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Home My WebLink About2730 GATEWAY RD; ; CB131311; Permit06-28-2013 Job Address Permit Type Parcel No Valuation Occupancy Group Project Title City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Cogeneration Permit Permit No CB131311 Building Inspection Request Line (760) 602-2725 2730 GATEWAY RD CBAD COGEN Sub Type PHOTO 2132632600 Lot# 0 $176,000 00 Constuction Type NEW Reference # PIZZA PORT- 440 ROOF MOUNTED MODULES & NEW 225 AMP SOLAR SUBPANEL Status ISSUED Applied 05/23/2013 Entered By RMA Plan Approved 06/28/2013 Issued 06/28/2013 Inspect Area Plan Check # Applicant SULLIVAN SOLAR POWER OF CALIFORNIA INC STE 101 8949 KENAMAR DR SAN DIEGO CA 92121 858-271-7758 Ow/ner MARSAGLIA PROPERTIES LLC POBOX 1697 CARLSBAD CA 92018 Building Permit $993 54 PLUMBING TOTAL $0 00 Add'! Building Permit Fee $0 00 ELECTRICAL TOTAL $0 00 Plan Check $695 48 MECHANICAL TOTAL $0 00 Add'l Plan Check Fee $0 00 Additional Fees $0 00 Plan Check Discount Strong Motion Fee Green Bldg Stands (SB1473) Fee $0 00 $17 60 $4 00 TOTAL PERMIT FEES $1,710 62 Total Fees $1,710 62 Total Payments To Date $1,710 62 Balance Due $0.00 /A- Inspector FINAL ARPROVAL 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 nght to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which vou have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously othenvise expired THE FOLLCWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE nPLANNING •ENGINEERING •BUILDING • HEALTH •HAZMAT/APCD ^ CITY OF CARLSBAD Building Permit Application 1635 Faraday Ave , Carlsbad, CA 92008 Ph 760-602-2719 Fax 760-602-8558 email building@carlsbadca gov vtnvw carlsbadca gov JOB ADDRESS TfoTi r I PHASE 1 SUITE#/SPACE#/UNIT( CT/PROJECT # # OF UNITS # BEDROOMS # BATHROOMS TENANT BUSINESS NAIVIE y- CONSTR TYPE OCC GROUP OESCRIPTION OF WORK Include Square Feet of Affected Area(s) , jZo^l no>/>re(> CB'^LUST.,J3 pV^o6<»- i'-/fM 'l/'-y\' L EXISTING USE PROPOSED USE APPLICANINAME (Primary Contact) GARAGE (SF) PATIOS (: YES ONDITIONING YES I INO I I FIRE SPRINKLERS YES I |NO| I APPLIC/}NT NAME (Secondary Contact) PLICANT ADDRESS ADDRESS t>r gib lol CITY STATE 0_ ZIP CITY PHONE PHONE FAX EMAIL PROPERTY OWNER NAIVIE /IMSQA I DRESS^ CONTRACTOR BUS NAIVIE ADDRESS VJ30 ADDRESS CITY STATE CA ZIP CITY STATE ZIP FAX PHONE EMAIL I r»i ACC I i^iTv I ARCH/DESIGNER NAME & ADDRESS STATE LIC # CLASS CITY BUS LIC# f fv - o-io \\y^{/y.\ (Sec 70315 Business and Professions Code Any City or County wtiicti requires a permit to construct alter, improve demolisti or repair any structure pnor to its issuance also requires ttie applicant for such permit to file a signed statement ttiat he is licensed pursuant to the provisions ofthe Contractor's License Law {Chapter 9 commendingwith Section 7000 of Division 3 ofthe Busmess and Professions Code) or that he is exempt therefrom, and the basis forthe alleged exemption Any violation of Section 7031 5 tiy any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500}) Workers' Compensation Declaration / hereby affirm underpenalty of perjury one ofthe following declarations 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 l-^l I have and will maintain worlters' compensation as required by Section 3700 of the Labor Code for the performance of the work for which this oermit is issued My workers compensation insurance can'ier and policy numberare InsuranceCo CjUJ^tV/S.^ (^•^ CO. PolicyNo ^30C>0 (oQ'^5H'>t\ ExpiraticnDate IZ-| - I"5 This section need not be completed iffhe permit is for one hundred dollars ($100) or less LJ Certificate of Exemption I certify that in the perfomiance 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 cnmmal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, damages asjuevi^d form Section 3706 of the Labor code, interest and attomey's fees JS^ CONTRACTOR SIGNATURE • AGENT DATE / herefcy affirm thai I am exempt from Contractor's License Law for the following reason I I I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec 7044, Business and Professions Code The 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) I I 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) I I I am exempt under Section Business and Professions Code for this reason 1 I personally plan to provide the major labor and matenals for construction of Ihe proposed property improvement ^^Yes I iNo 2 I (have / have not) signed an application for a building perniit for the proposed work 3 I have contracted with the followmg pereon (fm) to provide the proposed constmction (include name address / phone / contractors' license number) 4 I plan to provide portions of the work, but I have hired the following person to coordinate, supen/ise and provide the major work (include name / address / phone / contractors' license number) 5 I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work) PROPERTY OWNER SIGNATURE QAGENT DATE cant or future building occupant required to submit a business plan, acutely hazardous matenals registration form or nsk management and prevention program under Sections 25505,25533 or 26534 of tl jnner Hazardous Substance Account AcP Yes No /jiicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district' Yes No jcility to be constructed within 1,000 feet of the outer boundary of a school site'' Yes No / 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 T RGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT ti ? -THEOFFICE OF /I hereby affirm that there is a constmction lending agency for the performance of the work this pennit is issued (Sec 3097 (i) Civil Code) Lender's Name Lender's Address I certify that I have read ttte applicaton and state thatthe above infonnation is conect and thatthe infomiabon on the plans is accurate I agnee to comply witli all City oidmances and State laws relabngto building constraction I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property fbr inspection purposes I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA An OSHA permit is required for excavations over 50' deep and demolition or constaiction cf staictures over 3 stones in heght EXPIF5ATI0N Ever> permit issued by the Building Official under the piovisions of this Code shall expire by limitation and become null and vod if the building or work authorized by such pennit is not commenced within 180 days from the date of such pemiit or if the building or vtori< authonzed by such permit is suspended or abandoned at any time after the work is commenced for a penod of 180 days (Section 106 4 4 Unifonn Building Code) >girAPPLICANT'S SIGNATURE DATE >• STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. RTIFICATE OF OCCUPANCY (Commercial ProJects Onlyj Fax (760) 602-8560, Email buildina(S)carlsbadca qov or Mail the completed form to City of Carlsbad, Building Division 1635 FaradayAvenue, Carlsbad, Califomia 92008 C0#. (Office Use Only) CONTACT NAIVIE OCCUPANT NAME BUILDING ADDRESS CITY STATE ZIP CITY Carlsbad CA FAX EMAIL OCCUPANTS BUS LIC No DELIVERY OPTIONS PICK UP CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg 1) IVIAIL TO CONTACT (Listed above) CONTRACTOR (On Pg 1) MAIL/FAX TO OTHER OCCUPANT (Listed above) ASSOCIATED CBS- NO CHANGE IN USE / NO CONSTRUCTION CHANGE OF USE / NO CONSTRUCTION ^ef APPLICANT S SIGNATURE DATE Inspection List Permit* CB131311 Type COGEN PHOTO PIZZA PORT- 440 ROOF MOUNTED MODULES & NEW 225 AMP SOLAR SUBP Date Inspection Item Inspector Act Comments 08/09/2013 35 Photo Voltaic (PV) -Rl FIRE REQ? CHECK WITH FIRE 08/09/2013 35 Photo Voltaic (PV) MC AP PER PLAN 08/09/2013 39 Final Electrical -Rl 08/09/2013 39 Final Electncal MC Fl CALLED IN TO CAROLYN 08/08/2013 34 Rough Electnc -Rl 08/08/2013 35 Photo Voltaic (PV) MC AP 07/22/2013 44 Rough/Ducts/Dampers MC WC 07/22/2013 92 Compliance Investigation MC PA ARRAYS & EQUIPMENT 07/09/2013 33 Service Change/Upgrade PY AP 07/08/2013 34 Rough Electnc PY PA Monday, August 12, 2013 Page 1 of 1 06-27-2013 Job Atddress Permit Type Parcel No Valuation Occupancy Group Project Title City of Carlsbad 1635 Faraday Av Carlsbad.CA 92008 Cogeneration Permit Permit No CB131311 Building Inspection Request Line (760) 602-2725- 2730 GATEWAY RD CBAD COGEN Sub Type PHOTO 2132632600 Lot# 0 $176,000 00 Constuction Type NEW Reference # PIZZA PORT- 440 ROOF MOUNTED MODULES & NEW 225 AMP SOLAR SUBPANEL Status PENDING Applied 05/23/2013 Entered By RMA Plan Approved Issued Inspect Area Plan Check # Applicant SULLIVAN SOLAR POWER OF CALIFORNIA INC STE 101 8949 KENAMAR DR Owner MARSAGLIA PROPERTIES LLC POBOX 1697 SAN DIEGO CA 92121 858-271-7758 CARLSBAD CA 92018 Building Permit $993 54 PLUMBING TOTAL $0 00 Add'l Building Permit Fee $0 00 ELECTRICAL TOTAL $0 00 Plan Check $695 48 MECHANICAL TOTAL $0 00 Add'l Plan Check Fee $0 00 Additional Fees $0 00 Plan Check Discount $0 00 Strong Motion Fee $17 60 Green Bldg Stands (SBl473) Fee $4 00 TOTAL PERMIT FEES $1,710 62 Total Fees $1,710 62 Total Payments To Date $695 48 Balance Due: $1,015.14 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 refen'ed 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 m Government Code Section 66020(a), and file the protest and any other required infomiation 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 subseqtient legal action to attack, review, set aside, void, or annul their imposition You are hereby FURTHER NOTIFIED that your nght to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which vou have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously othenwise expired INSPECTION RECORD CITV OF CARLSBAD Butlding Division m INSPECTION RECORD CARD WITH APPROVED PLANS MUST^ JCEEXOAiTHE JOB Bl CALL BEFtt^tfB^iSo^mFOjt NEXT WORK DAY INSPECTION Ea FOR BUILDINlSlNS^CnON CALL: 760-602-2725 OR GO TO: www.CariJl»adca.ffov/Buildin<|i AND CUCK ON "Request In^pecti; DATE: CBI31311 2730 iGAtEWAY P k " PIZZA PORT-;,440'ROOF WIOUNTED^ V-; \ /- U ' MODULES &\NEWl225':AMP SOLAR SUBRANELVv; . \i 'coGEN->"^ ,.-'/ptoTd;,, 'V, ^y/y ^'/yr^: LdtU'/- y SULLIVAN SOLAR'POWER OF CALIFORNIA .-'. '^ INC y-^/y '"'/:' //'^ \/ v,:y"-'y '[) uest Inspection" '/ IF "YES" IS CHECKED BELOW THAT DIVISION'S APPROVAL IS REQUIRED PRIOR TO REQUESTING A FlNAL BuiLDING iNSPECTION.'.' IF YOU HAVE ANY QUESTIONS PLEASE CALL THE APPLICABLE DIVISIONS AT THE PHONE NUMBERS PROVIDED BELOW. AFTER ALL REQUIRED APPROVALS ARE SIGNED OFF- FAX TO 760-602-8560. EMAIL TO BLDGINSPECTIONS@CARLSBADCA.GOV OR BRING (N A COPY OF THIS CARD TO: 1635 FARADAY AVE.. CARLSBAD. CA 92008. BUILDING INSPECTORS CAN BE REACHED AT 760-602-2700 BETWEEN 7;30 AM - 8:00 AM THE DAY OF YOUR INSPECTION. NO YES Required Prior to Requesting Building Final If Checked YES Date Inspector Notes Planning/Landscape 760444-8463 Allow 4S hours CM&I (Engineering lnspections| 760-438-3891 CaH before 2 pm /} nre Prevention 760402-4660 Allow 48 hours Type of Inspection Type of Inspection CODE # BUILDING Date Inspector CODE s ELECTRICAL Date Inspector #11 FOUNOATION #31 D ELECTRIC UNDERGROUND DUFER #12 REINFORCED STEEL #34 ROUGH ELECTRIC #66 MASONirr PRE GROUT #33 •ELECTRICSERVICE •TEMPORARY • GROUT • WAU DRAINS #35 PHOTOVOLTAIC #10 TILTPANELS m9 HNAL #11 POUR STRIPS CODE # MECHANICAL #11 COLUMN FOOTINGS #41 UNDERGROUND DUCTS & PIPING #14 SUBFRAME • FLOOR DCEIUNG #44 QDUCTftPLENUM • REF. PIPING #15 ROOFSHEATHING #43 HEAT-AIR COND. SVSTEMS #13 EXT. SHEAR PANELS #49 HNAL, #16 INSULATION CODE # COMBO INSPECTiON #18 EXIERIOR LATH #81 UNDERGROUND (11,12^U1) #17 INTERIOR UTH &DRVWALL #82 DRVWALL,EXTUTTI, GASTES(17.U^) #51 POOLEXCA/SIEO/BOND/FENCE > #83 ROOFSHEATING, EXTSHEAR (13,15) #55 PREPIASIER #84 FRAME ROUGH COMBO (14,24,34,44) < #19 FINAL #89 HNAL OCCUPANCY (19,29,39,49) ; CODE # PLUMBING Date Inspector #22 • SEWER & BL/CO • Pl/CO FIRE Date Inspector #21 UNDERGROUND DWASTE • WIR #24 TOPOUT DWASTE DWTR -A/S UNDERGROUND VISUAL - #27 TUB & SHOWER PAN A/S UNDERGROUND HYDRO #23 D GASTEST DGAS PIPING A/S UNDERGROUND aUSH - #25 WATER HEATER A/S OVERHEAD VISUAL #28 SOIAR WATER A/S OVERHEAD HYDROSTATIC #29 HNAL A/S RNAL CODE a STORM WATER F/A ROUGH-IN #600 PRE-CONSraUCnON MEETING F/A FINAL mxa FOLLOW UP INSPECTION FIXED EXTINGUISHING SYSTEM ROUGH-IN #605 NOTICETO CLEAN FDCED EXHNG SYSTEM HYDROSTATICTEST #607 WRITTEN WARNING RXED EXnNGUISHING SYSTEM FINAL #609 NOTICE OFVIOUTION MEDICAL GAS PRESSURETEST #610 VERBALWARNING MEDICAL GAS FINAL -3 REV1QS012 SEE BACK FOR SPECML NOTES Section 5416. Health and Safety-Pode, state of Califomia (a) There shall be not less than one water closet for each 20 employees or fractional part thereof working at a construction job site. The water closet shall consist of a patented chemical type toilet (b) For the purpose of this section the term< construction site shall mean the location on whidi actual construction of a building is in progress (c) A violation ofthis section shall constitute a rnisdemeanor , , Ail construction or wortc for which a permit is required shall be subjed to inspediori and all such construction or work shall Vemain accessible and exposed for ,ins|3ection purposes until approved by the inspector. Work shall not be done beyond the point indicated in each successive inspection without first obtaining the approval df the inspector. DATE ADDITIONAL NOTES '/' ' ' '- ,' - - - i - 'I ^ ^ •< '•^'^ ^ r . " ' . - • . '\ ll" '^1 I " y' '' y/" •' - •• • ' - " y y \ ''i • TESTING ENGINEERS VERTICALFIVE • Testing Engineers - Vertical Five 789S Convoy Court, Suite 18 San Diego, Cnlifomla 92111 Phone. (858) 715-5800 Fax-(858) 715-5810 CONSTHUOnOM INSPECTION REPOBT OSA f=ilo » DSA APPLICATION 8 Client P.O. a . • NTP# PROJECTS ^7?ffg<fewyfc«<j, UflfUi M IMS?? Proiect Mamo Project Locaiion !i-l}0 frrftMty, , Contractor SMZ/.V^^ ^ /IJ- Building Pettnit« CRflf}'}'} .PtanRlaS. tSfpaUi Fteporl Q Conctelo Anchors • Welding . IS Olher JyiBaAJBski. D Notice lo Cotnply NC#. Oate Time Arrived Time Dapartod. OSHPD* Oate Cleared. »/</n Q Reinforcing SiBBi Q PrB-PoslTenstonad Tendon Q Batch Plant Q Masonry • Soils Q Fbundatlons D Bolting . Q Fireproofing D l^letsl Oecidng Man Power ^ Documenls Referenced Q Soils Report |3 Plans Oate. Specs. Data Q RFI # Type of Equipmenl Used ' Density Count Q Sample Type. 0 Codes . Calibration Dates. . Iklolsture Count. l£ JU£A. l^vMpHi Yfti- Apff iu. t ^<lff f^^) . BagaTypa Amount Madefiaten" .Gage ». IT'l-jTl 'n~lJ1ff»1f 'r Tfl —^ 7 I .•T^ITHf. j-jry^/ _ J J ^ J TWs Work DWas • Was Not inspacled, Tesled, and Sampled in Accordance Wilh Requirements of lha OSA Approved Oocumenls. The Woik inspected • Met • Old Nol Meet Sis Requlmmenis ol DID DSA Documenls Tlie Work Tested • Met • Did Not meel lha Bequlrenisnis ol Ihs DSA Owaanenls. Tha Wott( Sampled • Met • Old Ni^ meet the Requliemsnis ol Ihs OSA Documenls CERTIFICATION OF COMPLIANCE: To the best of my knowledge, all of Ihe observed work, unless othenwise stated, Is In conformance with the approved plans and specillcations snd Ihe vforkmaAshlp provisions of Ihs appllcabla coda Cc Projecl Arctiitect: ff/i^w^ Struchiral Englnesr eTMet • DM Nol Meet Inspector of Heconcf. DSA Regional Olflcs: School OlstricL Inspector's signature Lc!wAa6«L Approval signature / Name / Company Reviewed by ^wn^mrm^^ /^ Cerliflcatlon SI Exp. Data Inspector^ ttone l^tr Date Revfewed Copy toi ArchHeot Structural Engineer Date_ NIVI5 City of Carlsbad AUG 1 5 2013 TESTING ENGINEERS vERTicALFivE Community & Ecoiiomic FINAL REPORT FOR Development Department SPECIAL INSPECTION AND MATERIAL TESTING DATE August 13, 2013 JOB NO 149531 00 TO City of Carlsbad Building Department 1635 Faraday Avenue Carlsbad, California 92008 SUBJECT SATISFACTORY COMPLETION OF WORK REQUIRING SPECIAL INSPECTION AND MATERIAL TESTING PERMIT NO rCBT3laS PROJECT NAME Pizza Port Solar PV System PROJECTADDRESS r27.30rGateway^R^^ Carlsbad, CA 92009 I declare under penaity of perjury that, to the best of my knowledge, the work requinng special inspection, matenal sampling and testing for the structure/s constructed under the subject permits is in conformance with the approved plans, the inspection and observation program and other construction documents, and the applicable workmanship provisions ofthe Uniform Building Code Executed on 8/13/13 The work, which we provided Special Inspection, consisted of Expansion set anchors and verification ofthe array of ballast baskets (B1 and B2) for the Solar PV system, sub-array 1 and 2. Special Inspection services were performed on August 1, 2013. A If the inspection services were provided by an approved material testing laboratory or special inspection agency TESTING LABORATORY OR SPECIAL INSPECTION AGENCY Testing Engineers Vertical Five ADDRESS 7895 Convoy Court. Suite 18. San Diego. CA 92111 RESPONSIBLE MANAGING ENGINEER OF THE TESTING LABORATORY OR SPECIAL INSPECTION AGENCY NAME (PRINT OR TYPE) Carlod^E. Ac SIGNATURE CALIFORNIA REGISTRATION NO 067031^ EXPIRATION DATE 9/30/14 B If the inspection services were provided by an independent certified speSfefctn^^tor SPECIAL INSPECTOR'S NAME (PRINT OR TYPE) REGISTRATION NUMBER EXPIRATION DATE SIGNATURE OFFICES NJV^ O.S V DE 7895 CONVOY COURT, STE 18 | SAN DIEGO, CA 92111 | w/w NV5 COM | OFFICE 858 715 5800 | FAX 858 715 58IO CONSTRUCTION QUALITY ASSURANCE INFRASTRUCTURE ENGINEERING MUNICIPAL OUTSOURCING ASSET MANAGEMENT ENVIRONMENTAL SERVICES :ERIC'MICHflEL CHECKETTSft,A': . C3647BERRYF1EUDCT „ f.' i^ti.'?!*-^ |\SflN DIEGO tM 92130 5*'£j>J^-4<* ,.- HT:5-10' — WT:235 D0B:'1E-13-S9; llVll/2008 239 RB FD/b.. International Code Council 500 New Jersey Avenue, NW INTERNATIOHAl CODE COUNCIL' The individual named hereon is CERTIFIED in the categories shown, having been so certified pursuant to successful completion of the prescribed written examinations Not valid unless signed by certificate holder ICC Certification attests to competent knowledge of codes and standards International Code Council 500 New Jersey Avenue, NW BBBS1 Washington, DC 20001 IHTERHATIONAl CODECOUHCIC The individual named hereon is CERTIFIED in the categones shown, having been so certified pursuant to successful completion of the prescnbed written exBminations Not valid unless signed by certificate holder ICC Certification attests to competent knowledge of codes and standards r"EricChecliott8 - 882124 Reinforced Cnferete Special Inspector - Exp 10/12/2013 '' 'Stnjctural Masonry Special Inspector - Exp 09/25/2014 - Phjmbing'inspectOT UPC - Exp 05^5/2015 Prestressed Concrete Special Inspector - Exp 05/19/2016 y~yl^, Checketls - 862124 (5 *f Spr^ppHed Fireproofing special Inspector - Exp 10/12/2013 •' * "•Rumbing hispector CPC-Exp 05/05/2015 f-Stnictural St'eel and Bblflrig Special Inspector - Exp 05/05/2015 EsGil Corporation In (Partnership with government for <ButUtng Safety DATE 06/28/13 • APPLICANT • JURIS JURISDICTION Carlsbad • PLAN REVIEWER • FILE PLAN CHECK NO 13-1311 SET III PROJECT ADDRESS 2730 Gateway Rd. PROJECT NAME Pizza Port 1-30KW (gl-lOOKW Solar Photovoltaip System ^ The plans transmitted herewith have been corrected where necessary and substantially comply With the junsdiction's building codes I I The plans transmitted herewith will substantially comply with the junsdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff I I The plans transmitted herewith have significant deficiencies identified ortthe enclosed check list and should be corrected and resubmitted for a complete recheck I I 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 fprward to the applicant contact person I I 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 I I Esgil Corporation staff did advise the applicant that the plan check has jaeen completed Person contacted Telephone # Date contacted (by ) Fax # Mail Telephone Fax In Person E-mail • REMARKS By John Le Vey Enclosures EsGll Corporation • GA • EJ • PC 06/28/13 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In (PartnersHip with government for (BuiCdmg Safety DATE 06/21/13 OAERUCANT CTJURIS^ JURISDICTION Carlsbad O^TD^EVIEWER • FILE PLAN CHECK NO 13-1311 SET II PROJECT ADDRESS 2730 Gateway Rd. PROJECT NAME Pizza Port 1-30KW @1-100KW Solar Photovoltaic System I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes I I The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck y\ 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 I I The applicant's copy of the check list has been sent to I I 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 Rick Rios Telephone # 858-334-8708 Date contacted (4»|IMI)3'(by y<^) Fax # 6> Mail^ Telephone Fax In Person E-mail nek nos@sullivansolarpower com • REMARKS By Eric Jensen Enclosures EsGll Corporation • GA • EJ • PC 06/18 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 13-1311 06/21/13 GENERAL PLAN CORRECTION LIST JURISDICTION Carlsbad PLAN CHECK NO 13-1311 PROJECT ADDRESS 2730 Gateway Rd. DATE PLAN RECEIVED BY ESGIL CORPORATION 06/18 DATE REVIEW COMPLETED 06/21/13 REVIEWED BY Eric Jensen FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International 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, Engmeenng 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 The approval of the plans does not permit the violation of any state, county or city law • Please make all corrections and submit two new complete sets of pnnts to ESGIL CORPORATION • To facilitate rechecking, please identify, next to each item, the sheet ofthe plans upon which each correction on this sheet has been made and return this sheet with the revised plans • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please bnefly descnbe them and where they are located on the plans Have changes been made not resulting from this lisf? • Yes • No Carlsbad 13-1311 06/21/13 ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: John Le Vey ELECTRICAL (2010 CALIFORNIA ELECTRICAL CODE) 1. Detail both the DC/AC disconnect switches accessibility for the 30 kW inverter on the floorplans It appears that the inverter has been offset to access both disconnect switches however include labeling to be installed on the front of the inverter that identifies the location of both the AC and DC disconnect switches. 2. Describe the ventilation/cooling available at the inverter/telephone room New or existing, equipment type, sizing (CFM), make up air and exhaust air design The response was fine however I can't find the design on the plans? 3 Module roof layout A City Fire Department approval is required for (City enforced) CalFire requirements Perimeter clearances, pathways, and smoke ventilation area limits Fire approval is necessary: The 250' axis is suspect as well as the center aisle. It's up to Fire, however. 4. Provide disconnectslof 3 show on single line sheet, and placards on the placard sheet Service disconnect labeling is the issue: The new solar 200 ampere disconnect is actually also a new service disconnect (in addition to the two existing service disconnects (200 ampere panel and the 800 ampere main). Since the number of service disconnects has changed (2 to 3) all three of the disconnects will need to be relabeled: Service Disconnect 1 of 3, Service Disconnect 2 of 3,...etc. Review site plan and labeling to clarify this issue on the plans. END OF ELECTRICAL RECHECK The junsdiction has contracted with Esgil Corporation located at 9320 Chesapeake Dnve, 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 ERIC Jensen or John LeVey at Esgil Corporation Thank you • STRUCTURAL 6 The coefficient of fnction between the ballast foot and the roof is designed as 0 50 Provide test information to justify the use of the coefficient of fnction used to resist lateral sliding The structural plans from SunLink signed by the engineer, Jason Luhn, indicate on sheet 1 of 5 that the roof covering is "Unknown" . This information must Carlsbad 13-1311 06/21/13 be completed and consistent with one of the tested roof assemblies to determine friction coefficient. 