlepetitive FeeRepeats D Other r-n Hourly Hour* Esgil Plan Review Fee $9600 * Based on hourly rate Comments Sheet 1 of 1 macvalue doc 3075 S AVENUE 4E (928) 344-3566 YT@YUMATRUSS COM YUMA AZ 85365 (928) 341-1075 FAX CHEVRON CASTEEN CONSTRUCTION CARLSBAD, CA. THE BOUND TRUSS DESIGN DRAWINGS HAVING AN ELECTRONIC SEAL AND SIGNATURE PRINTED ; ON tACH PAGE HUVE BEEN REVIEWED AND APPROVED Br THETFUSS DESIGN f-NGINEER f S | IMDiCATED BY THE ENGINEER S SEAL AND WET ! SIGNATURE ON THIS COVER PAGE THIS REVIEW ! AND APPROVAL APPIIES SOLELY TO THE , AT ACHED [RJSS DESIGN DRAWING PAGES THAT ENGINEERING INC 3375 S ,WF 4E YUM A ASIZCNA 85365 ! ,'9261344 3566 FAX ,97S,j4i !"'„ j 'EDA SCNGiNEER NG COM i Rr BOUND TO TH'SCOvERSHLET START LAYOUT BP1 8P2 C_ !-J> BP2 .. ~> BP2 c_-I -1{ BP2 C_-J BP2 tj| BP2 -J BP2 -J BP2 BP1 J7, J7A JTiAj I ^ J7i J7 — 1 BP1 2 -3 * BP1 BP2 g 1 BP1 BP2 ....... C — t— ..;-=t~ • .•) BP1 I BP1 BP2 I] BP2 ^ ^jii ^i -. BP1 BP2 C—-vl BP1 I BP1 BP2 BP2 jsL ^ oo L 39 10 LAYOUT 32 OC O O 0 5 ID — 80 o ^ I 3 O!o •o . [Job ;J72B76 Yuma Truss Co Yuma AZ 85365 49 12 49 12 TrTuss Type CAL HIP Qty 2 96 1 Ply 485 9,11 11 11 105 123 J5 05 10 1 10 10 05 10 CHEVRON I Job Reference (optional) 6 SOb's Mar" 82007 MiTek Industries Inc Tue Sep 25 16 50 54 2007 "Page 170-4 , 21 100 1 485 49 12 1 2 12 1-00, , 21 10-0 9-61 12 3 15 20 7-4 20^-0 H 1 00 02 12 835 2914 835 02 12 1 0-0 Plate Offsets (X.Y) [405-00 1 5I.I90 1 11.0 1 8], [12 0-4 0,0301. [150 1 120 1-4] LOADING (psO TCLL 160 TCDL 140 BCLL 0 0 BCDL 100 SPACING 2 0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/TPI2002 CSI TC 058 BC 071 W8 007 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) Wmd(LL) in (loc) -008 13 14 -026 13 14 004 9 008 13 14 l/defl L/d >999 480 >901 180 n/a n/a >999 240 PLATES GRIP MT20 185/148 Weight 84 Ib BRACING TOP CHORD Sheathed or 4-8 11 oc purlins BOT CHORD Rigid celling directly applied or 10-0 0 oc bracing LUMBER TOP CHORD 2 X 4 HF No 1&Btr BOT CHORD 2 X 4 HF No 1&Btr WEBS 2 X 4 HF Stud REACTIONS (Ib/Size) 15=864/058 9=864/05-8 MaxHorz15= 72(LC 6) Max Uplift15= 128(LC 5) 9= 128(LC 6) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 2= 1015/96 2 3= 1168/169 3-4= 1074/146 4 5= 969/166 56= 1075/145 67= 1168/169 7 8= 1014/97 BOT CHORD 1 15= 90/1005 14 15= 162/1005 13 14= 162/1005 12 13= 70/969 11 12= 70/969 10 11= 91/1005 9 10= 91/1005 8 9= 91/1005 WEBS 313=35/102 413=3/188 4 11=-66/67 511=14/188 611=34/103 314=72/71 6-10=73/71 215=383/122 79=383/122 NOTES 1) This truss has been checked for uniform roof live load only except as noted 2) Wind ASCE 7 98 90mph h=25ft TCDL=6 Opsf BCDL=6 Opsf Category II Exp C enclosed MWFRS gable end zone Lumber DOL=1 33 plate gnp DOL=1 33 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection 6) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3 6 0 tall by 1 -O 0 wide will fit between the bottom chord and any other members 7) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 128 Ib uplift at joint 15 and 126 Ib uplift at joint 9 LOAD CASE(S) Standard Job J7 2876 Truss AGR jma Truss Co Yuma AZ 85365 , 1 2 12 39 12 7 I Truss Type |Q!y CAL HIP 1 Ply 2 CHEVRON Job Reference (optional) 6 500 s Mar 8 2007 MiTek Industries Inc Tue Sep 25 1 6 50 54 2007 Page 1 61 7I11P 1011-0 , 13105 143jl5 18-0-4 , 207-4 ,2110-0, 1 2 12 2 7-0 385 05 10 2115 2 11 5 05 10 385 2 7-0 1 2 12 1 0-0 27-0 385 34 15 3-4 15 385 27-0 0212 02 12 1-0-0 Plate Offsets (X,Y) [203 4.0 1 81, [405 0,0 1 5|, |6 0 5-0 0 1 51, [802 6,0 1-8], [13 0-4-0,0-4-81 LOADING (psO TCLL 160 TCDL 14 0 BCLL 0 0 BCDL 100 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/TPI2002 CSI TC 031 BC 058 WB 023 (Matnx) DEFL in (loc) l/defl L/d Vert(LL) -006 13 >999 480 VertfTL) -0 18 13 >999 180 Horz(TL) 004 10 n/a n/a Wrnd(LL) 009 13 >999 240 PLATESMT20 GRIP 185/144 Weight 196 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins BOT CHORD Rigid ceiling directly applied or 10-0 0 oc bracing LUMBER TOP CHORD 2 X 4 HF No 1&BU BOT CHORD 2 X 6 SPF 1650F 1 5E WEBS 2 X 4 HF Stud REACTIONS (Ib/Size) 16=2095/0 5-8 10=2092/0 5 8 MaxHorz16=56(LC5) Max Uplift! 6=-686(LC 5) 10=685(LC6) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 2= 2717/904 2 3= 2825/968 3-4= 3983/1463 4 17=-4140/1563 5 17=-4140/1563 5 18= 4140/1563 6 18= 4140/1563 6 7= 3979/1461 7 8= 2818/966 8 9= 2710/901 BOT CHORD 1 16=-833/2524 15-16=-B81/2524 14 15=881/2524 14 19= 1302/3704 1920= 1302/3704 1320= 1302/3704 1321= 1293/3700 21 22= 1293/3700 1222= 1293/3700 11 12=830/2518 10 11= 830/2518 9 10= 830/2518 WEBS 2 16=323/136 3 15=-848/347 3 14= 517/1310 4 14= 110/335 4 13=251/600 5-13=206/111 6 13=254/605 6 12= 107/330 7 12=519/1312 7 11=851/347 8 10= 322/136 NOTES 1)2-ply truss to be connected together with 10d (0 131 x3 ) nails as follows Top chords connected as follows 2X4 1 row at 0 7 0 oc Bottom chords connected as follows 2X6 2 rows al 0 7 0 oc Webs connected as follows 2X4 1 row al 0 9 0 oc 2) All loads are considered equally applied to all plies except if noted as front (F) or back (B) face in the LOAD CASE(S) section Ply to ply connections have been provided to distnbute only loads noted as (F) or (B) unless otherwise indicated 3) This truss has been checked for uniform roof live load only except as noted 4) Wind ASCE 7 98 90mph n=25ft TCDL=6 Opst BCDL=6 Opsf Category II Exp C enclosed MWFRS gable end zone Lumber DOL=1 33 plate gnp DOL=1 33 5) Provide adequate drainage lo prevent water ponding 6) This truss has been designed for a 100 psf bottom chord live load nonconcurrent with any other live loads 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection 8} This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3 6 0 tall by 1 -0 0 wide will fit between the bottom chord and any other members 9) Provide mechanical connection (by others) of truss lo beanng plate capable of withstanding 686 Ib uplift at joint 16 and 685 Ib uplift al joint 10 10) Hangerfs) or other connection device(s) shall be provided sufficient to support concentrated load(s) 377 Ib down and 182 Ib up at 800 and 377 Ib down and 182 Ib up al 13 10-0 on top chord and 551 Ib down and 260 Ib up at 800 301 Ib down and 134 Ib up at 10-0 12 and 301 Ib down and 134 Ib up al 1194 and 551 Ib down and 260 Ib up at 13 9 4 on bottom chord The design/selection of such connection device(s) is the responsibility of others LOAD CASE(S) Standard 1) Regular Lumber lncrease=1 25 Plate Increased 25 Uniform Loads (plf) Vert 1-4= 60 4-6= 60 6 9= 60 1 9= 20 Concentrated Loads (Ib) Vert 17= 377(6)18= 377(8)19= 551(F)20= 301 (F) 21= 301 (F) 22= 551 (F) Job J7 2876 Yuma Truss Co Yuma AZ 8 , 1 2 12 39 1 2 12 27 Truss I Truss type Qty AGR1 iCAL HIP 1 i 15365 12 761 7.11 H1 10 11-0 , 13 105 -0 385 05 10 2115 2115 Ply CHEVRON Job Reference (optional) 6 500 s Mar 8 2007 MiTek Industries 11315 180-4 05 10 385 Inc T ue Sep 25 16 50 55 2007 Page 1 20 7-4 j21 10-0 ! 27-0 12 12 S * 1 348) 1 2 12 1 0-0 ,,I I 1-0-0 02 12 3912 2-7-0 76 1 385 I 1011-0| 3-4 15 14315 | 34 15 180-4 385 ! 207-4 27-0 21 100 20,10-0 .~~ — rf 1 02 12 1 0-0 Plate Offsets (X,Y) [203 8,0 1 81. [5 0 5-0.0 1 5I. [705 0,0 1 51 [10 0 2 12.0 1-81. [16 0-4-0.0-4-8] LOADING (psO TOLL 160 TCDL 14 0 BCLL 0 0 BCDL 10 0 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/TPI2002 CSI TC 009 BC 055 WB 051 (Matnx) DEFL in (loc) l/defl L/d Vert(LL) 005 16 >999 480 VertfTL) -0 16 15 16 >999 180 Horz(TL) 003 12 n/a n/a Wmd(LL) 0071617 >999 240 PLATES GRIP MT20 185/144 Weight 204 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing LUMBER TOP CHORD 2 X 4 HF No UBIr BOT CHORD 2X6 SPF 1650F 1 5E WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 20-1818/0 5 8 12-1818/0 5-8 MaxHorz20=49(LC5) Max Upli«20= 326(LC 5) 12= 326(LC 6) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 2= 21/8 5-6= 3564/793 6 7= 3564/793 1011=21/8 3-4= 2750/545 4 5= 3385/726 7-8= 3385/726 8 9= 2750/545 BOT CHORD 120=0/25 1920=24/63 1819=24/63 17 18=-488/2529 1721=615/3109 1621=615/3109 16-22=608/3109 15-22=-608/3109 14 15=-475/2529 1314=0/25 1213=0/25 11 12=0/25 WEBS 4 18= 559/161 4 17= 159/663 5 17= 121/543 5-16= 150/626 6 16=-48/21 7 16= 150/626 7 15= 121/543 8 15= 159/663 8 14= 559/161 3 19= 2603/510 9 13= 2603/510 2 20= 25/18 10 12= 25/18 3 18= 574/2947 9 14= 574/2947 NOTES 1)2 ply truss to be connected together with 10d(0131 x3 ) nails as follows Top chords connected as follows 2X4 1 row at 0 9 0 oc Bottom chords connected as follows 2X6 2 rows at 0 7 0 oc Webs connected as follows 2X4 1 raw at 0 9 0 oc 2) All loads are considered equally applied to all plies except if noted as front (F) or back (B) face m the LOAD CASE(S) section Ply to ply connections have been provided Id distnbute only loads noted as (F) or (B) unless otherwise indicated 3) This truss nas been checked for uniform roof live load only except as noted 4) Wind ASCE798 90mph h=25ft TCDL=6 Opsf BCDL=6 Opsf Category II Exp C enclosed MWFRS gable end zone Lumber DOL=1 33 plate grip DOL=1 33 5) Provide adequate drainage to prevent water ponding 6} This truss has been designed for a 100 psf bottom chord live load nonconcurrent with any other live loads 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection 8) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3 6-0 tall by 1 0-0 wide will fil between the bottom chord and any other members 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 326 Ib uplift at joint 20 and 326 Ib uplift at joint 12 10) Girder carries hip end with 800 end setback 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 693 Ib down and 174 Ib up at 1310-0 and 693 Ib down and 174 It) up at 800 on bottom chord The design/selection of such connection device(s) is the responsibility of others LOAD CASE(S) Standard 1) Regular Lumber Increased 25 Plate Increased 25 Uniform Loads (plf) Vert 1 2- 60 5 7= 30 10 11= 60 1 21= 20 21 22= 161(F= 141) 11 22= 20 3 5=-60 7 9= 60 Concentrated Loads (Ib) Vert 21=693(F)22=693(F) JoD J7 2876 Yiima'Truss Co Yuma~A2T8536F Job Reference (optional)6 500s Mar 8 2007 MiTek Industries Inc Tue Sep 25 16 50 56 2007 Page 1] 07-8 078 LOADING (psOTCLL 16 0 TCDL 140 BCLL 0 0 BCDL 10 0 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/TPI2002 CSI TC 010 BC 004 WB 000 (Matnx) DEFL in (loc) l/detl Ud Vert(LL) n/a n/a 999 Vert(TL) n/a n/a 999 HorzfTL) 000 3 n/a n/a PLATES GRIP MT20 185/148 Weight 3 Ib BRACING TOP CHORD Sheathed or 0 7-8 oc purlins except end verticals BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing LUMBER TOP CHORD 2 X 4 HF No 1&Btr BOT CHORD 2 X 4 HF No 1&Btr WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 4=13/0-7 