Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
2741 GATEWAY RD; ; CB063381; Permit
10-15-2007 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No Building Inspection Request Line (760) 602-2725 CB063381 Job Address Permit Type Parcel No Valuation Occupancy Group Project Title Applicant FREDRICK REED P O BOX 456 RANCHO SANTA FE 92067 8583954511 2741 GATEWAY RD CBAD COMMIND Sub Type COMM 2131210200 Lot# 0 Status $41861000 Construction Type VN Applied Reference # Entered By BRESSI FUEL MART-3686 SF CONV Plan Approved STORE 1 233 CAR WASH 2 950 CANOPY 2066 SF RET WALL Issued Inspect Area Plan Check# Owner BRESSI RANCH FUEL MART LLC P O BOX 456 RANCHO SANTA FE CA 92067 ISSUED 11/29/2006 LSM 10/15/2007 10/15/2007 Building Permit Add I Building Permit Fee Plan Check Add I 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 I Pot Water Con Fee Reel Water Con Fee $1 529 08 Meter Size $0 00 Add'l Reel Water Con Fee $993 90 Meter Fee $300 00 SDCWA Fee $0 00 CFD Payoff Fee $8791 PFF (3105540) $1 474 40 PFF (4305540) $000 License Tax (3104193) $0 00 License Tax (4304193) $0 00 Traffic Impact Fee (3105541) $0 00 Traffic Impact Fee (4305541) $0 00 PLUMBING TOTAL $0 00 ELECTRICAL TOTAL $0 00 MECHANICAL TOTAL $1440500 Master Drainage Fee D1 5 Sewer Fee $14200 Redev Parking Fee $0 00 Additional Fees HMP Fee TOTAL PERMIT FEES $000 $365 00 $12,93900 $2571668 $761870 $000 $000 $000 $70 890 00 $000 $273 00 $787 50 $6700 $000 $801900 $000 $537 00 $000 $14614517 Total Fees $14614517 Total Payments To Date $14614517 Balance Due $000 BUILDING PLANS _\Zl IN STORAGE ATTACHED Inspector FINAL APPROVAL Date ' £> " 'Clearance NOTICE Please take NOTICE th6t approval of your project includes the Imposition of fees dedications reservations or other exactions hereafter collectively referred to as fees/exactions You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them you must follow the protest procedures set forth in Government Code Section 66020(a) and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack review set aside void or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes nor planning zoning grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired \ - „ PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad CA 92008 PLAN CHECK NO EST VAL 44$ PlanCk Deposit Validated/By Date / fl PROJECT INFORMATION~~ Address (include Bldg/Suite #) Legal &u J ^ /koari ,i Business Narne (at this address) . -- ;^207U> Kress,' Ranch Hiil TotaL# of unitsDescription^ ' J ^. , Lot No Subdivision Name/Number . Unit No ,- , . Phase No TotaL#Iff of (uf \sbad TrtiCt CT tiO'0(*tt(KS\ KancJ^ in^he Cit &( far Is had frunh oJ .o Assessor s Parcel #2/3 121 0^Existing Use 2 CONTACT PERSON (if -different from applic .T,~Tnk.vp /~%eiraktiju.\fn ___ ~12wL Alt' S . Telephone #fy 25)2.5 _AP£L1CANT1 _fl Contractor Agent for Contractor __ T,6 ' D Agent for Owner !4 PROPERTY OWNER I Name Address City State/Zip Telephone # (Sec 7031 5 Business and Professions Code Any City 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 Contractors 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 penally of not more than five hundred dollars ($500]) TBD Name State License # Address License Class City State/Zip Citv Business License # Telephone # Address City State/Zip Telephone #Designer Name State License # (6 WORKERS^COJ«PENSAJION _ Workers Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations D I have 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 D I 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 Policy No •'_ Expiration Dale (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) D 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 Failure to secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars($100 000) in addition to the cost of compensation damages are provided for in Section 3706 of the Labor Code interest and attorney s fees SIGNATURED _ __ _ DATE •IT OWNER~BUILDER DECLARATION "' -' ' ' ' ' i I hereby affirm that I am exempt from the Contractor s License Law for the following reason D I as owner of the property or my employees with wages as their sole compensation will d the work and the structure is not intended or offered for sale (Sec 7044 Business and Professions Code The Contractors 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) M 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) - -- - _ _ _ - - - — . -- D 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 D YES D NO 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 / /onlractors 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) /> ^ A /•"• PROPERTY OWNER SIGNATURE . fS_DATE 1 )- PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad CA 92008 Page 2 of 2 Is the applicant or future building occupant required to submit a business plan acutely hazardous materials registration for or risk management and prevention program under Sections 25505 25533 or 25534 of the Presley Tanner Hazardous Substance Account Act? ^f YES D NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district7 tf YES D NO Is the facility to be constructed within 1 000 feet of the outer boundary of a school site7 D YES jS 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 faT C^J^TRUCTiON'LENBl'N'G'AGENCY'~~ ^~~~ "'" ~~~ "~ ' '~" ~'~ ".""""' I hereby affirm that there is a construction lending agency for the performance of the work for whichYhis permit is issued (Sec 3097(1 j Civil Code) LENDERS NAME ' VIJ LENDERS ADDRESS [S APPLICANT CERTIFICATION;. _ .__,..._ ;.'.. _ _ ,_. .._._. 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 JUDGEMENTS 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 of 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 not commenced within 180 days from the 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 commenced for a period of 180 days (Section 106 4 4 Uniform Building Code) APPLICANTS SIGNATURE ^f- fl / '/ M^t^&.f-—/ U/ £, / ^.i-><. DATE City of Carlsbad 1635 Faraday Ave Carlsbad CA 92008 760 602 2717 / 2718 / 2719 Fax 7606028558 Building Permit Application Plan Check No Est Value Plan Ck Deposit Date JOB ADDRESS ..Z-T^O Cs-rfi*/^ /}<w± CT/PROJECT t!LOTS PHASE ## OF UMTS * BEDROOMS SUITE#/SPACE#/UNIT# H BATHROOMS APN TENANT BUSINESS NAME CONSTR TYPE OCC GROUP DESCRIPTION OF WORK EXISTING USE PROPOSED USE GARAGE (SF) CONTACT NAME (If Different Fom Applicant) ADDRESS CITY STATE ZIP PHONE | FAX EMAIL PROPERTY OWNER NAME ADDRESS CITY STATE ZIP PHONE FAX EMAIL ARCH/DESIGNER NAME ft ADDRESS STATE LIC # PATIOS (SF) DECKS (SF) FIREPLACE AIR CONDITIONING FIRE SPRINKLERS YES n # NO D YES D NO D YES D NO D APPLICANT NAME ADDRESS CITY STATE ZIP PHONE FAX EMAIL CONTRACTOR BUS NAME ADDRESS CITY STATE ZIP ZF6 C/>~J&H O^ ^202-1 PHONE FAX EMAIL AL**A Srtl(AW$G_/A^7(r£^/7/', Cw\ STATE LIC # CLASS CITY BUS LIC # ^f^^^^l^^^^^^^^^*^^^^^(Sec 70315 Business and Professions Code Any City 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 s 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 Section 7031S by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500}) signed statement that he is' exemption Any violation of ! Workers Compensation Declaration / hereby affirm under penalty of perjury one of the following declarations O I have 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 IS I 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 workers compensation insurance carrier and policy number are Insurance Co ftAA^.SltAy Policy No pO^^'"51/^*'f;o3V<f ~0b Expiration Date "2^/Z&/08 This section need not be completed if the permit is for one hundred dollars ($100) or less C3 Certificate of Exemption I certify that m 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 Failure to secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100 000) in addition to the cost of compensation damages as rfr/vided for in Section 3706 of the Labor code interest and attorney s fees CONTRACTOR SIGNATURE DATE /Q/S"/Q"7 / hereby affirm thst I am exempt from Contractor s Ucense Law for the following reason O I as owner of the property or my employees wilh wages as their sole compensation will do the work and the structure is nol intended or offered for sale (Sec 7044 Business and Professions Code The Contractor s License Law does nol 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) Cl I as owner of the property am exclusively contracting with licensed contractors to construct the proiect (Sec 7044 Business and Professions Code The Contractors License Law does not apply to an owner of property who builds or improves thereon and contracts for such projects with contraclor(s) licensed pursuant to the Contractor s License Law) O 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 Cl Yes D No 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 / contractors license number) 4 I plan to provide portions of the work but I have hired the foltowing person to coordinate supervise and provide the major work (include name / address / phone / contractors license number) 5 I will provide some of the work bul I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work) .^PROPERTY OWNER SIGNATURE DATE 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 Acf O Yes D No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district' O Yes D No Is the facility to be constructed within 1 000 feel of the outer boundary of a school site7 O Yes D No IF ANY OF THE ANSWERS ARE YES EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec 3097 (i) Civil Code) | Lenders Name Lenders Address | I certify that I have read the application and state that the above information is correct and that the infonnatjon on the plans is accurate I agree to comply with all City ordinances and State laws relating to building construction ! Uiereby authonze representative 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 AnOSHApermitis required for excavations over 5 0 deep and demolition or construction of stnxtures over 3 stones 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 wo* authorized by such permit is not commenced within irm Building Code) >£$"APPLICANT S SIGNATURE DATE City of Carlsbad Final Building Inspectionm&M / !Dept Building Engineering Planning— CMWD Plan Check# Permit # Project Name Address Contact Person Sewer Dist Inspected By /4«0<<3ife Inspected By Inspected Bv Comments StLite Fire Date CB063381 Permit Type BRESSI FUEL MART-3686 SF CONV Sub Type STORE 1 233 CAR WASH 2 950 CANOPY 2066 SF RET 2741 GATEWAY RD Phone CA Water Dist CA • 1 1 1 UHtll Itll II II 1 1 1 Date ^(X^TflU^O Inspected lt-|t-^[w Date Inspected Date Inspected • Lot 0 5> Approved ^ Approved Approved * • 12/23/2008 COMMIND COMM i ti 1*1 i Disapproved Disapproved Disapproved WS^^^*SfSfK Pitu nf PnrlehnrivKr^" -^^3Bf *"1' *" waiiBiinii jpy'^g:^g<y 'HIK«l Final Building Inspectionwzzm Dept Building Engineering Planning CMWD St Lite Fire Plan Check # Date I Permit* CB063381 Permit Type Project Name BRESSI FUEL MART-3686 SF CONV Sub Type STORE 1 233 CAR WASH,2,950 CANOPY.2066 SF RET Address 2741 GATEWAY RD Lot 0 Contact Person Phone Sewer Dist CA Water Dist CA Inspected Date , . x? By L^$XT_ Inspected I^/Z*?/^^ Approved * Inspected Date By Inspected Approved Inspected Date By Inspected Approved Comments ^H " — v ~/*~~- -<i ^'C1?. 7 y^ DEC 2 3 2008 ~( \ ~] (~ ^ ; 1 fc 12)23/2008 ''. ' "'"(-NT COMMIND " COMM Disapproved Disapproved Disapproved jgfrrr^S uior 01 uansoao Final Building Inspection <7T\ Dept Building Engineering Planning CMWD St Lite ^rfreS/ Plan Check # Permit # Project Name Address Contact Person Sewer Dist Inspected Bv / Inspected Bv Inspected Bv Comments Date CB063381 Permit Type BRESSI FUEL MART-3686 SF CONV Sub Type STORE 1 233 CAR WASH 2 950 CANOPY 2066 SF RET 2741 GATEWAY RD Lot 0 BOBBY Phone 6199855000 CA Water Dist CA /) rf Date I is / '•?J H/l~ •— - Inspected <r 1^/6 t Approved ^/' t / / Date Inspected Approved Date Inspected Approved 05/12/2008 COMMIND COMM Disapproved Disapproved Disapproved Page 1 of 1 Christine Wauschek - Bressi Ranch Fuel Mart From "Michael Elliott" <mikeelhott2@cox net> To "Christer Westman" <cwest@ci carlsbad ca us>, "Janean Hawney" <Jhawn@ci carlsbad ca us>, "Christine Wauschek" <cwaus@ci carlsbad ca us>, "Meghan Jacobson" <mjaco@ci carlsbad ca us>, "Michele Masterson" <mmast@ci carlsbad ca us>, "Pete Dreibelbis" <pdrei@ci carlsbad ca us>, <jmdlandscape@sbcglobal net> Date 06/03/2008 3 32 PM Subject Bressi Ranch Fuel Mart Attachments 169 - Bressi Ranch Fuel Mart - Insp2 doc Bressi Ranch Fuel Mart Project Number CUP05-31 Drawing Number 445-7L 2741 Gateway Road - CB063381 Landscape inspection comments are attached Approved - Permit card was signed on June 3, 2008 file IIC \Documents and Settmgs\Cwaus\Local Settmgs\Temp\XPgrpwise\4845642AGW- 06/03/2008 Inspection List Permit* CB063381 Type COMMIND COMM Date Inspection Item 12/29/2008 89 06/09/2008 89 06/04/2008 89 05/12/2008 89 05/05/2008 14 05/05/2008 34 04/30/2008 34 04/22/2008 34 04/16/2008 11 04/15/2008 11 04/15/200892 03/27/2008 84 03/20/2008 84 03/18/200884 03/13/200831 03/05/2008 17 03/05/2008 18 02/27/2008 14 02/27/2008 17 02/27/2008 18 02/13/2008 17 02/13/200884 02/08/2008 14 01/30/2008 39 01/23/2008 13 01/23/2008 21 01/23/2008 24 01/18/200821 01/17/2008 13 01/17/2008 15 01/17/2008 17 01/17/2008 21 01/15/200822 01/14/200821 01/14/2008 22 01/14/2008 23 12/27/200721 12/27/200722 12/19/2007 62 12/19/200766 Final Combo Final Combo Final Combo Final Combo Frame/Steel/Bolting/Weldm Rough Electric Rough Electric Rough Electric Ftg/Foundation/Piers Ftg/Foundation/Piers Compliance Investigation Rough Combo Rough Combo Rough Combo Underground/Conduit-Wirm Interior Lath/Drywall Exterior Lath/Drywall Frame/Steel/Bolting/Weldm Interior Lath/Drywall Exterior Lath/Drywall Interior Lath/Drywall Rough Combo Frame/Steel/Bolting/Weldm Final Electrical Shear Panels/HD's Underground/Under Floor Rough/Topout Underground/Under Floor Shear Panels/HD's Roof/Reroof Interior Lath/Drywall Underground/Under Floor Sewer/Water Service Underground/Under Floor Sewer/Water Service Gas/Test/Repairs Underground/Under Floor Sewer/Water Service Steel/Bond Beam Grout Inspector Act PY PY PY PY PY PY PY RB PY PY PY PY PY PY PY PY PY PY PY PY PY PY PY PY PY PY PY JM PY PY PY PY PY RB RB RB RB RB PY PY Fl PA CO NR AP AP PA PA PA CO CO AP CO PA PA AP AP CO PA NR PA AP PA we PA we AP PA , AP NR we NR PA we PA we PA PA we PA BRESSI FUEL MART 3686 SF CONV STORE,1,233CARWASH,2,950 CANOPY, Comments all departmenats final NEED ROOF EQUIPMENT SCREENS - OK TO OCCUPY ROOF EQUIPMENT SCREEN ON OK TO MERCHANDISE canopy canopy OK ON TOP OF CANOPY T-BAR T-BAR CONDUIT ONLY SOFFIT @ COOLER WALK IN COOLER AREA OK TO INSULATE @ WALK IN COOLER ONLY TPPB OK TO COVER NEED TRUSS CALCS APPROVED 4' BLDG CLEANOUT & BLDG SEWER ONLY AT NW CORNER NEED TRUSS CALCS WATER COPPER FROM CAR WASH TO STORE AND COPPER IN STORE OK SEWER LINE ONLY - SEE JOB PLANS SEE PLNS FOR WATER SEE PLNS - MISSING CLEANOUT ALSO 3RD LIFT NEED SPECIAL INSPECTION Tuesday December 30 2008 Page 1 of 2 12/18/200762 Steel/Bond Beam PY WC 12/18/200766 Grout PY PA 12/12/200762 Steel/Bond Beam PY WC 12/12/200766 Grout PY PA 12/06/200711 Ftg/Foundation/Piers PY AP 12/05/200711 Ftg/Foundation/Piers PY NR 12/04/2007 31 Underground/Conduit-Wirm PY PA 11/28/200711 Ftg/Foundation/Piers PY AP 11/28/200712 Steel/Bond Beam PY WC 11/20/200711 Ftg/Foundation/Piers PY PA 11/20/200712 Steel/Bond Beam PY PA 11/19/200711 Ftg/Foundation/Piers PY PA 11/19/200714 Frame/Steel/Bolting/Weldm PY WC 11/14/200711 Ftg/Foundation/Piers PY AP 11/14/200714 Frame/Steel/Bolting/Weldm PY WC 11/07/200721 Underground/Under Floor PY AP 11/07/200731 Underground/Conduit-Wirm PY PA 11/06/200721 Underground/Under Floor PY AP 11/06/200731 Underground/Conduit-Wirm PY PA 11/05/200721 Underground/Under Floor PY NR 10/31/200711 Ftg/Foundation/Piers PY PA 10/31/200731 Underground/Conduit-Winn PY PA 10/29/200711 Ftg/Foundation/Piers PY PA 2ND LIFT - NEED SPECIAL INSPECTION 1ST LI FT AT CAR WASH SLAB @ CAR WASH CAR WASH CAR WASH OK WITH CHANGE FROM ENGINEER REGARDING DETAIL 5/S2 1 BLDG FTG CONDUIT ONLY CONDUITS OK TO COVER CANOPY FTGS OK TO POUR OK TO COVER CONDUIT NEED SOILS REPORT FOR CANOPY FTGS Tuesday December 30 2008 Page 2 of 2 City of Carlsbad Bldg Inspection Request For 06/09/2008 Permit# CB063381 Title BRESSI FUEL MART-3686 SF CONV Inspector Assignment PY Description STORE,1,233 CAR WASH,2,950 CANOPY,2066 SF RET WALL Type COMMIND Sub Type COMM Job Address 2741 GATEWAY RD Suite Lot 0 Location APPLICANT FREDRICK REED Owner Remarks EARLY AM C OF O Phone 6199855000 Inspector Total Time CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By BOBBY Entered By JANEAN Act Commen -fc;T Comments/Notices/Holds Date 06/04/2008 05/12/2008 05/05/2008 05/05/2008 04/30/2008 04/22/2008 04/16/2008 04/15/2008 04/15/2008 03/27/2008 03/20/2008 03/18/2008 Associated PCRs/CVs Original PC# PCR08007 ISSUED BRI-SSI RANCH FUEL MART DEFERRED TRUSS SUBMITTAL PCR08023 ISSUED BRESSI FUEL MART DEFERRED SUBMITFAL 456 SF TRELLIS W/STRUCTCAl.CUI.^ Inspection History Description Act Insp 89 Final Combo CO PY 89 Final Combo NR PY 14 Frame/Steel/Bolting/Weldmg 34 Rough Electric 34 Rough Electric OK ON TOP OF CANOPY34 Rough Electric 11 Ftg/Foundation/Piers 11 Ftg/Foundation/Piers 92 Compliance Investigation 84 Rough Combo 84 Rough Combo 84 Rough Combo Act CO NR AP AP PA PA PA CO CO AP CO PA PY PY PY RB PY PY PY PY PY PY Comments ROOF EQUIPMENT SCREEN ON OK TO MERCHANDISE canopy TBAR City of Carlsbad Bldg Inspection Request For 06/04/2008 Permit* CB063381 Title BRESSI FUEL MART-3686 SF CONV Inspector Assignment PY Description STORE.1,233 CAR WASH,2,950 CANOPY.2066 SF RET WALL Sub Type COMMType COMMIND Job Address 2741 GATEWAY RD Suite Lot 0 Location APPLICANT FREDRICK REED Owner Remarks Total Time Phone 6199855000 Inspector CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Act Comments RequesJecTBy BOBBY ALM ntered By CHRISTINE Comments/Notices/Holds Associated PCRs/CVs Original PC# PCR08007 ISSUED BRESSI RANCH FUEL MART DEFERRED TRUSS SUBMITTAL PCR08023 ISSUED BRCSSI FUEL MART DEFERRED SUBMITTAL 456 SF TRELLIS W/STRUCT CALCULI Inspection History Date Description Act 05/12/2008 89 Final Combo NR 05/05/2008 14 Frame/Steel/Boltmg/Weldmg AP 05/05/2008 34 Rough Electric AP 04/30/2008 34 Rough Electric PA 04/22/2008 34 Rough Electric PA 04/16/2008 11 Ftg/Foundation/Piers PA 04/15/2008 11 Ftg/Foundation/Piers CO 04/15/2008 92 Compliance Investigation CO 03/27/2008 84 Rough Combo AP 03/20/2008 84 Rough Combo CO 03/18/2008 84 Rough Combo PA 03/13/2008 31 Underground/Conduit Wiring PA Insp Comments PY OK TO MERCHANDISE PY canopy PY PY RB PY PY PY PY PY PY PY OK ON TOP OF CANOPY TBAR CONDUIT ONLY CITY OF CARLSBAD BUILDING DEPARTMENT DATE NOTICE LOCATION PERMIT NO f) Cg -* (760) 602-2700 1635 FARADAY AVENUE i AM /ft-t i—i FOR INSPECTION CALL (760) 602 2725 RE-INSPECTION FEE DUE'? L_i YES FOR FURTHER INFORMATION CONTACT PHONE BGJILDIN'G INSPECTOR CODE ENFORCEMENT.OFFICER © City of Carlsbad Bldg Inspection Request For 05/05/2008 Permit# CB063381 Title BRESSI FUEL MART-3686 SF CONV Inspector Assignment PY Description STORE,1,233 CAR WASH,2,950 CANOPY,2066 SF RET WALL Type COMMIND Sub Type COMM Job Address 2741 GATEWAY RD Suite Lot 0 Location Inspector APPLICANT FREDRICK REED Owner Remarks Phone 6199855000 Total Time Requested By BOBBY Entered By JANEAN CD Description 34 Rojgh Electnc Act Comment Comments/Notices/Holds Date 04/30/2008 04/22/2008 04/16/2008 04/15/2008 04/15/2008 03/27/2008 03/20/2008 03/18/2008 03/13/2008 03/05/2008 03/05/2008 02/27/2008 02/27/2008 02/27/2008 02/13/2008 02/13/2008 02/08/2008 01/30/2008 Associated PCRs/CVs Original PC# PCR08007 ISSUED BRESSI RANCH FUEL MART DEFERRED TRUSS SUBMITTAL PCR08023 ISSUED BRESSI FUEL MART DEFIlRRFiD SUBMITTAL-456 SF TRELLIS W/STRUCT CALCULI Inspection History Description 34 Rough Electric 34 Rough Electric 11 Ftg/Foundation/Piers 11 Ftg/Foundation/Piers 92 Compliance Investigation 84 Rough Combo 84 Rough Combo 84 Rough Combo 31 Underground/Conduit Wiring 17 Interior Lath/Drywall 18 Exterior Lath/Drywall 14 Frame/Steel/Bolting/Welding 17 Interior Lath/Drywall 18 Exterior Lath/Drywall 17 Interior Lath/Drywall 84 Rough Combo 14 Frame/Steel/Boltmg/Weiding 39 Final Electrical Act PA PA PA CO CO AP CO PA PA AP AP CO PA NR PA AP PA we Insp PY RB PY PY PY PY PY PY PY PY PY PY PY PY PY PY PY PY Comments OK ON TOP OF CANOPY T-BAR CONDUIT ONLY SOFFIT @ COOLER WALK IN COOLER AREA OK TO INSULATE @ WAL TPPB WALK IN COOLER ONLY CITY OF CARLSBAD .„"-> BUILDING DEPARTMENT DATE_ NOTJCE LOCATION.. PERMIT NO (760) 602-2700 1635 FARADAY AVENUE TIME FOR INSPECTION CALL,(760) 602-2725 RE INSPECTION FEE DUE1? '~L^J YES FOR INFORMATION, CONTACT. PHONE LDI ECTOR CODE ENFORCEMENT OFFICER ®y City of Carlsbad Bldg Inspection Request For 03/27/2008 Permit* CB063381 Title BRESSI FUEL MART-3686 SF CONV Inspector Assignment PY Description STORE,1,233 CAR WASH,2,950 CANOPY,2066 SF RET WALL Type COMMIND Sub Type COMM Job Address 2741 GATEWAY RD Suite Lot 0 Location Inspector APPLICANT FREDRICK REED Owner Remarks Phone 6199855000 Total Time Requested By BOBBY Entered By JANEAN CD Description Act Comments 14 Frame/Steel/Boltmg/Weldmg 24 Rough/Topout 34 Rough Electric 44 Rough/Ducts/Dampers Comments/Notices/Holds Associated PCRs/CVs Original PC# PCR08007 ISSUED HRI SSI RANCH I Ul I MART IJI I I RRI I) TRUSS SUHMII I Al PCR08023 PENDING HKI SSI I Ul I MAR I Dl I I RRI 0 SUHMITTAI -15h SI I Rl I I IS W/S'IRUC I CAI GUI /> Inspection History Date 03/20/2008 03/18/2008 03/13/2008 03/05/2008 03/05/2008 02/27/2008 02/27/2008 02/27/2008 02/13/2008 02/13/2008 02/08/2008 01/30/2008 Description 84 Rough Combo 84 Rough Combo 31 Underground/Conduit Wiring 17 Interior Lath/Drywall 18 Exterior Lath/Drywall 14 Frame/Steel/Boltmg/Welding 17 Interior Lath/Drywall 18 Exterior Lath/Drywall 17 Interior Lath/Drywall 84 Rough Combo 14 Frame/Steel/Boltmg/Welding 39 Final Electrical Act CO PA PA AP AP CO PA NR PA AP PA we Insp PY PY PY PY PY PY PY PY PY PY PY PY Comments T BAR CONDUIT ONLY SOFFIT ©COOLER WALK IN COOLER AREA OK TO INSULATE @ WALK IN COOLER ONLY TPPB CITY OF CARLSBAD BUILDING DEPARTMENT NOTICE (760) 602-2700 1635 FARADAY AVENUE LOCATION PERMIT NO dg^^clJ^^^^f - /<=^rt ' ^/ FOR INSPECTION CALL (760) 602 2725 RE INSPECTION FEE DUE? ! I YES FOR FURTHE/INFORMATION, CQNTACT PHONE CODE ENFORCEMENT OFFICER •"---. ,*-- fc © City of Carlsbad Bldg Inspection Request For 02/08/2008 Permit* CB063381 Inspector Assignment PY Title BRESSI FUEL MART-3686 SF CONV Description STORE.1,233 CAR WASH,2,950 CANOPY.2066 SF RET WALL Type COMMIND Sub Type COMM Phone 6199855000 Job Address 2741 GATEWAY RD Suite Lot 0 Location Inspector APPLICANT FREDRICK REED Owner Remarks PRE DRYWALL INSPECTION Total Time Requested By BOBBY ALM Entered By CHRISTINE CD Description Act Comments 14 Frame/Steel/Bolting/Welding 24 Rough/Topout 34 Rough Electric .44 Rough/Ducts/Dampers (7 Comments/Notices/Holds Associated PCRs/CVs Original PC# PCR08007 ISSUED BRCSSl RANCH FUCl. MART DEFERRED TRUSS SUBMITrAL Inspection History Date Description Act Insp Comments 01/30/2008 39 Final Electrical WC PY T P P B 01/23/2008 13 Shear Panels/HDs PA PY OK TO COVER NEED TRUSS CALCS APPROVED 01/23/2008 21 Underground/Under Floor WC PY 01/23/2008 24 Rough/Topout AP PY 01/18/2008 21 Underground/Under Floor PA JM 4 BLDG CLEANOUT & BLDG SEWER ONLY AT NW CORNER 01/17/2008 13 Shear Panels/HDs AP PY 01/17/2008 15 Roof/Reroof NR PY NEED TRUSS CALCS 01/17/2008 17 Interior Lath/Drywall WC PY 01/17/2008 21 Underground/Under Floor NR PY 01/15/2008 22 Sewer/Water Service PA PY WATER COPPER FROM CAR WASH TO STORE AND COPPER IN STORE OK 01/14/2008 21 Underground/Under Floor WC RB 01/14/2008 22 Sewer/Water Service PA RB SEWER LINE ONLY SEE JOB PLANS CITY OF CARLSBAD BUILDING DEPARTMENT DATE NOTICE LOCATION. PERMIT NO (760) 602-2700 1635 FARADAY AVENUE TIME i»*«U^^^ '••- sww^srssb^^ FOR INSPECTION CALL (760) 602 2725 RE INSPECTION FEE DUE'' . , YES FOR FURTHER INFORMATION CONTACT DING INSPECTOR CODE ENFORCEMENT OFFICER City of Carlsbad Bldg Inspection Request For 01/30/2008 Permit* CB063381 Title BRESSI FUEL MART-3686 SF CONV Inspector Assignment PY Description STORE.1,233 CAR WASH,2,950 CANOPY.2066 SF RET WALL Type COMMIND Sub Type COMM Job Address 2741 GATEWAY RD Suite Lot 0 Location Inspector APPLICANT FREDRICK REED Owner Remarks early am Phone 6199855000 Total Time CD Description 39 Final Electrical Requested By BOBBY ALM Entered By CHRISTINE Act Comments Comments/Notices/Holds Associated PGRs/CVs Original PC# PCR08007 PENDING BRESSI RANCH FUEL M Inspection History Date 01/23/2008t01/23/2008 01/23/2008 01/18/2008 01/17/2008 01/17/2008 01/17/2008 01/17/2008 01/15/2008 01/14/2008 01/14/2008 01/14/2008 12/27/2007 12/27/2007 12/19/2007 12/19/2007 12/18/2007 12/18/2007 Description 13 Shear Panels/HDs 21 Underground/Under Floo 24 Rough/Topout 21 Underground/Under Floe. 13 Shear Panels/HDs 15 Roof/Reroof 17 Interior Lath/Drywall 21 Underground/Under Floor 22 Sewer/Water Service 21 Underground/Under Floor 22 Sewer/Water Service 23 Gas/Test/Repairs 21 Underground/Under Floor 22 Sewer/Water Service 62 Steel/Bond Beam 66 Grout 62 Steel/Bond Beam 66 Grout Act PA we AP PA AP NR we NR PA we PA we PA PA we PA we PA lns| PY PY PY JM PY PY PY PY PY RB RB RB RB RB PY PY PY PY Comments OK TO COVER NEED TRUSS CALCS APPROVED 4 BLDG CLEANOUT & BLDG SEWER ONLY AT NW CORNER NEED TRUSS CALCS WATER COPPER FROM CAR WASH TO STORE AND COPPER IN STORE OK SEWER LINE ONLY SEE JOB PLANS SEE PLNS FOR WATER SEEPLNS MISSING CLEANOUT ALSO 3RD LIFT NEED SPECIAL INSPECTION 2ND LIFT NEED SPECIAL INSPECTION CITY OF CARLSBAD ELECTRIC AND GAS METER CLEARANCE INTER-DEPARTMENT ADDRESS S E O Service Equipment Only Reason, If Denied ELECTRIC METER GAS METER COMMERCIAL RESIDENCE NEW SERVICE RELOCATE TSPB TEMP P/P UP-GRADE TEST METER IRR PEDESTAL COMMERCIAL RESIDENCE TEST METER BuiIningJrispector Signature Called In By YES NO YES NO YES NO Dat Time Date Time Called In To City of Carlsbad Bldg Inspection Request For 12/27/2007 Permit* CB063381 Title BRESSI FUEL MART-3686 SF CONV Inspector Assignment PY Description STORE.1,233 CAR WASH,2,950 CANOPY.2066 SF RET WALL Sub Type COMMType COMMIND Job Address 2741 GATEWAY RD Suite Lot 0 Location APPLICANT FREDRICK REED Owner Remarks MID DAY 11 AM Phone 6199855000 Inspector Total Time CD Description 21 Underground/Under Floor Requested By BOBBY ALM Entered By KATHY Act Comments ifl Comments/Notices/Holds Associated PCRs/CVs Original PC# CommentsDate 12/19/2007 12/19/2007 12/18/2007 12/18/2007 12/12/2007 12/12/2007 12/06/2007 12/05/2007 12/04/2007 11/28/2007 11/28/2007 11/20/2007 11/20/2007 11/19/2007 11/19/2007 11/14/2007 11/14/2007 11/07/2007 11/07/2007 Inspection History Description 62 66 62 66 62 66 11 11 31 11 12 11 12 11 14 11 14 21 31 Steel/Bond Beam Grout Steel/Bond Beam Grout Steel/Bond Beam Grout Ftg/Foundation/Piers Ftg/Foundation/Piers Underground/Conduit Wiring Ftg/Foundation/Piers Steel/Bond Beam Ftg/Foundation/Piers Steel/Bond Beam Ftg/Foundation/Piers Frame/Steel/Bolting/Weldmg Ftg/Foundation/Piers Frame/Steel/Boltmg/Welding Underground/Under Floor Underground/Conduit-Wiring Act we PA we PA we PA AP NR PA AP we PA PA PA we AP we AP PA Insp PY PY PY PY PY PY PY PY PY PY PY PY PY PY PY PY PY PY PY 3RD LIFT NEED SPECIAL INSPECTION 2ND LIFT - NEED SPECIAL INSPECTION 1ST LIFT AT CAR WASH SLAB @ CAR WASH CAR WASH OK WITH CHANGE FROM ENGINEER REGARDING DETAIL 5/S2 1 BLDG FTG CONDUIT ONLY CITY OF CARLSBAD BUILDING DEPARTMENT NOTICE DATE /7\ ~ LOCATION PERMIT NO (760) 602-2700 1635 FARADAY AVENUE TIME ~r& FOR INSPECTION CALL (760) 602 2725 RE INSPECTION FEE DUE? LJ YES FOR FURTHER INFORMATION CONTACT . /^v^ / J^ PHONE CODE ENFORCEMENT OFFICER City of Carlsbad Bldg Inspection Request For 12/12/2007 Permit* CB063381 Title BRESSI FUEL MART-3686 SF CONV Inspector Assignment PY Description STORE.1,233 CAR WASH,2,950 CANOPY.2066 SF RET WALL Type COMMIND Sub Type COMM Job Address 2741 GATEWAY RD Suite Lot 0 Location Inspector APPLICANT FREDRICK REED Owner Remarks rAM-PL-EASE Phone 6199855000 Total Time CD Description 62 Steel/Bond Beam Requested By BOBBY ALM Entered By CHRISTINE Act r. Comments /Comments/Notices/Holds Associated PCRs/CVs Original PC# Inspection History Date 12/06/2007 12/05/2007 12/04/2007 11/28/2007 11/28/2007 11/20/2007 11/20/2007 11/19/2007 11/19/2007 11/14/2007 11/14/2007 11/07/2007 11/07/2007 11/06/2007 11/06/2007 11/05/2007 10/31/2007 10/31/2007 10/29/2007 Description 11 11 31 11 12 11 12 11 14 11 14 21 31 21 31 21 11 31 11 Ftg/Foundation/Piers Ftg/Foundation/Piers Underground/Conduit Wiring Ftg/Foundation/Piers Steel/Bond Beam Ftg/Foundation/Piers Steel/Bond Beam Ftg/Foundation/Piers Frame/Steel/Bolting/Welding Ftg/Foundation/Piers Frame/Steel/Boltmg/Welding Underground/Under Floor Underground/Conduit Wiring Underground/Under Floor Underground/Conduit-Wiring Underground/Under Floor Ftg/Foundation/Piers Underground/Conduit Wiring Ftg/Foundation/Piers Act AP NR PA AP we PA PA PA we AP we AP PA AP PA NR PA PA PA Insp PY PY PY PY PY PY PY PY PY PY PY PY PY PY PY PY PY PY PY Comments SLAB @ CAR WASH CAR WASH OK WITH CHANGE FROM ENGINEER REGARDING DETAIL 5/S2 1 BLDG FTG CONDUIT ONLY CONDUITS OK TO COVER CANOPY FTGS OK TO POUR OK TO COVER CONDUIT NEED SOILS REPORT FOR CANOPY FTGS CITY OF CARLSBAD BUILDING DEPARTMENT DATE NOTICE (760) 602-2700 1635 FARADAY AVENUE TIME LOCATION PERMIT NO FOR INSPECTION CALL (760) 602 2725 RE INSPECTION FEE DUE? L ..! YES FOR PG&THERINFQRMATION CONTACT PHONE lL-BUlL-DING INSPECTOR CODE ENFORCEMENT OFFICER City of Carlsbad Bldg Inspection Request For 11/14/2007 Permit* CB063381 Title BRESSI FUEL MART-3686 SF CONV Inspector Assignment PY Description STORE,1,233 CAR WASH,2,950 CANOPY.2066 SF RET WALL Sub Type COMMType COMMIND Job Address 2741 GATEWAY RD Suite Lot 0 Location OWNER BRESSI RANCH FUEL MART LLC Owner Remarks please as early as pos5ib,e Phone 6199855000 Inspector Total Time Requested By BOBBY Entered By CHRISTINE CD Description 11 Ftg/Foundation/Piers 14 Frame/Steel/Boltmg/Weldmcj Act Comments Comments/Motices/Holds Associated PCRs/CVs Original PC# Date 11/07/2007 11/07/2007 11/06/2007 1 1/06/2007 11/05/2007 10/31/2007 10/31/2007 10/29/2007 Inspection Hisiorv Description 21 31 21 31 21 11 31 11 Underground/Under Floor Underground/Conduit Wiring Underground/Under Floor Underground/Conduit Wiring Underground/Under Floor Ftg/Foundation/Piers Underground/Conduit Wiring Ftg/Foundation/Piers Act AP PA AP PA NR PA PA PA lns| PY PY PY PY PY PY PY PY Comments CONDUIT ONLY CONDUITS OK TO COVER CANOPY FTGS OK TO POUR OK TO COVER CONDUIT NEED SOILS REPORT FOR CANOPY FTGS C. W. La Monte Company Inc. 4350 Palm Avenue, Suite #25 La Mesa, CA 91941 Phone (619)462-9861 Fax (619)462-9859 DAILY REPORT OF GRADING OBSERVATION Job No Project- 8*004 Fogy. Technician-Date. Location Grading Contractor.Foreman Weather Equipment Working > /5»e/». Technician '/' Hours (signature) W, La Monte Company toe. Soil and Foundation Engineers 4350 PALM AVENUE, SUITE 25 • LA MESA, CALIFORNIA 91941 Phone (619)462-9861 • Fax (619)462-9859 November 28,2007 Job No 07 5398 Bressi Ranch Fuel Mart, LLC PO Box 456 Rancho Sante Fe, California 92067 SUBJECT: SOIL SPECIAL INSPECTION VERIFICATION Foundation Excavation Observation Proposed Bressi Ranch Fuel Mart Southeast Corner of El Fuerte Street and Gateway Road Bressi Ranch, Carlsbad, California REFERENCES: Leighton and Associates, Inc, Preliminary Geotechmcal Investigation, Bressi, Ranch, Carlsbad, California, project no 4971009- 002, dated July 29,1997 Leighton and Associates, Inc, Geotechmcal Update Evaluation, Proposed Bressi Ranch Fuel Mart, Southeast Corner of El Fuerte Street and Gateway Road, Bressi Ranch, Carlsbad, California, Project no 971009-002, dated March 28,2007 In accordance with your request and the request of the City of Carlsbad Building Inspection Department, we have observed the foundation excavation for the proposed carwash structure The footings were observed by our engineering personnel on November 28,2007 Based on our observations we offer the following conclusions • Soil conditions observed in the excavations are substantially in conformance with those assumed in the above referenced soils reports • Footing excavations extend to the proper depth and are embedded in suitable compacted fill material • Soil has been observed and visually classified for expansion characteristics The on-site foundation soils are considered to have an expansion index of less than 50 Recommendations for heaving soils are not required Job No 07 5398 November 28, 2007 Page No 2 If you have any questions after reviewing this report, please do not hesitate to contact our office This opportunity to be of professional service is sincerely appreciated Respectfully submitted, C W La Monte Company Inc Cliffor&W La Monte, R C E 25241 . W. La Monte Comoanv toe* Soil and Foundation Engineers P^jS^^^^B^B^^PJSB^SS^^SS^E^S^^^ 4350 PALM AVENUE, SUITE 25 • LA MESA, CALIFORNIA 91941 Phone (619)462-9861 • Fax (619)462-9859 October 30,2007 Job No 07 5398 Bressi Ranch Fuel Mart, LLC PO Box 456 Rancho Sante Fe, California 92067 SUBJECT: SOIL SPECIAL INSPECTION VERIFICATION Foundation Excavation Observation Proposed Bressi Ranch Fuel Mart Southeast Corner of El Fuerte Street and Gateway Road Bressi Ranch, Carlsbad, California REFERENCES: Leighton and Associates, Inc, Preliminary Geotechrucal Investigation, Bressi, Ranch, Carlsbad, California, project no 4971009- 002, dated July 29,1997 Leighton and Associates, Inc, Geotechracal Update Evaluation, Proposed Bressi Ranch Fuel Mart, Southeast Corner of El Fuerte Street and Gateway Road, Bressi Ranch, Carlsbad, California, Project no 971009-002, dated March 28,2007 In accordance with your request and the request of the City of Carlsbad Building Inspection Department, we have observed the foundation excavation for the proposed fueling station canopy Four isolated pad footings were observed by our engineering geologist on October 15, 2007 Based on our observations we offer the following conclusions • Soil conditions observed in the excavations are substantially in conf ormance with those assumed in the above referenced soils reports • Footing excavations extend to the proper depth and are embedded in suitable compacted fill material • Soil has been observed and visually classified for expansion characteristics The on-site foundation soils are considered to have an expansion index of less than 50 Recommendations for heaving soils are not required Job No 07 5398 October 30, 2007 Page No 2 If you have any questions after reviewing this report, please do not hesitate to contact our office This opportunity to be of professional service is sincerely appreciated Respectfully submitted, C W La Monte Company Inc LaMonte,RCE 25241 EsGil Corporation In Partnership with government for <Buiftfing Safety DATE March 13, 20O7 a APPLICANT JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 063381 SET III PROJECT ADDRESS 274O Gateway Road PROJECT NAME Fuel Mart The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes XI 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 Add single sheet (C4) to City set of rolled-up plans By Eric Jensen Enclosures Esgil Corporation D GA MB «EJ D PC 3/12/07 trnsmtldot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576 EsGil Corporation Jn Partnersfiip witfi government for (Bui (ding Safety DATE February 22, 2007 a APPLICANT JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 063381 SET III PROJECT ADDRESS 2740 Gateway Road PROJECT NAME Ret walls, Canopy, Car Wash & Store for Ranch Fuel Mart 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 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 ^ The applicant's copy of the check list has been sent to Barghausen Consulting 18215 72nd Ave S , Kent, WA 98032 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 Cacyl Knapp Telephone # (425)251-6222 Date contacted 2/W07(bv |£j) Fax # 8782 Mail —Telephone Fax ^ In Person REMARKS By Bert Domingo Enclosures Esgil Corporation D GA MB • EJ D PC 2/12/07 trnsmtldot 9320 Chesapeake Drive, Suite 208 *• San Diego, California 92123 *• (858)560-1468 + Fax (858) 560-1576 Carlsbad 063381 February 22, 2OO7 RECHECK PLAN CORRECTION LIST JURISDICTION Carlsbad PLAN CHECK NO O63381 PROJECT ADDRESS 274O Gateway Road SET III DATE PLAN RECEIVED BY DATE RECHECK COMPLETED ESGIL CORPORATION 2/12/07 February 22, 2007 REVIEWED BY Bert Domingo 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 Please make all corrections on the original tracings and submit new complete sets of prints to B 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 C 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 D 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 Carlsbad O63381 *' February 22, 2007 GENERAL 1 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 2 All sheets of the plans and the first sheet of the calculations are required to be signed by the California licensed architect or 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 THIS WILL BE CHECKED WHEN ALL THE ITEMS BELOW ARE MET ELECTRICAL, ENERGY, PLUMBING, and MECHANICAL CORRECTIONS PLAN REVIEWER Eric Jensen PLUMBING (2000 UNIFORM PLUMBING CODE) Same comments as previous plan check, no civil plans found as yet Applicant response was "Added" 1 The following items have not been plan checked The civil plans have been removed from this set and, according to the plan check responses are not part of this plan review • Additional cleanouts are required on the site plan, (C4), please add • Include a backflow prevention device for the car wash system on the plumbing plans Carlsbad O63381 February 22, 2OO7 • Please show the upstream sewer manhole rim and finished floor elevations 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 ) UPC 710 1 Note If you have any questions regarding this Electrical, Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen 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 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 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 list? Please indicate Q Yes a No 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 Bert Domingo at Esgil Corporation Thank you EsGil Corporation In (Partnership with government for <Buififing Safety DATE January 25, 2OO7 a APPLICANT JURISDICTION Carlsbad O~PEANREVIEWER a FILE PLAN CHECK NO 063381 SET II PROJECT ADDRESS 2740 Gateway Road PROJECT NAME Ret. walls, Canopy, Car Wash & Store for Ranch Fuel Mart 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 I I 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 Barghausen Consulting 18215 72nd Ave S , Kent, WA 98032 I | 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 CaryJ/Knapp Telephone # (425)251-6222 Date contacted //£(s/0*fi>y/j33) Fax # 8782 Mail Telephone Fax Y In Person REMARKS By Bert Domingo Enclosures Esgil Corporation D GA MB • EJ D PC 1/19/07 trnsmtldot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 *• (858)560-1468 + Fax (858) 560-1576 Carlsbad O63381 January 25, 2OO7 RECHECK PLAN CORRECTION LIST JURISDICTION Carlsbad PLAN CHECK NO 063381 PROJECT ADDRESS 2740 Gateway Road SET II DATE PLAN RECEIVED BY DATE RECHECK COMPLETED ESGIL CORPORATION 1/19/07 January 25, 20O7 REVIEWED BY Bert Domingo 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 Please make all corrections on the original tracings and submit new complete sets of prints to B 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 C 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 D 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? UYes QNo Carlsbad O6338111 January 25, 20O7 GENERAL 1 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 2 All sheets of the plans and the first sheet of the calculations are required to be signed bv the California licensed architect or 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 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 for approval prior to issuance of the building permit Please review Section 106 3 5 Please complete the attached form • ADDITION 5 PLEASE SHOW ON THE PLAN INDEX THE AS SHEETS Carlsbad 063381 'January 25, 2007 ELECTRICAL, ENERGY, PLUMBING, and MECHANICAL CORRECTIONS PLAN REVIEWER Eric Jensen PLUMBING (2000 UNIFORM PLUMBING CODE) 1 The following items have not been plan checked The civil plans have been removed from this set and, according to the plan check responses are not part of this plan review • Additional cleanouts are required on the site plan, (C4), please add • Include a backflow prevention device for the car wash system on the plumbing plans • Please show the upstream sewer manhole rim and finished floor elevations 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 ) UPC 710 1 ENERGY CONSERVATION 2 Provide plans, calculations and worksheets to show compliance with current energy standards The envelope and mechanical design has not been submitted as yet 3 A complete energy plan check will be preformed when completed and/or corrected energy design has been provided See above comment Note If you have any questions regarding this Electrical, Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen 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 Carlsbad O63381 "January 25, 2O07 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 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 list? Please indicate a Yes a No 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 Bert Domingo at Esgil Corporation Thank you Carlsbad O63381 January 25, 2OO7 City of Carlsbad Building Department BUILDING DEPARTMENT NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION Do Not Remove From Plans Plan Check No O63381 Job Address or Legal Description 274O Gateway Road Owner ESft£SS\ RftMGtA Address <? 