7 Note on the plans that special inspection will be provided by the engineer of record per CBC Section 1704 15 The design engineer making the special inspection must certify in writing to the Building Official that the ballast weight, number of ballast systems and type of ballast system installed comply with the design and approved plans stamped by the engineer This requirement for special inspection by the design engineer of record was not included on the plans END OF STRUCTURAL RECHECK Note: If you have any questions regarding this Electncal and Energy plan review list please contact John Le Vey 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 EsGil Corporation In (PartnersHip with government for (SuiUmg Safety DATE 06/06/13 • APPLICANT ^ JURIS JURISDICTION Carlsbad • PLAN REVIEWER • FILE PLAN CHECK NO 13-1311 SETI PROJECT ADDRESS 2730 Gateway Rd. PROJECT NAME Pizza Port 1-30KW @1-100KW Solar Photovoltaic System I I The plans transmitted herewith have been corrected where necessary and substantially comply with the junsdiction's building codes I I The plans transmitted herewith will substantially comply with the junsdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck 1^ 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 junsdiction to forward to the applicant contact person I I The applicant's copy of the check list has been sent to I I Esgil Corporation staff did not advise the applicant that the plan check has been completed 1^ Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Rick Rios Telephone # 858-334-8708 Date contacted (by ^) Fax # ^Mail yVelephone Fax In Person E-mail rick nos@sullivansolarpower com • REMARKS By John Le Vey Enclosures EsGll Corporation • GA • EJ • PC 05/23/13 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 13-1311 06/06/13 GENERAL PLAN CORRECTION LIST JURISDICTION Carlsbad PLAN CHECK NO 13-1311 PROJECT ADDRESS 2730 Gateway Rd. DATE PLAN RECEIVED BY ESGIL CORPORATION 05/23/13 DATE REVIEW COMPLETED 06/06/13 REVIEWED BY John Le Vey FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electncal 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, Engineenng 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 The approval of the plans does not permit the violation of any state, county or city law • Please make all corrections and submit two new complete sets of pnnts to ESGIL CORPORATION • To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans • 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 bnefly descnbe them and where they are located on the plans Have changes been made not resulting from this lisf? • Yes • No Carlsbad 13-1311 06/06/13 ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: John Le Vey ELECTRICAL (2010 CALIFORNIA ELECTRICAL CODE) 1 Detail both the DC/AC disconnect switches accessibility for the 30 kW inverter on the floorplans 2 Descnbe the ventilation/cooling available at the inverter/telephone room New or existing, equipment type, sizing (CFM), make up air and exhaust air design 3 Module roof layout A City Fire Department approval is required for (City enforced) CalFire requirements Penmeter clearances, pathways, and smoke ventilation area limits B Include mechanical equipment placement on the roof that may be access impacted by module placement Generally If mechanical equipment (including the roof access ladder scuttle) IS installed within lO; (CBuildingC-1013 5) or 6; (CMechanicalC-303 8 1 5 & 904 10 2 2) of the roof edge, fall guards designed per the most stnngent design requirements ofthe enforceable Code must be provided The fall protection may be provided by parapet height (42"), I just don't have that information 4 Check notes E,F,G and H on the single line it appears the GEC is in excess 5 Provide disconnectslof 3 show on single line sheet, and placards on the placard sheet • STRUCTURAL 6 The coefficient of friction between the ballast foot and the roof is designed as 0 50 Provide test information to justify the use of the coefficient of friction used to resist lateral sliding 7 Note on the plans that special inspection will be provided by the engineer of record per CBC Section 1704 15 The design engineer making the special inspection must certify in writing to the Building Official that the ballast weight, number of ballast systems and type of ballast system installed comply with the design and approved plans stamped by the engineer 8 The layout plan showing the placement of the ballast must be stamped and signed by the engineer assuming design responsibility END OF STRUCTURAL REVIEW Note: If you have any questions regarding this Electncal and Energy plan review list please contact John Le Vey 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 13-1311 06/06/13 [DO NOT PAY- THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PLAN CHECK NO 13-1311 PREPARED BY John Le Vey DATE 06/06/13 BUILDING ADDRESS 2730 Gateway Rd. BUILDING OCCUPANCY TYPE OF CONSTRUCTION BUILDING PORTION AREA (Sq Ft) Valuation Multiplier Reg Mod VALUE ($) PV system Air Conditioning Fire Spnnklers TOTAL VALUE Jurisdiction Code cb By Ordinance Bldg Permit Fee by Ordinance Plan Check Fee by Ordinance $430 00 Type of Review • Complete Review n structural Only I I Repetitive Fee Repeats Based on hourly rate • Other • Hoyi!^ EsGff Fee $86 00 Hrs. $344.00 ^ CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 Development Services Planning Division 1635 FaradayAvenue (760) 602-4610 www carlsbadca eov DATE: 5/30/13 PROJECT NAIVIE: SOLAR PANELS PROJECT ID- PLAN CHECK NO: CB131311 SET#- ADDRESS: 2730 GATEWAY RD APN: ^ This plan check review is complete and has been APPROVED by the PLANNING Division. By. GINA RUIZ A Final Inspection by the PLANNING Division is required • Yes ^ No You may also have corrections fronr one or more ofthe divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: RICK.RIOS@SULLIVANSOLARPOWER.COIVI For questions or clarifications on the attached checklist please contact the following reviewer as marked PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 1 Chris Sexton 760-602-4624 Chris Sexton@carlsbadca gov 1 1 Kathleen Lawrence 760-602-2741 Kathleen Lawrence@carlsbadca gov Q Greg Ryan 760-602-4663 Gregory RvanOcarlsbadca gov Gma Ruiz 760-602-4675 Gma RuizOcarlsbadca gov 1 1 Lmda Ontiveros 760-602-2773 Lmda OntiverosOcarlsbadca gov 1 Cindy Wong 760-602-4662 Cvnthia WongOcarlsbadca gov • • 1 1 Dominic Fieri 760-602-4664 Dommic FienOcarlsbadca gov Remarks. PER GOVERNIVIENT CODE SECTION 65850 5 CANNOT REVIEW FOR AESTHETICS (SCREENING) /J BUILDING DEPT. /J PLAN CHECK ponumimty & Economic ^ CITY OF REVIEW Development Department 1635 Faraday Avenue CARLSBAD TRANSMITTAL Carlsbad CA 92008 www carlsbadca gov DATE: 06/13/2013 PROJECT NAME: PIZZA PORT - PV SYSTEM PROJECT ID: CB131311 PLA|i CHECK NO: 2 SET#: 1 ADDRESS: 2730 GATEWAY RD APN: 3 This plan check review Is complete and has been APPROVED by the FIRE Division. By: GR A Final Inspection by the FIRE Division Is required ^ Yes • No J This plan check review Is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: Vou may also have corrections from one or more of the divisions Usted below. Approval from these divisions may be required prior to the issuance of a building permit Resubmitted plans should include corrections from all divisions. For questions or clanfications on the attached checklist please contact the followmg reviewer as marked: f:\ • PLANNjNGlI * • . • 76o-602[4t|f-A,: M " 'y /yy^'y:M'*/ty*f-4m/M0/^^^ ^ ^R%REVEN#N€r| 1 1 Chris Sexton 760-602-4624 Chns Sexton@carlsbadca ^ov 1 1 Kathleen Lawrence 760-602-2741 Kathleen LawrenceOcarlsbadca gov X Greg Ryan 760-602-4663 Gregory RyanOcarlsbadca gov 1 1 Gina Ruiz 760-602-4675 Gma RuizOcarlsbadca gov 1 1 Linda Ontiveros 760-602-2773 Lmda OntiverosOcarlsbadca gov Q Cindy Wong 760-602-4662 Cynthia WongOcarlsbadca gov • • 1 1 Dominic Fieri 760-602-4664 Dommic FienOcarlsbadca gov Remarks: See Attached ^ . u ^. . BUBLDIMG DEPT Carlsbaa Fire Department f^OPY plan Review Requirements Category COGEN , PHOTO Date of Report: 06-13-2013 Reviewed by ^.R^dK Name SULLIVAN SOLAR POWER OF CALIFORNIA INC Address: STE 101 8949 KENAMAR DR SAN DIEGO CA 92121 Permit #: CB131311 Job Name: PIZZA PORT- 440 ROOF MOUNTED Job Address 2730 GATEWAY RD CBAD Please review carefully all comments attached. Conditions; C/ry OF CARLSBAD FIRE DEPARTMENT - APPROVED THIS PROJECT HAS BEEN REVIEWED AND APPROVED FORTHE PURPOSES OF ISSUANCE OF BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECHON 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. Cond- CON0006360 {MET] PV 2 ROOF PLAN does not show location of roof top smoke and heat vents, does not show roof access hatch or stair; does not show waste stacks, mechanical vent pipes or ventilators Arrays must provide a minimum 8 0 foot (96-inch) clear path centered along each axis of the roof Show how all rooftop conduit and cabling that is 1 0 mches or more above finish surfaced is marked or identified to hazard class and is provided with reflective marking Show roof top signage and placarding indicating location of disconnects and hazards. See attached Carlsbad Fire Department Guideline for additional information Entry 05/27/2013 By. GR Action: CO Entry 06/13/2013 By GR Action AP Sullivan Solar Power Leading the Solar Energy Revolution 8949 Kenamar Dr, San Diego, CA 92121, C-10 839077, (858) 271-7758 For Mr Greg Ryan RE Pizza Port Fire Corrections Pemut # CB131311 .Date 5/30/2013 By Rick Rios Condition CON0006360 The Pizza Port photovoltaic roof plans have been revised to show all existmg roof equipment and corresponding required clearances The following can be found in PV-2, • Roof hatch • Stairs • Skylights • Roof equipment • Vents Rooftop conduit and cabling clearances from the roof can be found in PV-7 window 2 under "Rooftop Conduit Support Detail" Signage and placarding can be found on PV-8 Specifically box "1" which details equipment location Fire Requirements See notes on PV-1 under "General Notes " Sec 605 11 3 3 1 Access There shall be a minimum six foot wide clear penmeter around the edges of the roof Exception If either axix ofthe building is 250 feet or less, there shall be a mmimum four foot wide clear perimeter around the edges of the roof m ^ CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL Commemitv^& Economic Devel^lFeMepartment 1635 Faraday Avenue Carlsbad CA 92008 www carlsbadca gov DATE: 05/27/2013 PROJECT NAME: PIZZA PORT - PV SYS PROJECT ID: CB131311 PLAN CHECK NO: 1 SET#: 1 ADDRESS: 2739 GATEWAY RD APN: Q This plan check review is complete and has been APPROVED by the FIRE Division. By: GR A Final Inspection by the FIRE Division Is required ^ Yes • No ^ This plan check review is NOT COIVIPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: TRICARICO You may also have corrections from one or more of the divisions Usted below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from aU divisions. For questions or clanfications on the attached checklist please contact the following reviewer as marked: y • .76O-602|lBl'0##&'1lf ^ lymyy^H/^*^if^^ i'iSiiCTiESENflON 1 1 Chris Sexton 760-602-4624 Chns Sexton@carlsbadca gov 1 Kathleen Lawrence 760-602-2741 Kathleen LawrenceOcarlsbadca gov X Greg Ryan 760-602-4663 Gregorv RyanOcarlsbadca gov 1 1 Gina Ruiz 760-602-4675 Gma Ruiz@carlsbadca gov 1 Linda Ontiveros 760-602-2773 Lmda OntiverosOcarlsbadca gov Q Cindy Wong 760-602-4662 Cvnthia WongOcarlsbadca gov • • 1 1 Dominic Fieri 760-602-4664 Dommic FienOcarlsbadca gov Remarks: See Attached Carlsbad Fire Department 0^ Plan Review Date of Report: Name: Address. Requirements Category: COGEN , PHOTO 05-27-2013 Reviewed by. SULLIVAN SOLAR POWER OF CALIFORNIA INC STE 101 8949 KENAMAR DR SAN DIEGO CA 92121 Permit #: CB131311 Job Name. Job Address' PIZZA PORT- 440 ROOF MOUNTED 2730 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- CON0006360 [NOT MET] PV-2 ROOF PLAN does not show location of roof-top smoke and heat vents; does not show roof access hatch or stair; does not show waste stacks, mechanical vent pipes or ventilators. Arrays must provide a minimum 8-0 foot (96-inch) clear path centered along each axis ofthe roof. Show how all rooftop conduit and cabling that is 4-0 inches or more above finish surfaced is marked or identified to hazard class and is provided with reflective marking. Show rooftop signage and placarding indicating location of disconnects and hazards. See attached Carlsbad Fire Code amendments for additional information. Entry: 05/27/2013 By: GR Action: CO Core Roof Mount System structural Engineering Load Advisory CO SUNLINK- The following information pertains to the proposed solar array Roof Mount System (RMS) for the subject project only It is intended for use by the Engineer of Record (EOR) for structural adequacy evaluation of the building supporting the array 1 0 GENERAL PROJECT INFORMATION 1 1 Customer 12 Building / Array Owner 1 3 Array Location 1 4 Quote Number 1 5 Sales Order Number Sullivan Solar Power Pizza Port - Carlsbad 2730 Gateway Road, Carlsbad, CA 92009 1005880 N/A 2 0 SITE & BUILDING INFORMATION Note The following parameter values are provided to SunLmk by the Customer It remains the responsibility of the Customer to venfy with the Engineer of Record and with the Building Official that these values are appropnate for this project, and to notify SunLmk immediately if these parameters require adjustment 2 1 Building Occupancy Category 2 2 Building Roof Height 2 3 Roofing Surface 2 4 Maximum Roof Slope 2 5 Basic Wind Speed (3 sec gust) 2 6 Wind Exposure Category 2 7 Wind Site Topographic Effects 2 8 Ground Snow Load 2 9 Site Latitude | Longitude (deg) 2 10 Soil Site Class II 31 ft MCS 2 1 % 85 mph C None 0 psf 33 128 -117 252 D Notes / Reference If multiple roof heights, see 7 0 SUB-ARRAY TABLE • • • 9 • I • • • 3 0 ARRAY CONFIGURATION & WEIGHT (EXCLUDING BALLAST) 3 1 Array Layout Drawing 3 2 Sub-array (s) 3 3 Module ID Number 3 4 Module Name 3 5 Module Tilt Angle 3 6 Row Repeat Spacing 3 7 Number of Modules 3 8 Array Planform Area (pfa) Notes / Reference 1005880-PPC-062613-ENG-R3 dwg 1&2 71-104-06-001 Kyocera KD 31SGX-LPB 5 " 79 3 in 440 12887 ft^ Per Module Array Total 3 9 Module Area ft^ 23 61 10,390 3 10 Module Weight Ib 60 63 26,677 3 11 SunLink RMS Weight Ib 43 51 19,145 3 12 Array Weight (Modules + RMS) Ib 104 14 45,822 3 13 Array Weight / Planform Area 3 56 psf Per Customer (spec sheet attached) Per Customer & layout drawing Per Customer & layout drawing Roof area covered by array Per attached module datashe^^Qg|^g| JUN 2 8 2013 = WR CITY OF CARLSBAD BUILDING DIVISION SunLmk Corporation Propnetary & Confidential Pizza Port - Carlsbad 612512013 Core Roof Mount System structural Engineering Load Advisory OO SUNLINK' 4 0 DESIGN PARAMETERS Notes / Reference 41 Wind 411 Air Mass Density Constant 0 00256 4 12 Velocity Press Exp Coefficient Kz = 0 99 ASCE 7-05 Table 6-3 4 13 Topographic Factor Krt = 1 00 See Line 2 7 above 4 14 Importance Factor 1 = 1 00 ASCE 7-05 Table 6-1 based on Line 2 1 4 15 Directionality Factor Kd = 0 85 ASCE 7-05 Table 6-4 4 16 Basic Velocity Pressure, qh qh = 15 5 psf if multiple roof heights, see 7 0 SUB-ARRAY TABLE Note Wind pressures on the Core RMS are determined per the ASCE 7 approach p = q^GCp Gust effect factors and pressure coefficients have been determined from boundary layer wind tunnel testing specific to the RMS The testing is propnetary to SunLmk, and the resulting coefficients are not reported here The testing conforms to ASCE 7 4 2 Snov\ii(fTOt used) n:3r* EarthtitiSRe • • • • • • • 4^3^ 1 Ma^pad^SlTort Penj^ ^ggctral Response Factor • • • • • V3*3 SitecoeifrcJent •*• I F3 = ^•^2 Desi^fi^Stwrt Period S|(!ctral Response Factor • • • « • • ••• • ••••• 4 3 4 Seisnwc Design DiSiplsaanient 110 1 1 0 777 1 in USGS Seismic Parameters Utility v5 1 0 USGS Seismic Parameters Utility v5 1 0 SunLink Corporation Propnetary & Confidential Pizza Port - Carlsbad 612512013 Core Roof Mount System structural Engineering Load Advisory OO SUNLINK- 5 0 FOOT BEARING REACTIONS 5 1 5 11 5 12 Foot Dimensions Foot Width Foot Length 5 13 Foot Contact Area 5 13 Coefficient of Fnction li = 14 50 in 14 50 in 8899 in^ (o75 J Notes / Reference See Note 1 below 14 50" 0 Kl 0 0 0 o 2 FOOT PLAN 5 2 Dead Load per Foot See Notes 2 & 6 below 52 1 No of Modules Tributary to Foot 1 1 5 2 2 5 3 3 5 5 2 2 Foot Dead Load Reaction Ib 111 151 192 232 272 312 5 3 Wmd Load W = CNF where W = total wind reaction shared by multiple feet, in pounds See Notes 2 through 6 below •***'• • • • • • • • • Edge Zone C^^f Table •••• mo • • • • • 5 3 1 No of Modules Tributary to Roof Framing Component 2 2 5 3 4 : : • • • • : 8 . 10 : • • • • • • • • • • • • • 5 3 2 Effective Wmd Area (EWA) ft^ 47 23 59 03 70 84 94 46 • • • 188 91 236 14 • mmm m 5 3 3 GCp 0 950 0 749 0 674 0 560 *•! • &349 '•.'•*0 329 '• • 5 3 4 Downward Force Coefficient, C^F ft^ 44 70 44 06 • • • • 47 56 52 69 65 71 77 43 « • CNF = GCp EWA • • • a • r * * Interior Zone C^F Table • • • • • • • 5 3 5 No of Modules Tributary to Roof Framing Component 2 2 5 3 4 8 10 5 3 6 Effective Wmd Area (EWA) ft^ 47 23 59 03 70 84 94 46 188 91 236 14 5 3 7 GCp 0 950 0 524 0 472 0 392 0 244 0 230 5 3 8 Downward Force Coefficient, C^p ft^ 44 70 30 84 33 29 36 88 46 00 54 20 CNF = GCp EWA 5 4 Snow Load per Foot {not used) See Notes 2 & 6 below 5 5 Intermediate Foot Reaction Multipliers due to Rail Continuity See Note 6 below 5 5 1 Intermediate Foot Location Rail Mid-Pomt Rail 3rd-Pomts (both) Rail 3rd-Point (lonly) 5 5 2 Intermediate Foot Reaction Multipliers 1 25 110 1 37 SunLmk Corporation Propnetary & Confidential Pizza Port - Carlsbad 612512013 Core Roof Mount System structural Engineering Load Advisory SUNLINK- 5 0 FOOT BEARING REACTIONS (Continued) Notes 1 Coefficient of fnction used is based on testing of the foot beanng surface shown in Line 2 3 Notify SunLink if a different coefficient of fnction value should be used 2 Loads are unfactored loads 3 When a structural roof component is supporting RMS feet, the following steps are recommended to determine the downward wind load imparted by the array on the structural roof member 1) Determine the roof zone in which the RMS feet are located "Edge Zone" refers to the hatched area shown in the Roof Zoning Plan and "Intenor Zone" refers to the area other than the "Edge Zone" 2) Determine the number of RMS feet supported by the structural roof component 3) Determme the number of modules supported by the RMS feet 4) Determine the wind downward force coefficient (Cn,f) from Section 5 3 5) Multiply the wind downward force coefficient (C^p) by the basic velocity pressure (q^) from Section 7 0 SUB-ARRAY TABLE for the subarray at which the RMS feet are evaluated to obtain the total downward wind load (W) 6) Divide the total downward wind load by the number of RMS feet to determine the wmd load reaction at each foot 4 Lmear interpolation can be used with Line 5 3 4 or • • • • Lme*^3^,tt) determme the wind downward force ' • . coeffkC^ (CNF) for EWA's of 2 to 20 modules • • • ' * £ Design wind pressiira ac^ng on the modules • • • • • I ^ decreases^^s the amgunt^of module area that the ,, * wmd is,^ct3ig on inJre'^Ss " ^ For Ijitgfrflgdiate 6^^J3|jply Intermediate Foot '*• ReactTon* l^ultipliers in Section 5 5 totributary »• • • • • • • reactions to obtain the rinaximum foot reactions 15 H Edge of Roof Interior Zone t Array North H = Building Roof Height 15 H TTT-rTTTTT-rrrr JEdgeZone (Hai Roof Zoning Plan SunLink Corporation Propnetary & Confidential Pizza Port-Carlsbad 612512013 Core Roof Mount System Structural Engineering Load Advisory DO SUNLINK- 6 0 BALLAST CONFIGURATION 6 1 Ballast block weight 6 2 Ballast coefficient of fnction 26 Ibs 0 48 Notes / Reference See Note 1 below See Note 2 below 63 Ballast mark Bl B2 B3 64 Ballast type 12 m 24 m - 65 Ballast pan/basket self-weight 9 6 13 0 - 6 6 No of ballast blocks per pan/ basket 6 12 - 6 7 Total weight per pan/basket W^p = |b 165 6 325 0 - Notes 1 Ballast blocks assumed to be 12" x 12" nominal blocks (pavers) equally distributed in the ballast pan/basket 2 Customer / EOR to notify SunLink if a different friction coefficient should be used • • • • • • • • • * • • I • • • • • • • • • • • • • • • • SunLmk Corporatton Proprietary & Confidential Pizza Port - Carlsbad 6/25/2013 Core Roof Mount System Structural Engineering Load Advisory OO SUNLINK- 7 0 SUB-ARRAY TASLE ITEM units EQUATION SUB-ARRAY Sub-array 1 2 Totals Sub-array roof height ft h 31 31 Basic velocity pressure psf qh = 0 00256 K,(h) K„ v' 1 15 52 15 52 Number of modules 385 55 440 Planform area sf pfa 11276 1611 12887 Unballasted weight Ib D = w„Ms pfa 40094 5728 45822 Module area sf 9091 1299 10390 South slope angle deg 0 Wind load Wind load Ib W 14111 3536 Total lift Ib WL = Wcos(tilt) 14057 3523 Total drag Ib WB = W sin{tilt) 1230 308 Arrav weight Slope factor Ib K=cos(0)-sin(e)/u 100 100 Weight required for lift Ib DL=WL/(O6COS(0)) 23518 5894 • • • • Weight required for drag •••• •••• Minimum weight reguired ••• ^ »»9» • • • 6alla$ Ib Ib • • • • • • DD=DMIN-DI. DMIN= Wo/(0 6^IK) + WL/(0 6K 3148 26665 793 6687 ykrtmum ballaskweigtikrequired • Ib • • • • • • • ««rHber of Bl ballasts iSed • • N, -13429 61 959 8 69 KiJifllj,er of B2 jjjil j^^^jed Numl^r of B3 ballas^s'used • • • • Total number of ballasts used • • • • • • • • • • • • • • • • • N|, N„, N = ZN, 63 124 10 18 73 142 Ib BJ = ZNl WBP, 30580 4575 35155 Jqf^ height , . Ib DT = D + BJ 70674 10303 80977 • • • Distributed wetgiit /ipfa psf w„ = DT/pfa 6 27 6 40 SunLmk Corporation Proprietary & Confidential Pizza Port - Carlsbad 6/2512013 HIGH EFFICIENCY MULTICRYSTAL PHOTOVOLTAIC MODULE ^ KyocERa CUTTING EDGE TECHNOLQGY^^ L,,---— As'a'pioneer with over 35 years in the solar energy industry, Kyocera demonstrates leadership in the , development of solar energy products Kyocera's"" I Kaizen Philosophy, commitment to continuous improvement, is shown by repeatedly achieving world record cell efficiencies^-^ QUALITY BUILT IN • UV stabilized, aesthetically pleasing black anodized frame • Supported by major mounting structure manufacturers • Easily accessible grounding points on all four corners for fast installation • Proven junction box technology with 12 AWC PV wire to work with transformerless inverters • Quality locking MC4 plug-in connectors to provide safe and quick connections RELIABLE • Proven superior field performance • Tight power tolerance • Only module manufacturer to pass ngorous long-term testing performed by TUV Rheinland QUALIFICATIONS AND CERTIFICATIONS A TUV (0 KD 300-8G P^eries KD315CX-LPB XKD320GX-LPB CVTL7US Registered to ISO9001-2000 NEC 2008 Compliant, UL 1703, ISO 9001, and ISO 14001 UL1703 Certified and Registered, UL Fire Safety Class C, CEC, FSEC KD 300-80 P SERIES ELECTRICAL SPECIFICATIONS standard Test Conditions (STC) STC= 1000 W/kFirradiance. 25°Cmodule temperature. AM 1.5spectrum' KD315GX-LPB KD320GX-LPB p mp 315 320 W v mp 39 8 40 1 V 792 799 A v„ 49 2 49 5 V 1 JC 8 50 8 60 A p tolerance +5/-3 +5/-3 % Nominal Operating Cell Temperature Conditions (NOCT) N0C7 = SOO W/^M-^irradiance. 20"C ambient temperature. AM 7.5 spectrum' • • • )lmp9 • <• • • • • • • • iPV • • • • • • • • • K I • IffC 45 45 °C 226 230 W 35 8 36 1 V 6 34 6 40 A • • • 450* • • • • • • • 5 88 • • • • • • • • • 276 4 • 45 3 6 96 280 9 V A W Tem pera ttjr^Cee^ficien Es*^ 000 o V mp v„ Operating Temp System Design Series Fuse Rating Maximum DC System Voltage (UL) Hailstone Impact . -0 46 -0 52 0 0064 -0 36 0 061 -40 to +90 -0 45 -0 51 0 0065 -0 36 0 060 -40 to +90 %/°C %/°C %/°C %/°C %I°C %/°C 15 A 600 V 1 in (25mm) @ 51 mph (23m/s) ' Subject to Sfmulaw measurement uncertainty of -/- 3% KYOCERA le^erves ttie right to modify ttiese specification^ without notice MODULE CHARACTERISTICS Dimensions 65 43in/51 97in/1 8in length/widtti/heigfit (1662mm/1320mm/46mm) Weight 60 6lbs(275kg) PACKAGING SPECIFICATIONS Modules per pallet 20 Pallets per 53' container 22 Pallet box dimensions 66in/53in/47in length/widtti/fieigtit (1675mm/1330mm/1190mm) Pallet box weight 1323 Ibs (600kg) POTTED lUNCTION BOX (IP65) CABLE W/ CONNECTOR (—) (+) STABILIZER BAR STABILIZER BAR K W«l^t «0 61b* (2S Okg) Expandod View of Grounding Holes Frame Cross Section Dia^ms NEC 2008 COMPLIANT UL 1703 LISTED 041212 Reoistered to ^<SeSy f * \ WARNING Read the instruction manudl in its entirety pnor to hdndling installing & operdt mg kyocera Solar modules Legend O MOUNTING HOLES • DRAINAGE HOLES SGROUND SYMBOL 35in (9mm) 35in (9mm) OUR VALUED PARTNER KYOCERA Solar, Inc. 800-223-9580 800-523-2329 fax www.kyocerasolar.com CORE ROOF MOUNT SYSTEM FOR PHOTOVOLTAIC ARF5AY AT Pizza Port - Carlsbad 2730 Gateway Road, Carlsbad, CA 92009 COMPONEMT SUB-ARRAY 9m* General Notes Of Sunkjih Vdrtr ^vy • vdl beloiv rrodifying IFx ul Ituwn Iclouung omlttir^g Of rrtHtrying I Thfl msterilH 4 rvbponsibte lor worlct i Shading h calcutated by SunUnk Oa Id n»' loading inlomwuon rel« 10 lti« SurLik Slrudural EngiiiMmg La ' Si'iLnl' equired rnd Spued (ASCE 7-05 FIsure 8-1) iparunca FHOOI IASCE T-M IBDI9 6-1| •Jio&uro CaEegdiy IASC£ Seclion b S I lASCe Saction 6 5 7 daund Sno~ Load (ASCE 7-05 RguiE 7 1) Sno" Eiposure faclor (ASCE 7-05 TjC*e 7 7) ' I. (ASCE 7-05 TiWe 7-1) Building Inlormallon Componenl Malenal Specification Cortn«<K" Rod Tii« • Conne^ir Ro<I FUnge ^ ^ BlUslBa^l 9 0 9 UiJ[Hir Balul Hoo^ 0 0 ASTM A36' Typo lOa Slart Cul Rttcydea ASTMA5I3 Type il Grade SO Clasi: Cast finqyglea RubOei TypeJiesUwIuit SIIHI Type MML sari M Steal ASTM Fe79-10- SAE Type 420 Slairteii Sleel 3 Slandoid SCKiorulion toi Conuulu Rool Paw BallasI Infornialion SymtBl No ofPsvn Aliens 61 H IJ J m-oooooj a 1 03 Connector Intonnalion Abbreviations (E) EiBtno Array Plan Svmbol Legend j I Mudula I Rail&RowLnks • vmwsuftiittcoM « *5Ufsfi;iNI^ INSTALL CONFIDENCE Sullivan Solar Power Pizza Port Carlsbad 2730 Gateway Road Carlsbad CA 92009 CORE ROOF MOUNT SYSTEM Kyocera KD 315GX LPB Na Dt ModulFt OC sung lengai 1 ARRAY LAYOUT PLAN SCALE 1/16 ^ 1 0 SUMUKK CORPORATION laiSB STREET sunE «oa SUNLINK INSTALL CONFIDENCE Sullivan ScAat Power Pizza Pon Cartsbad 2730 Gateway Road Cartsbad CA 92009 CORE ROOF MOUNT SYSTEM Kyocera KD315GX LPB Array Layout Plan > H O m > O I m > 1 Array Layout Plan Sub-anay I o 2 j Array Layout Plan Sub-array 1 Number ol Modules Number of Omilied Module: Numberof BallaslBl Number of Ballast B2 iHn ay Grwchsd Sy • ^0 B STR^ • SAMRAi:*»,CAM.(l. * A 415 925 «sA(F) tis gjtMie I • www sJftjlfccOM • *SUlsrClNl( INSTALL CONFIDENCE Sullivan Soiar Power Pizza Port Carlst>ad 2730 Gateway Road Cartsbad CA 92009 CORE ROOF MOUNT SYSTEM Kyocera KD 31SGX LPB Array Layout Plan Partial • • • • I An^y Layout Plan Sub-array 2 Scale 1/8=1-0 • « • • • • Quantity 3x1 Panel 5 4x1 Panel 10 Number of Modules 55 Number ot Omitted Modules 0 Numberof BallaslBl S Number ol Ballast B2 10 SUNLINK INSTALL CONFIDENCE Suirivan Solar Power Pizza Port Carlsbad 2730 Gateway Road Carlsbad CA 92009 CORE ROOF MOUNT SYSTEM Kyocera KD315GX LPB Array Layout Plan Partial e«.LAST PAD - vyyyyyyyyyyyyyyy/yy/yy/yy/yy//yyMm^//y?/}/////y///^^^^^ 3 Section Ballast Par) SEI SCREW SHAFT •H RAIL POST 1 I Seciion Typica! Panel Assembly 7 Rail & Link Seclion Dimensions Scale 6=1-0 Section Rail Post to Rail Connection Scale 3^1-0 Section FoolAssembly 5 Section Ballast Bracket to Rail Conneclion Scale 3=1-0 CENTER/ENDCLAMP f 6 1 Section Center / End Clamp to Rail Conneclion Scale 3=1-0 2 Plan Typical Core Roof Mount System 9 SAHRAfAnCA MMI 4 cff4is Mi.»