8 3=13/0 7 8 Max Upllft4= 214(LC 9) 3= 214(LC 10) Max Grav4=224(LC 8) 3=224(LC 7) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1-4= 96/91 1 2=-42/42 2 3= 96/91 BOT CHORD 3-4=-42/42 NOTES 1) This truss has been checked for uniform roof live load only except as noted 2) Wind ASCE798 90mph h=25ft TCDL=6 Opsf BCDL=60psf Category II Exp C enclosed MWFRS gable end zone Lumber DOL=1 33 plate gnp DOL=1 33 3) Provide adequate drainage 10 prevent water ponding 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection 6) Gable requires continuous bottom chord beanng 7) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3 6-0 tall by 1 o-o wide will fit between the bottomchord and any other members 8) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 214 Ib uplift at joint 4 and 214 Ib uplift at joint 3 9) This truss has been designed for a total drag load of 250 plf Connect truss to resist drag loads along bottom chord from 0-0-0 to 0 7 8 for 250 0 plf LOAD CASE(S) Standard I Job JJ72876 'Truss BP1 Yuma Truss Co Yuma AZ 85365 1 Truss Type j SPECIAL Qly i Ply 59 1 1 "65 CHEVRON Job Reference (optional) OOs Mar 8 2007 MiTek Industries Inc TUB Sep 25 16 50 56 2007 Page 1 26-8 268 26-8 Plate Offsets [X.Y) |3 0 2 8,0 3-41 LOADING (psf) TCLL 160 TCDL 14 0 BCLU 0 0 BCDL 100 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/TPI2002 csiTC 035 BC 007 WB 036 (Matrix) DEFL in (loc) l/defl Vert(LL) n/a n/a VertfTL) n/a n/a Horz(TL) 000 3 n/a 999 n/a PLATES GRIP MT20 185/148 Weight 17lb BRACING TOP CHORD Sheathed or 2-6 8 oc purlins except end verticals BOT CHORD Rigid ceiling directly applied ov 6-0-0 oc bracing LUMBER TOP CHORD 2 X 4 HF No 1&Btr BOT CHORD 2 X 4 HF No 1&Btr WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 4=90/2-6-8 3=90/2 6 8 Max Upllft4= 873(LC 9) 3= 873(LC 10) Max Grav4=943(LC 8) 3=943(LC 7) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1-4= 920/886 1 2= 506/506 2 3= 68/33 BOT CHORD 3-4= 506/506 WEBS 1 3= 1022/1022 NOTES 1) This truss has been checked for uniform roof live load only except as noted 2) Wind ASCE798 90rnph h=25ft TCDL=60psf BCDL=60psf Category II Exp C enclosed MWFRS gable end zone Lumber DOL=1 33 plate gnp DOL=1 33 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 100 psf bottom chord live load nonconcurrent with any other live loads 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection 6) Gable requires continuous bottom chord bearing 7) This truss has been designed for a live load of 20 Opsf on the bottom chord m all areas where a rectangle 3 6-0 tall by 1 -0-0 wide wilt fit between the bottom chord and any other members B) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 873 Ib uplift at joint 4 and 873 Ib uplift at joint 3 9) This truss has been designed for a total drag load of 250 plf Connect truss to resist drag loads along bottom chord from 0 0 0 to 2 6 8 for 250 0 plf LOAD CASE(S) Standard [Job J72876 Truss BP1A Yunna Truss Co Yuma AZ 85365 Job Reference (optional)6 500 s Mar 8 2007 MiTek Industries Inc Tue Sep 25 16 50 57 2007 Page 1 24-8 2-4-8 24-8 Plate Offsets (X.Y) |3 0-2 6,0 3 4] LOADING (psf) TCLL 16 0 TCDL 14 0 BCLL 00 BCDL 10 0 SPACING 2 0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/TPI2002 CSI TC 035 BC 007 WB 034 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) n/a n/a 999 VertfTL) n/a n/a 999 Horz(TL) 000 3 n/a n/a PLATES GRIP MT20 185/148 Weight 17 Ib BRACING TOP CHORD Sheathed or 2-4 8 oc purlins except end verticals BOT CHORD Rigid ceiling directly applied or 6 0-0 oc bracing LUMBER TOP CHORD 2 X 4 HF No 1&Btr BOT CHORD 2 X 4 HF No 1&B1T WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 4=83/2-4 8 3=83/2 4 8 Max Uplift4= 871(LC 9) 3=-B71(LC 10) Max Grav4=936(LC 8) 3=936(LC 7) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1-4= 915/884 1 2=-469/469 2 3= 63/31 BOT CHORD 3-4= 469/469 WEBS 1 3= 999/999 NOTES 1) This truss has been checked for uniform roof live load only except as noted 2) Wind ASCE798 90mph h=25fl TCDL=60ps( BCDL=60psf Category II ExpC enclosed MWFRS gable end zone Lumber DOL=1 33 plate gnp DOL=1 33 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection 6) Gable requires continuous bottom chord bearing 7) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3 6-O tall by 1 0 0 wide will fit between the bottom chord and any other members 8) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 871 Ib uplift at joint 4 and 871 Ib uplift at joint 3 9) This truss has been designed for a total drag load of 250 plf Connect truss to resist drag loads along bottom chord from 0 0-0 to 2-4-8 for 250 0 plf LOAD CASE(S) Standard Job J7 2876 Tfruss IBP1B Truss Type SPECIAL Yuma Truss Co Yuma AZ 85365 j | I Job Reference (optional) 6 500 s Mar "8 2007 MiTek'industries' Inc Tue Sep 25 16 50 57 2007' Page V 1 6-4 1 6-4 1 6-4 Plate Offsets (X.Y1 [3 0-2 6,0 3 11 LOADING (psf) TCLL 16 0 TCDL 14 0 BOLL 0 0 BCDL 100 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/TPI2002 CSI TC 034 BC 004 WB 030 (Malm) DEFL in (loc) l/defl L/d Vert(LL) n/a n/a 999 Vert(TL) n/a n/a 999 Horz(TL) 000 3 n/a n/a PLATES MT20 GRIP 185/148 Weight 15 Ib BRACING TOP CHORD Sheathed or 1 6-4 oc purlins except end verticals BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing LUMBER TOP CHORD 2 X 4 HF No 1&Btr BOT CHORD 2 X 4 HF No 1&Blr WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 4=49/1-6-4 3=49/1-64 Max Horz4=80(LC 7) Max Upllft4= 864(LC 9) 3= 864(LC 10) Max Grav4=902(LC 8) 3=902{LC 7) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1-4= 890/871 1 2= 277/277 2 3= 37/18 BOT CHORD 3-4= 269/269 WEBS 1 3= 907/907 NOTES 1) This truss has been checked for uniform roof live load only except as noted 2) Wind ASCE798 90mph h=25fl TCDL=6 Opsf BCDL=6 Opsf Category II ExpC enclosed MWFRS gable end zone Lumber DOL=1 33 plate gnp DOL=1 33 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection 6) Gable requires continuous bottom chord beanng 7) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3 6-0 tall by 1 0 0 wide will fit between the bottom chord and any other members 8) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 864 Ib uplift at joint 4 and 864 Ib uplift at joint 3 9) This truss has been designed for a total drag load of 250 plf Connect truss to resist drag loads along bottom chord from 0 0-0 to 1 2-8 for 314 7 plf LOAD CASE(S) Standard Job J7 2876J7 28 p/urf Truss BP2 Pfruss Type [SPECIAL Yunia Truss Co Yuma AZ 85365" , Qly 57 Ply 1 CHEVRON | i Job Reference (optional) 6 500s Mar 8 2007 tyTek Industries Inc Tue Sep 25 16 50 58 2007 Page 1 I 26-8 268 2-6-8 26-8 LOADING (psf) TCLL 160 TCDL 14 0 BCLL 0 0 BCDL 100 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code U8C97/TPI2002 CSI TC 0 10 BC 007 WB 020 (Matnx) DEFL in (loc) l/defl L/d Vert(LL) n/a n/a 999 VertfTL) n/a n/a 999 Horz(TL) 000 3 n/a n/a PLATES GRIP MT20 185/148 Weight 10lb BRACING TOP CHORD Sheathed or 2 6 8 oc purlins except end verticals BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing LUMBER TOP CHORD 2 X 4 HF No 1&Btr BOT CHORD 2 X 4 HF No 1&Btr WEBS 2X4HFStud • REACTIONS (Ib/size) 4=90/2-6 6 3=90/2 6 8 Max Upll(t4= 231(LC 9) 3= 231(LC 10) MaxGrav4=301(LC8) 3=301(LC7) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1-4= 278/244 1 2= 506/506 2 3= 68/33 BOT CHORD 3-4= 506/506 i WEBS 1 3= 601/601 NOTES 1) This truss has been checked for uniform roof live load only except as noted 2) Wind ASCE 7 98 90mph h=25ft TCDL=6 Opsf BCDL=6 Opsf Category II Exp C enclosed MWFRS gable end zone Lumber DOL=1 33 plate gnp DOL=1 33 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection 6) Gable requires continuous bottom chord beanng 7) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3 6 0 tall by 1 0 0 wide will fit between the bottom chord and any other members 8) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 231 Ib uplift at joint 4 and 231 Ib uplift at joint 3 9) This truss has been designed for a total drag load of 250 plf Connect truss to resist drag loads along bottom chord from 0 0 0 to 2 6-8 for 250 0 plf LOAD CASE(S) Standard t POT-TTruss BP2A Truss Type SPECIAL Yuma Truss Co Yuma AZ 85365 IQjyTpjy ' CHEVRON i6 'II | i Job Reference (optional) _ 6 SqOs Mar 8 2007 MiTek Industries Inc Tue Sep 25 16~50 58 2007~'Page 1 1 108 1 108 1 10-8 1 10-8 LOADING (psf) TCLL 16 0 TCDL 14 0 BCLL 0 0 BCDL 10 0 SPACING 2 0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/TPI2002 CSI TC 007 BC 005 WB 015 (Malnx) DEFL in (loc) I/deft L/d Vert(LL) n/a n/a 999 Vert(TL) n/a n/a 999 Horz(TL) 000 3 n/a n/a PLATES GRIP MT20 185/148 Weight 7lb BRACING TOP CHORD Sheathed or 1 10 8 oc purlins except end verticals BOT CHORD Rigid ceiling directly applied or 6 0-0 oc bracing LUMBER TOP CHORD 2 X 4 HF No 1 SBtr BOT CHORD 2 X 4 HF No 1SBtr WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 4=63/Mechanical 3=63/Mechanical Max Horz4=20(LC 7) Max Upl!ft4= 225(LC 9) 3= 225(LC 10) Max Grav4=274(LC 8) 3=274(LC 7) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1-4= 258/234 1 2= 356/356 2 3=-48/23 BOT CHORD 3-4= 354/354 WEBS 1 3= 449/449 NOTES 1) This truss has been checked for uniform roof live load only except as noted 2) Wind ASCE798 90mph n=25ft TCDL=60psf BCDL=60psf Category II Exp C enclosed MWFRS gable end zone Lumber DOL=1 33 plate grip DOL=1 33 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection 6) Gable requires continuous bottom chord bearing 7) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3 6 0 tall by 1 0 0 wide will fit between the bottom chord and any other members 8) Refer to girder(s) for truss to truss connections 9) Provide mechanical connection (by others) of truss to beanng plale capable of withstanding 225 Ib uplift at joint 4 and 225 Ib uplift at joint 3 10) This truss has been designed for a lotal drag load of 250 plf Connect truss to resist drag loads along bottom chord from 0 0 0 to 1 9 7 for 262 5 plf LOAD CASE(S) Standard [JOB J72876 Truss BP2B Yuma Truss Co Yuma AZ 85365 Truss Type SPECIAL Qty 12 Ply [CHEVRON I Job Reference (optional) 6 50/1 s Mar 8 2007 MiTek Industries Inc Tue Sep 25 16 50 59 2007' Page 1 1 108 1 108 1 108 1-10-8 LOADING (psf) TCLL 16 0 TCDL 14 0 BCUL 0 0 BCDL 100 SPACING 2 0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/TPI2002 CSI TC 007 BC 005 WB 015 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) n/a n/a 999 Vert(TL) n/a n/a 999 Horz(TL) 000 3 n/a n/a PLATES MT20 GRIP 185/148 Weight 7lb LUMBER TOP CHORD 2 X 4 HF No 1&Btr BOT CHORD 2 X 4 HF No 1&Btr WEBS 2 X 4 HF Stud BRACING TOP CHORD Sheathed or 1 10 8 oc purlins except end verticals BOT CHORD Rigid ceiling directly applied or 6-0 0 oc bracing REACTIONS (Ib/size) 4=63/1 10-8 3=63/1 108 Max Uplift4= 225(LC 9) 3= 225(LC 10) Max Grav4=274(LC 8) 3=274(LC 7) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1-4=258/234 12=356/356 2 3=-48/23 BOT CHORD 3-4= 356/356 WEBS 1 3= 449/449 NOTES 1) This truss has been checked for uniform roof live load only except as noted 2) Wind ASCE798 90mph h=25ft TCDL=6 Opsf BCDL=6 Opsf Category II ExpC enclosed MWFRS gable end zone Lumber DOL=1 33 plate gnp DOL=1 33 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrenl with any other live loads 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection 6) Gable requires continuous bottom chord beanng 7) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3 6-0 tall by 1 -0-0 wide will fit between the bottom chord and any other members 8) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 225 Ib uplift at joint 4 and 225 Ib uplift at joint 3 9) This truss has been designed for a total drag load of 250 plf Connect truss to resist drag loads along bottom chord from 0-0 0 to 1 10 8 for 250 0 plf LOAD CASE(S) Standard J7 2876 Truss BP2C I Truss Type ! SPECIAL Qty , Ply 1 i Yuma Truss Co Yuma AZ 85365 248 1HEVRON I Job Reference (optional) "1 rence (optional) "8~200"7 MiTek Indi6 500 s Mar 8 20p7 MiTek Industries Inc Tue Sep 25 16~51 00 2007 Page 1 ". 