0 SOX 4SG? RA)OC|-rO LUC. £*f\M-re pe, CA You are hereby notified that in addition to the inspection of 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 the City of Carlsbad Building Department prior 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 requirements for inspections by personnel of the City of Carlsbad building department 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 and approved The fina! inspection approval will not be given until all Special Inspection reports have been received and approved by the City of Carlsbad building department 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) 900 d 9A9T 099 898 dHOO TI9S3 TT TT AOOZ-9Z-NVP LOO d 1VI01 Carlsbad O63381 January 25, 2O07 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION- 27^ PLAN CHECK NUMBER OWNER'S NAME F&gpERj 'C/<- A' 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 mspector(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 3 5 for the construction project located at the site listed above Signed 1. List of work requiring special Inspection. Soils Compliance Prior to Foundation Inspection Q Field Welding _ Structural Concrete Over 2500 PSI Q High Strength Bolting Q Prestressed Concrete "^^Expanslon/Epoxy Anchors Structural Masonry D Sprayed-On Rreproofing Designer Specified - P\_VUJoOD> N/AULIJU6> D Other 2 Name(s) of individuals) or firm(s) responsible for the special inspections listed above- A LeiC'HTPM 4 /^s<2ociA.Te^, IMC t ®z><b-'2.c\fL-'&e)'£o) SAKJ B KT&U \wc c 3 Duties of the special inspectors for the work listed above* A. C Special inspectors shall check in with the City and present their credentials for approval prior JQ beginning work on the job site AOO d 9Z.9T 099 898 dHOD TIDS3 TT TT A002-92-NVP EsGii Corporation In Partners/tip witK. government for (Buidfing Safety DATE June 6, 2007 Q APPLICANT JURISDICTION Carlsbad crrotfTREViEWER a FILE PLAN CHECK NO 063381.REV SET I PROJECT ADDRESS 2740 Gateway Road PROJECT NAME Revision for Fuel Mart Per Trans 5/25/07 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 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 Bert Domingo Enclosures Esgil Corporation D GA MB EJ D PC 5/31/07 trnsmtldot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576 Carlsbad O63381 REV June 6, 2007 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad 063381.REV PREPARED BY Bert Domingo BUILDING ADDRESS 2740 Gateway Road PLAN CHECK NO DATE June 6, 2007 BUILDING OCCUPANCY TYPE OF CONSTRUCTION BUILDING PORTION Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) cb Valuation Multiplier By Ordinance Reg Mod VALUE ($) Plan Check Fee by Ordinance $300 00 Type of Review I I Repetitive FeeRepeats D Complete Review D Other r-n Hourly Structural Only 2 5 Hours * Esgil Plan Review Fee $240 00 Based on hourly rate Comments Sheet! of 1 macvalue doc EsGil Corporation In (Partnership with government for (Building Safety DATE December 13, 2006 a APPLICANT JURISDICTION Carlsbad / a PLAN REVIEWER a FILE PLAN CHECK NO 063381 SET I PROJECT ADDRESS 2740 Gateway Road PROJECT NAME Ret. walls, Canopy, Car Wash & Store for Ranch Fuel Mart 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 XI The applicant's copy of the check list has been sent to Barghausen Consulting 18215 72nd Ave S , Kent, WA 98032 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 Caryl Knapp (^ ^\) Telephone # (425) 251-6222 Date contacted i^fi5/°<* (by £~ ) Fax # 8782 Mail Telephone/ Fax*/ In Person REMARKS By Bert Domingo Enclosures Esgil Corporation D GA MB • EJ D PC 12/4/06 trnsmtldot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576 Carlsbad O63381 December 13, 20O6 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO 063381 JURISDICTION Carlsbad OCCUPANCY B/S3/M USE Carwash, Canopy, Retail TYPE OF CONSTRUCTION II N/V N ACTUAL AREA ALLOWABLE FLOOR AREA STORIES ONE HEIGHT SPRINKLERS'? NO OCCUPANT LOAD REMARKS DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION ESGIL CORPORATION 12/4/06 DATE INITIAL PLAN REVIEW PLAN REVIEWER Bert Domingo COMPLETED December 13, 2006 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 Carlsbad O63381 December 13, 2OO6 • GENERAL 1 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 2 All sheets of the plans and the first sheet of the calculations are required to be signed by the California licensed architect or 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 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 EXPANSION/EPOXY ANCHORS STRUCTURAL MASONRY 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 for approval prior to issuance of the building permit Please review Section 106 3 5 Please complete the attached form Carlsbad O63381 December 13, 20O6 5 On the cover sheet of the plans, specify any items that will have a deferred submittal (trusses, etc ) Additionally, provide the following note on the plans, per Sec 106 3 4 2 "Submittal documents for deferred submittal items shall be submitted to the architect or engineer of record, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official" • 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 " • FIRE PROTECTION 7 Projections, including eaves, may not extend more than 12 inches into the areas where openings are prohibited Section 503 2 1 8 The same projections, including eaves, shall be one-hour fire-resistive construction, heavy timber or of noncombustible material if they project into the 20' setback area from the property line Section 705 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) Please see the separation of the canopy and the carwash May need to show assume property line • INTERIOR WALL AND CEILING FINISHES 10 Provide a note on the plans or on the finish schedule, stating, "Wall and ceiling materials shall not exceed the flame spread classifications in UBC Table 8-B " • EXITS 11 Exits should have a minimum separation of one-half the maximum overall diagonal dimension of the building or area served Section 1004 2 4 Please see the retail 12 Note on the plans "All exits are to be openable from inside without the use of a key or special knowledge " In lieu of the above, in a Group B, F, M or S occupancies, you may note "Provide a sign on or near the exit door, reading THIS DOOR TO REMAIN UNLOCKED DURING BUSINESS HOURS " This signage is only allowed at the mam exit Section 1003 3 1 8 Carlsbad O63381 December 13, 20O6 • GLASS AND GLAZING 13 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 b) Individual fixed or operable panels, other than those locations described above, that meet all of the following conditions i) Exposed area of an individual pane is greater than 9 square feet, and n) Exposed bottom edge is less than 18 inches above the floor, and in) Exposed top edge is greater than 36 inches above the floor, and iv) One or more walking surfaces are within 36 inches horizontally of the plane of the glazing • ROOFS 14 Specify on the plans the following information for the roof materials, per Section 106 3 3 Please see the roof tiles a) Manufacturer's name b) Product name/number c) ICBO approval number, or equal • FOUNDATION 15 In Seismic Zone 4, each site shall be assigned a near-source factor Identify this value in the soils report and on the plans Section 1629 4 2 16 Provide notes on the foundation plan listing the soils report recommendations for foundation slab and building pad preparation 17 Note on the plans that hold down anchors must be tied in place prior to foundation inspection Section 108 5 2 18 Note on the plans that wood shall be 6 inches above finish grade Section 18061 19 Note on plans that surface water will dram away from building and show drainage pattern Section 1804 7 Carlsbad O63381 December 13, 2OO6 20 Show floor and roof connections to masonry or concrete walls, per Section 160523 a) Connections shall resist 200 pounds per lineal foot or the actual design load, whichever is greater (using Allowable Stress Design, otherwise, see Section 1612) b) Where wood diaphragms laterally support concrete or masonry walls, the aspect ratio of subdiaphragms are limited to 2Yz 1 Section 1633 294 c) In Seismic Zones 3 and 4, the value of ap in equation 32-2 shall be 1 5, per Section 163328 1 d) In Seismic Zone 4, the value of Fp used in Section 1632 2 shall not be less than 420 plf, per Section 1633 2 8 1 e) In Seismic Zones 3 and 4, diaphragm-to-wall anchorage using embedded straps shall have the straps attached to or hooked around the reinforcing steel or otherwise terminated so as to effectively transfer forces to the reinforcing steel Section 1605 2 3 f) In Seismic Zones 3 and 4, wood elements of the anchorage system shall have a minimum actual net thickness of 21/2 inches Section 1633 2 8 • STRUCTURAL 21 Note an A I T C Certificate of Compliance for glued laminated wood members shall be given to the building inspector prior to installation Section 2304 22 Show stud size and spacing Maximum allowable stud heights, bearing wall 2x4 and 2x6 max 10', non-bearing 2x4 max 14', 2x6 max 20' Table 23-IV-B 23 Please show how the required continuous chord along line 1 1 would be accomplished between lines D & E Please see the store 24 Please show the recommended rebar # 5 @ 48" O C for the carwash other than the jambs 25 Please submit calculations for the retaining walls Carlsbad O63381 December 13, 2OO6 ELECTRICAL, ENERGY, PLUMBING, and MECHANICAL CORRECTIONS PLAN REVIEWER Eric Jensen ELECTRICAL (2002 NATIONAL ELECTRICAL CODE) 1 Complete the single line diagram fault current description 2 Provide a description for the labeling of the service equipment Service Disconnecting Means of 5, etc 3 Mention is made of a solar photovoltaic design Provide the design or add to deferred items on the plan Title Sheet 4 The branch circuit conductor is undersized for the HVAC equipment 43 5 MCA, No 8 is only rated for 40 amperes (60 degree column) 5 Include the 300 ampere disconnect and the car wash distribution board on the floorplans Detail the clearances required at the electrical equipment 6 "THHN" is specified as the conductor of choice for the car wash system? I don't believe "THHN" is listed for use in a wet location PLUMBING (2000 UNIFORM PLUMBING CODE) 7 Additional cleanouts are required on the site plan, (C4), please add 8 Include a backflow prevention device for the car wash system on the plumbing plans 9 Please show the upstream sewer manhole rim and finished floor elevations 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 ) UPC 710 1 Carlsbad O63381 December 13, 2OO6 MECHANICAL (2000 UNIFORM MECHANICAL CODE) 10 Rainwater may not dram onto mechanical equipment The building design is such that the upper roof dumps on the roof mounted equipment ENERGY CONSERVATION 11 Provide plans, calculations and worksheets to show compliance with current energy standards 12 A complete energy plan check will be preformed when completed and/or corrected energy design has been provided Note If you have any questions regarding this Electrical, Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen 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 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 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 list? Please indicate Q Yes a No 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 Bert Domingo at Esgil Corporation Thank you Carlsbad 063381 December 13, 2O06 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PLAN CHECK NO O63381 PREPARED BY Bert Domingo DATE December 13, 2006 BUILDING ADDRESS 274O Gateway Road Car Wash BUILDING OCCUPANCY B TYPE OF CONSTRUCTION UN BUILDING PORTION Carwash Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) 1233 cb RIHn Pprmif FPP hu OrHmanrp ' ^ Valuation Multiplier / / / 6208 By Ordinance Reg Mod VALUE ($) 76,545 76,545 $449 01 Plan Check Fee by Ordinance Type of Review (2 Repetitive FeeRepeats Complete Review D Other ,—i Hourly D Structural Only Hour* Esgil Plan Review Fee $291 861 $251 45 Comments Sheet 1 of 4 macvalue doc Carlsbad 063381 December 13, 20O6 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PLAN CHECK NO O63381 PREPARED BY Bert Domingo DATE December 13, 2006 BUILDING ADDRESS 274O Gateway Road Canopy BUILDING OCCUPANCY S3 TYPE OF CONSTRUCTION UN BUILDING PORTION Gas Canopy Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) 2950 cb Rlria Pprmit FPP hv Orrtmanrp ^ Valuation Multiplier / / / 31 04 By Ordinance Reg Mod VALUE ($) 91,568 91,568 $506 76 Plan Check Fee by Ordinance Type of Review [2 Repetitive FeeRepeats Complete Review D Other ,—i Hourly D Structural Only Hour Esgil Plan Review Fee $329 39 $283 79 Comments Sheet 2 of 4 macvalue doc Carlsbad 063381 December 13, 2OO6 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PLAN CHECK NO O63381 PREPARED BY Bert Domingo BUILDING ADDRESS 2740 Gateway Road BUILDING OCCUPANCY M TYPE OF CONSTRUCTION VN DATE December 13, 2006 Retail BUILDING PORTION store Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) 3686 3686 cb Rlrla Permit FPP hv Ordinance V Valuation Multiplier / ' 5321 466 By Ordinance Reg Mod VALUE ($) 196,132 17,177 213,309 $897 68 Plan Check Fee by Ordinance Type of Review O Repetitive FeeRepeats Complete Review D Other |—i Hourly D Structural Only Hour Esgil Plan Review Fee Comments $583 49 $502 70 Sheet 3 of 4 macvalue doc Carlsbad 063381 December 13, 2OO6 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PLAN CHECK NO 063381 PREPARED BY Bert Domingo DATE December 13, 2OO6 BUILDING ADDRESS 2740 Gateway Road Ret/Wall BUILDING OCCUPANCY TYPE OF CONSTRUCTION VN BUILDING PORTION Ret/Wall Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) 2066 cb Valuation Multiplier / / /f. -W4 By Ordinance Reg Mod VALUE ($) T,-7}ttr3&&*i ~ 7fi 651 Bldg Permit Fee by Ordinance $281 911 Plan Check Fee by Ordinance Type of Review EH Repetitive FeeRepeats $18324 Complete Review Other r-| Hourly [ Structural Only Hour* Esgil Plan Review Fee $15787 Comments Sheet 4 of 4 macvalue doc C i t y olfCa rlsbad BUILDING PLANCHECK CHECKLIST DATE BUILDING ADriRES's PROJECT DESCRIPTION ASSESSOR'S PARCEL NUMBER PLANCHECK NO PJ[ 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 sefevthe^atfa'ched report of deficiencies marked witAS**'Make necessary corrections to plans or speqfieations for compliance with applicable codes and standards Submit corrected plans and/or specifications to this office for review Date Mi By ENGINEERING AUTHORIZATION^ >^N TcrissTjEBUiLDi FOR OFFICIAL USE ONLY BUILDING PERMIT Date ATTACHMENTS D Dedication Application D Dedication Checklist D Improvement Application D Improvement Checklist D Future Improvement Agreement D Grading Permit Application D Grading Submittal Checklist D Right-of-Way Permit Application [J 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 92OO817314 • (760) 602-2720 • FAX (76O) BUILDING PLANCHECK CHECKLIST rovicte a fully dimensioned site plan drawh4o scale Show B C North Arrow Existing & Proposed 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 A Site address B Assessor's Parcel Number C 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 BUILDING PLANCHECK CHECKLIST DISCRETIONARY APPROVAL COMPLIANCE Project does not co Protect No ply with the following Engineering Conditions of approval for Co n W (*A*^ aJlJ <^£ Jc f 4b All conditions are in compliance Date D DEDICATION REQUIREMENTS 5 Dedication for all street Rights-of-Way adjacent to the building site and any storm drain 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 V* 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 D D D 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 \BUILOING PLANCHECK CKLST FORM doc ., ST 2ND 3RD BUILDING PLANCHECK CHECKLIST 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 CD CD CD 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 Future public improvements required as follows CD O n 6c Enclosed please find your Neighborhood Improvement Agreement Please return agreement signed and notarized to the Engineering Department Neighborhood Improvement Agreement completed by Date Q [H 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 GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 15 16 010 of the Municipal Code d] Q [H 7a Inadequate information available on Site Plan to make a determination on grading requirements Include accurate grading quantities in cubic yards (cut, fill, import, xport and remedial) This information must be included on the plans *7b 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 Pig Inspector sign off by Date r raded Pad Certification required (Note Pad certification may be required even if a grading permit is not required ) F VBUILDING PLANCHECK CKLST FORM doc BUILDING PLANCHECK CHECKLIST RD ODD D D D 7d No Grading Permit required 7e If grading is-not required, write "No Grading" on plot plan MISCELLANEOUS PERMITS 7 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 drain, sewer and water utilities Right-of-Way permit required for NDUSTRIAL 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^-Gity Engineer prior to issuance of grading or building permit, whichever ~ccurs first D Required fees are attached 0 No fees required 'ATER METER REVIEW 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 FI ,ST -.NO ,RD D D ^2b 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 STA1+00 Install 2" service and 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 Rev 7/14/00 BUILDING PLANCHECK CHECKLIST ,ST ,ND ,RD 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 charged 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 . Additional Comments T^ivw^sA-e. F \BUILDING PLANCHECK CKLST FORM doc D ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET imate based on unconfirmed information from applicant Calculation based on building plancheck plan submittal Address Prepared by EDU CALCULATIONS List types and square footages for all uses Types of Use Gi/xs 'S^Arr/vy Sq Ft /Unitsj Types of Use \W»r loa-^" Sq Ft/Units iU's EDU's 1.05^ APT CALCULATIONS List types and square footages for all Types of Use CX»g ^focfi$cfr\ Sq Ft /Units / ^ Types of Use A/WV^r Sq Ft/Units ^fey/apffifife) ADT's IT'S FEES REQUIRED WITHIN CFD B^ES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee)DNO PARK-IN-LIEU FEE FEE/UNIT PARK AREA & # X NO UNITS =$. 2 TRAFFIC IMPACT FEE ADT's/UNITS Mte ~PFFEE/ADT ^W BRIDGE AND THOROUGHFARE FEE (DIST #1 DIST #2 ADT'S/UNITS 4 FACILITIES MANAGEMENT FEE UNIT/SOFT 3 X FEE/ADT ZONE / / X FEBSQ FT /UNIT . TO SEWER FEE EDU'S IiO^ BENEFIT AREA /7 EDU's . 05 FEE/EDU FEE/EDU SEWER LATERAL ($2,500) DRAINAGE FEES PLDA HIGH. X FEE/AC /LOW 8 POTABLE WATER FEES UNITS CODE CONNECTION FEE METER FEE SDCWA FEE t^QC\FE F \FEE CALCULATION WORKSHEET doc 1 of 2 Rev 7/14/00 OCT-11-2007 THU 03 17 PM ENGINSPECTION FAI 7604384178 P 001 PROJECT INSPECTOR CUP CITY OF CARLSBAD GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE A ( ./DATE./£>//// PROJECT ID .GRADING PERMIT NO OlOO} 5~ LOTS REQUESTED FOR RELEASE N/A = NOT APPLICABLE /Kx, /-A- Q = Incomplete or unacceptable y 1st Nr \; N. N» Si N/ ^ VJ^ N/ 2nd 1 2 3 4 5 6 7 3. 9 n 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 orbldg 8VS' x 1 1" site plan (attachment) showing requested lots submitted Compaction report from soils engineer submrtted (If soils report has been submrtted 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 wrthm 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 permit Issuance, Issuance of building permits is stB subject to ail normal Crty requirements required pursuant to the building permit process Partial release of the site is denied for the following reasons: ~ / project Inspector Date Jcrstruciion Vanager Dais ENCINA WASTEWATER AUTHORITY ENCINA WASTEWATER AUTHORITY A Public Agency 6200 Avemda Enemas Carlsbad, CA 92011 1095 Telephone (760) 438-3941 FAX (760) 438 3861 (Plant) September 24, 2007 (760) 431-7493 (Admm) Ref EC 07-0377 City of Carlsbad Attn Joanne M Juchiewicz Engineering Technician 1635 Faraday Avenue Carlsbad, California 92008 Dear Ms Jucrnewicz - This letter is in reference to the Bressi Ranch Fuel Mart LLC car wash facility, which will be located at 2741 Gateway Road in Carlsbad As this facility is still under construction, no wastewater discharge permit will be issued at this time The permit application has already been sent to Omar Vasques and is to be completed within the next 30 days Once the facility has finished construction, we will inspect the facility and if everything is in compliance, we will then issue a Best Management Plan (BMP) permit Please feel free to contact me if you have any questions Sincerely, r Lisa Urabe Industrial Waste Inspector Cc Fred Reed Bressi Ranch Fuel Mart, LLC PO Box 456 Rancho Santa Fe, Ca 92067 SERVING THE CITY OF VISTA CITY OF CARLSBAD BUENA SANITATION DISTRICT VALLECITOS WATER DISTRICT LEUCADIA COUNTY WATER DISTRICT AND CITY OF ENCINITAS Pruned on Recycled Pdper l\JO --S- S D PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No £&' Planner Christer Westman APN H*?~\1A Address Phone (760) 602-4614 Type of Project & Use Zoninq *&b\ General Plan DU/ACNet Project Density Facilities Management Zone \~J CFD/urmjut) # 1 Date of participation *b/\\jp t> Remaining net dev acres (. ru*4p rine ' T non-residentiaJ-developmenk-T-ype-of-land-used created~by— this permit £/yvw>*— ) Legend*X. Item Complete Environmental Review Required. YES DATE OF COMPLETION Item Incomplete - Needs your action _ NO _V_ TYPE Compliance with conditions of approval' If not, state conditions which require action Conditions of Approval D D Discretionary Action Required APPROVAL/RESO NO PROJECT NO YES NO TYPE \oLe> OTHER RELATED CASES Compliance with conditions or approval7 If not, state conditions which require action Conditions of Approval | | | | Coastal Zone Assessment/Compliance Project site located in Coastal Zone7 YES_ CA Coastal Commission Authority7 YES_ NO X NO"' If California Coastal Commission Authority Contact them at - 3111 Cammo Del Rio North, Suite 200, San Diego CA 92108-1725, <619) 521-8036 Determine status (Coastal Permit Required or Exempt) Coastal Permit Determination Form already completed7 YES NO If NO, complete Coastal Permit Determination Form now < ' - Coastal Permit Determination Log # , * ^ Follow-Up Actions. 1) Stamp Building Plans, as ."Exempt" or "Coastal Permit Required" (at minimum Floor Plans) ' 2) Complete Coastal Permit Determination Log as needed H \ADMIN\COUNTER\BldgPlnchkRevChklst [ | Inclusionary Housing Fee required YES NO A (Effective date of Inclusionary Housing Ordinance • May 21, 1993 ) Data Entry Completed? YES NO (A/P/Ds Activity Maintenance enter CB# toolbar Screens Housing Fees Construct Housing Y/N Enter Fee UPDATE'1 1 '-, - t l •• - TV ' • ' Site Plan: | | 1 Provide a fully dimensional site plan drawn 'to scale" Show. North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines | | 2 Provide legal description of property and assessor's parcel number. Zoning* | | 1 Setbacks D D n Front Interior Side " ,, Street Side Rear. 2 Accessory structure Front Interior Side Street Side Rear Structure separation 3 Lot Coverage Required Required Required Required setbacks Required Required i Required Required Required Required Shown Shown Shown Shown * : £ Shown x Shown Shown 1 -A- Shown Shown Shown D D 4 Height Required 5 Parking Spaces Required Guest Spaces Required Additional Comments Shown Shown Shown OK TO ISSUE AND ENTERE PROVAL INTO COMPUTER H \ADMIN\COUNTER\BldgPlnchkRevChklst Carlsbad Fire Department BLDG' DEPT COPY Plan Review Requirements Category COMMIND , COMM Date of Report 02-14-2007 Reviewed by Name FREDRICK REED Address P O BOX 456 ** RANCHO SANTA FE 92067 Permit # CB063381 Job Name BRESSI FUEL MART-3686 SF CONV Job Address 2740 GATEWAY RD 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 CON0001785 [NOT MET] (M) Revise door swing in the restrooms so that they do not obstruct the hallway (S-3) Automotive fuel-dispensing shall be m accordance with Article 52 of the C F C (S-3) Underground storage tanks of flammable and combustible liquids shall be in accordance with C F C 7902 1 & 7902 6 (S-3) Incorporate the attached general notes fire notes onto the plans Provide an engineer stamp plan that shows and indicates how the dispensers are attached Emergency shutdown device (C F C 5201 5 3) is greater than 100 feet travel distance to the furthest dispenser Fire department issued special use permits must be applied for prior to final inspection Provide protection of despensers that meet the requirements of (C F C 5201 5 1) Concrete filled steel post 6" m diameter, shall be located not less than 4 feet nor more than 5 feet from fuel dispensers or point of sale devices Please indicate if this gas station will be supervised or unsupervised Unsupervised dispensing is allowed when the owner or operator provides, and is accountable for, daily site visits, regular equipment inspection and maintenance, conspicuously posted instructions for the safe operation of dispensing equipment, and posted telephone numbers for the owner or operator^ A sign, m addition to the signs required by section 5201 8, shall be posted in a conspicuous location (See C F C section 5201 6 3 for sign details) Electrical equipment shall be in accordance with the electrical code (C F C 5201 7) Smoking and open flames shall be prohibited in areas where fuel is dispensed The engines of vehicles being fueled shall be stopped Signs prohibiting smoking, prohibiting dispensing into unapproved containers and requiring vehicle engines to be stopped during fueling shall be conspicously posted within sight of each dispenser (C F C 5201 9 Fire Protection) Trash and other combustible material shall be kept not less than 10 feet from fuel storage vessels and fuel handling equipment Leaking detection devices shall be tested annually by the owner or occupant of the property on which they are located The test results shall be maintained on the premises and available to the chief on request (C F C 52023 10) Inventory control must be maintained per (C F C 5202 311) Entry 12/19/2006 By df Action CO Cond CON0001841 [MET] Additional requirments per 2nd plan check 1 (M occupancy) Remove exit signs that lead into breakroom and storage room 2 (M-occupancy) Add an illummtate exit sign in req exit passage way The exit sign shall be readily visible from any direction of approach per C F C 1212 2 3 (S-3 occupancy) Provide a detail that indicates how the shear valve is mounted per C F C article 52 4 Remove all future notes and drawings from the plans i e "future dispensers" Entry 02/14/2007 By df Action AP 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 •"S Carlsbad Fire Department BLDG. DEPT COPY Plan Review Requirements Category COMMIND , COMM Date of Report 01-31 -2007 Reviewed by Name FREDRICK REED Address P O BOX 456 RANCHO SANTA FE 92067 Permit # CB063381 Job Name BRESS1 FUEL MART-3686 SF CONV Job Address 2740 GATEWAY RD 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 CON0001785 [NOT MET] (M) Revise door swing in the restrooms so that they do not obstruct the hallway (S-3) Automotive fuel-dispensing shall be in accordance with Article 52 of the C F C (S-3) Underground storage tanks of flammable and combustible liquids shall be in accordance with C F C 7902 1 & 7902 6 (S-3) Incorporate the attached general notes fire notes onto the plans Provide an engineer stamp plan that shows and indicates how the dispensers are attached Emergency shutdown device (C F C 5201 5 3) is greater than 100 feet travel distance to the furthest dispenser Fire department issued special use permits must be applied for prior to final inspection Provide protection of despensers that meet the requirements of (C F C 5201 5 1) Concrete filled steel post 6" in diameter, shall be located not less than 4 feet nor more than 5 feet from fuel dispensers or point of sale devices Please indicate if this gas station will be supervised or unsupervised Unsupervised dispensing is allowed when the owner or operator provides, and is accountable for, daily site visits, regular equipment inspection and maintenance, conspicuously posted instructions for the safe operation of dispensing equipment, and posted telephone numbers for the owner or operators A sign, in addition to the signs required by section 5201 8, shall be posted in a conspicuous location (See C F C section 5201 6 3 for sign details) Electrical equipment shall be in accordance with the electrical code (C F C 5201 7) Smoking and open flames shall be prohibited in areas where fuel is dispensed The engines of vehicles being fueled shall be stopped Signs prohibiting smoking, prohibiting dispensing into unapproved containers and requiring vehicle engines to be stopped during fueling shall be conspicously posted within sight of each dispenser (C F C 5201 9 Fire Protection) Trash and other combustible material shall be kept not less than 10 feet from fuel storage vessels and fuel handling equipment Leaking detection devices shall be tested annually by the owner or occupant of the property on which they are located The test results shall be maintained on the premises and available to the chief on request (C F C 5202 3 10) Inventory control must be maintained per (C F C 5202 311) Entry 12/19/2006 By df Action CO Cond CON0001841 [NOT MET] Additional requirments per 2nd plan check 1 (M occupancy) Remove exit signs that lead into breakroom and storage room 2 (M-occupancy) Add an illumintate exit sign in rcq exit passage way The exit sign shall be readily visible from any direction of approach per C F C 12122 3 (S-3 occupancy) Provide a detail that indicates how the shear valve is mounted per C F C article 52 4 Remove all future notes and drawings from the plans i e "future dispensers" "Carlsbad Fire Department Plan Review Requirements Category COMMIND , COMM Date of Report 12-19-2006 Reviewed by f Name FREDRICK REED Address P O BOX 456 RANCHO SANTA FE 92067 Permit # CB063381 Job Name BRESSI FUEL MART-3686 SF CONV Job Address 2740 GATEWAY RD CHAD 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 CON0001785 [NOT MET] (M) Revise door swing in the restrooms so that they do not obstruct the hallway (S-3) Automotive fuel-dispensing shall be in accordance with Article 52 of the C F C ,• (S-3) Underground storage tanks of flammable and combustible liquids shall be in accordance with C F C 7902 1 & 7902 6 (S-3) Incorporate the attached general notes fire notes onto the plans Provide an engineer stamp plan that shows and indicates how the dispensers are attached Emergency shutdown device (C F C 5201 5 3) is greater than 100 feet travel distance to the furthest dispenser Fire department issued special use permits must be applied for prior to final inspection Pro vide protection of despensers that meet the requirements of (CFC 5201 5 1) Concrete filled steel post 6" in diameter, shall be located not less than 4 feet nor more than 5 feet from fuel dispensers or point of sale devices Please indicate if this gas station will be supervised or unsupervised Unsupervised dispensing is allowed when the owner or operator provides, and is accountable for, daily site visits, regular equipment inspection and maintenance, conspicuously posted instructions for the safe operation of dispensing equipment, and posted telephone numbers for the owner or operators A sign, in addition to the signs required by section 5201 8, shall be posted in a conspicuous location (See C F C section 5201 6 3 for sign details) Electrical equipment shall be in accordance with the electrical code (C F C 5201 7) Smoking and open flames shall be prohibited in areas where fuel is dispensed The engines of vehicles being fueled shall be stopped Signs prohibiting smoking, prohibiting dispensing into unapproved containers and requiring vehicle engines to be stopped during fueling shall be conspicously posted within sight of each dispenser (C F C 5201 9 Fire Protection) Trash and other combustible material shall be kept not less than 10 feet from fuel storage vessels and fuel handling equipment Leaking detection devices shall be tested annually by the owner or occupant of the property on which they are located The test results shall be maintained on the premises and available to the chief on request (C F C 5202310) Inventory control must be maintained per (C F C 5202 311) Entry 12/19/2006 By df Action CO DEH /- 3• DATE / // <> PROJECT* / SS GARYW.ERBECK ORECTOR fflnuntg DEPARTMENT OF ENVIRONMENTAL HEALTH FOOD AND HOUSING DIVISION PLAN CHECK & CONSTRUCTION UNIT P.O. BOX 129261, SAN DIEGO, CA 92112-9261 (619) 338-2364 FAX (619) 338-2377 Internet Address: www.sdcdeh.org DANIEL J. DE LAUREHTIS ASSISTANT DIRECTOR SAM DIEGO OFFICE 1255 IMPERIAL SAN DIEGO, CA 92101 (619) 338-2222 NORTH COUNTY 151CARMELST SAN MARCOS, CA 92078 (760) 471-0730 PLAN INFORMATION SHEET EST. NAME L>Vt- --' r ANVJC M SITE ADDRESS "J ^ 0 6 /1 7 ^W/1 1 / BUSINESS OWNER MAILING ADDRESS P/U CONTACT /]i /t / .;•> EST. TYPE I L ' ^ /) CITY ^//>L| CITY PHONE^Z^'^ - APN -^ ZIP PHONE STATE ZIP '?l-(-M • FM PLANS: APPROVED - DISAPPROVED - RED TAG (FO^ MINOR CORRECTIONS) PLAN CHECKER '-x '*/ /®J DATE { ' '^ \ 0 / (Signature) H RECHECK FEE REQUIRED: $ L // RESUBMIT PLANS UPON CORRECTION. CALL (61 9) 338-2364 FOR A RED TAG APPOINTMENT OR TO SCHEDULE AN INSPECTION. 