*so %| <is uAue • wwwsuA»*coM < • • • • • • • • •suhATiNi^ INSTALL CONFIDENCE Sullivan Solar Power Pizza Pon Cartsbad 2730 Gateway Road Cahsbad CA 92009 CORE ROOF MOUNT SYSTEM Kyocera KD315GX LPB Sections and Details • • • • • • • • • Sullluan Solar Power Leading the Solar Energy Revolution 8949 Kenamar Dr, San Diego, CA 92121, C-10 839077, (858) 271-7758 For Mr John Le Vey RE Pizza Port Corrections Permit # CB131311 Date 6/16/2013 By Rick Rios 1 AC/DC disconnect locations and details added to PV-2, PV-6, and PV-7 a Clearance PVP-30 is 14" off the back wall making AC and DC disconnects visible and accessible 2 Inverter / Telephone room Ventilation / Coohng a (N) 18" X 24" wall louver Max Exhaust (CFM) 1500 b (N) Ceihng mounted exhaust fan ventilator ducted to roof 3 (A&B) Below are correction notes submitted to Fire See PV-2, PV-7, and PV-8 The Pizza Port photovoltaic roof plans have been revised to show all existing roof equipment and correspondili^iiequired clearances The following can be found in PV-2, ! * * • 9 »•• ••mm • Roof hatch > * ! ISSSSS • •••••• • Stairs III . Ill ^ • Skylights I y^,_ • Roof equipment " ' * " * Tr. set ••••• , • Vents I ooooo O ZJ ZJ 0 "Rooftop conduit and cabling clearances from the roof can be found in PV-7 window 2 under "Jieoftop CoaduitcSupport o c Detail" ^vo-^-^-j scoco-^ Signage and placarding can be found on PV-8 Specifically box "1" which details equipment location Fire Requirements See notes on PV-1 under "General Notes " Sec 605 11 3 3 1 Access There shall be a minimum six foot wide clear penmeter around the edges of the roof Exception If either axix of the building is 250 feet or less, there shall be a mmimum four foot wide clear penmeter around the edges of the roof 4 When we have a line (supply) tap, our disconnect switch would be a service disconnect, and we would size the neutral (grounded conductor) per Table 250 66 as a minimum, based on the size of the incoming AC service conductors The grounded conductor on the line side of the service disconnect bonding jumper has to be heavy enough to safely carry fault current back to the source Article 250 24(C)(1) tells the story 5 See PV-2 (lower left), PV-3, and PV-8 for disconnect numbers 6 See Testing Engineer's Inc Documents attached 7 See last entry under "General Notes" in PV-1 8 See Sunlink stamped sheets attached Carlsbad 13-1311 06/06/13 GENERAL PLAN CORRECTION LIST JURISDICTION Carlsbad PLAN CHECK NO 13-1311 PROJECT ADDRESS 2730, Gateway Rd. DATE PLAN RECEIVED BY ESGIL CORPORATION 05/23/13 DATE REVIEW COMPLETED 06/06/13 REVIEWED BY John Le Vey FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International 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 cqprec4!pns based on laws and ordinances enforced by the Planning Department, Engmeenng Deff^rtrnent or other departments *!!**: • • • • • 4 • • • • • • < The following items listed need clarification, modification or change All iterfls,m,ust bejsatiefied , before the plans will be in conformance with the cited codes and regulation^ The a|Jprcf\fal of the plans does not permit the violation of any state, county or city law \l"/ '*,',*/ *',*,*" ••••• • ••••( • Please make all corrections and submit two new complete sets of pnnts te*»«»» •' ESGIL CORPORATION • • • • • • • • • • • • • • • To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans • 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 descnbe them and where they are located on the plans Have changes been made not resulting from this list? • Yes • No Carlsbad 13-1311 06/06/13 ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: John Le Vey ELECTRICAL (2010 CALIFORNIA ELECTRICAL CODE) 1 Detail both the DC/AC disconnect switches accessibility for the 30"kW inverter on the floorplans 2 Describe the ventilation/cooling available at the inverter/telephone room New or existing, equipment type, sizing (CFM), make up air and exhaust air design 3 Module roof layout A City Fire Department approval is required for (City enforced) CalFire requirements Penmeter clearances, pathways, and smoke ventilation area limits B Include mechanical equipment placement on the roof that may be access impacted by module placement Generally If mechanical equipment (including the roof access ^^^f scuttle) IS installed within lO: (CBuildingC-1013 5) or 6: (CMechanicalC-303 8 1 5 & 904 10 2 2) ofthe roof edge, fall guards designed per the most stnngent (jestgij requirements of the enforceable Code must be provided The fall protection iTi^y be provided by parapet height (42"), I just don't have that information •••• •••• • •••••• • • • • • • • • • • • • • • • • • 9 t 9 9 9 9 9999 9 4 Check notes E,F,G and H on the single line it appears the GEC is in eVfes5 • • • • • 5 Provide disconnectslof 3 show on single line sheet, and placards on ths'ptacard ^M^t • STRUCTURAL •|.'.| 6 The coefficient of fnction between the ballast foot and the roof is designed as 0 50 Provide test information to justify the use of the coefficient of fnction used to resist lateral sliding 7 Note on the plans that special inspection will be provided by the engineer of record per CBC Section 1704 15 The design engineer making the special inspection must certify in writing to the Building Official that the ballast weight, number of ballast systems and type of ballast system installed comply with the design and approved plans stamped by the engineer 8 The layout plan showing the placement of the ballast must be stamped and signed by the engineer assuming design responsibility END OF STRUCTURAL REVIEW Note: If you have any questions regarding this Electrical and Energy plan review list please contact John Le Vey 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 • • • • Core Roof Mount System structural Engineering Load Advisory Prepared for: Project: Project No. Sullivan Solar Power 8949 Kenamar Drive San Diego, California 92121 Pizza Port - Carlsbad 2730 Gateway Road Carlsbad, California 92009 1005880 June 17, 2013 1 of 7 9 9 9 9 9 9 9 i 9 9 9 9 I • • • • • • • • • • • • • • • Core Roof Mount System Structural Engineering Load Advisory The following information pertains to the proposed solar array Roof Mount System (RMS) for the subject project only It is intended for use by the Engineer of Record (EOR) for structural adequacy evaluation ofthe building supporting the array 1.0 GENERAL PROj|CTtlNFqRMATrON^iJ:''^'::t;^^ i/f/Zf 11 Customer 1 2 Building / Array Owner 1 3 Array Location 1 4 Quote Number 1 5 Sales Order Number Sullivan Solar Power Pizza Port - Carlsbad 2730 Gateway Road, Carlsbad, CA 92009 1005880 N/A 2.01 SITE &^BUlLpiXG;iNFORI\^ATION%qt-^ 'y . Note The followmg parameter values are provided to SunUnk by the Customer It remains the responsibility of the Customer to verify with the Engineer of Record and with the Building Official that these values are appropriate for this project, and to notify SunLink immediately if these parameters require adjustment Notes / Reference 2 1 Building Occupancy Category II 22 Building Roof Height 31 ft If multiple roof heights, see 7 0 SUB-ARRAY TABLE 2 3 Roofing Surface Unknown 24 Maximum Roof Slope 2 1 % • • • • • • 25 26 Basic Wind Speed (3 sec gust) Wind Exposure Category 85 mph • • • • • • • 9 9 99 99 25 26 Basic Wind Speed (3 sec gust) Wind Exposure Category C • • • 9 99 27 Wind Site Topographic Effects None • • • • • • • m 9 9 28 Ground Snow Load 0 psf • • • • • • • • • • • 9 29 Site Latitude | Longitude (deg) 33 128 -117 252 • • • • • • • • • • • • • 9 2 10 Soil Site Class D • • • • • • 9 9 9 3>Ct'ARRAY GONFIGURATIO^^^^ 9 9 3 1 Array Layout Drawing 1005880-PPC-042213-CH Notes / Reference -R2 dwg 9 9 9 9 99 9 9 99 99 3 2 Sub-array (s) 1&2 99 99 3 3 Module ID Number 71-104-06-001 34 Module Name Kyocera KD 315GX-LPB Per Customer (spec sheet attached) 3 5 Module Tilt Angle 5 ' Per Customer & layout drawing 3 6 Row Repeat Spacing 79 3 in 3 7 Number of Modules 440 Per Customer & layout drawing 3 8 Array Planform Area (pfa) 12887 ft^ Roof area covered by array Per Module Array Total 39 Module Area ft^ 23 61 10,390 Per attached module datasheet 3 10 Module Weight Ib 60 63 26,677 3 11 SunUnk RMS Weight Ib 43 51 19,145 3 12 Array Weight (Modules + RMS) Ib 10414 45,822 3 13 Array Weight / Planform Area 3 56 psf = WR|V,S SunLink Corporation Propnetary & Confidential 4/23/2013 Core Roof Mount System Structural Engineering Load Advisory 4.0 DESIGN PARAMETERS Notes / Reference 4 1 Wind 4 11 Air Mass Density Constant 0 00256 412 Velocity Press Exp Coefficient K^ = 0 99 ASCE 7-05 Table 6-3 413 Topographic Factor K« = 100 See Une 2 7 above 414 Importance Factor 1 = 100 ASCE 7-05 Table 6-1 based on Une 2 1 415 Directionality Factor Kd = 0 85 ASCE 7-05 Table 6-4 4 16 Basic Velocity Pressure, qh qh = 15 5 psf if multiple roof heights, see 7 0 SUB-ARRAY TABLE Note Wind pressures on the Core RMS are determined per the ASCE 7 approach p = q^GCp Gust effect factors and pressure coefficients have been determined from boundary layer wind tunnel testing specific to the RMS The testing is proprietary to SunLink, and the resulting coefficients are not reported here The testing conforms to ASCE 7 4 2 Snow (not used) 4 3 Earthquake 4 3 1 Mapped Short Period Spectral Response Factor Ss = 110 4 3 2 Site coefficient Fj = 11 4 3 3 Design Short Period Spectral Response Factor SDS = 0 777 4 3 4 Seismic Design Displacement 1 in USGS Seismic Parameters Utility v5 1 0 • « • • • • USGS Seismic Parameters I Utility v5 1 0 • • • • • • • • • • • • • • • • • • * I • • e • • • •« « > • • • SunUnk Corporation Propnetary & Confidential 4/23/2013 Core Roof Mount System Structural Engineering Load Advisory "S.O'^F.OOpBEARING^REAefJpNS.^^^^ 5 1 Foot Dimensions 5 11 Foot Width 5 12 Foot Length 5 13 Foot Contact Area 5 13 Coefficient of Friction 14 50 in 14 50 in 88 99 in^ 0 70 Notes / Reference See Note 1 below 14 50" ok yvy I2M FOOT PUN 5 2 Dead Load per Foot See Notes 2 & 6 below 52 1 No of Modules Tributary to Foot 1 15 2 25 3 3 5 522 Foot Dead Load Reaction Ib 111 151 192 232 272 312 53 Wind Load W = CNF Qh where W = total wind reaction shared by multiple feet, in pounds See Notes 2 through 6 below Edge Zone C^p Table • • w v • • 5 3 1 No of Modules Tributary to Roof Framing Component 2 25 3 4 8 • • • • • • • • • No of Modules Tributary to Roof Framing Component • • • • • • 5 3 2 Effective Wind Area (EWA) ft^ 47 23 59 03 70 84 94 46 • • • ^88^1 • • • 533 GCp 0 950 0 749 0 674 0 560 • • • »349 • • • •0 3M t 5 34 Downward Force Coefficient, C^p ft^ 44 70 44 06 47 56 52 69 • • • • •6»71» • • • • • • •77 43• • • • • CNF = GCp EWA • ••• • • • • • • • Interior Zone GNP Table • • • 5 3 5 No of Modules Tributary to Roof Framing Component 2 25 3 4 8 .•la : • • • • • • • • 536 Effective Wind Area (EWA) ft' 47 23 59 03 70 84 94 46 188 91 236 14 5 3 7 GCp 0 950 0 524 0 472 0 392 0 244 0 230 5 38 Downward Force Coefficient, C^p ft' 44 70 30 84 33 29 36 88 46 00 54 20 CNF = GCp EWA 54 Snow Load per Foot (not used) See Notes 2 & 6 below 55 Intermediate Foot Reaction Multipliers due to Rail Continuitv See Note 6 below 5 5 1 Intermediate Foot Location Rail Mid-Point Rail 3rd-Points (both) Rail 3rd-Point (lonly) 552 Intermediate Foot Reaction Multipliers 1 25 110 1 37 Sunljnk Corporation Propnetary & Confidential 4/23/2013 Core Roof Mount System Structural Engineering Load Advisory 5 0 'FOOT BEARING REACTipNS,(C6.ritinued)» ::gy»-4 jW'r^'Var^' Notes 1 Coefficient of friction used is based on testing ofthe foot bearing surface shown in Une 2 3 Notify SunUnk if a different coefficient of friction value should be used 2 Loads are unfactored loads 3 When a structural roof component is supporting RMS feet, the following steps are recommended to determine the downward wmd load imparted by the array on the structural roof member 1) Determine the roof zone in which the RMS feet are located "Edge Zone" refers to the hatched area shown in the Roof Zoning Plan and "Intenor Zone" refers to the area other than the "Edge Zone" 2) Determine the number of RMS feet supported by the structural roof component 3) Determine the number of modules supported by the RMS feet 4) Determine the wind downward force coefficient (CNF) from Section 5 3 5) Multiply the wind downward force coefficient (CNF) bv the basic velocity pressure (q,,) from Section 7 0 SUB-ARRAY TABLE for the subarray at which the RMS feet are evaluated to obtain the total downward wmd load (W) 6) Divide the total downward wind load by the number of RMS feet to determine the wind load reaction at each foot Unear interpolation can be used with Line 5 3 4 or Une 5 3 8 to determine the wmd downward force coefficient (CNF) for EWA's of 2 to 20 modules Design wind pressure acting on the modules decreases as the amount of module area that the wind IS acting on increases For Intermediate Feet, apply Intermediate Foot Reaction Multipliers in Section 5 5 to tributary reactions to obtain the maximum foot reactions 15 H Edge of Roof Interior Zone t Array North m om m • • • H = Building Roof Height ;Edge Zone (Hatched)^J-^*,^ '///////y/j'j'/y//^////f///yyy/ Roof Zoning Plan SunLink Corporation Propnetary & Confidential 4/23/2013 Core Roof Mount System Structurai Engineering Load Advisory r '•'^zy . ••/ 6 1 Ballast block weight 6 2 Ballast coefficient of friction |i = 26 Ibs 0 40 Notes / Reference See Note 1 below See Note 2 below 63 Ballast mark Bl B2 B3 64 Ballast type 12 m 24 in - 65 Ballast pan/basket self-weight 96 13 0 - 66 No of ballast blocks per pan/ basket 6 12 - 67 Total weight per pan/basket Wgp = |b 165 6 325 0 - Notes 1 Ballast blocks assumed to be 12" x 12" nominal blocks (pavers) equally distributed in the ballast pan/basket 2 Customer / EOR to notify SunUnk if a different friction coefficient should be used • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •••••• • • • • • • SunLink Corporation Propnetary & Confidential 4/23/2013 Core Roof Mount System Structural Engineermg Load Advisory 7 O SUB-ARRAY TABLE',- . k. ITEM units EQUATION SUB-ARRAY Sub-array 1 2 Totals Sub-array roof height ft h 31 31 Basic velocity pressure psf q^ = 0 00256 K,(h) K,, V^ 1 15 52 15 52 Number of modules 385 55 440 Planform area sf pfa 11276 1611 12887 Unballasted weight Ib 0 = w„„s pfa 40094 5728 45822 Module area sf 9091 1299 10390 South slope angle deg e Wind load Wind load Ib w 14111 3536 Total lift Ib WL = W cos(tilt) 14057 3523 Total drag Ib Wo = W sin(tilt) 1230 308 Arrav weight Slope factor Ib K=cos(Q)-sm(0)/n 100 100 Weight required for lift Ib DL=WI/(O6COS(0)) 23518 5894 • • • • Weight required for drag Ib DD=DMIN-DL 3505 884 • • • • • • Minimum weight required Ib D„,N= WO/(0 6HK) + WL/(0 6K 27023 6778 • • • o • • • •••••• • • • • • • Ballast • • • • • • • • • Minimum ballast weight required Ib BMIN - DMIN - D -13071 1050 • • • • • • • • • • • Number of Bl ballasts used N| 51 8 69 • • • • • • • Number of B2 ballasts used Nu 63 10 • • • • • • Number of B3 ballasts used N,„ • • • • • • Total number of ballasts used N = IN| 124 18 • 142. •••••• Ballast weight Ib BT = ZNI WBPI 30580 4575 • 35155 Total weight Ib 1>T=D + Br 70674 10303 «0977» • • • Distributed weight / pfa psf v^ = Oj/pfa 6 27 6 40 • • • • SunUnk Corporation Propnetary & Confidential 4/23/2013 liVAG & fiEFRlGERAYJON Louvers ^ Fixed Intake/Exhaust Louvers Modular units seamlessly fit together for custom open- ings Channel style frame is 4" deep Blades are positioned at approximately 45° and spaced approximately 4" center to center Each unit includes pre-installed bird screen Dayton GALVANHEALED STEEL Very fine matte finish acts like a primer, easily accepts paint, and provides corrosion-resistance ALUMINUM Strong, lightweight, and corrosion-resistant DRAIHABLE ALUMINUM Channels ram water away from blades and down the jambs, eliminating cascading No 4FZF3 Oulside Oulside Mm Wall Max Max H (in) W (in)_ Oqenmg (in I Inlake (dm) Exhaust (elm) \TA ~T7'^ 18H'X,18W 744 1063 ] ~2~4H X 24W 23'/S 29JL 23'^ GALUANNEALED STEEL Free Arca Item J (sqJ) tlo_ Eai;h_ IJ 622 " Jfl& UiJO Jler ' 4RG4 214 25" ALUMINUM Free Area Item 0 622 ~ i Each DRAIHABLE ALUMINUM Free Area Item S JsiJL) Jl™ Each _0 885 208 00" r878 5HKJS "JOFSO" Fixed-Height Adjustable-Widtli Intaice/Exhaust Louvers Dayton H (FIXED) Tabbed louvers lock securely into frame, providing smooth finish and clean appearance %2" x Vz" oblong mounting holes Blades are set at a 45° angle, 4" spacing Use multiple louvers when larger sizes are needed Each includes 2 x 2" bird screen and fasteners G-90 GALVANIZED STEEL "^^^ 4"-deep G-90 galvanized steelirSrHe'tftj 2" flanges •••• 0.040" ALUMINUM For extra cojo'sloj-rejistance intiftiblerfT environments 4"fleep, 0 04" alumiifum frame has 2*flanie • • • • » • • • • • • > • • outside _ H (i.n)_ Outside W(lii) Mm Wall Opening (in I Max Intalce (dm) Max Exhaust (ciml Free Area J) G90 GALVANIZED STEEL Hem S No Each 3003 ALUMINUM Item $ No Each 0 040"1lLUMINUM Item • $ , No • iacti* " • 18 16 to 24 14HX12W 616 875 0 360 to 0 550 4F421 93 50 , — — ' 4F9St ••I18«» 18 '28 to'46 14Hx24W 1565 2240 • 0 740 to 1 310 2FTV2 211 75 SFIV4 269 75 " "~' — , ^2 . ' 22 to 28 18rtx18W " 1050 1500 0 730 tb 0 980 3C97J 142 60 — — 4F9S2 130 50 22 28 to 46 18HX24W 2010 2875 0 980 tb 1 750 LjFTVS 229 25 iFT«9 289 75 — — 28 '22 to 34 24Hxl'8W 1750 2500 TT40'to'l 950 ' 3C973 "167 75 — — 4F953 223 50 '28 40 to 52 24fl X 35W 3030 ' ' '433"0' ' • 2'3F0 to'S ibff 2Frfl 262 25 363 75 — — ^^""34 25 to 40 30HX21W 2625 3750 1 620 to 2 830 4F422 235 00 — — 4F9S4 339 25 " •'"40 28 to 40 36H X 24W 3150 4500 • " 2 350 to 3 570 3C974 283 75 — — 4F9$S 411 25" 40 40 to 52~ 4200 mo 3 570 to 4 790 r"3C975 379 25 — — 4F956 517 00 ~ 46 28 lo 46 42HX24W 4290 6'125 3 160 to 5 610 4F423 484 75 — — 4FS> 569 50 " 52 28 tb 40 48HX24W 52()0"' 6000 3 230 to 4 900 LJC976 429 50 — — 510 00 '"52 40 to 52 48HX36W ' 5600 8000 4 900 to 6 570 3C977 505 50 — — 4F93S ' 637 50 Combination Louver Dampers Mill-finish extruded aluminum drainable frame is 4" deep, 0 081" thick, and has 45° fixed louvers spaced on 4" centers, with pivoting louvers and TPV seals for weathertight closure Vz" flattened birdscreen is mounted on exterior Damper is manually operated. Optional Actuator Motor No SiMKPO (sold separately) automatically closes damper if a power failure occurs Includes vertical mounting bracket, linkage, and 36" leads with junction box • • • • Outside H.(L"J Outside W|in ) Mm Wall Opening (m ) Max Intalce Iclm) Max Exhaust (ctm) Free Area (sq II) Item No $ Each 17V^ 17'/5 18HX18W 438 625 0 521 5NKH6 377 25 23 V4 23% 24HX24W 1005 1444 1 349 SIIKH7 496 00 29 M 29'/! 30HX30W 1724 2475 2 203 SHKH3 635 00 " 35!^ 351* 36HX36W 2406 3781 3 667 5IIKH9 734 50 41V5 4VA 42HX42W 3413 4875 5 010 5NKJ0 1,001 00 47V5 48HX48W 5027 7219 7 109 5MKJ1 1,152 00 Accessory J Ootional Actuator Motor, 100 to 240V, 50/60 Hz, For Use With Dayton Combmation Louver Dampers SMKPO / 376 00 4458 GRAINGER. iiiiimmmmmmmmm Find even MORE on Grainger.com® / = Repair & Replacement Coverage Available TESTING ENGINEERS, INC. October 25,2011 Mr Luigi Petngh SUNLINK CORP. 1010 B Street, Suite 400 San Rafael, CA 94901 Quality Assurance Services Materials Consulting Since 1954 Lab. No.: 2C74 Page 1 of 6 SUBJECT: SunLink RMS Fnction Testing Dear Mr Petngh, As requested, we have witnessed thje coefficient of fhction testing at your facility. PURPOSE "'—~' ~" • • ••«• 9 999 99 9 9 To determine the static and dynamic coefficients of fiiction between SunLink's Core RMS<K»o^ Mount Module Mounting System molded crumb rubber feet and four differeijt tjp^s of roofing ITI matenals. •• ... ... ... . . . . .. ..... MATERIALS & EQUIPMENT , .•:'*• •*•.•. ••••• • ••••• The matenals and equipment used in the testing including details of the RMS .and the joofin^ .. matenals are presented in the attached testing protocol (Appendix 1) submitted by SunLink Corp. I""I The four (4) roofing matenals tested were identified as follows' .*.! **** .... 1) TPD 2) PVC 3) Mineral Cap Sheet 4) EPDM The accuracy of the scale and the load cell was venfied by a calibrated force gauge pnor to testmg. Overall views of the test system, general views of theitest set up and load cell/linkage, in addition to the data acquisition system are presented m Appendix! I. PROCEDURES Pnor to testmg the RMS assembhes for the dry and wet tests each consisting of the RMS and three concrete blocks were weighed and the weights were recorded The total weights were measured at 96 lbs for dry test assembly and 96.5 for the wet test assembly. The RMS assembly was pulled along the four different roofing surfaces under both dry and wet conditions. The pulling force, distance moved, and sled velocity was measured and recorded for each test. Three tests were performed in the array north/south direction, in each of dry and wet Corporate Office - 2811 Teagarden Street - San Leandro, California 94577 - {510) 835-3142 - FAX (510) 834-3777 www Testing-Engineers com ACCREDITED SUNLINK CORP. Lab No.: 2C74 Page 2 of6 PROCEDURES (cont'd) ; conditions, on each roofing matenal. Refer to Photos 1 and 2 for views of the two sides of the RMS. Photo 3 is an overall view tof the dati acquisition system and power supphes. An overall view of the lmear drive motor is depicted in Photo 4. A view of a typical test set-up is presented in Photo 5. ! The test data was obtained and recorded fdr each test using the data acquisition configuration described in detail in Appendix I. RESULTS I The descnption of each test configuration, and the average frictional force, based on excel plots of tijaey. force for each test, are presented in Table 1. •••••• •••• If J'fttuhave any questions regardirig this report, please contact the undersigned at (510) 835 3142 6xt.-l99. • } ..... ... .. * ftespeetfijUy Submitted, i TESTING S^^CINEERS, INC. J jy *y^^*yy^// , . /^^/y^/i^^^<Z ^o^sevn iCfatenals Engmeer I, 1 The results presented in this report relate onfy to the \tem(s) tested This report can onfy be reproduced m Us entirety unless wntten permissionfrom TEI Is obtamed *] l! SUNLINK CORP. Lab. No.: 2C74 Page 2 of6 PROCEDURES (cont'd) conditions, on each roofing matenal Refer to Photos 1 and 2 for views of the two sides of the RMS. Photo 3 is an overall view Jof the data acquisition system and power supplies An overall view of the linear dnve motor is depicted m Photo 4. A view of a typical test set-up is presented m Photo 5. ' The test data was obtained and recorded fdr each test using the data acquisition configuration described in detail in Appendix I. RESULTS The descnption of each test configuration, and tiie average fiictional force, based on excel plots of tiaey. force for each test, are presented in Table 1. ...... «... '..*.. If j^atuhave anjy questions regardirig this report, please contact the undersigned at (510) 835 3142 txi\99. 1*:": ' ..... ... .. feespeetfiiUy Submitted, i TflSTING ENGINEERS, IBkC. J, ^seiji Arba^Cph ^?fp^ \ Kfatenals Engmeer j The results presented m this rkport relate onfy to the \iem(s) tested This report can onfy be reproduced m Us entirety unless wntten permission firom TEI IS obtamed • i SUNLINK CORP. Lab.No.:2C74 Page 3 of 6 o * •ta '-ts: . . . Photo 1 \\\ Overall view of the sled tested without weights (south directiopj.,.,, •••• •••••• •••• •••• • • • • •••••• • • • • • • • • ••••• • • • • • ••••• ••• ••••• • • • • • • • • • • • • • • • • • • • • •••••• • • • • • • • • • 9 9 mm Photo 2 Overall view ofthe sled tested with weights (east direction). SUNLINK CORP. Lab. No.: 2C74 Page 4 of 6 Photo 4 Overall view of the computer with data acquisition and power supplies. SUNLINK CORP. Lab.No.:2C74 Page 5 of 6 Photo 5 View of typical test set-up showing the test assembly and roofing material. SUNLINK CORP. Lab. No • 2C74 Page 6 of6 Table 1 Roofing Material Wet/Dry Total Weight, Ibs ; Average Sliding Speed, inches/sec* Frictional Force (average), Ibf Average Coefficient of Friction EPDM Dry 96.0 0.42 867,87.5,88.3 (87.5) 0.91 EPDM Wet 965 0.27 85.3,841,84.1 (84.5) 0.88 TPD Dry 96.0 0 44 71 5,75,5,77.7 (74.9) 0.78 TPD Wet 96!5 0.28 786,81.9,85.8(82.1) 0.85 , TPO . Wet 96.5 0.12 755,799,81 4(78.9) . D.82 ^ MCS Dry 96.0 , 0.43 76.5,75 8.76.1 (76.1) 0.79 MCS Wet .965 0.41 69.5,74.8.71.7(72.0) 0.75 .•PVC. Dry 96.0 1 0.35 70.3,76.6,76.4(74.4) 0.78 •PTC Dry 96.0 0,27 79.6,79 6,81.6(80.3) 0.84 : PYC I—_—. . 96.5 ! 0,26 67.7,69,5,71 1 (69.4) 0.72 . . . < *.Th«*^ving vokgige was adjusted to obtain the slidmg speed that reduced the stick/slip APPENDIX I Suiiliiik Core RMS Friction Testing Protocol »• • • I • • • • • • • •••• •••••• •••• •••• • • • • •••••• • • • • • • • • ••••• • • • • • •« ••••• ••••• • • • • • • • • • • • • • • • • • • • • •••••• • • • • • • Page lof 7 DO SUNLINK' SunUnk Core RMS Friction Testing Protocol TP 0015 Rev XOI CONFIDENTIAL - Mav not be reproduced without written permission from SunLinic Corporation. 1.0 PURPOSE I . . . . . . To determine tlie static and dynamic coetTicients of friction between SunLink's Core RMS (Roof- Mount module mounting System) molded crumb rubber feet and four different types of Roofing IVIaterial. 2.0 MATERIALS/EQUIPMENT Core RMS rubber foot (cast recycled rubber with polyurethane prepolymer), w/cruciform link and associated fasteners (see Sections) Four 4ft X 8ft test platforms, each covered with one roofing material (see Section 6) Linear drive motor assembly ^.... ^oad cell /cou pling assennjbly •••• Linear potentiometer '[CompytfiT.