5 4 II 248 248 2-4-8 LOADING (psOTCLL 16 0 TCDL 14 0 BCLL 0 0 BCDL 100 SPACING 2 0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/TPI2002 CSI TC 008 BC 006 WB 018 (Matnx) DEFL in (loc) l/defl L/d Vert(LL) n/a n/a 999 Vert(TL) n/a n/a 999 Horz(TL) 000 3 n/a n/a PLATES MT20 GRIP 185/U8 Weight 9lb BRACING TOP CHORD Sheathed or 2-4-8 oc purlins except end verticals BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing LUMBER TOP CHORD 2 X 4 HF No 1&Blr BOT CHORD 2 X 4 HF No 1&Btr WEBS 2 X 4 HF Stud REACTIONS (Ib/Size) 4=83/2-4 8 3=83/2-4 8 Max Upllft4= 229(LC 9) 3= 229(LC 10) Max Grav4=294(LC 8) 3=294(LC 7) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1-4= 273/242 1 2=-469/469 2 3=-63/31 BOT CHORD 3-4= 469/469 WEBS 1 3= 562/582 NOTES 1) This truss has been checked for uniform roof live load only except as noted 2) Wind ASCE798 90mph h=25ft TCDL=60psf BCDL=60psf Category II Exp C enclosed MWFRS gable end zone Lumber DOL=1 33 plate grip DOL=1 33 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5) This truss requires plate inspection per the Tooth Counl Method when this truss is chosen for quality assurance inspection 6) Gable requires continuous bottom chord beanng 7) This truss has been designed for a live load of 20 Opsf on the botlom chord in all areas where a rectangle 3 6-0 tall by 1 -0-0 wide will fit between the bottom chord and any other members 8) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 229 Ib uplift at joint 4 and 229 Ib uplift al joint 3 9) This Iruss has been designed for a tolal drag load of 250 pit Connect truss to resist drag loads along bottom chord from 0 0-0 to 2-4-8 for 250 0 plf LOAD CASE(S) Standard Job J7 2876 Truss BP2D Truss Type SPECIAL Qly 1 i Yuma Truss Co Yuma AZ B5365 CHEVRON Job Reference (optional) 3 6 500 s Mar 8 2007 MiTek Industries Inc Tue Sep 25 16 51 00 2007 Page 1 1 5 4 |. 1 6-4 1 6-4 1 6-4 LOADING (psf) SPACING 200 CSI TCLL 16 0 Plates Increase 1 25 TC TCDL 140 Lumber Increase 125 BC BCLL 0 0 Rep Stress Incr YES WB BCDL 100 Code UBC97/TPI2002 (Matro LUMBER TOP CHORD 2 X 4 HF No 1&Btr BOT CHORD 2 X 4 HF No 1&Btr WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 4=49/1-6-4 3-49/1 6-4 MaxHorz4=80(LC7) Max Uplift4= 222(LC 9) 3= 222(LC 10) Max Grav4=260(LC 8) 3=260(LC 7) FORCES (Ib) Maximum Compression/Maximum Tension DEFL in 0 07 Vert(LL) n/a 0 03 Vert(TL) n/a 012 Horz(TL) 000 ) BRACING TOP CHORD BOT CHORD (loc) l/defl L/d n/a 999 n/a 999 3 n/a n/a PLATES GRIPMT20 185/148 Weight 6lb Sheathed or 1 6-4 oc purlins except end verticals Rigid ceiling directly applied or 6-0-0 oc bracing 1-4= 248/229 1 2= 277/277 2 3= 37/18 BOT CHORD 3-4= 269/269 WEBS 1 3= 373/373 NOTES 1) This truss has been checked for uniform roof live load only excepi as noted 2) Wind ASCE798 90mph h=25fl TCDL=60psf BCDL=6 Opsf Category II Exp C enclosed MWFRS gable end zone Lumber DOL=1 33 plate gnp DOL=1 33 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection 6) Gable requires continuous bottom chord beanng 7) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 360 tall by 1-0-0 wide will fit between the bottom chord and any other members 8) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 222 Ib uplift at joint 4 and 222 Ib uplift at joint 3 9) This truss has been designed for a total drag load of 250 plf Connect truss to resist drag loads along bottom chord from 0-0 0 to 1 2-8 for 3147 plf LOAD CASE(S) Standard [Job JJ72876 ""[Truss" BP2E 3 Truss Co Yuma AZ 85365 ; Truss Type SPECIAL 34 = 1 102 1 102 I Qty , Ply 1 65 CHEVRON Job Referenc )0 s Mar 8 2C 1 5 4 II e (optional) 07 MiTek Industries Inc Tue Sep 25 1 6 51 00 2007 Page 1 1 102 1 102 LOADING (psO TCLL 160 TCDL 14 0 BCLL 0 0 BCDL 100 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/TPI2002 CSI TC 007 BC 004 WB 014 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) n/a n/a 999 Vert(TL) n/a n/a 999 Horz(TL) 000 3 n/a n/a PLATES GRIP MT20 185/148 Weight 7lb LUMBER BRACING TOP CHORD 2 X 4 HF No 1&Btr TOP CHORD Sheathed or 1 10 2 oc purlins except end verticals BOT CHORD 2 X 4 HF No 1SBtr BOT CHORD Rigid ceiling directly applied or 6 0-0 oc bracing WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 4=62/1 102 3=62/1 102 Max Horz4=79(LC 7) Max UpWt4= 225(LC 9) 3= 225(LC 10) Max Grav4=273(LC 8) 3=273(LC 7) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1-4= 258/234 1 2= 349/349 2 3=-47/23 BOTCHORD 3-4=341/341 WEBS 1 3= 442/442 NOTES 1) This truss has been checked for uniform roof live load only except as noted 2) Wind ASCE798 90mph h=25ft TCDL=60psf BCDL=60psf Category II ExpC enclosed MWFRS gable end zone Lumber DOL=1 33 plate grip DOL=1 33 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection 6) Gable requires continuous bottom chord bearing 7) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3 6 0 tall by 1-0 0 wide will fit between the bottom chord and any other members 8) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 225 Ib uplift at joint 4 and 225 Ib uplift at joint 3 9) This truss has been designed for a total drag load of 250 plf Connect truss to resist drag loads along bottom chord from 0-0 0 to 1 6-6 for 301 1 plf LOAD CASE(S) Standard Job J7 2876 ^truss BP2F I "Yuma Truss Co Yuma AZ 85365 i Job Reference (optional) 2 6 500 s Mar 8 2007 MiTek Industries Inc TueSep251651 01 2007 Page 1 1 72 1 72 1 72 1 72 LOADING (psO TCLL 16 0 TCDL 14 0 BCLL 0 0 BCDL 100 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/TPI2002 CSI TC 010 BC 009 WB 0 13 (Matrix) DEFL in (loc) I/deft L/d Vert(LL) n/a n/a 999 Vert(TL) n/a n/a 999 HorzfTL) -000 2 n/a n/a PLATES GRIP MT20 185/148 Weight 6lb BRACING TOP CHORD Sheathed or 1 7 2 oc purlins except end verticals BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing LUMBER TOP CHORD 2 X 4 HF Stud BOT CHORD 2 X 4 HF Stud WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 4=52/1 7 2 2=39/1 7 2 3=13/1 7 2 MaxHorz4=79(LC7) Max Upllfl4= 222(LC 9) 2= 19(LC 3) 3= 203(LC 10) Max Grav4=263(LC 8) 2=39(LC 1) 3=224(LC 7) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1-4=250/23012=293/293 BOT CHORD 3-4= 285/285 WEBS 2 3=0/0 1 3= 388/388 NOTES 1) This truss has been checked for uniform roof live load only except as noted 2) Wind ASCE798 90mph h=25ft TCDL=60psf BCDL=6 Opsf Category II ExpC enclosed MWFRS gable end zone Lumber DOL=1 33 plate gnp DOL=1 33 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection 6} Gable requires continuous bottom chord beanng 7) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 360 tall by 1 0 0 wide will fit between the bottom chord and any other members 8) Beanng at joint(s) 2 considers parallel to gram value using ANSI/TP11 angle to grain formula Building designer should verify capacity of beanng surface 9) Provide mechanical connection (by others) of Iruss to beanng plate capable of withstanding 222 Ib uplift at joint 4 19 Ib uplift at joint 2 and 203 Ib uplift at joint 3 10) This truss has been designed for a total drag load of 250 plf Connect Iruss to resist drag loads along bottom chord from 0 0 0 to 1 3 6 for 311 0 plf LOAD CASE(S) Standard I J7 2876 Truss BP2G ~ Yuma Truss Co Yuma AZ 85365 ["City ' ""Ply I CHEVRON I Job Reference {optional) 6 500 s Mar'8 2007 MiTek Industries Inc tue Sep 25 16 51 01 2007 Page 1 23 1 23 Se ta 162J 1 23 1 23 LOADING (psO TCLL 160 TCDL 14 0 BCU 00 BCDL 100 SPACING 2 0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/TPI2002 CSI TC 007 BC 002 WB 0 10 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) n/a n/a 999 VertfTL) n/a n/a 999 Horz(TL) 000 3 n/a n/a PLATES GRIP MT20 185/148 Weight 5lb BRACING TOP CHORD Shealhed or 1 2 3 oc purlins except end verticals BOT CHORD Rigid ceiling directly applied or 6-0 0 oc bracing LUMBER TOP CHORD 2 X 4 HF No 1&BU BOT CHORD 2 X 4 HF No 1&Btr WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 4=36/1 2 3 3=36/1 2 3 MaxHorz4=28(LC7) Max Uphft4= 219(LC 9) 3= 219(LC 10) Max Grav4=247(LC 8) 3=247(LC 7) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1-4= 238/224 1 2= 200/200 2 3= 27/13 BOT CHORD 3^1=198/198 WEBS 1 3= 307/307 NOTES 1) This truss has been checked for uniform roof live load only except as noted 2) Wind ASCE 7 98 90mph h=25ft TCDL=6 Opsf BCDL=6 Opsf Category II Exp C enclosed MWFRS gable end zone Lumber DOL=1 33 plate gnp DOL=1 33 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection 6) Gable requires continuous bottom chord beanng 7) This truss has been designed for a live load of 20 Opsf on the bottom chord m all areas where a rectangle 3 6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members 8) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 219 Ib uplift at icxnl 4 and 219 Ib uplift at joint 3 9) This truss has been designed for a total drag load of 250 plf Connect truss to resist drag loads along bottom chord from 0-0 0 to 1 0 10 for 281 0 plf LOAD CASE(S) Standard Job j Truss J72876 !BPA Yuma Truss Co Yuma AZ 85365 : Truss Type I SPECIAL "[City 28 CHEVRON Job Re/erence (optional) I 6 500 s Mar 8 2007 MiTek Industries Inc Tue Sep 25 16 51 02 2007 Page 17 a = 1 108 1 108 SCM 151J 1 108 1-108 Plate Offsets (X.Y) 12 Edge.O 1 121.14 Edge.O 1 121 LOADING (psf) TCUL 160 TCPL 14 0 BCU 0 