07 .-• '• (""7 DEH: FH-8B6 (Rev. 6/06) NCR Amount Paid AccLCode _ Route Code _ Plan Check* OFFICE USE ONLY (j£=? Check# 5 133*1 Intake Date I/C-'>n G CT / / l^fc:-ls•x) S > Permit* City/County Code . _ Field PC Staff / "^ ' W^ Activity Code *v Distribution: White-File Yellow-Customer Pink - PC Spec Goldenrod - Operations Sup Air Pollution Control Board Greg Cox District 1 Dianne Jacob District 2 Pam Slater-Price Districts mrWJffm CiiTlli. B8TBCT Ron Roberts District 4 COUNTY OF SAN DIEGO Bill Horn District 5 Novemeber 22, 2006 BRESSI RANCH FUEL MART LLC PO BOX 456 RANCHO SANTA FE, CA 92067 After examination of Application No 984901 for an Air Pollution Control District (District) Authority to Construct and Permit to Operate for the installation of a new gasoline dispensing facility which will be located at 2740 Gateway Road, Carlsbad, CA 92076, the District has decided on the following action pursuant to California Health and Safety Code Section 41960 and Rules 20 and 1200 of the Air Pollution Control District Rules and Regulations Application No 984901 is complete as of November 21, 2006 The District has determined that New Source Review (NSR) requirements, mandated at the state and federal levels, apply to the proposed site since the gasoline throughput increase will be greater than 1,000,000 gallons per year NSR requirements necessitate that Best Available Control Technology (BACT) be implemented Authority to Construct is granted to install new Phase I and Phase II vapor control systems at a new gasoline dispensing facility in conformance with California Air Resources Board (ARB) requirements at the above location The gasoline storage, dispensing and vapor recovery equipment is to consist of a new two point OPW Phase I Enhanced Vapor Recovery (EVR) system for each gasoline storage tank in accordance with ARB Executive Order (E O ) VR-102-G, two (2) new underground storage tanks, one 22,000 gallon (split 10,000 gallon gasoline and 12,000 gallon gasoline) and one 22,000 gallon (split 14,000 gallon gasoline and 8,000 gallon diesel), underground manifold, a new Healy Vacuum Assist Phase II EVR system, equipped with a Veeder-Root In-Station Diagnostics (ISD) System, in accordance with ARB E O VR-202-A, the underground piping shall consist of a 3-inch inside diameter (ID) main vapor recovery line and 2-inch ID branch lines to each dispenser, a Clean Air Separator, manufactured by Healy, model 9961, in accordance with Figure 2B-5, Exhibit 2 of ARB EO VR-202-A, 10124 Old Grove Road, San Diego, California 92131-1649 • (858) 586-2600 BRESSI RANCH FUEL MART LLC Novemeber 22 2006 Application No 984901 -2- three (3) 2-inch I D vent lines, with 3 pressure/vacuum vent valves in accordance with Figure 2B-8, Exhibit 2 of ARE EO VR-202-A, four (4) Wayne Ovation Series (Figure 1A-11, Exhibit 1 of ARE EO VR-202-A) dispensers, and, eight (8) Healy 900 nozzles, with 3 grades per nozzle, in accordance with Figure 2B-1, Exhibit 2 of ARE EO VR-202-A This Authority to Construct is issued subject to the following conditions GENERAL 1 All equipment associated with the vapor recovery system or that affects the vapor recovery system shall be certified and approved by the ARE for this vapor recovery system 2 This Authority to Construct shall be posted within 25 feet of the above described equipment or maintained readily available at all times on the operating premises 3 The temporary authorization to operate that is incorporated into this Authority to Construct letter will commence only upon receipt by the District of notice of completion Operation without authorization is a violation of District Rule 10(b) and can result in civil and criminal penalties 4 The general & supplemental application forms and drawings of vapor recovery system, received on November 13, 2006 for BRESSI RANCH FUEL MART LLC, which will be located at 2740 Gateway Road, Carlsbad, CA 92076, Application No 984901, shall be consistent with, represent and describe the installed vapor recovery plumbing, piping system and tank(s) and dispenser(s) locations at this facility, except as modified by conditions herein Prior to any deviation of the piping installation from the submitted information and/or drawings, the applicant shall submit drawmg(s) reflecting the change(s) and request and wait for written approval from the District 5 Any person conducting any test required by this Authority to Construct shall have completed the South Coast Air Quality Management Distnct's orientation class for testing, the manufacturer's training program applicable to the Phase I and Phase II equipment authorized herein, and any subsequently required refresher classes Proof of certification shall be made available to the District upon request 6 Any person installing, modifying, or repairing any Phase 1 or Phase II vapor recovery system or component, including removal and installation of such components in the course of any required performance test, shall have successfully completed the manufacturer's training program applicable to the Phase I and Phase II equipment authorized herein The technicians shall have a proof of certification during the start up and pre-backfill inspections BRESS1 RANCH FUEL MART LLC Novemeber 22, 2006 Application No 984901 -3- 7 The permittee shall record the combined volume of all gasoline grades dispensed at this facility Attachment C, "Monthly Gasoline Throughput", or an equivalent form, approved by the District, shall be used for this purpose Monthly gasoline throughput records shall be maintained on site for at least three (3) years and made available to the district upon request 8 The dispensing rate of every grade point shall be maintained at all times within the range specified in the ARB E O VR-202-A, as required to conduct the Vapor-to-Liquid Ratio (V/L) test per Exhibit 5 of ARB E O VR-202-A The permittee shall verify the maximum hand hold dispensing flow rate of every grade point on a monthly basis Attachment E, "Dispensing Flow Rate," or an equivalent form, approved by the District, shall be used for this purpose Dispensing flow rates records shall be maintained on site for at least three (3) years and made available to the District upon request 9 The on-site vapor control system shall be maintained in good working conditions and shall be operated at all times when volatile organic fuels (i e gasoline) are transferred or stored 10 There shall be no fugitive liquid leaks associated with the transfer of volatile organic fuels Fugitive liquid leak means any visible liquid leak at a rate in excess of three (3) drops per minute other than spillage or losses, which occur upon disconnecting transfer lines 11 Access, facilities, utilities and any necessary safety equipment for source testing and inspection shall be provided upon request of the Distnct 12 The permittee shall, upon determination of applicability and written notification by the Distnct, comply with all applicable requirements of the Air Toxic "Hot Spots" Information and Assessment Act (California Health and Safety Code Section 44300 Et Seq ) 13 All Phase-I fill adapters and Phase-H fuel dispensing nozzles shall be electrically connected to an earth ground Clearly marked and easily accessible electrical clamp attachment points, which are electrically connected to a verified earth ground (<lohm resistance), shall be installed at each Phase I and Phase II fueling point 14 The Phase I and Phase II vapor recovery systems including all associated underground plumbing, shall be installed, operated, and maintained in accordance with the requirements specified in the appropriate ARB E O s and Installation, Operational and Maintenance Manual, if applicable, and Distnct Rules and Regulations 15 The Phase I and Phase II vapor recovery equipment and associated components, except for components with an allowable leak rate as specified by the most recent applicable ARB Executive Order and Certification Procedure, shall be maintained free of liquid leaks and shall be vapor tight Components with an allowable leak rate shall operate within such rate 16 The permittee shall perform a visual weekly inspection of all Phase I vapor recovery components The components to be inspected for damage, loose connections, or leaks are the vapor and product dust caps and gaskets, poppeted dry breaks, vapor and product fill adaptors, spill boxes, including the drain valves In addition, the permittee shall venfy that BRESSI RANCH FUEL MART LLC Novemeber 22, 2006 Application No 984901 -4- there is no standing gasoline or debris in the spill boxes and that the drain valves are seating properly 17 The permittee shall perform a visual daily inspection of all Phase II vapor recovery components The components to be inspected for damage, loose connections, or leaks are nozzles, including hold-open latches, hoses, swivels, and breakaways In addition, each nozzle shall be inspected for damaged faceplates, vapor boots or vapor guards, and spouts, and each hose shall be inspected for wear, severe kinks, cracks, and splitting If the combined volume of all gasoline grades dispensed at this facility is less than 750,000 gallons in any consecutive twelve (12) month period, holidays and weekends are excluded from the daily inspection requirement 18 An inspection, maintenance and repair log shall be kept onsite for at least three (3) years and made available to the District upon request Attachment I, "Inspection, Maintenance and Repair Log," is attached as an example and can be used for this purpose The inspection, maintenance and repair log shall record the daily and weekly inspections and itemize at a minimum the date and time the defect was found or the date and time the component was identified as not being in good condition, the date and time the component was removed from service, the date and time of call for service, the date of repair/replacement, the affiliation and name of the person performing the repair/replacement, the make and model number of the component, and whether the component was maintained, replaced, or repaired 19 Any Phase I and/or Phase II component, device or system identified and recorded by the permittee as not being in good condition, based on testing and/or visual inspections, or not operating properly shall be repaired, replaced, or adjusted within seven (7) calendar days of detection in a manner that will bring the facility into compliance with the applicable District Rules and Regulations and the most recent applicable CARB Executive Orders Any Phase I and/or Phase II component or system that is determined to have a defect as set forth in the California Code of Regulations, Title 17, Section 94006, shall not be operated and shall be removed from service immediately The defective component or system shall not be operated until the defect has been repaired or the defective component replaced such that the defect no longer exists 20 The permittee shall perform an annual inspection to ensure compliance with all applicable District Rules and Regulations, and all permit conditions An inspection checklist shall be kept onsite for at least three (3) years and made available to the District upon request Attachment J "Annual Inspection and Maintenance Checklist" is attached as an example and can be used for this purpose The inspection shall verify that a The District permit and the required signs are current and posted These signs include operating instructions for the gasoline nozzles, a toll-free phone number specified by the air pollution control officer for the public to call to report problems with a nozzle or a vapor recovery system, and a warning sign stating that topping off is prohibited and may result in spillage of gasoline b The facility complies with all permit conditions BRESSI RANCH FUEL MART LLC Novemeber22 2006 Application No 984901 -S- c The Phase I and Phase II vapor recovery systems are properly installed and comply with the most recent applicable CARB certification procedures and CARB Executive Orders d Each gasoline underground storage tank or compartment has a gasoline submerged drop tube with a discharge opening entirely submerged when the liquid level is six (6 0) inches above the bottom of the tank or compartment e The vent pipes are equipped with the required pressure/vacuum valves and each such valve is properly installed f All connections and fittings inside the dispenser are free of liquid leaks g The lengths and installation arrangements of all dispenser hoses are in compliance with the most recent applicable CARB Executive Orders PHASE I EQUIPMENT 21 The two point OPW Phase I Vapor Recovery System shall be installed, operated, and maintained in accordance with the ARB E O VR-102-G, the ARB approved Installation, Operation, and Maintenance Manual for the OPW Vapor Recovery System, and District Rules and Regulations A copy of this E O , including the manual, shall be maintained at the facility at all times and be available for review by the District upon request 22 Any repair or replacement of the equipment authorized herein shall be conducted in accordance with the ARB approved Installation, Operation, and Maintenance Manual for the OPW Vapor Recovery System 23 Only components specified in E O VR-102-G, Exhibit 1, shall be installed at this facility These components shall be clearly identified by a permanent identification, showing the manufacturer's name and model number, unless specifically exempt from this requirement 24 If installed, optional components for vapor recovery, in accordance with VR-102-G, Exhibit 1, shall be ARB certified and shall be properly installed, operated and maintained 25 Each submerged drop tube shall have the highest point of its discharge opening no more than su (6 0) inches from the tank bottom The District will accept documentation verifying this requirement from the equipment installation contractor or the performance testing contractor in lieu of witnessed measurements taken during performance tests 26 During liquid transfers involving tank trucks and trailers, the vapor return hose and gasoline hose connections shall be made in the following order a connect the vapor return hose to the fuel delivery truck drybreak, b connect the vapor return hose to facility storage tank drybreak, BRESS1 RANCH FUEL MART LLC Novemeher 22, 2006 Application No 984901 -6- c connect the gasoline hose to the facility storage tank fillpipe adapter, d connect the gasoline hose to the fuel delivery truck product fitting At the end of the fuel delivery, the disconnections shall be made in the reverse order of the connections, i e , (d), (c), (b), and (a), wherein the gasoline transfer hose shall be connected or disconnected only while the vapor return hose is connected and functional 27 No more than two (2) fill points shall be installed on any single underground storage tank at this gasoline dispensing facility The double fill configuration shall be installed in accordance with Figure 2C, Exhibit 2 of E O VR-102-G 28 The maximum horizontal distance (offset distance) of the vapor recovery tank riser shall be 20 inches, using four (4) inch diameter steel pipe fittings, as indicated by E O VR-102-G, Exhibit 2, Figure 2E 29 If applicable, the overfill device actuation mark shall be installed at 95% or less of the total tank capacity After being installed, the overfill prevention device shall not be manually opened, closed or modified by any type of device 30 Flexible connectors at the base of the vent risers shall have a length of eighteen inches or less (< 18") or swing joints shall be used for this purpose 31 A maximum of three (3) ARE certified pressure/vacuum vent valves may be used at this gasoline dispensing facility PHASE II EQUIPMENT 32 The Healy Vacuum Assist Phase IIEVR System, including Veeder-Root ISD System, shall be installed, operated, and maintained in accordance with the ARB E O VR-202-A, the ARE approved Installation, Operation, and Maintenance (IOM) Manual for the Healy Phase II EVR system, including Veeder-Root ISD System, and District Rules and Regulations A copy of this E O , including the IOM manual, shall be maintained at the facility at all times and be available for review by the District upon request 33 Only components specified m the ARB E O VR-202-A, Exhibit 1, shall be installed at this facility These components shall be clearly identified by a permanent identification, showing the manufacturer's name and model number, unless specifically exempt from this requirement 34 If installed, optional components for the vapor recovery system, in accordance with ARB EO VR-202-A, Exhibit 1, shall be ARB certified and shall be installed, operated and maintained in accordance with the ARB approved Installation, Operation, and Maintenance Manual for the Healy Phase II EVR system, including Veeder-Root ISD System BRESSI RANCH FUEL MART LUC Novemeber 22 2006 Application No 984901 -7- 35 The Phase II system authorized herein shall be equipped with an ARB certified Veeder- Root ISD software The TLS console shall be equipped with an RS232 port, to remotely access ISD status information, and a printer 36 The TLS console shall be installed in a location that allows the RS232 port to be easily accessible for use at anytime A vacant RS232 serial port shall always be available to electronically download reports 37 The TLS Console shall automatically prohibit the dispensing of fuel through shutdown of all the gasoline turbine pumps upon a failure alarm or TLS Console ISD system power loss 38 The facility attendant shall notify (e g , direct contact, voice mail, e-mail, fax) the responsible company official or their designee within two (2) hours of detecting any warning alarm and shall request service as soon as is reasonably possible to correct the problem Only technicians certified by the manufacturer shall be allowed to make vapor recovery or ISD system repairs 39 The permittee shall promptly record all information relating to the alarm event, reporting, and associated repairs on Attachment I, "Inspection, Maintenance and Repair Log," or an equivalent form The inspection, maintenance, and repair log shall be kept onsite for at least three (3) years and made available to the District upon request 40 When an ISD failure alarm sounds and gasoline dispensing is terminated, the permittee shall reset the ISD system to allow vehicle fueling to resume only if a All required repairs have been made and all information associated with the repairs is recorded, or b The dispenser(s) associated with the problem that triggered the failure alarm is isolated and not operated until the required repairs are completed, and when completed, all information associated with the repairs is recorded 41 The audible ISD alarm shall be located such that it can easily be heard by station personnel in the area most likely to be occupied during normal station operation (i e , at the cash register) 42 The permittee shall only perform a "Clear Test After Repair" (i e reset ISD and clear alarm conditions) after successfully completing all necessary repairs upon a failure alarm The permittee shall not perform a "Clear Test After Repair" upon any warning alarm 43 The vapor recovery ISD system shall be operational for a minimum of ninety five percent (95%) of the time, based on an annual basis or prorated thereof The operational percentage time shall be verified through the dailies reports 44 Each dispenser shall have a certified vapor flow meter as shown in Figures 2B-12, 2B-16 and 2B-17 of Exhibit 2, ARB EO VR-202-A BRESSI RANCH FUEL MART LLC Novemeber 22, 2006 Application No 984901 -8- 45 Each gasoline dispensing facility shall have a certified vapor pressure sensor installed into one of the dispensers located closest to the tanks, as shown m Figures 2B-13, 2B-16 and 2B-17 of Exhibit 2, ARB EO VR-202-A In the event that a row of dispensers are equal distance from the tank pad and within 10 feet of each other, the vapor pressure sensor can be installed into any of the dispensers 46 The ISD system shall maintain an electronic archive of monthly reports for a period of 12 consecutive months and an archive of daily reports for the last 365 consecutive days 47 Annual inspections of the Phase II equipment authorized herein, including any repair, replacement or maintenance associated with these inspections, shall be conducted in accordance with the ARB approved Installation, Operation, and Maintenance Manual for the Healy Phase IIEVR system, including Veeder-Root ISD System 48 Scheduled maintenance, which includes weekly, quarterly and annual inspections and/or tests, shall be performed in accordance with Exhibit 2 of VR-202-A Annual inspections and testing shall be performed by a technician certified by the manufacturer Only technicians certified by the manufacturer can service any problems discovered while conducting the weekly, quarterly, or annual inspections and/or testing 49 A maintenance log for the weekly, quarterly and annual scheduled maintenance, including any repairs performed and drive offs, shall be kept on site for at least three (3) years and made available to the District upon request The maintenance log shall itemize at a minimum the date of each inspection and test, any defect, damage, loose connections, or leaks found during the inspections or tests, any test failure, the make and model number of any component that is replaced, maintained or repaired as a result of these inspections or tests, the date of repair/replacement, and the affiliation and name of the person performing the inspections, tests, and repair/replacement 50 The underground vapor recovery piping layout from the dispensers to the gasoline tanks shall consist of a single 3-inch ID main pipe to each tank with 2-inch ID connections to each gasoline dispenser The vent risers shall conform with Figure 2B-8, Exhibit 2 of ARB EO VR-202-A All pipe sizes specified are minimum diameters and all pipes shall be made of ngid matenal, which is listed for use with gasoline To avoid liquid traps and low points, flexible vapor return piping shall not be installed Steel braided flex connectors may be used only within the dispenser or tank sumps 51 The vapor space of each tank shall be connected to the vapor space of other gasoline tanks through a 3-mch ID pipe manifold installed below ground 52 All vapor return lines shall have a minimum slope of 1/8 inch per foot from the dispenser riser to the riser of the UST All vent lines shall be sloped a minimum of 1/8 inch per foot from the vent risers to the storage tanks 53 The four ball valves of the Clean Air Separator shall be locked in the positions as shown in Figure 2B-5, Exhibit 2 of ARB EO VR-202-A, unless maintenance or testing in being performed on the Clean Air Separator BRESSI RANCH FUEL MART LLC Novemeber 22, 2006 Application No 984901 -9- 54 The Clean Air Separator can be installed up to 100 feet from the vent line(s), provided that this piping is sloped 1/8" per foot minimum toward the vent hne(s) The Air Breather Assembly for the Clean Air Separator shall be installed at least twelve feet (12') above grade 55 Only Healy, Model 900, nozzles as shown in Figure 2B-1, Exhibit 2 of ARB EO VR-202- A, shall be installed at this facility 56 The maximum length of the hose assembly, including hose adapter, whip hose, breakaway, flow hmiter (if installed) and inverted coaxial hose, shall be less than twenty (20) feet, measured at the base of the nozzle 57 The V/L ratio of the system shall be 1 05 plus or minus 0 10 (0 95 to 1 15), measured at a flow rate between six and ten gallons per minute (60-100 gpm) The V/L ratio shall be determined by using the test procedure in Exhibit 5 of ARB EO VR-202-A or an equivalent ARB approved test procedure BACT REQUIREMENTS 58 A pressure decay leak test of the vapor control system, including nozzles/check valves and underground tanks must be successfully conducted per District Test Procedure TP-96-1 within 60 days after startup of the equipment authorized herein and at least once in every calendar year, no more than 45 days prior to the permit expiration date printed on the Permit to Operate Since this facility is subject to BACT, performance of the ARB test procedure TP-201 3 shall not be considered an acceptable alternative PRE-BACKFILL INSPECTION 59 At least two (2) weeks prior to completion of construction/installation of the vapor recovery system piping and before backfilling, the applicant shall schedule an initial inspection with the Vapor Recovery Section at (858) 586- 2713 60 At the time of this inspection, the Distnct shall verify that the vapor recovery system is installed in accordance with the drawings submitted with the application Deviations of the piping layout, pipe sizes, etc shall require the submission of a new application with as- built drawings Proof of manufacturer's certification shall be made available to the Distnct during this inspection 61 The tank sumps shall be dry at the time of this inspection In addition the Distnct will venfy the installation of electncal clamp attachment points, which shall be electncally connected to a venfied earth ground (<lohm resistance), at each Phase I and Phase II fueling point 62 This inspection shall not be combined with the test scheduling or test witnessing specified in this Authonty to Construct BRESSI RANCH FUEL MART LLC Novemeber 22, 2006 Application No 984901 -10- CONSTRUCTION COMPLETION NOTICE 63 Upon completion of construction in accordance with this Authority to Construct and prior to commencing operation, the applicant must complete and mail, deliver personally or via facsimile the enclosed Construction Completion Notice to the District After submitting the notice, the applicant may commence operation of the equipment Operation must be in compliance with all of the conditions of this Authority to Construct and applicable Distnct Rules and Regulations CONFIRMATION OF TEST DATE 64 Within 30 days of completion of construction, the applicant or the designated testing agent shall contact the Distnct to schedule a test date Contact Kurt Saunders at (858) 586-2713 at least fifteen (15) calendar days prior to the proposed test date PERFORMANCE TESTING 65 The following performance tests shall be successfully conducted within 60 days after startup of the equipment authorized herein For the purpose of compliance with this condition, all tests shall be conducted after backfilling, paving and installation of all required Phase I and Phase II components Within 15 calendar days of completion of the following tests, the applicant/testing company shall submit copies of all test data and results to the District's Vapor Recovery Section of the Engineering Division All test results shall be maintained on site for three (3) years from test date a The Clean Air Separator vapor integrity shall be tested in accordance with Exhibit 4 of ARB EO VR-202-A The pressure or vacuum in the bladder shall not exceed the maximum allowable, in Exhibit 4 of ARB EO VR-202-A, for five (5) minutes When the vapor recovery system is under vacuum, the vacuum decay procedure shall be conducted followed by the pressure decay procedure b A static torque test shall be performed on each tank's rotatable Phase I (product and vapor) adaptors in accordance with ARB's Test Procedure TP-201-1B Only equipment specified in the test procedure shall be used to perform this test Each adaptor average static torque shall not exceed 108 pound-inch and shall rotate 360- degrees at all times c A pressure integrity check of the drop tube/drain assembly shall be conducted in accordance with ARB's Test Procedure TP-201 1C or TP-201 1 D, whichever is applicable The liquid level in the tank shall be at least four (4) inches above the highest opening at the bottom of the submerged drop tube tested, when conducting TP- 201 ID The drop tube/drain valve assembly steady state pressure shall not be less than two (2 00) inches HaO at a nitrogen flow rate of 0 17 cubic feet per hour (CFH) or less BRESSI RANCH FUEL MART LLC Novemeber 22, 2006 Application No 984901 -11- d A leak rate and cracking pressure test of P/V vent valves shall be performed in accordance with ARB's Test Procedure TP-201 IE The leak rate shall not exceed 0 05 CFH at two (2 00) inches H.O and 0 21 CFH at minus four (-4 00) inches H.O When the maximum positive pressure leak is exceeded, a second positive pressure leak rate test shall be conducted per TP-201 IE to determine compliance with the leak rate specification This second positive leak rate test shall be run only after completing the sequence of tests specified in sections 7 2 through 7 5 of TP - 201 IE (positive leak rate, positive cracking pressure, negative leak rate, negative cracking pressure) If the result of the second positive pressure leak rate test complies with the applicable standard, the PV valve being tested meets the positive pressure leak specification In the event that the first and second positive pressure leak rate tests fail, the PV valve being tested does not meet the positive pressure leak rate specification and the results shall be reported as a failure Alternate TP-201 IE may be used in lieu of TP-201 IE when specified by the applicable Executive Order Once the test has started, the same test shall be completed prior to conducting another test on the P/V Vent Valves (i e the results of TP-201 IE cannot be used as part of the Alternate TP-201 IE and vice versa) e A pressure decay leak test of the vapor control system, including nozzles/check valves and underground tanks, shall be performed in accordance with the District Test Procedure TP-96-1 and Exhibit 8 of ARB EO VR-202-B Performance of the ARB test procedure shall not be considered an acceptable alternative Under no circumstances shall gasoline be poured into Phase I containers to check for leaks All liquid in the spill containers shall be removed poor to conducting this test This test can be conducted at any time during the day, except when ambient temperatures exceed 100 degrees Fahrenheit No fuel shall be introduced into the underground tank(s) for at least eight (8) hours preceding this test procedure f A tank vapor manifold tie test, to verify the existence of an underground tank interconnect vapor pipe, shall be performed in accordance with ARB's Test Procedure TP-201 3C Note this test shall be performed after the aboveground vent manifold (if installed) is removed and the vent risers capped off g The integrity of the vapor valve shall be tested to assure that there are no leaks in the nozzle's vapor valve, in accordance with Exhibit 7 of ARB E O VR-202-A or ARB Test Procedure TP-201 2B h The VP-1000 vacuum pump, hanging hardware, and the piping within the dispenser shall be tested in accordance with the ARB approved Installation, Operation, and Maintenance Manual for the Healy Phase IIEVR System, Including Veeder-Root ISD System and the Start-Up / New Installation/ Warranty/ Annual Testing Form i A dynamic pressure performance test shall be conducted in accordance with ARB's Test Procedure TP-201 4 (Methodology 4) The pressure drop shall be measured from the dispenser riser to the UST with pressure/vacuum vent valves installed and with the poppeted Phase I vapor connection open This test shall be performed after liquid is introduced down each dispenser riser into the Phase II system The maximum pressure BRESSI RANCH FUEL MART LLC Novemeber 22, 2006 Application No 984901 -12- drop shall not exceed 0 5 inches WC at 60 standard cubic feet per hour Exhibit 5 of ARE EO VR-202-A, or an equivalent ARE approved test method, may be conducted in lieu of TP-201 4, Dynamic Back Pressure, provided that at least 2 gallons of product are introduced into the system through each dispenser riser prior to conducting the test j A Vapor-to-Liquid Ratio (V/L) shall be performed in accordance with Exhibit 5 of ARE EO VR-202-A or an equivalent ARE approved test method The V/L ratio of the system shall be 1 05 plus or minus 0 10 (0 95 to 1 15), measured at a flow rate between six and ten gallons per minute (60-100 gpm) k An ISD Operabihty Test shall be performed in accordance with Exhibit 9 of ARE EO VR-202-A 66 These tests shall be conducted in the sequence specified above unless otherwise specified by the District Performance of these tests simultaneously, proceeding with other tests after failure of a previous test or re-testing at this site shall only occur upon District approval If the tests listed above reveal system problems or inadequacies, corrective repairs shall be made Pre-testing of the vapor recovery system is an option for the applicant This is done to identify and correct problems before the District witnesses official testing Pre-testing can eliminate the time and expense of having to perform a second test and pursue a variance until a second test has taken place The District recommends, but does not require, pre-testing ANNUAL TESTING 67 The following performance tests shall be successfully conducted at least once every calendar year, beginning twelve (12) consecutive months after the initial successful performance tests, specified elsewhere in this Authority to Construct These tests shall be successfully conducted within the same month as the initial performance tests (e g , if a site completes the initial performance tests in March of 2006, then the annual tests shall be successfully conducted in March of 2007) Fifteen (15) calendar days prior to conducting the required annual tests, the permittee and/or the designated testing agent shall notify the District's Compliance Division in writing of the date and time of the scheduled tests Accurate and complete test results shall be submitted to the District's Compliance Division within fifteen (15) calendar days of conducting these annual tests in a format approved by the District Compliance Division a A Clean Air Separator vapor integrity test shall be performed in accordance with Exhibit 4 of ARB E O VR-202-A When the vapor recovery system is under vacuum, the vacuum decay procedure shall be conducted followed by the pressure decay procedure b A static torque test shall be performed on each tank's rotatable Phase I (product and vapor) adaptors in accordance with ARB's Test Procedure TP-201 IB BRESSI RANCH FUEL MART LLC Novemeber 22, 2006 Application No 984901 -13- c A pressure integrity test of the drop tube/drain valve assembly shall be performed in accordance with ARB's Test Procedure TP-201 1C or TP-201 1 D, whichever is applicable d A leak rate and cracking pressure test of P/V vent valves shall be performed in accordance with ARB's Test Procedure TP-201 IE e A pressure decay/leak test of the entire vapor control system shall be performed per District test procedure TP-96-1 and Exhibit 8 of ARB E O VR 202-B f The integrity of the vapor valve shall be tested in accordance with Exhibit 7 of ARB E O VR-202-A or ARB Test Procedure TP-201 2B g The VP-1000 vacuum pump, hanging hardware, and the piping within the dispenser shall be tested in accordance with the ARB approved Installation, Operation, and Maintenance Manual for the Healy Phase IIEVR System, Including Veeder-Root ISD System and the Start-Up / New Installation/ Warranty/ Annual Testing Form h A Vapor-to-Liquid Ratio (V/L) shall be performed in accordance with Exhibit 5 of ARB E O VR-202-A or an equivalent ARB approved test method i An ISD Operabihty Test shall be performed in accordance with Exhibit 9 of ARB EO VR-202-A This Authority to Construct does not relieve the holder from obtaining permits or authorizations, which may be required by other governmental agencies Contact the appropriate building inspection department (city or county) and fire district prior to installation or modification of the vapor control equipment for permit and/or inspection requirements If underground tanks or vapor or liquid lines are to be installed or replaced, contact the County Health Department at (619)338-2222 Within 30 days after receipt of this Authority to Construct, the applicant may petition the Hearing Board, in accordance with Rule 25, for a hearing on any conditions imposed herein This Authority to Construct authorizes temporary operation of the above specified equipment This temporary Permit to Operate shall take effect upon written notification to the District that construction has been completed in accordance with this Authority to Construct This temporary Permit to Operate will remain in effect, unless withdrawn or modified by the District, until the equipment is inspected by the District and a revised temporary permit (Startup Authorization) is issued or a Permit to Operate is granted or denied This Authority to Construct may not be transferable and will expire one (1) year from the date it is issued, unless an extension is requested and granted in writing prior to expiration J t BRESSI RANCH FUEL MART LLC Novemeber 22, 2006 Application No 984901 -14- If you have any questions regarding this action, please contact me at (858) 586-2713 If- KURT SAUNDERS Air Pollution Control Engineer Enclosures cc Compliance Bldg Dept Fire District Env Health Svcs ID # 14 11038A PEYTON-TOMITA & ASSOCIATES 954 TOWN & COUNTRY ROAD ORANGE, CA 92868 (714)245-4930, FAX (714)245-4933 BR6473 FLG STAY @ 9 -4 0 C MAX TYP 2001 CABC 20 PSF LL 70 MPH EXP C WL SEISMIC ZONE 4 36" FASCIA 16'-0" CLR HT 10 PSF TILE WT CANOPY FRAMING PLAN "*^"^^™"""^™IS1™" ProjectPeyton-Tomita & Associate s client -^ Structural Engineers / -4-n<~\ t*( rJ*/•I^HI^^MHI^M^BBBH Job No tx'f--/^ Date JO/!