^tf^^clata acquisition (DAQ) system (see Section 5) 3 Cond-ete nSasonry blocks (4" X8" X16" hominal, 25lbs nominal) .Scale for weighing sled assembly fearden sprayer for wetting roofing .... > . . . .. Concrete masonry blocks Load cell / coupling assembly Core foot sled assembly Test platform with roofing material attached Page 2 of 7 SUNLINK' SunUnk Core RMS Friction Testing Prdtocol TP 0015 Rev XOI CONFIDENTIAL - May not be reproduced without written permission from SunLinl< Corporation. Picture 2: Computer with DAQ and power supplies 3.0 REFERENCE • • • ASTM G115 - Standard guide for measuring and reporting friction coefficients • • • • •••• •••••• •••• •••• • • • • •••••• • • • • • • • • ••••• • • • • • •• ••••• ••• ••••• 9 9 9 9 99 9 9 9 9 9 9 9 9 9 9 9 9 99 9 9 9 9 9 9 9 9 9 9 9 99 99 9 9 9 9 9 9 9 4.0 TEST DESCRIPTION As part of SunLink's Core RMS, molded crumb rubber 'feef bear on, but are not mechanically attached to, the roof surface. Therefore, the coefficients of friction between the feet and the roofing materials in use need to be determined in order to give a better understanding of Core RMS- to-roof interaction under seismic, thermal, and wind loads. To determine these coefficients of friction, sled assemblies will be pulled across the specified roofing surfaces specified in Section 6 below. The sled configuration is also described in Section 6. The pulling force, distance moved, and sled velocity will be measured and recorded during each pull as described in Section 5 below. Because ofthe symmetry ofthe feet, the sled will be pulled in the array North-South direction only. Data collected by this test protocdl will then help determine the performance of the Core RMS under wind and thermal loads and during seismic events. Page 3 of 7 SUNLINK' SunLink Core RMS Friction Testing Protocol TP 0015 Rev XOI CONFIDENTIAL - Mav not be reproduced without written permission from SunLink Corporation I [ 5.0 DATA ACQUISITION CONFIGURATION I Acquisition ofthe force data and control ofthe mechanical pulling system is handled through a National Instruments LabVIEW Data Acquisition System (DAQ) coupled with off-the-self control components. Below is the schematic of this system. |i Pulling force is generated by a DC powered linear ball screw actuator. Speed ofthe pull is controlled by manually changing the voltage ofthe lOA DC power supply. On/off and forward/reverse control is achieved through relays located in the Manual/Auto control box. This box also has switches to manually operate the on/off and forward/reverse relays A third switch permits switching between manual control (switches) and automatic control (via Nl digital output signals). Power for the relays is done through a 12VDC, lA power supply. 'II'I. .Q'H^nce is measured by use of a linear potentiometer. Both the bias voltage and sweep voltages ! rflre.^mplecl.ar»dthe ratio of thesejvoltages is used to determine distance. This eliminates any J t I oaribrationis3ues*for a given bias voltage, only the resistive ratio IS measured which is constant • , Independent, bf bias voltage. Bias voltage is typically 5VDC. ..... ..... ^ ..... ... .... V ^ ^. • .V^ljeity is dgt^filined by the timejbetween samples and the distance traveled between those two * samples. Samplirtg is done in a "high-speed" mode at the price of analog resolution. Average «. ^iltertng of the vetocity measurement is used to compensate for the lower resolution. Power Supply .ITVDC Q-^ ManuBVAuto Conlrol Box -tivtco-12VDC IA Power Supply 15VDC 0.5A"™°-Power Supply .i»«ic o- "S" Beam Load Cell LC10i.«00 500IP 390ohms o National Instnimenls (Nl) Interface Hardware System imdw lest PCwItlilabvlew Software Force is measured using a stainless steel "S" beam load cell (Omega Engineering Part# LClOl-500) which has a NIST traceable 5-pointicalibration. This is connected directiy to a Nl strain analog input module with 5V excitation. The calibrated points are translated into slope and intercept values for the Nl input device application and these multipliers are used in the software Below is the graph of the calibrated and translated curves. Page 4 of7 OO SUNLINK- SunLink Core RMS Friction Testing Protocol TP 0015 Rev XOI CONFIDENTIAL - Mav not be reproduced without written permission from SunLink Corporation 600 500 400 JO 0) o IL 15 20 Output mV ..) I .. . * . . . . . . .. . .... . 30 35 -i^Cahbrated @1 OVDC -•- NIST Calculated @10VDC Calculated @5VDC Page 5 of 7 SUNLINK- SunUnk Core RMS Friction Testing Prdtocol TP 0015 Rev XOI CONFIDENTIAL - Mav not be reproduced without written permission from SunLink Corporation. 6.0 TEST TO BE PERFORMED t I The following four roofing surfaces wiil be used for testing: 1) TPO roofing material 2) PVC roofing material 3) Mineral Cap Sheet roofing material 4) EPDM roofing material .... . . ...... .... . . •• *• The'foirowingsjed v^i^lbe used: .•.••I . • • . . . Core*molded cfurTib ftibber foot with associated hardware (cruciform link and two bolts with associated •••*•, nut? aji'blwashessVlpeded with quantity 3 of nominally 251b, nominally 4" X 8" X 16" concrete masonry * biOCKS. .... . .i Picture 3: Core molded crumb rubber foot with assodated hardware, shown without concrete masonry blocks. Page 6 of 7 SUNLINK SunLink Core RMS Friction Testing Protocol TP 0015 Rev XOI CONFIDENTIAL - May not be reproduced without written permission from SunLink Corporation. Picture 5: Configuration of loaded sled. Picture 6: Loaded sled on weighing scale Sled weight (loaded with three concrete masonry blocks) is nominally 97lbs. 8 test runs will be conducted, one for each line in Table 6,1. 3 pulls constitute a 'test run'. Test Run# Material Wet or dry 1 TPO Dry 2 TPO Wet 3 PVC Dry 4 PVC Wet 5 MCS Dry 6 MCS Wet 7 EPDM Dry 8 EPDM Wet Table 6.1 * * . < .... Page 7 of 7 i SUNLINK- SunLink Core RMS Friction Testing Protocol TP 0015 Rev XOI CONFIDENTIAL - Mav not be reproduced without wntten permission from SunLink Corporation 7.0 PROCEDURE FOR TESTS 1-8. ^ i 7 1 Produce test platform with desired roofing material attached per manufacturer's instructions. 7.2 Turn on computer, power supplies and DAQ 7.3 Verify weight of test sled with weight blocks to be used on all test runs. 7.4 Verify that roof surface and underside of sled is free of debris, and wet or dry as required by test. 7.5 Connect test sled to linear drive motor using load cell/coupling assembly. 7.6 Start data collection i 7 7 Use control system/linear drive motor to pull test sled approximately 4 to 5 inches at 0.2 to 0,6 inches/sec, record pulling force, and velocity . *f .V. Control system will reverse linear drive motor enough to remove load from load cell. ,^.5, Control system will repeat steps 7.6 and 7.7 three times to constitute one run I 7.10* Stop <ieta collection. | ?.ll If Stfcl^sli|^ behavior is observed during any pull, increase or decrease the test velocity and , • , •: repeaf tfi&e steps an additional time. Maintam the new velocity for the subsequent pulls. y.}2* Manyal]iJ reposition test sled to original location on the roof surface. Repfe#t5t«ps7.4to7.10. | 1.14 The.te€t eancludes after on*^e test run (three pulls) are performed for every line in Table 6 1 I 8.0 APPROVALS 1 Luigi Petrigh, Author, Test Engineer I Robert Ward, Chief Structural Engineer Quality Assurance Services Matenals Consultmg TESTING ENGINEERS, INC. smce 1954 Apnl 1,2013 Mr Mike Williams Lab No . E355 SUNLINK CORP. Page 1 of 9 1010 B Street, Suite 400 San Rafael, CA 94901 SUBJECT: SunLink Core RMS "Ballast Pan" & "Ballast Basket" Fnction Testing Dear Mr Williams, As requested, we have witnessed the coefficient of fiiction testmg at your facility PURPOSE '.. .... > . .... ... .. . ...... . * ... . . . To determine the static and kinetic coefficients of friction between SunLink's Coie* Roof Mount System (C-RMS) "ballast pan" and "ballast basket" over four types of roofing m^fln&ls . . < . .. .... ... ..I MATERIALS & EOUIPMENT •* ..... . ..< ...... . • The matenals and equipment used in the testmg including details of the RMS and thejKKffing matenals are presented m the attached testing protocols for the "ballast pan" and "ballast basket" (Appendix 1) submitted by SunLink Corp The four (4) roofing matenals tested were identified as follows 1) TPO 2) PVC 3) Mineral Cap Sheet 4) EPDM The accuracy of the load cell was determmed using weights that were venfied using a calibrated scale The weiglits of the concrete blocks used for the testing were also venfied in the same manner Overall views of the test system, general views of the test set up and load cell/linkage, in addition to the data acquisition system are presented in Appendix 1 PROCEDURES Pnor to testing both RMS assemblies weie weighed and the weights were recorded The total weights were measured at 165 5 lbs for the "ballast pan" and 160 lbs for "ballast basket" weiglit assemblies, respectively .... Corporate Office - 2811 Teagarden Street - San Leandro, California 94577 - (510) 835-3142 - FAX (510) 834-3777 www Testing-Engineers com ACCREDITED SUNLINK CORP. Lab No E355 Page 2 of9 PROCEDURES (cont'd) The RMS assembly was pulled along the four different roofing surfaces under both dry and wet conditions The pulling force, distance moved, and sled velocity was measured and recorded for each test Four tests were performed in each of arrays nortli/south and east^west directions, in each of dry and wet conditions, on each of the four roofing matenals The test data was obtained and recorded for each test using the data acquisition configuration descnbed m detail in Appendix I (Photo 1) Refer to Photos 2 for an overall view of the test set-up Photos 3 and 4 represent close-up views of test configuration with ballast pan in the two arrays Views of the two sides of the ballast pad used for the tests with the ballast basket are shown in Photos 5 and 6 Views of ballast basket assembly an(| Ji]typical test with the ballast basket are presented in Photos 7 througli 9 .... .... ...... A view of a 5yiy cat ^^^t under the wet condition is pi esented m photo 10 III . ... RfeSULTS .*• J ..... .. * . . ..... ... .... .. * The descnption «rf*each test configuration, and the average fiictional force, based on excel plots of time v force*fot^dth test, are presented in Table 1 • . ...... I^yoiihave any questions regarding tins report, please contact the undersigned at (510) 835 3142 Respectfially Submitted, TESTING ENGINEERS, INC. Hossein. Senior Matenals Engineer /^ Tlie lesiills piesented in this lepoil lelale only lo ihe Uem(s) tested Vus repoit can only be lepiodiiced in lis enliieti/ unless wntlen pennission fiom TEI IS obtained SUNLINK CORP. Lab. No.: E355 Page 3 of9 Photo 1 Overall view of the computer with data acquisition and power supplies. .... .... ...... . * .... .... .. . ...... . ... . . ..... . . . .. ..... ..... . . . >. . .. . ..... . .. . .... Photo 2 Overall view of the test set-up (North/South array) SUNLINK CORP. Lab. No.: E355 Page 4 of 9 •L - •. mmmmk. 03.2a.20l3' Photo 3 • •Skjse view of test set-up in the North/South array with weights and pan Photo 4 Close view of test set-up in the EastAVest array with weights and pan. SUNLINK CORP. Lab. No.: E355 Pages of9 « c Photo 6 Overall view of ballast pad bottom side. SUNLINK CORP. Lab. No.: E355 Page 6 of 9 .... ...... .... .... .... ...... . *. ... . ..... . .. ..... .. . ..... . ... .. ... ..... . .« . • ...... . .... . * .. . • Photo 7 Ballast pads placed inside basket prior to testing. Photo 8 Weights placed over the ballast pads inside basket prior to testing. SUNLINK CORP. Lab. No.: E355 Page 7 of9 Photo 9 Typical view of test with the ballast basket (east/west arrays ... • ••• •••• •••••• • « • • • • <• ••••• • •• ••••• ... ••••• • • • • . • • • • • I • » •••• I •• •• Photo 10 Typical view of a wet test with standing water on the surface of roofing material. SUNLINK CORP. Lab No: E355 Page 8 offt Table I "Ballast Pan" Test Data Roofing Material Wet/Dry Array RMS Average Sliding Speed, inches/sec. Frictional Force (average), Ibf Average Coefficient of Friction EPDM Dry N/S Ballast Pan 043 37.2,41,5,42,3, 43.1 (41.1) 0.25 EPDM Dry E/W Ballast Pan 0.43 47,8,453,44,1, 43.1 (45.1) 0.27 EPDM Wet N/S Ballast Pan 041 27,8,286,29,9, 323(29.7) 0.18 EPDM Wet E/W Ballast Pan 0.37 488,46.7,45.8, 48 9 (47.6) 0.29 • . • Dry N/S Ballast Pan 0 39 35.1,34.4,358, 36.6 (35.7) 0.22 Tpcr* • • • E/W Ballast Pan 0.39 335,32,6,35,7, 342(34.0) 0.20 • • • a • • V?ef.' • ••• • • • N/S Ballast Pan 0.45 340,360,35 8. 34 0 (35.0) 0.21 TPCf* • • Wet" « •••• E/W Ballast Pan 038 364,35.3,36.5, 36.2(36.1) 0.22 » • • • . Dry N/S Ballast Pan , 041 42.3,431,41.7, 425(42.4) 0.26 MICS" Dry E/W Ballast Pan 045 459,458,46.8, 504(47.2) 0.29 MCS Wet N/S Ballast Pan 041 335,35,9,33,4, 33 2(34.0) 0.21 MCS Wet E/W Ballast Pan 0,41 38,7,40.5,461, 47,4 (43.2) 0.26 PVC Dry N/S Ballast Pan 035 380,327,305, 286(32.4) 0.20 PVC Dry E/W Ballast Pan 0.43 39,6.376,35.8, 397(38.2) 0.23 PVC Wet N/S Ballast Pan 044 453,42.4,45 6, 441 (44.4) 0.27 PVC Wet E/W Ballast Pan 045 47.4,44.1,44,3, 46 9 (45.7) 0.28 • • • ^ SUNLINK CORP. Lab No. E355 Page 9 of9 Table II "Ballast Basket" Test Data Roofing Matenal Wet/Dry Array RMS Average Sliding Speed, inches/sec * Fnctional Force (average), Ibf Average Coefficient of Friction EPDM Dry N/S Ballast Basket 0.37 986,98.7,100.6, 1021 (100.0) 0.63 EPDM Dry E/W Ballast Basket 0.39 63.1,63.7,65.3, 67.6, (64.9) 0.41 EPDM Wet N/S Ballast Basket 0.38 827.894,888, 90 4(87.8) 0.55 EPDM Wet E/W Ballast Basket 038 797,786,783, 799(79.1) 0.49 • • • • TPO Dry N/S Ballast Basket 0.38 91 0,924,941, 94.3 (92.7) orsfr..' • • • • • • • TPO Dry E/W Ballast Basket 0.39 683,67.6,70 8;" 70.3(69.3) . ;•: o.45r * • • • TPO Wet N/S Ballast Basket 0 39 805,82.6,81 5,*.* 82.2(81.7) .•: : oiBf..' t • • • • • • • « TPO Wet E/W Ballast Basket 0,38 706,71 9,74.5," 74,7(72.9) !!! • 0.4V * • • • MCS Dry N/S Ballast Basket 0,37 922,960.98,1. 984(96.2) o.b'*** • • • • • MCS Dry E/W Ballast Basket 0,37 852,78,1,77,5, 81,0(80.5) o.5r MCS Wet N/S Ballast Basket 0 37 996,88,1,89,8, 93.2 (90.7) 0.57 MCS Wet E/W Ballast Basket 0 37 749.755,73,5, 754(76.0) 0.48 PVC Dry N/S Ballast Basket 037 94.3,92,9,93.5, 995(95.1) 0.59 PVC Dry E/W Ballast Basket 0.38 81 3,82.0.828. 82.7 (82.2) 0.51 PVC Wet N/S Ballast Basket 0.39 842,87.0,89.3, 931 (88.4) 0.55 PVC Wet E/W Ballast Basket 0.40 667,662,677, 70 3(67.8) 0.42 I. . . . . . . . . • • e • •••• •••• • • • •••••• • 99mmmm • mm • • • • • • 0 • • • .* .•: : Simlink Core ..... .. . • • ..... ... .... . ... ... .. ... ... ..... . ..... .. . . ...... ...... ...... . .... . . .... Page 1 of 8 OO SUNLINK Core RMS Ballast Pan Coefficient of Friction Testing Protocol CONFIDENTIAL 1.0 PURPOSE TP 0021 RevX03 The purpose of this test is to quantify static and kinetic coefficients of friction between the Core Roof Mount System (C-RMS) Ballast Pan and 4 common low-slope roofing surfaces in both wet and dry conditions 2 0 REFERENCES 2 1 SEAOC PVl-2012 Structural Seismic Requirements and Commentary for Rooftop Solar Photovoltaic Arrays 2 2 ASTM G115 Standard Guide for Measuring and Reporting Friction Coefficients 2 3 Core RMS Assembly Instructions, Rev 07 3 0 TEST DESCRIPTION The Core Ballast Pan Assembly comprises the "test sled" in this test The Core Ballast Pan is a galvanized steel sheet metal enclosure that holds concrete ballast pavers and bears on the roofing surface The test sled assembly will be pulled in the array east/west and array north/south directions and will be pulled on four roofing surfaces MiiiMI* * , Cap Sheet (MCS), PVC, TPO, and EPDM The test sled will be pulled on each roofing surface in both wet and dry* conditions . . . . . . . For each roofing surface, the following 4 tests will be conducted The total number of tests is tljerejore 16 , Test No. Direction Wet or Dry No of Pulls , 1 South Dry 4 2 East/West Dry 4 South Wet" 4 4 ' East/West Wet 4 All tests will be conducted with approximately 150 Ibs of concrete ballast pavers in the Ballast Pan 4 0 DATA ACQUISITION CONFIGURATION Acquisition of the force data and control of the mechanical pulling system is handled through a National Instruments LabVIEW Data Acquisition System (DAQ) coupled with off-the-shelf control components Below is the schematic of this system Pulling force is generated by a DC powered linear ball screw actuator Speed of the pull is controlled by manually changing the voltage of the lOA DC power supply On/off and forward/reverse control is achieved through relays located in the Manual/Auto control box This box also has switches to manually'^operate the on/off and forward/reverse relays A third switch permits switching between manual control (switches) and automatic control (via Nl digital output signals) Power for the relays is done through a 12VDC, lA power supply Page 2 of 8 DO iUNLINK Core RMS Ballast Pan Coefficient of Friction Testing Protocol TP 0021 Rev X03 CONFIDENTIAL Distance is measured by use of a linear potentiometer Both the bias voltage and sweep voltages are sampled and the ratio of these voltages is used to determine distance This eliminates any calibration issues for a given bias voltage, only the resistive ratio is measured which is constant independent of bias voltage Bias voltage is typically 5VDC Velocity IS determined by the time between samples and the distance traveled between those two samples Sampling is done in a "high-speed" mode at the price of analog resolution Average filtering of the velocity measurement is used to compensate for the lower resolution Ball Screw Mo'or .... » I .... .... > . a "S" Scam load Cdi UCIOIW 5001a System under ICS' PC with Labvlcw Scltware Force is measured using a stainless steel "S" beam load cell (Omega Engineering Part# LC101-500) which has a NIST traceable 5-point calibration This is connected directly to a Nl strain analog input module with 5V excitation The calibrated points are translated into slope and intercept values for the Nl input device application and these multipliers are used in the software Below is the graph of the calibrated and translated curves -Collbroloa ©10VOC —«.—NIST Calculotod ©1 OVDC —«—ColculalsiJ ®5VDC CO SUNLINK Page 3 of 8 Core RMS Ballast Pan Coefficient of Friction Testing Protocol CONFIDENTIAL TP 0021 Rev X03 5 0 MATERIALS/EQUIPMENT Item Components Tested/Involved PN/Description Rev. Qty, Notes/Sketch/Image 5 1 • ' Rails (cut down to length appropriate for roof size, approx 46" long) 41-0001-035 B 2 5 2 Rail Posts (10° south) 44-0002-001 B 4 mmmm m m • • • • • 5 3 Ballast Pan, 10 Deg 47-0002-002 A 1 5 4 Ballast Pan Rod, 28 750in Long 47-0001-002 A 2 5 5 Spring Pin 09-00002-01 A 4 5 6 12" X 12" X 2 5" Concrete Ballast Pavers, 25# nominal weight NA NA 6 5 7 1" OD X 8" Long Aluminum Tube NA NA 4 5 8 1 25" ID Shaft Collar NA NA 4 59 1" OD X 4' Long Steel Tube NA NA 1 SUNLINK Page 4 of 8 Core RMS Ballast Pan Coefficient of Friction Testing Protocol CONFIDENTIAL TP 0021 Rev X03 •••••• • • • Linear Actuator, Load 5.10 Cell, and LVDT connected to and operated by LabVlew data acquisition system with power sources NA NA 1 5.11 Wood Screws NA NA NA 5.12 1/2-13 X 8" eye-bolt NA NA 1 5.13 1/2-13 Hex Nut 09-00057-03 B 5 5.14 1/2-13 X 4 Hex Bolt 09-00086-03 B 4 5.15 5/16-18 X 5/8" BHCS 09-00010-01 A 2 5.16 1 • • • 15/8x1 5/8 X 18" Unistrut Channel NA NA 1 2x4 X 40" lumber NA NA 4 2x4 X 46" lumber NA NA 2 s'ts _a •2xSx^l5l" lumber 5/16-18 5 1.75" BHCS NA A 2 .^•2i 5/16-18 tiat Washer 09-00073-01 XOl 4 yi6»lB,Flange Nut 09-00002-01 A 4 4ft X 8ft"roofing panels NA NA 4 Mineral Cap Sheet, TPO, PVC, EPDM . 5.2^ .,S]iip;3jng Scale NA NA 1 • • • • • • 5.25 Water Sprayer NA NA 1 1 • Pages of 8 SUNLINK Core RMS Ballast Pan Coefficient of Friction Testing Protocol CONFIDENTIAL 6.0 TEST PROCEDURE TP 0021 Rev X03 6.1 East/West Friction Tests 6.1.1 6.1.2 6.1.3 6.1.4 6.1.5 Connect the rail posts onto the 2x4 x 40" pieces of lumber as shown. On each 2x4 the rail posts should be spaced 23.5" center to center. Use a 2x6 X 14" piece of lumber and shim material to offset the north post 4- 1/8" vertically from the south post. Install the rails per the Core RMS Assembly instructions, and then screw the 2x4 x 46" pieces of lumber to the 2x6 X 40" lumber as shown. Measure and record the weight of the Ballast Pan and pavers using the shipping scale. Sweep the test roofing surface Place the rail assembly on the test roof with the 1" OD roller tubes between the lumber and the roof as shown. Install the Ballast Pan rods per the Core RMS Assembly Instructions with 4 spring pins. Place the Ballast Pan on the roofing and connect it to the Ballast Pan Rods per the Core RMS Assembly Instructions. Add concrete ballast pavers. Page 6 of 8 CO SUNLINK Core RMS Ballast Pan Coefficient of Friction Testing Protocol CONFIDENTIAL TP 0021 Rev X03 6.1.6 Place the 1" rod through the 1.0" diameter holes in the rails. Connect the actuator and load cell to the rod with a shackle and carabineer. Use shaft collars to fix the location of the shackle on the rod as shown. 6.1.7 Use the LabView software and power sources to actuate the linear actuator and pull the Ballast Assembly. Adjust the speed of the actuator to minimize stick-slip behavior between the Ballast Pan and the roof surface. Th^ 58%^ of the actuator must be bet*veen oJlin/sec and 10 in/sec. pull direction Pull the Ballast Assembly at least four times; displacing the Ballast Assembly at least three inches in each pull. Release the load on the actuator prior to each pull. 6.1.9 Thoroughly wet the roof surface using the water sprayer. 6.1.10 Repeat steps 6.1.7 through 6.1.8 in wet conditions. 6.1.11 Repeat steps 6.1.7 through 6.1.10 for each roof surface. Page 7 of 8 SUNLINK Core RMS Ballast Pan Coefficient of Friction Testing Protocol CONFIDENTIAL TP 0021 RevX03 6.2 North/South Friction Tests 6.2.1 Sweep the roof surface. 6.2.2 6.2.3 Use the same sled from the East/West friction test. Position the roller tubes underneath the 2x4 lumber as shown. Use the Unistrut and eye-bolt to connect the actuator and load cell to the south rail as shown. 6.2.4 Use the LabView software and power sources to actuate the linear actuator and pull the Ballast Assembly. Adjust the speed of the actuator to minimize stick-slip behavior between the Ballast pads and the roof surface. The speed of the actuator must be between O.lin/sec and 10 in/sec. • • . < pull direction 6.2.5 Pull the Ballast Assembly at least four times, displacing the Ballast Assembly at least three inches in each pull. Release the load on the actuator prior to each pull. 6.2.6 Thoroughly wet the roofing surface using the water sprayer. 6.2.7 Repeat steps 6.2.4 through 6.2.5 in wet conditions. Page 8 of 8 OO SUNLINK Core RMS Ballast Pan Coefficient of Friction Testing Protocol CONFIDENTIAL TP 0021 RevX03 628 Repeat steps 6 2 1 through 6 2 7 for • each roof surface 7.0 REPORTING Report the peak static coefficient of friction and the average kinetic coefficient of friction for each pull Report the average peak static coefficient friction and the average kinetic coefficient of friction for each test (i e average over three pulls for each surface, condition, and configuration) 8.0 APPROVALS .... .... (•« r 'Aijfhpr . . . Date Product Development Date \ Density tkfned by RabWjtd Rob Ward™""" 0«e 1013X13 19 IS 10-41 O700 Structural Engineering Date Page 1 of 8 CO SUNLINK Core RMS Ballast Basket Coefficient of Friction Testing Protocol CONFIDENTIAL 1.0 PURPOSE TP 0025 Rev X04 The purpose of this test is to quantify static and kinetic coefficients of friction between the Core Roof Mount System (C-RMS) Ballast Basket and 4 common low-slope roofing surfaces in both wet and dry conditions 2 0 REFERENCES 2.1 SEAOC PVl-2012 Structural Seismic Requirements and Commentary for Rooftop Solar Photovoltaic Arrays 2 2 ASTM G115 Standard Guide for Measuring and Reporting Friction Coefficients 2 3 Core RMS Assembly Instructions, Rev 08 3 0 TEST DESCRIPTION The Core Ballast Basket Assembly comprises the "test sled" in this test The Core Ballast Basket is a stainless steel wire formed enclosure that holds concrete ballast pavers A recycled rubber Ballast Pad is captured by the Basket, sits underneath the concrete ballast pavers, and bears on the roofing surface The test sled assembly will bejJi^iteel^ in the array east/west and array north/south directions and will be pulled on four roofing surfaces Mineral CS|J • • Sheet (MCS), PVC, TPO, and EPDM The test sled will be pulled on each roofing surface in both wet and dry conditions ...... For each roofing surface, the following 4 tests will be conducted The total number of tests is^jjerejore 16 J Test No. Direction Wet or Dry No of Pulls* • • • • • • • • • • • • • • • • • i ^ ' J South Dry 4 j • • •••••• • • 0 East/West Dry 4 • • • • • • • • • • 0 • • • • i_ _ 4 South" Wef ' ( i_ _ 4 East/West "Wet J 4 All tests will be conducted with approximately 150 Ibs of concrete ballast pavers in the Ballast Basket 4 0 DATA ACQUISITION CONFIGURATION Acquisition of the force data and control of the mechanical pulling system is handled through a National Instruments LabVIEW Data Acquisition System (DAQ) coupled with off-the-shelf control components Below is the schematic of this system Pulling force is generated by a DC powered linear ball screw actuator Speed of the pull is controlled by manually changing the voltage of the lOA DC power supply On/off and forward/reverse control is achieved through relays located in the Manual/Auto control box This box also has switches to manually operate the on/off and forward/reverse relays A third switch permits switching between manual control (switches) and automatic control (via Nl digital output signals) Power for the relays is done through a 12VDC, lA power supply Page 2 of 8 OO SUNLINK Core RMS Ballast Basket Coefficient of Friction Testing Protocol TP 0025 Rev X04 CONFIDENTIAL Distance is measured by use of a linear potentiometer Both the bias voltage and sweep voltages are sampled and the ratio of these voltages is used to determine distance This eliminates any calibration issues for a given bias voltage, only the resistive ratio is measured which is constant independent of bias voltage Bias voltage is typically 5VDC Velocity IS determined by the time between samples and the distance traveled between those two samples Sampling is done in a "high-speed" mode at the price of analog resolution Average filtering of the velocity measurement is used to compensate for the lower resolution EatI Screw Mo cr 12VDC 10A Pcwar Supply I2VDC U Pcwcr Supply II .... . I5VDC0 5A Power SiiSply « "o' Sco-n load Cell LC101.400 SOOb 350r:hm3 num 'WNAA? NaJorm) [fffltnjnwnts (Nl) |rtt«rface Harriwnfo Sysfem uirfcf (05! FC vAia labvicvv Sor\v3fe ,?cyg#is measured using a stainless steel "S" beam load cell (Omega Engineering Part# LClOl-500) which has a NIST traceable S-point calibration This is connected directly to a Nl strain analog input module with SV excitation The calibrated points are translated mto siope and intercept values for the Nl input device application and these multipliers are used in the software Beiow is the graph ofthe calibrated and translated curves -Calibratoa @10VOC —•—NIST Colculatod ©lOVDC —*—Catculatod @5VDC oo SUNLINK Page 3 of 8 Core RMS Ballast Basket Coefficient of Friction Testing Protocol CONFIDENTIAL TP 0025 RevX04 5 0 MATERIALS/EQUIPMENT Item Components Tested/Involved PN/Description Rev Qty. Notes/Sketch/Image 5 1 Rails (cut down to length appropriate for roof size, approx 46" long) 41-0001-035 5 2 Rail Posts (10° south) 44-0002-001 53 Lower Hook, South Lower Hook, Small 10 Deg 47-0014-001 47-0014-003 ..I .. mmmm m m m 9 99 9 9 99 9 9 9 9 9 9 • • • • 54 Hook, Upper 47-0013-001 .. . .. . 