0 BCDL 100 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/TPI2002 CSI TC 006 BC 005 WB 0 14 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) n/a n/a 999 Vert(TL) n/a n/a 999 Horz(TL) 000 3 n/a n/a PLATES MT20 GRIP 185/148 Weight 7 Ib BRACING TOP CHORD Sheathed or 1 108 oc purlins except end verticals BOT CHORD Rigid ceiling directly applied or 6-0 0 oc bracing LUMBER TOP CHORD 2 X 4 HF No 1&Btr BOT CHORD 2 X 4 HF No UBtr WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 4=63/1 10-8 3=63/1 10-8 MaxUplift4= 157(LC9) 3= 157(LC 10) Max Grav4=207(LC 8) 3=207(LC 7) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1^t= 191/167 1 2= 356/356 2 3=-48/23 BOT CHORD 3-4= 356/356 WEBS 1 3= 421/421 NOTES 1) This truss has been checked for uniform roof live load only except as noted 2) Wind ASCE798 90mph h=25ft TCDL=60psf BCDL=6 Opsf Category II ExpC enclosed MWFRS gable end zone Lumber DOL=1 33 plate gnp DOL=1 33 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 100 psf bottom chord live load nonconcurrent with any other live loads 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection 6) Gable requires continuous bottom chord bearing 7) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 360 tall by 1-0-0 wide will fit between the bottom chord and any other members 8) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 157 Ib uplift at joint 4 and 157 Ib uplift at joint 3 9) This truss has been designed for a total drag load of 250 plf Connect truss to resist drag loads along bottom chord from 0-0-0 to 1 10 8 for 250 0 plf LOAD CASE(S) Standard ; Truss Type BPB Qty : Ply CHEVRON SPECIAL Yuma Truss Co Yurna AZ 85365 Job Reference (optional) 6 500 s Mar 8 2007 MiTek Industries Inc Tue Sep 25 16 51 02 2007 Page 1 70 = 1 70 1 70 1 7-0 1-7-0 Plate Offsets (X Y) |2 Edge.O 1 121. |4 Edge 0 1 121 LOADING (psO TCLL 160 TCDL 14 0 BCLL 0 0 BCDL 100 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/TPI2002 CSI TC 005 BC 004 WB 011 (Malnx) DEFL in (loc) Weft ua Vert(LL) n/a n/a 999 Vert(TL) n/a n/a 999 Horz(TL) 000 3 n/a n/a PLATES MT20 GRIP 185/148 Weight 6lb BRACING TOP CHORD Sheathed or 1 7-0 oc purlins except end verticals BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing LUMBER TOP CHORD 2 X 4 HF No 1&Btr BOT CHORD 2 X 4 HF No 1&Btr WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 4=52/1 7 0 3=52/1 7-0 Max Uplift4= 155(LC 9) 3= 155(LC 10) MaxGrav4=195(LC8) 3=195(LC7) FORCES (Ib) Maximum Compression/Maximum Tension j TOP CHORD 1-4= 182/162 1 2= 291/291 2 3= 39/19 I BOT CHORD 3-4= 291/291 WEBS 1 3= 353/353 NOTES 1) This tnjss has been checked for uniform roof live load only except as noted 2) Wind ASCE798 90mph h=25ft TCDL=60psf BCDL=60psf Category II Exp C enclosed MWFRS gable end zone Lumber DOL=1 33 plate grip DOL=1 33 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 100 psf bottom chord live load nonconcurrent with any other live loads 5} This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection 6) Gable requires continuous bottom chord bearing 7) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3 6 0 tall by 1-0-0 wide will fit between the bottom chord and any other members 8) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 155 Ib uplift at joint 4 and 155 Ib uplift at joint 3 9) This truss has been designed for a total drag load of 250 plf Connect truss to resist drag loads along bottom chord from O-O-O to 1 7-0 for 250 0 plf LOAD CASE(S) Standard Job J7 2876 Truss BPC ~~T'russ Type SPECIAL Yuma Truss Co Yuma AZ 85365 Qty i Ply | CHEVRON [job Reference (optional) 6 500s Mar 8 2007 MiTek Industries Inc Tue Sep 25 16 51 03 2007 Page 1 097 097 097 097 LOADING (psOTCLL 16 0 TCDL 140 BCLL 0 0 BCDL 10 0 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/TPI2002 CSI TC 010 BC 004 WB 000 (Matnx) DEFL in (loc) l/defl L/d Vert(LL) n/a n/a 999 Vert(TL) n/a n/a 999 Horz(TL) 000 3 n/a n/a PLATES GRIP MT20 185/148 Weight 2 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No 1 SBtr TOP CHORD Sheathed or 0 9 7 oc purlins except end verticals BOT CHORD 2 X 4 HF No UBtr BOT CHORD Rigid ceiling directly applied or 10-0 0 oc bracing WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 4=20/0 9 7 3=20/0 9 7 Max Uplift4= 148(LC 9) 3= 148(LC 10) MaxGrav4=163(LC8) 3=163(LC 7) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1-4= 80/73 1 2= 64/62 2 3= 80/73 BOT CHORD 3-4= 62/64 NOTES 1) This truss has been checked for uniform roof live load only except as noted 2) Wind ASCE 7 98 90mph h=25ft TCDL=6 Opsf BCDL=6 Opsf Category II Exp C enclosed MWFRS gable end zone Lumber DOL=1 33 plate gnp DOL=1 33 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection 6) Gable requires continuous bottom chord bearing 7) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3 6-0 tall by 1 O-O wide will fit between the bottom chord and any other members 8) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 148 Ib uplift at joint 4 and 148 Ib uplift at joint 3 9) This truss has been designed for a total drag load of 250 plf Connect truss to resist drag loads along bottom chord from 0 O-O to 0 9 7 for 250 0 plf LOAD CASE(S) Standard Job J7 2876 Truss BPD Yuma Trjss Co Yuma AZ B5365 I Truss Type SPECIAL |Qty[Ply CHEVRON |4 I 1 J | I Job Reference (optional) SS'ou'sMar 82007MiTeklndusiries"lnc TueSep 25 16 51 "63 2007 Page 1 1 90 1 90 1 90 Plate Offsets (X Yl 12 Edge.O 1 121 14 Edge 0 1 121 LOADING (psO TCLL 160 TCDL 14 0 BCLL 0 0 BCOL 10 0 SPACING 2 0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/TPI2002 CSI TC 005 BC 005 WB 0 13 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) n/a n/a 999 Vert(TL) n/a n/a 999 Horz(TL) 000 3 n/a n/a PLATES GRIP MT20 185/148 Weight 6lb BRACING TOP CHORD Sheathed or 1 9 0 oc purlins except end verticals BOT CHORD Rigid ceiling directly applied or 6 0 0 oc bracing LUMBER TOP CHORD 2 X 4 HF No 1&Btr BOT CHORD 2 X 4 HF No 1&BIT WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 4=58/1 9 0 3=58/1 9 0 Max Uplift4= 156(LC 9) 3= 156(LC 10) Max Grav4=202(LC 8) 3=202(LC 7) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1-4= 187/165 1 2= 328/328 2 3=-44/22 BOT CHORD 3-4= 328/328 WEBS 1 3= 392/392 NOTES 1) This truss has been checked for uniform roof live load only except as noted 2) Wind ASCE79B 90mph h=25ft TCDL=6 Opsf BCDL=6 Opsf Category II ExpC enclosed MWFRS gable end zone Lumber DOL=1 33 plate gnp DOL=1 33 3) Provide adequate drainage lo prevent water ponding 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection 6) Gable requires continuous bottom chord bearing 7) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3 6 0 tall by 1-0 0 wide will fit between the bottom chord and any other members 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 156 Ib uplift at pint 4 and 156 Ib uplift at joint 3 9) This truss has been designed for a total drag load of 250 pit Connect truss to resist drag loads along bottom chord from 0-0 0 to 1 9-0 for 250 0 pit LOAD CASE(S) Standard Truss BPE I Truss Type (SPECIAL ]Qty1Piy~ 6 \ Yuma Truss Co Yuma AZ 85365" CHEVRON " Job Reference (optionalj 6 500 s Mar 8 2007 MiTek Industries Inc Tue Sep 25 16 51 04 2007 Page 1 1 108 1 10-8 LOADING (psf) TCLL 160 TCDL 14 0 BCLL 0 0 BCDL 100 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/TPI2002 I!,* H 1 10-8 ,a= 1 1 10-8 CSI TC 012 BC 005 WB 017 (Matrix) DEFL in (loc) l/defl Ud Vert(LL) n/a n/a 999 VertfTL) n/a n/a 999 Horz(TL) 000 3 n/a n/a PLATES GRIP MT20 185/148 Weight 9lb 1 tIMRFR RRAriMR TOP CHORD 2 X 4 HF No 1SBtr TOP CHORD Sheathed or 1 10 8 oc purlins except end verticals BOT CHORD 2 X 4 HF No 1&Btr BOT CHORD Rigid ceiling directly applied or 6-0 0 oc bracing WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 4=63/1 10 8 3=63/1 10 8 Max Upllft4= 356(LC 9) 3= 356(LC 10) Max Grav4=406(LC 8) 3=406(LC 7) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1-4= 390/366 1 2= 356/356 2 3= 48/23 BOT CHORD 3-4= 356/356 WEBS 1 3= 523/523 NOTES 1) This truss has been checked for uniform roof live load only except as noted 2) Wind ASCE798 90mph h=25ft TCDL=6 Opsf BCDL=6 Opsf Category II Exp C enclosed MWFRS gable end zone Lumber DOL=1 33 plate gnp DOL=1 33 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5) This truss requires plate inspection per (he Tooth Count Method when this truss is chosen for quality assurance inspection 6) Gable requires continuous bottom chord beanng 7} This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3 6-0 tall by 1 0-0 wide wilt fit between the bottom chord and any other members 8) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 356 Ib uplift ai joint 4 and 356 Ib uplift at joint 3 9) This truss has been designed for a total drag load of 250 plf Connect truss to resist drag loads along bottom chord from 0 0-0 to 1 10 8 for 250 0 plf LOAD CASE(S) Standard [Job IJ72876 Truss BPF TrussType" SPECIAL iQty !Ply i Yuma Truss Co Yuma AZ 85365 6 500~s Mar 8 2007 MiTek Industries inc tue Sep 25 16 51 04 2007~>age 1 1 7-0 1 7-0 LOADING (psf) TCLL 16 0 TCDL 14 0 BCLL 0 0 BCDL 100 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/TPI2002 CSI TC 012 BC 004 WB 015 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) n/a n/a 999 Vert(TL) n/a n/a 999 Horz(TL) 000 3 n/a n/a PLATES GRIP MT20 185/148 Weigh) 8 Ib BRACING TOP CHORD Sheathed or 1 7-0 oc purlins except end verticals BOT CHORD Rigid ceiling directly applied or 6 0-0 oc bracing |LUMBER TOP CHORD 2 X 4 HF No 1&Btr BOT CHORD 2 X 4 HF No 18Btr WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 4=52/1 7 0 3=52/1 7 0 Max Upllft4= 354(LC 9) 3= 354(LC 10) Max Grav4=394(LC 8) 3=394(LC 7) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1-4=381/362 12=291/291 23=39/19 BOT CHORD 3 4= 291/291 WEBS 1 3= 471/471 NOTES 1) This truss has been checked for uniform roof live load only except as noted 2) Wind ASCE798 90mph h=25ft TCDL=6 Opsf BCDL=60psf Category II ExpC enclosed MWFRS gable end zone Lumber DOL=1 33 plate grip DOL=1 33 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection 6) Gable requires continuous bottom chord beanng 7) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3 6-0 tall by 1-0 0 wide will fit between the bottom chord and any other members 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 354 Ib uplift at joint 4 and 354 Ib uplift at joint 3 9) This truss has been designed for a total drag load of 250 plf Connect truss to resist drag loads along bottom chord from 0 0 0 to 1 7-0 for 250 0 plf LOAD CASE(S) Standard Job J7 2876 Truss BPP Truss Type SPECIAL Qty Ply 1 CHEVRON Yuma Truss Co Yuma AZ 