$£>(/Ene 954 Town & Country Road Orange, CA 92868 Tel (714)245-4930 Fax (714)245-4933 - 054k/ft Loads LC1, D+L [ Peyton Tomita & Associates DAVID PEYTON BR6473 RAFTER Oct10,2006 at 7 39 AM j RAFTER r2d ! Beam RAFTER Shape 400S162-43 Material CF_STL Length 9 487 ft I Joint N1 J Joint N2 LC1 D+L Code Check 0 809 (bending) Report Based On 97 Sections Max 083 at Oft A Mm -083 at 9 487 ft Max 234 at Oft fa Mm -234 at 9 487 ft Max 25 at Oft ksi Mm -25 at 9 487 ft Max 15 956 at 4 743 ft Mm -593 at 4 743 ft Mm -15 956 at 4 743 ft Mm - 371 at 4 743 ft AIS11999 ASD Code Check Max Bending Check 0 809 Location 4 546 ft Equation C5 2 1-3 R (c3 1 3) Not Used Fy 33 kst Pn 2 525 k Tn 11 77 k Mn 1 226 k-ft Vn 2 943 k Cb 1 Max Shear Check 0 142 Location 9 487 ft Max Defl Ratio L/307 Out Plane Cm Lb KL/r Sway L Comp Flange 9 487 ft 187 788 No In Plane 85 9 487 ft 71 984 No 1 25ft .Y - 024k/ft 037k/ft Loads LC 2, D+W Peyton Tomita & Associate^RAFTER DAVID PEYTON BR6473 Oct10,2006 at 7 39 AM RAFTER r2d Beam RAFTER Shape 400S162-43 i Material CF_STL Length 9 487 ft Uomt N1 J Joint N2 LC2 D+W Code Check 0 484 (bending) Report Based On 97 Sections Max 038 at Oft Mm -038 at 9 487 ft Max 106 at Oft fa —°r-™ Mm -106 at 9 487 ft Max 062 at 9 487 ft ksi Mm -062 at Oft Max 3 959 at 4 743 ft Max 147 at 4 743 ft I k-ft Mm -3 959 at 4 743 ft Max 092 at 4 743 ft AIS11999 ASD Code Check Max Bending Check 0 484 Location 4 645 ft Equation C5 2 1-3 R (c3 1 3) Not Used Max Shear Check 0 035 Location 0 ft Max Defl Ratio L/1235 Pn Tn Mn Vn Cb 33ksi 2404k 1177k 508 k-ft 2943k 1 Out Plane Cm Lb KL/r Sway L Comp Flange 9487ft 187788 No In Plane 85 9 487 ft 71984 No 9 487 ft C/ Company Peyton Tomita & Associates Designer DAVID PEYTON Job Number BR6473 RAFTER Oct10,2006 739AM Checked By _ Joint Reactions (By Combination) 1 2 3 4 5 6 7 8 9 10 11 12 LC 3 33 3 4 4 4 4 5 5 5 5 Joint Label N1 N2 Totals COG (ft) N1 N2 Totals COG (ft) N1 N2 Totals COG (ft) X[k] 0 0 0 X 45 0 0 0 X 45 056 055 111 X 45 Y[k] 12 12 239 Y 1 5 144 144 288 Y 1 5 -167 -166 -333 Y 1 5 MZ [k-ft] 0 0 0 0 0 0 D RISA-2D Version 60 [J \CAD FILES\BESTROMM\BR6473\RAFTER r2d]Page 1 .Y -132k/ft Loads LC 4, D+L Results for LC 4, D+L Peyton Tomita & Associates DAVID PEYTON BR6473 j MANSARD BEAM Oct10, 2006 at 8 03 AM MB1 r3d Beam MB1 Shape W6X9 Material HR_STL Length 12ft I Joint N1 J Joint N2 LC4 D+L Code Check 0458 (bending) Report Based On 97 Sections Mm -138 at 6 ft Dz in Max 847 at Oft Vz Mm -847 at 12 ft Mz k-ft k-ft My k-ft Mm -2 54 at 6 ft Max 5 483 at 6 ft fa ksi fc ksi Mm -5 483 at 6 ft AISCASDGthEd Code Max Bending Check 0 458 Location 6 ft Equation H1-2 Compact Fy 36 ksi Fa 5 885 ksi Ft 21 6 ksi Fby 27 ksi Fbz 11 965 ksi Fvy 144 ksi Fvz 14 4 ksi Cb 1 Check MaxS Locatu MaxD Y-Y Cm 6 Lb 12ft KL/r 159 297 Sway No L Comp Flange Torque Length 0 059 (y) 12ft L/1040 Z-Z 85 12ft 58211 No 12ft 12ft 028k/ft Loads LC 5, D+W Results for LC 5, D+W Peyton Tomita & Associates,MANSARD BEAM DAVID PEYTON BR6473 Oct10,2006 at 8 04 AM MB1 r3d Beam MB1 Shape W6X9 Material HR_STL Length 12ft I Joint N1 J Joint N2 LC5 D+W Code Check 0 185 (bending) Report Based On 97 Sections Max 014 at 6 ft Dy Max 206 at 6 ft Dz in Max 083 at 12 ft Mm -083 at Oft Max 168 at 12 ft Vz Mm -168 at Oft Max 25 at 6 ft k-ft k-ft Mm -504 at 6 ft fa Max 5 98 at 6 ft ksi Mm -5 98 at 6 ft AISC ASD 9th Ed Code Check Max Bending Check 0 185 Location 6 ft Equation H1-2 Compact Allowables Increase 1 333 Max Shear Check Location Max Defl Ratio 0 005 (z) Oft L/700 Fy Fa Ft Fby Fbz Fvy Fvz Cb 36ksi 7 845 ksi 28 793 ksi 35 991 ksi 15 949 ksi 19 195 ksi 19 195 ksi 1 Cm Lb KL/r Sway Y-Y 85 12ft 159 297 No Z-Z 85 12ft 58211 No L Comp Flange 12 ft Torque Length 12ft Company Designer Job Number Peyton Tomita & Associates DAVID PEYTON BR6473 MANSARD BEAM Oct1 0,2006 804AM Checked By Joint Reactions (By Combination) 1 2 3 4 5 6 7 o 9 10 11 12 LC A 1 1 1 2 2 2 2 3 3 3 3 Joint Label N1 N2 Totals COG (ft) N1 N2 r Totals COG (ft) N1 N2 Totals COG (ft) X[k] 0 0 0 X 6 0 0 0 X 6 0 0 0 X 6 YM 415 415 829 Y 0 432 432 864 Y 0 -498 -498 -996 Y 0 zrki 0 0 0 Z 0 0 0 0 Z 0 -168 -168 -336 Z 0 MX [k-ft] NC 0 NC 0 NC 0 MY [k-ft] 0 0 0 0 0 0 MZ [k-ft] 0 o 0 0 0 0 ^1> LO RISA-3D Version 5 Oc [J \CAD FILES\BESTROMM\BR6473\MB1 r3d]Page 1 \l lie -1 794k -1 794k M1 N4 Loads LC 4, D+L Results for LC 4, D+L Peyton Tomita & Associates DAVID PEYTON i MB2 ! Oct 10, 2006 at 8 32 AM br6473 MB2 r2d Beam M1 Shape W6X9 Material HR_STL Length 1275ft I Joint N1 J Joint N2 LC4 D+L Code Check 0 639 (bending) Report Based On 97 Sections Max 1 257 at 2 258 ft fa ksi V nr Mm -1 813 at 2 125 ft Max 8 742 at 2 258 ft Max 4 05 at 2 258 ft fc ksi Mm -2 979 at 7 969 ft ft ksi Max 001 at 2 656 ft D Mm -8 742 at 2 258 ft Mm -07 at 8 234 ft AISC ASD 9th Ed. Code Check Max Bending Check 0 639 Location 2 258 ft Equation H1-2 Compact Fy 36 ksi Fa 5 213 ksi Ft 21 6 ksi Fb 13 674 ksi Fv 14 4 ksi Cb 1 Max Shear Check 0 126 Location 2125ft Max Defl Ratio L/2784 Out Plane Cm Lb KL/r Sway L Comp Flange 1275ft 169253 No In Plane 85 12 75 ft 61 85 No 105ft Beam M2 Shape PIPE_3 0 Material HR_STL Length 3167ft I Joint N4 J Joint N5 LC4 D+L Code Check 0 048 (bending) Report Based On 97 Sections Max 1 818 at Oft Mm 1794 at 3 167 ft Max 816 at Oft Mm 805 at 3 167 ft fc ksi M k-ft ft D in Mm -011 at 3 167 ft >4/SC XISO 9th Ed Code Check Max Bending Check 0 048 Location Oft Equation H1-1 Compact Fy 36 ksi Fa 16909ksi Ft 216ksi Fb 2376ksi Fv 14 4 ksi Cb 175 Max Shear Check Location Max Defl Ratio 0 000 Oft L/10000 Out Plane Cm Lb KL/r Sway LComp Flange 3167ft 65311 Yes In Plane 85 3167ft 65311 Yes 3167ft y l !' CM -336k 066k 066k Loads LC 5, D+W Results for LC 5, D+W j Peyton Tomita & Associate [DAVID PEYTON ' br6473 MB2 I^JO^OCffiatS 33AM j MB2 r2d Beam M1 Shape W6X9 Material HR_STL Length 1275ft I Joint N1 I J Joint N2 LC5 D+W Code Check 0079 (bending) Report Based On 97 Sections Max 152 at 2 258 ft Mm -336 at Oft Max 057 at 2 258 ft fa Mm -125 at Oft Max 118 at 2 258 ft Mm 047 at 2 125 ft Max 1 409 at 7 969 ft Max 398 at 8 102 ft Mm -653 at 7 969 ft Mm -1 409 at 7 969 ft Max 012 at Oft Mm -011 at 6 242 ft AISC ASD 9th Ed Code Check Max Bending Check 0 079 Location 7 969 ft Equation H1-2 Compact Allowables Increase 1 333 Max Shear Check 0 006 Location 2 258 ft Max Defl Ratio L/8762 Fa Ft Fb Fv Cb 36ksi 6 949 ksi 28 793 ksi 18227ksi 19 195 ksi 1 Out Plane Cm Lb KL/r Sway L Comp Flange 12 75 ft 169253 No In Plane 85 1275ft 61 85 No 105ft Beam M2 Shape PIPE_3 0 Material HR_STL Length 3167ft I Joint N4 J Joint N5 LC5 D+W Code Check 0 234 (bending) Report Based On 97 Sections Max -042 at Oft A Mm -066 at 3 167 ft Max -336 at Oft V Max -019 at Oft fa ksi Mm -03 at 3 167 ft Max 7 406 at Oft Mm -1 064 at 0 ft Max 084 at 3 167 ft Mm -7 406 at Oft Mm Oat Oft AISCASD 9th Ed Code Check Max Bending Check 0 234 Location 0 ft Equation H2-1 Compact Allowables Increase 1 333 Fy Fa Ft Fb Fv Cb 36ksi 22 539 ksi 28 793 ksi 31 672 ksi 19 195 ksi 1 75 Max Shear Check 0016 Location 0 ft Max Defl Ratio L/453 Out Plane Cm Lb KL/r Sway L Comp Flange 3167ft 65311 Yes In Plane 85 3167ft 65311 Yes 3167ft 16 Company Designer Job Number Peyton Tomita & Associates DAVID PEYTON br6473 MB2 Oct 10, 2006 833AM Checked By Joint Reactions (By Combination) Joint Label YJk]_MZ [k-ftl1 2 3 4 5 6 7 8 9 10 11 12 1 1 1 1 N3 N2 Totals COG (ft) 2 I N3 2 2 2 3 3 3 3 N2 Totals COG (ft) N3 N2 Totals COG (ft) 0 0 0 X 4186 0 0 0 X 4 488 .184 672 X 4 1 631 369 2 Y 1491 144 288 1 728 Y 1583 -1 559 -433 -1 992 Y 1 583 0 0 0 0 0 0 £> L, RISA-2D Version 60 [J \CAD FILES\BESTROMM\BR6473\MB2 r2d]Page 1 ™"^^^^^^^^™^^^^^^^™ ProjectPeyton-Tomita & Associates Chent Structural Engineers ^ v Va •< .M.l/1 , .^/ ^n .Job No (gCl-> Date \0 EQl/ Eng I |ftx I. 954 Town & Country Road Orange, CA 92868 Tel (714) 245-4930 Fax (714) 245-4933 2P Peyton-Tomita & Associates Structural Engineers 954 Town & Country Road Orange, CA 92868 (714) 245-4930 Title REDMOND RIDGE CHEVRON Dsgnr DEP Date Description MANSARD CANOPY Scope Job # BR3066 908AM 10OCT06 Rev 580000User KW-0602836 Ver 5 8 0 1 Dec 2003 (e)1983 2003 ENERCALC Engineering Software Steel Beam Design Page 1 br3066 ecw Calculations Description HIP General Information CodeRef AISC 9th ASD 1997UBC 2003 IBC 2003 NFPA 5000 Steel Section W6X9 Pinned-Pinned Center Span 1 1 31 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 11 31 ft Trapezoidal Loads #1 DL @ Left DL @ Righl 0 085 I Summary 1 Using W6X9 section Span = 11 31ft End Fixity = Pinned-Pinned Lu = 1 1 Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv LL @ Left ST @ Left LL@ Right 0102 ST@Righl Fy = 36 Oksi 31ft LDF = 1 000 Actual Allowable 1 678 k-ft 5 880 k-ft 3622ksi 12690ksi 0285 1 0 757 k 14 443 k 0 754 ksi 14 400 ksi 0052 1 Fy 36 OOksi Load Duration Factor 1 00 Elastic Modulus 29 000 0 ksi Note' Short Term Loads Are WIND Loads k/ft Start ft -0118k/ft End ft Beam OK Static Load Case Governs Stress Max Deflection -0 080 in Length/DL Defl 33900 1 Length/(DL+LL Defl) 1 704 5 1 Force & Stress Summary Maximum Max M + 1 68 k-ft Max M- Max M @ Left Max M @ Right Shear @ Left 0 40 k Shear @ Right 0 76 k Center Defl -0080m Left Cant Defl 0000 in Right Cant Defl 0 000 in Query Defl @ 0 000 ft Reaction @ Left 0 40 Reaction @ Rt 0 76 I «- These columns are Dead + Live Load placed as noted -» DL LL LL+ST LL LL+ST Only O). Center @ Center (5) Cants © Cants 0 84 1 68 0 00 -000 -000 -013 0 21 0 40 0 01 0 37 0 76 0 07 -0 040 0 080 0 006 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 21 0 40 -0 01 0 37 0 76 -0 07 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 Facalc'dperEq E22,K*L/r>Cc I Beam, Major Axis, L/rT > (510,000 * Cb / Fy)A 5, Fb per Eq F1-7 I Beam, Major Axis, Fb per Eq F1 8, Fb = 12,000 Cb Af / (I * d) Peyton-Tomita & Associates Structural Engineers 954 Town & Country Road Orange, CA 92868 (714)245-4930 Title REDMOND RIDGE CHEVRON Dsgnr DEP Date Description MANSARD CANOPY Scope Job # BR3066 908AM 10OCT06 Rev 580000User KW-0602B36 Ver 5 8 0 1 Dec 2003(c)1983 2003 ENERCALC Engineering Software Steel Beam Design Page 2 br3066 ecwCalculations Description HIP Sketch & Diagram Rmax = 0 404k Vmax @ left = 0 404k 1018 1(3 I I WIN- I UIVII I A & AbbUUIA I bti 10/10/2006 DECK DESIGN PROJECT SHELL 50X59-6 4 COLUMN CANOPY 2000 PSFLL -1851 PSFWL ROOF LOAD 2000 PSFLL 300 PSFDL 23 00 PSF DL+LL DECK DESIGN 2300 PSF Wd= WN \A/\A/~vvw— L= Md= MN Mw= M(d+l)= M(d+w)= FASCIA LOAD DECK DESIGN Wd= WN Ww= P= L= X= Md(@ OH)= Ml(@ OH)= Mw(@ OH)= MOH(d+l)= MOH(d+w)= MSP(d+l)= MSP(d+w)= 300 PSF 2000 PSF •10 CH DCC- 1 O «J 1 r Or 1050 FT 41 34 FT-LBS/FT 27563 FT-LBS/FT -25508 FT-LBS/FT 31697 FT-LBS/FT OK -21374 FT-LBS/FT OK 2000 PLF IP V 300 PSF -W^. 2000 PSF -1851 PSF |< — . 2000 PLF 1050 FT 400 FT 10400 FT-LBS/FT 16000 FT-LBS/FT -14808 FT-LBS/FT 26400 FT-LBS/FT OK -4408 FT-LBS/FT OK 26710 FT-LBS/FT OK -19227 FT-LBS/FT OK v.'jiiv ••'->?•/. •C::-'s:,.;; A Rd= 1575 Rl= 10500 Rw= -97 17 R(d+l)= R(d+w)= 2300 SK^a>:%y;-';;:-!\j:. AA RAd= RAN RAw= RBd= RBN RBw= RA(d+l)= RA(d+w)= RB(d+l)= RB(d+w)= •^i^Sj^c A I >| L ^ | PLF PLF PLF 12075 PLF -81 42 PLF PSF ^)S?^3>^A B I > j 5765 PLF 20024 PLF -18531 PLF 585 PLF 10500 PLF -8307 PLF 25789 PLF -12766 PLF 11085 PLF -7723 PLF USE 20 GAUGE ASTM A653 SQ GRAPE 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 ) <>H-T 4-4-«- 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 Rev 580000 User KW-0602836 Ver 5 8 0 1 Dec 2003 (c)1983 2003 ENERCALC Engineering Software Title REDMOND RIDGE CHEVRON Job # BR3066 Dsgnr DEP Date 937AM 10OCT06 Description MANSARD CANOPY Scope Steel Beam Design Page 1 br3066 ecw Calculations Description P1 General Information Code Ref AISC 9th ASD 1997 UBC 2003 IBC 2003 NFPA 500° Steel Section W14X26 Pinned-Pinned Center Span 36 00 ft Bm Wt Added to Loads Left Cant 1 0 38 ft LL & ST Don't Act Together Right Cant 1038ft Lu Unbraced Length 9 33 ft Distributed Loads #1 #2 #3 #4 DL 0 058 LL 0 160 ST Start Location -10375 End Location 46 375 Point Loads #1 #2 #3 #4Dead Load 0200 0200 0719 0719 Live Load Short Term Location -10375 46375 -8625 44625 Fy 36 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 #5 #6 #7 1 631 1 631 k k k 12000 24000 ft I Summary | Using W14X26 section Span = 36 00ft, Fy = 36 Oksi Left Cant =10 38ft Right Ca End Fixity = Pinned-Pinned, Lu = 9 33ft LDF = 1 000 Actual Allowable Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv 46 314 k-ft 15744 ksi 0899 1 6025k 1 699 ksi 0118 1 51 524 k-ft 17 515 ksi 51 078 k 14 400 ksi Beam OKStatic Load Case Governs Stress nt = 10 38ft Max Deflection -1 451 in Length/DL Defl 7203 1 Length/(DL+LL Defl) 2161 1 j 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 46 31 k-ft 603k 603k -1 451 m 1 099 in 1 152 in 0000ft 972 972 DL Only 2040 -1280 -1280 1280 315 315 -0600 0321 0343 0000 494 494 LL &. Center 4631 -1280 -1280 -1280 603 603 -1451 1 099 1 152 0000 782 782 LL+ST @ Center -0600 0321 0343 0000 494 494 LL @ Cants 11 78 -2142 -2142 -2142 340 340 -0261 -0124 -0116 0000 660 660 LL+ST @ Cants k-ft k-ft k-ft k-ft k k -0 600 in 0321 in 0 343 in 0 000 in 494 k 494 k Facalc'dperEq E22, 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 REDMOND RIDGE CHEVRON Job # BR3066 Dsgnr DEP Date 937AM 10OCT06 Description MANSARD CANOPY Scope Rev 580000 User KW-0602B36 Ver 5 8 0 1 Dec 2003 (c)1983 2003 ENERCALC Engineering Software Steel Beam Design Page 2 br3066 ecw Calculations Description P1 Sketch & Diagram II I ill II I I Mill II II Ml Mmax - 46 3k D Dmax= 1 451m Mmax @ left = 21 42k ft Rmax = 9 716k Vcnax @ left = 6 025k Den @ left end = 10969m Mmax @ nght = 21 42k ft Rmax = 9 716k Vmax @ rt = 6 025k Dell @ nghl end = 11525m Bemhnj Moments111j 2*26 »% 3H6 4iJj Location (ft! Location fftl Peyton-Tomita & Associates Structural Engineers 954 Town & Country Road Orange, CA 92868 (714) 245-4930 Title REDMOND RIDGE CHEVRON Job # BR3066 Dsgnr DEP Date 938AM 10OCT06 Description MANSARD CANOPY Scope I Rev 580000 User KW-0602836 Ver 5 8 0 1 Dec 2003 I (c)1983 2003 ENERCALC Engineering Software Steel Beam Design Page 1 br3066 ecw Calculations Description P2 General Information CodeRef AISC9thASD 1997UBC 2003 IBC 2003 NFPA 5000 Steel Section W14X26 Center Span Lett Cant Right Cant Lu Unbraced Length 3600ft 1038ft 1038ft 933ft Pmned-Pinned Bm Wt Added to Loads LL & ST Don t Act Together Fy Load Duration Factor Elastic Modulus 3600ksi 1 00 290000ksi Distributed Loads Note' Short Term Loads Are WIND Loads # 1 DL 0 022 LL 0168 ST Start Location -10375 End Location 46 375 #2 #3 #4 #5 #6 #7 k/ft k/ft k/ft ft ft Point Loads Dead Load Notei Short Term Loads Are WIND Loads | #1 0195 #2 0195 #3 1 151 #4 1 151 #5 0369 #6 0369 #7 k Live Load Short Term Location -10375 46375 -4969 40969 12000 24000 k k ft Summary I Using W14X26 section, Span = End Fixity = Pinned-Pmned Lu Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv 3600ft, Fy=360ksi = 9 33ft LDF = 1 000 29106 k-ft 9 894 ksi 0565 1 4259k 1 201 ksi 0083 1 Left Cant =10 38ft Right Cant Allowable 51 524 k-ft 17 515 ksi 51 078 k 14 400 ksi Beam OK Static Load Case Governs Stress = 10 38ft Max Deflection -0 891 in Length/DL Defl 14969 1 Length/(DL+LL Defl) 3636 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 ximum 2911 k-ft 426k 426k -0 891 m 0652 in 0 685 in 0000ft 810 810 «- These columns are Dead + Live Load placed as noted —» 0022 -0164 0166 0000 308 308 LL @ Center 2911 1033 -1033 -1033 426 426 -0891 06520685 0000 610 610 LL+ST Center 0022 -0164-0166 0000 308 308 LL -1937 -1937 1937 354 354 0359 -0632 0647 0000 482 482 LL+ST Cants k-ft k-ft k-ft kft k k 0 022 in -0 164 in -0 166 in 0 000 in 308 k 308k FacalcdperEq E22, K*L/r>Cc I Beam, Major Axis, (102,000 * Cb / Fy)* 5 <= UrT <= (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 REDMOND RIDGE CHEVRON Job # BR3066 Dsgnr DEP Date 938AM 10OCT06 Description MANSARD CANOPY Scope Rev 580000 User KW-0602836 Ver 5 8 0 1 Dec 2003 (c)1983 2003 ENERCALC Engineering Software Steel Beam Design Page 2 br3066 ecw Calculations Description P2 Sketch & Diagram 0195k 11;j 369k Mmax = 29 1k ft Dmax - -0 B91m Mmax @ left = 19 37k ft Rmax = 8 099k Vmax @ left = 4 259k Den @ left end = -0 6519m Tl51k 1 -pL_4 i5H« 4hj sHj >(,i Location fftl 1631471 ID 073 Mmax@nghl= 19 37k ft ^AA' Rmax = 8 099k Vmax @ rl = 4.259k a 0 73 Den @ nght end = -0 6848m ^ 1 ID 183 B«iiA — i4' 002 .p 004 o DOB,.008 2 010 •S 0 12015017' * * iDefleuion ' l 2C Location fftl Peyton-Tomita & Associates Structural Engineers 954 Town & Country Road Orange, CA 92868 (714) 245-4930 Title REDMOND RIDGE CHEVRON Dsgnr DEP Date Description MANSARD CANOPY Scope Job # BR3066 927AM 10OCT06 Rev 580000 User KW-0602836 Ver 5 8 0 1 Dec 2003 (c)1983 2003 ENERCALC Engineering Software Steel Beam Design Page 1 br3066 ecw Calculations Description P3 General Information Steel Section W14X26 Center Span Left Cant Right Cant Lu Unbraced Length Distributed Loads # 1 DL 0 032 LL 0 168 ST Start Location -10375 End Location 46 375 Point Loads # 1Dead Load 0 210 Live Load Short Term Location -10 375 3600 ft 10 38 ft 1038ft 933ft #2 #2 0210 46375 Code Ref Pinned-Pinned Bm Wt Added to Loads LL & ST Don't Act Together #3 #4 #3 #40 724 0 724 8 625 44 625 AISC9thASD 1997UBC 2003 IBC 2003 NFPA 5000 Fy Load Duration Factor Elastic Modulus #5 #50724 -0625 Note' Short Term #6 Note' Short Term #60724 36625 36 OOksi 1 00 29 0000 ksi Loads Are WIND Loads #7 k/ft k/ft k/ft ft ft Loads Are WIND Loads #7 k k k ft 1 Summary 1 Using W1 4X26 section Span = 36 00ft Fy = 36 Oksi End Fixity = Pinned-Pinned Lu = 9 33ft LDF = 1 000 Actual Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv 24 626 k-ft 8 372 ksi 0478 1 4070k 1 147 ksi 0080 1 Left Cant = 10 38ft Right Cant = Allowable 51 524 k-ft 17 515 ksi 51 078 k 14 400 ksi Beam OKStatic Load Case Governs Stress=10 38ft Max Deflection 0 830 in Length/DL Defl 7032 1 Length/(DL+LL Defl) 2998 1 Force & Stress Summary j Maximum Max M -i- 24 63 k-ft Max M- Max M @ Left Max M @ Right Shear @ Left 4 07 k Shear @ Right 4 07 k Center Defl -0730m Left Cant Defl 0822 in Right Cant Defl 0 830 in Query Defl @ 0 000 ft Reaction @ Left 8 33 Reaction @ Rt 8 33 DL Only -1200 -1200 -1200 225 225 0164 -0350 -0354 0000 331 331 «- These columns are Dead LL LL+ST © Center © Center 2463 -1200 -1200 -1200 407 407 -0730 0164 0 468 -0 350 0 495 -0 354 0 000 0 000 6 33 3 31 6 33 3 31 + Live Load placed as noted -» LL LL+ST © Cants © Cants kft -21 05 k-ft -21 05 k-ft -21 05 k-ft 395 k 395 k 0520 0164m -0 822 -0 350 in 0 830 0 354 in 0 000 0 000 in 505 331 k 505 331 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 REDMOND RIDGE CHEVRON Job#BR3066 Dsgnr DEP Date 927AM 10OCT06 Description MANSARD CANOPY Scope Rev 580000 User KW-0602836 Ver 5 8 0 1 Dec-2003 (c)1983 2003 ENERCALC Engineering Software' Steel Beam Design Page 2 br3066 ecw Calculations: --- Description P3 Sketch & Diagram J724k ! L 10375A 36ft i r \10375( Mmax = 24 6k ft Dmax = -0 730m Mmax @ left = 21 05k ft Rmax = 8 325k Vmax @ left = 4 070k Den @ left end = -0 8222ln Mmax @ right = 21 05k ft Rmax = 8 325k Vmax @ rt = 4 070k Den @ nght end = -0 8304in o HBO -} F(_ Beixhitj Moments111 % JHO Ji}> Alt Ai Location rftl Location mi .Y tL, - 6378 72k -773k -833k -773k -9 721637k 24783 24783 Loads LC 4, D+L Results for LC 4, D+L Member Bending Moments (k-ft) Reaction units are k and k-ft Peyton Tomita & Associates CARRYING BEAM CB1 DAVID PEYTON BR6473 Oct 10, 2006 at 9 52 AM CB1 r2d Beam M1 Shape W18X65 Material HR_STL Length 46 5 ft I Joint N1 J Joint N2 LC4 D+L Code Check 0854 (bending) Report Based On 97 Sections Max 20 114 at 31 ft fa ksi Mm -20 114 at 15 5 ft Max 18 452 at 30 516 ft Max 179 32 at 30 516 ft M k-ft Max 248 at 23 25 ft D Mm -18 452 at 30 516 ft Mm -1 782 at 0 ft AISCASD9thEd Code Check Max Bending Check 0 854 Location 30 516 ft Max Shear Check 0 169 Location 155ft Equation H1-2 Compact Fy 36 ksi Fa 12 169 ksi Ft 21 6 ksi Fb 21 6 ksi Fv 14 4 ksi Ph 1wU 1 Max Defl F Out Plane Cm Lb 15ft KL/r 106267 Sway No L Comp Flange 10 Ratio L/275 In Plane 85 15ft 24049 Yes 5ft .Y ITT -637k -637k M1 93k 2753 2753 Loads LC 5, D+W Results for LC 5, D+W Member Bending Moments (k-ft) Reaction units are k and k-ft Peyton Tomita & Associated CARRYING BEAM CB1 DAVID PEYTON BR6473 Oct10,2006 at 9 52 AM CB1 r2d Beam M1 Shape W18X65 Material HR_STL Length 46 5 ft I Joint N1 J Joint N2 LC5 D+W Code Check 0 133 (bending) Report Based On 97 Sections Max 3 376 at 33 906 ft fa ksi Mm -3 376 at 12 594 ft Max 3 834 at 23 25 ft Max 37 258 at 23 25 ft M k-ft Max 057 at 23 25 ft D m Mm -3 834 at 23 25 ft Mm -388 at Oft AISCASD 9th Ed Code Check Max Bending Check 0 133 Location 23 25 ft Equation H1-2 Compact Allowables Increase 1 333 Max Shear Check 0 021 Location 33 906 ft Max Defl Ratio L/1255 FyFa Ft Fb Fv Cb 36ksi 16 221 ksi 28 793 ksi 28 793 ksi 19 195 ksi 1 Out Plane Cm Lb KL/r Sway L Comp Flange 15ft 106267 No In Plane 85 15ft 24049 Yes 105ft I I WIN- I WIVII I M Oc MOOUUIM I 1U/1U/2006 CHECK PONDING (A1SC SECT K2) Lp= 15 ft Ls= 3600 ft S= 1050 ft lp= 1070 inM ls= 245 inM ld= 08205 inM/ft Cs= 02303473 Cp= 00054505 Cp+09Cs= 02127631 < 0 25 PRIMARY W 18X65 SECOND W 14X26 03038766 inA4/ft OK OK THE ROOF SYSTEM IS STABLE AND NO FURTHER INVESTIGATION IS REQ'D 954 TOWN & COUNTRY ROAD, ORANGE, CA 92868 (714)245-4930 PEYTON-TOMITA & ASSOCIATES 10/10/2006 PURLIN CONNECTION PRYING T= B= d= bf= GAGE= tf= tw= b= a= b'= a'= ROE= d'= P= DELTA= BETA= ALPHA'= treq'd= tc= ALPHA= Q= TOTAL T= W 14X26 2430000 LBS 8800000 LBS 0750 IN 5025 IN 275 IN 042 IN 0255 IN 1 248 IN 1 138 IN 0873 IN 1 513 IN 0577 0813 IN 3795 IN 0786 4544 1 000 0264 OK 0671 0000 0 2430 OK PURLIN CONNECTION PRYING T= B= d= bf= GAGE= tf= tw= b= 3~ b'= a'= ROE= d'= P= DELTA= BETA= ALPHA'= treq'd= tc= ALPHA= Q= TOTAL T= W 18X65 2430000 LBS 8800000 LBS 0750 IN 759 IN 35 IN 0750 IN 0450 IN 1 525 IN 1 906 IN 1 150 IN 2281 IN 0504 0813 IN 2513 IN 0677 5200 1 000 0384 OK 0946 0000 0 2430 OK IS a<=1 25b/? YES IS a<=1 25b? YES 954 TOWN & COUNTRY ROAD, ORANGE, CA 92868 (714)245-4930 KbY I UN-1 UMIIA & AbbUUIA I bb 1U/1U/2UU6 WIND MOMENT CALCULATION FASCIA HT= 600 FT WIND SPEED= 7000 TRIB LENGTH= 2838 FT EXPOSURE= C NOOFFASCIAS= 200 Ce= 1 13 NO OFCOLUMNS= 200 qs= 1260 CLEAR HT= 1600 FT MAX COLUMN WIDTH= 2600 IN WIND PRESSURE= 1851 PSF FASCIA WIND SHEAR PER COLUMN= 315123LBSAT 19 00 FT COLUMN WIND SHEAR PER COLUMN= J341 66 LBS AT 800 FT 379288" LBS 65006 56 FT-LBS BASE MOMENT 954 TOWN & COUNTRY ROAD, ORANGE, CA 92868 (714)245-4930 PEYTON-TOMITA & ASSOCIATES 10/10/2006 CANOPY SEISMIC LOADING (PER 1997 UBC) SEISMIC ZONE ZIlil C ALC U L ATE P ERIO D lcol= " LENGTH= DL= T(A)= T(B)= T= ,j INA4 :|lFTUBS 017 SECONDS 073 SECONDS 022 SECONDS BASE SHEAR (30-4) Cv=I—I R= V= 064 PER TABLE 16-R 1 00 PER TABLE 16-K 220 PER TABLE 16-P 1 29 W BASE SHEAR (30-5) Ca= V= 044 PER TABLE 16-Q 050 W BASE SHEAR (30-7) z= R= V= 015 W DESIGN BASE SHEAR V= 050 W EARTHQUAKE LOAD 04 PER TABLE 16-R 1 00 PER TABLE 16-K 220 PER TABLE 16-P M= k= T(MAX)= Nv= Na= Nv= Rmax= WIDTH= LENGTH= RHOc= RHO= DESIGN EARTHQUAKE SHEAR= [DESIGN EARTHQUAKE MOMENT= :$2# DESIGN SHEAR / TOTAL SHEAR 3§;o$ FT 36;75! FT AREA= RHOmm= RHOmax= 5093 LBS 050 1 00 1 1 5 44284 LB-SA2/FT 273687 LB/IN 022 28375 FTA2 DL+EL/1 4 90395 FT-LBS 954 TOWN & COUNTRY ROAD, ORANGE, CA 92868 (714)245-4930 PEYTON-TOMITA & ASSOCIATES 10/10/2006 SQUARE TUBE WIND COLUMN DESIGN P(DL)= 1371 K P(LL)= 1 1 94 K P(WL)= -1009 K M(DL)= 000 FT-K M(LL)= 000 FT-K M(WL)= 6501 FT-K M(EL)= 9039 FT-K USE HSS12X12X5/16 A= 1340 SQIN l= 30400 INM S= 50 70 CU IN r= 476 IN b= 1200 IN t= 029 IN Fy= 4600 KSI K= 200 L= 1775 FT KL/r= 89 50 Cc= 111 55 Fa= 1639 w/t= 3724 SLENDER Fb= 2760 KSI DL+LL fa/Fa= F'ex= fb/Fb= fa/Fa+fb/Fb= DL+WL fa/1 33Fa= 1 33F'ex= fb/1 33Fb= fa/Fa+fb/Fb= DL+EL fa/1 33Fa= fb/1 33Fb= fa/Fa+fb/Fb= FOUNDATION (RESTRAINED AT GRADED dA2=(4 25*M)/(S3*b) 75* M(MAX)= 67795 89 FT-LBS S3= 20000 PCFXd b= 400 FT d= 634 FTFORSQ fa(DL)= 1 02 KSI fa(LL)= 089 KSI fa(WL)= -075 KSI fb(DL)= 000 KSI fb(LL)= 000 KSI fb(WL)= 1539 KSI fb(EL)= 21 40 KSI WL DEF = 1 86 OK ALLDEF= 200 IN OK be>b OK 012 1864 KSI 000 012 OK 001 2486 KSI 042 043 OK 005 058 063 OK q= 1 60 KSF qA= 2 10 KSF (1 KSF + 20%*(d-1)) q= 204 KSF qA= 230 KSF OR 711 FTFORRND (1 KSF + 20%*(d-1)) USE 400 'SQ BY USE 400 'DIA BY As=12*M/Gd*24000)= As=12*M/Gd*24000)= USE 3 #5'S OR 8 #6'S 650 FT DEEP FOOTING 750 FT DEEP FOOTING 088 SQIN FORSQ 1 03 SQ IN FOR RND EA FACE W/#3 TIES (5)1 2"OC VERT W/#3TIES(5)12"OC 14730 BEACH BLVD , SUITE 202, LA MIRADA, CA 90638 (714)670-6614 PEYTON-TOMITA & ASSOCIATES 10/10/2006 BASE CONNECTION AXIAL= MOMENT= COL WDTH = AB SPCNG = BASE PL TH = WELD SIZE= A B TEN = PL MOMENT= PL STRESS= ALLOW Fb= S(WELD)= fb(WELD)= Fb(WELD)= 1371 K 9039 FT-K 1200 IN 1600 IN C-C 125 IN_ 5/16 FILLET 32 14 K SEE NEXT SHEET FOR CAP 12855 IN-K 3085 KSI 3600 KSI OK 19200 INA2 536 KLI 600 KLI OK TOP OF COLUMN CONNECTION PDL= 1284300 LBS PWL= -1009000 LBS PNET= 275300 LBS USE 4-3/4 DIA A307 BOLTS IN TENSION T= 68825 LBS 1 33Ta= 1173333 LBS OK USE 3/4"X13"X1'6"PLATE M= -211981 IN-LBS fb= -173933 PSI 1 33Fb= 36000 00 PSI OK USE 6" OF 1/4 FILLET EA SIDE fweld= -22942 PLI 1 33Fw= 4800 00 PLI OK 954 TOWN & COUNTRY ROAD, ORANGE, CA 92868 (714)245-4930 KbY I UN-1 UMIIA & ASSOCIATES 10/10/2006 ANCHOR BOLT DESIGN PER 1997 UBC. SEC 1923 WORKING STRESS LOADS ALLOWABLES (133%) P(DL)= -343 k 3/4" 11 20 P(LL)= 000 k 1" 2000 P(WL)= 2810 k 1 25" 31 20 P(EL)= 35 57 k 1 5" 44 93 ULTIMATE LOADS U=1 4D+1 7SL= -4 80 k U=0 75(1 4D+1 7( 5SL)+1 7W)= 32 23 k U=0 9D+1 3W= 33 44 k U=0 75(1 4D+1 7( 25SL)+1 7(1 1E))= 46 28 k U=0 9(D+ 25SL)+1 3(1 1E)= 47 77 k MAXIMUM LOAD= 4777 k ANCHOR SIZE= 1-1/2 in Ab= 1 7670 sq in Ps=0 9 x Ab x 60000= 95 42 K OK LAMDA= 1 00 fc= 250000 PSI 0= 065 USE (2)1-1/2"DIA X 24" EMBED AT 16" QIC IN A 48"FTG Ap= 160500 in 2 GROUP PULL OUT 0Pc= 20865 K 1/2*0Pc= 10433 K NO AB's= 2 00 1/2*0Pc= 5216 K/BOLT OK 954 TOWN & COUNTRY ROAD, ORANGE, CA 92868 (714)245-4930 A PEYTON-TOMITA & ASSOCIATES 10/10/2006 PURLIN BOTTOM FLG BRACE CAPACITY MAX PURLIN DEPTH= MAX KB L2x2x1/8 LENGTH= r min= r= KL/r= Pa= SCREW CAPACITY Pas=Pns/3 t2= t1 = t2/t1 = d= Fu2= Fu1 = dw= EQ631 EQ632 EQ633 EQ634 EQ635 Pat=Pnt/3 0 EQ641 EQ6 4 2 1 24 IN 3394 IN 017 IN 0398 IN 8528 7143 K SCREW SIZE NO 0 025 IN 0125 IN 2 025 IN 58 KSI 58 KSI 03125 IN Pns= Pns= Pns= MIN = Pns= Pns= MIN = Pns= Pas= Pnot= Pnov= MIN = Pat= TENSION CAPACITY= SHEAR CAPACITY= KB CAPACITY= 1 33 K B CAPACITY= = 1523 489 979 489 489 979 489 489 1 631 3081 3398 3081 1 027 2054 3263 2054 2739 1 489 2 489 25 489 954 TOWN & COUNTRY ROAD, ORANGE, CA 92868 (714)245-4930 ,_ PEYTON-TOMITA & ASSOCIATES 954 TOWN & COUNTRY ROAD ORANGE, CA 92868 (714)245-4930. FAX(714)245-4933 PROJECT JOB NO DATE CANOPY STANDARD 10-Oct-06 DECK CLIP THE CLIP IS A 2 1/2" LONG, 3/16" THICK CHANNEL WITH A 1/2" DIA A307 BOLT THE CLIP FITS UNDER THE DOUBLED LIP OF THE TWO ADJOINING DECK RIBS MAXIMUM DECK RIB LOAD (P)= CLIP CAPACITY= 0344 K 0425 K OK DEAD LOAD= LIVE LOAD= 57650 PLF 200240 PLF PEYTON-TOMITA & ASSOCIATES 954 TOWN & COUNTRY ROAD ORANGE, CA 92868 (714)245-4930. FAX(714)245-4933 PROJECT JOB NO DATE CANOPY STANDARD 10-Oct-06 LAST RIB CHECK FLG STAY CHECK FASCIA WT = LIVE LOAD= RIB LOAD= SPAN= MOMENT= RIB CAP = REIN CAP = TOTAL CAP = L2x2 CAP = SCREW CAP = # SCREWS= MOMENT= DEPTH= FLG FORCE= 2%*FLG F= STRAP T= SCREW V= 2000 PLF 2000 PSF 3533 PLF 1050 FT 48694 FT-LBS 32434 FT-LBS 52740 FT-LBS 851 74 FT-LBS REIN REQ'D U2 5X2X3/16 LLV OK 1 79 0457 2 4631 1400 3969 079 056 028 K TENSION K SHEAR FT-K IN K K K K STRAP OK SCREWS OK CFS Version 3 5 Section BRDECK40sct BESTWORTH-ROMMEL GR40 DECK Rev Date Rev Time Rev By Phone Fax 6/14/2006 7 42 35 AM Section Inputs Material A653 SQ Grade 40 No strength increase from cold work of forming Modulus of Elasticity E 29500 ksi Yield Strength, Fy 40 ksi Tensile Strength Fu 55 ksi Warping Constant Override, Cw 0 inA6 Torsion Constant Override J 0 mA4 Part 1, Thickness 0 0346 in (20 Gage) Placement of Part from Origin X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web (in) (deg) (in) Coef 1 0625 90000 0093750 None 2 1250 180000 0093750 None 3 3035 270000 0 093750 Nested 4 16000 180000 0093750 None 5 3 000 90 000 0 093750 Nested 6 1 078 0 000 0 093750 None 7 0438 270000 0 093750 None k Hole Size Distance (in) 0000 0000 j 0000 0000 1 0000 0000 0000 (in) 0000 0000 0000 0000 0000 0000 0000 0313 0625 1 517 8000 1 500 0539 0219 CFS Version 3 5 Section BRDECK40sct BESTWORTH-ROMMEL GR 40 DECK Full Section Properties Area Ix Sx(t) Sx(b) iy Sy(l) Sy(r) 11 12 Ic lo 0 86263 1 070 0 4651 1 4583 31 805 3 8690 3 5359 31 810 1 065 32 875 36 415 in* in* in* in* in* in* in* in* in* in* in* 2 4 3 3 4 3 3 4 4 4 4 Wt 0 0029330 rx y(t) y(b) Height ry x(l) x(r) Width rl r2 re ro 1 2 0 3 6 8 8 17 6 1 6 6 114 301 734 035 072 221 995 215 073 111 173 497 Rev Date 6/14/2006 Rev Time 74235AM Rev By Phone Fax k/ft in in in in in in in in in in in in Width Ixy a Xo Yo ]X DY Cw J 24 0 -89 -0 -1 0 10 46 932 409 239 554 948 597 699 566 in in*4 deg in in in in in*6 0 000344 in*4 Fully Braced Strength -1996 AlSl Specification-Supplement 1 (ASP) Compression Pao 6 413 k Ae 0 28859 i Tension Ta Shear Vay Vax 20 662 k 2 289 k 0 000 k Positive Moment Maxo 10 280 k-in Ixe 1 009 in* 4 Sxe(t) 0 4292 in*3 Sxe(b) 1 4737 m*3 Negative Moment Maxo 7 309 k-in Ixe 0 504 in*4 Sxe(t) 0 3638 inA3 Sxe(b) 0 3051 in*3 Positive Moment Mayo 51 610 k-in lye 23 503 in*4 Sye(l) 3 7260 in*3 Sye(r) 2 1547 in*3 Negative Moment Mayo 50 360 k-in lye 21 973 in*4 Sye(l) 2 1025 in*3 Sye(r) 3 2484 in*3 Structural Solutiom Seattle Tacoma 811 First Avenue Suite 511) Seattle WA 98104 lei 2062925076 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 25:53832797 www pcs structural com STRUCTURAL CALCULATIONS FOR NEKM BRESSI RANCH FUEL MART RETAINING JAIALL5 214O <3ATEmr ROAD CARLSBAD, CALIFORNIA PREPARED BY PCS STRUCTURAL SOLUTIONS SEPTEMBER 26, 2OO6 O6-52& O1 Project Subject Structural Solutions Originating Office Seattle Sheet ______ of ___ Name JJKJfTacoma Date 1. IV Seattle 811 First Avenue Suite 510 Seattle WA 98104 tel 206 292 5076 qr,nPar,f,r Awniip Snilp 110(1 Tnrnma WA 98402 tel 2533832797 www pcs-structural com •MFCS Project Job No Subject ___ __________ Structural Solutions Originating Office Q Seattle Sheet J of yr Name Date WALU Seattle Tacoma 811 First Avenue Suite 510 Seattle WA 98104 tel 206 292 5076 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs-structural com Title Circle K -1 Job # 06-528 01 Description Page Dsgnr Eric Bail* Date SEP 26 2006 Structural Solutions Retain Pro 6 1e 8-July 2004 Registration # RP 1134915 [Criteria Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel Wind on Stem This Wall in (01989 2004 cantilevered Retaining Wall Design 1 = 850ft 000ft 000 1 1200m 00ft 0 0 psf Soil Data ~| Allow Soil Beanng = 2 500 0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 60 0 psf/ft Toe Active Pressure = 35 0 psf/ft Passive Pressure = 1500 psf/ft Soil Density = HOOOpcf Footmg||Soil Friction = 0 350 Soil height to ignore for passive pressure = 1200m File g \2006jobs\6528 01 circle k facility bress Code CBC2001 Footing Dimensions & Strengths | Toe Width = 1 00 ft Heel Width = 7 00 Total Footing Width = " 8~00 Footing Thickness = 1800m Key Width = 8 00 in Key Depth = 24 00 in Key Distance from Toe = 0 00 ft fc = 2 500 psi Fy = 60 000 psi Mm As% = 00018 Cover @ Top = 2 00 in @ Btm = 3 00 in | Surcharge Loads | Lateral Load Applied to Stem j| Used To Resist Sliding & Overturning Surcharge Over Toe = 0 0 psf Used for Sliding & Overturning | Axial Load Applied to Stem ^ Axial Dead Load = 0 0 Ibs Axial Live Load = 0 0 Ibs Axial Load Eccentricity = 0 0 in teral Load = 0 0 #/ft Height to Top = 0 00 ft Height to Bottom = 0 00 ft | Design Summary | Stem Construction | T°P stem Wall Stability Ratios Overturning = 4 13 OK Sliding = 1 34 Ratio < 1 5' Total Beanng Load = 8 995 Ibs resultant ecc = 1 1 48 in Soil Pressure @ Toe = 1 931 psf OK Soil Pressure @ Heel = 318 psf OK Allowable = 2 500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2 31 7 psf ACI Factored @ Heel = 381 psf Footing Shear @ Toe = 0 0 psi OK Footing Shear @ Heel = 13 1 psi OK Allowable = 85 0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 2 890 6 Ibs less 50 % Passive Force = - 721 9 Ibs less 100% Fnction Force = - 31483 Added Force Req'd = 0 0 Ibs OK for 1 5 1 Stability = 465 8 Ibs NG Footing Design Results | Toe Heel Factored Pressure = 2 317 381 psf Mu Upward = 1118 0 ft-# Mu Downward = 201 0 ft-# Mu Design = 917 9817ft-# Actual 1-Way Shear = 000 13 07 psi Allow 1-Way Shear = 85 00 85 00 psi Toe Reinforcing = None Spec d Heel Reinforcing = None Speed Key Reinforcing = #5 @ 1800m Adjacent Footing Load | Adjacent Footing Load = 0 0 Ibs Footing Width = 0 00 ft Eccentncity = 0 00 in Wall to Ftg CL Dist = 0 00 ft Footing Type Line Load at Back of Wall ~ 00ft 2nd Design height ft = 4 00 0 00 Wall Matenal Above "Ht" = Concrete Concrete Thickness = 1200 1200 Rebar Size = #6 #6 Rebar Spacing = 1200 1200 Rebar Placed at = Edge Edge fb/FB + fa/Fa = 0081 0544 Total Force @ Section Ibs = 972 0 3 440 0 Moment Actual ft-#= 14580 98167 Moment Allowable ft-#= 180295 180295 Shear Actual psi= 84 298 Shear Allowable psi = 85 0 85 0 Lap Splice if Above in = 4680 4680 Lap Splice if Below m= 4680 1260 Wall Weight psf= 1500 1500 Rebar Depth d m= 963 963 f m psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio 'n1 = Short Term Factor = Equiv Solid Thick = Masonry Block Type = Medium Weight Concrete Data fc psi= 25000 25000 Fy psi= 600000 600000 Other Acceptable Sizes & Spacmgs Toe Not req'd Mu < S * Fr Heel #4@ 7 25 in #5@ 11 25 m #6@ 16 00 in #7@ 21 75 in #8@ 28 50 in #9@ 36 Key #4@ 22 25 in #5@ 34 50 in #6@ 48 25 m #7@ 48 25 in Page Dsgnr Eric BaiU Date SEP 26,2006 Structural Solutions Title Circle K -1 Job # 06-528 01 Description This Wall in File g \2006 jobs\6528 01 circle k facility bress Retain Pro 6 1e 8-July 2004 (c)1989-2004 Registration)* RP 1134915 Cantilevered Retaining Wall Design Code CBC2001 | Summary of Overturning & Resisting Forces & Moments OVERTURNINGForce Distance Moment Item Ibs ft ft-# Heel Active Pressure = 30000 333 100000 Toe Active Pressure = -1094 083 -911 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total = 28906 OTM = 99089 Resisting/Overturning Ratio = 413 Vertical Loads used for Soil Pressure = 8 995 0 Ibs Vertical component of active pressure NOT used for soil pressure RESISTING Force Distance Ibs ft 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 Weigh! _ Key Weight Vert Component _ Total = 56100 1100 12750 18000 2000 4512 94462 500 000 050 150 400 033 800 Ibs RM = 1 Moment ft-# 28 050 0 550 19125 72000 667 36097 40 893 8 0 12 in Cone w/ #6 @ 12 in o/c 1-0' #0@18m @Toe Designer select #0@18m allhonz remf @ Heel See Appendix A m 1-0" L- 7-0 8-0" 8-6"8'-6" 2" 1-6" 2-0" Structural Solutions Title Circle K -1 base Job # 06-528 01 Dsgnr Description This Wall in File Page _ Eric Bail* Date SEP 26 2006 obs\6528 01 circle k facility bress Retain Pro 6 1e 8-July 2004 (c)1989 2004 Registration # RP 1134915 Cantilevered Retaining Wall Design Code CBC2001 | Criteria | Retained Height = Slope Behind Wall Height of Soil over Toe = Water height over heel = Wind on Stem = 11 75ft 000ft 000 1 1200m 00ft 00 psf Soil Data Allow Soil Bearing 1 = 2 5000 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density Footmg||Soil Friction Soil height to ignore for passive pressure 60 0 psf/ft = 35 0 psf/ft = 1500 psf/ft = HOOOpcf = 0350 = 1200m Footing Dimensions & Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe = = = ~ = f c = 2 500 psi Fy = Footing Concrete Density = Mm As%= Strengths | 100ft 11 00 1200 24 00 in 800m 24 00 in 000ft 60 000 psi 15000pcf 00018 Cover @ Top = 2 00 in @ Btm = 3 00 in 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 Axial Dead Load = Axial Live Load = Axial Load Eccentncity = Lateral Load Applied to Stem ~j| Adjacent Footing Load Lateral Load Height to Top Height to Bottom 00#/ft 000ft 000ft OOlbs OOlbs 00 in Adjacent Footing Load = Footing Width = Eccentncity = Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall OOlbs 000ft 000 in 000ft Line Load 00ft Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load resultant ecc Soil Pressure @ Toe Soil Pressure @ Heel Allowable 484 OK 1 34 Ratio < 1 5' 18 598 Ibs 14 57 in 2 491 psf OK 609 psf OK 2 500 nsf Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable 2 989 psf 731 psf 0 0 psi OK 14 6 psi OK 85 0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force less 50 % Passive Force = less 100% Friction Force = Added Force Req d = for 1 5 1 Stability = 5 514 4 Ibs 900 0 Ibs 65091 0 0 Ibs OK 862 4 Ibs NG [Stem Construction 5' Design height Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at fb/FB + fa/Fa Total Force @ Section Moment Actual Moment Allowable Shear Actual Shear Allowable Lap Splice if Above Lap Splice if Below Wall Weight Rebar Depth d fm Fs Solid Grouting | Top Stem • ft= 400 = Concrete 1200 # 6 1200 = Edge = 0413 Ibs = 2 883 0 ft-#= 74478 ft-#= 180295 psi = 25 0 psi = 85 0 in = 46 80 in = 46 80 psf= 1500 in = 9 63 psi = psi = = 2nd Stem OK 000 Concrete 1200 # 6 600 Edge 0763 65990 259464 340029 571 850 