55 Ballast Basket 47-0003-001 5 6 Ballast Bracket 47-0008-001 5 7 Ballast Pad 67-0006-001 58 12" X 12" X 2 5" Concrete Ballast Pavers, 25# nominal weight NA N/A • UNLINK Page 4 of 8 Core RMS Ballast Basket Coefficient of Friction Testing Protocol CONFIDENTIAL TP 0025 Rev X04 5.9 1" OD X 8" Long Aluminum Tube NA NA 4 5.10 1.25" ID Shaft Collar NA NA 4 5.11 1" 00 X 4' Long Steel Tube NA NA 1 5.12 Linear Actuator, Load Ceil, and LVDT connected to and operated by LabView data acquisition system with power sources NA NA 1 each .,dflil^Hiil^HII^HIi^l^^H^H^^^^IHiH 5.13 Wood Screws NA NA NA 5.14 1/2-13 X 8" eye-bolt NA NA 1 .S>.iS * 1/2-13 Hex Nut 09-00057-03 B 5 1/2-13 X 4 Hex Bolt 09-00086-03 B 4 5/^i\%i^S/8" BHCS f f 9 09-00010-01 A 2 • .5.13. • • rsy^xj 5/8x18" UnTstrii Channel NA NA 1 2j^ j^O" lumber NA NA 4 5*4 $45" lumber NA NA 2 7.21 tx9)(14" lumber lii2l 5A6-'l^*x*l-75" BHCS NA A 2 . 5.23 5/16-18 Flat Washer 09-00073-01 XOI 4 .5.24 • 5/16-18 Flange Nut 09-00002-01 A 4 5.25 4ft X 8ft roofing panels NA NA 4 Mineral Cap Sheet, TPO, PVC, EPDM 5.26 Shipping Scale NA NA 1 5.27 Water Sprayer NA NA 1 Page 5 of 8 SUNLINK Core RMS Ballast Basket Coefficient of Friction Testing Protocol CONFIDENTIAL 6.0 TEST PROCEDURE TP 0025 RevX04 6.1 East/West Friction Tests 6.1.1 Connect the rail posts onto the 2x4 X 40" pieces of lumber as shown. On each 2x4 the rail posts should be spaced 23.5" center to center. Use a 2x6 x 14" piece of lumber and shim material to offset the north post 4-1/8" vertically from the south post. 6.1.2 Install the rails per the Core RMS Assembly instructions, and then screw the 2x4 x 46" pieces of lumber to the 2x6 x 40" lumber as shown. 6.1.3 Measure and record the weight ofthe Ballast Basket, Ballast Pads, and pavers using the shipping scale. 6.1.4 Sweep the test roofing surface 6.1.5 Place the rai! assembly on the test roof. Place the 1" OD roller tubes between the lumber and the roof as shown. Install the Hooks and Bracket per the Core RMS Assembly Instructions. Assembly the Ballast Basket and Pads onto the Ballast Bracket per the Core RMS Assembly Instructions ensuring the Pads are in contact with the roofing. Add concrete ballast pavers. Page 6 of 8 SUNLINK' Core RMS Ballast Basket Coefficient of Friction Testing Protocol CONFIDENTIAL TP 0025 Rev X04 6.1.6 ...... . . . 6.1.8 6.1.9 6.1.10 6.1.11 Place the 1" rod through the 1.0" dia holes in the rails. Connect the actuator and load cell to the rod with a shackle and carabineer. Use shaft collars to fix the location ofthe shackle on the rod as shown. Use the LabView software and power sources to actuate the linear .est^ietor and pull the Ballaft 'Assembly. Adjust the speed «f thelactuator to minimize stick-sljij ^l^ehavior between the Ballaft, 8*stcet and the roof surfa«e...fl»e speed of the actUcftSrViast be between 0.1 in/sec and 10 in/sec. Pull the Ballast Assembly at least four times; displacing the Ballast Assembly at least three inches in each pull. Release the load on the actuator prior to each pull. Thoroughly wet the roof surface using the water sprayer. Repeat steps 6.1.6 through 6.1.8 in wet conditions. Repeat steps 6.1.7 through 6.1.10 for each roof surface. pull direction Page 7 of 8 SUNLINK Core RMS Ballast Basket Coefficient of Friction Testing Protocol CONFIDENTIAL TP 0025 Rev X04 6.2 North/South Friction Tests 6.2.1 Sweep the roof surface. 6.2.2 6.2.3 Use the same sled from the East/West friction test. Section 5.1. Position the roller tubes underneath the 2x4 lumber as shown. Use the Unistrut and eye-bolt to connect the actuator and load cell as shown. * < . a • • •••••• 6.2.4 Use the LabView software and power sources to actuate the linear actuator and pull the Ballast Assembly. Adjust the speed of the actuator to minimize stick-slip behavior between the Ballast Pads and the roof surface. The speed of the actuator must be between 0.1 in/sec and 10 in/sec. pull direction 6.2.5 Pull the Ballast Assembly at least four times, displacing the Ballast Assembly at least three inches in each pull. Release the load on the actuator prior to each pull. Page 8 of 8 iUNLINK Core RMS Ballast Basket Coefficient of Friction Testing Protocol CONFIDENTIAL TP 0025 RevX04 626 Thoroughly wet the roofing surface using the water sprayer 627 Repeat steps 6 2 4 through 6 2.5 in wet conditions 6 2 8 Repeat steps 6 2 1 through 6 2 7 for each roof surface • 7.0 REPORTING Report the peak static coefficient of friction and the average kinetic coefficient of friction for each pull Report the average peak static coefficient friction and the average kinetic coefficient of friction for each test (i e average over three pulls for each surface, condition, and configuration) • • • • *1tW>J>R0VALS • ••« < • • • • • • • • • • • • • • • » •••• Date • • •• Product Development Date Rob Ward Digitally signed by Rob Ward DN cn=RobWard o=SunLmk Corp., ou,enn3tl=rward@sunlinkcom c=US Date 201303 19150912 07 00 Structural Engineering Date PIZZA PORT • Solar Structural Calculations RECEIVED Consulting Engineers IIAV | O 9nn 3131 Camino Del RIO North, Suite 1080 ^ San Diego, CA 92108 CITV ©F OARL^^AQ Pizza Port - Solar i>y Job: Pizza Port - Solar Calculations for KPFFJob #: 113153 Address: 2730 Gateway Road, Carlsbad, CA 92010 (These calculations apply to the job at this address only) Client- Sullivan Solar Power Index to Calculations Item-Sheet: Vicinity View Evaluation of Existing Bldg Equipment Anchorage Appendix USGS Seismic Design Maps Summary SJI Load Table Inverter Equipment Data Sheets SunLink Structural Engineering Loads Proposed Panel Layout 1 2-16 17-24 25-35 4/16/13 Pizza Port - Solar: Vicinity 2730 Gateway Road, Carlsbad, CA 92010 Pizza Port - Solar 4/16/13 Consulting Engineers 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 (619) 521-8500 Fax (619) 521-8591 Project PIZZA PORT - SOLAR By SG sheet no 2 Consulting Engineers 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 (619) 521-8500 Fax (619) 521-8591 Location CARLSBAD, GA Date 4/2013 sheet no 2 Consulting Engineers 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 (619) 521-8500 Fax (619) 521-8591 Ghent SULLIVAN SOLAR job no 113153 ^ Consulting Engineers 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 (619) 521-8500 Fax (619) 521-8591 EXISTING STRUCTURE EVALUATION job no 113153 ^ This project consists of the evaluation of the existing structure of Pizza Port in Carlsbad, CA for the addition of rooftop supported PV panels as well as the design of the anchorage of the associated equipment The evaluation of the existing Pizza Port structure for the addition of rooftop mounted PV equipment assumes that regions where panels are located will no longer be subject to the ongmal design live load (12 psf minimum) Therefore, no gravity analysis of the overall existing structure is required per CSC 2010 3403 3 as the gravity loads have not been increased more than 5% Since significant concentrated loads will be added to roof sheathing and sub-joists, these roof members were analyzed for the new loading All new vertical load information was taken from the Structural Engineenng Load Advisory provided by Sunlink (see Appendix) Since the panels are being installed with minimal clearance from the existing roof surface, no significant change in wind loading to the MWFRS can be expected Lateral load evaluation ofthe existing structure is addressed in the attached calculations per CSC 2010 3403 4 All information regarding the existing structure was taken from drawings by HTK Structural Engineers dated July 31,2012 Pizza Port - Solar BSBO Consulting Engineers 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 (619) 521-8500 Fax (619) 521-8591 proiect ?\Z7A ?o9r\' SQLA^ location client by 5^ date sheet no job no 13153 ONi AS'BUILT sm)CT0^A3_ DO'oTiMG^ (200F 30^^"^ (^ate Fbp- ' K lPA<t> OF APP5f2oy O.c "^1 O^^SiGM^D 1 i 0 Ibj^T^ Ob^ST^ AT ^'P.c U>ITK S^^A^JS OF APP|2^X, CS€^ A?feKJD\X) TO 1ST (A^GVlTS CANJ A'^UK^ TO e^^J , / 14 ^ / ^5 - I T5- P5F UT. - 491. 2 ^ipcs TOTAU LCT. - 4o.)3 Wp^ ^ "^''^ Woo/ - S 2^ < /o/ ^1 X Pizza Port - Solar jUU|*J3D|^ Consulting Enginoois 3131 Cammo Del Rio North, Suite 1080 San Diego, CA 92108 (619) 521-8500 Fax (619) 521-8591 proiect y\^^A PCTT'^LA^ by sheet no jUU|*J3D|^ Consulting Enginoois 3131 Cammo Del Rio North, Suite 1080 San Diego, CA 92108 (619) 521-8500 Fax (619) 521-8591 location date 4 / 13 sheet no jUU|*J3D|^ Consulting Enginoois 3131 Cammo Del Rio North, Suite 1080 San Diego, CA 92108 (619) 521-8500 Fax (619) 521-8591 client )ob no ^1 jUU|*J3D|^ Consulting Enginoois 3131 Cammo Del Rio North, Suite 1080 San Diego, CA 92108 (619) 521-8500 Fax (619) 521-8591 )ob no ^1 - 15-.^ psi^ ( iPe^ Sutou^^ evi'6i LOAD %lt5c?^^ ! ^ PQ! - Is.^ (^43 Be) = Ib / 2 ^:f€eT^ ' - 340 lb/"P^T" ^^^^ (^U - ^46^)4.5 ' %1 )b/(V . N/ 4 >]/ vl/ 1^ 3" ' \Ki • ri€LD 3^ fA!iT'CAf/:i\«l/ nsisTs Pizza Port - Solar Consulting Engineers 3131 Cammo Del Rio North, Suite 1080 San Diego, CA 92108 (619) 521-8500 Fax (619) 521-8591 location client date 4/T3 |ob no sheel no :2oh3^ lb- m c 0 1^4 ^~ft y (X- Pizza Port - Solar General Beam Analysis File = P\113\113153-1\ENG\PIZZAP-1 EC6 b ENERCALCINC 1983 2013 Build 6 13 2 27, Ver6 13 2 27 | lLic.#:KW-06000416 Licensee : KPFF Description Sheathing Loading - CASE 1 General Beam Properties Elastic Modulus 900 0 ksi Span #1 Span Length = 20 ft Area = 18 0 in'^2 Moment of Inertia = 0 3750 inM Span #2 Span Length = 20 ft Area = 18 0 in''2 Moment of Inertia = 0 3750 inM Span #3 Span Length = 20 ft Area = 18 0 in'^2 Moment of Inertia = 0 3750 inM Span #4 Span Length = 20 ft Area = 18 0 in'^2 Moment of Inertia = 0 3750 inM D(0 1590) W(0 2810) t V t • • D(0 04125) t Span = 2 0 ft Span = 2 0 ft Span = 2 0 ft Span = 2 0 ft Applied Loads Service loads entered Load Factors will be applied for calculations Loads on all spans Uniform Load on ALL spans Partial Length Uniform Load DESIGNSUMMARY D = 0 04125 k/ft, Tnbutary Width = 1 0 ft D = 0 1590, W = 0 2810 k/ft, Extent = 0 3958 ~» 1 604 fl Maximum Bending = Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0 154 k-ft +D+W+H 0 898 ft Span # 1 0 000 in 0 000 in 0 296 in -0 096 in Maximum Shear = Load Combination Location of maximum on span Span # where maximum occurs 0 3628 k +D+W+H 2 000 ft Span # 1 Maximum Forces & Stresses for Load Combinations i Load Combination Max Stress Ratios Summary ot Moment Values Segment Length Span# M v Mmax + Mmax-Ma - Max Mnx Mnx/Omega Cb Rm Va Max Overall MAXimum Envelope Dsgn L = 2 00 ft 1 015 -011 015 0 36 Dsgn L = 2 00 ft 2 0 01 -Oil 011 0 10 Dsgn L = 2 00 ft 3 0 02 -0 02 0 02 0 06 Dsgn L = 2 00 ft 4 0 01 -0 02 0 02 0 05 DOnly Dsgn L = 2 00 ft 1 0 06 -0 05 0 06 016 Dsgn L = 2 00 ft 2 0 00 -0 05 0 05 0 07 Dsgn L = 200 ft 3 0 01 -0 02 0 02 0 05 Dsgn L = 2 00 ft 4 0 01 -0 02 0 02 0 05 +D+L+H Dsgn L = 200 ft 1 0 06 -0 05 0 06 016 Dsgn L = 2 00 ft 2 000 -0 05 005 0 07 Dsgn L = 2 00 ft 3 0 01 -0 02 0 02 0 05 Dsgn L = 2 00 ft 4 0 01 -0 02 0 02 0 05 +0+Lr+H Dsgn L = 2 00 ft 1 0 06 -0 05 0 06 016 Dsgn L = 2 00 ft 2 0 00 -0 05 0 05 0 07 Dsgn L = 2 00 ft 3 0 01 -0 02 0 02 0 05 Dsgn L = 2 00 ft 4 0 01 -0 02 0 02 0 05 +D+S+H Dsgn L = 2 00 ft 1 0 06 -0 05 0 06 016 Dsgn L = 2 00 ft 2 0 00 -0 05 0 05 0 07 Dsgn L = 2 00 ft 3 0 01 -0 02 0 02 0 05 Dsgn L = 2 00 ft 4 0 01 -0 02 0 02 0 05 +D+0 750Lr+0 750L+H Dsgn L = 2 00 ft 1 0 06 -0 05 0 06 016 Dsgn L = 2 00ft 2 0 00 -0 05 0 05 0 07 Dsgn L = 2 00ft 3 0 01 -0 02 0 02 0 05 Summary of Shear Values Vnx Vnx/Omega Pizza Port - Solar General Beam Analysis Lie. # • KW-06000416 File = P \113\113153-HENG\PIZZAP~1 EC6 ENERCALCINC 1983 2013 Build6 13227,Ver6 13227 Licensee: KPFF Descnption Load Combination Sheathing Loading - CASE 1 Max Stress Ratios Summary of Moment Values Segment Length Span # M V Mmax + Mmax-Ma - Max Mnx Mnx/Omega Cb Rm Va Max Dsgn L = 2 00 ft 4 0 01 -0 02 0 02 0 05 +D+0 750L+0 750S+H Dsgn L= 2 00ft 1 0 06 -0 05 0 06 0 16 Dsgn L= 2 00ft 2 0 00 -0 05 0 05 0 07 Dsgn L= 200ft 3 0 01 -0 02 0 02 0 05 Dsgn L= 2 00 ft 4 0 01 -0 02 0 02 0 05 +D+W+H Dsgn L= 2 00ft 1 015 -011 015 0 36 Dsgn L = 2 00 ft 2 0 01 -0 11 011 010 Dsgn L= 2 00ft 3 0 02 -0 02 0 02 0 06 Dsgn L= 2 00ft 4 ' 0 01 -0 02 0 02 0 05 +D+0 70E+H Dsgn L = 2 00 ft 1 0 06 -0 05 0 06 016 Dsgn L= 2 00ft 2 0 00 -0 05 0 05 0 07 Dsgn L= 200ft 3 0 01 -0 02 0 02 0 05 Dsgn L = 2 00 ft 4 0 01 -0 02 0 02 0 05 +D+0 750Lr+0 750L+0 750W+H Dsgn L= 2 00ft 1 013 -010 013 0 31 Dsgn L= 2 00ft 2 0 01 -010 010 0 09 Dsgn L= 2 00ft 3 0 02 -0 02 0 02 0 06 Dsgn L= 200ft 4 0 01 -0 02 0 02 0 05 +D+0 750L+0 750S+0 750W+H Dsgn L= 2 00ft 1 013 -010 013 0 31 Dsgn L= 2 00ft 2 0 01 -010 010 0 09 Dsgn L= 2 00ft 3 0 02 -0 02 0 02 0 06 Dsgn L= 2 00ft 4 0 01 -0 02 0 02 0 05 +D+0 750Lr+0 750L+0 5250E+H Dsgn L= 2 00ft 1 0 06 -0 05 0 06 016 Dsgn L= 2 00ft 2 0 00 -0 05 0 05 0 07 Dsgn L= 2 00ft 3 0 01 -0 02 0 02 0 05 Dsgn L = 2 00 ft 4 0 01 -0 02 0 02 0 05 +D+0 750L+0 750S+0 5250E+H Dsgn L = 2 00 ft 1 0 06 -0 05 0 06 016 Dsgn L= 2 00ft 2 0 00 -0 05 0 05 0 07 Dsgn L = 2 00 ft 3 0 01 -0 02 0 02 0 05 Dsgn L= 200ft 4 0 01 -0 02 0 02 0 05 +0 60D+W+H Dsgn L = 2 00 ft 1 013 -0 09 013 0 30 Dsgn L= 2 00ft 2 0 01 -0 09 0 09 0 08 Dsgn L= 2 00ft 3 0 02 -0 02 0 02 0 04 Dsgn L= 2 00ft 4 0 01 -0 02 0 02 0 03 +0 60D+0 70E+H Dsgn L= 200ft 1 0 04 -0 03 0 04 0 10 Dsgn L= 200ft 2 0 00 -0 03 0 03 0 04 Dsgn L= 200ft 3 0 01 -0 01 0 01 0 03 Dsgn L = 2 00 ft 4 0 01 -0 01 0 01 0 03 Overall Maximum Deflections -Unfactored Loads 1 Load Combination Span Max "-" Defl Location in Span Load Combination Max "+" Defl Summary of Shear Values Vnx Vnx/Omega Location in Span D+W D+W DOnly Vertical Reactions - Unfactored 0 2958 OOOOO 0 0333 0 0192 0980 0 980 0 816 1 184 D+W WOnly Support notation Far left is #1 OOOOO -0 0957 OOOOO -0 0028 Values in KIPS 0 245 0 735 0 735 0 245 Load Combination Supporti Support 2 Support 3 Support 4 Support 5 Overall M/\Ximum DOnly WOnly D+W 0 251 0 466 0 049 0 113 0 031 0 112 0 229 0 049 0 101 0 031 0 140 0 238 -0 048 0 012 -0 002 0 251 0 466 0 002 0 113 0 029 Pizza Port - Solar General Beam Analysis File = P\113\113153-1\ENG\PIZZAP~1 EC6 U ENERCALC INC 1983 2013, Build 6 13 2 27, Ver 6 13 2 27 | 1 Lie. #: KW-06000416 Licensee : KPFF Descnption Sheathing Loading - CASE 2 General Beam Properties Elastic Modulus Span #1 Span #2 Span #3 Span #4 900 0 ksi Span Length = Span Length = Span Length = Span Length = 20 ft 20 ft 20 ft 20 ft Area = Area = Area = Area = 18 0 in'^2 18 0 in'^2 18 0 in'^2 18 0 in'^2 Moment of inertia Moment of Inertia Moment of Inertia Moment of Inertia 0 3750 inM 0 3750 inM 0 3750 inM 0 3750 inM D(0 1590) W(0 2810) ^ ^ ^ 13(0 04125) Span = 2 0 ft Span = 2 0 ft Span = 2 0 ft Span = 2 0 ft Applied Loads Service loads entered Load Factors will be applied for calculations Loads on all spans Uniform Load on ALL spans D = Partial Length Uniform Load D = DESIGN SOMMARY 0 04125k/ft, TributarvWidth = 1 Ofl 0 1590, W = 0 2810 k/ft, Extent = 2 396 ~» 3 604 fl Maximum Bending = Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0 119 k-ft +D+W+H 0 980ft Span # 2 0 000 in 0 000 in 0 210 in -0 076 in Maximum Shear = Load Combination Location of maximum on span Span # where maximum occurs 0 3072 k +D+W+H 2 000 ft Span # 2 Maximum Forces & Stresses for Load Combinations Load Combinalion Segment Length Max Slress Ratios Summary of Moment Values Span# M V Mmax + Mmax - Ma - Max Summary of Shear Values Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall M/\Ximum Envelope Dsgn L = 2 00ft 1 0 00 -0 09 0 09 0 31 Dsgn L = 2 00ft 2 012 -0 09 012 0 31 Dsgn L = 2 00ft 3 -0 00 -0 09 0 09 0 09 Dsgn L = 2 00ft 4 0 02 -0 01 0 02 0 05 DOnly Dsgn L = 2 00ft 1 0 00 -0 04 0 04 0 14 Dsgn L = 2 00ft 2 0 05 -0 04 0 05 0 14 Dsgn L = 2 00ft 3 -0 00 -0 04 0 04 0 06 Dsgn L = 2 00ft 4 0 02 -0 01 0 02 0 05 +D+L+H Dsgn L = 2 00ft 1 0 00 -0 04 0 04 014 Dsgn L = 200ft 2 0 05 -004 005 014 Dsgn L = 2 00ft 3 -0 00 -0 04 0 04 0 06 Dsgn L = 2 00ft 4 0 02 -0 01 0 02 0 05 +D+Lr+H Dsgn L = 2 00ft 1 0 00 -0 04 0 04 014 Dsgn L = 2 00ft 2 0 05 -0 04 0 05 014 Dsgn L = 2 00ft 3 -0 00 -0 04 0 04 0 06 Dsgn L = 2 00ft 4 0 02 -0 01 0 02 0 05 +D+S+H Dsgn L = 2 00ft 1 0 00 -0 04 0 04 014 Dsgn L = 200ft 2 0 05 -0 04 0 05 014 Dsgn L = 200ft 3 -0 00 -0 04 0 04 0 06 Dsgn L = 200ft 4 0 02 -0 01 0 02 0 05 +D+0 750Lr+0 750L+H Dsgn L = 2 00ft 1 0 00 -0 04 0 04 014 Dsgn L = 2 00ft 2 0 05 -0 04 0 05 014 Dsgn L = 2 00ft 3 -0 00 -0 04 0 04 0 06 8 Pizza Port - Solar General Beam Analysis LiC;#:iKW-06000416 Description Sheathing Loading - CASE 2 File = P \113\113153-1\ENG\PIZZAP-1 EC6 ENERCALCINC 1983 2013 Build 6 13 2 27, Ver 6 13 2 27 Licensee: KPFF.. Load Combination Max Stress Ratios Summary of Moment Values Summary ot Shear Values Segment Length Span # M V Mmax + Mmax-Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn L= 200ft 4 0 02 -0 01 0 02 0 05 +D+0 750L+0 750S+H Dsgn L= 2 00ft 1 0 00 -0 04 0 04 014 Dsgn L= 2 00ft 2 0 05 -0 04 0 05 014 Dsgn L= 2 00ft 3 -0 00 -0 04 0 04 0 06 Dsgn L= 2 00ft 4 0 02 -0 01 0 02 0 05 +D+W+H Dsgn L= 2 00ft 1 -0 09 0 09 0 31 Dsgn L= 2 00ft 2 012 -0 09 012 0 31 Dsgn L= 2 00ft 3 0 00 -0 09 0 09 0 09 Dsgn L= 2 00ft 4 0 02 0 02 0 04 +D+0 70E+H Dsgn L= 2 00ft 1 0 00 -0 04 0 04 014 Dsgn L= 2 00ft 2 0 05 -0 04 0 05 014 Dsgn L= 2 00ft 3 -0 00 -0 04 0 04 0 06 Dsgn L= 2 00ft 4 0 02 -0 01 0 02 0 05 +D+0 750Lr+0 750L+0 750W+H Dsgn L= 200ft 1 0 00 -0 08 0 08 0 26 Dsgn L= 2 00ft 2 010 -0 08 010 0 26 Dsgn L= 2 00ft 3 -0 00 -0 07 0 07 0 08 Dsgn L= 2 00ft 4 0 02 -0 00 0 02 0 04 +D+0 750L+0 750S+0 750W+H Dsgn L= 2 00ft 1 0 00 -0 08 0 08 0 26 Dsgn L= 2 00ft 2 010 -0 08 010 0 26 Dsgn L= 2 00ft 3 -0 00 -0 07 0 07 0 08 Dsgn L= 2 00ft 4 0 02 -0 00 0 02 0 04 +D+0 750Lr+0 750L+0 5250E+H Dsgn L= 2 00ft 1 0 00 -0 04 0 04 014 Dsgn L= 2 00ft 2 0 05 -0 04 0 05 014 Dsgn L= 2 00ft 3 -0 00 -0 04 0 04 0 06 Dsgn L= 2 00ft 4 0 02 -0 01 0 02 0 05 +D+0 750L+0 750S+0 5250E+H Dsgn L= 2 00ft 1 0 00 -0 04 0 04 014 Dsgn L= 2 00ft ' 2 0 05 -0 04 0 05 014 Dsgn L = 2 00 ft 3 -0 00 -0 04 0 04 0 06 Dsgn L= 2 00ft 4 0 02 -0 01 0 02 0 05 +0 60D+W+H Dsgn L= 200ft 1 -0 07 0 07 0 25 Dsgn L= 200ft 2 010 -0 07 010 0 25 Dsgn L= 2 00ft 3 0 01 -0 07 0 07 0 06 Dsgn L = 2 00 ft 4 0 02 0 02 0 03 +0 60D+0 70E+H Dsgn L= 2 00ft 1 0 00 -0 03 0 03 0 08 Dsgn L= 2 00ft 2 0 03 -0 03 0 03 0 08 Dsgn L= 2 00ft 3 -0 00 -0 02 0 02 0 03 Dsgn L= 2 00ft 4 0 01 -0 01 0 01 0 03 Overall Maximum Deflections • Unfactored Loads 1 Load Combination Span Max "-" Defl Location in Span Load Combination Max "+" Defl Location in Span 1 OOOOO 1020 D+W -0 0732 1 265 D+W 2 0 2102 1020 OOOOO 1 265 3 OOOOO 1020 D+W -0 0756 0 776 D+W 4 0 0469 1020 OOOOO 0 776 Vertical Reactions - Unfactored 1 Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Overall MAXimum -0 022 0 391 0 392 0 074 0 042 DOnly 0 020 0 202 0191 0 074 0 036 WOnly -0 022 0190 0 202 -0 036 0 006 D+W -0 002 0 391 0 392 0 038 0 042 9 Pizza Port - Solar EBB Consulting Engineers 3131 Cammo Del Rio North, Suite 1080 San Diego, CA 92108 (619) 521-8500 Fax (619) 521-8591 proiect P\^^A fear-SoLA^ location client dale H sheet no )ob no 3A^^ 9{M)^ L^Kyg(n[ = 2(^i4.5* 2^ 1^''^ = h2_- lb -i- 34o lb = 5-32^ lb 10 y Pizza Port - Solar jUJJSnSP' Consulting Engineers 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 (619) 521-8500 Fax (619) 521-8591 proiec. tfaeT - Sot-Aft. by sheet no jUJJSnSP' Consulting Engineers 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 (619) 521-8500 Fax (619) 521-8591 location CA^L^AO, CA date 4 / )3 sheet no jUJJSnSP' Consulting Engineers 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 (619) 521-8500 Fax (619) 521-8591 client "DOUOWAK) feOuAl^ lobno 1 1 ^ 1 _ l\z)\ 53 jUJJSnSP' Consulting Engineers 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 (619) 521-8500 Fax (619) 521-8591 lobno 1 1 ^ 1 _ l\z)\ 53 3' 7^ 7~i l53" ps{^ P€R Sc^toLii\i\C BO^ LPA.D Aovi'Sop-v-^) = l^5'(^i|3^3) 6^79 lb T £ hZ lb 1^ 7 4 ASsuwKJei 3xG MAice^^s 11 Pizza Port - Solar ^^^^•JEjy Consulting Engiueois 3131 Cammo Del Rio North, Suite 1080 San Diego, CA 92108 (619) 521-8500 Fax (619) 521-8591 proiec. 1^1 ^^A ?0^- S0U^?~. by SGi sheet no ^^^^•JEjy Consulting Engiueois 3131 Cammo Del Rio North, Suite 1080 San Diego, CA 92108 (619) 521-8500 Fax (619) 521-8591 location date ^ 12? sheet no ^^^^•JEjy Consulting Engiueois 3131 Cammo Del Rio North, Suite 1080 San Diego, CA 92108 (619) 521-8500 Fax (619) 521-8591 client job no ^^^^•JEjy Consulting Engiueois 3131 Cammo Del Rio North, Suite 1080 San Diego, CA 92108 (619) 521-8500 Fax (619) 521-8591 c V I; ^ 9. 325 tt 1^ u '10 ( M\<5c ) 11 C/=y 9b¥- 12 Pizza Port - Solar Wood Beam File = P \113\113153-1\ENG\PIZZAP~1 EC6 b ENERCALCINC 1983 2013, Build 6 13 2 27, Ver 6 13 2 27 | |Lic.#: KW-06000416 Licensee : KPFF; Description (E) 2x6 Sub-Purlins - CASE 1 CODEREFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set ASCE 7-05 Material Properties Analysis Method Allowable Stress Design Fb - Tension Load Combination ASCE 7-05 Fb - Compr Fc - Prll Wood Species Douglas Fir - Larch Fc - Perp Wood Grade No 2 Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsion buckling 900 0 psi 900 0 psi 1,350 0 psi 625 0 psi 180 Opsi 575 0 psi E Modulus of Elasticity Ebend-xx 1,600 Oksi Eminbend-xx 580 Oksi Density 32 210 pcf Repetitive Member Stress Increase D(0 0234) D(0 T522) W(0 2695) * • » » • t t D(0 1522)WfO 2695) T t D(0 1522) W(0 2695) + + t > + 2x6 Span = 7 540 ft Applied Loads Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load D = 0 1522, W = 0 2695 k/ft, Extent = 3 396 -» 4 604 ft, Tributary Width = 1 0 fl Uniform Load D = 0 1522, W = 0 2695 k/ft, Extent = 6 396 ~» 7 540 ft, Tributary Width = 1 0 fl Uniform Load D = 0 1522, W = 0 2695 k/ft, Extent = 00 ~» 1 021 ft, Tnbutary Width = 1 0 fl Uniform Load D = 0 01170 ksf, Tnbutary Width = 2 0 ft DESIGNSUMMARY " ' I Maximum Bending Stress Ratio Section used for this span i fb Actual FB Allowable I Load Combination Location of maximum on span Span # where maximum occurs , IVlaximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0 964. 