85365 _U°bJle.ference (optional) 6 500s Mar 8 2007 MiTek Industries Inc TueSep25 16 51 052007 Page 1 ZJLL Seal V4 1 078 LOADING (psO TCLL 160 TCDL 14 0 BCLL 0 0 BCDL 100 SPACING 2 0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/TPI2002 CSI TC 045 BC 014 WB 000 (Matrix) DEFL in (loc) I/deft L/d Vert(LL) n/a n/a 999 Vert(TL) n/a n/a 999 Horz(TL) 000 3 n/a n/a PLATES GRIP MT20 185/148 Weight 9lb BRACING TOP CHORD Sheathed or 0 7 8 oc purlins except end verticals BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing LUMBER TOP CHORD 2 X 4 HF No 1&Btr BOT CHORD 2 X 4 HF No 1&Btr WEBS 2 X 4 HF Stud REACTIONS (Ib/sire) 4=13/078 3=13/078 Max Uplift4= 856(LC 9) 3= 856(LC 10) Max Grav4=866(LC 8) 3=866(LC 7) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1-4=351/346 1 2=-42/42 23=351/346 BOT CHORD 3-4= 42/42 NOTES 1) This truss has been checked for uniform roof live load only except as noted 2) Wind ASCE798 90mph h=25ft TCDL=60psf BCDL=60psf Category II ExpC enclosed MWFRS gable end zone Lumber DOL=1 33 plate gnp DOL=1 33 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection 6) Gable requires continuous bottom chord beanng 7) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3 6-0 tall by 1-O 0 wide will fit between the bottom chord and any other members 8) Provide mechanical connection (by others) ol truss to beanng plate capable of withstanding 856 Ib uplift at joint 4 and 856 Ib uplift at joint 3 9) This truss has been designed for a total drag load of 250 plf Connect truss to resist drag loads along bottom chord from 0-0-0 to 0 7 8 for 250 0 plf LOAD CASE(S) Standard Job " I truss"" J7 2876 ,J1 "YumaTrusVCo Yuma"AZ 85365" Ttruss Type IjACK "Qty !Ply | CHEVRON I Job Reference (optional) 6 500 s Mar 8 2007 MiTek Industries Inc Tue Sep 25 16 51 05 2007 Page 1 1 11 11 1 5-8 1 11 11 1 5-8 063 Plate Offsets (X Y) [501 12,0-1-41 LOADING (psO TCLL 160 TCDL 14 0 BCLL 0 0 BCDL 100 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/TPI2002 CSI TC 004 BC 004 WB 002 (Matnx) DEFL in (loc) l/defl L/d Vert(LL) 000 5 >999 480 Vert(TL) 000 5 >999 180 Horz(TL) -000 3 n/a n/a Wmd(LL) -000 5 >999 240 PLATES GRIP MT20 185/148 Weight 5lb BRACING TOP CHORD Shealhed or 1 11 11 oc purlins BOT CHORD Rigid ceiling directly applied or 10-0 0 oc bracing LUMBER TOP CHORD 2 X 4 HF No 1*Blr BOT CHORD 2 X 4 HF No 1&Btr WEBS 2 X 4 HF Stud REACTIONS (Ib/srze) 4= 18/Mechanical 5=168/0 5-8 3= 2/Mechanical MaxHorz5=40(LC5) Max Upllft4= 1fl(LC 1) 5= 13(LC 5) 3= 16(LC 5) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 2- 34/27 2 3= 20/0 BOT CHORD 1 5=0/40 4 5=0/0 WEBS 2 5= 103/39 NOTES 1) This truss has been checked for uniform roof live load only except as noted 2) Wind ASCE798 90mph h=25ft TCDL=6 Opsf BCDL=6 Opsf Category II ExpC enclosed MWFRS gable end zone Lumber DOL=1 33 plate gnp DOL=1 33 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) This truss requires plale inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection 5) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 360 tall by 1 0-0 wide will fit between the bottom chord and any other members 6) Refer to girder(s) for truss lo truss connections 7) Refer to girder(s) for truss to truss connections 8) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 18 Ib uplift at joint 4 13 Ib uplift at joint 5 and 16 Ib uplift at joint 3 LOAD CASE(S) Standard jJob J72876 Truss J1A j Truss Type IJACK }Qty.Ply : CHEVRON 4 1 Yuma Truss Co Yuma AZ 85365 I Job Reference (optional) " 6 500 s Mar 8 2007 MlTek Industries Inc Tue Sep 25 16 51 05 2007 PageT 1 11 11 1 11 11 1 58 1 11 11 1 58 063 Plate Offsets (X,Y) [50 1 12.0 1-4| LOADING (psO TCLL 160 I TCDL 14 0 BCLL 0 0 BCDL 100 _L SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97rrPI2002 CSI TC 001 BC 007 WB 001 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) 000 5 >999 480 Vert(TL) 000 5 >999 180 Horz(TL) 000 n/a n/a Wmd(LL) -000 5 >999 240 PLATES MT20 GRIP185/148 Weight 4 Ib BRACING TOP CHORD Sheathed or 1 11 11 oc purlins BOT CHORD Rigid ceiling directly applied or 10-0 0 oc bracing LUMBER TOP CHORD 2 X 4 HF No 1&Btr BOT CHORD 2 X 4 HF No 1&Btr WEBS 2 X 4 HF Stud REACTIONS (ID/size) 4=-41/Mechanical 5=158/0 5-8 MaxHorz5=31(LC5) Max Uplift4=-41(LC 1) 5= 17(LC 5) MaxGrav4=1(LC 5) 5=158(LC 1) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 2= 24/17 2 3= 7/0 BOT CHORD 1 5=0/31 4 5=0/0 WEBS 2 5= 53/35 NOTES 1) This truss has been checked for uniform roof live load only except as noted 2) Wind ASCE798 90mph h=25ft TCDL=60psf BCDL=6 Opsf Category II ExpC enclosed MWFRS gable end zone Lumber DOL=1 33 plate grip DOL=1 33 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection 5) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3 6 0 tall by 1 -0-0 wide will fit between the bottom chord and any other members 6) Refer to girder(s) for truss to truss connections 7) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 41 Ib uplift at joint 4 and 17 Ib uplifl at joint 5 LOAD CASE(S) Standard Truss Type JACK Yuma Truss Co Yuma" AZ 85365 Job Reference (optional) 6 500 s Mar 8 2007 MiTek Industries Inc Tue Sep 25 16 51 06 2007 Page 1 i 08 12 1 11 11 08 12 1 2 15 ^Plale Offsets (X Y) [203 8,0 1 81 LOADING (psf) TCLL 160 . TCDL 140 BCLL 00 I BCDL 100 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/TPI2002 CSI TC 005 BC 004 WB 002 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) -0 00 3 Wmd(LL) -0 00 5 in (loc) l/defl L/d 000 5 >999 480 000 5 >999 180 n/a n/a >999 240 PLATES GRIP MT20 185/148 Weight 5lb BRACING TOP CHORD Sheathed or 1 11 11 oc purlins BOT CHORD Rigid ceiling directly applied or 10-0 0 oc bracing [LUMBER TOP CHORD 2 X 4 HF No 1 &Btr BOT CHORD 2 X 4 HF No 1&Btr WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 4= 26/Mechanical 3= 13/Mechanical 5=187/05-8 MaxHorz5=35(LC5) Max Uplifi4= 26(LC 1) 3= 16(LC 2) 5= 21(LC 5) FORCES (Ib) Maximum Compression/Maximum Tension | TOP CHORD 1 2= 30/25 2 3= 22/0 BOT CHORD 1 5= 0/35 4 5=0/0 WEBS 25=113/40 NOTES 1) This truss has been checked for uniform roof live load only except as noted j 2) Wind ASCE798 90mph h=25ft TCDL=6 Opsf BCDL=6 Opsf Category II Exp C enclosed MWFRS gable end zone Lumber DOL=1 33 plate gnp DOL=1 33 I 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4} This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection 5) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3 6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members 6) Refer to girder(s) for truss to truss connections 7) Refer to girder(s) for truss to truss connections 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 26 Ib uplift at joint 4 16 Ib uplift at joint 3 and 21 Ib uplift at joint 5 LOAD CASE(S) Standard [JoD ;J7 2876 Truss J2 [Truss Type " JACK Yuma Truss Co Yuma AZ 85365 Qty " ^Ply CHEVRON Job Reference (optional) 6 500 s Mar 8 2007 MiTek Industries Inc Tue Sep 25 16 51 06 2007 "PageTl 3 11 11 I ^\ , 1 o-o HMM: jf^ 4 <J 3 3 11 11 1-0-0 0212 28-15 Plate Offsets (X.Y) [50-1 12.01-4] LOADING (psf) TCLL 16 0 TCDL 14 0 BCLL 0 0 BCDL 10 0 SPACING 200 CSI Plates Increase 1 25 TC Lumber Increase 1 25 BC Rep Stress Incr YES WB Code UBC97/TPI2002 (Mat LUMBER TOP CHORD 2 X 4 HF No 1&Btr BOT CHORD 2 X 4 HF No UBtr WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 3=70/Mechanical 4=25/Mechanical 5=209/0 5-8 MaxHorz5=74(LC5) Max Uplift3=-49(LC 5) 5= 22(LC 5) Max Grav3=70(LC 1) 4=47(LC 2) 5=209(LC 1) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 2= 76/34 2 3= 37/21 BOT CHORD 1 5= 0/74 4 5=0/0 WEBS 2 5= 161/89 NOTES 1) TDis truss has been checked for uniform roof live load only except as noted DEFL in (loc) Udefl Ud PLATES GRIP 0 07 Vert(LL) -0 00 45 >999 480 MT20 185/148 0 06 VertfTL) -0 01 45 >999 180 003 Horz(TL) 000 3 n/a n/a nx) Wmd(LL) 000 45 >999 240 Weight 10lb BRACING TOP CHORD Sheathed or 3 1 1 11 oc purlins BOT CHORD Rigid ceiling directly applied or 10 0 0 oc bracing 2) Wind ASCE7 98 90mph h=25ft TCDL=60psf BCDL=60psf Category II ExpC enclosed MWFRS gable end zone Lumber DOL=1 33 plate gnp OOL=1 33 3) This truss has been designed for a 10 0 ps1 bottom chord live load nonconcurrent with any other live loads 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection 5) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3 6 0 tall by 1 -0-0 wide will fit between the bottom chord and any other members 6) Refer to girder(s) for truss (o truss connections 7) Refer to girder(s) for truss to truss connections 8) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 49 Ib uplift at joint 3 and 22 Ib uplift at joint 5 LOAD CASE(S) Standard 6 500 s Mar 8 2007 MiTek Industries Inc Tue Sep 25 16 51 06 2007 Page 1 Scale 1 9 a) I Job Reference (oplional) 1 0-0 0212 2 1 12 073 Plate Offsets (X.Y) [203 12.0-4 11] LOADING (psf) TCLL 16 0 TCDL 140 BCLL 00 BCDL 10 0 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/TPI2002 CSI TC 002 BC 007 WB 001 (Matrix) DEFL in (loc) I/den L/d Vert(LL) 000 10 >999 480 VertfTL) 000 10 >999 180 Horz(TL) -000 6 n/a n/a Wmd(LL) 000 10 >999 240 PLATES MT20 GRIP 185/148 Weight 12 Ib BRACING TOP CHORD Sheathed or 3 11 11 oc purlins BOT CHORD Rigid ceiling directly applied or 10-00 oc bracing Except 6 OOoc bracing 1 10 LUMBER TOP CHORD 2 X 4 HF No 1&Btr BOT CHORD 2 X 4 HF Stud Except B12X4HFNo1&Btr WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 7=9/Mechanical 8=74/05-8 10=153/058 6=25/Mechanical MaxHorz8=60(LC5) Max Uplift7= 1(LC 5) 8= 27(LC 5) 6= 16(LC 5) MaxGrav7=12(LC2) 8=77(LC 2) 10=153(LC 1) 6=25(LC 1) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 2= 13/48 2 3= 7/0 4 5= 31/8 5-6= 10/8 BOT CHORD 1 10= 30/21 9 10=0/31 8 9=0/60 7 8=0/0 2 10= 61/29 4 9= 26/0 WEBS 5-8= 53/46 NOTES 1) This truss has been checked for uniform roof live load only except as noted 2) Wind ASCE 7 98 90mph h=25ft TCDL=6 Opsf BCDL=6 Opsf Category II Exp C enclosed MWFRS gable end zone Lumber DOL=1 33 plate gnp DOL=1 33 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection 5) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3 6-0 tall by 1 0-0 wide will fit between the bottom chord and any other members 6) Refer to girder(s) for truss to truss connections 7) Refer to girder(s) for truss to truss connections 8) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 1 Ib uplift at |omt 7 27 Ib uplift at joint 8 and 16 Ib uplift at joint 6 LOAD CASE(S) Standard [Job |j7 2876 I Truss J2B Truss Type JACK ':Qty~ "" ;Piy Yuma Truss Co Yuma AZ 85365 CHEVRON Job Reference (optional) 6 500 s Mar 8 2007 MrTek Industries Inc Tue Sep 25 16 51 07 2007 Page 1 31111 1 7 12 3 11 11 1 7 12 