4680 1260 1500 963 Special Inspection = Modular Ratio n = Short Term Factor = Equiv Solid Thick = Masonry Block Type = Medium Weight Concrete Data f c psi = 2 500 0 Fy psi = 60 000 0 25000 60 000 0 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 = 2989 1463 246 = 1 217 = 000 = 8500 = None Spec d = None Speed = #5@1800 Heel 731 psf Oft-# Oft-# 25 946 ft-# 14 57 psi 85 00 psi in Other Acceptable Sizes & Spacmgs Toe Not req d Mu < S * Fr Heel #4@ 5 25 in #5@ 8 25 in #6@ 11 50 in #7@ 15 75 in #8@ 20 50 in #9@ 26 Key #4@2225m #5@ 34 50 in #6@4825m #7@4825m • fPiAit^| HI iUI ^fek Iffll l^^w Structural Solutions Title Circle K 1 base Page '^ Job # 06-528 01 Dsgnr ErjcBaiU Date SEP 26 2006 Description ^^^" \ /[ bh'jS/ This Wall in Filef g \20d6 jobs\6528 01 circle k facility bress ST." ESS ""*" "" Can.,levered Reta.n.ng Wall Des,gn Code CBC2001 Summary of Overturning & Resisting Forces & Moments | OVERTURNING Force Distance Moment tern Ibs ft ft-# ^el Active Pressure = 5 671 9 4 58 25 996 1 Foe Active Pressure = -1575 100 -1575 Surcharge Over Toe = ^dJacent Footing Load = 'Vdded Lateral Load = ,oad @ Stem Above Soil = Total = 55144 OTM = 258386 Resisting/Overturning Ratio = 4 84 Vertical Loads used for Soil Pressure = 18 597 5 Ibs RESISTINGForce Distance Ibs ft 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) _ Footing Weight _ Key Weight Vert Component _ Total = 129250 1100 17625 36000 2000 8531 194506 Ibs 700 000 050 1 50 600 033 1200 RM = Moment ft-# 90 475 0 550 26438 21 600 0 667 102368 125 077 2Vertical component of active pressure NOT used for soil pressure ''I 12 in Cone w/ #6 @ 12 in o/c 12 in Cone w/ #6 @ 6 in o/c #0@18m @Toe Designer select #0@18in allhonz reinf @ Heel See Appendix A ffl - 2 1/2" 2 1/2" 7-9" 4-0" 2" _*._ 2-0" 2-0" 11-9" 8'•*^r- 1-0 11-4" 11-0_ 12-0" 11-9" Project _. Subject _. __ Job No J^f_._^± Structural Solutions Originating Office Seattle Sheet -'- of _ii Name fytTacoma Date Seattle I 811 l;irst Avenue Suite 510 Seattle WA 98104 tol 20(i 292 5076 I _-„ „ r „ A „„ ^ <;,,„„ i,nn faroina WA 98402 tel 2533832797 www pcs-structural com Title Circle K - screen single Job # 06 b28 01 Dsgnr Eric Bailc Description Structural Solutions Date SEP 22 2006 This Wall in File g \2006jobs\6528 01 circle k facility bress Retain Pro 6 1e S-July 2004 (c)1989 2004 Registration # RP 1134915 Cantilevered Retaining Wall Design Code CBC2001 [Criteria Retained Height ~ 8 00 ft Wall height above soil = 0 50 ft Slope Behind Wall = 000 1 Height of Soil over Toe = 12 00 in Water height over heel = 0 0 ft Wind on Stem = 0 0 psf j | Soil Data Allow Soil Bearing = 2 500 0 psl Equivalent Fluid Pressure Method I [ Footing Dimensions & Strengths | Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density Footing||Soil Friction Soil height to ignore for passive pressure 60 0 psf/ft 35 0 psf/ft = 1500 psf/ft = HOOOpcf = 0350 = 1200m Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe — = = = = = = fc = 2500psi Fy = Footing Concrete Density = Mm As%= 1 00ft 700 8 00" 1500m 000 in 000 in 000ft 60 000 psi 15000pcf 00018 Cover @ Top = 2 00 in @ Btm = 3 00 in Surcharge Loads • [Tateral Load Applied to Stem ~\ [Adjacent Footing Load 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 \ Axial Dead Load = 0 0 Ibs Axial Live Load = 0 0 Ibs Axial Load Eccentricity = 0 0 in Design Summary | Wall Stability Ratios Overturning = 4 74 OK Sliding = 1 20 Ratio < 1 Total Beanng Load = 8 033 Ibs resultant ecc = 8 75 in Soil Pressure @ Toe = 1 553 psf OK Soil Pressure @ Heel = 455 psf OK Allowable = 2 500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1 864 psf ACI Factored @ Heel = 546 psf Footing Shear @ Toe = 0 4 psi OK Footing Shear @ Heel = 13 1 psi OK Allowable = 85 0 psi liding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 2 478 3 Ibs less 50 % Passive Force =- 152 3 Ibs less 100% Fnction Force = - 2 811 7 Added Force Req d = 00 Ibs OK for 1 5 1 Stability = 753 4 Ibs NG Lateral Load = Height to Top = Height to Bottom = | Stem Construction Design height Wall Material Above "Ht" 5" Thickness Rebar Size Rebar Spacing Rebar Placed at fb/FB + fa/Fa Total Force @ Section Moment Actual Moment Allowable Shear Actual Shear Allowable Lap Splice if Above Lap Splice if Below Wall Weight Rebar Depth d fm Fs Solid Grouting 0 0 #/ft Adjacent Footing Load 0 00 ft Footing Width = 000ft | ' ft = = = = = = _ lbs = tt-# = ft-# = psi = psi = m = in = psf = m = psi = psi = Eccentncity = Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall rop Stem 2nd Stem OK Stem OK 4 00 0 00 Concrete Concrete 8 00 8 00 #5 #5 1200 600 Edge Edge 0 126 0 556 768 0 3 044 0 1 024 0 8 182 7 81213 147117 103 410 85 0 76 0 43 60 43 60 4360 1050 1000 1000 619 619 00 Ibs 000ft 000 in 000ft Line Load 00ft Special Inspection = Modular Ratio n = Short Term Factor = Equiv Solid Thick = Masonry Block Type = Medium Weight Concrete Data f c psi = 2 500 0 Fy psi = 60 000 0 20000 60 000 0 ^Footing Design Factored Pressure Mu Upward Mu' Downward Mu Design Actual 1 Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Results '| == = = = = == = Toe 1 864 904 179 726 044 8500 None Spec d None Speed #5 @ 18 00 in Heel 546 psf Oft-# Oft-# 8183ft-# 13 12 psi 85 00 psi Other Acceptable Sizes & Spacings Toe Not req d Mu < S * Fr Heel #4@ 9 00 in #5@ 14 00 in #6@ 19 75 in #7@ 26 75 in #8@ 35 25 in #9@ 44 Key No key defined •JPCS Structural Solutions Title Circle K - screen single Job # 06-528 01 Dsgnr Eric Bailc Date Description ~~^ This Wall in File g \2006 jobs\6528 01 circle r£.7 SXZ '""" "" Canned Reta.n.ng Wall Des,gn Page _£W SEP 22,2006 k facility bress Code CBC2001 Summary of Overturning & Resisting Forces & Moments OVERTURNINGForce Distance Moment tern Ibs ft ft-# Heel Active Pressure = 25669 308 79145 foe Active Pressure = 88 6 0 75 66 4 Surcharge Over Toe = ^dJacent Footing Load = 6idded Lateral Load = .oad @ Stem Above Soil = Total = 24783 OTM = 78481 Resisting/Overturning Ratio = 4 74 Vertical Loads used for Soil Pressure = 8 033 3 Ibs RESISTING Force Distance Ibs ft 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 Weight _ Key Weight ~ Vert Component _ Total = 55733 1100 8500 15000 3861 84194 Ibs 483 000 050 1 33 400 800 RM = 1 Moment ft-# 26 937 8 550 1 1333 60000 30885 37 214 6Vertical component of active pressure NOT used for soil pressure 8 in Cone w/ #5 @ 12 in o/c 8 in Cone w/ #5 @ 6 in o/c L_*. #0@18in @Toe Designer select #0@18m allhonz remf @ Heel See Appendix A if - 1 3/4" 1 3/4" 8-0" 4'-6" 4-0" 8-0,! 8-6" t "..__ { — *- Project Subject Structural Solutions Originating Office D Seattle Sheet l_tr of 2£. Name [53 Tacoma Date Seattle 811 Hirst Avenue Suite 510 Seattle WA 98104 tel 2062925076 -r-.,_ nr.nn,rt,r Awnnp SintpllOO Tacoma WA98402 tel 253 383 2797 www pcs-structural com Title Circle K 3b Job # 06-528 01 Description Dsgnr Eric Baile Date SEP 22 2006 Structural Solutions This Wall in File g \2006 jobs\6528 01 circle k facility bress Retain Pro 6 1e 8-July 2004 (c)1989 2004 Registration # RP 1134915 Cantilevered Retaining Wall Design Code CBC2001 [Criteria Retained Height = Wall height above soil = Slope Behind Wall = Height of Soil over Toe = Water height over heel = Wind on Stem = 750ft 000ft 000 1 1200m 00ft 00 psf | | Soil Data *Allow Soil Bearing = 2 500 0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 60 0 psf/ft Toe Active Pressure Passive Pressure Soil Density Footmg||Soil Friction Soil height to ignore for passive pressure 35 0 psf/ft = 1500 psf/ft = HOOOpcf = 0350 = 1200m [ Footing Dimensions Toe Width Heel Width Total Footing Width Footing Thickness Key Depth Key Distance from Toe = _ _ = f c = 2 500 psi Fy Footing Concrete Density = Mm As % Cover @ Top = 2 00 in = <! & Strengths 100ft 900 1000 1800m 8 00 in 24 00 in 000ft = 60 000 psi 15000pcf 00018 S> Btm = 3 00 in 1 [Surcharge Loads | Lateral Load Applied to Stem j| | Adjacent Footing Load 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 Axial Dead Load = Axial Live Load = Axial Load Eccentricity = [Design Summary Stem I 00 Ibs 00 Ibs 00 in 1 Wall Stability Ratios Overturning = 2 83 OK Sliding = 1 13 Ratio < 1 Total Beanng Load = 10 185 Ibs resultant ecc = 21 56 in Soil Pressure @ Toe = 2 120 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2 500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2 544 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 0 0 psi OK Footing Shear @ Heel = 14 7 psi OK Allowable = 85 0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 3 808 9 Ibs less 50 % Passive Force = - 721 9 Ibs less 100% Friction Force = - 35648 Added Force Req d = 00 Ibs OK for 1 5 1 Stability = 1 426 8 Ibs NG Lateral Load = 14883#/ft * Height to Top = 750ft F Height to Bottom = 650ft E V F B j Stem Construction Design height Wall Material Above "Ht" 5' Thickness Rebar Size Rebar Spacing Rebar Placed at Total Force @ Section Moment Actual Moment Allowable Shear Actual Shear Allowable Lap Splice if Above Lap Splice if Below Wall Weight Rebar Depth d fm Fs Solid Grouting Special Inspection Modular Ratio n Short Term Factor Equiv Solid Thick • Top Stem ft= 400 = Concrete 800 #6 1200 = Edge = 0510 Ibs = 2 076 3 ft-#= ')1509 ft-#= 101095 psi = 44 0 psi = 85 0 in = 46 80 in = 46 80 psf= 1000 in = 5 63 psi — psi = idjacent Footing Load - 0 0 Ibs botmg Width = 0 00 ft Iccentncity = 0 00 in Vail to Ftg CL Dist = 0 00 ft botmg Type Line Load at Back of Wall U0tt 2nd Stem OK 000 Concrete 800 # 6 600 Edge 0945 41603 171588 181629 749 850 4680 1260 1000 563 Masonry Block Type = Medium Weight Concrete Data f c psi = 2 500 0 Fy psi = 60 000 0 25000 600000 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 2544 1228 201 = 1 027 000 8500 = None Speed = None Speed = #5® 18 00 Heel Opsf Oft-# Oft-# 17159ft-# 14 70 psi 85 00 psi in Other Acceptable Sizes & Spacings Toe Not req d Mu < S * Fr Heel #4® 7 25 in #5® 11 25 in #6® 16 00 in #7® 21 75 in #8@ 28 50 in #9® 36 Key #4® 22 25 in #5® 34 50 in #6® 48 25 in #7® 48 25 in IfV^OPS™! ^%fek Si ^^^^r Structural Solutions Title Circle K 3b Page ''2V Job # 06-528 01 Dsgnr Eric Bail< Date SEP 22 2006 Description . .. ( s*"^^ This Wall in File g \2006 jobs\6528 01 circle k facility bress ESS.'.* nSS "1M9'°°4 CantMevered Re.am.ng Wall Design Code CBC2001 j Summary of Overturning & Resisting Forces & Moments | OVERTURNINGForce Distance Moment Item Ibs ft ft-# Heel Active Pressure = 24300 300 72900 Toe Active Pressure = -1094 083 -91 1 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 14883 850 126506 Load @ Stem Above Soil = Total = 38089 OTM = 198494 Resisting/Overturning Ratio = 2 83 Vertical Loads used for Soil Pressure = 101850 Ibs RESISTINGForce Distance Ibs ft Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe _ Surcharge Over 1 oe Stem Weight(s) _ Earth @ Stem Transitions _ Footing Weight Key Weight Vert Component _ Total = 68750 1100 7500 22500 2000 3655 105505 Ibs 583 000 050 1 33 500 033 1000 RM = Moment ft-# 401042 550 10000 11 2500 667 36548 561306Vertical component of active pressure NOT used for soil pressure 8 in Cone w/ #6 @ 12 in o/c 8 in Cone w/ #6 @ 6 in o/c "21/2" #0@18 in @Toe Designer select #0@18m allhonz remf @ Heel See Appendix A ••-21/2" 1-0' 2" 1-6" 2-0";i 3-6" —;; 7-6" 4-0" 7'-6" 9-4" 9'-0 10-0" Project _ Subject job No Structural Solutions Originating Office Seattle of 2j Name Dale Seattle 811 First Avenue Suite 510 Seattle WA 9010-1 tel 206 292 507G 9SO Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs-structural com Title Circle K - Bressi Ranch Top Page Job # 06-528 01 Dsgnr Eric Bailc Date SEP 20 2006 Descnption Top Wall Structural Solutions This Wall in File "g \2006 jobs\6528 01 circle k facility bress Retain Pro 6 1e 8-July 2004 (c)1989 2004 Registration # RP 1134915 Cantilevered Retaining Wall Design Code CBC2001 j Criteria Retained Height = Wall height above soil = Slope Behind Wall = Height of Soil over Toe = Water height over heel = Wind on Stem = I 600ft 050ft 000 1 1200m 00ft OOpsf | j Soil Data Allow Soil Bearing Equivalent Fluid Pressure Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density Footmg||Soil Friction Soil height to ignore for passive pressure ^j [ Footing Dimensions & = 2 500 0 psf Method 60 0 psf/ft 35 0 psf/ft = 1500 psf/ft = HOOOpcf = 0350 = 12 00 in Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe = _ _ *— — f c = 2 500 psi Fy = Footing Concrete Density = Mm As%= Strengths | 100ft 500 600 1500m 0 00m 0 00 in 000ft 60 000 psi 15000pcf 00018 Cover @ Top = 2 00 in @ Btm = 3 00 in Surcharge Loads ~\ [ Lateral Load Applied to Stem ~| j Adjacent Footing Load Surcharge Over Heel = OOpsf Lateral Load Used To Resist Sliding & Overturning Height to Top Surcharge Over Toe = OOpsf Height to Bottom Used for Sliding & Overturning [Axial Load Applied to Stem j| 00#/ft 000ft 000ft Axial Dead Load = Axial Live Load = Axial Load Eccentricity = OOlbs OOlbs 00 in Adjacent Footing Load = Footing Width Eccentncity = Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall OOlbs 000ft 000 in 000ft Line Load 00ft [Design Summary I | Stem Construction I .I0.?.?*?"! Wall Stability Ratios Overturning = Sliding = Total Bearing Load = resultant ecc = Soil Pressure @ Toe = Soil Pressure @ Heel = 446 OK 1 22 Ratio < 1 5' 4 745 Ibs 688 in 1 244 psf OK 338 psf OK Allowable = ^ SOU psf Soil Pressure Less Than Allowable ACI Factored @ Toe = ACI Factored @ Heel = Footing Shear @ Toe = Footing Shear @ Heel = Allowable = 1 493 psf 405 psf 0 3 psi OK 8 9 psi OK 85 0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = less 50 % Passive Force = - less 100% Fnction Force = - Added Force Req'd = for 1 5 1 Stability = 1 488 3 Ibs 152 3 Ibs 16608 0 0 Ibs OK 4193 Ibs NG Design height Wall Material Above "HI" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Moment Actual Moment Allowable Shear Actual Shear Allowable Lap Splice if Above Lap Splice if Below Wall Weight Rebar Depth d Masonry uata fm Fs Solid Grouting Special Inspection Modular Ratio n Short Term Factor Equiv Solid Thick ft = = = — = = _ lbs = ft-# = = psi = psi = in = m = = m = psi = DSI = K*'1 = = = = Mem OK 000 Concrete 800 # 5 1200 Center 0680 17000 34467 50697 354 850 3900 1050 1000 400 Masonry Block Type = Medium Weight Concrete Data f c psi = 2 500 0 Fy psi = 60 000 0 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 1493 716 179 538 033 8500 = None Speed = None Spec d = #5 @ 1800m Heel 405 psf Oft-# Oft-# 3 447 ft-# 8 86 psi 85 00 psi Other Acceptable Sizes & Spacmgs Toe Not req d Mu < S * Fr Heel Not req d Mu < S * Fr Key No key defined a PCS Structural Solutions Title Circle K- Bressi Ranch Top Page ! .' t^ Job # 06-528 01 Dsgnr Eric BaiU Date SEP 20 2006 Description v Top Wall / M^ / ' .* This Wall th File g \2006jobs\6528 01 circle k facility bress Sr ." JESS """8 2°" CantNevered Reta.n.ng Wall Des.gn Code CBC2001 Summary of Overturning & Resisting Forces & Moments OVERTURNINGForce Distance Moment tern Ibs ft ft-# Heel Active Pressure = 15769 242 38108 foe Active Pressure = -886 075 -664 Surcharge Over Toe = \djacent Footing Load = \dded Lateral Load = .oad @ Stem Above Soil = Total = 1 488 3 O T M = 3 744 3 Resisting/Overturning Ratio = 4 46 Vertical Loads used for Soil Pressure = 4 745 0 Ibs RESISTING Force Distance Ibs ft 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) Footing Weigh! _ Key Weight Vert Component _ Total = 28600 1100 6500 1 1250 2372 49822 Ibs 383 000 050 133 300 600 R M = 1 Moment ft-# 109633 550 8667 33750 14230 166830Vertical component of active pressure NOT used for soil pressure 8 in Cone w/ #5 @ 12 in o/c "LI #0@18 in @Toe #0@18 in a|| nonz /a Heel See Appendix A -Nf::?i;::'fr^;.^ • I j-*—'C''-i *i'::-"-';:-'jC^ -'.;.''^ ••"• '•'-I — 3" Designer select 1-0"5-0" 6-0" 6-0"6-6" 2" Page Dsgnr Eric BaiU Date SEP 20,2006 Structural Solutions Title Circl<> K 4b Job # 06 528 01 Description Middle Wall This Wall in File g \2006 jobs\6528 01 circle k facility bress Retain Pro 6 1e 8-July 2004 (c)1989 2004 Registration # RP 1134915 Cantilevered Retaining Wall Design Code CBC2001 Criteria Retained Height = Wall height above soil = Slope Behind Wall = Height of Soil over Toe = Water height over heel = Wind on Stem = 450ft 000ft 000 1 1200m 00ft 00 psf | Soil Data Allow Soil Beanng Equivalent Fluid Pressure Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density Foofmg||Soi( Fncdon Soil height to ignore for passive pressure 1 = 2 500 0 psf Method 60 0 psf/ft 35 0 psf/ft = 1500 psf/ft = HOOOpcf = 0350 = 1200m | Footing Dimensions Toe Width Heel Width Total Footing Width Footing Thickness KeV D^th Key Distance from Toe = _ _ ^= fc = 2 500 psi Fy Footing Concrete Density = Mm As%= & Strengths 100ft 700 800" 1800m 24 00 '" 000ft = 60 000 psi 15000pcf 00018 ) Cover @ Top = 2 OOrn @ Btm = 3 00 in Surcharge Loads Lateral Load Applied to Stem | Adjacent Footing Load 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 Lateral Load Height to Top Height to Bottom 1 488 3 #/ft 450ft 350ft Axial Dead Load = Axial Live Load = Axial Load Eccentricity = f Design Summary Wall Stability Ratios Overturning = Sliding = Total Bearing Load = resultant ecc = Soil Pressure @ Toe = Soil Pressure @ Heel = Allowable = Soil Pressure Less Than ACI Factored @ Toe = ACI Factored @ Heel = Footing Shear @ Toe = Footing Shear @ Heel = Allowable = 00 Ibs 00 Ibs 00 in 1 238 OK 1 10 Ratio < 1 5 695 Ibs 20 99 in 1 687 psf OK 0 psf OK 2 500 psf Allowable 2 024 psf Opsf 0 0 psi OK 100 psi OK 85 0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = less 50 % Passive Force = - less 100% Friction Force = . Added Force Req d = for 1 5 1 Stability = 2 458 9 Ibs 721 9 Ibs 1 9933 0 0 Ibs OK 973 3 Ibs NG I Stem Construction Design height Wall Material Above "Ht" 5' Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data — — - fb/FB + fa/Fa Total Force @ Section Moment Actual Moment Allowable Shear Actual Shear Allowable Lap Splice if Above Lap Splice if Below Wall Weight Rebar Depth d Masonry uata fm Fs Solid Grouting Special Inspection Modular Ratio 'n Short Term Factor Equiv Solid Thick at Back of 't Top Stem ft= 000 = Concrete 800 # 6 1200 = Edge = 0732 Ibs = 2 432 3 ft-#= 74019 = 10,1095 psi = 49 3 psi = 85 0 in = 46 80 m = 12 60 1000 in = 5 63 psi = psi = = = = = Adjacent Footing Load = Footing Width = Eccentricity = Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall 00 Ibs 000ft 000 in 000ft Line Load 00ft Masonry Block Type = Medium Weight Concrete Data f c psi = i 500 0 Fy psi = 60 000 0 Footing Design Results Factored Pressure Mu1 Upward Mu1 Downward Mu Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 2024 962 201 761 000 8500 = None Spec d = None Spec d = #5 @ 18 00 in Heel 0 psf Oft-# Oft-# 7 402 ft # 9 97 psi 85 00 psi Other Acceptable Sizes & Spacings Toe Not req d Mu < S * Fr Heel #4@ 7 25 in #5@ 11 25 in #6@ 16 00 in #7@ 21 75 in #8@ 28 50 in #9@ 36 Key #4@ 22 25 in #5@ 34 50 in #6@ 48 25 in #7@ 48 25 in Page «K^ Structural Solutions etam Pro 6 1e 8-July 2004 (c)1 989-2004 egistration# RP 1134915 Job # 06-528 01 Dsgnr Eric Bailc Date Description ,„ — ., Middle Wall f *-fg, ) This Wall in File g \2006 jobs\6528 01 circle Canti levered Retaining Wall Design SEP 20 2006 k facility bress Code CBC2001 Summary of Overturning & Resisting Forces & Moments OVERTURNINGForce tem Ibs Heel Active Pressure = 1 080 0 foe Active Pressure = -1094 Surcharge Over Toe = \djacent Footing Load = \dded Lateral Load = 1 488 3 -dad @ Stem Above Soil = .-_ .._ Total = 2 458 9 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure Distance ft 200 083 550 ._ OTM = Moment ft-# 21600 -91 1 81857 ... 102545 238 5 695 0 Ibs Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe _ Surcharge Over 1 oe _ Stem Weight(s) Earth @ Stem Transitions _ Footing Weighl _ Key Weight Vert Component Total = 1 RESISTINGForce Ibs 31350 1100 4500 18000 2000 1624 58574 Distance ft 483 000 050 133 400 033 800 Ibs RM = Moment ft-# 151525 550 6000 72000 667 1 2995 24 373 6Vertical component of active pressure NOT used for soil pressure 0(9 8 in Cone w/ #6 @ 12 in o/c #0@18m @Toe Designer select #0@18m allhonz remf @ Heel See Appendix A , 2 .." 1-0" 7-4" 7'-0" 8-0" 4-6" 2" ] 1-6" -^ 3" 2-0 4-6" Structural Solutions Dsgnr Eric Bailc Date SEP 20 2006 Title Circle K 4c Job # 06 528 01 Descnption Bottom wall This Wall in File g \2006 jobs\6528 01 circle k facility bress Retain Pro 6 1e 8-July 2004 (c)1989 2004 Registration # RP 1134915 Cantilevered Retaining Wall Design Code CBC2001 [ Criteria [Soil Data I | Footing Dimensions & Strengths I Retained Height = 7 75 ft Wall height above soil = 0 00 ft Slope Behind Wall = 0 00 1 Height of Soil over Toe = 1 2 00 in Water height over heel = 0 0 ft Wind on Stem = 0 0 psf Surcharge Loads | Surcharge Over Heel = 00 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 00 psf Used for Sliding & Overturning j Axial Load Applied to Stem ^ Axial Dead Load = 0 0 Ibs Axial Live Load = 0 0 Ibs Axial Load Eccentricity = 0 0 in [ Design Summary | Wall Stability Ratios Overturning = 2 79 OK Sliding = 1 10 Ratio < 1 Total Bearing Load = 13 598 Ibs resultant ecc = 26 60 in Soil Pressure @ Toe = 2 396 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2 500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2 875 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 0 0 psi OK Footing Shear @ Heel = 133psiOK Allowable = 85 0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 5 136 4 Ibs less 50 % Passive Force = - 900 0 Ibs less 100% Friction Force = - 4 759 1 Added Force Reqd = 0 0 Ibs OK for 1 5 1 Stability = 2 045 4 Ibs NG Allow Soil Bearing = 2 500 0 psf Toe Width = 1 00 ft Equivalent Fluid Pressure Method Heel Width = 1 1 00 Heel Active Pressure = 60 0 psf/ft Total Footing Width = 1200 Toe Active Pressure = 35 0 psf/ft Footing Thickness = 24 00 in Passive Pressure = 1500 psf/ft So.lDens.ry = HOOOpcf ^^J I 2JJJ,n Foot,ng||So.l Friction = 0350 Key Distance from Toe = 000ft Soil height to ignorefor passive pressure = 1200m fc = 2 500 psi Fy = 60 000 psiFooting Concrete Density = 1 50 00 pcf Mm As% = 00018 Cover @ Top = 2 00 in @ Btm = 3 00 in Lateral Load Applied to Stem | | Adjacent Footing Load j| Lateral Load = 2 4420 if/ft Adjacent Footing Load - 00 Ibs Height to Top = 775ft Footing Width = 000ft Height to Bottom = 675ft Eccentricity = 0 00 in Wall to Ftg CL Dist = 0 00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall ~ ° ° tt | Stem Construction Design height Wall Material Above "Ht" 5' Thickness Rebar Size Rebar Spacing Rebar Placed at fb/FB + fa/Fa Total Force @ Section Moment Actual Moment Allowable Shear Actual Shear Allowable Lap Splice if Above Lap Splice if Below Wall Weight Rebar Depth d fm Fs Solid Grouting • Top Stem 2nd J Stem OK Stem OK ft = 4 00 0 00 = Concrete Concrete 1200 1200 #6 #6 1200 600 = Edge Edge = 0487 0739 lbs= 31170 52970 ft#= 87803 251429 ft-#= 180295 340029 psi = 39 7 58 5 psi = 85 0 85 0 in = 46 80 46 80 m= 4680 1260 psf= 1500 1500 in = 9 63 9 63 psi = psi = Special Inspection Modular Ratio n = Short Term Factor = Equiv Solid Thick = Masonry Block Type = Medium Weight Concrete Data f c psi = 2 500 0 Fy psi = 60 000 0 25000 60 000 0 [ 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 2875 1 395 246 1 149 000 8500 = None Spec d = None Spec d = #5 @ 1800 1 Heel Opsf Oft-# Oft-# 25 143 ft-# 1335 psi 85 00 psi in Other Acceptable Sizes & Spacmgs Toe Not req d Mu < S * Fr Heel #4@ 5 25 in #5@ 8 25 in #6@ 11 50 in #7@ 15 75 in #8@ 20 50 in #9@ 26 Key #4@2225in #5@ 34 50 in #6@4825m #7@ 48 25 in Page•jiw >drvO Structural Solutions Job # 06 528 01 Description Bottom wall This Wall in File Dsgnr Eric Bails Date g \2006jobs\6528 01 circle ^r«lS" ? ££ """' "" CanWevered Reta.n.ng Wall Des.gn SEP 20 2006 k facility bress Code CBC2001 ; Summary of Overturning & Resisting Forces & Moments OVERTURNINGForce Distance Moment Item Ibs ft ft-# Heel Active Pressure = 2 851 9 3 25 9 268 6 Toe Active Pressure = -1575 100 -1575 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 24420 925 225885 Load @ Stem Above Soil = Total = 51364 OTM = 316996 Resisting/Overturning Ratio = 2 79 Vertical Loads used for Soil Pressure = 135975 Ibs RESISTINGForce Distance Ibs ft 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 Weight _ Key Weight Vert Component _ Total = 85250 1100 1 1625 36000 2000 4289 140264 Ibs 700 000 050 1 50 600 033 1200 RM = 1 Moment ft-# 59 675 0 550 1 7438 21 600 0 667 51472 88 287 6Vertical component of active pressure NOT used for soil pressure 12 in Cone w/ #6 @ 12 in o/c 12 in Cone w/ #6 @ 6 in o/c 1-0" #0@18m @Toe Designer select #0@18m allhonz remf @ Heel See Appendix A -2 1/2" —2 1/2" 8'41 1-01 11-4" 3-9" 4-0" 2 0" -r*2-0" 7'-9"7-9" 12-0 Project Subject Structural Solutions Originating Office ,) _ Job No — Sheet Ji^ of 3j? Name ..... Seattle ]>CjTacoma Date J }(o^ t ^J Seattle I 811 First Avenue Suite 510 Seattle WA 98104 tel 2062925076I ,,™ n_, <• _ * — ^ c 1^1 inn T-j™ma__ www pcs-structural com Title Circle K Carwash middle Page Job # 06-528 01^ ^ Dsgnr Eric Bailt Date SEP 21,2006 Descnption Structural Solutions 11 This Wa»-rfi File g \2006 jobs\6528 01 circle k facility bress Retain Pro 6 1e 8-July 2004 (c)1989 2004 Registration # RP 1134915 Cantilevered Retaining Wall Design Code CBC2001 [ Criteria Retained Height Wall height above soil = Slope Behind Wall Height of Soil over Toe = Water height over heel = Wind on Stem = 650ft 000ft 000 1 1200m 00ft OOpsf | [Soil Data Allow Soil Bearing 1 = 25000psf Equivalent Fluid Pressure Method Heel Active Pressure = 60 0 psf/ft Toe Active Pressure Passive Pressure Soil Density Footmg||Soil Fnction Soil height to ignore for passive pressure 35 0 psf/ft = 1500 psf/ft = HOOOpcf = 0350 = 1200m Footing Dimensions & Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe fc = 2500psi = = _ : — Fy = Strengths | 100ft 500 6" 00" 14 00 in 000 in 0 00 in 000ft 60 000 psi 1 Rfl An nxf [Surcharge Loads Surcharge Over Heel = 97 0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0 0 psf Used for Sliding & Overturning [Axial Load Applied to Stem ^ | | Lateral Load Applied to Stem \ [Adjacent Footing Load 15000pcf Mm As% = 00018 Cover @ Top = 2 00 in @ Btm = 3 00 in I Lateral Load Height to Top Height to Bottom 00#/ft 000ft 000ft Axial Dead Load = Axial Live Load = Axial Load Eccentncity = OOlbs OOlbs 00m Adjacent Footing Load = Footing Width Eccentricity = Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall 2 530 0 Ibs 200ft 000 in 333ft Line Load -65ft [ Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load resultant ecc 459 OK 1 21 Ratio < 1 7 018 Ibs 181 in Soil Pressure @ Toe = 1 347 psf OK Soil Pressure @ Heel = 993 psf OK Allowable = 2 500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1 746 psf ACI Factored @ Heel = 1 287 psf Footing Shear @ Toe = 1 3 psi OK Footing Shear @ Heel = 4 1 psi OK Allowable = 85 0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 2 136 5 Ibs less 50 % Passive Force =- 138 5 Ibs less 100% Friction Force = - 2 456 4 Added Force Req d = 00 Ibs OK for 1 5 1 Stability = 609 8 Ibs NG Stem Construction Design height Wall Material Above 'Hf 1 Thickness Rebar Size Rebar Spacing Rebar Placed at DGSIQD Dst3 fb/FB + fa/Fa Total Force @ Section Moment Actual Moment Allowable Shear Actual Shear Allowable Lap Splice if Above Lap Splice if Below Wall Weight Rebar Depth d fm Fs Solid Grouting 1 ft = = = = = = = lbs = ft-# = = psi = psi = in = m = = m = psi = psi = = Top Stem Stem OK 000 Concrete 800 # 5 900 Edge 0582 25503 61730 10 601 6 343 850 3900 1050 1000 619 Special Inspection Modular Ratio n = Short Term Factor = Equiv Solid Thick = Masonry Block Type = Medium Weight Concrete Data f c psi = /> 500 0 Fy psi = 60 000 0 Footing Design Results )| Factored Pressure Mu Upward Mu1 Downward Mu Design Actual 1 Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 1 746 860 = 171 689 1 34 8500 = None Speed = None Speed = #5 @ 1800m Heel 1 287 psf 13120 ft-# 13323ft-# 204ft-# 4 13 psi 85 00 psi Other Acceptable Sizes & Spacings Toe Not req d Mu < S * Fr Heel Not req d Mu < S * Fr Key No key defined Structural Solutions Retain Pro 6 1e 8-July 2004 (c)1989 2004 Registration # RP 11 3491 5 Title Circle K Carwash middle Job# 06-52801 £sgnr Eric Bailt Date Descnption -Zg. ) This Wall in File g \2006 jobs\6528 01 circle Cantilevered Retaining Wall Design Page " 7>'- SEP 21 2006 k facility bress Code CBC2001 | Summary of Overturning & Resisting Forces & Moments OVERTURNINGForce Distance Moment Item Ibs ft ft-# Heel Active Pressure = 21690 Toe Active Pressure = -82 2 Surcharge Over Toe = Adjacent Footing Load = 49 7 Added Lateral Load = Load @ Stem Above Soil = 2 79 6 061 2 0 72 -59 3 019 95 Total = 21365 OTM = 60114 Resisting/Overturning Ratio = 4 59 Vertical Loads used for Soil Pressure = 70181 Ibs Vertical component of active pressure NOT 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 _ Total = RESISTINGForce Distance Ibs ft 30983 4203 16895 1100 6500 1 0500 2652 72834 Ibs 383 383 500 000 050 133 300 600 RM = 1 Moment ft-# 118769 1611 3 84446 550 8667 31500 1591 3 27 595 7 8 in Cone w/ #5 @ 9 in o/c #0@18m @Toe Designer select #0@18m allhonz remf @ Heel See Appendix A 1-0" 6 6" -*•5'-0" 6-0" 2" 6 6" Title Circle K 5c Job # 06528 01 Description Page Date SEP 21 2006 Structural Solutions Dsgnr Eric Bade (f)X. This Wall in File g \2006jobs\6528 01 circle k facility bress Retain Pro 6 1e 8 July 2004 (c)1989 2004 Registration # RP 1134915 Cantilevered Retaining Wail Design Code CBC2001 [ Criteria j [ Soil Data I j Footing Dimensions & Strengths | Retained Height = 7 75 ft Wall height above soil = 0 00 ft Slope Behind Wall = 0 00 1 Height of Soil over Toe = 1 2 00 in Water height over heel = 0 0 ft Wind on Stem = 0 0 psf Allow Soil Beanng = 2 500 0 psf Toe Width = 1 00 ft Equivalent Fluid Pressure Method Heel Width = 9 00 Heel Active Pressure = 60 0 psf/ft Total Footing Width = 1000 Toe Active Pressure = 350 psf/ft Footing Thickness = 1800m Passive Pressure = 1500 psf/ft SoUDensav - llOOOpcf jg™J I ^OOjn Footing||Soil Friction = 0350 Key Distance from Toe = 000 ft ^fafXSSSS™ = 1200,n fc= 2500PS, Fy = eOOOOps, Footing Concrete Density = 15000pcf Mm As% = 00018 Cover @ Top = 2 00 in @ Btm = 3 00 in Surcharge Loads | | Lateral Load Applied to 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 \ Axial Dead Load = 0 0 Ibs Axial Live Load = 0 0 Ibs Axial Load Eccentricity = 0 0 in Design Summary I /Vail Stability Ratios Overturning = 3 99 OK Sliding = 1 32 Ratio < 1 Total Bearing Load = 14 794 Ibs resultant ecc = 1243m Soil Pressure @ Toe = 2 399 psf OK Soil Pressure @ Heel = 560 psf OK Allowable = 2 500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3 155 psf ACI Factored @ Heel = 736 psf Footing Shear @ Toe = 0 0 psi OK Footing Shear @ Heel = 14 3 psi OK Allowable = 85 0 psi hdmg Calcs (Vertical Component NOT Used) Lateral Sliding Force = 4 480 2 Ibs less 50 % Passive Force = - 721 9 Ibs less 100% Friction Force = 5 178 0 Added Force Req'd = 0 0 Ibs OK for 1 5 1 Stability = 820 4 Ibs NG Stem | j Adjacent Footing Load '| Lateral Load = 9080#ffi Adjacent Footing Load = 7 01 81 Ibs Height to Top = 775ft Footing Width = 600ft Height to Bottom = 675ft Eccentncity = 0 00 in Wall to Ftg CL Dist = 5 83 ft Footing Type Line Load RaQp Ahnvp/Rplnw Sni! | Stem Construction Design height Wall Material Above "Ht 5' Thickness Rebar Size Rebar Spacing Rebar Placed at fb/FB + fa/Fa Total Force @ Section Moment Actual Moment Allowable Shear Actual Shear Allowable Lap Splice if Above Lap Splice if Below Wall Weight Rebar Depth d Masonry Data fm Fs Solid Grouting at Back of Wall 1 ° ft I Top Stem 2nd Stem OK Stem OK ft = 4 00 0 00 = Concrete Concrete 1200 1200 #6 #6 1200 600 = Edge Edge = 0 238 0 578 Ibs = 2 242 6 5 400 6 ft-#= 12907 196540 ft-#= 180295 340029 psi = 24 1 51 5 psi = 85 0 85 0 in = 46 80 46 80 m= 4680 1260 psf= 1500 1500 in = 9 63 9 63 psi = psi = Special Inspection = Modular Ratio n = Short Term Factor = Equiv Solid Thick = Masonry Block Type = Medium Weight Concrete Data f c psi = 2 500 0 Fy psi = 60 000 0 25000 60 000 0 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 3155 1537 201 1 336 000 8500 None Spec d None Spec d #5 @ 1800m Heel 736 psf 44 191 ft-# 46318ft-# 2127ft-# 14 33 psi 85 00 psi Other Acceptable Sizes & Spacings Toe Not req d Mu < S * Fr Heel Not req d Mu < S * Fr Key #4@ 22 25 in #5@ 34 50 in #6@ 48 25 in #7@ 48 25 in Page•anus Structural Solutions Retain Pro 6 1e 8-July 2004 Registration # RP 1134915 Job # 06528 01 Dsgnr Eric Baile Date SEP 21 2006 Descnption -\ This W all in File g \2006 joBs\6528 01 circle k facility bress (c)1989 2004 Cantilevered Retaining Wall Design Code CBC2001 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-# 2 566 9 -1094 11147 9080 Total = 4 480 2 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure 3 08 7 914 5 0 83 -91 1 461 51359 8 75 7 945 0 O T M = 20 904 2 399 = 147943 Ibs 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 Weigh! _ Key Weight Vert Component _ Total = RESISTING Force Distance Ibs ft 68200 4251 8 1100 1 1625 22500 2000 3861 151803 Ibs 600 600 000 050 1 50 500 033 1000 RM = ~l Moment ft-# 40 920 0 255107 550 1 7438 1 1 250 0 667 38607 83 406 8Vertical component of active pressure NOT used for soil pressure L/z, 12 in Cone w/ #6 @ 12 in o/c 12 in Cone w/ #6 @ 6 in o/c 1-0" #0@18in @Toe Designer select #0@18in allhonz remf @ Heel See Appendix A -2 1/2" '-2 1/2" 3-9" 7-9"7-9" 4-0" 2-0" 1-0" 9-4"_ 9-0" 10-0" Project Subject Structural Solutions Originating Office Job No Sheet 2LZ. of :b^ Name Seattle QTacoma Date 4 €6A •fo'v**»i> Y/ALL Seattle 811 First Avenue Suite 510 Seattle WA 98104 tel 206 292 5076 """ ^ ^ linrt T-ar-rtti '» WA OQ/1OO fAl 9t;^ ^fi^ 97Q ' www pcs-structural com Title Circle K Carwash single Page Job # 06-528 01 Dsgor Eric Bailc Date SEP 21 ;2006 Description Structural Solutions This Wall in File g \2006jobs\6528 01 circle k facility bress Retain Pro 6 1e SOuly 2004 (c)1989 2004 Registration # RP 1134915 Cantilevered Retaining Wall Design Code CBC2001 Criteria | | Soil Data Retained Height - 7 00 ft Wall height above soil = 0 00 ft Slope Behind Wall = 0 00 1 Height of Soil over Toe = 1 2 00 in Water height over heel = 0 0 ft Wind on Stem = 0 0 psf | Surcharge Loads | | [Footing Dimensions &Strengths | <\llow Soil Beanng = 2 500 0 psf Toe Width = 1 00 ft Equivalent Fluid Pressure Method Heel Width = 7 00 Heel Active Pressure = 60 0 psf/ft Total Footing Width = " ' " 8 00 roe Active Pressure = 35 0 psf/ft Footing Thickness = 1800m3assive Pressure = 1500 psf/ft ~~.i n i, - 1 1 n nn ^f Key Width = 0 00 in^ou Density — 1 1 u uu DCT . * •- i ,i« i •- n ocr, Key Depth = 000m-oot,ng||Soil Fnction = 0350 Key Distance from Toe = 000ft Boil height to ignore _ „ „„for passive pressure = 1200m f c = 2 500 psi Fy = 60 000 psiFooting Concrete Density = 150 00 pcf Mm As% = 00018 Cover @ Top = 2 00 in @ Btm = 3 00 in Lateral Load Applied to Surcharge Over Heel = 1340 psf Lateral Load = Used To Resist Sliding & Overturning Height to Top = Surcharge Over Toe = 00 psf Height to Bottom Used for Sliding & Overturning | Axial Load Applied to Stem ^ Axial Dead Load = 0 0 Ibs Axial Live Load = 0 0 Ibs Axial Load Eccentricity = 0 0 in i Design Summary | Wall Stability Ratios Overturning = 679 OK Sliding = 1 53 OK Total Bearing Load = 11 812 Ibs resultant ecc = 0 74 in Soil Pressure @ Toe = 1 408 psf OK Soil Pressure @ Heel = 1 545 psf OK Allowable = 2 500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1 855 psf ACI Factored @ Heel = 2 036 psf Footing Shear @ Toe = 0 0 psi OK Footing Shear @ Heel = 16 1 psi OK Allowable = 85 0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 2 821 6 Ibs less 50 % Passive Force = - 196 9 Ibs less 100% Fnction Force = - 4 134 0 Added Force Req d = 00 Ibs OK for 1 5 1 Stability = 0 0 Ibs OK Stem Construction Design height Wall Matenal Above "Ht Thickness Rebar Size Rebar Spacing Rebar Placed at fb/FB + fa/Fa Total Force @ Section Moment Actual Moment Allowable Shear Actual Shear Allowable Lap Splice if Above Lap Splice if Below Wall Weight Rebar Depth d fm Fs Solid Grouting Special Inspection Modular Ratio n Short Term Factor Equiv Solid Thick Stem 1 | Adjacent Footing Load 0 0 #/ft Adjacent Footing Load 0 00 ft Footing Width = 0 00 ft Eccentricity = Wall to Ftg CL Dist Footing Type at Back of Wall •Top Stem 2nd •" Stem OK Stem OK ft = 4 00 0 00 = Concrete Concrete = 8 00 8 00 #5 #5 1200 600 = Edge Edge = 0118 0548 Ibs = 782 8 3 142 6 ft-#= 9583 83438 ft-#= 81213 152220 psi = 105 42 3 psi = 85 0 85 0 in = 39 00 39 00 m= 3900 1050 psf= 1000 1000 m= 619 619 psi = psi = i 2 605 0 Ibs 200ft 000 in 333ft Line Load -70ft Masonry Block Type = Medium W« ight Concrete Data f c psi = •> 500 0 Fy psi = 60 000 0 25000 60 000 0 [ 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 1 855 931 201 730 000 8500 = None Speed = None Speed = #5 @ 1800m | Heel 2 036 psf 38 266 ft-# 31 550 ft-# 6716ft-# 16 12 psi 85 00 psi Other Acceptable Sizes & Spacmgs Toe Not req d Mu < S * Fr Heel Not req d Mu < S * Fr Key No key defined Title Circle K Carwash single Job# 06-52801 Dsgnr Eric BaiU Description Date Page ^ % SEP 21/2006 Structural Soli/tows This Wall in File g \2006 jobs\6528 01 circle k facility bress Retain Pro 6 1e 8-July 2004 (c)1989 2004 Registration # RP 1134915 Cantilevered Retaining Wall Design Code CBC2001 I Summary of Overturning & Resisting Forces & Moments | OVERTURNING Force Distance Moment Item Ibs ft ft-# Heel Active Pressure = 2 788 8 Toe Active Pressure = -1094 Surcharge Over Toe = Adjacent Footing Load = 142 2 Added Lateral Load = Load @ Stem Above Soil = 315 87817 0 83 91 1 0 33 46 2 Total = 2 821 6 O T M = 8 736 7 Resisting/Overturning Ratio = 6 79 Vertical Loads used for Soil Pressure = 118116 Ibs Vertical component of active pressure NOT 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 Weigh! _ Key Weight Vert Component RESISTINGForce Distance Ibs ft 48767 8487 34762 1100 7000 18000 3260 121376 Ibs 483 483 600 000 050 1 33 400 800 RM = Moment ft-# 23 570 6 4 101 9 20 851 6 550 9333 72000 26080 59 320 3 8 in Cone w/ #5 @ 12 in o/c 8 in Cone w/ #5 <g> 6 in o/c ff 1-0" #0@18in @Toe Designer select #0@18m allhonz remf @ Heel See Appendix A -1 3/4" -1 3/4" 3-0" 4-0" 7-0"7-0" 1-0"7'-0" 8-0" Structural Solutions Seattle (ill h'irst Avenue Suite 510 Seattle WA 98104 tel 206292507(5 Tacoma 950 1'acific Avenue Suite 1100 Tacoma.WA 98402 lei 253 383 2797 www pcs structural com STRUCTURAL CALCULATIONS FOR NEW BRESSI RANCH FUEL MART CONVENIENCE STORE, CARJALASH, LOT LK3HT * FLA<3 POLE FOUNDATION 2740 6ATEWAY ROAD CARLSBAD, CALIFORNIA PREPARED BY PCS STRUCTURAL SOLUTIONS AUGUST 30, 2006 I I I -a PCS Project &/?E3Sf Subject Structural Solutions Originating Office Seattle Sheet LL of FvfTacoma Job No _t Name _^ Date 8/315/OG I Seattle 811 First Avenue Suite 510 Seattle WA 98104 tel 206 292 5076 Tacoma 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs-structural.com Project CIRCLE K - BRESSI RANCH i i i I! Sheet •zz, Job Number O6-52& Name TPF Structural Solutions <******<*** DESIGN CRITERIA CHECKLIST 3!w^>«<'™M^^ ' CODE ICONSTRUC-TION REQUIREMENTS BUILDIN& TYPE FIRE RATINS V 1HR V V 20O1 CBC SPRINKLER SUBSTITUTE!? FOR FIRE RATIN6' I VERTICAL.PESIi&N CRITERIA DEAD LIVE PARTITION CONCENTRATED ROOF TILE ROOF 2O PSF 25PSF 2O PSF 2O PSF I tNINP PE5I&N CRITERIA KSSSMSfr HIND CRITERIA. P = SPEED EXPOSURE IMPORTANCE 70MPH B 10 V ^» v Has terrain with buildings forest or surface irregularities covering at least 2O percent of the ground level area extending 1 mile or more from the site | SEISMIC PESI6N SEISMIC CRITERIA. ZONE SOIL PROFILE TYPE STRUCTURAL SYSTEM (R) OVERSTREN6TH FACTOR 4 D V V 55 2S IMPORTANCE FACTOR, i o Stiff Soil Profile see Table 16-N of iq<n use IPEFLECTIONI CRITERIA FLOOR CLIVE; FLOOR (TOTAL; JNALLS L/ L/ 480 360 360 V V V ROOF CLIVE; ROOF (TOTAL; SPEC-IAL L/ SOIL PESie-N CRITERIA ^ VALUES DELOXS ARE ASSUMED MINIMUM FOOTING DIMENSIONS COEFFICIENT OF CONTINUOUS SPREAD FROST DEPTH PILE TYPE | NONE VERTICAL CAPACITY UPLIFT CAPACITY LATERAL CAPACITY = SIZE = Design Criteria 1997 UBC 01/22/03 6528 PCS Design Criteria 1997 UBC xls(D1) Project CIRCLE K - BRE5SI RANCH Structural Solutions Sheet Ongmatmg Office of Job Number 06-5:28 Name TFP D Seattle Qla Date OS/11/O6 | MATERIALS 8/30/2006 CONCRETE FOOTINCS/PILES SLABS/TNALLS 25OO PSI 25OO PSI COLUMNS BEAMS 2500 PSI 25OOPSI REINFORCIN6 Steel Srade =6O fu = boooo PSI STRUCTURAL STEEL H-Flange Beams Shapes 4 Plates Pipes Tubes ASTM A572 ASTM A36 ASTM A53 ASTM A5OO fc?:KiSKiiM>v»K;:ft;<-K>:-S::y f y =f,= FU = 5OOOO PSI 36OOOPSI 35000 PSI 46OOO PSI ASTM O°O |(&LU-LAM BEAMS Fm = 15OO PSI SOLID 6ROUTED 's>Z^A&MM^V^mWS,WSSWW&/y-W^'JZ!tl8^ UtiXKiSSA^eiSS^,^ Simple Spans 24F-V4 1 SOE+06 PSI 24OO PSI 12OO PSI 165 PSI KvMxvarwfK,, awmtoZKa Grade = E = ^b (BOTTOMJ = ^b rropj = Fv = orfmsxfff^oifjss^iKiXi^wAM. sssnoissuaiiMsseasi y mx w* Cantilevers 24F-VS 1 SOE-tO6 PSI 24OO PSI 2400 PSI 165 PSI TRUS-JOIST PRODUCTS E = Micro-Lam LVL 1 qOE+06 PSI 26OO PSI 2&5PSI 251O PSI rKv5S5&ifiSa«2iS5a>SSai*a4KfcK5K-*aSfeSS!W»55»Ka Parallam PSL 2 OOE-tO6 PSI 21OO PSI 2=10 PSI 21OO PSI Timberstrand i-^i- 1 5OE+O6 PSI 2250 PSI 400 PSI 115O PSI FRAMIN6 LUMBER Joists s studs E = Posts 1 Timbers E = 2X DF »2 1 60E+06 PSI 2T75 PSI =15 PSI 13OO PSI 4x PF #2 1 6OE+06 PSI S75PSI ^ISPSI 6x PF *1 1 6OE+O6 PSI 1000 PSI 2x HF *2 1 5OE-tO6 PSI S5O PSI 75 PSI 125O PSI 4x HF *2 1 5OE+O6 PSI S5O PSI 75 PSI 6X PF *1 1 6OE+O6 PSI 135O PSI &5PSI Design Criteria 1997 UBC 01/22/03 6528 PCS Design Criteria 1997 UBC xte(M 1) I i I I I I I I I I I Project ••PCS Structural Solutions^711 UvliUI CJI *_/ I_/H* t- H-/I i>o Sheet Originating Office L\of Q Seattle iz, Job Number 0Tacoma Name Date DE5I6N CRITERIA - WIND UBC Table 16-F Wind Speed 7O SO Of, 12 6 164 Wind Data Basic Wind speed Exp 4 6>ust Factor Importance Factor Wind Stagnation Pressure Pressure = Ce * Cq • qs • liu O6-52S TFP O6/11/O6 S/3CV2OO6 UBC Table 16-6 1O 10O 2O S 25 6 Cmph) CBC orD) Clui) Cqs) Ht= Ce= Cq 11O 310 7O B 1OO 126 0-15 O62 from 2O O67 HtCft) O-15 20 25 3O 40 6O SO 25 O72 3O O76 P 131 145 150 154 162 173 181 4O OB4 C 1O6 1 13 1 11 123 131 143 153 60 0<=5 B 062 O67 O72 O76 OS4 015 1O4 SO 1O4 UBC TABLE 16-H PRIMARY FRAMES « SYSTEMS f PROJECTED AREA METHOD )SKSySS- %Sfaj&^'&^g^**%&%p£S4Kj£&*&K?