1 Maximum Shear Stress Ratio 2x6 Section used for this span 2,075 95 psi fv Actual 2,152 80psi Fv Allowable +D+W+H Load Combination 3 963 ft Location of maximum on span Span # 1 Span # where maximum occurs 0 000 in Ratio = 0 <360 0 000 in Ratio = 0 <360 0 380 in Ratio = 238 0 000 in Ratio = 0 <180 Design OK 0 406 1 2x6 117 02 psi 288 00 psi +D+W+H 7 100 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span* M V Cd C FA/ C| Cr Cm Ct CL M ft) Fb V fv Fv DOnly 1 30 1 00 1 15 1 00 100 1 00 0 00 0 00 0 00 0 00 Length = 7 540 ft 1 0 769 0 321 0 90 1 30 1 00 1 15 100 100 1 00 0 59 930 71 1210 95 0 29 52 00 162 00 +D+L+H 1 30 1 00 1 15 1 00 1 00 1 00 0 00 0 00 0 00 0 00 Length = 7 540 ft 1 0 692 0 289 1 00 1 30 1 00 1 15 1 00 1 00 1 00 0 59 930 71 1345 50 0 29 52 00 180 00 +D+Lr+H 1 30 1 00 1 15 100 1 00 1 00 0 00 0 00 0 00 0 00 Length = 7 540 ft 1 0 553 0 231 1 25 1 30 1 00 1 15 1 00 1 00 1 00 0 59 930 71 1681 88 0 29 52 00 225 00 13 Pizza Port - Solar Wood Beam Lie. #: KW-06000416 File = P\113\113153-1\ENG\PI22AP-1 EC6 ENERCALC INC 1983 2013, Build 6 13 2 27, Ver 6 13 2 27 Licensee : KPFF Description Load Combination (E) 2x6 Sub-Purlins-CASEl Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FA/ c, Cr C m Cf CL M fb Fb V fv FV +D+S+H 1 30 1 00 1 15 100 1 00 100 0 00 0 00 0 00 000 Length = 7 540 ft 1 0 601 0 251 1 15 1 30 1 00 1 15 100 1 00 1 00 0 59 930 71 1547 33 0 29 52 00 207 00 +D+0 750Lr+0 750L+H 1 30 1 00 1 15 1 00 1 00 1 00 0 00 0 00 0 00 0 00 Length = 7 540 ft 1 0 553 0 231 1 25 1 30 1 00 1 15 1 00 100 1 00 0 59 930 71 1681 88 0 29 52 00 225 00 +D+0 750L+0 750S+H 1 30 1 00 1 15 1 00 100 1 00 0 00 0 00 0 00 0 00 Length = 7 540 ft 1 0 601 0 251 1 15 1 30 1 00 1 15 1 00 1 00 1 00 0 59 930 71 1547 33 0 29 52 00 207 00 +D+W+H 1 30 1 00 1 15 1 00 1 00 1 00 0 00 0 00 0 00 0 00 Length = 7 540 ft 1 0 964 0 406 160 1 30 100 1 15 100 100 100 131 2,075 95 2152 80 0 64 117 02 28800 +D+0 70E+H 1 30 1 00 1 15 1 00 1 00 1 00 0 00 0 00 0 00 0 00 Length = 7 540 ft 1 0 432 0181 1 60 1 30 1 00 1 15 1 00 100 1 00 0 59 930 71 2152 80 0 29 52 00 288 00 +D+0 750Lr+0 750L+0 750W+H 1 30 1 00 1 15 1 00 1 00 1 00 0 00 0 00 0 00 0 00 Length = 7 540 ft 1 0 831 0 350 1 60 1 30 1 00 1 15 1 00 1 00 1 00 1 13 1,789 64 2152 80 0 55 100 77 288 00 +D+0 750L+0 750S+0 750W+H 1 30 1 00 1 15 1 00 1 00 1 00 0 00 0 00 0 00 0 00 Length = 7 540 ft 1 0 831 0 350 1 60 1 30 1 00 1 15 100 1 00 1 00 1 13 1,789 64 2152 80 0 55 100 77 288 00 +D+0 750Lr+0 750L+0 5250E+H 1 30 100 1 15 100 100 1 00 0 00 000 000 000 Length = 7 540 ft 1 0 432 0181 1 60 1 30 1 00 1 15 1 00 1 00 1 00 0 59 930 71 2152 80 0 29 52 00 288 00 +D+0 750L+0 750S+0 5250E+H 1 30 1 00 1 15 1 00 1 00 1 00 0 00 0 00 0 00 0 00 Length = 7 540 ft 1 0 432 0181 1 60 1 30 1 00 1 15 1 00 100 1 00 0 59 930 71 2152 80 0 29 52 00 288 00 +0 60D+W+H 1 30 1 00 1 15 1 00 1 00 1 00 0 00 0 00 0 00 0 00 Length = 7 540 ft 1 0 791 0 334 1 60 1 30 1 00 1 15 1 00 1 00 1 00 1 07 1,703 66 2152 80 0 53 96 22 288 00 +0 60D+0 70E+H 1 30 1 00 1 15 1 00 1 00 1 00 0 00 0 00 0 00 0 00 Length = 7 540 ft 1 0 259 0108 160 1 30 100 1 15 100 100 1 00 0 35 558 42 2152 80 017 31 20 288 00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max "-" Defl Location in Span Load Combination Max "+" Defl Location in Span D+W 1 Vertical Reactions - Unfactored 0 3798 3 853 Support notation Far left is #1 OOOOO Values in KIPS OOOO Load Combination Support 1 Support 2 Overall M/\Ximum DOnly WOnly D+W 0 772 0 340 0 433 0 772 0 840 0 364 0 476 0 840 14 Pizza Port - Solar Wood Beam File = P\113\113153-1\ENG\PIZZAP-1 EC6 L ENERCALCINC 1983 2013 Build6 13227,Ver6 13227 | 1 Lie. # : KW-06000416 ,:;;:v::-:.r-.,^ .v;*--;Licensee : KPFF;, Description (E) 2x6 Sub-Purlins - CASE 2 CODEREFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set ASCE 7-05 Material Properties Analysis Method Allowable Stress Design Load Combination ASCE 7-05 Wood Species Wood Grade Douglas Fir- No 2 Larch Beam Bracing Beam is Fully Braced against lateral-torsion buckling Fb-Tension 900 0 psi £ Modulus of Elasticity Fb-Compr 900 0 psi Ebend- xx 1,600 Oksi Fc-Prll 1,350 0 psi Eminbend - xx 580 Oksi Fc-Perp 625 0 psi Fv 180 Opsi Ft 575 0 psi Density 32 210 pcf Repetitive Member Stress Increase 0(0 0234) D(0 1522) W(0 2695) D(0 1522)Vy(0 2695) 2x6 Span = 7 542 ft Applied Loads Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load D = 0 1522, W = 0 2695 k/ft. Extent = 1 896 ~» 3104 ft, Tnbutary Width •• Uniform Load D = 0 1522, W = 0 2695 k/ft, Extent = 4 896 ~» 6 104 ft, Tributary Width •• Uniform Load D = 0 01170 ksf, Tnbutary Width = 2 0 ft DESIGNSUMMARY 1 Ofl 1 Ofl Maximum Bending Stress Ratio [ Section used for this span fb Actual FB Allowable Load Combination Location of maximum on span Span # where maximum occurs ' Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection , Max Downward Total Deflection Max Upward Total Deflection 0 996 1 Maximum Shear Stress Ratio 2x6 Section used for this span 2,144 54 psi fv Actual 2,152 80psi Fv Allowable +D+W+1-I Load Combination 3 083ft Location of maximum on span Span # 1 Span # where maximum occurs 0 000 in Ratio = 0 <360 0 000 in Ratio = 0 <360 0 428 in Ratio = 211 0 000 in Ratio = 0 <180 Design OK 0 394 1 2x6 113 54 psi 288 00 psi +D+W+H 7101ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FA/ c, Cr C m Ct CL M ft) F'b V fv FV DOnly 1 30 1 00 1 15 1 00 100 1 00 0 00 0 00 0 00 0 00 Length = 7 542 ft 1 0 786 0 313 0 90 1 30 1 00 1 15 1 00 1 00 1 00 0 60 951 22 1210 95 028 50 75 162 00 +D+L+H 1 30 1 00 1 15 1 00 1 00 1 00 0 00 0 00 0 00 0 00 Length = 7 542 ft 1 0 707 0 282 1 00 1 30 100 1 15 1 00 1 00 1 00 0 60 951 22 1345 50 0 28 50 75 180 00 +D+Lr+H 1 30 1 00 1 15 1 00 1 00 1 00 0 00 0 00 0 00 0 00 Length = 7 542 ft 1 0 566 0 226 1 25 1 30 1 00 1 15 1 00 1 00 1 00 0 60 951 22 1681 88 028 50 75 225 00 +D+S+H 1 30 1 00 1 15 1 00 1 00 1 00 0 00 0 00 0 00 0 00 15 Pizza Port - Solar Wood Beam Lfc:#: KW-06000416 Description (E) 2x6Sub-Purlins-CASE2 File = P\113l113153-1\ENG\PIZZAP-1 EC6 ENERCALC, INC 1983-2013, Build 6 13 2 27, Ver 6 13 2 27 Licensee: KPFF; Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span* M V Cd C FN C| Cr C m Ct CL M ft) Fb V fv Fv Length = 7 542 ft 1 0 615 0 245 1 15 1 30 1 00 1 15 1 00 1 00 1 00 0 60 951 22 1547 33 0 28 50 75 207 00 +D+0 750Lr+0 750L+H 130 1 00 1 15 1 00 1 00 1 00 0 00 0 00 0 00 0 00 Length = 7 542 ft 1 0 566 0 226 1 25 1 30 1 00 1 15 1 00 1 00 1 00 0 60 951 22 1681 88 0 28 50 75 225 00 +D+0 750L+0 750S+H 1 30 1 00 1 15 1 00 1 00 1 00 0 00 0 00 0 00 0 00 Length = 7 542 ft 1 0615 0 245 1 15 130 100 1 15 1 00 1 00 1 00 0 60 951 22 1547 33 0 28 50 75 207 00 +D+W+H 1 30 1 00 1 15 1 00 100 1 00 0 00 0 00 0 00 0 00 Length = 7 542 ft 1 0 996 0 394 1 60 1 30 1 00 1 15 1 00 1 00 1 00 1 35 2,144 54 2152 80 0 62 113 54 288 00 +D+0 70E+H 130 100 1 15 1 00 100 100 0 00 0 00 0 00 0 00 Length = 7 542 ft 1 0 442 0176 1 60 1 30 1 00 1 15 1 00 100 1 00 0 60 951 22 2152 80 0 28 50 75 288 00 +D+0 750Lr+0 750L+0 750W+H 1 30 1 00 1 15 1 00 1 00 1 00 0 00 0 00 0 00 0 00 Length = 7 542 ft 1 0 857 0 340 1 60 130 100 1 15 1 00 100 100 1 16 1,845 90 2152 80 0 54 97 84 288 00 +D+0 750L+0 750S+0 750W+H 1 30 1 00 1 15 1 00 100 1 00 0 00 0 00 0 00 0 00 Length = 7 542 ft 1 0 857 0 340 1 60 1 30 1 00 1 15 1 00 1 00 1 00 1 16 1,845 90 2152 80 0 54 97 84 288 00 +D+0 750Lr+0 750L+0 5250E+H 130 100 1 15 100 100 1 00 0 00 0 00 0 00 0 00 Length = 7 542 ft 1 0 442 0176 1 60 1 30 1 00 1 15 1 00 1 00 1 00 0 60 951 22 2152 80 0 28 50 75 288 00 +D+0 750L+0 750S+0 5250E+H 1 30 1 00 1 15 1 00 1 00 1 00 0 00 0 00 0 00 0 00 Length = 7 542 ft 1 0 442 0176 160 130 100 1 15 1 00 100 1 00 0 60 951 22 2152 80 0 28 50 75 288 00 +0 60D+W+H 1 30 1 00 1 15 1 00 1 00 1 00 0 00 0 00 0 00 0 00 Length = 7 542 ft 1 0 820 0 324 1 60 1 30 1 00 1 15 1 00 1 00 1 00 111 1,764 70 2152 80 0 51 93 24 288 00 +060D+0 70E+H 130 100 1 15 100 100 1 00 000 000 0 00 000 Length = 7 542 ft 1 0 265 0106 1 60 1 30 1 00 1 15 1 00 100 1 00 0 36 570 73 2152 80 017 30 45 288 00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max "-" Defl Location in Span Load Combination Max "+" Defl Location in Span D+W Vertical Reactions - Unfactored 04279 3 798 j Support notation Far left is #1 OOOOO Values in KIPS OOOO Load Combination Support 1 Support 2 Overall MAXimum DOnly WOnly D+W 0 574 0 268 0 306 0 574 0 636 0 290 0 345 0 636 16 Pizza Port - Solar kpff Consulting Engineers 3131 Camino Del Rio North, Suite 1080 San Diego CA 92108 (619) 521-8500 Fax (619) 521 8591 Project Pizza Port - Solar By SG Sheet No kpff Consulting Engineers 3131 Camino Del Rio North, Suite 1080 San Diego CA 92108 (619) 521-8500 Fax (619) 521 8591 Location Carisbad, CA Date 4/16/2013 Sheet No kpff Consulting Engineers 3131 Camino Del Rio North, Suite 1080 San Diego CA 92108 (619) 521-8500 Fax (619) 521 8591 Ghent Equip ID Sullivan Solar Power Job No 11315300 kpff Consulting Engineers 3131 Camino Del Rio North, Suite 1080 San Diego CA 92108 (619) 521-8500 Fax (619) 521 8591 Ghent Equip ID PVP-30kW-LV Job No 11315300 EQUIPMENT ANCHORAGE Floor ti/tounted witti Unsymmetrical or Rectangular h/lultiple Bolt Group Pattern (2010-CBC) Equipment Descnption Base W = weight of equipment / = overall length VV = overall width h = height of C G above base Center of Mass Location CGx = dist in x-dir from Origin CGy = dist in y-dir from Origin n = # of anchors m = # of bolts @ each anchor Seismic Accelerations ap = amplification factor Rp = response factor SDS = spectral acceleration Ip = Imp Factor (cf 13 13) Fh = from (13 3 1 132-2 13 3-3) Fv = vertical force = 0 2SDSWP POWERED PVP-30kW-LV 125 13 2 5 0 753 1 172 114 760 Ib 30 375 in 25 in 15 25 in Ib Ib z = 31 = 0 23 Wp = 0 16 Wp PLAN AT BASE Bolt Group Properties Xbar = x-dist of C R from Origin ybar = y-dist of C R from Ongin e^ = x-eccen of C G from C R By = y-eccen of C G from C R ,T = Sum (dy,^) yT = Sum (dx,^) = lxT-polarT " XV = Sum (dy,^) yv = Sum (dx,^) polarV ~ Uv lyV 12 56 in 15 18875 in 0 06 m 2 19 in 385 in^ 457 in' 842 in' 385 in' 457 in' 842 in' BOLT LOCATIONS (up to 20 anchors) # X Y Shear in X Shear in Y dx' d/ d' 1 1 75 5 38 Yes Yes 1169 96 31 2132 2 23 25 5 38 Yes Yes 1142 96 21 2104 3 23 25 25 00 Yes Yes 114 2 96 26 210 5 4 2 00 25 00 Yes Yes 111 6 96 26 207 8 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 T ^ T FRONT ELEVATION P \113\113153_Pi22a_Port_Carlsbad_Solar\ENG\PVP30 Post Installed Anchorage - CBC 2010 / Anchorage Spreadsheet I476/ Pizza Port - Solar kpff Consulting Engineers 3131 Camino Del Rio North Suite 1080 San Diego CA 92108 (619) 521-8500 Fax (619) 521 8591 Project Pizza Port - Solar By SG Sheet No kpff Consulting Engineers 3131 Camino Del Rio North Suite 1080 San Diego CA 92108 (619) 521-8500 Fax (619) 521 8591 Location Carisbad, CA Date 4/16/2013 Sheet No kpff Consulting Engineers 3131 Camino Del Rio North Suite 1080 San Diego CA 92108 (619) 521-8500 Fax (619) 521 8591 Client Equip ID Sullivan Solar Power Job No 11315300 kpff Consulting Engineers 3131 Camino Del Rio North Suite 1080 San Diego CA 92108 (619) 521-8500 Fax (619) 521 8591 Client Equip ID PVP-30kW-LV Job No 11315300 Bolt Forces Tension(i) = [M, dy/t+M, dx/ly-(0 9W-Fv)/(n*m)I Mx = Fh*sine*h+(0 9W-Fv)*ey My = Fh*cose*h+(0 9W-Fv)*ex Search 0 _max from 0° to 359° to get maximum Tension(i) at each A B Notes for Tension Calculations Below (1) Use Tmax for Connection of Angle to Equipment at Vertical Angle Leg (i e Screws) (2) Use Tmax'EF for Connection of Angle to Base at Honzontal Angle Leg (i e Hitti KB TZ) (3) Eccentncity factor (EF) arises from indirect connection (EF = 1 tfirougti equipment 2 5 single angle -3 channel-plate Note Negative sign means force is in compression This connection is Tension (1) T™, = MAX (Tension(i)) Base Connx Eccentncity Factor (EF) (2) T„/EF through equipment All bolts in compression 0 lb/bolt I ^ 0 lb/bolt # e_max M/dy/l, My*dx/ly (0 9W-Fv)/n"m Tension 1 47 0 -17 0 -41 4 142 4 -83 9 2 132 5 -174 -42 2 142 4 -82 8 3 227 5 -81 0 -42 2 142 4 -19 2 4 312 0 -81 3 -39 7 142 4 -21 4 - Shear Mp = Fh(sine*ex + cos9*ey) V(i) = |Mp*d/lp„,3, + Fh/(n*m)| V„ax = Maximum(V(i)) = 49 lb/bolt Search 6 _max from 0° to 359° to get max V(i) at each A B # 6 _max IVIp*d/lpola, Fh/(n*m) V 1 178 5 6 5 42 9 49 4 2 178 5 65 42 9 49 4 3 178 5 65 42 9 49 4 4 178 5 64 42 9 49 4 P ^113U13153_Pizza_Port_Carlsbad_Solar\ENG\PVP30 - Post Installed Anchorage - CBC 2010 / Anchorage Spreadsheet l-Sa// Pizza Port - Solar Concrete Anchorage (Based on ACI 318-08 w/ 2009 IBC additions) HILTI KWIK BOLT TZ. ICC #ESR-1917. CATEGORY 1 ANCHOR. CONDITION B Job Name Pizza Port - Solar Job# 113153 Equip ID PVP-SCkW-LV Expansion Anchor Bolt Desiqn Bolt Geometry Hlltl KB TZ Stainless Steel 3/8 « w/ 2" Embed Bolt <D = # Bolts in X-direction = X center-to-center spacing between bolts x = X-distance of bolt group, X = # Bolts in Y-direction - y center-to-center spacing between bolts, y = Y-distance of bolt group, Y - Total number of bolts, n = Anchor bolt embedment, h^, = Asa - tula - 0 375 1 0 00 0 00 1 0 00 0 00 1 2 00 0 052 115 <— O K <— O K PLAN ha U ^ ELEVATION ksi Concrete Geometry Normal Weight Concrete 3 00 ksi Edge distance, c, =1 6 00 in <— 0 K Edge distance C2 =' 6 00 in <— 0 K Edge distance, C3 =1 6 00 in <— 0 K Edge distance, C4 =1 6 00 in <— 0 K Concrete thickness, h =< 4 00 in <— 0 K Which direction does maximum shear occur'' j Shear towards edge 'cl Design Forces (See A318-05 - Sec 9 2 for load combinations) Which Load Combinations are you using' ACI318 Sec 9 2 standard LC's Tension Factored DL Factored LL Group EQ Forces^ 0 00 Max Bolt EQ Tension 1 Shear 0 05 Design Tension Load, Nu, = 0 k Tension Load Eccentncity, e'n =' 0 00 Jin Design Shear Load V^, = 0 k Shear Load Eccentricity, e'„ 0 00 lm (9-2 & 9-5) (RDS 2 4) (9-2 & 9-5) (RD 6 2 5) Is the concrete cracked at service level loads'? Are you installing in the underside of concrete over melal deck'' Yes j T No P \113M13153_Pizza_Port_Carlsbad_Solar\ENG\PVP30 Post Installed Anchorage - CBC 2010 / Expansion Anchor Design 19 Pizza Port - Solar Concrete Anchoraqe Job Name Pizza Port - Solar (Based on ACI 318-08 w/2009 IBC additions) Job# 113153 HILTI KWIK BOLT TZ. ICC #ESR-1917. CATEGORY 1 ANCHOR. CONDITION B Equip ID PVP-30kW-LV Destgn Strength of Anchors Steel Tensile Capacity - per bolt ifNsa = *.(n)(A3,)(f„,a) <|lN3a = 45 kips (D-3) 0 75 steel Shear Capacity - per bolt x, = 0 8 when usmg a grout pad, 1 0 for other cases 1 0 (0 6 13) fVsa = i|>v(x,)(n)(V,,) lt>V,a = 1 8 kips (D-20) 0 65 Design Strength of Concrete K = 17 (ICC Tbl6&12) Concrete Breakout in Tension - entire group Vse,s = 1 (D 3 3 3) h'ef = Effective anchor bolt embedment h'ef = 2 00 in (D 5 2 3) VecN = 1 00 (D-9) Afic = Projected concrete failure area ANC = 36 0 m^ (ROS 2 1) VedN = 1 00 (D-10 & D-11) ANCO = 9h'ef^ 36 0 in^ (D-6) WcN = 1 00 (D 5 2 6) Nb = kc(ha,'')Vfc Nb = 26 kips (D-7) VcpN -1 00 (D-12 & D-13) l^Ncb = <t>lcb(ANc/ANco)(VecN)(VedN)(M'cN){VcpN)(Vseis)(Nb) 1>N.b = 1 7 kips {D-4) ifllcb = 0 65 Concrete Pullout Strength of Anchor In Tension - entire group Np = 5% Fractile Testmg Np = 2 3 k (D 5 3 2) 1 (D 3 3 3) Np„fc = NpV(f,/2,500) Np„rc = 26 k ICC Eq 2&3 ycp = 1 00 (D 5 3 6) <l>Np„ = ctHp{n)(Vcp)Np <t'Np„ = 1 7 k (D-14) <!iip -0 65 Concrete Breakout in Shear - entire group V„a breakout = design shear load ^ua breakout ~ 0 05 k M'seis ~ 0 75 (D 3 3 3) Cal = edge distance in direction of shear Cai = 4 0 m {RD6 2 1) Vparallel V -1 00 (D6 2 Ic) Ca2 = mm edge distance perp to shear Ca2 = 60 in (RD6 2 1) VecV = 1 00 (D-26) Ave = Projected Concrete Failure Area Avc = 48 0 in^ {RD6 2 1) VedV = 1 00 (D-27 & D-28) Avco = 4 5(c„)=' Avco " 72 0 in^ (D-23) VcV = 1 00 (D6 2 7) Vb = 7(la/d„)°^Vd„Vfe(C„)' = Vb = 22 k (D-24) ; ¥hv = 1 22 (D6 2 8) itlVcp = ltlvcb(Avc/Avco)(Vparallal v)(Vec v)(¥ed v)(Vc v){Vh v)(Vb) <|)Vcb = 09 k (D-22) <l>vcb = 0 70 Concrete Pryout in Shear - entire group kcp = 1 if hef<2 5 in, 2 if he,>2 5 in kcp -1 0 (D6 3 1) Neb =(ANc/ANpo)(Vec N)(Ved NXVC NXVCP N)(Nb) Ncb = 26 k {D-4) Vsais = 0 75 (D3 3 3) <t>Vep = Mkcp)(Ncb) t>V.p = 1 4 k (D-30) <Kp = 0 70 Tension Design Summary D/C = Nua/(t>N„ D/C Anchor Tensile Strength ^t^,„ 0% <— Governs Concrete Breakout in Tension, ((iNep 0% <— Governs Pullout Strength of Anchor il)Np„ 0% <— Governs Shear Design Summary D/C = V„a/(|)V„ D/C Anchor Shear Slrength, ifV^ 3% - Concrete Breakout m Shear, it)Veb 5% <— Governs Concrete Pryout in Shear, (jjV^p 4% • Combined Shear & Tension in Concrete D/C = Nua/*N„ + Vua/(l)V„<1 2, D/C = 0 05 <— 0 K if N„, > 0 2(j)N„ and V^, > 0 2<|)V„ P M13\113153_Pizza_Port_Carlsbad_Solar\ENG\PVP30 Post Installed Anchorage CBC 2010 / Expansion Anchor Design 20 Pizza Port - Solar kpff Consulting Engineers 3131 Camino Del Rio North Suite 1080 San Diego CA 92108 (619) 521 8500 Fax (619) 521-8591 Project Pizza Port - Solar By SG Sheet No kpff Consulting Engineers 3131 Camino Del Rio North Suite 1080 San Diego CA 92108 (619) 521 8500 Fax (619) 521-8591 Location Carisbad, CA Date 4/16/2013 Sheet No kpff Consulting Engineers 3131 Camino Del Rio North Suite 1080 San Diego CA 92108 (619) 521 8500 Fax (619) 521-8591 Client Equip ID Sullivan Solar Power Job No 113153 00 kpff Consulting Engineers 3131 Camino Del Rio North Suite 1080 San Diego CA 92108 (619) 521 8500 Fax (619) 521-8591 Client Equip ID PVPIOOkW Job No 113153 00 EQUIPMENT ANCHORAGE Floor Mounted with Unsymmetncal or Rectangular Multiple Bolt Group Pattem (2010-CBC) Equipment Descnption Base AE PVPIOOkW W = weight of equipment = 3000 Ib / = overall length = 64 in z = 0 ft w = overall width = 32 in hr = 31 ft h = height of C G above base = 29 50 in Center of Mass Location CG, = dist in x-dir from Ongin CGy = dist in y-dir from Ongin n = # of anchors m = # of bolts @ each anchor 13 25 32 2 5 Seismic Accelerations ap = amplification factor Rp = response factor SDS = spectral acceleration lp = Imp Factor (cf 13 1 3) Fh = from (13 3-1 13 2-2 13 3-3) = 678 Fv= vertical force = 0 2SDSWP = 452 0 753 1 Ib Ib : 0 23 Wp :0 16 Wp 1 \ / CG, O —- -^CD- -X (0,0) 1 •* w PLAN AT BASE Bolt Group Properties Xbar = x-dist of C R from Origin = 16 00 in ybar = y-dist of C R from Ongin = 32 in e>, = x-eccen of C G from C R = 2 75 in ey = y-eccen ofCGfromCR = 0 00 in l,T = Sum (dy,^) = 3906 lyT = Sum (dx,^) = 400 m' polarT = IxT + lyT = 4306 m' ,v = Sum (dy,^) = 3906 m' lyv = Sum (dx,^) = 400 m' IpolarV = Ixv + lyv = 4306 m' BOLT LOCATIONS (up to 20 anchors) # X Y Shear in X Shear in Y dx^ dy^ d^ 1 6 00 0 75 Yes Yes 100 0 976 56 1076 6 2 26 00 0 75 Yes Yes 100 0 976 56 1076 6 3 26 00 63 25 Yes Yes 100 0 976 56 1076 6 4 6 00 63 25 Yes Yes 100 0 976 56 1076 6 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 FRONT ELEVATION P \113\113153_Pizza_Port_Carlsbad_Solar\ENG\PVP100 Post Installed Anchorage - CBC 2010 / Anchorage Spreadsheet 21 6/2013 Pizza Port - Solar kpff Consulting Engineers 3131 Camino Del Rio North Suite 1080 San Diego CA 92108 (619) 521-8500 Fax (619) 521 8591 Project Pizza Port - Solar By SG Sheet No kpff Consulting Engineers 3131 Camino Del Rio North Suite 1080 San Diego CA 92108 (619) 521-8500 Fax (619) 521 8591 Location Carisbad, CA Date 4/16/2013 Sheet No kpff Consulting Engineers 3131 Camino Del Rio North Suite 1080 San Diego CA 92108 (619) 521-8500 Fax (619) 521 8591 Client Equip ID Sullivan Solar Power Job No 113153 00 kpff Consulting Engineers 3131 Camino Del Rio North Suite 1080 San Diego CA 92108 (619) 521-8500 Fax (619) 521 8591 Client Equip ID PVPIOOkW Job No 113153 00 Bolt Forces Tension(i) = (M, dy/l„+M, dx/l,-{0 9W-Fv)/(n*m)J Mx = Fh*sine*h+(0 9W-Fv)*ey My = Fh*cose*h+(0 9W-Fv)*ex Search 9 _max from 0° to 359° to get maximum Tension(i) at each A B Notes for Tension Calculations Below (1) Use Tmax for Connection of Angle to Equipment at Vertical Angle Leg (i e Screws) (2) Use Tmax*EF for Connection of Angle to Base at Horizontal Angle Leg(ie Hilti KB TZ) (3) Eccentncity factor (EF) anses from indirect connection (EF = 1 through equipment 2 5 single angle -3 channel-plate Note Negative sign means force is in compression This connection is Tension (1) T™x = MAX(Tension(i)) Base Connx Eccentncity Factor (EF) (2) T™,*EF through equipment 117 Ib/boft To! 117 Ib/boft # 9 _max M/dy/l, My*dx/ly (0 9W-Fv)/n*m Tension 1 175 -48 1 -322 1 562 0 -191 8 2 162 5 -48 1 -631 2 562 0 1173 3 197 5 -48 1 -631 2 562 0 1173 4 342 5 -48 1 -322 1 562 0 -191 8 Shear Mp = Fh(sin6''e;< + cos9*ey) V(i) = |Mp*d/lpoia, + Fh/(n*m)| Vmax = Maximum(V{i)) = 184 lb/bolt Search 6 _max from 0° to 359° to get max V(i) at each A B # 9 _max Mp'd/lpolar Fh/(n*m) V 1 90 0 14 2 169 4 183 6 2 90 0 142 169 4 183 6 3 90 0 142 169 4 183 6 4 90 0 14 2 169 4 183 6 P \113\113153_Pi2za_Port_Carlsbad_Solar\ENG\PVP100 Post Installed Anchorage - CBC 2010 / Anchorage Spreadsheet 2^1 i/2Q13 Pizza Port - Solar Concrete Anchorage (Based on ACI 318-08 w/ 2009 IBC additions) HILTI KWIK BOLT TZ. ICC #ESR-1917. CATEGORY 1 ANCHOR. CONDITION B Job Name Pizza Port - Solar Job# 113153 Equip ID PVPIOOkW Expansion Anchor Bolt Desiqn Bolt Geometry Hllb KB TZ Stainless Steel 3/8' 0 v»/ 2 Embed Bolt <I> = # Bolts m X-direction = X center-to-center spacing between bolts, x = X-distance of bolt group, X = # Bolts in Y-direction = y center-to-center spacmg between bolts, y - Y-distance of bolt group, Y = Tolal number of bolts, n = Anchor bolt embedment, h^, = As.= tuta - 0 375 1 0 00 0 00 1 0 00 0 00 1 2 00 0 052 115 <— O K <— O K PLAN -t h. ELEVATION ksi Concrete Geometry Normal Weight Concrete f'c = 3 00 ksi Edge distance, c, = 6 00 m <" -OK Edge distance, C2 =' 6 00 in <---OK Edge distance, C3 =' 6 00 in <~ -OK Edge distance, C4 = 6 00 in <" -OK Concrete thickness, h = \ 4 00 in <— -OK Which direction does maximum shear occur''I Sl^^^r towards edge cl Design Forces (See A318-05 - Sec 9 2 for load combinations) Which Load Combinations are you using'' ACI 318 Sec 9 2 standard LCs Factored DL', Factored LL Group EQ Forces' Max Boll EQ Tension 1 Tension 0 12 0 12 Shear 0 18 Design Tension Load, Nu, = 0 k Tension Load Eccentricity, e'n = 0 00 ^ m Design Shear Load, V„a = 0 k Shear Load Eccentncity e', = 0 00 | m (9-2 & 9-5) (RD 5 2 4) (9-2 & 9-5) (RD 6 2 5) Is the concrete cracked at service level loads'' Are you installing in the underside of concrete over metal deck'' Yes • No PM13M13153_Pizza_Port_Carlsbad_Solar\ENG\PVP100 Post Installed Anchorage CBC 2010 / Expansion Anchor Design 23 Pizza Port - Solar Concrete Anchorage Job Name Pizza Port - Solar (Based on ACI 318-08 w/ 2009 IBC additions) Job# 113153 HILTI KWIK BOLT TZ. ICC #ESR-1917. CATEGORY 1 ANCHOR. CONDITION B Equip ID PVPIOOkW Design Strength of Anchors Steel Tensile Capacity - per bolt <l>Nsa = *t(n)(A„)(f„,a) *Nsa = 45 kips (D-3) 1't = 0 75 Steel Shear Capacity - per bolt x, = 0 8 when using a grout pad, 1 0 for other cases 'l 0 ~ (D 6 1 3) it>V,a = (|>»(x,)(n)(V3a) (tlVsa = 1 8 kips (D-20) iK = 0 65 Design Strength of Concrete kc = 17 (ICC Tbl6& 12) Concrete Breakout in Tension - entire group Vseis = 0 75 (0 3 3 3) h'ef = Effective anchor bolt embedment h'ef = 2 00 in (0 5 2 3) VecN -1 00 (D-9) Afjc = Projected concrete failure area ANe = 36 0 in^ (RDS 2 1) VedN -1 00 (D-IO&D-II) ANCO - 9h'ef^ Ar^eo ~ 36 0 m^ (D-6) VcN = 1 00 (D 5 2 6) Nb = Mh•er'')^'fc Nb = 26 kips (D-7) ¥cp N -1 00 (D-12 & D-13) ifNeb = lt>tcb(ANc/ANco)(>l'ec N){Ved N)(VC NXVCP N)(Vseis)(Nb) <l>Neb = 1 3 kips (D-4) Kb = 0 65 Concrete Pullout Strength of Anchor In Tension - entire group Np = 5% Fractile Testing Np = 2 3 k (D 5 3 2) ¥se.s = 0 75 (D 3 3 3) Np„rc = NpV{fe/2,500) Np„fe = 26 k ICC Eq 2&3 VcP = 1 00 (D 5 3 6) <l'Np„ = (tHp(n)(Vcp)Np *Np„ = 1 2 k (D-14) 0 65 Concrete Breakout in Shear - entire group Vua breakout = design Shear load ^ua brealtout ~ 0 18 k Vseis = 0 75 (D 3 3 3) Cal ~ edge distance m direction of shear Cal -4 0 in {RD6 2 1) ^parallel V -1 00 (D6 2 Ic) Ca2 = mm edge distance perp to shear Ca2 = 60 in (RD6 2 1) VeeV = 1 00 (0-26) Ave - Projected Concrete Failure Area Avc = 48 0 in^ (RD6 2 1) VedV = 1 00 (D-27 & D-28) Ave„ = 4 5(Ca,)^ Avco ~ 72 0 in^ (D-23) VPV = 1 00 (0 6 2 7) Vb = 7(le/dp)°S'd„Vfe{Ca,)'' Vb = 22 k (D-24) VhV = 1 22 (D 6 2 8) itlVeb = <t)vcb(Avc/Aveo)(M'parallel vXVee v)(Ved v)(Vc v)(>l'h v)(Vj) <l>Vcb = 09 k (D-22) <I>vcb ~ 0 70 Concrete Pryout m Shear - entire group kep = 1 if he,<2 5 m 2 if h,,>2 5 in kcp -1 0 (D6 3 1) Neb =(ANe'ANco)(Vec N)(¥ed N)(VC N)(<CCP N)(Nb) Neb = 26 k (D-4) Vsais = 0 75 (D 3 3 3) *Vcp = •t).p(kep){Neb) *Vep = 1 4 k (D-30) <|)vp = 0 70 Tension Design Summary D/C = KJ'SfK Die * Anchor Tensile Strength iJiNsa 3% - Concrete Breakout in Tension, tfNcb 9% - Pullout Strength of Anchor <t)Np„ 9% <— Governs Shear Design Summary D/C = Vua/(t)V„ Die Anchor Shear Strength, (JVe, 10% - Concrete Breakout in Shear, (jiVeb 20% <— Governs Concrete Pryout in Shear, ifVep 13% - Combined Shear & Tension in Concrete D/C = N„a/<|)N„ + Vua/(t)V„<1 2, D/C = 0 20 <— 0 K if Nua > 0 2iS>N„ and Vua > 0 2«fV„ P \113\113153_Pi22a_Port_CarlsbaiJ_Solar\ENG\PVP100 Post Installed Anchorage CBC 2010 / Expansion Anchor Design 24 ^USGS DssiQ" Maps Summary Report User-Specified Input Report Title Pizza Port - Solar Tue April 16, 2013 15 57 00 UTC Building Code Reference Document ASCE 7-10 Standard (whicfi makes use of 2008 USGS hazard data) Site Coordinates 33.1275°N, 117 25715°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III Pizza Port - Solar Ooeanslde Buccaneer Park Vista ll Carls&ad Soulh Cerfsbad stite eeich" Carisbad M\ • - ...^ Walnut 's^, / Grove Park w 9 laKe San " r I''^^2 , 1_ UrC-RnfflnSr CmrHan USGS-Provided Output Ss = 1 043 g Sl = 0.404 g S„s = 1 129 g S„i = 0 645 g Sn, = 0 753 g 0.430 g For mformation on how the SS and Sl values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document A MCER Response Spectrum ooo 0 20 0 40 oeo oso i 00 1.30 140 l.SO ISO 2 00 Period. T (sec) D.&S n Vl Design Response Spectrum OOD OOQ 0 30 0 40 0.C0 OSO 1 00 1 30 1,«0 l.GO 1.60 2 00 Period, T (sec) For PGA„, T,^, C^^, and C„i values, please view the detailed report 25 Pizza Port - Solar STANDARD LOAD TABLE FOR LONGSPAN STEEL JOISTS, LH-SERIES Foot (plf) Joist 1 Approx Wt Designation! in Lbs Per Linear Ft Depth in inches Max Load (PIO <29 SAFELOAD* in Lbs Between SPAN IN FEET (Joists only) Depth in inches Max Load (PIO <29 29-33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 24LH03 11 24 401 11620 342 235 339 226 336 218 323 204 307 188 293 175 279 162 267 152 255 141 244 132 234 124 224 116 215 109 207 102 199 96 24LH04 12 24 491 14240 419 288 398 265 379 246 360 227 343 210 327 312 298 285 273 262 138 251 130 241 122 231 114 222 107 24LH04 12 24 491 14240 419 288 398 265 379 246 360 227 343 210 19b 182 169 158 148 262 138 251 130 241 122 231 114 222 107 24LH05 13 24 526 15260 449 308 446 297 440 286 419 264 399 244 380 226 363 210 347 196 331 182 317 171 304 160 291 150 280 141 269 132 258 124 24LH06 16 24 708 20520 604 411 579 382 555 356 530 331 504 306 480 284 457 263 437 245 417 228 399 211 381 197 364 184 348 172 334 161 320 152 24LH07 17 24 777 22540 665 452 638 421 613 393 688 367 565 343 541 320 516 297 491 276 468 257 446 239 426 223 407 208 389 195 373 182 357 171 24LH08 18 24 829 24040 707 480 677 447 649 416 622 388 597 362 572 338 545 314 520 292 497 272 475 254 455 238 435 222 417 208 400 196 384 184 24LH09 21 24 976 28300 832 562 808 530 785 501 764 460 731 424 696 393 663 363 632 337 602 313 574 292 548 272 524 254 501 238 480 223 460 209 24LH10 23 24 1031 29900 882 596 856 559 832 528 809 500 788 474 768 439 737 406 702 378 668 351 637 326 608 304 532 285 558 266 533 249 511 234 24LH11 25 24 1087 31520 927 624 900 588 875 555 851 525 829 498 807 472 787 449 768 418 734 388 701 361 671 337 642 315 616 294 590 276 567 259 <34 34-41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 28LH05 13 28 415 14120 337 219 323 205 310 192 297 180 286 169 275 159 265 150 255 142 246 133 237 126 228 119 220 113 213 107 206 102 199 97 28LH06 16 28 552 18760 448 289 429 270 412 253 395 238 379 223 364 209 350 197 337 186 324 175 313 166 301 156 291 148 281 140 271 133 262 126 28LH07 17 28 623 21180 505 326 484 305 464 285 445 267 427 251 410 236 394 222 379 209 365 197 352 186 339 176 327 166 316 158 305 150 295 142 28LH08 18 28 667 22680 540 348 517 325 496 305 475 285 456 268 438 252 420 236 403 222 387 209 371 196 357 185 344 175 331 165 319 156 308 148 28LH09 21 28 821 27920 667 428 639 400 612 375 586 351 563 329 540 309 519 291 499 274 481 258 463 243 446 228 430 216 415 204 401 193 387 183 28LHia 23 28 898 30540 729 466 704 439 679 414 651 388 625 364 600 342 576 322 554 303 533 285 513 269 495 255 477 241 460 228 444 215 429 204 28LH11 25 28 964 32760 780 498 762 475 736 448 711 423 682 397 655 373 629 351 605 331 582 312 561 294 540 278 521 263 502 249 485 236 468 223 28LH12 27 28 1058 35980 857 545 837 520 818 496 800 476 782 454 766 435 737 408 709 383 682 361 656 340 632 321 609 303 587 285 566 270 546 256 28LH13 30 28 1103 37500 895 569 874 543 854 518 835 495 816 472 799 782 433 766 415 751 396 722 373 694 352 668 332 643 314 620 297 598 281 <39 39 46 1 47-49 SO 51 52 53 54 56 57 58 59 60 61 62 63 64 SO 51 52 53 54 n r )275 153 266 145 257 138 249 131 242 125 234 119 227 114 220 108 214 104 32LH07 16 32 485 18920 18920 379 235 366 223 353 211 341 200 329 189 308 170 298 162 288 154 279 146 271 140 262 133 254 127 247 121 240 116 32LH08 17 32 527 20540 20540 411 255 397 242 383 229 369 216 357 205 i 1 333 184 322 175 312 167 302 159 293 151 284 144 275 137 267 131 259 125 32LH09 21 32 661 25780 25780 516 319 498 302 480 285 463 270 447 256 418 230 404 219 391 208 379 198 367 189 356 180 345 172 335 164 325 157 32LH10 21 32 731 28500 28500 571 352 550 332 531 315 512 297 495 282 482 254 445 240 430 228 416 217 402 206 389 196 376 186 364 178 353 169 32LH11 24 32 801 31220 31220 625 385 602 363 580 343 560 325 541 308 505 277 488 263 473 251 458 239 443 227 429 216 416 206 403 196 390 187 32LH12 27 32 939 36640 36640 734 450 712 428 688 406 664 384 641 364 598 327 578 311 559 295 541 281 524 267' 508 255 492 ' 243 477 -232 463 221 32LH13 30 32 1048 40880 40880 817 500 801 480 785 461 771 444 742 420 690 376 666 354 643 336 621 319 , 600 • '304' 1 581 ' t288 , 562 275 544 • 262 527 249 32LH14 33 32 1079 42080 42080 843 515 826 495 810 476 795 458 780 440 738 395 713 374 688 355 665 337 643, 321 622 304 602 290 583 '.276 564 264 32LH15 35 32 1115 43500 43500 870 532 853 511 837 492 821 473 805 454 776 422 763 407 750 393 725 374 |701 355 678 33'8. 