23 15 LOADING (psO TCLL 160 TCDL 14 0 BCLL 00 BCDL 100 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/TPI2002 CSI TC 011 BC 009 WB 003 (Matrix) DEFL in (loc) I/den L/d Vert(LL) 0 00 45 >999 480 VertfTL) 000 45 >999 180 Horz(TL) -001 3 n/a n/a Wind(LL) 000 5 >999 240 PLATES GRIP MT20 185/148 Weight 10 Ib BRACING TOP CHORD Sheathed or 3 11 11 oc purlins BOT CHORD Rigid ceiling directly applied or 10-0 0 oc bracing LUMBER TOP CHORD 2 X 4 HF No UBtr BOT CHORD 2 X 4 HF No l&Btr WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 3=34/Mechamcal 4= 2/Mechanical 5=272/0 5 8 MaxHorz5=74(LC5) Max Uplift3= 39(LC 5) 4= 2(LC 1) 5- 29(LC 5) Max Grav3=34(LC 1) 4=18(LC2) 5=272(LC 1) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 2=-66/41 2 3= 36/8 BOT CHORD 1 5= 0/74 4 5=0/0 WEBS 2 6= 181/78 NOTES 1) This truss has been checked for uniform roof live load only except as noted 2) Wind ASCE 7 98 90mph h=25ft TCDL=6 Opsf BCDL=6 Opsf Category II Exp C enclosed MWFRS gable end zone Lumber DOL=1 33 plate gnp DOL=1 33 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection 5) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3 6-0 tall by 1 -0-0 wide will fit between the bottom cnord and any other members 6) Refer to girder(s) for truss to truss connections 7) Refer to girder(s) for truss to truss connections 8) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 39 Ib uplift at joint 3 2 Ib uplift at joint 4 and 29 Ib uplift at joint 5 LOAD CASE(S) Standard "JTruss! IJ3 " Ygma Truss Co Yuma AZ 85365 IQty ply '" TCHEVRON ! Job Reference (oplional) 6 500 s Mar ¥2007 MiTek Industries Inc Tue Sep 25 16 51 07 2007 Page 1 5 11 11 1 0-0 5 11 11 1-0-0 0212 48 15 Plate Offsets (X.Y) [501 12,01-4] LOADING (psf) TCLL 16 0 TCDL 14 0 ECU 0 0 BCOL 10 0 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/TPI2002 CSI TC BC WB 024 017 005 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) -0 02 45 >999 480 Vert(TL) -006 45 >911 180 Horz(TL) 003 3 n/a n/a Wmd(LL) 0 02 45 >999 240 PLATES GRIP MT20 185/148 Weight 15lb BRACING TOP CHORD Sheathed or 5-11 11 oc purlins EOT CHORD Rigid ceiling directly applied or 10 0 0 oc bracing LUMBER TOP CHORD 2 X 4 HF No 1&Btr BOT CHORD 2 X 4 HF No 1&Btr WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 3=128/Mechanical 4=53/Mechanical 5=282/058 MaxHorz5=109(LC5) Max Upllft3= 81(LC 5) 5= 33(LC 5) MaxGrav3=128(LC 1) 4=89(LC 2) 5=282(LC 1) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 2- 131/51 2 3= 61/38 BOT CHORD 15=0/10945=0)0 WEBS 2 5= 257/167 NOTES 1) This truss has been checked for uniform roof live load only except as noted 2) Wind ASCE798 90mph h=25ft TCDL=60psf BCDL=60psf Category II Exp C enclosed MWFRS gable end zone Lumber DOL=1 33 plate gnp DOL=1 33 3) TTtts truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection 5) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3 6-0 tall by 1 -0 0 wide will fit between the bottom chord and any other members 6) Refer to girder(s) for truss to truss connections 7) Refer to girder(s) for truss to truss connections 8) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 81 Ib uplift at joint 3 and 33 Ib uplift at joint 5 LOAD CASE(S) Standard [Job JJ72876 Tfruss Type I JACK Qly | Ply [CHEVRON 4 I 1 Yuma Truss Co Yuma AZ 85365 : Job Reference (optional) 6 500 s Mar 8 2007 MiTek Industries Inc Tue Sep 25 16 51 07 2007 Page 1 5 11 11 soo fry . V'"" v^""\ 34= JX^ _fe 100 t 2 12 10-0 0 2 12 -P-u 1 5x4 II 2 11-0 1 8-4 ny <^f 1 5x4 II 3 1 12 5 11 11 02 12 29 15 M5A 7 Plate Offsets (X,Y) [100312,0411] LOADING (psOTCLL 160 TCDL 14 0 BCLL 0 0 BCDL 10 0 SPACING 2-0 0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/TPI2002 CSI TC 008 BC 015 WB 004 (Malnx) LUMBER TOP CHORD 2 X 4 HF No 1 SBtr BOT CHORD 2 X 4 HF Stud Except B1 2X4HFNo1SBtr WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 7=26/Mechanical 10=131/0 5-8 6=72/Mechanical 8=191/0 5-8 MaxHorz10=95(LC5) Max Uplrft6= 44(LC 5) 8= 76(LC 5) Max Grav7=48(LC 2) 10=131(LC 1) 6=72(LC 1) 8=191(LC 1) DEFL in (loc) l/defl L/d Vert(LL) -000 78 >999 480 Vert(TL) -001 78 >999 180 Horz(TL) -001 6 n/a n/a Wmd(LL) -000 9 >999 240 PLATES GRIP MT20 185/148 j Weight 17lb BRACING TOP CHORD Sheathed or 5-1 1 1 1 oc purlins BOT CHORD Rigid ceiling directly applied or 10-0 0 oc bracing Except 6 0 0 oc bracing 1 1 0 FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 2= 13/48 2 3= 7/0 4 5=-86/26 5-6= 38/21 BOT CHORD 1 10= 30/21 9 10=-65/0 8 9=0/0 7 8=0/0 2 10=-61/29 4 9= 68/14 WEBS 5-8= 165/134 NOTES 1) This truss has been checked for uniform roof live load only except as noted 2) Wind ASCE 7 98 90mph h=25ft TCDL=6 Opsf BCDL=6 Opsf Category II Exp C enclosed MWFRS gable end zone Lumber DOL=1 33 plate grip DOL=1 33 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection 5) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3 6-0 tall by 1 -0 0 wide will fit between the bottom chord and any other members 6) Refer to girder(s) for truss to truss connections 7) Refer to girder(s) for truss to truss connections 8) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 44 Ib uplift at joint 6 and 76 Ib uplift at joint 8 LOAD CASE(S) Standard Job IJ72876 1 j Truss J3B 'Truss Type JACK 1 Qly 6 Ply 1 CHEVRON Job Reference (optional) Yuma Truss Co Yuma AZ 85365 5 11 11 6 500 s Mar 8 2007 MlTek Industries Inc Tue Sep 25 16 51 08 2007 Page 1 | H l 1 7-12 51111 1 7 12 43-15 LOADING (psf) TCLL 16 0 TCDL 140 BCLL 0 0 BCDL 100 SPACING 2 0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/TPI2002 CSI TC 016 BC 012 WB 005 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) 0 01 45 >999 480 VertfTL) 0 03 45 >999 180 Horz(TL) -002 3 n/a n/a Wmd(LL) 001 45 >999 240 PLATES GRIP MT20 185/148 Weight !5lb BRACING TOP CHORD Sheathed or 5 11 11 oc purlins BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing LUMBER TOP CHORD 2 X 4 HF No 1&B(r BOT CHORD 2 X 4 HF No UBtr WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 3=102/Mechanical 4=35/Mechanical 5=327/058 MaxHorz5=109(LC5) Max Uphft3= 73(LC 5) 5= 38(LC 5) Max Grav3=102(LC 1) 4=69(LC 2) 5=327(LC 1) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 2= 109/48 2 3= 56/30 BOT CHORD 1 5=0/109 45=0/0 WEBS 25=248/130 NOTES 1) This truss has been checked for uniform roof live load only except as noted 2) Wind ASCE798 90mph h=25fl TCDL=60psf BCDL=6 Opsf Category II ExpC enclosed MWFRS gable end zone Lumber DOL=1 33 plate gnp DOL=1 33 3) This truss has been designed for a 100 psf bottom chord live load nonconcurrent with any other live loads 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection 5) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3 6-0 tall by 1 0-0 wide will fit between the bottom chord and any other members 6) Refer to girder(s) for truss to truss connections 7) Refer to girder(s) for truss to truss connections 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 73 Ib uplift at joint 3 and 38 Ib uplift at joint 5 LOAD CASE(S) Standard Qly" '"Ply" ; CHEVRON 2 ! 1 !I Job Reference (optional) 6 500 s Mar B 2007 MiTek Industries Inc Tue Sep 25 16 51 08 2007 Page 1 34 = 3 I 10-01 1 0-0 0 $8 6 II 212 2-12 4 1 5x4 II 71111 8 Q-0 [: 68 15 005 Plate Offsets (X Y) [501 1201-4] LOADING (psf) TCLL 16 0 TCDL 14 0 BCLL 0 0 BCDL 10 0 SPACING 200 Plates Increase 1 25 Lumber increase 1 25 Rep Stress Incr YES Code UBC97/TPI2002 CSI TC 048 BC 035 WB 009 (Matnx) DEFL in (loc) I/den L/d Vert(LL) 008 45 >981 480 VertfTL) 026 45 >308 180 Horz(TL) 008 3 nla nla Wmd(LL) 010 45 >844 240 PLATES GRIP MT20 185/148 Weight 23 Ib j LUMBER TOP CHORD 2 X 4 HF No 1&Btr BOT CHORD 2 X 4 HF No 1 &Btr WEBS 2 X 4 HF Stud BRACING TOP CHORD Sheathed or 6 0-0 oc purlins BOT CHORD Rigid ceiling directly applied or 10 0 0 oc bracing REACTIONS (Ib/size) 4=79/Mechamcal 5=357/0-5-8 3=183/Mechanical MaxHorz5=142(LC5) Max Upllft5= 43(LC 5) 3= 111(LC 5) MaxGrav4=128(LC2) 5=357(LC 1) 3=183(LC 1) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 2- 197/78 2 3=-85/55 BOT CHORD 1 5=0/142 4 5=0/0 WEBS 3 4=0/0 2 5= 372/266 NOTES 1) This truss has been checked for uniform roof live load only except as noted 2) Wind ASCE798 90mph h=25ft TCDL=6 Opsf BCDL=6 Opsf Category II ExpC enclosed MWFRS gable end zone Lumber DOL=1 33 plate gnp DOL=1 33 3) This truss has been designed for a 100 psf bottom chord live load nonconcurrent with any other live loads 4) This truss requires plate inspection per the Tooth Count Method when Ihis truss is chosen for quality assurance inspection 5) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3 6-0 tall by 1 0-0 wide will fit between the bottom chord and any other members 6) Refer to girder(s) for truss to truss connections 7) Refer to girder(s) for truss to truss connections 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 Ib uplift at joint 5 and 111 Ib uplift at joint 3 LOAD CASE(S) Standard Truss J41 Truss Type MONO TRUSS Yuma Truss Co "Vuma AZ 85365 Qly I Ply "TCHEVRON 6 500 s Mar 8 2007 MiTek Industries Inc Tue Sep 25 16 51 08 2007 Page 1 j 1 0-0 1 100 02 12 80-0 69-4 Plale Offsets (X Y) [601 LOADING (psO TCLL 160 TCDL 14 0 BCLL 0 0 BCDL 100 T SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/TPI2002 CSI TC 027 BC 034 WB 009 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) -008 5-6 >992 480 Vert(TL) -025 5-6 >324 180 Horz(TL) 000 n/a n/a Wmd(LL) 009 5-6 >888 240 PLATES GRIP MT20 185/148 Weight 26 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins EOT CHORD Rigid ceiling directly applied or 10-0 0 oc bracing LUMBER TOP CHORD 2 X 4 HF No 1&Btr BOT CHORD 2 X 4 HF No 1&Btr WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 5=409/Mechanical 6=337/0 5 8 MaxHorz6=174(LC5) Max Uplift5= 170(LC 5) 6= 17(LC 5) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 2= 247/81 2 S= 113/80 3-4=-49/0 BOT CHORD 1-6=0/174 5-6=0/0 WEBS 3 5= 334/187 2 6= 353/283 NOTES 1) This truss has been checked for uniform roof live load only except as noted 2) Wind ASCE798 90mph h=25ft TCDL=6 Opsf BCDL=6 Opsf Category II ExpC enclosed MWFRS gable end zone Lumber DOL=1 33 plate gnp DOL=1 33 3) This truss has been designed for a 100 psf bottom chord live load nonconcurrent with any other live loads 4) This truss requires ptate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection 5) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3 6 0 tall by 1 0-0 wide will fit between the boltom chord and any other members 6) Refer to girder(s) for truss to truss connections 7) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 170 Ib uplift at |omt 5 and 17 Ib uplift at joint 6 LOAD CASE(S) Standard Job J7 2876 Truss J41A | Truss Type I i MONO TRUSS Qty 2 I Piy i 1 CHEVRON Job Reference (optional) ; Yuma Truss Co Yuma AZ 85365 6 500 s Mar 8 2007 MiTek Industries inc Tue Sep 25 16 51 09 2007 Page l" 800 100 2 11-0 3-1 10-0 02 12 1 02 12 _JLP..:P_. 