&t&ft3%36Kr$i& (On Vertical Projected Area) Structures <= 4O ft (+ or -) Structures > 4O f t C+ or -) ("On Horizontal Projected Area) Enclosed Structure Open Structure ELEMENTS AND COMPONENTS NOT ("Wall Elements) All Structures Enclosed 4 Unenclosed Struct Partially Enclosed Struct Parapet Walls (+ or -) (Roof Elements) Enclosed 4 Unenclosed Struct Slope < 7 12 Slope 7 12 to 12 12 r> or -) (Partially Enclosed Struct ) Slope < 2 12 Slope 2 12 to 7 12 Slope >7 12 to 12 12 (+ or -) 13 14 -O7 -12 1O 2 10 1 -55 -14 11 O 118 -51 -1O 1 118 127 -64 -1O 1 •KKaSt-SKSSSfi 124 134 -67 -115 lASftHMSJ^Sift! 133 143 -74 -127 flJgWSfc-JHSkfi:.* 163 -34 -144 ,c&X:SriaSS3vfc.r5? 133 -12 -157 0 DISCONTINUITIES I&&fj$^Jw^^s&%x;$%te, 12 -12 -16 13 -13 1 3 -17 either -1 6 or OS 17 hJ5&&K&&&& 14 -14 -125 1O 2 -1O 2 1O 2 -133 -125 62 133 rfdSt*^as«SKSx 101-101 -135 11O -11 O 11O -144 -135 63 144 £&&&&&tt&uc% 101 -101 -145 118 -113 118 -154 -145 73 154 *S5SSf xtffttf. 115 -115 -153 124 -124 124 -163 -153 77 163 •tfSaKSSSXSaSk 127 -127 -161 138 -138 138 -180 -161 85 180 ^iia-xSk.-x-.^ 144 -144 -11.2 156 -156 156 -2O 3 -112 1.6 203 &W«S«8i.sK> jtf 157 -157 -21 O 170 -no 170 -223 -21 O 1O 5 223 ELEMENTS AND COMPONENTS 0 DISCONTINUITIES fe Wall Corners Roof Eaves Rakes 4 Ridges ui/o overhangs Slope < 2 12 Slope 2 12 to 7 12 Slope > 7 12 Roof Eaves Rakes 4 Ridges w/ overhangs Slope < 2 12 Slope 2 12 to 7 12 Slope > 7 12 either 1 2 or -1 5 -23 -26 -16 -23 -31 -2 1 •KSivVavW..; -117 -13 O -2O 3 -125 -21 1 -242 -164 ^t^jbiSff&^fj^ 1O 1 -127 -11.4 -211 -135 -236 -262 -177 1O 1 -136 -2O 1 -236 -145 -254 -231 -111 115 -144 -22 O -241 -153 -268 -217 -2O 1 127 -151 -243 -275 -161 -216 -323 -222 144 -18 O -275 -311 -112 -335 -371 -251 157 -117 -301 -341 -210 -367 -4O6 -275 Design Criteria 1997 UBC 01/22/03 6528 PCS Design Criteria 1997 UBC xls(L1) I I I I I I I I I I I I I I II I I -\ ! I Project CIRCLE K - BRE5SI RANCH Job Number 06-528-a PCS Structural Solutions " Sheet ^.S"" of B>Z^ ««». OS,. 0T_ Name TPP Date OS/11/O6 DtS\GH CRITERIA - SEISMIC 8/30/2006 wxwiKUxutM** #„,**»„##,,&*',/#',/*,„,«,„**»»,&*,.#/,«>, ^,~t,,,,A.A*w,Mx,M,#x*,s,, tfrtnerr^sur wwtf m, or- •rtrM,w.*fs's»s'*,' •„ ? ,.™v SEISMIC. ANALYSIS Seismic. Zone = Seismic Zone Factor (Z) = Soil ProFile Type (S-,) = 4 Ct = O4 R = D hn CFt; = OO2 55 14 [STATIC. FORCE PROCEDURE | Base Shear T = Maximum Design Shear Minimum Design Shear V = [C/rVNj/[R*T*1 4] = O 514 KS Cv= O64 1 = 1OO Ci*0lnf 4 = O 145 V = [2 5*Ca*l*yN]/[R*1 4] = 0 143 JN Ca= 044 I = 1OO V = [O 1 1»C-a»l Vfl/1 4 = O O35 H Ca= 044 I = 1OO | DESI6N BASE SHEAR (V) = 0 143 JN 6K<^^t&^iKWKXf&S^K!iKJ6^yjyy^n»Xv^XK 1 MISCELLANEOUS NOTES 1 SHaflKKfiKSK^^SSSa^^ %^:i^ttHH^&K^£&^ 1; Equations above have been divided by 1 4 For Allowable Stress Design when using the seismic Force Em the Forces must be elevated to strength level by multiplying by 1 4 in addition to £io 2.) Use R=4O max For Flexible diaphragms supporting masonry or concrete walls SEISMIC DEAD LOAD fc; Design Crrtena 1997 UBC 01/22/03 6528 PCS Design Criteria 1997 UBC xls(L2) I I I •iI iI I I I I I I I I I I I I I o Project KK&S>I fc?AMLU Job No ^••^^^B • "^^^^ "^^^^ ^Structural Solutions Originating Office n Seattle [vfTacoma Date .. &/O.fOCn. fifJQf DECUiNfc Ll GHtlMG T.O 0 1 4-0 f 0 4 O RCOF FEtr Use Seattle 811 First Avenue Suite 510 Seattle WA 98104 tel 206 292 5076 Tacorna 950 Pacific Avenue, Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs-structural.com I I I I I Structural Solutions Originating Office V Job No fe_£ of ^L. Name Seattle c,*»- o .- o > I HT»0-, (80 **/£•) , iOOlt Seattle 811 First Avenue Suite 510 Seattle WA 98104 tel 206 292 5076 Tacoma 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs-structural com 1 Project Subject Structural Solutions Originating Office Seattle Sheet ££. of 01acoma ___ Job No _ ^ Name Date 6 A «•-wo J IST? £ -r 7,0204 « < Seattle 811 First Avenue Suite 510 Seattle WA 98104 tel 206 292 5076 Tacoma ! 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs-structural.com I Project £fl.E*S/ «*A/6M Subject £.-ST8>/.E. Structural Solutions Originating Office Seattle Sheet ^Tacoma Job No nf ^Z- Name Date I , •»,«>* &/.0C.KS& i' A g, c." R£ TVA zo V ___ X v r,* o, I j \ Seattle 811 First Avenue Suite 510 Seattle WA 98104 tel 206 292 5076 Tacoma 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs-structural com Project B.£e«!Ll.-«AM£H Subject L.' 2>T6(lf- SheetCJO_ Of ^L Name Structural Solutions Originating Office D Seattle gfracoma Date Job No _G&r w 105' (2) , a, fa its' ._ OT = O V ;<JspE.^-r)»»J *OUT Seattle 811 First Avenue Suite 510 Seattle WA 98104 tel 206 292 5076 Tacoma 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs-5tructural.com I -a PCS Project _ Subject Structural Solutions Originating Office n Seattle Job No Sheet CW.. of 1?i Name Pvl Tacoma Date i <fer-/ ur A, Seattle 811 First Avenue Suite 510 Seattle WA 98104 tel 206 292 5076 Tacoma 950 Pacific Avenue, Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs-structural.com Project Job No Subject Sheet L1L. of e.4r. Name Structural Solutions Originating Office Q Seattle 0 lacoma Date 56T tit S -o-& > Seattle 811 First Avenue Suite 510 Seattle WA 98104 tel 206 292 5076 Tacoma 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs-structural.com •a PCS Project ._ Subject Structural Solutions Originating Office n Seattle Job No Sheet Ol of 52, Name gftacoma Date & xz."o pA P«oP£«.T,vs. •* 2> * H 1 W _ /Filial7'. M " 0,?>\ 1.6 "JL '-^ J '& U/1OU Seattle Tacoma 811 Jrirst Avenue Suite 510 Seattle WA 98104 tel 206 292 5076 950 Pacific Avenue, Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs-structural com ^^M V^^^^% Projecl C>Kt::s^/ KftAlCH Job No _ B^^^l ^^JM ^^^i X^^^H r^^^J^J Subject £' S-rot) & sheet off of ^2, Name Structural Solutions Originating Office Q Seattle ^fTacoma Date UvT -* r rZI 2i^- s/ 1 lit. J 'S' ^ o Seattle 811 First Avenue Suite 510 Seattle WA 98104 tel 206 292 5076 Tacoma 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs-structura1.com • VfffJvrx? ^ >• • I I I ii Project Job No Subject L - £>Tg<L£ Sheet US of l?i. Name Structural Solutions Originating Office Q Seattle 0 Tacoma Date ^' ,**£• ^ ± I 0 Seattle 811 First Avenue Suite 510 Seattle WA 98104 tel 206 292 5076 Tacona 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs-structural com 1 I\I Project Subject Job No _. Sheet ^k. of !<=_ Name Structural Solutions Originating Office n Seattle Date 6//8/0& i I ZO' . . .it ^inll r IT'S ZO iS i I 1 li 1.1' | IS* antQ/W.-tt. flTT /tjtM^UrO* / \ twYflr I I ***• Seattle , 811 First Avenue Suite 510 Seattle WA 98104 tel 206 292 5076 Tacoma i 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs-structural com I I 4•• O4-~I .*»+ Project Subject felESS/Job No _.< Structural Solutions Originating Office Q Seattle SheetQjt of 32.. Name M Tacoma Date I 1 <l t_A <J i ^* Jr^=^_J L. I (j) N A-LL I Z.V- % Seattle 811 First Avenue Suite 510 Seattle, WA 98104 tel 206 292 5076 Tacoma 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs-structural com -a PCS Project Subject Job No _ Structural Solutions Originating Office Sheet (jtL of 3S, Name Seattle [TJTacoma Date cAiB «»» •p j; so* w-Q, ur P= Seattle Tacoma 811 First Avenue Suite 510 Seattle WA 98104 tel 206 292 5076 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs-structuraUom I Project Subject job No Sheet (A. of ^Z.. Name Structural Solutions Originating Office n Seattle Tacoma Date 3//&/OC, I II I J? 2. <«'<£ ^ j <F; (o± I I ^Fj /, /ok ht- Seattle | 811 First Avenue Suite 510 Seattle WA 98104 tel 206 292 5076 Tacoma I 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs-structural com I Project Subject i>TgftE Structural Solutions Originating Office Seattle Sheet t^? of llacoma^li Job No Name Date i I I 7-' USE u\ A. Seattle Tacoma 811 First Avenue Suite 510 Seattle WA 98104 tel 2062925076 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs-structuralxom Project Subject job No Sheet CZi of 11. Name Structural Solutions Ongmatmg Office n Seattle ^flacoma Date _ J, * 0- _ ^ i >l **» 1 j, / Seattle Tacoma 811 First Avenue Suite 510 Seattle WA 98104 tel 2062925076 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 www.pcs-structural com I Project Subject Structural Solutions Originating Office Seattle Job No Sheet4£Z- of S& Name rvfTacoma Date I I"-a 10' I Ur(o => ^_J Seattle Tacoma 811 First Avenue Suite 510 Seattle VVA 98104 tel 206.292 5076 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs-structural com \ \ I """N ••PCS Project Subject L- 41* ~ — * Job No Structural Solutions Originating Office D Seattle of ^*- Name 1 Tacoma Date <L . I i 4 > S -ji. ,,<-a + S6a £i^ + 212 * --2, < / O Seattle 811 First Avenue Suite 510 Seattle WA 98104 tel 206 292 5076 Tacoma 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs-structural.com 1 Project * Structural Solutions Onginatmg Office F] Seaule 0Tacoma Job No if ^?L Name _/^£— Date I I I I => V/ => WS-ifc (JSJ Seattle ! 811 First Avenue Suite 510 Seattle WA 98104 tel 206 292 5076 Tacoma ! 950 Pacific Avenue, Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs-structuralxom I Project Subject 6- Structural Solutions Originating Office Seattle ..... Job No Sheet 4?5 of 5?i Name [vfTacoma Date i i I i i => 4 WO =.> , OL AXJAL v/ Seattle I 811 First Avenue Suite 510 Seattle WA 98104 tel 206 292 5076 Facoma I 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs-structuraUom pr°Ject _ job NO Sheet4?fc of 1* Name Structural Solutions Originating Office O Seattle 0 Tacoma Date r "So / -.. ' i*l6 «- ^ 2LC-5' F^'^ F^^= ly-T-^' U\ A^^-i/A*-, Seattle I 811 First Avenue Suite 510 Seattle WA 98104 tel 206 292 5076 Tacoma I 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs-structuralxom Ii I i Project _£* Subject / C-STOb f ± Job Nocr*cJ^^^^J Subject / &-STOQZ, Sheet £22 of 5?- Name Structural Solutions Originating Office G Seattle ]V] Tacoma Date AU, P- 10,3004 - I* SO, Seattle i 811 First Avenue, Suite 510 Seattle WA 98104 tel 206 292 5076 Tacoma I 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pc5-structural.com I i '! I Z-tPro)ect Subject Structural Solutions Originating Office Seattle SheetO» /• QTacoma Job No &•- Name Date VU ' - G') J\ LL- I'D Seattle I 811 First Avenue Suite 510 Seattle WA 98104 tel 2062925076 Tacoma i 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs-strurturalxom j •a PCS IT, Subject Structural Solutions Ongmatmg Office Seattle lob No Sheet CZ.' of §?r- Name \\7\ Tacoma Date I I ! fM^i U*t H^^1 L,-1 Seattle 811 First Avenue Suite 510 Seattle WA 98104 tel 206 292 5076 Tacoma 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs-structural.com I I -a PCS Project Subject Job No Structural Solutions Originating Office Seattle Sheet £3£) of-IS-. Name ~/"f>'f> QTacoma Date C> f^f O(f i M' 50 L I i I Seattle Tacoma 811 First Avenue Suite 510 Seattle WA 98104 tel 206 292 5076 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs-structural.com Ii i i i I I Project g*t£>3/ KftlUU1 Job No Subject ^" "SrOl fc, Sheett£l of ^^. Name Structural Solutions Originating Office Q Seattle Q'Tacoma Date I I A. 4. t A, t- c ^^^ *;• s \i? Seattle | 811 First Avenue Suite 510 Seattle WA 98104 tel 206.2925076 Tacoma I 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs-structural com I I Project Subject £-STOftE; Structural Solutions Originating Office Seattle Sheet CSS. of PfTacoma Job No Name Date 1 i II i I ; I i J/ J. i I. t / Seattle Tacoma 811 First Avenue Suite 510 Seattle WA 98104 tel 206 292 5076 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs-structural.com I, -a PCS ™ Structural Solutions I ! Project 1/QJV6H __ _ Job No Subject ___ Sheet ^L_ of __ Name Ongmatmg Office G Seattle |$ Tacoma Date Seattle •' 811 First Avenue Suite 510 Seattle WA 98104 tel 206 292 5076 www pcs-structural com Tacoma | 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 -a PCS Structural Solutions Project DlPjSS I &MX-H Job No Subject U&\V Sheet 8_ZL of Name Onginatmg Office Q] Seattle [vfTacoma Date r I i I I i I I j i i (D k I t t G' o Seattle | 811 First Avenue Suite 510 Seattle WA 98104 tel 206.292 5076 Tacoma i 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 2533832797 www pcs-structural com -a PCS Project _____ (\JEuJ IAAI6M Structural Solutions Originating Office n Seattle Sheet £5. of 0 Tacoma Job No Name Date IOJH jOCo I ; \ r ( ") i 1 -GL f Seattle I 811 First Avenue Suite 510 Seattle VVA 98104 tel 206 292 5076 Tacoma I 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs-structural-com I I I -a PCS Project Subject Sheet .. of Structural Solutions Originating Office G Seattle [vfracoma Job No Name ... Date _ I i I i Seattle Tacoma 811 First Avenue Suite 510 Seattle WA 98104 tel 2062925076 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs-structural com ( ^I -a PCS Project Subject 3f _ £AAlCty Job No Sheet of ______ Name Structural Solutions Originating Office Q Seattle fTacoma Date JP/II/Q&. OW fl hto J .& Seattle 811 First Avenue Suite 510 Seattle WA 98104 tel 206 292 5076 Tacoma 950 Paahc Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs-structuralxom Ii -a PCS ^T Q-frn i/*ti irol ^/i7» / firm c I i I Project Subject . Sheet (Mi of .^3_ Name Structural Solutions Originating Office G Seattle [vflacoma Date 8/30/0(o Seattle I 811 First Avenue Suite 510 Seattle VVA 98104 tel 206 292 5076 www pcs-structural.com Tacoma I 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 Project CIRCLE K - BRE5SI RANCH Job O6-52S I I I I I I I I I I Sheet of Name TFF O Seattle Date OS/11/O6 DESIGN CRITERIA CHE i&H'«.*x trains,,- >ftu,.-fWK^^ef.,^A,-f9, s,J*A.JfK CODE 2C (CONSTRUCTION REQUIREMENTS x*mt'4!HMiSitjiiauw*'»* s,,'ssA,^*-ix ,?*>* jwww BUILDING- TYPE |v FIRE RATIN& | IHR (VERTICAL DESIGN CRITERIA ROC TILE ROC [WIND DESIG-N CRITERIA '^&!&,f*S1#&&ffi8i8S&8Sr 3£S$fi#£KlS££& •£j£5&%£4K " A..5ftfc5SHSft'>' KSIND CRITERIA P = (Oe)(O^ SPEED 70 MPH EXPOSURE B IMPORTANCE 10 SEISMIC DESI&N CRITERIA EC VA-A O1 (vftifti. V ^ L«ty >F F &*«# (q, v ^ » -KLI5T y*«v,4-'vMS»KJ'i^4Ki»S»^i.,. js.« XrS J»»»CIK'yn«h«tB£%» «C£W<C 'WKM»WH1V«. ^ /«<"««•> X^^iKSS,.^/;^ CBC LOCATION | CARLSBAD CA 1 SPRINKLEREC" YES -r SPRINHCLER SUBS! ITUTED FOR FIRE RATING' YES T 1•5Si^P*xSSSSSiSSWta*SSK^-Ki«^^ ^^ZVf0&&f&tfr&fJ!:5f^&^&gff&&S: DEAD LIVE PARTITION CONCENTRATED 2O PSF 2O PSF 25 PSF 2O PSF C;F^ ^ poR MORE DETAILED f^BiTPRlA fe fifrM- v^WfteK^ViSSW*J9i»^13fi^*SS5K55!^^ 'MK& S^^i5^«i^^KfiSCSM6f'SSS<(aiiiS5'^5-' VS?- /A-KffiWWSiKa^JJKWW^-W** 5XU Has terrain wfth buildings forest or surface irregularities mile or more From the site Sff L2 FOR MORE DETAILED CRITERIA | SEISMIC CRITERIA. SOIL PI STRUCTURAL OVERSTREN6TH [DEFLECTION CRITERIAttswfjf ^-w^KsrKvasxAr m FLOOR CLIVE; FLOOR CTOTAL; t^tALLS JSOIL DESI6N CRITERIA WVMU-I: IWSx^MS^,,*^^, REPORT BEARING- ACTIVE PASSIVE COEFFICIENT OF FRICTION PILE TYPE VERTICA1 UPLir ZONE ROFILETYPE . SYSTEM fRJ FACTOR (Q0) \ fv*"f'f *S6Wif' y' L/ L/ L/ »i 5~ •i-SwSJSSKS- iSk.x-i«-v YES |» 2500 PSF ^ 35PCF •» 200 PCF » 0 35 | » | NONE _ CAPACITY = r CAPACITY = 4 0 45 22> wtv^wirs^tois 480 360 360 «"•" -^A -i/wisf s J«f N/A N/A •r ^ Wv •<r •r T &M*X IMPORTANCE FACTOR 10 h Stiff Soil Profile See Table lfi>-N of TVTT U&C | VSX*StK^WSW^^"SS^^f^^^&-K&!'#^i,-'Kf 'X-fOXKXi-K *. MKf vFXSS»SSS«t ROOF CLIVE; L/ 1 350 I » 1 ROOF (TOTAL; L/ 240 |» SPECIAL L/ l»| fcrfHiiiSStSSJ^i;- j«.;W'iSHti4KSSiWSSS>*S'5f-A'i-* ^XS-^^'SW^xSSSiS.svuvvvwS'^'S-x^-y ^ •Kj-'TSJSiL^^SMw'V? MINIMUM FOOTING DIMENSIONS CONTINUOUS SPREAD FROST DEPTH LATERAL CAPACITY = N/A SIZE = N/A Design Criteria 1997 UBC 01/22/03 6528 PCS Design Criteria 1997 UBC xte(D1) I I II I ii iMi i i i i r•apes Structural Solutions project CIRCLE K - BRESSI RANCH Sheet Ongmating Office Job Number 06-528 Name TFF D Seattle 0Tacoma Date OS/11/O6 MATERIALS 8/30/2006, CONCRETE FOCTIN&S/PILES SLAB5/VNAU-S 25OO P5I 25OO P5I COLUMNS BEAMS 2500 PSI 25OOPSI REINFORCING '5fe^s^&^ Steel <srade =Fu = 6OOOO P5I STRUCTURAL STEEL fe SK&iSSSrK'aKHSSSSSfWW ' *t&Kf&£vSy&M&&iVi.XK.XtVf'rSf<6j.- '.£"> As ' tr s.jrwy&fWA fS-Flange Beams ASTM A572 Shapes * Plates ASTM A36 Pipes ASTM A53 Tubes ASTM A5OO *#• 5K-^58SS'4?W' iCft7*^^ •fXS-'y-W ^^iX-SS.-W-a&KW-^Sfiit^&SrtSS! Kvi^«saBvSfi^^»B(afi^^WSBi^?S!S^i*-W Fg = 50000 PSI Fy = 36OOO PSI Fg = 35000 PSI Fu = 46OOO PSI MASONRY \ yfnf£fanif&&3& rfSSJ" '-yf^'^y &3SG?fj!?s5& V&vftr&F S • S&f ?•$ '•£#• SSJS W *" •fSfi#»"S' 'J&v-Kj&ffyK ^#^-"£SS5»4^"S?!^";»'S»^ ASTM O°O Fm = 15OO PSI 1 6LU-LAM BEAMS | SOLO SROUTEP | fe SS55S5C5SSBW '^/SS^vS^B^^IW^SWS^^f'^^^^S/tf^W^-^^^^KSSK^ Simple Spans 24F-V4 1 SOE+O6 PSI 24OO PSI 12OO PSI 165 PSI ITRUS-JOIST PRODUCTS ;K-5KKS£KSa:vSBS>aft: ^SWftfeAKwt^W. ^wSx-Sv-xIL Sf&&v&s'1v®r &&£ &'•&' -?*.• *£&Krs SSftft Micro-Lam LVL E = 1 <=K?E+O6 PSI Fb = 26OO PSI Fv = 235 PSI F,. = 2510 PSI Cantilevers e-rade = 24F-VS E = 1 SOE-tO6 PSI Fb fBOTTOM; = 24OO PSI Fb (TOP) - 24OO PSI Fv = 165 PSI fe «K-^XS^^KK«6B&ViKJ?i»»«-fta^SaS»!JKW*WirA^S, ^W^^w.^^ && V^fAVt^tSt ' YSjeX&Zfc,%Mtl Parallani PSL Timberstrand LSL 2 OOE+CI6 PSI 1 5OE+O6 PSI 21OO PSI 225O PSI 210 PSI 400 PSI 21OO PSI 115O PSI FRAMING LUMBER fe * iS8KS»-^i«^.«S.*-'jKSSK*S«™oiS«iXo ;<,*X,&^»it xEw.<?*«™Ki«W •fAOHk&a& Joists 4 Studs 2X DF »2 E = 1 60E+O6 PSI Fb = S75 PSI Fv = 15 PSI Fc = 1300 PSI Beams f Headers 4x PF *2 E = 1 6OE-tO6 PSI Fb = S75 PSI Fv = 15 PSI Posts 4 Timbers 6x DF «1 E = 1 60E+O6 PSI Fc = 1OOO PSI •£- '*& jyvjyfjy- -s. .^•jWjy^ftftK.^v^'-KSlKiJSA 3S<" W«^.,ft^v-.15rfiVJ5-v. /^>« .-• £ 8 x..3$M$CKr >"<? 2x HF #2 1 50E+O& PSI S50 PSI 75 PSI 125O I=SI 4X HF »2 6x PF *1 1 5OE+06 PSI 1 feOE+Ofc PSI S50 F=SI 135O PSI 75 PSI S5 PSI _ — _ - Design Criteria 1997 UBC 01/22/03 6528 PCS Design Criteria 1997 UBC.xb(M1) Project Job Number O6-52g I jI I I I I I I •a PCS Structural Solutions DESI6N CRITERIA - WIN UBC Table 16-F Hind Speed 1O so 45 12 6 164 Hind Data Basic Hind speed Exp 4 6ust Factor importance Factor Hind stagnation Pressure Pressure = Ce • Cq. « qs • liu Sheet Originating Office 6UJH of D Seattle 23 Name TFP QTacoma Date OS/11/O6 IP S/3O/2OO6 UBC Table 16-6 10 100 2O 3 25 6 (mph) (B C or D; (lu>.) (qs) Ht= ce= C4 110 31 O 10 B 100 126 O-15 O62 from 2O 061 Htfft; O-15 20 25 30 4O 60 SO 25 O12 3O 016 D 131 145 15O 154 162 113 131 4O O84 C 1O6 113 1 11 123 131 143 153 60 015 B O62 O61 O12 O16 O34 015 104 SO 1O4 UBC TABLE 16-H PRIMARr FRAMES « SYSTEMS ( PROJECTED AREA METHOD )•^^^&.AffA^^wy^^^Kyf^1^^^ff/^y^£^ff'A^f^fA #f&&? (on Vertical Projected Area; Structures <= 4O ft (+ or -) Structures > 4O ft (+ or -) (On Horizontal Projected Area; Enclosed Structure open Structure | ELEMENTS AND COMPONENTS NOT (Hall Elements; All Structures Enclosed 4 Unenclosed struct Partially Enclosed Struct Parapet Halls (+ or -; (Roof Elements; Enclosed 4 Unenclosed Struct Slope < 1 12 Slope 1 12 to 12 12 (+ or -) (Partially Enclosed Struct ) Slope < 2 12 Slope 2 12 to 1 12 Slope >l 12 to 12 12 (+ or -; ^»* 6w;weaSi«B#w>^i£#sjKafc^ft^^ 13 14 -Ol -12 102 10 1 -55 -14 11 O 113 -51 -1O 1 118 121 -64 -10 1 124 134 -61 -115 138 143 -14 -121 163 -S4 -144 133 -12 -151 » DISCONTINUITIES I uw^M^y'xS^WSWtfSftSftSWBSSSa 12 -12 -16 13 -13 13 -11 either -1 6 or OS 11 $K#y '<>#&& 14 -14 -125 1O 2 -1O 2 1O 2 -133 -125 62 133 1O 1 -1O 1 -135 11 O -110 11 O -144 -135 68 144 &ffSXO®fx&x 1O 1 -1O 1 -145 118 -113 113 -154 -145 13 154 rfBBftH'JffiSS&iB 115 -115 -153 124 -124 124 -163 -153 11 163 i^vtSKSSSv* 121 -121 -161 133 -133 133 -18 O -161 35 13 O 144 -144 -112 156 -156 156 -2O 3 -112 16 203 151 -151 -21 O no -no 110 -223 -21 O 105 223 ELEMENTS AND COMPONENTS 0 DISCONTINUITIES fe Hall Corners Roof Eaves Rakes 4 Ridges uv/o overhangs Slope < 2 12 Slope 2 12 to 1 12 Slope > 1 12 Roof Eaves Rafces 4 Ridges a*/ overhangs Slope < 2 12 Slope 2 12 to 1 12 Slope > 1 12 either 1 2 or -1 5 -23 -26 -16 -23 -31 -2 1 imuMXtlt 14 -111 -13 O -2O 3 -125 -21 1 -242 -164 1O 1 -121 -114 -21 1 -135 -236 -262 -m 101 -136 -20 1 -236 -145 -254 -2S1 -111 115 -144 -22 O -241 -153 -26 S -211 -201 121 -151 -243 -215 -161 -216 -328 -222 144 -ISO -215 -31 1 -112 -335 -311 -251 151 -111 -3O1 -341 -21 O -361 -4O6 -215 Design Criteria 1997 UBC 01/22/03 6528 PCS Design Criteria 1997 UBC xls(L1) I I I I I I I1 I Project CIRCLE K - BRESSI R/WC.H Job Number O6-52& •^H ^jf ^UI sheet-^•rv*o Structural Solutions On9'natin9 °"1" ^Wi5 of 23 Name TFP D Seattle Qjacoma Date OS/11/O6 DESK&N CRITERIA - 5EI5MIO s/^ooe, <^^»^^»»>?^BS!^^^^m5fe!«^^^^ »*rr AMmiaiitMiiitoMrtiffSxwfSMtfj STM,~J *K*xy,»m;z-'MS"SM | SEISMIC ANALYSIS I Seismic Zone = 4 Seismic Zone Factor ( Z.) = O 4 Soil Profile Type (S-,) = D Ct = OO2 R= 45 hn fft; = 14 STATIC FORCE PROCEDURE 1 Base Shear V = [Cv'l'HMRT*! 4] = o 102 w Cv= 064 1 = 1OO T = CtfOrta)3/4 = O 145 Maximum Design Shear V = [2 5*Ca»l*n]/[R*1 4] = o H5 tN Ca= O44 I = 1OO Minimum Design Shear V = [O 11*Ca*m]/l 4 = o O35 tN Ca= 044 I = 1OO | PESI6-N BASE SHEAR (V) = 0 175 tN | MISCELLANEOUS NOTES fe 'fflv%^£^£1%^^F^S%98$&®$y%%$$f'3i 1.) Equations above have been divided by 1 4 for Allowable Stress Design tuhen using the seismic force Em the forces must be elevated to strength level by multiplying by 14 in addition to no 2.) Use R=4 O max for flexible diaphragms supporting masonry or concrete malls | SEISMIC PEAP LOAD Design Criteria 1997 UBC 01/22/03 6528 PCS Design Criteria 1997 UBC xls(L2) I II -01 PCS Project Subject Structural Solutions Ongmatmg Office I Seattle Tacoma Job No Name Date I iI -r V. = ^2i/ V = (5> (J> r (£> "- •«>' fioo>" / 0 f Seattle | 811 First Avenue Suite 510 Seattle WA 98104 tel 206 292 5076 Tacoma 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs-structural.com I I I I I I iIII li Sheet^Jj of Structural Solutions Originating Office D Seattle 0>L_,i i t '^" P, oc *~V Seattle 811 First Avenue Suite 510 Seattle WA 98104 tel 2062925076 Tacoma 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 wwwpcs-structural.com I ^ O4.M .^J. \ I Project Subject 6.\M Job No SheeU>B> of _Z3 Name "7/V3 Structural Solutions Originating Office Q Seattle COM"! Date &/f4/QCo (T i' wt-LL) |4»IX >> oT tS^* i Seattle 811 First Avenue Suite 510 Seattle WA 98104 tel 206.292 5076 Tacoma 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs-structural com I I I I I I j I •arcs Project job NO Subject Sheet4M& of 2§_ Name Structural Solutions Ongmatmg Office G Seattle acoma Date -312 -*«JL^~ " O T c. - >r w Seattle j 811 First Avenue Suite 510 Seattle WA 98104 tel 206 292 5076 Tacoma I 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs-structural com I Project Subject ^r-Vll Structural Solutions Ongmatmg Office Seattle ] Tacoma Job No Name Date no 0\rr of Pc*Nt I I ' I. Seattle j 811 Fust Avenue Suite 510 Seattle WA 98104 tel 2062925(176 Tacoma i 950 Pacuic Avenue Suite 1100 Tacoma WA 98402 tel 2533832797 www pcs-structural.com I I -•PCS Project Subject Structural Solutions Originating Office G Seattle JobNo of _?£. Name Tacoma Date I N&OW = f(z. tu? MS )-»(!u I Seattle : 811 First Avenue Suite 510 Seattle WA 98104 tel 206.292 5076 Tacoma I 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs-structural.com I -•PCS Project Subject Originating Office Seattle _ Job No Shee&uH-of Z^. Name flacoma Date 8>/t&/Ofo i •i I I j i i "oc. (W vO»wO&\o =* ~)z- A* 0. v F. > Seattle I 811 First Avenue Suite 510 Seattle WA 98104 tel 206 292 5076 Tacoma | 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs-structural.com I I Project Subject Structural Solutions Originating Office Seattle Sheet^!?- of « M Tacoma Job No I- Name 2 Date ! ! I "S-ZO 1«5*-Vx PL weeo |T,"« A6= Oe I.Z-4 Seattle 81] First Avenue Suite 510 Seattle, WA 98104 tel 206 292 5076 Tacoma 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs-structural.com •a PCS Project ! Subject Structural Solutions Originating Office D Seattle Sheets/of. jv} Tacoma Job No Name Date i 10' I G> ***./°/toi c>s. \ f ZH - '— l.f Seattle . 811 First Avenue Suite 510 Seattle WA 98104 tel 206 292 5076 Tacoma i 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs-structuraUom I ji Project Subject Structural Solutions Originating Office Seattle Job No if .^iS. Name Tacoma Date I } ^i i i V V- -»v o, ' < Seattle I 811 First Avenue Suite 510 Seattle WA 98104 tel 2062925076 Tacoma I 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 2533832797 www pcs-structural.com •JPCS Project Subject Job No to) _,.Sheet JlL. of ±=I_ Name Structural Solutions Originating Office Seattle Tacoma Date IIj I I II \I ! < F x_.y Seattle 811 First Avenue Suite 510 Seattle WA 98104 tel 206 292 5076 Tacoma j 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs-structural.com I I •a PCS Project RP ESS/ Subject Job No __ O StrUClural Solutions Originating Office n Seattle Sheet t of Name 21 Tacoma Date i 1 £*••*•• I ~" T£> Seattle 811 First Avenue Suite 510 Seattle WA 98104 tel 206 292 5076 Tacoma 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs-structural.com I i I! -a PCS Project Subject Structural Solutions Originating Office Seattle Job No Name 1 Tacoma Date Seattle Tacoma 81] First Avenue Suite 510 Seattle VVA 98104 tel 206 292 5076 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs-structural.com •M f^^NA ^]ect pg&SSf gAflXld Job No _MSTLt. ^JH f^^^^J SubJect Shee^flofA^ Name Structural Solutions Originating Office n Seattle 5/f[acoma Date , . I Seattle | 811 First Avenue Suite 510 Seattle WA 98104 tel 206 292 5076 www pcs-structural.com Tacoma ! 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 I I I I I i I I I .4 I I I I Project Subject Job Nojm ^j^HI J"^^^^^ Subject CVJ Sheet ^?of 1=*- Name Structural Solutions Originating Office Q Seattle 0 Tacoma Date r UT - ( ^ ^ .8 I i«* -*> y- .'-it f ,t 21, II Seattle Tacoma 811 First Avenue Suite 510 Seattle, WA 98104 tel 206 292 5076 9SO Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs-structural com I •SubjCCt ______— Structural Solutions Originating Office Job No _ Seattle Sheet(A>2/. of ^ Name ^f'lacoma Date &J/Gi/GG> I i. I I i i - -44- ^=> „.___ Seattle Tacoma 811 First Avenue Siute 510 Seattle WA 98104 tel 206 292 5076 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs-structural com I ^B o*»« IM& Project Subject Structural Solutions Originating Office Seattle Sheet&yZ£-of 15 [v]Tacoma Job No Name Date -i_ ()- P \> ' u\ I i f Seattle , 811 First Avenue Suite 510 Seattle WA 98104 teI 2062925076 Tacoma j 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs-structural com I I I I •a PCS Project Subject Structural Solutions Originating Office Seattle Job No ^ Name ] Tacoma Date l I •j I Seattle 811 First Avenue Suite 510 Seattle WA 98104 tel 206 292 5076 Tacoma 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs-structural com -a PCS Project Subject Structural Solutions Originating Office Seattle Sheet t i i LOT I I i I Seattle Tacoma 811 First Avenue Suite 510 Seattle WA 98104 tel 20&292 5076 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs-structural com -a PCS Project Subject ___ or Structural Solutions Originating Office Job No Seattle Sheet ]3^ of JL_ Name TEfL 0 Tacoma Date I i zz.1 121 (l. hH Seattle 811 First Avenue Suite 510 Seattle WA 98104 tel 206 292 5076 Tacoma 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs-structural com ! VH ^ i Project Subject Li(*HT Job No . Sheet JA. of J3_ Name ~7~Pf Structural Solutions originating office n Seattle ] Tacoma Date V\= ic c» //I = 4 300 HL-SA *• i"£«l (,- 42- Ce?S V =& •-•5-3«-ZM" A-c Seattle Tacoma 811 First Avenue Suite 510 Seattle WA 98104 tel 206 292 5076 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs-structuralxom Pro)ect Subject Sheet F! of F-^ Name Structural Solutions OngmatmgOffice Q Seattle g| Tacoma Date I POLE Seattle ! 811 First Avenue Suite 510 Seattle WA 98104 tel 206 292 5076 www PCs-structural com Tacoma I 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 Project Subject Job No."•^Lf^H f^^^^l^^ Subject H-ArCo Sheet _F_L of £3- Name Structural Solutions Originating Office D Seattle Sflacoma Date | \ \ P= o, Ol Seattle 811 First Avenue Suite 510 Seattle WA 98104 tel 206 292 5076 Tacoma 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs-structuralxom I I I ••'! I I 1 I I 1 I li -•PCS Project Subject Structural Solutions Origmatuig Office D Seattle Job No Sheet'-^ of ii Name [vl Tacoma Date -*•"» . -^ 7 0) (0.3 ft, A*. Co- M 1C S' ,... ' b Seattle 811 First Avenue Suite 510 Seattle WA 98104 tel 206 292 5076 Tacoma 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs-structural.com I I I I I I I I I I I I I I I I I I I -•PCS pr°Ject Subject Structural Solutions Originating Office Seattle Sheet of_ [3 Tacoma Job No U_L Name "Tf Date 0 Seattle 811 First Avenue; Suite 510 Seattle WA 98104 tel 206 292 5076 Tacoma 9'50 Pacific Avenue Suite 1100 Tacoma WA 98'102 tel 253 383 2797 wwvvprs structural com I I I I I I I I Structural Originating Office Snnlllp lob No ._Qt/ . . 7-? ., ~r-£->~/? of ±TjA Name S-/—jZ— Dale &i<'fO<\ 6>i i -LL- , f )/o3 - Sir* & V V(v \f -/U-"N/>N&~ C ^7 yt'^. ' ICC Seattle Tacorna 811 I-'irsl Avenue Suite 510 Seatllu WA 98101 tel 206 292 5070 9f>0 I'acific Avenue Suite 1100 Taconia VVA 98402 tel 253 383 27!)T www pcs-structural com I I I I I I I I I I I I I I I I I I I Job No __<*, Subject .. _ Sheet £^7 nf 23. N;mlp _7 Structural Solutions Originating Office G Seattle 0Tacoma Date _?^V/<9^ .TO t Seattle jj. HI 1 First Avenue Suite 510 Seattle WA 9810-1 tel 206292507R Tacorna I 950 Pacific Avenue Suite 1100 Tacoina WA 9H402 tel 2533832797 www pcs-structural com Project ..__Job No _ . . .< Subject _. _CV\> ________________ ..... __ Sheet i^& of Jrl Name __.:7j??5^ Structural Solutions Originating Office H Seattle QTacoma Date _§//!*/£>£> V- (^T- C-T J>_ iSL U P r '['- COp». Seattle Tacoma (.ill First Avenue Suite 510 Sent tie WA 98104 tel 206292507G 9f.01)acificA\enue Suite 1100 'lacoma WA 98-102 tel 253 3H3 2797 www pcs-structural com I I I I I I I I I I I 1>ro)ect nJ&H r^^^^J Subject QJV Sheet C^B. of ^L Name Structural Solutions Originating Office n Seattle 0 Tacoma Date _&?.il-1LQ.b_ u-•^ ^ O ^s ~ r ~~ I"?. Of^,c (7 ki^ftf-rx,^ -- o , ^ «*«D C £ C 161- il2*i^^ ! J- Seattle Tacoma 811 fust Avenue Suite 510 Seattle WA 98104 tel 206 232 507(i 950 Pacific Avenue Suite HOC) Tacoma WA 98-102 tel 2533832797 www pcs-structural com I I I I I I I I I I I I I I I I I I I Project lob No Subject ^V. . _ --..._ SlieetC^M1 of 2?S Name Stl UCtural SollltlOlIS Originating Office Q] Seattle H'facoina Date .0' t_ HI 1 First Avenue Suite 510 Seattle VVA 01110-1 tel 206292507B Tacocna ! 950 Pacific Avenue Suite 1100 Tacoma VVA 91HD2 tel ^.ri3 3B3 2;!)7 www pcs-structural com •a PCS Project .QtS.5t M6H _.._ Job No Subject L±M . Sheet<^V/i. Of _ZJ> Name Structural Solutions Ongmalmg Office Seattle 0Tacoma Date ''a c, O S c t- T /C/M C/o -> -0+3 Seatile 811 First Awmie Suite 510 Seattle VVA 98KM tel 206292 507ti Tacoma 950 I'acific Avenue Suite 1100 Tacoma WA 98402 tel 2533832797 www pcs-structural com I I I I I I I I I I I I I I I I I I I Project __.. li£.l=&». /_ <£ 'V!~M. lol) No Subject £vU_ — Sheet^-UJ? of ZS_ Name Structural Solutions Originating Office G Seattle [v^Tacoma Date , 0 Q tl o 'W* _ A« 0. v S.-.-,-)ltlo ; 811 First Avrnuc Suite 510 Seattle VVA 91U04 tcl 20f>292507Y> Tacrana i 950 Pacific Avenue Suite 1100 Tacoma WA 98-102 tel 2fvi 3832/97 wwwpcs-structural com I I I I I I I I I I I I I I I I I I I Project &O.ELSJ . .KMLCil lob No _Q.C..?ZS_ Subject ^Af Sheet (^ of ^ Name Structural Solutions Originating Off ice H Seattle [xTf'lacoma Date 0 V<ao* s"l r*lv>»)R>i J^ ' — Z O'lB # F- - 06 Seattle | 811 First Avenue Suite 510 Seattle VVA 98104 tel 201S 292 5076 Tacoma i 950 Pacific Avenue Suite 1100 Tacoina VVA 98402 tel 2533832797 www pcs-structural com Project __ JiOJ_£AA!£"._ ..... ..... _ ________ ..... -.. lob No .... Q.O.C2-.& Subject ______ <\V. _____ _ ..... _ ....... Shect'lVl!! of 1$ Nami; Structural Solutions Originating Office ["] Seattle 0Tacoma Date _ , -- o J7T-Z-T "SCO -L = / F = 5' - 8X0 -0- '/ * Seattle I Bll Pirst Avenue Suite S10 Seattle W/\ 98104 tel 2062925076 laconia i 950 Pacific Avenue Suite 1100 Tacoma WA 98-102 tel 2ri3383279r www pcs-structural com I I I I I I I I I I I I I I I I I I I Project Subject . ^± Structural Solutions Originating Office if Sheet _/_ of. Seattle fj^i Tacoma Job No ££• Name fit Date t Sea'Me Tacoma 811 Hirst Avenue Suite 510 Seattle WA 98104 tel 2062925076 9')0 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 vvwxv prs structural com Project ______ Sjm ^^I^H • ^^*^J Subject _-l<?