656 322 635 •306 616 292 <43 43-46 47-56 1 57 58 59 60 61 62 -J 64 65 66 67 68 69 70 71 72 36LH07 16 36 393 16900 16900 292 177 283 168 274 160 266 153 258 146 251 140 244 134 237 128 230 122 224 117 218 112 212 107 207 103 201 99 196 95 36LH08 18 36 433 18600 18600 321 194 311 185 302 176 293 158 284 160 276 153 268 146 260 140 253 134 246 128 239 123 233 118 227 113 221 109 215 104 36LH09 21 36 554 23840 23840 1 411 247 398 235 386 224 374 214 363 204 352 195 342 186 333 179 323 171 314 163 306 157 297 150 289 144 282 138 275 133 36LH10 21 36 611 26260 26260 454 273 440 260 426 248 413 236 401 225 389 215 378 206 367 197 357 188 347 180 338 173 328 165 320 159 311 152 303 146 36LH11 23 36 667 28660 28660 495 297 480 283 465 269 451 257 438 246 425 234 412 224 401 214 389 205 378 196 368 188 358 180 348 173 339 166 330 159 36LH12 25 36 798 34300 34300 593 354 575 338 557 322 540 307 523 292 508 279 493 267 478 255 464 243 450 232 437 222 424 213 412 204 400 195 389 187 36LH13 30 36 938 40340 40340 697 415 675 395 654 376 634 359 615 342 596 327 579 312 562 298 546 285 531 273 516 262 502 251 488 240 475 231 463 222 36LH14 36 36 1034 44460 44460 768 456 755 434 729 412 706 392 683 373 661 356 641 339 621 323 602 309 584 295 567 283 551 270 535 259 520 247 505 237 36LH15 36 36 1090 46880 46880 809 480 795 464 781 448 769 434 744 413 721 394 698 375 677 358 656 342 637 327 618 312 600 299 583 286 567 274 551 263 26 Wl Pomrei PVP-30kW-LV ^7r-K!sr'T:T:::. Performance Monitoring 5SI Performance monitonng solutions are available on all PV Powered inverters and include low cost, secure web-based access to PV system status and performance history iered products ^dand KturedlntheUS, tullycontpliam vvith Buy Amencan Act and lily for piojects funded lw federal stimulus (iige. i - 20720 Brinson Boulevard PO Box 7348 Bend, OR 97708 1-541-312-3832 WWWPVPOWEREDCOM The single inverter solution for small commercial installations PV Powered commercial inverters combine the benefits of high reliability, low lifetime cost and leading efficiency into one easy-to-install system The cutting edge design features the latest advances in power technology including an intelligent power module that uses fifth generation, self- protectmg IGBT silicon, the most efficient and reliable silicon technology available System reliability is ensured by superior quality components including an integrated high-efficiency transformer, film-type capacitors, and a medical-grade DC power supply that provides clean, reliable power to system control components The PVP-30kW-LV is designed for trouble-free installation with load break rated AC and DC disconnects The modular design enables rapid field service and field upgrades With corrosion-resistant, aluminum construction and at half the size and weight of comparable products, it can quickly and easily be installed in your preferred location, indoors or out FEATURES • 295-600 VDC operating range • Field-proven design with an exceptionally low part count • Nationwide 10-year warranty standard, 20-year warranty optional • AC auto-phasing simplifies installation • Automatic night disconnect minimizes tare losses • Soft start circuit eliminates a leading source of nuisance faults • Innovative active cooling with sealed electronics keeps critical components cool and clean, maximizing life • Neutral free installation saves time and money • Web-based monitoring of critical system parameters standard 27 Pizza Port - Solar AIR EXHAUST LOUVI (JC IHPur FROU CONSeCIlONS SOLAfl AflRAY(S) \ CONlWiT- KIWKOUr (tVP) DIMENSIONS PVP-30kW-LV AC OUIPUT CONNEtllOtiS OC iiiPUT 10 CRIO r-CONMECIIONS FROM SOLAR ARRAY(S) AC OOTPUT CO" JECTtONS -TO CR© OiSCOHNECI~\^ TOp„ viny •lol— POWER CHARACTERISTICS MODEL Continuous Output Power (kW) Weighteti CEC Efficiency (%) 208 .480 Maximum DC Input Voltage (VOC) DC Peak Power Tracking Range (V) DC Imp Nominal Current (A) AC Nominal Voltage AC Operating Range (V) '208 480 AC Frequency Range (Hz) AC Maximum Continuous Current (A) Standby Losses (W) , , Harmonic Distortion (%THO) Power Factor MECHANICAL SPECIFICATIONS MODEL Enclosure Construaion Mounting Weight (Ibs) Cooling Teifiperature Range (C) Isolation Transformer Standards Approvals Electromagnetic Interference PVP-30kW-LV 30 93 0 93 5 600 295 - 500 107 268Y or 480Y 183-228 422 - 528 ' 59 3 - 60 5 ' V 83 (208V), 36 (480V) 17 <3% >99 PVP-30kW-LV NEMA 3R Aluminum . Pad Mount 760 " Forced Convection -25 to 45 Yes UL 1741, IEEE 1547 Compliant FCC Class A for conducted, FCC Clas^^r radiated %m(moni' %sol^on' asitegu^rd PVP75kWand PVPIOOkW The industry standard for reliability and ease of installation The PV Powered 75kW and lOOkW inverters set the industry standard for high reliability, ease of installation, and lifetime maintainability Their 20-plus year design-life IS enabled by an array of market-leading reliability features including bus bars for all power connections, a sealed electronics module, and an instrumented cooling system resulting in a track record of 99-H% uptime With a best- in-class efficiency of 96%, the highly integrated system IS designed to save installers time and money with load break rated AC & DC service disconnects, certification for installation without a neutral conductor, and exterior mounting flanges for fast and easy anchonng with no pre-dnlling The wide 295-600V MPPT voltage window provides exceptional flexibility and stringing capability with all PV modules including thin film New features include remote disable inputs and an expanded array of monitored subcombiner fusing options The integrated subcominer supports up to 9 inputs totaling 675A and fuse sizes ranging from 70A-600A with monitonng options including 5x110A, 5x125A, 6x1 OOA, and 6x110A A 24V auxiliary power supply, revenue grade meter, and performance monitonng gateway can be added for a completely integrated inverter solution Advanced Energy backs all of its commercial inverters with an industry-leading 10-year nationwide warranty and a comprehensive optional 20-year warranty, plus the best service and support team in the business Supenor Reliability • Engineered pov^cr connections eliminate failure points • Advanced, high-rellabllit/ circuit board system • Redundant cooling system with Smart Air Management™ • Redundant industrial grade power supply for long-life and high quality control power Exceptional Installabiiity & Maintainability • Bottom, and side cable entry • Generous cable bending area • Complete range of fused DC sub-combiner options • Exterior mounting flange for fast and easy anchoring • Error-free AC auto-phasing Easy to Maintain • All mamtenance and service via front and side access • Load break rated AC and DC service disconnects • Positive-locking, tool-free circuit board cage • Optional preventative maintenance program and extended warranty PV Powered ind Sobron pioducu biiill in ihe U S arc fu'ly copipiunt with IIK Buy Aniei icin Act snd rtiiallfy for proiecil funded by tUc federal stimulus package 29 a -ttrt oc a^i r-iM rtil- V.ft W< Wt •I COMKCICMJ^ I VK CWOWl / Pizza Port - Solar ClAtO fl (rc* ItM A/« MOM') /«e coMMcwn T L f*(Mi 000* Hvmis IE —[ > »/• tonou «c Output —c0M«c>«r'S 10 era * Electrical Specifications Continuous Output Power Weifhted CEC Efficienc Maximum DC Input Voltage DC Peak Power Trackinr Rantc Maximum Operating Input Current AC Nominal Voltage AC Operatini Range AC Frequency Range AC Maximum Continuous Current Standby Losses Harmonic Distortion Power Factor Model PVP75kW Model PVPIOOkW Mechanical Specifications fr8'3-H"8v~' '' ~ ril «3-'528V 59 3-<0 5 Hz 208 A 72 A }42W2J7 <3%THD i>9? Model PVP75kW 96% 600 Voc 35<A &oa V Y"48cjy YTiooy Y" ' ^Z'M^I fT83-228V ' "J^^ 423-528 V 593-60 SHZ 278 A 9«A ' <3»H>THD Model PVPIOOkW Enclosure Construction ffvlEMA4 Powder Coated Sleel I ibpiiional SuTnlessSteel I Pad Mount Operatint Ambient Temperature Rame Standby/Storate Ambient Temperature Ranee Isolation Transformer Noise Emission (typical at full load isz59_._i r. I Forced Convection j -40 to 60 'C I <6tdBAat8ft Powder Coated Sleel -11 __Zi [bpUonS Slainteffsfeei Pad Mount Forced Convection -40 to 60 "C <61dBAat8fc Options • Fused Subcombiner • Subcombiner monitoring • Integrated revenue grade meter • integrated data monitoring • 24V auxiliary power supply • Stainless steel " 20-year extended warranty Agency Approvals UL1741,IEEE519,IEEE929. IEEE1S47, CSA 1071-1 FCC Class A for conducted and radiated Performance Monitoring Increase uptime and reduce maintenance costs with integrated performance monitoring hardware that enables connectivity to a variety of software solutions from industry leading monitoring partners The tight integration between Advanced Energy and our monitoring partners creates a superior service and support experience while seamlessly delivering meaningful dau Factory integration and testing of our UL listed monitoring solution ensures high reliability and significantly reduces field installation costs •^-^ 0DECK NOVEDA Arg^ON Specifications arc subject to change without notice fVZ: ADVANCED ZAC ENERGY' Advanced Energy Industi ies Inc 20720 Bnnson Blvd PO Box 7348 Bend 97708 OR U S A T 877 312 3832 sales supporc@aei com wwwadvanced energycomholarenergY Please see www advanced-energy com for worldwide contact tnfoi macion OAdvanevd Ener|ytnttuunst tnc tOII All rijhtt reicrved Printed In U S A Core Roof Mount System Structural Engineering Load Advisory Pizza Port SUNLINK- The following information pertains to the proposed solar array Roof Mount System (RMS) for the subject project only It is intended for use by the Engineer of Record (EOR) for structural adequacy evaluation of the building supporting the array 1 0 GENERAL PROJECT INFORMATION 1 1 Customer 12 Building / Array Owner 1 3 Array Location 1 4 Quote Number 15 Sales Order Number Sullivan Solar Power Pizza Port - Carlsbad 2730 Gateway Road, Carlsbad, CA 92009 1005880 N/A 2 0 SITE & BUILDING INFORMATION Note The followmg parameter values are provided to SunLink by the Customer It remains the responsibility of the Customer to verify with the Engineer of Record and with the Building Official that these values are appropriate for this project, and to notify SunLink immediately if these parameters require adjustment Notes / Reference 2 1 Building Occupancy Category II 2 2 Building Roof Height 31 ft If multiple roof heights, see 7 0 SUB-ARRAY TABLE 2 3 Roofing Surface Unknown 24 Maximum Roof Slope 2 1 % 2 5 Basic Wind Speed (3 sec gust) 85 mph 2 6 Wind Exposure Category c 27 Wind Site Topographic Effects None 2 8 Ground Snow Load Pg = 0 psf 2 9 Site Latitude j Longitude (deg) 33 128 -117 252 2 10 Soil Site Class D 3 0 ARRAY CONFIGURATION & WEIGHT (EXCLUDING BALLAST) Notes / Reference 3 1 Array Layout Drawing 1005880-PPC-041113-MG-R1 dwg 3 2 Sub-array (s) 1&2 3 3 Module ID Number 71-104-06-001 3 4 Module Name Kyocera KD 315GX-LPB Per Customer (spec sheet attached) 3 5 Module Tilt Angle 5 Per Customer & layout drawing 3 6 Row Repeat Spacing 79 3 in 3 7 Number of Modules 385 Per Customer & layout drawing 3 8 Array Planform Area (pfa) 11276 ft^ Roof area covered by array Per Module Array Total 3 9 Module Area ft^ 23 61 9,091 Per attached module datasheet 3 10 Module Weight lb 60 63 23,343 3 11 SunLink RMS Weight lb 43 51 16,789 3 12 Array Weight (Modules + RMS) Ib 104 24 40,132 3 13 Array Weight / Planform Area 3 56 psf SunLink Corporation Proprietary & Confidential Pizza Port - Carlsbac 4lli[\013 Core Roof Mount System Structural Engineering Load Advisory Pizza Port ooliir SUNLINK' 4 0 DESIGN PARAMETERS 41 Wind 411 Air Mass Density Constant 0 00256 4 12 Velocity Press Exp Coefficient K^ = 0 99 4 13 Topographic Factor K^ = 100 4 14 Importance Factor I = 100 4 15 Directionality Factor K<j = 0 85 4 16 Basic Velocity Pressure, q^ q^ = 15 5 psf Notes / Reference ASCE 7-05 Table 6-3 See Line 2 7 above ASCE 7-05 Table 6-1 based on Line 2 1 ASCE 7-05 Table 6-4 if multiple roof heights, see 7 0 SUB-ARRAY TABLE Note Wind pressures on the Core RMS are determined per the ASCE 7 approach p = q^GCp Gust effect factors and pressure coefficients have been determined from boundary layer wind tunnel testing specific to the RMS The testmg is proprietary to SunLmk, and the resulting coefficients are not reported here The testing conforms to ASCE 7 4 2 Snow (not used) 4 3 Earthquake 4 3 1 Mapped Short Period Spectral Response Factor Ss = 110 4 3 2 Site coefficient Fa = 11 4 3 3 Design Short Period Spectral Response Factor SDS = 0 777 4 3 4 Seismic Design Displacement 1 in USGS Seismic Parameters Utility v5 1 0 USGS Seismic Parameters Utility v5 1 0 SunLink Corporation Proprietary & Confidential Pizza Port-Carlsbad 4I1^7D13 Core Roof Mount System Structural Engineering Load Advisory Pizza Port SUNLINK- 5 0 FOOT BEARING REACTIONS 5 1 Foot Dimensions 5 11 Foot Width 5 12 Foot Length 5 13 Foot Contact Area 5 13 Coefficient of Friction 14 50 m 14 50 m 88 99 in^ 0 70 Notes / Reference See Note 1 below 14 50" FOOT PLAN 5 2 Dead Load per Foot See Notes 2 & 6 below Modules Tributary to Interior Foot 1 15 2 2 5 3 3 5 Interior Foot Reaction Ib 111 151 192 232 272 312 5 3 Wmd Load W = CNF qn See Notes 2 through 6 below Total Reaction Shared by Multiple Feet in Roof Edge Zone Edge Zone C^p Table 5 3 1 Modules Tributary to Structural Component 2 4 8 10 16 20 5 3 2 Effective Wind Area (EWA) ft^ 47 23 94 46 188 91 236 14 377 82 472 28 ^^5 3 3 GCp 0 950 0 466 0 349 0 329 0 287 0 267 5 34 Downward Force Coefficient (Cfjp) ft 44 70 43 83 65 71 77 43 107 91 125 47 = GCp EWA Total Reaction Shared by Multiple Feet in Roof Interior Zone • Interior Zone C^p Table 5 3 5 Modules Tributary to Structural Component 2 4 8 10 16 20 5 3 6 Effective Wind Area (EWA) ft^ 47 23 94 46 188 91 236 14 377 82 472 28 5 3 7 GCp 0 950 0 326 0 244 0 230 0 201 0 187 5 3 8 Downward Force Coefficient (C^p) ft^ 44 70 30 68 46 00 54 20 75 54 87 83 = GCp EWA 5 5 Foot Reaction Coefficients Span Condition Maximum Reaction Coefficient Multiply tributary reactions by coefficient to obtain maximum reaction Simple Span Mid-span Feet Third-Span Feet Pair of Feet at Third Point 1 00 1 25 1 10 1 38 SunLink Corporation Proprietary & Confidential Pizza Port - Carlsbad 4/l3/3b73 Core Roof Mount System Structural Engineering Load Advisory Pizza Port SUNLINK- 5 0 FOOT BEARING REACTIONS (Continued) Notes 1 Coefficient of fnction used is based on testing of the foot beanng surface shown in Line 2 3 Notify SunLink if a different coefficient of friction value should be used 2 Loads are unfactored loads 3 When a structural roof component is supporting RMS feet, the following steps are recommended to determine the downward wind load imparted by the array on the structural roof member 1) Determine the roof zone in which the RMS feet are located "Edge Zone" refers to the hatched area shown in the Roof Zoning Plan and "Interior Zone" refers to the area other than the "Edge Zone" 2) Determine the number of RMS feet supported by the structural roof component 3) Determine the number of modules supported by the RMS feet 4) Determine the wind downward force coefficient (C^p) from Section 5 3 5) Multiply the wind downward force coefficient (Cfjp) by the basic velocity pressure (q^) from Section 7 0 SUB-ARRAY TABLE for the subarray at which the RMS feet are evaluated to obtain the total downward wind load (W) 6) Divide the total downward wind load by the number of RMS feet to determine the wind load per foot Lmear interpolation can be used with Line 5 3 4 or Line 5 3 8 to determine the wind downward force coefficient (C^p) for EWA's of 2 to 20 modules Design wind pressure acting on the modules decreases as the amount of module area that the wind IS acting on increases For maximum foot reactions apply coefficients m Section 5 5 to tributary reactions jl r^Edge of Roof <j Interior Zone A Array 1 North H = Building Roof Height ^^^^^^^^^^^^^Edge Zone (Hatched) /////////////////////^^ Roof Zoning Plan 6 0 BALLAST PAN CONFIGURATION 6 1 Ballast block weight 6 2 Coefficient of friction 6 3 64 6 5 Notes 1 Ballast basket type Ballast basket self-weight No of ballast blocks / basket Total weight / basket W^p = 26 Ibs Notes / Reference See Note 1 below lb 0 50 See Note 2 below Bl B2 B3 B4 B5 B6 12 in 24 in ---- 21 6 6 177 6 25 1 10 285 1 ---- Ballast assumed to be 12" x 12" nominal blocks (pavers) equally distnbuted on both sides of ballast basket 2 Customer / EOR to notify SunLink if a different friction coefficient should be used SunLink Corporation Proprietary & Confidential Pizza Port - Carlsbad 4ll34oi3 PRELJMINARY ONLY PRELIMINARY ONLY PREUMINARY ONLY PRELIMINARY ONLY PRELIMINARY ONLY PRELIMINARY ONLY NORTH ? 0 e lk Cmi) 1 0 RMS corrcAn nu for Diu • PRELIMINARY & INFORMATIONAL ONLY NOT TO BE USED FOR PERMITTING DFJAWING HAS NOT BEEN APPROVED BY SUNLINK 3UMLIMK CI IMKBSTREET SUITE. 1*1SM)»S50 (F141SS3 SUNLINK SunUnk Design Studio' Sullivan Solar Power PRELIMINARY ONLY PRELIMINARY ONLY PREUMINARY ONLY PRELIMINARY ONLY 2730 Gateway Road CaifsOad CA 92009 PREUMINARY ONLY CORE 1 0 ROOF MOUNT SYSTEM Kyocera KD GX LPB 315 Array Layout Plan PRELIMINARY ONLY PRELIMINARY ONLY.. BALLAST PAVERS (SEE NOTES ASSEMBLY INSTRUCTIONS) BALLAST BASKET UPPER HOOK LOWER HOOK BALLAST BFIACKET ROOF SURFACE Section - Ballast Pan Scale 1" = 1 -0" SET SCRLW SHAFT COLLAR SOUTH RAIL POST UPPER & LOWER HOOK BALLAST BRACKET MODULE BALLAST BASKET BALLAST PAVERS CENTER/END CLAMP RAIL LINK NORTH RAIL POST z^;y///^///////////////z^zz^^^ Section - Typical Panel Assembly Scale NTS 2'/. FIAIL FIAIL 1/16 1 1. Rail & Link Section Dimensions Scale 6" = 1-0' 1/2 13x4 5 GALVANIZED STEEL HEX HEAD BOLT & NUT RAIL RAIL POST SECTION A A 4 Section - Rail Post to Rail Connection Scale 3" = 1 -0" 1/2 13 GALVANIZED STEEL HEX NUT & THREADED STUDS o o SECTION B B 8 Section - Foot Assembly Scale 3"= I'-O RAIL UPPER HOOK LOWER HOOK BALLAST BRACKET 5 Section - Ballast Bracket to Rail Connection Scale 3* = 1 -0 5/16 0 STAINLESS STEEL BUTTON HEAD CAP SCREW TYP CENTER/END CLAMP 6 Section - Center / End Clamp to Rail Connectton Scale 3" = 1 -0" BALLAST BASKET - CENTER CLAMP 2 Plan - Typical Core Roof Mount System Scale NTS Layout definition Kyocera KD315GX LPB al 5 degrees Layout revised to CORE 1 2. Subarrays updated per customer ^le Defined location of ballast. Updated array notes & details SUNUNK CORPORATION 1010 B STREET SUITE 400 SAN RAFAEL CA 94901 (T) 415 925 9650 (F) 415 925 9636 WWW SUNLINK COM e ^13 SisiLnTli Capo iwin Ttte rlormEliofi on uus dnwina is proprslaiv lo SuriUnk Corporal» o( lf» S nUnk PholovOllBK ».WOul» Mounung SyUera tfiown Do i SUNLINK' INSTALL CONFIDENCE Sullivan Solar Power 2730 Gateway Road Carlsbad CA 92009 CORE ROOF MOUNT SYSTEIVI Quote Reference No 1005880 Sales Order No Kyocera KD 315GX-LPB Titt Angle 5' SLDS Ver 6 0 34 Template Ver 604 Wattage 315 No of Modules 440 DC Stnng Length 10 No of Stnngs 44 Pwr Output (DC) 138 6kW Sections and Details street Numtrer SL2 0 ^PVPowerei PVP/SkWand PVPIOOkW The industry standard for reliability and ease of installation The PV Powered 75kW and lOOkW inverters set the industry standard for high reliability, ease of installation, and lifetime maintainability Their 20-plus year design-life IS enabled by an array of market-leading reliability features including bus bars for all power connections, a sealed electronics module, and an instrumented cooling system resulting in a track record of 99-H% uptime With a best- in-class effiaency of 96%, the highly integrated system IS designed to save installers time and money with load break rated AC & DC service disconnects, certification for installation without a neutral conductor, and exterior mounting flanges for fast and easy anchoring with no pre-dnlling The wide 295-600V MPPT voltage window provides exceptional flexibility and stringing capability with all PV modules including thm film New features indude remote disable inputs and an expanded array of monitored subcombiner fusing options The integrated subcominer supports up to 9 inputs totaling 675A and fuse sizes ranging from 70A-600A with monitonng options including 5x110A, 5x125A, 6x1 OOA, and 6x110A A 24V auxiliary power supply, revenue grade meter, and performance monitoring gateway can be added for a completely integrated inverter solution Advanced Energy backs all of its commercial inverters with an industry-leading 10-year nationwide warranty and a comprehensive optional 20-year warranty, plus the best service and support team in the business Superior Reliability • Engineered power connections eliminate failure points •Advanced, high-reliability circuit board system • Redundant cooling system with Smart Air Management™ • Redundant industnal grade power supply for long-life and high quality control power Exceptional installabiiity & Maintainability • Bottom, and side cable entry •Generous cable bending area •Complete range of fused DC sub-combiner options • Exterior mounting flange for fast and easy anchoring • Error-free AC auto-phasing Easy to Maintain • All maintenance and service via front and side access • Load break rated AC and DC service disconnects • Positive-locking, tool-free circuit board cage • Optional preventative maintenance program and extended warranty PV Powpred Soiaron pi oduccs buift m the U S are fuil/ corrpl ant w '\ -he Buy Anerrcan Act ard quality foi- pi ojeccs funded ths federt! s jtnulus packaga SOUM *itlUT(S) AC DISCONNECT RCKT SIDE AC OUTPUT CONH£CTIOHS~\ 2 7T ^^jpp vin^v i D^R^ mCHr,.3M.VlH> Borrow DC M>UI CONN£CTX»S FKM SDUUt T' ID li a -J fTKMT DOOR MMDLE5 rap Electrical Specifications Continuous Output Power Weifhted CEC Efficiency Maximum DC Input Voltafe DC Peak Power Trackint Rame Maximum Operating Input Current AC Nominal Voltase AC Operatine Rame AC Frequency Range AC Maximum Continuous Current Standby Losses Harmonic Distortion Power Factor Mechanical Specifications Enclosure Construction Model PVP75kW • Model PVPIOOkW 75kW [lOOkW 95 5% J 95 5% 96% J 95 5 (est) J [95 5% (est) J 600 Voc 600 Voc 1 295"-5«"v )j295-595V 1 267 A 356A 208V Y 480V Y 600V Y 1208V Y 480V Y 600V Y ! [183-228 V 11183-228 V \ 423-S28 V 423-528 V '52'8 660 V [528-660V 1 59 3 60 S Hz 59 3 - 60 5 Hz ^_ _ i 208 A 278 A ^ 91 A [1^20 A ^ 72 A 96 A 42 W 1 <3%THD <3% THD 1 >99 1 Model PVP75kW {Model PVPIOOkW NEMA 4 J [NEMA 4 J Powder Coated Steel Powder Coated Steel Optional Stainless Steel 1 Ipptional Stainless Steel Pad Mount Pad Mount 2750 |3000 "] Forced Convection Forced Convection -30 to 50 °C riOto 50 °C 1 -40 to 60 °C -40 to 60 °C Yes _H^_._____ _ 1 <61dBA at 8ft <61dBA at 8ft Mountin Weif ht (lbs Coolin Operjtinf Ambient Temperature Ranfe Standby/Storaie Ambient Temperature Hanee Isolation Transformer Noise Emission (typical at full load Performance Monitoring Increase uptime and reduce maintenance costs with integrated performance monitoring hardware that enables connectivity to a variety of software solutions from industry leading monitoring partners The tight integration between Advanced Energy and our monitoring partners creates a superior service and support experience while seamlessly delivering meaningful data Factory integration and testing of our UL listed monitoring solution ensures high reliability and significantly reduces field installation costs ©DECK NOVEDA Arg^sON 'S&'S Locus Options • Fused Subcombiner •Subcombiner monitoring • Integrated revenue grade meter • Integrated data monitoring • 24V auxiliary power supply • Stainless steel • 20-year extended warranty Agency Approvals UL1741,1EEE519, IEEE929, 1EEE1547,CSA 1071-1 FCC Class A for conducted and radiated Specifications are subject to change without notice AII ADVANCED Z-XC ENERGY Advanced Energy Industnes. Inc 20720 Bnnson Blvd PO Box 73-48 Bend, 97708 OR U S A T 877 312 3832 sales support@aei com www advanced-energy com/so/orenergy Please see www advanced-energy com for worldwide contact information ©Advanced Energy Industries Inc 20 All nghts reserved Primed m U S A 55 600100 63C0M lO/il Pomreff PVP-30kW-LV Performance Monitoring Performance monitoring solutions are available on all PV Powered inverters and include low cost, secure web-based access to PV system status and performance history araH^ned ai wered products d and manufactured in the U S are fully compliant wtth the Buy American Act, and qualify for projects funded by the federal 5limt;lus package 20720 Brinson Boulevard PO Box 7348 Bend, OR 97708 1-541-312-3832 WWWPVPOWEREDCOIVI ©2009 PV Powered The single inverter solution for small commercial installations PV Powered commercial inverters combine the benefits of high reliability, low lifetime cost and leading efficiency into one easy-to-install system The cutting edge design features the latest advances in power technology including an intelligent power module that uses fifth