4 10-4 Plate Offsets (X. Y) 111 0 3 12,0 4 11J LOADING (psO TCLL 160 TCDL 14 0 BCLL 0 0 BCDL 10 0 SPACING 2 0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/TPI2002 CSI TC 023 BC 029 WB 008 (Matnx) DEFL in (loc) l/defl L/d Vert(LL) -0 02 89 >999 460 VertfTL) -004 89 >999 180 Horz(TL) -000 8 n/a n/a Wind(LL) -001 10 >999 240 PLATES GRIP MT20 185/148 Weight 28 Ib !LUMBER i TOP CHORD 2 X 4 HF No 1 SBlr ; BOT CHORD 2 X 4 HF Stud Except I B1 2X4HFNo1&Btr WEBS 2 X 4 HF Stud BRACING TOP CHORD Sheathed or 6-0 0 oc purlins BOT CHORD Rigid ceiling directly applied or 10 0 Ooc bracing Except 6 0 0 oc bracing 1 11 REACTIONS (Ib/Size) 8=324/MeChanical 11=97/05-8 9=282/058 MaxHorz11=160(LC5) Max Upllft8= 134(LC 5) 9= 112(LC 5) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 2= 13/48 2 3= 7/0 4 5= 183/40 5-6= 91/60 6 7= 49/0 BOT CHORD 1 11= 30/21 10 11= 130/0 9 10=0/0 8 9=0/0 2 11=-61/29 4 10= 163/52 WEBS 68=283/15459=236/227 NOTES 1) This truss has been checked for uniform roof live load only except as noted 2) Wind ASCE 7 98 90mph h=25ft TCDL=6 Opsf BCDL=6 Opsf Category II Exp C enclosed MWFRS gable end zone Lumber DOL=1 33 plate gnp DOL=1 33 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection 5) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3 6 0 tall by 1 0 0 wide will fit between the bottom chord and any other members 6) Refer to girder(s) for truss to truss connections j 7) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 134 Ib uplift at joint 8 and 112 Ib uplift at joint 9 LOAD CASE(S) Standard Job J7 2876 I Truss JJ4A f Yuma Truss Co Yuma AZ 85365 Truss Type MONO TRUSS Qly 2 "[CHEVRON" i Job Reference (optional) 6 500 s Mar 8 2007 MiTek Industries Inc Tue Sep 25 16 51 09 2007 Page 1 : 71111 800 7 11 11 005 1 5x4 I.1 , 1 0-0 1y2 211-0 10-0 0212 1 -JfLliL 02 12 7 11 11 4915 80-0 005 Plate Offsets (X.Y) [10 0 3 12 0-4 111 LOADING (psf) TCLL 160 TCDL 14 0 BCLL 00 BCDL 100 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/TPI2002 CSI TC 023 BC 022 WB 009 (Matnx) DEFL in (loc) l/defl L/d Vert(LL) 0 02 78 >999 480 Vert(TL) 004 78 >999 180 Horz(TL) -000 7 n/a n/a Wmd(LL) 001 78 >999 240 PLATES GRIP MT20 185/148 Weight 25 Ib BRACING TOP CHORD Sheathed or 6 0-0 oc purlins BOT CHORD Rigid ceiling directly applied or 10-0 Ooc bracing Except 6 0 0 oc bracing 1 10 LUMBER TOP CHORD 2 X 4 HF No 1&Btr BOT CHORD 2 X 4 HF Stud Except B1 2X4HFNo1&Btr WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 7=160/Mechanical 10=73/0 5-8 8=343/0 5-8 MaxHorz10=129(LC5) Max Uphft7= 52(LC 5) 8= 135(LC 5) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 2= 13/48 2 3= 7/0 4 5= 155/63 5-6= 66/34 BOT CHORD 1 10= 30/21 9 10= 98/0 8 9=0/0 7-8=0/0 2 10= 61/29 4 9= 166/111 WEBS 6 7= 117/72 5-8= 334/263 NOTES 1) This truss has been checked for uniform roof live load only except as noted 2) Wind ASCE798 90mph h=25ft TCDL=60psf BCDL=60psf Category II Exp C enclosed MWFRS gable end zone Lumber DOL=1 33 plate gnp DOL=1 33 3) This truss has been designed for a 100 psf bottom chord live load nonconcurrent with any other live loads 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection 5) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3 6-0 tall by 1 0-0 wide will fit between the bottom chord and any other members 6) Refer to girder{s) for truss to truss connections 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 Ib uplift at joint 7 and 135 Ib uplift at joint 8 LOAD CASE(S) Standard [Job J7 2876 Truss J5 s Type IJACK Yuma Truss Co Yuma AZ 85365 Qly j Ply ^CHEVRON [job Reference (optional) _ .5J.11 5711 6 500 s Mar 8 2007 MiTek Industries Inc Tue Sep 25 16 51 09 2007" Page 1 i 5 ate 1131 ^'^^1\^J 3x4 = ! 1 08 12 Hf o-1 •• i\ 3x6 II 1 3 12 4 5711 0812 07-0 4315 Plate Offsets (X.Y) |5 0-3-4 0 1 81 LOADING (psO TCLL 160 TCDL 14 0 BCLL 0 0 BCDL 100 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/TPI2002 CSI DEFL in (loc) I/dell L/d PLATES GRIP TC 024 Vert(LL) 002 45 >999 480 | MT20 185/148 ! BC 017 VertfTL) -006 45 >900 180 WB 006 Horz(TL) 002 3 n/a n/a (Matnx) Wmd(LL) 002 45 >999 240 Weight 14 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No 1&Btr TOP CHORD Sheathed or 5-7 11 oc purlins EOT CHORD 2 X 4 HF No 1 SBtr EOT CHORD Rigid ceiling directly applied or 10-0 0 oc bracing WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 3=128/Mechanical 4=55/Mechanical 5=254/058 MaxHorz5=103(LC5) Max Uplrft3= 78(LC 5) 5= 29(LC 5) MaxGrav3=128(LC 1) 4=89(LC2) 5=254(LC 1) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 2- 141/58 2 3= 59/38 BOT CHORD 1 5= 0/103 4 5=0/0 WEBS 2 5= 258/185 NOTES 1) This truss has been checked for uniform roof live load only except as noted 2) Wind ASCE798 90mph h=25ft TCDL=6 Opsf BCDL=6 Opsf Category II Exp C enclosed MWFRS gable end zone Lumber DOL=1 33 plate gnp DOL=1 33 3) This truss has been designed for a 100 psf bottom chord live load nonconcurrent with any other live loads 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection 5) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3 6-0 tall by 1 0-0 wide will fit between the bottom chord and any other members 6) Refer to girder(s) for truss to truss connections 7) Refer to girder(s) for truss to truss connections 8) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 78 Ib uplift at joint 3 and 29 Ib uplift at joint 5 LOAD CASE(S) Standard Job J7 2876 Truss J6 Yuma Truss Co Yuma AZ 85365 Qty TPiy j CHEVRON ' Job Reference (optional) 6 500 s Mar 8 2007 MiTek Industries Inc TueSep25 16 51 092007 PageTl 495 1 7 12 0 1 8 30 1 LOADING (psO TCLL 160 TCDL 14 0 BCLL 0 0 BCDL 100 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/TPI2002 CSI TC 013 BC 009 WB 004 (Matnx) DEFL in (loc) l/defl Ud Vert(LL) -0 00 45 >999 480 Vert(TL) -000 45 >999 180 Horz(TL) -001 3 n/a n/a Wind(LL) 0 00 45 >999 240 PLATES GRIP MT20 185/148 Weight 12lb BRACING TOP CHORD Sheathed or 4 9 5 oc purlins BOT CHORD Rigid ceiling directly applied or 10 0 0 oc bracing LUMBER TOP CHORD 2 X 4 HF No 1&Btr BOT CHORD 2 X 4 HF No 1&Blr WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 3=63/Mechanical 4=15/Mechanical 5=290/0 5 8 MaxHorz5=88(LC5) Max Upllft3= 53(LC 5) 5= 32(LC 5) Max Grav3=63(LC 1) 4=40(LC 2) 5=290(LC 1) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 2- 83/43 2 3= 43/18 BOT CHORD 1 5=0/88 4 5=0/0 WEBS 2 5= 204/97 NOTES 1) This truss has been checked for uniform roof live load only except as noted 2) Wind ASCE 7 98 90mph h=25ft TCDL=6 Opsf BCDL=6 Opsf Category II Exp C enclosed MWFRS gable end zone Lumber DOL=1 33 plate gnp DOL=1 33 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection5) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 360 tall by 1-0 0 wide will fit between Ihe bottom chord and any other members 6) Refer to girder(s) for truss to truss connections 7) Refer to girder(s) for truss to truss connections 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 Ib uplift at joint 3 and 32 Ib uplift at |oml 5 LOAD CASE(S) Standard 1 Job Truss Truss Type ^ ! J7 2876 J7A MONO TRUSS ftl 1 Yuma Truss Co Yurna AZ 85365 i 1 O) "\<^^ Qty Ply CHEVRON ! 10 1 | ; Job Reference (optional) 6 500 s Mar 8 2007 MiTek Industries Inc Tue Sep 25 15 45 47 2007 Page 1 403 7 11-4 403 3111 1 5x4 || 3 500 TT~ ^^-^^-rtf ^^^ ^^^ W1J^f ^^ 3x4 ^ ^^^^^ 2 ^^~^"^ ^^^ ' —YK2____TV — -—-^^t^^- Jmi ni rnLJ B1 LJx; 5 >< 3x4 ~ 1 5x4 || 4x4 = 0812 . 08 12 LOADING (psf) SPACING 2-8-0 TCLL 16 0 Plates Increase 1 25 TCDL 140 Lumber Increase 125 BCLL 00 Rep Stress Incr NO BCDL 100 Code UBC97/TPI2002 LUMBER TOP CHORD 2 X 4 HF No 1 &Btr BOT CHORD 2 X 4 HF No 1 &Btr WEBS 2 X 4 HF Stud 1 Ply REACTIONS (Ib/size) 4=295/0 5 8 5=524/1-4 8 MaxHorz 5=188(LC5) Max Uplift 4= 118(LC 5) 5= 62(LC 5) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 2= 213/43 2 3= 110/56 3-4= 194/120 BOT CHORD 1 5=-49/234 4 5= 237/234 WEBS 2-4= 236/240 2 5= 358/175 7 11-4 7-2-8 CSI DEFL in (loc) l/defl L/d PLATES GRIP TC 053 Vert(LL) 005 45 >999 480 MT20 185/148 BC 037 Vert(TL) -013 45 >535 180 WB 018 HorzfTL) -000 4 n/a n/a (Matrix) Wind(LL) 001 45 >999 240 Weight 30 Ib BRACING TOP CHORD 2-0 0 oc Blocking & sheeting BOT CHORD Rigid ceiling directly applied or 10 0-0 oc bracing JOINTS 1 Brace at Jt(s) 3 NOTES 1) This truss has been checked for uniform roof live load only except as noted 2) Wind ASCE 7 98 90mph h=25ft TCDL=6 Opsf BCDL=6 Opsf Category II Exp C enclosed MWFRS gable end zone Lumber > DOL=1 33 plate grip DOL=1 33 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection 5) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1 0-0 wide will fit between the bottom chord and any other members 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 1 8 Ib uplift at joint 4 and 62 Ib uplift at joint 5 7) Design assumes 4x2 (flat orientation) blocking at oc spacing indicated fastened to truss TC w/ 2 10d nails LOAD CASE(S) Standard [job """ " 1 Truss "" ] Truss Type J7 2876 ! J7 MONO TRUSS _ _. _Q___ .___.__ ^—^ . 54 ! 