^.?:':?.._._§i±/? StrUClUral Solutions Originating Office Q Seattle Sheet J— of Tacoma lob No Name Date _ Seattle Taconia 811 First Avenue Suite 510 Seattle WA 98104 tel 2062925076 9'iO Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 wvvwpcs sti'iictura! com Final REPORT OF FIELD DENSITY TESTING Future Bressi Ranch Fuel Mart Retaining Walls El Fuerte Street and Gateway Road Carlsbad, Ca JOB NO. 07-5398-FC-W September 28,2007 Prepared for Bressi Ranch Fuel Mart, LLC 2741 Gateway Road Carlsbad, Ca 92009 Prepared By C.W. LA MONTE CO., INC 4350 Palm Avenue, Suite 25 La Mesa, CA 91941 (619) 462-9861, Fax 462-9859 07-5398-FC-W September 28, 2007 C.W. LA MONTE CO., INC Soil and Foundation Engineering Services September 28,2007 JOB NO 07-5398-FC-W CITY OF CARLSBAD Engineering and Development Department 1200 Carlsbad Village Drive Carlsbad, Ca 92008 SUBJECT REPORT OF FIELD DENSITY TESTING Bressi Ranch Fuel Mart Retaining Walls El Fuerte Street and Gateway Road Carlsbad, Ca 92009 REFERENCE Geotechnical Update Evaluation, Proposed Fuel Mart, Planning Area PA-14 Southeast of E Fuerte street and Gateway Road, Bressi Ranch, Carlsbad, California, dated December 22,2005, Rev March 28,2007 by Leighton and Associates, Inc Dear Sirs In accordance with the request of the contractor for the retaining walls at the above subject sile, C W LA MONTE COMPANY INC hereby submits the following report Our report summarizes our work and test results concerning the subject project Our firm has tested the fill soils that were placed and re-compacted behind the future Fuel Mart pad retaining walls Scope of Work The scope of work of our services included 1 Performing field density tests in the placed and compacted fill material 2 Performing laboratory tests on representative samples of the fill material General Site Information The property is near the intersection of El Fuerte Street and Gateway Road in the city of Carlsbad The original pad was previously graded, tested and certified by Leighton and Associates in December 2005 The property slopes to the south with elevations ranging from a high of approximately 406 feet to a low of 385 feet above mean sea level Field Observations A representative of C W LA MONTE COMPANY INC provided tests and observations The presence of our field representative at the site was to provide to the client a source of professional advice, opinions, and recommendations based upon the field representative's observations of the Job No 07-5398-FC-W September 28, 2007 contractors work and did not include any superintending, supervision, or direction of the actual work of the contractor's workers 1 The soils utilized in the grading operation were from localized on-site and imported soils and consisted primarily of a mixture of slightly clayey tan fine sands 2 The fill material placed and compacted behind the retaining walls was tested and found to be compacted to at least 90 percent of Maximum Dry Density 3 The soils and expansive characteristics of the soils utilized for this project are as anticipated Tests Field density tests were performed in accordance with A S T M D-1556 guidelines Maximum density determinations were performed in accordance with A S T M D-1557, Method A guidelines The relative compaction results, as summarized on Figure No II, are the ratios of the field densities to the laboratory Maximum Dry Densities, expressed as percentages Summary Based on our testing and observations, it is our professional opinion that the compaction operations in the area of the rear yard retaining wall were performed in conformance with the requirements of the City of Carlsbad It is to be understood that our test results and opinions of general acceptance do not guarantee that every cubic yard has been observed or tested Our test results indicate the measured compaction degree obtained at the specific test location We can only guarantee that our tests and observations have been made in accordance with the care and current professional standards in our field All statements in the report are applicable only for the backfilling operation observed by our firm and our representative of the site at the time our report was prepared The firm of C W LA MONTE COMPANY INC shall not be held responsible lor fill soils place at any future time, existing un-compacted fills or subsequent changes to the site by others, which directly or indirectly cause poor surface or subsurface drainage and/or water erosion altering the strength of the compacted fill soil Professional opinions presented herein have been made based on our tests, observations and experience and they have been made in accordance with the generally accepted current geotechmcal engineering principals and practices This warranty is in lieu of all other warranties, either expressed or implied 07-5398-FC-W September 28, 2007 Thank you for this opportunity to be of service Should any questions arise concerning this report do not hesitate to contact our office Respectfully submitted, C W LA MONTE COMPANY, INC La Monte RCE 25241, GE 495 SUMMARY OF FIELD DENSITY TESTS Project. Btessi Ranch Fuel Mart El Fuerte St & Gateway Road Carlsbad, CA 92009 Wall A RELATIVE COMPACTION TESTS ASTM D1556-91 Test No 1 2 3 4 5 6 7 8 Date 9/19/2007 9/20/2007 9/21/2007 9/25/2007 9/25/2007 9/26/2007 9/27/2007 9/27/2007 Location 10+35 10+60 10+15 10+45 10+27 10+88 10+53 10+04 Elev (feet) or Fill Thickness 3920 3940 3960 3980 4000 4020 4020 4000 Soil Type 1 1 1 1 1 1 1 1 Moisture (%) 115 113 114 112 11 1 110 111 112 Dry Density (pcf) 1182 1181 1181 1197 1196 1196 1192 1193 Max Density (per) 1250 1250 1250 1250 1250 1250 1250 1250 % Relative Compaction 946 945 945 958 957 957 954 954 WallB RELATIVE COMPACTION TESTS ASTM D1556-91 Test No 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Date 9/19/2007 9/19/2007 9/19/2007 9/20/2007 9/20/2007 9/21/2007 9/21/2007 9/21/2007 9/24/2007 9/24/2007 9/24/2007 9/25/2007 9/25/2007 9/26/2007 9/26/2007 9/26/2007 Location 10+77 10+90 10+60 10+70 10+97 10+40 10+57 11+20 10+80 10+26 11+43 10+45 11+10 10+10 10+75 11+60 Elev (feet) or Fill Thickness 3860 3880 3880 3900 3920 3920 3940 3940 3960 3960 3980 3980 4000 4000 4020 4040 Soil Type 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Moisture (%) 115 114 117 111 110 112 111 113 111 112 110 111 112 110 111 112 Dry Density (pcf) 1177 1198 1200 1158 1183 1205 1201 1177 1217 1216 1170 1199 1201 1205 1215 1187 Max Density (pcf) 1250 1250 1250 1250 1250 1250 1250 1250 1250 1250 1250 1250 1250 1250 1250 1250 % Relative Compaction 942 958 960 926 946 964 961 942 974 973 936 959 961 964 972 950 TABLE 2 MAXIMUM DRY DENSITY and OPTIMUM MOISTURE CONTENT ASTM 1557-91 Soil Type 1 Description Light Brown Clayey Sand uses Class SC Optimum Moisture (%) 110 Maximum Dry Density (pcf). 1250 Job No 07-5398 Figure No. 2 MAXIMUM DENSITY CURVE 145 140 135 130 Z9 r 125•aI 100 Soil Type 456789 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Soil Moisture (%) Soil Type 1 Description Light Brown Clayey Sand Optimum Moisture (%) 110 Maximum Density (Pcf) 1250 C. W. LA MONTE COMPANY INC. Soil and Foundation Engineers Bressi Ranch Fuel Mart Project: El Puerto St & Gateway Road Carlsbad, CA 92009 Job No. 07-5398 Figure No. 3 T-.^O4 34o I • 3"[ u Tt i /;|| "1 !*jT i£PEuih- ' "ft .•*** mte / STA 10+32.92STA 1Q+34.3QSTA 1Q+35 67 7s CD 5o 00^ a o" § D & CDa c I Q)_ 1> 3 (A STA 10+97 50 END WALL 31 > Soil and Foundation Engineers 4350 PALM AY-EM,*,. SIHIK25 * LA MESA, CALIFORNIA 91941 Phone (619)462-986! 9 Kix. (619)462-l>859 November 28, 2007 Job No 07 5398 Bressi Ranch Fuel Mart, LLC PO Box 456 Rancho Sante Fe, California 92067 SUBJECT SOIL SPECIAL INSPECTION VERIFICATION Foundation Excavation Observation Proposed Bressi Ranch Fuel Mart Southeast Corner of El Fuerte Street and Gateway Road Bressi Ranch, Carlsbad, California REFERENCES Leighton and Associates, Inc , Preliminary Geotechmcal Investigation, Bressi, Ranch, Carlsbad, California, project no 4971009- 002, dated July 29,1997 Leighton and Associates, Inc , Geotechmcal Update Evaluation, Proposed Bressi Ranch Fuel Mart, Southeast Corner of El Fuerte Street and Gateway Road, Bressi Ranch, Carlsbad, California, Project no 971009-002, dated March 28,2007 In accordance with your request and the request of the City of Carlsbad Building Inspection Department, we have observed the foundation excavation for the proposed carwash structure The footings were observed by our engineering personnel on November 28, 2007 Based on our observations we offer the following conclusions • Soil conditions observed m the excavations are substantially in conformance with those assumed in the above referenced soils reports • Footing excavations extend to the proper depth and are embedded in suitable compacted fill material • Soil has been observed and visually classified for expansion characteristics The on-site foundation soils are considered to have an expansion index of less than 50 Recommendations for heaving soils are not required Job No 07 5398 November 28, 2007 Page No 2 If you have any questions after reviewing this report, please do not hesitate to contact our office This opportunity to be of professional service is sincerely appreciated Respectfully submitted, C W La Monte Company Inc Clifford/W La Monte, R C E 25241 Soil and Foundation Engineers _1 4350 PALM AVENUE, SUITE 25 8 Phone (619)462-9861 Q LA MESA, CALIFORNIA 91941 Fax- (619)462-9859 October 30, 2007 Job No 07 5398 Bressi Ranch Fuel Mart, LLC PO Box 456 Rancho Sante Fe, California 92067 SUBJECT. SOIL SPECIAL INSPECTION VERIFICATION Foundation Excavation Observation Proposed Bressi Ranch Fuel Mart Southeast Corner of El Fuerte Street and Gateway Road Bressi Ranch, Carlsbad, California REFERENCES Leighton and Associates, Inc , Preliminary Geotechnical Investigation, Bressi, Ranch, Carlsbad, California, project no 4971009- 002, dated July 29,1997 Leighton and Associates, Inc, Geotechnical Update Evaluation, Proposed Bressi Ranch Fuel Mart, Southeast Corner of El Fuerte Street and Gateway Road, Bressi Ranch, Carlsbad, California, Project no 971009-002, dated March 28,2007 In accordance with your request and the request of the City of Carlsbad Building Inspection Department, we have observed the foundation excavation for the proposed fueling station canopy Four isolated pad footings were observed by our engineeiing geologist on October 15, 2007 Based on our observations we offer the following conclusions • Soil conditions observed in the excavations are substantially in conformance with those assumed in the above referenced soils reports • Footing excavations extend to the proper depth and are embedded m suitable compacted fill material • Soil has been observed and visually classified for expansion characteristics The on-site foundation soils are considered to have an expansion index of less than 50 Recommendations for heaving soils are not required Job No 07 5398 October 30, 2007 Page No 2 If you have any questions after reviewing this report, please do not hesitate to contact our office This opportunity to be of professional service is sincerely appreciated Respectfully submitted, C W La Monte Company Inc ChffeM W La Monte, R C E 25241 Y in 4^ GEOTECHNICAL UPDATE EVALUATION, PROPOSED FUEL MART, PLANNING AREA PA-14, SOUTHEAST OF EL FUERTE STREET AND GATEWAY ROAD, BRESSI RANCH, CARLSBAD, CALIFORNIA Prepared for Bressi Ranch Fuel Mart LLC P.O. Box 456 Rancho Santa Fe, California 92067 Project No 971009-042 December 22, 2005 Leighton and Associates, A LEIGHTON GROUP COMPANY Leighton and Associates, Inc A LEIGHTON GROUP COMPANY December 22. 2005 Project No 971009-042 To Bressi Ranch Fuel Mart LLC PO Box 456 Rancho Santa Fc, California 92067 Attention Mr Fred Reed Subject Gcotechmcal Update Evaluation, Proposed Fuel Mart, Planning Area PA-14, Southeast of El Fuerte Street and Gateway Road. Bressi Ranch, Cailsbad, California Introduction In accordance with your request, Leighton and Associates Inc , (Leighton) has performed a geotechmcal update evaluation of Planning Area PA-14 of the Bressi Ranch project located southeast of El Fuerte Street and Gateway Road in Carlsbad, California Based on the results of our review and geotechmcal analysis, it is our professional opinion that Planning Area PA-] 4 has no known significant geotechnieal constraints that would preclude the site from being commercially developed as a fuel mart Purpose and Scope This report presents the results of our geotechmcal update review of Planning Area PA-14 The purpose of our geotechmcal services was to identify and evaluate the existing geotechmcal conditions of the site and to provide preliminary findings and conclusions relative to the future commercial development of the site Our scope of services included • Review of the available existing documents relative to the geotechmcal conditions and proposed development of the site • Geotechmcal analysis of the data obtained including a preliminary evaluation of potential differential settlement 3934 Murphy Canyon Road Suite B205 - San Diego CA 92123-4425 858 292 8030 • Fax 858 292 0771 • www leightongeo com 971009-042 » Preparation of this report presenting our findings, conclusions, and recommendations from a geotechmcal standpoint with respect to the proposed future improvements Existing Site Conditions Bressi Ranch Planning Area PA-14 is located southeast of the intersection of El Fuerte Street and Gateway Road in Carlsbad California The mass grading operations for Planning Area PA-14 were performed between July 2003 and July 2004 The grading operations were performed by Nelson and Belding, while Leighton and Associates performed the geotechmcal observation and testing services (Leighton, 2004b) Our Held technicians were on site full-time during the grading operations while our field and project geologists were on site on a periodic basis Grading of Planning Area PA-14 included 1) the removal of potentially compressible desiccated older fill soils, undocumented fill soils, topsoil. colluvium, alluvium, and weathered formational material, 2) preparation of areas to receive fill, 3) installation of a canyon subdram, 4) excavation of formational material, and 5) the placement of compacted fill soils Up to approximately 10 feet of cut was excavated and a maximum of 35 feet of fill was placed within the limits of Planning Area PA-14 The as-graded geotechmcal conditions of Planning Area PA- 14 are shown on the As-Graded Geotechmcal Map (Figure 1) Proposed Site Development Based on our understanding, the proposed preliminary commercial development of Planning Area PA-14 will consist of the construction of a fuel mart consisting of a mini market, fueling slab and canopy car wash, driveway, parking areas, underground fuel storage tank(s) and utility lines, retaining walls, concrete llatwork, landscaping etc We anticipate that the commercial buildings will consist of one-story concrete tilt-up structures with conventional foundations and slab-on-grade floors Site-Specific Geology Based on our review of the as-graded geotechmcal report and our professional experience on the project, the site is underlain by a varying thickness of documented fill soils and bedrock materials consisting of the Tertiarv-aged Santiago Formation (Leighton, 2004b) The fill soils are essentially located across the entire site with the exception of the northwest portion of the site (as indicated on Figure I) A brief description of the geologic units anticipated on the site is presented below -2- 4 Leighton 971009-042 Artificial Documented Fill Artificial fill soils were placed dunng the previous mass grading operations under the observation and testing of Leighton and Associates (Leighton, 2004b) Based on our review of the as-graded report and our professional experience on the site, the fill soils generally consist of silty sands to sandy silts/clays Fill thicknesses of up to approximately 35 feet are located on the site In accordance with the project geotechnical recommendations, the fill soils were compacted to at least 90 percent of the maximum dry density in accordance with ASTM Test Method D1557 Santiago Formation The Tertiary-aged Santiago Formation, as encountered during the mass grading operations, consisted primarily of massively bedded sandstones and claystones/siltstones The sandstone generally consisted of orange-brown (iron oxide staining) to light brown, damp to moist, dense to very dense, silty very fine to medium grained sandstone The siltstones and claystones were generally olive-green to gray (unweathered), damp to moist, stiff to hard, moderately weathered, and occasionally fractured and moderately sheared Several well-cemented fossiliferous sandstone beds were encountered during the mass grading operations It should be noted that medium to high expansive formational claystones and siltstones may be present on the site Landslides Indications of landshding or unstable slopes were not anticipated or observed during the grading operations Based on geologic mapping during rough grading the bedrock is generally massive with no well-defined structure Jointing and fracturing within the bedrock appears to be random with no preferred orientation Groundwater Evidence of ground water or seepage was not observed within Planning Area PA-14 during the grading operations (Leighton, 2004b) Based on the site-specific as-graded geotechnical conditions and our geotechnical analysis during site grading, conditions that may have resulted in ground water seepage have been analyzed by the geotechnical consultant and appropriate recommendations (such as the placement of a canyon subdram) have been made However, unanticipated seepage or shallow ground water conditions may occur after the completion of grading and establishment of site irrigation and landscaping If these conditions should occur, steps to mitigate the seepage should be made on a case-bv-case basis -3- 4 Leighton 971009-042 Faulting and Seismicity Our discussion of faults on the site is prefaced with a discussion of California legislation and state policies concerning the classification and land-use criteria associated with faults By definition of the California Mining and Geology Board, an active fault is a fault that has had surface displacement within Holoccnc time (about the last 11,000 years) The state geologist has defined a potentially active fault as any fault considered to have been active during Quaternary time (last 1,600,000 years) This definition is used in delineating Earthquake Fault Zones as mandated by the Alquist-Pnolo Earthquake Faulting Zones Act of 1972 and as most recently revised in 1997 (Hart, 1997) The intent of this act is to assure that unwise urban development and certain habitable structures do not occur across the traces of active faults Based on our review, the Bressi Ranch project is not located within any Earthquake Fault Zone as created by the Alquist-Pnolo Act San Diego, like the rest of southern California, is seismically active as a result of being located near the active margin between the North American and Pacific tectonic plates The principal source of seismic activity is movement along the northwest-trending regional fault zones such as the San Andreas, San Jacmto and Elsmore Faults Zones, as well as along less active faults such as the Rose Canyon Fault Zone As indicated in the Supplemental Geotechmcal Report for the Bressi Ranch project (Leighton. 2001), there are no known major or active faults on or m the immediate vicinity of the site Evidence of active faulting was not encountered during the mass grading operations However, minor inactive faulting was encountered during the mass grading operations for Bressi Ranch but none of these minor faults were mapped within the limits of Planning Area PA-14 (Leighton, 2004b) Geologic mapping of the onsite minor faults, where topsoil was encountered over the faults, indicated that the faults did not extend into or offset the topsoil, suggesting that the faults are not active The nearest known active fault is the Rose Canyon Fault Zone, which is considered a Type B Seismic Source based on the 1997 Uniform Building Code (UBC), and is located approximately 7 0 miles (112 kilometers) west of the site Because of the lack of known active faults on the site, the potential for surface rupture at the site is considered low Shallow ground rupture due to shaking from distant seismic events is not considered a significant hazard, although ir is a possibility at any site Liquefaction and dynamic settlement of soils can be caused by strong vibratory motion due to earthquakes Both research and historical data indicate that loose, saturated granular soils are susceptible to liquefaction and dynamic settlement Liquefaction is typified by a loss of shear strength in the affected soil layer thereby causing the soil to act as a viscous liquid This effect may be manifested by excessive settlements and sand boils at the ground surface The fill and formational materials underlying the site are not considered hquefiable due to their fine-grained nature, dense physical characteristics, and unsaturated condition Leighton 971009-042 Conclusions and Recommendations Based on our review of the as-graded report and other documents pertaining to the geotechnical conditions at the site (Appendix A) and our experience on the site, it is our professional opinion that Planning Area PA-14 has no known significant geotechmcal constraints that would restrict it from development as a commercial property Preliminary future grading and construction recommendations were provided in the as-graded geotechnical report for Planning Area PA-14 (Leighton, 2004b) In general, we recommend that a site-specific subsurface investigation and/or a geotec hnical analysis be performed for any proposed improvements at the site after the site development plans are finalized The following items should be noted Cut/Fill Transition Conditions The sheet-graded pad of Planning Areas PA-14 consists of both cut and fills The (lit/fill transition condition was not mitigated during the mass grading operations Once the final site improvements are determined, specific recommendations concerning the cut/fill transition conditions can be provided In general, the cut/fill transition condition can be mitigated by the overexcavation of the cut portion of the building pad or by designing deep foundations that extend through the fill if structures are planned across the transition Based on the preliminary development plans (Barghausen, 2005) the proposed mini mart will be located over a cut-fill transition condition (i e the northern half of the building) For planning purposes, the upper 4 feet of the cut portion of the building pad (to a distance of at least 10 J'ect outside the building/structural limits) should be anticipated Placement of Oversized Rock During the mass grading operations of the Bressi Ranch project, a number of well cemented or concretionary beds where encountered within the Santiago Formation Excavation of the cemented/concretionary beds or zones typically resulted in rock fragments ranging from Jess than 6 inches to greater than 4 feet in maximum dimension In order to minimize difficult excavation of future utility trenches or foundations excavations, recommendations were made during the mass grading operations to place the oversized rock (generally defined as greater than 8 inches in diameter) below a depth of 5 to 10 feet below the sheet-graded finish grade elevation While the contractor made their best effort to minimize the rock within the upper 5 to 10 feet of the sheet-graded finish grade surface, some oversized rock should be anticipated In addition, cemented or concretionary beds should be anticipated at or below the finish grade surfac e in the cut area and may result in the generation of additional oversized rock "5" Leighton 971009-042 Commercial Foundation Design Considerations I The foundations and slabs for the anticipated commercial buildings should be designed in accordance with structural considerations and the following preliminary recommendations These preliminary recommendations assume that the soils encountered within 5 feet of finish pad grade will have a very low to low potential for expansion per 1997 UBC Standard 18-1 If moderate or highly expansive soils are encountered within 5 feet of the proposed finish grade elevations during site grading, these expansive soils should be removed and replaced with very low to low expansive soils If replacement of the expansive soils is not feasible, additional foundation design will be necessary The proposed commercial buildings may be supported by conventional, continuous or isolated spread footings Footings should extend a minimum of 24 inches beneath the lowest adjacent soil grade At these depths, footings may be designed for a maximum allowable bearing pressure of 2,500 pounds per square foot (psf) if founded in properly compacted fill soils or formational material An allowable capacity increase of 500 psf for every 6 inches of additional embedment may be used to a maximum of 3,500 psf The allowable pressures may be increased by one-third when considering loads of short duration such as wind or sc ismic forces The minimum recommended width of footings is 18 inches for continuous footings and 24 inches for square or round footings Footings should be designed in accordance with the structural engineer s requirements and have a minimum reinforcement of four No 5 reinforcing bars (two top and two bottom) The slab-on-grade foundation should be at least 5 inches thick and be reinforced with No 4 rebars 18 inches on center or No 5 rebars at 24 inches on center, each way All reinforcing should be placed at mid-height in the slab Slabs should be underlain by a 2-inch layer of clean sand (sand equivalent greater than 30), which is in-turn underlain by a minimum 10-mil plastic sheeting (moisture barrier) and an additional 2 inches of clean sand We recommend that control joints be provided across the slab at appropriate intervals as designed by the project architect The potential for slab cracking may be reduced by careful control of water/cement ratios The contractor should take appropriate curing precautions during the pouring of concrete in hot weather to minimize cracking of slabs We recommend that a slipsheet (or equivalent) be utilized if grouted tile, marble tile, or other crack-sensitive floor covering is planned directly on concrete slabs All slabs should be designed in accordance with structural considerations If heavy vehicle or equipment loading is proposed for the slabs, greater thicknesses and increased reinforcing may be required as determined by the structural engineer Leighton 971009-042 Differential Fill Thickness and Preliminary Settlement Estimate Based on our review of the as-graded gcotcchnical conditions (Leighton, 2004b) and our understanding of the proposed development, some of the proposed buildings may be underlain by fill soils varying from approximately 0 to 20 feet in depth Based on a maximum (ill differential of 20 feet across a proposed building, the maximum preliminary differential settlement is estimated to be 1 to 2 inches across the proposed building based on the current conditions Foundation Setbacks We recommend a minimum horizontal setback distance from the face of slopes or adjacent retaining walls for all structural foundations, footings, and other settlement-sensitive structures as indicated on Table 1 This distance is measured from the outside bottom edge of the footing, horizontally to the slope face and is based on the slope height and type of soil However, the foundation setback distance may be revised by the geotechntcal consultant on a case-bv-case basis if the geotechmcal conditions are different than anticipated Table 1 Minimum Foundation Setback from Descending Slope Faces Slope Height Less than 5 feet 5 to 15 feet 1 5 to 30 feet Greater than 30 feet Minimum Recommended Foundation Setback 5 feet 7 feet 10 feet 20 feet Please note that the soils within the structural setback area possess poor lateral stability, and improvements (such as retaining walls, sidewalks, fences, pavements, etc ) constructed within this setback area may be subject to lateral movement and/or differential settlement Potential distress to such improvements may be mitigated by providing a deepened footing or a pier and grade beam foundation system to support the improvement The deepened footing should meet the setback as described above -7- 4 Leighton 971009-042 Expansive Soils at Finish Grade Based on our geologic mapping and preliminary expansion potential testing of representative finish grade soils of the adjacent commercial sheet-graded pad (i e Planning Area PA-5) low to high expansive soils based on Table 18-I-B of the Uniform Building Code (UBC) are present in the general vicinity of Planning Area PA-14 The actual extent of expansive soils should be evaluated during future grading Recommendations concerning these expansive soils include removal within the limits of movement sensitive improvements and/or the implementation of design measures to mitigate the potential heaving of the moderate to highly expansive soils Geochemical Considerations Geochemical screening of the onsite soils was not performed as part of our study However, the results of our limited testing and our professional knowledge of similar soils in other portions of the Bressi Ranch project, indicates that concrete in contact with the on-siU soils should be designed in accordance with the "severe" category of'fable 19A-A-4 of the 2001 California Building Code In addition, the onsite soils are anticipated to have a conosive environment for buried metal pipes or uncoated metal conduits Laboratory testing should be performed on the soils placed at or near finish grade after completion of site grading to ascertain the actual corrosivitv characteristics Lateral Earth Pressures/Retaining Wall Design Parameters The recommended lateral pressures for the onsite very low to low expansive soil (expansion index less than 50 per UBC fable 18-I-B) or medium expansive soil (expansion index between 51 and 90 per UBC Table 18-I-B) and level or sloping backfill are presented on Table 2 High to very high expansive soils (having an expansion potential greater than 91 per UBC Table 18- I-B) should not be used as backfill soils on the site Fmbeddcd structural walls should be designed for lateral earth pressures exerted on them The magnitude of these pressures depends on the amount of deformation that the wall can yield under load If the wall can yield enough to mobilize the full shear strength of the soil, it can be designed for "active" pressure If the wall cannot yield under the applied load, the shear strength of the soil cannot be mobilized and the earth pressure will be higher Such walls should be designed for "at rest" conditions If a structure moves toward the soils, the resulting resistance developed by the soil is the "passive" resistance The above noted passive resisiance assumes an appropriate setback from descending slopes Leighton 971009-042 Table 2 Lateral Earth Pressures Conditions Active At-Rest Passive Equivalent Fluid Weight (pcf) Very Low to Low Expansive Soils Expansion Index less than 50 Level 35 55 350 2 1 Slope 55 65 150 Medium Expansive Soils Expansion Index between 51 and 90 Level 60 70 350 2 1 Slope 70 80 150 For design purposes, the recommended equivalent fluid pressure for each case for walls founded above the static ground water and backfilled with soils of very low to low expansion potential or medium expansion potential is provided on Table 2 The equivalent fluid pn ssure values assume free-draining conditions If conditions other than those assumed above are anticipated, the equivalent fluid pressures values should be provided on an individual-case basis by the geotechnical engineer The geotechnical and structural engineer should evaluate surcharge-loading effects from the adjacent structures All retaining wall structures should be provided with appropriate drainage and appropriately waterproofed The outlet pipe should be sloped to drain to a suitable outlet For sliding resistance, the friction coefficient of 0 35 may be used at the concrete and soil interface In combining the total lateral resistance, the passive pressure or the fnctional resistance should be reduced by 50 percent Wall footings should be designed in accordance with structural considerations The passive resistance value may be increased by one third when considering loads of short duration including wind or seismic loads The horizontal distance between foundation elements providing passive resistance should be minimum of three times the depth of the elements to allow full development of these passive pressures The total depth of retained earth for the design of cantilever walls should be the vertical distance below the ground surface measured at the wall face for stem design or measured at the heel of the footing for overturning and sliding All wall backcuts should be made in accordance with the current OSHA requirements The granular and native backfill soils should be compacted to at least 90 percent relative compaction (based on ASTM Test Method 1)1557) The granular fill should extend Leighton 971009-042 horizontally to a minimum distance equal to one-half the wall height behind the walls 'The walls should be constructed and backfilled as soon as possible after backcut excavations Prolonged exposure of backcut slopes may result in some localized slope instability Foundations for retaining walls in competent formational soils or properly compacted fill should be embedded at least 24 inches below lowest adjacent grade At this depth, an allowable bearing capacity of 2,000 psf may be assumed Lateral Preliminary Pavement Design The appropriate Asphalt Concrete (AC) and Class 2 aggregate base (AB) pavement section will depend on the type of subgrade soil, shear strength, traffic load, and planned pavement life Since an evaluation of the actual subgrade soils cannot be made at this time, we have assumed an R-value of 12 and Traffic Indexes (Tl) of 5 0, 6 0 and 7 0 The pavement sections presented on Table 3 are to be used for preliminary planning purposes only Final pavement designs should be completed in accordance with the City of Carlsbad design criteria after R- value tests have been performed on the actual subgrade materials Table 3 Preliminary Pavement Section Designs Traffic Index 50 60 70 Assumed R-Value 12 12 12 Preliminary Pavement Section 4 inches AC over 6 inches Class 2 Aggregate Base 4 inches AC over 1 2 inches Class 2 Aggregate Bas< 4 inches AC over 14 inches Class 2 Aggregate Base Asphalt Concrete (AC) and Class 2 aggregate base should conform to and be placed in accordance with the latest revision of California Department of Transportation Standard Specifications Prior to placing the pavement section the subgrade soils should have a relative compaction of at least 95 percent to a minimum depth of 12 inches (based on ASTM Test Method D1557) Aggregate Base should be compacted to a minimum of 95 percent relative compaction (based on ASTM Test Method D1557) prior to placement of the AC If pavement areas are adjacent to heavily watered landscaping areas, we recommend some measures of moisture control be taken to prevent the subgrade soils from becoming saturated It is recommended that the concrete curbing, separating the landscaping area from the pavement extend below the aggregate base to help seal the ends of the sections where heavy - 10- 4 Leighton 971009-042 landscape watering may have access to the aggregate base Concrete swales should be designed if asphalt pavement is used for drainage of surface waters If you have any questions regarding our report, please do not hesitate to contact this office We appreciate this opportunity to be of service Respectfully submitted LEIGHTON AND ASSOCIATES, INC Randall K Wagner, CFG 1612 Senior Associate Geologist Attachment Figure 1 - As-Graded Gcotechnical Map Distribution (4) Addressee CERTIFIED gMfllNEEftlNG GEOLOGIST 'n' Leighton <l8w r 'j*mM-tf^ pfi r ^M^/A*/ A //]/ / ^'^ '7V--,/'* 971009-042 APPENDIX A References Barghausen Consulting Engineers, 2005, Preliminary Grading and Drainage Plan, Bressi Ranch planning area PA-14, SEC Gateway Rd and El I;ucrte St, Carlsbad, California, Job Number 11749, Sheet C3 Of 5, dated October 24, 2005 Hart, 1997, Fault-Rupture Hazard Zone in California, Alquist Pnolo Study Zones Aet of 1972 with Index to Speeial Study Zones Map Department of Conservation, Division of Mines and Geology, Speeial Publication 42 Leighlon and Associates, tnc , 1997, Preliminary Geotcchnical Investigation, Bressi Ranch, Carlsbad, California, Project No 4971009-002, dated July 29, 1997 , 2001, Supplemental Gcotechnical Investigation for Mass Grading, Bressi Ranch, Carlsbad, California, Project No 971009-0015, dated March 14, 2001 , 2003a, Geotechnical Grading Plan Review of the Mass Grading Plans, Bressi Ranch, Carlsbad, California, Project No 971009-007, dated January 17, 2003 , 2004a, Geoteehiucal Completion Letter of the Rough and Fine-Grading Operations, Planning Areas PA-14, PA-15, and OS-2, Bressi Ranch, Carlsbad, California, Project No 4971009-014, dated May 25, 2004 , 2004b, As-Graded Report of Mass Grading, Planning Areas PA-13, PA-14, and a portion of PA-15, Bressi Ranch, Carlsbad, California, Project No 971009-014, dated September 17, 2004 Project Design Consultants, 2003, Mass Grading and Erosion Control Plans for Bressi Ranch, Carlsbad, California, Carlsbad Tract No 00-06, Drawing No 400-8A, dated January 7, 2003, revised November 24, 2003 A-l COMMUNITY FACILITIES DISTRICT No. 1 NON-RESIDENTIAL CERTIFICATE NON-RESIDENTIAL LAND OWNER, PLEASE READ THIS OPTION CAREFULLY AND BE SURE YOU THOROUGHLY UNDERSTAND BEFORE SIGNING THE OPTION YOU CHOSE WILL AFFECT YOUR PAYMENT OF THE DEVELOPED SPECIAL TAX ASSESSED ON YOUR PROPERTY THIS OPTION IS AVAILABLE ONLY AT THE TIME OF THE FIRST BUILDING PERMIT ISSUANCE PROPERTY OWNER SIGNATURE is REQUIRED BEFORE SIGNING YOUR SIGNATURE is CONFIRMING THE ACCURACY OF ALL INFORMATION SHOWN BRESSI RANCH FUEL MART NAME OF OWNER P O BOX 456 ADDRESS 858-395-451 1 TELEPHONE GATEWAY ROAD RANCHO SANTA FE 92067 PROJECT ADDRESS CARLSBAD, CA 92OO9 CITY STATE 213-121-O2-OO ZIP CITY STATE ZIP ASSESSOR PARCEL. NUMBER(S) OR APN(s) AND LOT NUMBERS(S) IF NOT YET SUBDIVIDED BY COUNTY ASSESSOR CBO6338 1 _ BUILDING PERMIT NUMBER(S) As CITED BY ORDINANCE No NS-1 55 AND ADOPTED BY THE CITY OF CARLSBAD CALIFORNIA THE CITY IS AUTHORIZED TO LEVY A SPECIAL TAX IN COMMUNITY FACILITIES DISTRICT NO 1 ALL NON RESIDENTIAL PROPERTY UPON THE ISSUANCE OF A BUILDING PERMIT SHALL HAVE THE OPTION TO (1) PAY THE SPECIAL DEVELOPMENT TAX ONE TIME OR (2) ASSUME THE ANNUAL SPECIAL TAX - DEVELOPED PROPERTY FOR A PERIOD NOT TO EXCEED TWENTY- FIVE (25) YEARS PLEASE INDICATE YOUR CHOICE BY INITIALIZING THE APPROPRIATE LINE BELOW OPTION ( 1 ) I ELECT TO PAY THE SPECIAL TAX - ONE TIME NOW AS A ONE-TIME PAYMENT AMOUNT OF ONE-TIME SPECIAL TAX $ 25,7 1 6.68 OWNER s INITIALS ]pfC OPTION (2) I ELECT TO PAY THE SPECIAL DEVELOPMENT TAX ANNUALLY FOR A PERIOD NOT TO EXCEED TWENTY-FIVE (25) YEARS MAXIMUM ANNUAL SPECIAL TAX $3,551 47 OWNER s INITIALS __ I DO HEREBY CERTIFY UNDER PENALTY OF PERJURY THAT THE UNDERSIGNED IS THE PROPERTY OWNER OF THE SUBJECT PROPERTY AND THAT I UNDERSTAND AND WILL COMPLY WITH THE PROVISION AS STATED ABOVE A SIGNATURE OF PROPERTY OWNER x?. TITLE -4*7 NAME DATE THE CITY OF CARLSBAD HAS NOT INDEPENDENTLY VERIFIED THE INFORMATION SHOWN ABOVE THEREFORE WE ACCEPT NO RESPONSIBILITY AS TO THE ACCURACY OR COMPLETENESS OF THIS INFORMATION LAND USE FY, FACTORAUTOGAS 2O02-O3 3 2681 X SQUARE FT 7869= 25716 68 City of Carlsbad Building Department CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the 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 APN Project Applicant (Owner Name) Project Description Building Type Residential Second Dwelling Unit Residential Additions Commercial/Industrial City Certification of Applicant information BRESSI RANCH FUEL MART CB063381 -374e-GATEWAY ROAD 213-121-02-00 BRESSI RANCH FUEL MART LLC 3686 SF STORE,2950 SF GAS CANOPY.1233 SF CAR WASH UN CANOPY&CAR WASH,V-N STORE New Dwelling Units Square Feet of Living Area in New Dwelling Square Feet of Living Area in SDU Net Square Feet New Area 7869 IN ALL ABOVE Square Feet Floor Area Date TRICTS WITHIN THE CITY OF CARLSBAD / Carlsbad Unified School Distric/ 6225 F,l Cammo Real >/ Carlsbad CA92009.I33J-5t700) Vista Unified School District 1234 Arcadia Drive Vista CA 92083 (726-2170) San Marcos Unified School District 215 Mala Way San Marcos CA 92069 (290-2649) Contact Nancy Dolce (By Appt Only) Encmitas Union School District 101 South Rancho Santa Pe Rd Encmitas, CA 92024 (944-4300 ext 166) San Dieguito Union High School District 710 Encmitas Blvd Encmitas, 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 an increase in the number of dwelling units or square footage 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 project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner Signature t Date Revised 3/30/2006 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(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 WALTER FREEMAN ASSISTANT SUPERINTENDENT MAMP OF Qpunn, n.