generation, self- protecting IGBT silicon, the most efficient and reliable silicon technology available System reliability is ensured by supenor quality components including an integrated high-efficiency transformer, film-type capacitors, and a medical-grade DC power supply that provides clean, reliable power to system control components The PVP-30I<W-LV is designed for trouble-free installation with load break rated AC and DC disconnects The modular design enables rapid field service and field upgrades With corrosion-resistant, aluminum construction and at half the size and weight of comparable products, it can quickly and easily be installed in your preferred location, indoors or out FEATURES • 295-600 VDC operating range • Field-proven design with an exceptionally low part count • Nationwide 10-year warranty standard, 20-year warranty optional • AC auto-phasing simplifies installation • Automatic night disconnect minimizes tare losses • Soft start circuit eliminates a leading source of nuisance faults • Innovative active cooling with sealed electronics keeps critical components cool and clean, maximizing life • Neutral free installation saves time and money • Web-based monitoring of cntical system parameters standard DC INPUT FROM CONNECTIONS SOLAR ARRAY(S) \ CONDUIT-^ KNOCKOUT (Ti?) ^ DIMENSIONS PVP-30kW-LV TOOL ACCESSI iSIBLE 1^4 \ I \ I AC OUTPUT (-CONNECTIONS OC INPUT TO GRID r-CONNECTIONS FROM SOLAR ARRAY(S) -0 AC OUTPUT CONNECTIONS — TO GRID INECO^ RIRHT SlQg VIEW POWER CHARACTERISTICS MODEL Continuous Output Power (kW) Weighted CEC Efficiency (%) 208 480 Maximum DC Input Voltage (VOC) DC Peak Power Tracking Range (V) DC Imp Nominal Current (A) AC Nominal Voltage AC Operating Range (V) 208 480 AC Frequency Range (Hz) AC Maximum Continuous Current (A) Standby Losses (W) Harmonic Distortion (%THD) Power Factor MECHANICAL SPECIFICATIONS MODEL Enclosure Construction Mounting Weight (Ibs) Cooling Temperature Range (°C) Isolation Transformer Standards Approvals Electromagnetic Interference PVP-30kW-LV 30 93 0 93 5 600 295 - 500 107 208Y or 480Y 183 - 228 422 - 528 59 3 - 60 5 83 (208V), 36 (480V) 17 <3% >99 PVP-30kW-LV NEMA3R Aluminum | Pad Mount Forced Convection -25 to 45 ; Yes UL 1741, IEEE 1547 Compliant FCC Class A for conducted, FCC Class B for radiated ©2009 PV Powered HIGH EFFIGIENCY MUUICRYSTAL PHOTOVOLTAIC MODULE mKyQCERa KD 300-80 P Series KD315GX-LPB KD320GX-LPB CUTTING EDGE TECHNOLOGY As a pioneer with over 35 years in the solar energy industry, Kyocera demonstrates leadership in the development of solar energy products Kyocera's Kaizcn Philosophy, commitment to continuous improvement, is shown by repeatedly achieving world record cell efficiencies QUALITY BUILT IN • UV stabilized, aesthetically pleasing black anodized frame • Supported by major mounting structure manufacturers • Easily accessible grounding points on ali four comers for fast installation • Proven junction box technology with 12 AWG PV wire to work with transformerless inverters • Quality locking MC4 plug-in connectors to provide safe and quick connections RELIABLE • Pioven supenor field pei foi mance • Tight power tolerance • Only module manufacturer to pass rigorous long-term testing performed by TUV Rheinland QUALIFICATIONS AND CERTIFICATIONS A TUV Registered to 1SO9001-2000 NEC 2008 Compliant, UL 1703, ISO 9001, and ISO 14001 UL1703 Certified and Registered, UL Fire Safety Class C, CEC, FSEC will KD 300-80 P SERIES ELECTRICAL SPECIFICATIONS MODULE CHARACTERISTICS standard Test Conditions (STC) SrC= 7000 w/M'irradiance, 25^Cmodule temperature, AM 1.5 spectrum' KD315CX-LPB KD320GX-LPB P mp 315 320 W v mp 39 8 40 1 V 792 799 A v.. 49 2 49 5 V 1^ 8 50 8 60 A p tolerance +5/-3 +5/-3 % Nominal Operating Cell Temperature Conditions (NOCT) NOCT = 800 W/M^irradiance, 20Xambient temperature, AM 15 spectrum' ''"NOCT 45 45 °C p max 226 230 W V mp 35 8 36 1 V ^mp 6 34 6 40 A 45 0 45 3 V 6 88 6 96 A PTC 276 4 280 9 W Temperature Coefficients p max -0 46 -0 45 %/°C V mp -0 52 -0 51 %l°c 0 0064 0 0065 %!"£ -0 36 -0 36 %1'C 0 061 0 060 %/°C Operating Temp -40 to +90 -40 to +90 %1'C System Design Series Fuse Rating 15 A Maximum DC System Voltage (UL) 600 V Hailstone Impact 1 in (25mm) @ 51 mph (23m/s) Subjerf to Simulator measurenen'' uncertainty of 35o KYOCERA reserves the nght to mooif v these specfirstioi^: without notice Dimensions 65 43in/51 97in/1 Sin lengtfi/iMdth/haght (1662mm/1320mmJ46mm) Weight e0 6lbs(275kg) PACKAGING SPECIFICATIONS Modules per pallet 20 Pallets per 53' container 22 Pallet box dimensions 66in/53in/47in length/width/height (1675mm/1330mm/1190mm) Pallet box weight 1323 Ibs (eOOkg) i p POTTED JUNCTION BOX (ipes) CABLE W/ CONNECTOR (—) m STABILIZER BAR STABIUZER BAR ^3 \ K Expanded VIow of Groundifig Holes Ung&Oo ^ Frame Cross Section Diagrams NEC 2008 COMPUANT UL 1703 USTED Registered to 1509001 2000 WARMING Read the instruction indnudl in its entirety prior to hdndfing installing s, operat inq kyocett) Sola, modules Legend O MOUNTING HOLES « DRAINAGE HOLES ©GROUND SYMBOL 35in (9mm) 3Sin (9mm) 041212 OUR VALUED PARTNER KYOCERA Solar, Inc. 800-223-9580 800-523-2329 fax www.kyocerasolar.com ^KyocERa INSTALLATION MANUAL SOLAR PHOTOVOLTAIC POWER MODULES Please read this manual carefully before installing the modules 6C-209242 1. INTRODUCTION As the world leader in the development and application of high technology ceramic/silica matenals, Kyocera offers a wide range of highly efficient and reliable crystalline silicon solar photovoltaic (PV) power modules Kyocera began to extensively research PV technology in 1975 and commenced manufactunng operations in 1978 Since then, Kyocera has supplied millions of cells and modules throughout the world With years of expenence and state-of-the-art technology, Kyocera provides the highest quality PV power modules in a range of sizes designed to meet the requirements of the most demanding energy and power users worldwide 2. APPLICATIONS KD315GX-LPB module is a reliable, virtually maintenance-free direct current (DC) power source, designed to operate at the highest level of efficiency KD315GX-LPB module is ideal for remote home, water pumping, utility-tied, telecommunications and many other applications either with or without using storage battenes 3. WARNINGS & SAFETY PV modules generate electncity when exposed to light Arrays of many modules can cause lethal shock and burn hazards Only authonzed and trained personnel should have access to these modules To reduce the nsk of electrical shock or burns, modules may be covered with an opaque matenal dunng installation Do not touch live terminals with bare hands Use insulated tools for electrical connections Do not use these modules for solar concentration PERMIT Before installing your PV system, contact local authonfies to determine the necessary permits, installation and inspection requirements INSTALLATION AND OPERATION • Systems should be installed by qualified personnel only The system involves electricity, and can be dangerous if the personnel are not familiar with the appropnate safety procedures • Do not step on the module • Although KD315GX-LPB module is quite durable, the glass can be broken (and the module will no longer work properly) if it is dropped or hit by tools or other objects ACAUTION • The module frame is made of anodized aluminum, and therefore corrosion can occur if the module is subject to a salt-water environment and is in contact with another type of metal (galvanic corrosion) Pay attention to the above and take appropnate measures to prevent corrosion when selecting the installation environment, matenal of support structure, and clamping method z • KD315GX-LPB module is frame(s) must be attached to a support structure by one of the methods described in Section 6, INSTALLING KD315GX-LPB MODULES • Module support structures to be used to support KD315GX-LPB module(s) should be wind rated and approved by the appropnate local and civil codes pnor to installation Do not expose the back of the module to direct sunlight In Canada installation shall be in accordance with CSA 022 1, Safety Standard for Electncal Installations, Canadian Electncal Code, Part 1 When handling the modules, DO NOT HOLD THEM BY SUPPORTING ONLY ONE SIDE OF THE FRAME BECAUSE IT CAN CAUSE SEPARATION OF THE GLASS AND FRAME FIRE RATING In case of roof installation, PV module assembly shall be mounted on a fire resistant roof covenng rated for the application KD315GX-LPB module is compnsed of a glass front surface, polyethylene terephthalate (PET) backsheet with a Class C fire rating GROUNDING Refer to "Grounding" section BATTERY • When PV modules are used to charge batteries, the battery must be installed in a manner, which will ensure the performance of the system and the safety of its users Follow the battery manufacturer's safety guidelines concernmg installation, operation and maintenance recommendations In general, the battery (or battery bank) should be kept away from people and animals Select a battery site that is protected from sunlight, ram, snow, debris, and is well ventilated Most battenes generate hydrogen gas when charging, which can be explosive Do not light matches or create sparks near the battery bank When a battery is installed outdoors, it should be placed in an insulated and ventilated battery case specifically designed for this purpose 4. SITE SELECTION In most applications, KD315GX-LPB module should be installed in a location where they will receive maximum sunlight throughout the year In the Northern Hemisphere, the modules should typically face south, and in the Southern Hemisphere, the modules should typically face north Modules facing 30 degrees away from true South (or North) will lose approximately 10 to 15 percent of their power output If the module faces 60 degrees away from true South (or North), the power loss will be 20 to 30 percent When choosing a site, avoid trees, buildings or obstructions, which could cast shadows on PV modules especially dunng the winter season when the arc of the sun is lowest over the honzon 5. MODULE TILT ANGLE KD315GX-LPB module produces bigger power when they are pointed directly at the sun For gnd tie installations where the PV modules are attached to a permanent structure, PV modules should be tilted at an angle equal to the site's latitude This will typically result in the highest annual energy output 6. INSTALLING KD315GX-LPB MODULES The minimum spacing of 2" (50 mm) is required between PV module and the mounting surface around the penmeter of PV module KD315GX-LPB module may be installed in vanous applications utilizing a vanety of support structure options and attachment methods For optimal performance in all applications, clearance between the module frame and the mounting surface is required to allow cooler ambient air to circulate around the back of the module and to avoid the module and / or winng damage A minimum of 13" (3 2 mm) spacing must also be maintained between module frames to allow for thermal expansion KD315GX-LPB module may be attached to a support structure by the following methods Support structure should have enough strength to keep the mounting span When installing modules in snowy area, an appropnate countermeasure has to be taken to prevent possible damages to the lower side frame by slipping snow (e g attach supporting parts to the lowest modules) Any damage caused by snow or such countermeasure is not covered under warranty BOLTING Utilizing 5/16"(8mm) stainless steel (or equivalent in corrosion resistance) hardware structure through the existing 35" (9 mm) diameter mounting holes in the module frame and then through KD315GX-LPB module mounting holes on the support structure Tighten the screws with adequate torque (usually 132 in-lb) Refer to the Module Drawings for the position of PV modules mounting holes CLAMPING Fasten modules firmly with the clamps which must not be deformed by wind load or snow load, nor cause the module fall off while fastening the modules Clamps should be attached to support structure with 1/4" (6mm) or larger bolt and nut using torque values specified by structure manufacturers Bolt and nut should be stainless steel or equivalent in corrosion resistance Support structure should be set perpendicular to long frame, and should support the bottom of module at least 0 39" (10mm) width Clamps must not bend the module frame nor damage the surface of the frame Clamps also must not shade the sunlight incidence on glass surface Refer to the 'CLAMPING AREA' in the Module drawings for the permissible clamping range The clamp specification is below. t thickness L width a overlap 0 079 (2 0mm) and over min 2 76" (70mm) mm 0 28 (7mm) 0 098 (2 5mm) and over mm 1 73 (44mm) mm 0 28 (7mm) 0 12 (3 Omm) and over min 1 50 (38mm) mm 0 28 (7mm) B-anodized aluminum AL6063-T5 or equivalent t thickness L width a overlap 0 12 (3 Omm) and over min 2 28 (58mm) mm 0 20 (5mm) 0 18 (3 5mm) and over mm 1 65 (42mm) mm 0 20 (5mm) 0 16 (4 0mm) and over min 1 50 (38mm) mm 0 20 (5mm) The clamp shape and dimensions above are reference ones, and any damage caused clamp defect is not covered under warranty 7. MODULE WIRING KD315GX-LPB module come pre-wired with terminals ready for most building attachments or free standing installations Each module has two #12 AWG type PV-wire stranded sunlight resistant output cables each terminated with Multi-Contact® locking connectors The positive (+) terminal has a male connector while the negative (-) terminal has a female connector The module winng is solely for senes connections only, i e male (+) to female (-) interconnections Senes and parallel connections shall be made by use of two #10-14 AWG type PV-wire stranded sunlight resistant and insulated for 90°C minimum output cables with male and female Multi-Contact® locking connectors NOTE When making connections with Multi-Contact connectors, make sure the array is disabled DO NOT MAKE CONNECTIONS WHILE UNDER LOAD Module output connections are marked "Do not disconnect under load" NOTE MAXIMUM SYSTEM VOLTAGE 600 VDC KD315GX-LPB module and most PV system components have a maximum system voltage rating of 600 volts DC Some grid feed in systems operate at or near this voltage rating Like other polycrystalline PV modules, the open circuit voltage of the KD315GX-LPB module increases as the ambient temperature decreases Maximum system voltage is computed as the sum of the open-circuit voltage of the senes-connected PV modules for the lowest expected ambient temperature Refer to the National Electncal Code Article 690-7(A) for determining the maximum number of KD315GX-LPB module that can be placed in senes Temperature coefficients, specific to the module of use, can be used to provide the most accurate prediction of module voltage under temperature extremes NOTE Install the maximum number of senes connection for the KD315GX-LPB module so that the system voltage is less than 600 V NOTE Do not connect the modules in parallel without maximum over current protection NOTE The minimum radius that the cable can be bent for the KD315GX-LPB module is 1 14" (29mm) NOTE In normal conditions, PV modules may produce larger current and / or voltage than reported in the standard test conditions Therefore, when voltage evaluations for components, capacity of conductors, size of fuses, and size of control systems connected to the module output are determined, multiply the values of short- circuit current (Isc) and open-circuit voltage (Voc) that are marked in KD315GX-LPB module by the coefficient, 1 25 NOTE Refer to Section 690-8 of the National Electncal Code for an additional multiplying factor of 125 percent (80 percent derating) which may be applicable 8. GROUNDING Before installation, contact the local code authorities to determine the necessary grounding requirements When installing in US market, attach all PV module frames to an earth ground in accordance with the National Electncal Code (NEC) Article 250 Proper grounding is achieved by connecting PV module frames and all metallic structural members contiguously to one another using a suitable grounding conductor The grounding conductor shall be of copper, copper alloy or another matenal suitable for use as an electncal conductor per NEC The grounding conductor must then make a connection to earth using a suitable earth grounding electrode Ensure positive electrical contact through the anodizing on the module frame extrusion by utilizing one ofthe following methods Attach the grounding conductor (1) to one ofthe 28" (7mm) diameter holes marked "ground" using 1/4"(6mm) stainless steel hardware Wrap conductor around bolt Tighten the screws with adequate torque (usually 62 in-lb) Avoid direct contact of copper ground conductor to aluminum frame (2) to a ground lug (manufacturer ILSCO.model GBL-4DBT) Use #10-32 stainless steel hardware to attach the lug to the module frame by the torque of 40 in-lb A stainless steel star washer, positioned between the lug and the anodized surface of the frame, must be employed to break through the anodized layer ofthe frame extrusion and electncally connect the ground lug to the conducting aluminum frame matenal As a general rule, avoid direct contact of copper or copper alloy ground conductors with the aluminum module frame All ground bond secunng hardware in contact with either the aluminum module frame and / or copper or copper alloy ground conductors must be stainless steel Nut Spring washer Flat washer Ground conductor Cup washer Star washer Aluminum frame Flat washer Bolt Nut Spring washer Ground lug Star washer Aluminum frame Flat washer Bolt 9. BLOCKING DIODES In systems utilizing a battery, blocking diodes are typically placed between the battery and PV module output to prevent battery from discharging at night KD315GX-LPB module is made of polycrystalline cells with high electncal "back flow" resistance to nighttime battery discharging As a result, KD315GX-LPB module does not contain a blocking diode when shipped from the factory Most PV charge regulators and inverters incorporate nighttime disconnect feature 10. BYPASS DIODES Partial shading of an individual module in a source circuit stnng (i e two or more modules connected in senes) can cause a reverse voltage across the shaded cells within the module Module output current is then forced through the shaded area by the remaining illuminated cells and other PV modules in senes with the partially shaded module(s) The current forced through the shaded cells within PV module (or modules) causes additional module heating and severe loss of power All KD315GX-LPB module is supplied with factory installed (non user serviceable) bypass diodes The purpose of bypass diodes is to provide a low-resistance current path around the shaded cells, thereby minimizing PV module heating and array current losses PV modules employ bypass diodes that have • Rated Average Forward Current [IF(AV)] Above maximum system current at highest PV module operating temperature • Rated Repetitive Peak Reverse Voltage [VRRM] Above maximum system voltage at lowest PV module operating temperature 11. MAINTENANCE KD315GX-LPB module is designed for long life and require very little maintenance Under most weather conditions, normal rainfall is sufficient to keep the module glass surface clean If dirt build-up becomes excessive, clean the glass surface only with a soft cloth using mild detergent and water USE CAUTION WHEN CLEANING THE BACK SURFACE OF PV MODULE TO AVOID PENETRATING BACK SHEET PV modules that are mounted flat (0° tilt angle) should be cleaned more often, as they will not "self clean" as effectively as modules mounted at a 15° tilt or greater Once a year, check the general condition of the winng and check to be sure that mounting hardware is tight Loose connections may result in a damaged module or array KYO(gRA Solar Group Sales Office • KYOCERA Corporation Corporate Solar Energy Group 6 Takeda Tobadono-cho Fushimi-ku Kyoto 612-8501 Japan Phone B1-75-604 3476 Fax 81 75-604-3475 hup //www kyocera com/ • KYOCERA Solar inc 7812 East Acoma Drive Scottsdale AZ 85260 USA Phone 1 480-948-8003 or 1-800-223-9580 Fax 1-480-483-6431 http //www kvocerasolar com/ • KYOCERA Solar Ply Ltd Levels 6-10 Talavera Road North Ryde NSW 2113 Australia Phone 61-2-9870-3946 Fax 61-2-9888 9673 http //www kvocerasolar com aul KYOCERA Solar do Brasil Ltda Av das Americas 20007 - Bloco 2- RIO de Janeiro 22790-851 Brazil Phone 55-21 3724 3900 Fax 55 21-3724-3911 http //www kvocerasolar com br/ Salas (rooms) 105 to 108 12. SPECIFICATIONS Under certain conditions, a photovoltaic module may produce more voltage and current than reported at Standard Test Conditions (STC) Refer to Section 690 of the National Electrical Code for guidance in senes stnng sizing and choosing overcurrent protection Module Specification Electrical Charactenstics @ STC Module Type KD315GX-LPB Pmax 315W Voc 49 2V Isc 8 SOA Vpm 39 8V lpm 7 92A Factory installed Bypass Diode Number 4pcs Senes Fuse Rating 15A Thermal Charactenstics Temp Coefficient Voc (V/°C) -1 77x10 ' Isc (A/°C) 5 10x10' Vpm (V/°C) -2 05x10' Physical Charactenstics Length 65 43" (1662mm) Width 51 97" (1320mm) Depth 1 81" (46mm) Weight 60 6 Ib (27 5kg) Mounting Hole Diameter 35"(9mm), Quantity 4pcs Grounding Hole Diameter 28"(7mm), Quantity 4pcs Application Class Class A NOTES (1) The electncal charactenstics are within +/-5% of the installed values of Pmax and within +/-10% ofthe installed values of Isc and Voc under standard test conditions (irradiance of 1000W/m^, AM 1 5 spectrum, and a cell temperature of 25 deg C) (2) See module specification sheet for most recent electncal charactenstics (3) See module drawing for mounting grounding holes locations KD3I5GX-LPB MODULE DIMENSIONS rn CLAMPING AREA -MOUNTING HOLE 00 36 [TYP ] 1 -•I -•I -1 1 -1 1 -1 -1 -1 -1 1 1 51 97 1 PERMISSIBLE aAMPING RANGE With more than 200 MW of installations across 26 states and Canada, the SunLink® RMS is the most trusted commercial rooftop mounting system in North America. Designed for fast assembly and to be exceptionally roof-friendly, the non-penetrating RMS reduces installation time and lowers costs. Integrated Wire Management SunLmk designeid the RMS wire management trays and clips tofit seamlessly with existing RMS hardware This integrated approach enhances performance, durability, installation efficiency and aesthetics Customers who have used RMS wire management report saving an average of 40% in on-roof time compared with other wire management strategies Roof-friendly The SunLink RMS is engineered to require zero penetrations whenever possible The Tilt-Access™ feature permits easy roof maintenance, and the open layout allows for unimpeded roof drainage Permitting Support Through rigorous wind tunnel testing, our engineers have developed proprietary data-based models that help ensure SunLmk commercial rooftop projects are able to secure permits in virtually every wind, snow and seismic zone in North America Prepanelization Save more than 50% in on-roof labor time by letting SunLmk preassemble your modules with RMS racking and components in our warehouse Ready-to-mstall panel assemblies are delivered to the worksite m 3x1 or 4x1 configurations SunLink. Install Confidence. RMS Fast Facts: • 5", 10°, 15°, 20° tilt angles • Non-penetrating in most situations • Flexible assembly, installation and mounting options • Integrated wire management and prepanelization options • Made in the USA SunLink. Install Confidence. SunLink Corporation provides scalable PV mounting solutions and integrated balance of system components that reduce total installed costs and improve design flexibility. Leading integrators and installers have chosen SunLink's commercial rooftop and ground-mounted systems for more than 200 MW of projects at lOOO-i- sites across North America. SunLink's experienced engineering and customer support teams provide comprehensive service for each installation. Our fully customizable racking systems support modules from nearly every manufacturer. Simple Quoting and Shipping Process Through our online quote tool, or after a brief consultation with our dedicated sales team, we can provide you with anything from a free array design to help you price your bid to wind load reports for use in the permitting process All SunLink parts arrive in one shipment, simplifying your on-site coordination Optimized Solutions Our dedicated sales and project management departments will optimize the system layout to your site conditions and choice of module, offering the most competitive price possible TECHNICAL SPECIFICATIONS Avg distributed weight 2 1 - 3 2 PSF (connected) 3 5 - 5 5 PSF (ballasted, ASCE 7, 90 mph) Tilt angles 5°, 10°, 15°, 20° Roof applications BUR PVC, TPO, SMS most low slope roots Materials Aluminum {5052-H32, 6005A-T61) and Stainless Steel Grounding Spars ETL-listed for many modules Module compatibility All major brands Installation Rates A four-person crew working a 7 5 hour day can install up to 180 modules / day Testing The SunLmk RMS has undergone extensive testing including boundary layer wind tunnel tests, advanced structural analysis, UL testing, and seismic testing and analysis Warranty 15 years Manufacturing ARRA and Ontario FIT compliant SunLmk Corporation San Rafael, CA (t) 415 925 9650 (f) 415 925 9536 (e) info@sunlink com iUNLINK CB131311 2730 GATEWAY RD PIZZA PORT- 440 ROOF MOUNTED MODULES & NEW 225 AMP SOLAR SUBPANEL sw •ISSUED •cv Approved Pate , By BUILDING PLANNING ENGINEERING U J FIRE Expedite? Y (kJ AFS Checked by HazMat APCD Health • Forms/Fees Sent Reed Due? By Enema Y N Fire Y N HazHealthAPCD Y N PE&M Y N School Y N Sewer Y N Stormwater Y N Special Inspection Y N CFD Y N LandUse Density ImpArea FY Annex. Factor PFF Y N Comments Date Date Date Date Building Planning Engmeenng Fire 5-)3.i(.S Need? • Done • Done • Done • Done • Done • Done