1 I | | | Job Reference (optional) Yuma Truss Co Yuma AZ 85365 6 500 s Mar 8 2007 MiTek Industries Inc Tue Sep 25 15 50 07 2007 Page 1 403 , 7 11-4 , 403 3 11 1 3x4 - 1 5x4 4x4 = 1 7-12 7-11-4 1 7-12 6-3-8 LOADING (psf) SPACING 2-8-0 TCLL 160 Plates Increase 125 TCDL 140 Lumber Increase 125 BCLL 00 Rep Stress Incr NO BCDL 100 Code UBC97/TPI2002 LUMBER TOP CHORD 2 X 4 HF No 1 &Btr BOT CHORD 2 X 4 HF No 1 &Btr WEBS 2 X 4 HF Stud 1 PlvI r Ijp REACTIONS (Ib/size) 4=295/0 5 8 5=524/0 5-8 MaxHorz 5=188(LC5) Max Uplift 4= 118(LC 5) 5=-62(LC 5) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 2= 213/43 2 3= 110/56 3-4= 194/120 BOT CHORD 1 5=-49/234 4 5= 237/234 WEBS 2-4=236/240 2 5=-358/1 75 NOTES CSI DEFL in (loc) l/defl L/d PLATES GRIP TC 053 Vert(LL) 005 45 >999 480 MT20 185/148 BC 037 VertfTL) 013 45 >535 180 WB 018 HorzfTL) -0 00 4 n/a n/a (Matrix) Wmd(LL) 0 01 45 >999 240 Weight 30 Ib BRACING TOP CHORD 2 0-0 oc Blocking & sheeting BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing JOINTS 1 Brace at Jt(s) 3 1) This truss has been checked for uniform roof live load only except as noted 2) Wind ASCE 7 98 90mph h=25ft TCDL=6 Opsf BCDL=6 Opsf Category II Exp C enclosed MWFRS gable end zone Lumber , DOL=1 33 plate gnp DOL=1 33 3) This truss has been designed for a 100 psf bottom chord live load nonconcurrent with any other live loads 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection 5) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 100 wide will fit between the bottom chord and any other members 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 1 8 Ib uplift at joint 4 and 62 Ib uplift at joint 5 7) Design assumes 4x2 (flat orientation) blocking at oc spacing indicated fastened to truss TC w/ 2 10d nails LOAD CASE(S) Standard /|3R|\ Job J7 2876 Yuma Truss Co Y 1 Truss JJGR uma AZ 85365 1 Truss Type MONO TRUSS Qty . Ply CHEVRON 2 ; 1 ' Uob Reference (optional) 6 500s Mar 8 2007 MiTek Industries Inc TueSep251651 102007 Page 1 3 11 14 7511 34 ="XT ^^ 10 0 7 B 1 43 600 11 3-0 1548 1 4 3 438 530 4 1 8 Plate Offsets (X.Y) [9 0 3 8 0 1 81 LOADING (psf) TCLL 160 TCDL 14 0 BCLL 0 0 BCDL 100 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/TPI2002 CSI TC 028 BC 052 WB 050 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) 002 89 >999 480 VertfTL) -007 89 >999 180 Horz(TL) -001 5 n/a n/a Wmd(LL) 003 89 >999 240 PLATES GRIP MT20 185/144 Weight 50 Ib LUMBER BRACING ! TOP CHORD 2X4 HFNoUBtr TOP CHORD Sheathed or 6 0-0 oc purlins except end verticals j BOT CHORD 2X6 SPF 1650F 1 5E BOT CHORD Rigid ceiling directly applied or 10-0 0 oc bracing : WEBS 2 X 4 HF Stud Except i W1 2X4HFNO 1&Btr REACTIONS (Ib/size) 5=93/Mechanical 7=1624/Mechanical 9=1319/0 8 8 MaxHorz9=190(LC3) Max Uphft5= 53(LC 3) 7=-424(LC 3) 9= 230(LC 3) FORCES (Ib) Maximum Compression/Maximum Tension TOPCHORD 1 2= 884/65 2 3= 895/107 3 4= 98/38 4 5=-46/19 4 7= 326/175 BOT CHORD 1 9= 47/825 9 10= 237/825 8 10= 237/825 7 8= 237/825 6 7=0/0 WEBS 3 7= 870/255 3 8= 17/287 2 9= 158/92 NOTES I 1) This truss has been checked for uniform roof live load only except as noted 2) Wind ASCE 7 98 90mph h=25ft TCDL=6 Opsf BCDL=6 Opsf Category II Exp C enclosed MWFRS gable end zone Lumber DOL=1 33 plate gnp DOL=1 33 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection 5) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3 6 0 tall by 1-0-0 wide wiU fit between the bottom chord and any other members 6) Refer to girder(s) for truss to truss connections 7) Refer to girder(s) for truss to truss connections 8) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 53 Ib uplift at joint 5 424 Ib uplift at joint 7 and 230 Ib uplift at joint 9 9) Girder carries hip end with 8 0-0 right side setback 1011 12 left side setback and B 0 0 end setback 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 952 Ib down and 196 Ib up at 330 and 952 Ib down and 196 Ib up at 11 3-0 on bottom chord The design/selection of such connection device(s) is the responsibility of others 11) In the LOAD CASE(S) section loads applied to the face of the truss are noted as front (F) or back (B) LOAD CASE(S) Standard 1) Regular Lumber Increased 25 Plate Increased 25 Uniform Loads (plf) Vert 1-4= 60 4 5= 60 1 6= 20 Concentrated Loads (Ib) Vert 7= 952(F) 10= 952(F) Job J7 2876 Truss JGR1 I Truss Type :MONOTf*USS Yuma Truss Co Yuma AZ 65365 CHEVRON Job Reference (optional) 60-0 60-0 6 500 s Mar 8 2007 MiTek Industries Inc TUB Sep 25 16 51 11 2007 Page 1 1JM._15_ | 5 1 15 35* fiT 1 5 10 293 60-0 11 1 15 1 5-10 0-4-4 0115 3213 5 1 15 LOADING (psO TCLL 16 0 TCDL 140 BCLL 0 0 BCDL 100 I SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/TPI2002 CSI TC 024 BC 021 WB 020 (Matrix) DEFL in (be) I/den L/d Vert(LL) -001 78 »999 480 Vert(TL) -0 04 78 >999 180 Horz(TL) 000 7 n/a n/a Wmd(LL) 002 78 >999 240 PLATES MT20 GRIP 185/144 Weighl 45 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins BOT CHORD Rigid ceiling directly applied or 10-0 0 oc bracing LUMBER TOP CHORD 2 X 4 HF No 1&Btr BOT CHORD 2X6 SPF 1650F 1 5E WEBS 2 X 4 HF Stud REACTIONS (Ib/Size) 7=347/07 12 10=391/0-89 9=218/088 MaxHorz10=139(LC3) Max Upllfl7= 137(LC 3) 10= 63(LC 3) 9= 107(LC 3) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 2= 375/61 2 11= 386/70 3 11= 362/79 3 12= 383/90 4 12= 341/82 4 13=-46/0 5-13= 34/27 5-6= 6/0 BOT CHORD 1 10=-49/351 10 14= 169/351 9 14= 169/351 9 15= 169/351 8 15= 169/351 8 16= 169/351 7 16= 169/351 WEBS 4 7= 375/181 2 10= 138/49 3 9= 81/9 4 8= 32/101 5 7= 145/88 NOTES 1) This truss has been checked for uniform roof live load only except as noted 2) Wind ASCE798 90mph h=25fl TCDL=60psf BCDL=6 Opsf Category II ExpC enclosed MWFRS gable end zone Lumber DOL=1 33 plate gnp DOL=1 33 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection 5) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3 6-0 tall by 1 0-0 wide will fit between the bottom chord and any other members 6) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 137 Ib uplift al joml 7 63 Ib uplift at joint 10 and 107 Ib uplift at joint 9 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 33 Ib up at 5-7 7 33 Ib up at 577 33 Ib up at 856 33 Ib up at 8 5-6 and 21 Ib down at 2 9 8 and 21 Ib down at 2 9 8 on lop chord and 40 Ib down and 45 Ib up at 2 11 0 40 Ib down and 45 Ib up at 2110 3 Ib down and 0 Ib up at 5-7 7 3 Ib down and 0 Ib up at 5-7 7 and 3 Ib down and 0 Ib up al 8 5-6 and 3 Ib down and 0 Ib up at 8 5-6 on bottom chord The design/selection of such connection device(s) is the responsibility of others 8) In the LOAD CASE(S) section loads applied to the face of the truss are noted as front (F) or back (B) LOAD CASE(S) Standard 1) Regular Lumber Increased 25 Plate Increased 25 Uniform Loads (plf) Vert 1-6=60 1 7=20 Concentrated Loads (Ib) Vert 12=1(F=1 B=1)13=1(F=1 8=1)14= 80(F= 40 B= 40) 15=1(F=0 B=0) 16=1(F=0 8=0) I Truss 'JGR2 Yuma Truss Co Yuma AZ 85365 : Truss type ! MONO TRUSS 4 1 9 City [Piy i CHEVRON I2 Job Reference (optional)6 500s Mar 8 2007 MiTek Industries Inc TueSep251651 122007 Page 1 868 . 4 1 9 44 15 102 05 14 02 12 3-42 35 10 Plate Offsets (X.Y) [1101 11,004] LOADING (psO TCLL 16 0 TCDL 140 BCLL 0 0 BCDL 100 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/TPI2002 CSI TC 029 BC 011 WB 008 (Matrix) DEFL in (loc) I/den L/d Vert(LL) -0 01 89 >999 480 VertfTL) 002 89 >999 180 Horz(TL) 000 8 n/a n/a Wmd(LL) 001 9 >999 240 PLATES MT20 GRIP 185/144 Weight 36 Ib BRACINGTOP CHORD Sheathed or 6 0-0 oc purlins except end verticals BOT CHORD Rigid ceiling directly applied Of 10-0 0 oc bracing LUMBER TOP CHORD 2 X 4 HF No 1&Blr BOT CHORD 2 X 6 SPF 1650F 1 5E WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 8=281/05-4 11=240/064 10=194/069 MaxHorz11=139(LC5) Max Uplift8= 104(LC 5) 11= 8(LC 5) 10= 87(LC 5) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 2= 243/3 2 3= 259/20 3-4= 248/22 4 12= 88/5 5 12= 38/10 5-6= 3/0 5 8= 126/80 BOT CHORD 1 11=0/223 10 11= 111/223 9 10= 111/223 9 13= 111/223 8 13= 111/223 7 8=0/0 WEBS 4 8= 202/102 211= 100/55 3 10=-47/12 4 9= 70/94 NOTES 1) This truss has been checked for uniform roof live load only except as noted 2) Wind ASCE798 90mph h=25ft TCDL=60psf BCDL=6 Opsf Category II ExpC enclosed MWFRS gable end zone Lumber DOL=1 33 plate gnp DOL=1 33 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrenl with any other live loads 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection 5) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3 6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 Ib uplift at joint 8 B Ib uplift at joint 11 and 87 Ib uplift at joint 10 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 26 Ib down and 47 Ib up at 529 and 22 Ib up at 5-2 9 on top chord and 10 Ib down and 19 Ib up at 2213 and 20 Ib down at 5 2 9 and 2 Ib down at 5 2 9 on bottom chord The design/selection of such connection device(s) is the responsibility of others 8) In the LOAD CASE(S) section loads applied to the face of the truss are noted as front (F) or back (B) LOAD CASE(S) Standard 1) Regular Lumber Increase*! 25 Plate Increased 25 Uniform Loads (plf) Vert 1 5= 60 5 6= 28 1 7= 20 Concentrated Loads (Ib) Vert 10= 10(F) 12= 24(F=2 B= 26) 13= 14(F= 2 B= 12) [Job J7 2876 [Truss JGRA Truss Type MONO TRUSS Yuma Truss Co Yuma AZ 85365 , 3 11 14 3 11 14 Qty [Ply [CHEVRON ll _1 I Job Reference (optional) 600 1130 6 500 s Mar "8 2007 MiTek Industries Inc TueSep 251651 1~22007 Page! 15 48 . 202 530 4 1 8 3X4 ="X" X 14 12 3 4 \! p><cr X 10 98 1 43 4-4 10 60-0 11 3-0 154 15 143 04-4 282 1 7-6 530 4 1 15 Plate Offsets (X Y) [2 0 3 8 0 1 81 LOADING (psO TCLL 16 0 TCDL 140 BCLL 0 0 BCDL 100 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/TPI2002 CSI TC 025 BC 010 WB 0 10 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) -001 910 >999 480 VertfTL) -001 910 >999 180 Horz(TL) -000 7 n/a n/a Wmd(LL) 000 10 >999 240 PLATES GRIP MT20 185/144 Weight 53 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins except end verticals SOT CHORD Rigid ceiling directly applied or 10 0 0 oc bracing LUMBER TOP CHORD 2 X 4 HF NO 1 SBtr EOT CHORD 2 X 6 SPF 1650F 1 5E WEBS 2 X 4 HF Stud Except W1 2X4HFNo1&Btr REACTIONS (Ib/size) 9=437/Mechamcal 7=96/Mechanical 11=430/094 13=614/089 MaxHorz13=176(LC3) Max Uplift9= 194(LC 3) 7= 53(LC 3) 11= 32(LC 3) 13= 118(LC 3) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 2= 24/9 6 9= 317/177 3-4= 8/13 4 5= 180/0 5-6= 96/35 6 7= 45/20 BOT CHORD 1 13=-0/26 13 14= 150/0 12 14= 150/0 11 12= 150/0 10 11= 150/0 9 10= 117/176 8 9=0/0 WEBS 5 9= 177/125 4 11= 243/0 3 12= 38/23 2 13= 38/24 5-10= 126/57 4 10=0/230 NOTES 1) This truss has been checked for uniform roof live load only except as noted 2) Wind ASCE 7 98 90mph h=25ft TCDL=6 Opsf BCDL=6 Opsf Category II Exp C enclosed MWFRS gable end zone Lumber DOL=1 33 plate gnp DOL=1 333) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection 5) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3 6 0 tall by 1 -0-0 wide will fit between the bottom chord and any other members 6) Refer to girder(s) for truss to truss connections 7) Refer to girder(s) for truss to truss connections 8) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 194 Ib uplift at joint 9 53 Ib uplift ai joint 7 32 Ib uplift at joint 11 and 118 Ib uplift at joint 13 9) Girder carries hip end with 8 3-0 nght side setback 1110 left side setback and 830 end setback 10) Hanger(s) or other connection device's) shall be provided sufficient to support concentrated load(s) 173 Ib down and 36 Ib up at 3 0-0 and 173lb down and 36 Ib up at 1 11 0 on bottom chord The design/selection of such connection device(s) is the responsibility of others 11) In the LOAD CASE(S) section loads applied to the face of the truss are noted as front (F) or back (B) LOAD CASE(S) Standard 1) Regular Lumber Increases 25 Plate Increased 25 Uniform Loads (plf) Vert 1 2- 60 1 13= 20 12 13= 171(F= 151) 8 12= 20 3 6= 60 6 7= 60 Concentrated Loads (Ib) Vert 12= 173(F)13= 173(F)