«TRipT CARLSBAD UNIFIED SCHOQLDIS1TUCTNAME OF SCHOOL DISTRICT 6225 ELCAMINO REAL CARLSBAD, CA 92009 DATE _ ~ PHONE NUMBER _331- 5000 Revised 3/30/2006 >.- r ^^$ t - s <T 04-14-2008 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No PCR08023 Building Inspection Request Line (760) 602-2725 Job Address Permit Type Parcel No Valuation Reference # Project Title 2741 GATEWAY RD CBAD PCR 2131210200 Lot# $0 00 Construction Type 0 NEW BRESSI FUEL MART-DEFERRED SUBMITTAL-456 SF TRELLIS W/STRUCT CALCULATIONS Status Applied Entered By Plan Approved Issued Inspect Area Applicant BRESSI RANCH FUEL MART LLC P O BOX 456 RANCHO SANTA FE CA 92067 Owner BRESSI RANCH FUEL MART LLC P O BOX 456 RANCHO SANTA FE CA 92067 ISSUED 02/22/2008 RMA 04/14/2008 04/14/2008 Plan Check Revision Fee Additional Fees $240 00 $000 Total Fees $240 00 Total Payments To Date $240 00 Balance Due $000 Inspector FINAL APPROVAL Date Clearance NOTICE Please take NOTICE that approval of your project includes the Imposition of fees dedications reservations d 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 ba, ,,ny 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 EsGil Corporation In (Partnership with (government for (RuiCding Safety DATE April 7, 2008 OARRUCANT JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO PCRO8-023 (063381) ^ SET II PROJECT ADDRESS ^M& Gate way Road PROJECT NAME Deferred Trellis for Fuel Mart Per Trans 2/23/08 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 This transmittal 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 this transmittal has been sent to FRED? P O Box 456, Rancho Santa Fe 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 FRED Telephone # (619)985-5000 Date contacted (by ) Fax # (858) 395-4511 Mail Telephone Fax In Person REMARKS By Bert Domingo Enclosures Esgil Corporation D GA MB EJ D PC 3/31/08 trnsmtldot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 *• (858)560-1468 + Fax (858) 560-1576 EsGil Corporation In Partnership -with government for (SuiCtfing Safety DATE March 4, 2008 a APPLICANT JURISDICTION Carlsbad O~PLANREVIEWER a FILE PLAN CHECK NO PCR08-023 (063381) SET I PROJECT ADDRESS -2740 Gateway Road PROJECT NAME Deferred Trellis for Fuel Mart Per Trans 2/23/08 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 This transmittal 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 this transmittal has been sent to FRED? P O Box 456, Rancho Santa Fe 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 /FRED Telephone # (619) 985-5000 Date contacted ^A/^(by^&3) Fax # (858) 395-4511 Mail Telephone Fax /In Person I REMARKS 1) May need horizontal bars in the mid height and at the bottom of the masonry walls 2) PLEASE SHOW THE HEIGHT OF THE MASONRY WALLS 3) SPECIAL INSPECTION IS REQUIRED FOR THE FIELD WELDING 4) PLEASE SHOW HOW THE PIPES WOULD BE CONNECTED TO THE BASE AND TOP PLATES By Bert Domingo Enclosures Esgil Corporation D GA MB EJ D PC 1/18/08 trnsmtldot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 4 (858)560-1468 4 Fax (858) 560-1576 Cadsbad PCR08-023 (063381) March 4, 20O8 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad 023 (063381) PREPARED BY Bert Domingo BUILDING ADDRESS 274O Gateway Road PLAN CHECK NO PCR08- DATE March 4, 2008 BUILDING OCCUPANCY TYPE OF CONSTRUCTION BUILDING PORTION Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code RIHn Pprmif FPP hv OrHin^ AREA (Sq Ft) cb nrp : ^ i Valuation Multiplier By Ordinance Reg Mod VALUE ($) Plan Check Fee by Ordinance Type of Review D Complete Review $240 00 D Structural Only [~1 Repetitive FeeRepeats D Other r-1 Hourly Hours Esgil Plan Review Fee $19200 Based on hourly rate Comments Sheet 1 of 1 macvalue doc Structural Solutions Seattle 811 First Avenue, Suite 510 Seattle, WA 98104 tel 206 292 5076 Tacoma 950 Pacific Avenue, Suite 1100 Tacoma WA 98102 tel 2533832797 www pcs structural com March 24, 2008 MEMO TO Bressi Ranch Fuel Mart LLC ATTN Fred Reed FROM Eric Bailey, P E RE Bressi Ranch Fuel Mart 2741 Gateway Road Carlsbad, CA Deferred Trellis Plan Review COMMENTS Following are our plan review comments 1 Due to the short height of the masonry, see item #2 below, horizontal reinforcement is only required at the top of the wall 2 The height of the masonry (3'-6" max) has been added to the drawing The width of the masonry pier has also been added to the Section 3 The field welding notation has been removed so that all the welding is done in the shop Additional notes have been added to this weld to help clarify 4 Weld callouts have been added to the Section at the base and top plates Additional notes have been added to the top plate and top plate weld to help clarify If there are any questions or comments, please do not hesitate to contact us ESBvmm 06-528 07 Enclosures City of Carlsbad Public Works — Engineering BUILDING PLANCHECK CHECKLIST DATE BUILDING ADRESS PROJECT DESCRIPTION ASSESSOR'S PARCEL NUMBER 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 see\he^attached report of deficiencies marked with C3\ Make necessary corrections to plans or specifica1io:ris for compliance with applicable codes and standards Submit corrected plans and/or specifications to this office for review Date Date DateBy By FOR OFFICIAL USE ONLY AUTHORIZATION TO ISSUE BUILDING PERMIT Date D Dedication Application D Dedication Checklist D Improvement Application D Improvement Checklist D Neighborhood 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 Storm water Applicability Checklist 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 9200^-7314 • (760) 602-2720 • FAX (760) 602e>£?5l©2 BUILDING PLANCHECK CHECKLIST 1 Provide a fully dimensioned site plan drawn to D A B C D E North Arrow Existing & Proposed Structures Existing Street Improvements Property Lines Easements F G H Right-of-Way Width & Adjacent Streets Driveway widths Existing or proposed sewer lateral Existing or proposed water service Existing or proposed irrigation service 2 Show on site plan A 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 " B Existing & Proposed Slopes and Topography C 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 D Sewer and water laterals should not be located within proposed driveways, per standards 3 Include on title sheet A Site address B Assessor's Parcel Number C 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 BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD DISCRETIONARY APPROVAL COMPLIANCE D D D 4a Project does not comply with the following Engineering Conditions of approval for Project No CD CD D 4b All conditions are in compliance Date DEDICATION REQUIREMENTS D 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 Vz" 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 IMPROVEMENT REQUIREMENTS D D D 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 n Rev 7/14/00 ,.ST 2ND 3RD BUILDING PLANCHECK CHECKLIST 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 D D D 6b Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18 40 Please submit a recent property title report or current grant deed on the property and processing fee of $430 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 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 GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 15 16 010 of the Municipal Code Q n CD 7a Inadequate information available on Site Plan to make a determination on grading requirements Include accurate grading quantities in cubic yards (cut, fill, import, export and remedial) This information must be included on the plans D D D 7b 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 CH D 7c Graded Pad Certification required (Note Pad certification may be required even if a grading permit is not required ) F BUILDING PLANCHECK CKLST FORM doc BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD H] n CD 7d No Grading Permit required Q O n 7e If grading is not required, write "No Grading" on plot plan MISCELLANEOUS PERMITS D D D 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 D D D 9 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 7138, for assistance Industrial Waste permit accepted by Date D D D 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 D D D 10 a STORM WATER APPLICABILITY CHECKLIST D Requires PSWP (project storm water permit) # D Not required D D D 11 FEES 0 Required fees are attached D No fees required F BUILDING PLANCHECK CKLST FORM doc ST1 D -.ND 3 D RD D D BUILDING PLANCHECK CHECKLIST 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 • 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) 12b 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 O;STA 1+00 Install 2" service and 5 meter (estimated 100 gpm) 2 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 F \BU1LOINC PLANCHECK CKLST FORM doc BUILDING PLANCHECK CHECKLIST ..ST 2ND ^RD 3 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 service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future D D D 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 charged 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 D 13 Additional Comments F \BUILOING PLANCHECK CKLST FORM doc PLANNING/ENGINEERING APPROVALS PERMIT NUMBER^^ DATE ADDRESS RESIDENTIAL TENANT IMPROVEMENT RESIDENTIAL ADDITION MINOR PLAZA CAMINO REAL (<$10,000.00) CARLSBAD COMPANY STORES POOL / SPA VILLAGE FAIRE RETAINING WALL COMPLETE OFFICE BUILDING OTHER PLANNER C ^/V^V=fi^- lAJV^r^^U^^ DATE ENGINEER DATE Carlsbad Fire Department BLDG. DEPT COPY Plan Review Requirements Category PCR, Date of Report 02-26-2008 Reviewed by Name Address BRESSI RANCH FUEL MART LLC P O BOX 456 RANCHO SANTA FE CA 92067 Permit # PCR08023 Job Name BRESSI FUEL MART-DEFERRED Job Address 2741 GATEWAY RD CBAD INCOMPLJETE The Hem you have^submitted for review is mcomptete>^At this time, thisffi^e cannot adequately conduct a review^tsideterniine compliance with the applicable codes^andTbc standards Please review N(- ^"\ ^v ^"^"fc. N. ^"^\ >>. ^^s^.careildly all commemsattached K^ease resubmit trTe^ecessaiy^ans and/or specificahohs^with changes '^teude to this ofiBce for review arld-^pprovaK ^^-~^_ \ ^^^ \- ~**H^Jv^ -^^ Conditions Cond CON0002622 [MET] This project has been reviewed and approved for the purpose of issuance of building permit This approval is subject to field inspecton 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 02/26/2008 By D Fien Action AP Structural Solutions Seaille ! 811 First Avenue Suite 510 Seeillle WA 98104 tel 206 292 507fi Tacoma 950 Pacific- Avenue Suite 110U Tiiconia WA 9H402 tel 25:"! 383 279 www pcs otrjctural com STRUCTURAL CALCULATIONS FOR NEKS BRESSI RANCH FUEL MART TRELLIS PESK3N 214O OATEKHAY ROAP CARLSBAP, CALIFORNIA PREPAREP BY PCS STRUCTURAL SOLUTIONS FEBRUARY 21, 2OOS O6-52&.OT Project .... Subject Structural Solutions Originating Office G Seattle Sheet of. 5^ Tacoma Name-i Date . y ' Z. (j ( A ' ^ t 1.?-v o oO. -0,03, MO oo i v 2.°^ 1> _ o o^ A-\ s t.vv°•V, Seattle Tacoma 811 First Avenue Suite 510 Seattle WA 98104 te I 206 292 5076 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 wwwpcs structural com Subject Structural Solutions Originating Office Seattle t_4^of. ISffjacoma job NO Name ... 7, Date .. 7 •"» . 2 kL « Of^f B« XH» 0>^^ ^>o^^ Seattle 811 First Avenue Suite 510 Seattle WA 98104 tel 206 292 5076 Tacoma 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs structural com Project Subject Sheet ._ of Structural Solutions Originating Office D Seattle ]><j Tacoma Date Vevw. Seattle 811 First Avenue Suite 510 Seattle, WA 98104 tel 2062925076 Tacoma 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 wwwpcs structural com Project Subject Structural Solutions Originating Office Sheet .-L_ of _j£ Seattle gJTacoma JobNo Name Date ' |C1 .!_!&-. vy I C T 1* -ill, A r- 1 1\ Pt TV,a- V T Seattle Tacoma 811 First Avenue, Suite 510 Seattle WA 98104 tel 2062925076 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 wwwpcs structural com ••PCS Project Subject Sheet of Structural Solutions Originating Office Q Seattle Job No Name 3Date _ r i fie/L I ( to Seattle Tacoma 811 First Avenue Suite 510 Seattle WA 98104 tel 206 292 5076 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 wwwpcs structural com •a PCS Project Subject Structural Solutions Originating Office Seattle Sheet ¥— of _ [5^ Tacoma Job No I Name . 2Date _ p 1410 | 41- y C \ »*•<"-f t Co Ho Seattle j 811 First Avenue Suite 510 Seattle WA 98104 tel 206 292 5076 Tacoma I 950 Pacific Avenue Suite 1100 Tacoma WA 98402 tel 253 383 2797 www pcs structural com 02-05-2008 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No PCR08007 Building Inspection Request Line (760) 602-2725 Job Address 2741 GATEWAY RD CBAD Permit Type PCR Parcel No 2131210200 Lot# Valuation $0 00 Construction Type Reference # CB063381 Project Title BRESSI RANCH FUEL MART DEFERRED TRUSS SUBMITTAL 0 NEW Status ISSUED Applied 01/17/2008 LSM 02/05/2008 02/05/2008 Entered By Plan Approved Issued Inspect Area Applicant BOBBY ALM 14504 RIOS CANYON RD ELCAJON 92021 6199855000 Owner BRESSI RANCH FUEL MART LLC P 0 BOX 456 RANCHO SANTA FE CA 92067 Plan Check Revision Fee Additional Fees $240 00 $000 Total Fees $240 00 Total Payments To Date $240 00 Balance Due $000 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 EsGil Corporationr * In Partnership with government for (Building Safety DATE February 5, 2O08 a APPLICANT a JURIS JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO PCR08-007(063381) SET II PROJECT ADDRESS 2741 Gateway Road PROJECT NAME Deferred Trusses for Fuel Mart Per Trans 1/17/08 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 This transmittal 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 this transmittal has been sent to Bobby Aim 14504 Rios Canyon Road, El Cajon, CA 92021 XI Esgil Corporation staff did not advise the applicant that the plan check has been completed J Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Bobby Aim Telephone # (619)985-5000 Date contacted (by ) Fax # (619) 522-8777 Mail Telephone Fax In Person I REMARKS MR SWAIM TO HAND CARRY THE APPROVED PLANS By Bert Domingo Enclosures Esgil Corporation D GA MB EJ Q PC LOG trnsmtldot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 + (858)560-1468 * Fax (858) 560-1576 - — EsGil Corporation In (Partnership with government for (Buififing Safety DATE January 23, 2008 JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO PCR08-007(063381) SET I PROJECT ADDRESS 2746* Gate way Road PROJECT NAME Deferred Trusses for Fuel Mart Per Trans 1/17/08 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 This transmittal 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 this transmittal has been sent to Bobby Aim 14504 Rios Canyon Road, El Cajon, CA 92021 Esgil Corporation staff did not advise the applicant that the plan check has been completed XJ Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted- Bobby Aim Telephone # (619)985-5000 Date contacted l/&fo£ (byj£$) Fax # (619)522-8777 Mail Telephone Fax v In Person • REMARKS IT SEEMS THAT THE TRUSS JOISTS WERE NOT SUBMITTED IS IT STILL DEFERRED? For resubmittal, please call the City By Bert Domingo Enclosures Esgil Corporation D GA MB EJ D PC 1/18/08 trnsmtldot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 * Fax (858) 560-1576 Qarlsbad PCRO8-007(063381) January 23, 2008 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad 007(063381) PREPARED BY Bert Domingo BUILDING ADDRESS 2740 Gateway Road PLAN CHECK NO PCR08- DATE January 23, 20O8 BUILDING OCCUPANCY TYPE OF CONSTRUCTION BUILDING PORTION Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) cb Valuation Multiplier By Ordinance Reg Mod VALUE ($) Plan Check Fee by Ordinance Type of Review I I Repetitive Fee Repeats $240 00 Complete Review D Other m Hourly Structural Only Hours Esgil Plan Review Fee $192 00 * Based on hourly rate Comments Sheet 1 of 1 macvalue doc Lumber Company A Pro-Build Company TRUSS DIVISION 2740 Tidelands Avenue National City, CA 91950 Ph. 619.263.6161 '• Fax 619.477.6891 1-800 DIXIELINE (349-4354) Serving Southern California Since 1913 eve TRUS JOIST Silent Floor BRESSI STORE CARWASH NJf81 !§spigii|° i "II" tm% 33»"§§§g X•g* £jwfj>ie O otog gg~ 4* ^ s uy ^ §^s M DIXJELINE LUMBER ENGINEERED WOOD PRODUCTS 2740 TIDELANDS AVENUE (619)2(3-6161 FAX (619)^477-6891 GENERAL NOTES INDEX en too II 1 Total0) 01 o O 'O (J *H H N 4tn H iQ K,N. \ U £t2^ff ft5 i8s? *1:2lS!m m at i45 «5 SS|*" «*2i**Hissf223S QJ tD H Hn n n n D F 0 F It H IK HBl <l ill <a m o. (i H H in O fc m o o o oo o o o (0 (0 01 10 D 0 0 D (t C C« n H h H 11 hj IT) ill 03 M n n•d i i 01 (1 ifl f>o n H trIt H rt Hn 3 iQ aB M P Hn i1 M 10 U3 CO Ul Ui -J 1 O y* V< Mti Hi|L •* S' flf§8wH)MMttHn>5d^>y] ffi SALESDUE DP*DSGNR./REP E:.TE 12CHKR 1D N T X H & N N O O WO# O7 — 2927 BRESSISCALE 1 =1O ODate 12/17/200-7 8 42iL s D= — i — t i — e g — 1 N.a 44 1 8 f LI — t •£ t "'* — f Vo --! g ? --I t (18 2' n1- TO 1 1 n 11 -f s )" "Ti — t S 5 -1 £ \-J, — ' = S 1 ~ s - H i. >4-1 { n 0 —1 i -* s —1 ^ / — ( V 9Ul . >> ,i T- M i j { H ft0) H U Oi O O TJ 10 Hi 4 i-H N 4r H iQ U 0 s N tfD^^^8 1 1litHIf«* 4isii B B H Ho n n n D F a V ft H 0 H0 < 0 <{a » a in H H01 o fc m o o o o0000 t) fl t) fj (D ID tt U Hi Hi Hi Hi -DODO It C CID n n n . K q q '. m gi gi3 w n o•o i i 01 0) M t1 •o n H tr ID H ft Kn 3) « > CB K\H H) n/i \I / |M (o 3?f " yk_ Hwwf1MWMHng>(/I W d 0 BW 0 J* 0 B f2 M!D d toX >n H »a: B n« fl /D M N M H H ^ 0o vj WO# O7— 2927 BRESSlXSCALE 1 -=8 O1 \Date 12/17/2OO7 8 ^1A- T04A >-r 1 ^ T04> J J ^ * \ S1H1 Nl51 ~ •3 a si!ill3 <* n '!i 01 = !| " S 3 |3B*(B ^ ~* :3 > 0> Si|M MHgmsi: 3 s 3 J » 5 - SJf a = HIl^s- I 2 I S ? 5! & oTJ ™ C 3 > =" S •a 5 "g i. n ^ j ? .IIS H -' s S ? CD "S»tPB S o 2 »;isi c ?- 6 £ IHi * ? _ ill Ul o i 3 « CT Q-S 5 o ai Is«- •ills - ^]?!HSHi'gfini**'111-3?• I < S His 351 Q.? s ? S u hill S I I a i?•s I > y. <"r - >! §n S tx ^ ^ 5i (5 * - p^ ? I '1 ? 3-^ S = 1 1 J ?" ; ti s s. w tsi!S g S ': 8§H SIS? ToS='iii!o 5 ^ i" SU? j s B ,J«Is i s; a-O T) •" Ja s1 = = o.Mill ? <a u -B *^ R o | 3 fij »Ui8H .. o •? a| | I 3V; i £ ;-' 8 O•s S S 3 •* i n q n S. r. - I § 5III I « ^Os S?3 ?O3- CD DO H H HO O O O O D C O C/l Cffi < 0) ^ <(U (D 03 O ni S|i8| I"Ia,^ & i Qto CJ oj^ " ? ^O p O^,g s o E" 8 [J3 -^3 CD5 T> ^ ;uro-;o_,r8 *•IS :-s~~S£22coossfe ** *rli;- SB1? TJ < C3 -S-Sm"rHHCO c^jgrn 31 »"K ^ 3 '^nniO s si (= to > > ^I - > sgloipsis^l'^ss:m > >IJI ^ > to Ocnis iiii i H ii T" 1' S ° f273 fW. v < MCO ^ tJ•"?§ ^H H Jv, — " in _ £ N" " 33~ -till-^ D.-CJO s- °" ° NO(DO O 3-g3<rr.= ?| !-"§- S-S SS ., So -in. n fj ^ ^3g| str- O-3 no u n -. 13 ^n S C_Ocr&)3ro (/) (A 6 D £ 00 ;o a. f i 1 j j i31 CD CDO Oa rr SFJS ifg'f01 O o> §nSKo! = ^g^'! a,-! = — 03 r-•Bgg.^-M-S-S W0§ "'-D' o 3 T3 IIO _^> n _i -^ ' l rj 0 H -i u>o 2 m ago& o ~ -1 aa g7; S a 33D 'o & "a i—a < a -SiSe05am m oui '•« •••" tn •*• u' A) F-, •" «:-( • > m m o H 0(jjqZU — ou::: <.= ?^m Si] -^cn m;gs f; s a Sn ° C_OO"zfi)3(D<D2OIT H-i ofO D ro :SSIi » -iM tn rr = S. ST ;ss ^ 1 " ! is I = O cJtS oa m tn D) 9 01 T> O 2 »> n. llQ _* m sis1 rp o Ji g£ m r.i ^ Crt ii°3i2:?-5:3 °K9 'j'Sarffi s •! -< K o S a iSiri ^r- m!= S § ?!S S ^-—. [II L_ t- *•• l/J ^H^| § C2mi-iEC-!w® o.c E CL.W?-O ^ :o 3 w m o " "3|S§!)-5'S| ol"s§asg I MB I- "JUJ^I-O 5IJ 30. n N g £cu = < m 3 S) :jQ..5 < si (n ^ ?p S II S P TI z&>3CD(D3OIT ONJ ro s S 3 3 i " s 't» - 5 « s S~:ffi IT 0 a ff » I3 " i 5 i - '2 I'", | ll 2« m ^E •s IJM<> S £ | •? i' JJ*p i i i: S § s s s I !§ a s J a a H "• Sj * s 2 ID II s sg* =3- 5M;?!! a a s s =- &5 *. S Z 3 & ~* H 3S " = 3 B «8 s s i; s»»&31? I" ! 3 n f"- & S a S sQ n ffi w S. n ffi » °- S « "i S ** w c i # S 5 5. ilf8 ll: B ' j Igi ?l MI: '« • i = ^^ G) Sma : 1 i 2L ?M3 ?35» ills*!iS-a £ ^ {/J - I I *" = ", I <D » o J ~S = § SI % s s s 3 sO c o -a p: r.itMi:s 1 ? 11 ?r-: ^ g = ^ 3? i - j a =l^sf Is S s I! °-1S i 5 =• § 55 • «Si i : t S<Q? •? : ?l:i «» S o 01 1 I 10INSa !i : /•» ItS \l\9:.olm!'!1 ioo !o3- ffl 0) H -I HO O O O OD C O en r-CD < n> 3 <£l) (D fl) 9 0) cmo •" "S."-^!^ agoS o 5 " 8_i oO) CJ1 ^i|sUsg KKSSe|°!isuMu* '•-'•"'" 5 jo ,., -j5133;§S-<S-tDNi?S SyS'i11KM!;3g£D.o n -g ^ r> in > ill >i^iipl m3>>o.sraj» iiis §s ro T —'men a ,, zrO T,S: " .. ni P.I c o ., _i•o "no e_ocrZsu3ro o CO D is! L - 3 : oi s II ° CD CD H H Ho n o o o D C D <f> r-(D < CD ^ <O CD Q) O n> Cmo am- o 5 ^o HO C O O ;o en r-(D 13 <-D O (II o "• "Oo^K §Ho 14 8 0,140 21 4 0 2 o m;a Oo ocVI TJO 120 01 4 0 14801 4 0 164°0° 174 0•I 4 0 " - 3 CJ n -i C "J MSI ° a m 8 « £ ^ Jo?j,g!p(-DS$>;:^ f>S^SPSS ro W ofn^! m(yj S l:§s|s | i- S ail inI"!? s1 C_OcrZQ)33O OCO o ro 3fisimiiMso w;? ag e* if- = c •- f?!ff» a ? a J s.iH£m3)H$.;|Il^.8l?|0 |iH5» i i 8 ai> if M a I- §S?S i9 £ n I I 3 % ? J ;' II $II ililP - *3 i a I 3^S:ia o" n 5i? 1 i i!M? H1! il . -' =• 3 • .V „ O " " (?'Hi s i^ : I'1 °~"v. ?S~s -* i ; a• • s 1 I e 5;» f_ \l 5 a 6 '7; p a ; l! nl 111 5 i l O 2 !? 5•Siil 5 o g g •== S o 5 =•,'-85-1^ P s i a- Si M I I ISB a^ B " s e<QI» IS i 1=Hi 112 s 3 a I S- O KSS!|ksMo g § £ ' f o " Er•Irl•!!lis ; 31 c I m.;' l ' S 5oo Q. D)!t Q. CO CD H H HO O O O OD r a w c- < CD 3 <;ni fli 9 fn S ««Ss°f§^g§|-O U) -o T3 (Aa, - a, a ^ Dm o 5 5 ?" c S Oo .^ 9 ^ ,^In w Kro-j s c -° § 3 i J- S o .;^sU5 => a'" •? c n (- -n <: m Hi-'S^ni"0l-r wv!°r7!?S& iw^^oo "l?1""-S^i3 ^ lr.o Oz O7Jmg5 IICOOTmci7)1" 5r"^^ 5K § ±|-fJM §s|m li»,il!p TO-- zp.S.Ti O^K-5mS»SMZ^IIw _ n 'T13S "n 'o ro 'J ^5S5 ;u!nS0 in c: go^z^zmz.±-'m2§;r ?CC| m^ -J o" P5>i^OO^-(''• -jim- sslpi^or?-, C35i-n'"r iSr<6 — ox ^ sSS»gSSo. H' S § c ;o 5 CD_i f°00 _i. O3 •H onoo..<<<<± ™ as S r r1 a? c H - C D. CD ri C/l 01 v jo O w ' - 88§8r-g|f« 9a ON; OCR 00 0000 "*= S "352si^ a' _, IAJ ^ssg^°" C3 CT O oo „ O o ^-. — r a H 3 o E7 p =fflfj00' X-jjCO0. oao"t O00"r§t«* ; yj rt " in .2H.P1 •-" =fn 3 |1 -n ,ti = "gssBpiss?nk=»h^ng ii-i ^§iaf! SF? •!?3 i'•Q--n =;NO x?.ii s s:ssis §^ t "n oa-zw(D(D(/>WW3O:T Ho 4^ DhJ? 10 ^ £ cT i • 9 s: IHi! J CD H H Hi o n o o i C a en c 1 Ccuo IDmZ! 3 M i D 5 O|<2 o g ^ D Sa 3 o 75 3 g o w 75 SS°-3 SoE,R"°g " I'ffiR""1 !i!!lillll!!!?i^° aaS rs=;o a! 2 -< D s510"3 = ° o3g"' 3 £ ° •-! Iss o oO CD O OO O O O ) o -& 'a i S S S ; 3o°"x^ ;g§§3is O" S m o>»mP. S ^ ~ rr ° m_n. tr a- c 5 o^0 II3o Cw(A D o DIX1EMNE LUMBER ENGINEERED WOOD PRODUCTS 2740 TIDELANDS AVENUE NATIONAL OH, CALIFORNU 9I95D (619)263-4161 FAX (619J-477-6891 GABLE END DETAILS 8 O) 10o oo Mt unn » Mima KM ^•M »< mMCSMD •J WCAWtt KM IBDVUL WTH riMI TD MM MCW»1 iWB MnwwT NVTAM r DIXIELINE LUMBER ENGINEERED WOOD PRODUCTS 2740 TIDEIANDS AVENUE NATIONAL CHY, CAIIFORNU 91950 ,(619)163-6161 FAX(6I9M77-6§9I IF1 GABLE END DETAILS N)O O «n uwn • MnMNB rm Wn UCAIKM X IV cbnvb* «•< K •ra nun mem in tMrnn KHMM *K «u wurwrr of ii ca»**t *w WMI NOT « BCTWUVV H \, DIXIELINE LUMBER ENGINEERED WOOD PRODUCTS 1740 TTOELANDS AVENUE NATIONAL (M, CALIFORNIA 91950 (619)263-6161 FAX(619H774891 TRUSS CONNECTION DETAIL oo 5 MI UYOUT it Mnmo nh wun IOCAIUM KMI XXMIWL mm rnm n wn DWCWM. C!Wwo§1asoWN§roo8 55OSISI551 W N»O»ro§OOW td >M n £°5E fcwo§o|l^|- iC'^iM^«*N10 0] S: i! M DIX1ELINE LUMBER ENGINEERED WOOD PRODUCTS Z740.TIDEIANDS AVENUE NATIONAL OIY, CAIIFOHNU 91950 (619)263-6161 PAX (619)-477-6891 TOPCHORDNOTCHPROCEDURE M.Y n COTOPM €M »« OKMXMB ktWOMnL HUD OOftlUlM fnm n vwn UKCIKM.MIWMI •« nu rfmtntr or DTMCLM imam CWMIY L HW K wmauwi WWDVI i WARN I N G ! BCSI-B1 SUMMARY SHEET • GUIDE FOR H GENERAL NOTES NOTAS GENERALES Trusses are not matked in any way to Identify the frequency or location of temporary bracing Follow the recommendations for handling Installing and temporary bracing of trusses Refer to SCSI 1 03 Guide to Good Practice for Handling. Installing & Bracing of Metal Plate Connected Waod Trusses for more detailed Information Truss Design Drawings may specify locations of permanent bracing on Individual compression members Refer to the BC5I B3 Summaiv Slieet Web Member Permanent Bracing/Web Reinforcement for more Information All olher permanent bracing design Is the responsibility of the Building Designer Los tiusses no estan maicaclos de ningiin mnrlo quc ldentifir]iie la fiecuenda o lucallzadon de IDS inlnstics (bracing) tempoiales Use las lecoinenrlaclnnes de manejo Instalacion y airloslre ternponl tie Ins liusses Vea el [oJIfilQ BC51 1 03 Gufa de Buena rracllca.Bataell1anEla.lii5lalaclnn y Arriostrtj de IDS Trusses de Hadeia Connectados con Plaras de. MetalpaB para mayoi Informarloii Los dilnijos de diseiio de las trusses pueden especlficar las localizaciones de Ins anlnslies peimanenles en Ins miembms individuates en compiesion Vea la hrjja LCS.UIIMI HAND ERECTION — LEVANTAMIENTO A MANO ._. niem!)igs_.sjcujndauBS_(web5j paia majoi liifniinadoii El resto de arnoslies permanenles son la lesponsabllidafl del Dlsenador del Edlliclrj The consequences of Impiop']! handling Installing and blaring ma\ be a collapse of the stiuclure or woise seiious peisonal injiiiy or death El resullado de un manejo Inqtaladon ) anlostie inadeciiMlos puede sei la caida de la estiuctnia o ami peui mneilns o lieiidos Banding and liuss plates lia\e shaip edges Weal gloves when handling and safely qlasses when cutting bandmcj Empaques y placas de metal tienen boides afilados t)se guantes y lentes protectoies cuando coite los enipaques HANDLING —MANEJO Us° |>eclnt nip in i 01 neai po\vei lines and ah polls IHilliPCiikhclu (?c,pf=i nl PII rlin-; vrnlo cs f.i reicfl de n de Toe In \ Avoid laLeial bending — Fvlle \A flexion lateial BRACING Bundle^ sfoipcl nn UIP giniind fm OMP ni nmie should be lalwtl by blocking al 8 to 10 on /T\ Do nnt <;toiG nn >wK imn nn qi innrl IMIW; 30 ni \p. 4 '•upi oil .... al p5al t.evinle drl pico los (UK PS [If 20 (ilcs o nii-jins ~ \ - -_ sJ Jil llUSSGS Lip tQ 20 Titisseshasta 20 HOISTING — LEVANTAMIENTO r~7| lluld e^ch IMISS In poclllnn \\llh the eiprllon equipment unlll tpnipni L— 1 tins'; k fastpned to the heannci point'; Tiusses up to 30 Trusses liasta 30 is Instnllerl arid Snstenga cadn tiu1;^ en position cnn la qiua liasta nue el anipstip tPinpuial °^e inclahrio \ pi tins'; aspquiado fii l Do not lift tmeses ovei 30 b) the peak No le\nnle del pico los (Hisses rle mas de 10 pies MOISTING RECOMMENDATIONS BY TRUSS SPAN rtECOMMENOACIONES UE LEVANTAMIENTO 1'OR LONrUUD DEL TRUSS Tagllne - ^_ Approx 1/Z _ truss length TRUSSES UP TO 30 TRUSSES MASTA30 Spieader bar 1/2 to 2/3 liuss length TRUSSES UPTO 60 TRUSSES I IAS FA GO Locale Spreader bar above or strllback mid lielghl Allacll 10 oc may Tngline- TRUSSES IIASTA Y SOBRE 60 lo<; paqucre*; nlmarenarlo en la tlnna pot urn sp.mniia o nns deben ^p.i Ple\idus cnn bloques a cadi Q o in pps [ For long term borage COVPI biiiirllp«; to pie 1 vent moisUnp. gain nul allow f"i vpnlilatlnn Pin alnnccn amienln poi nnyoi lipinpn t.ithin lo^ pnqMPler par a piev^nn aumenlo de hnmeclad pem peinula tenlihiinn ARRIOSTRE /J\ Rcfei to BCS1 BZ Suinniaiv Sheet Tiuss Installa llPJi am! Leiiin.rjiaiY_Erapug fci more Information Vea el Lesumen BCSl_BZ_ln.5ta!ac|Qi) cie Trusses. y_A!IJDSt!£je.rn|3DraJ paia ma^oi Infoimaclon Do not i\cill< on iinl.iineed liuss=s ramine en liusces sueltos Locale qiouiul hnres fc» fust Viuss diiecll) In line mill all urns of lop Lhpid tcmpciiaiy hleial Inarli 10 anlnslies d" Hem piia el pilnipi tiiiss rlnpcl imrnle en linea con rid'i Una dp hs filns dp anilities lalPial"1; Icmpoinlps rip la rupida <;Mppiloi Biace first tiuss well befoie election of additional tiusses Top Chord Temporary Lateral Bracing (TCTLB) 2x4 iriin LING, INSTALLING AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES {RACING FOR THREE PLANES OF ROOF L ARRIOSTRE EN TRES PLANOS DE TECHO 7[ This bracing method Is for all titisses excepl 3x2 and 4x2 parallel cliortl liusses Est" metodo de anioslie es paia todo trusses exceplo tiusses do ctiPichs piialelas 3/2 y I) 7 i TOP CHORD - CUERDA SUPERIOR Tfliss Span Longitud de Tranio Up to 30 HJSla 30 pies Jo lo 15 30 a 15 pies 45 to 60 45.a 60 pies 60 to 80 * 60 a 80 pies* Top Chord Temporary I atenl Brace (TCTLB) Sparing Espaclamiento del Arriostre Temporal de la Cuerda Superioi 10 c c max 10 pies maximo 0 o c max 8 pies maxima 6 o c max 6 pies maximo 1 o c max 1 pies maximo •Consult a Professional Engineer for tiusses longer than 60 'Consulle a un Ingenlero para trusses dc mas de 60 pies See SCSI B2 for TCTLB options Ven el SCSI B2 para las opciones de TTTLB del (fuss terminal de un techo a dos asuas ' St»t fiistfwe Irusses with spacei pieces then add dhgonals Repeat process on gioijps of four tiusses until all tuisses me set Tnstale los clnco pilmeios tiusses cnn esparladoies luego los nnlnslies diagonale-; fiepita este piocedimiento en gmpos de cuatio Imsses liasta que toclos los tiusses esten Inslalados ) BOTTOM CHORD - CUERDA INFERIOR Lateral braces 2x1x12 length lapped over two trusses 10 15 max Diagonal braces every 10 truss spaces (20 max) Some chord and web members not shown for clauly ) WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS Web members 10 15 max same spacing as bottom chord lateral bracing Dlagom! biaces every 10 truss spaces (7.0 max) Some chord and web members not shown for chilty DIAGONAL BRACING IS VERY IMPORTANT lEL ARRIOSTRE DIAGONAL ES MUY IMPORTANTE" BRACING TOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y <lx2 Refei lo QLSLB7_ 1 s.umuL3iy_Shfiet. _!e_nj|2QL(!iy_a_nd_ Ec.miaufinl -Blaring fat moi e Infoi matlon Vea el lesumen BC5IB7 Aulostie Maximum lateral brace spacing 10 o c for 3x2 chords 15 o c for 1x2 chords Diagonal braces evety 15 truss spaces (30 max) Infoimarloii . _ pei.ma_ncn.tg_de_ The end diagonal iiusses de cueidas biace for cantilevered / _ .. Rajajelaspara mayoi trusses must be placed tateial biaces i.,r ------ i_,, onveillcal webs In line 2x1x12 length lapped wllli the suppoi t over two trusses INSTALLING — INSTALACION t~7t Tolennces foi Out of Plane — Toleiancias paia Tueia de Piano - Length Max Bow - Length -- Lenglli • 0 Tolei Out Toleiances foi of Plumh Tiileranchs pan rueia de pioniarla D/50l D/50 1/4 1/2 3/4 1 1 1/4 I 1/2 1 3/4 2 D(ft) 1 2 3 4 5 6 7 >B MaxBow 3/4 7/B 1 1 1/a 1 1/4 1 3/8 1 1/2 1 3/4 2 TrussLength 125 146 167 188 208 229 250 292 >333 CONSTRUCTION I OADING — CARGA DF CONSTRUCCION Do not proceed with construction until all biaclng Is secuiely ' ami piopeily In place Mo pioceda con la constiticclon hasta que todos los anlosties psten colocidos en foinia apioplada y seguia Do not exceed maximum stack heights Refer to BC51 B1 Si!nima_ry_Slieet._Co.ast!.UCljB!.l.l,q.adiiig for moie Information llo exceda las irnxlmas alluia"; lecomendadas Vea el resumen BCSLJUiaina de_Coji5tjjJcciQn paia mayoi Infoimacinn Maximum Stack Height Tor Mateiials on Trusses Materiel Gypsum Board PlywoDd or DBS Asphalt Shingles ConcrelQ Block Clay Tile Height (h) 3 4 lilas h!Bli /T\ Do not oveiload small groups or single tiusses flo sobiecaigue pequefios giupos o tiusses Indlvlduales \\7\ 'n'a(:e loads ovci as many titisses as possible Colnque la= caigas sobie lantns liusses romo sea poJble r/T Position Icnrls OVRI load beai ing wills Coloqtie Ins caiqas sotue las paiedes sopoitantes ALTERATIONS — AL7ERACIONES /7\. "efei to DC5J.B5_SlllimianLS.IjSE!: I'ltiss namage. Johslte Modifications and Installation Errors Vea el ipsnmpn BCS1 B5 Danos cle trusses. ModincaclQDes_en_la_Dbra v Errores de Instalacion. /T"\ Do not cut allci 01 riilll any slrucluial menibei of a buss unless VV ^pcLlflcally pel milted by u> Tiuss Design Diawing Mo code nllere o peifnie nlngtui nilembio esliuctural de IDS Irusses T nienos que esle especlficanienle permitido en el dibujo del dlseiio del tiuss /i\ Tmeses llial have been oveiloaded duilng consliuctlon 01 altered without the Tiuss Manufacturers ^—^ piloi appioval mat render the Tiuss Manufacturers limited wananty null and void liusies que se nan sobiecaigado duranle la constiucclon o inn sldo allerados sin una autoiizaclon pie\ ia del fabilcante de Tiusses pueden leducir o elimlnar la garantia del fabilcante de Trusses DOTE Urn Tiuss MaiHifartuicr and Truss Peslgner must rely on the fnrt tliat the Contractor and crane operator (If applicable) are ca fiaole to iMirimlakc tin: uuik lliey linve agreed to do on a particular ornjert ll»e Contractor should seek any required assistance regarding construction practices from B cornppleril party Tire methods and procedures outlined are Intended to ensure, that« e overall construction teclrrrlnrrcs err pierced mil |»rl Hoof arid loot trtl qes frrto place SArEL/ These rpromnrendatlons lor landlirig Irrstalilng arid bracing wood trusses are based upon lire collective experience of leading technical pe snnncl In tire wood truss Industry but must, due to the nature of responsibilities Involved Ue ruesentcd only as a GUIDE for use by a qualified Building Designer or Erection/Installation Contractor It Is not Intended that these recommendations be Interpreted as superior to any design specification (piovlded by cither an Architect Engineer the Building Designer the. Eicctlon/Inst-rllatlnn Contractor or otherwise) for handling Installing and bracing wood trusses and It does nnt preclude lire irse of other equivalent methods for bracing and providing staLlllty for the walls and columns as may be determined by the truss rjCLllon/hiscallnllon Contractor Thus the Wood Truss Council of America and [he Truss Plate Institute expressly disclaim any responsllrlllty for damages arising from the use application or reliance on the recommendations and Information contained herein WOOD TRUSS COUNCIL OF AMERICA Onn WTCA Center 6300 Entnipilse Lane Madison WI 53719 www woodtruss com TRUSS PLATE INSTITUTE 5B3 D OnofrlD Drive Madison WI 53719 608/833 5900 wwvv tplnsl Dig ,3 i-J DlWARMllxl? 0311Z5)