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2790 GATEWAY RD; ; CBC2017-0237; Permit
Commercial Permit, Permit No: CBC2017-0237 Cogen Print Date: 07/20/2018 Job Address: 2790 Gateway Rd Permit Type: BLDG-Commercial Parcel No: 2133000900 Valuation: $50,400.00 Occupancy Group: # Dwelling Units: Bedrooms: Work Class: Lot U: Reference U: Construction Type: Bathrooms: Orig. Plan Check U: Plan Check U: Status: Closed - Finaled Applied: 05/09/2017 Issued: 08/14/2017 Permit Finaled: Inspector: TFraz Final Inspection: 7/18/2018 3:11:57PM Project Title: Description: BERG: SOLAR 32.76 KW, 126 MOD, 3 INVERTERS Applicant: Owner: Contractor: SOLARCITY CORPORATION JEFF BERG SOLAR CITY CORPORATION AMAYA SALCE 2790 Gateway Rd 2370 Oak Ridge Way CARLSBAD, CA 92009 3055 Clearview Way Vista, CA 92081-8345 . San Mateo, CA 94402-3709 650-638-1028 650-638-1028 BUILDING PERMIT FEE $2000+ - $410.43 BUILDING PLAN CHECK FEE (BLDG) $287.30 SB1473 BUILDING STANDARDS FEE $3.00 STRONG MOTION-COMMERCIAL $14.11 Total Fees: $714.84 Total Payments To Date: $714.84 Balance Due: $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. 1635 Faraday Avenue, Carlsbad, CA 92008-7314 1760-602-2700 1 760-602-8560 f I www.carlsbadca.gov THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: []PLANNING 0 ENGINEERING fl BUILDING 0 FIRE fl HEALTH HAZMATIAPCD Building Permit Application Plan Check No.((pj - p3 Est. Value /O T 1635 Faraday.Ave., Carlsbad, CA 92008 (7cityof Ph: 760-602-2719 Fax: 760-602-8558 Plan Ck. Deposit email: bui(dingcarlsbadca.gov 1Ii.r1s:ad. Date -! ?- Iswppp I www.carlsbadca.gov JOB ADDRESS I'1 C) ..ict,Lg i2 c4 SUITE#/SPACE#/UNITØ APN - - - CT/PROJECT B LOT B PHASE #J B OF UNITS J#BEDROOMS P BATHROOMS TENANT BUSINESS NAME CONSTR. TYPE 0CC. GROUP DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) 3g,-1 LP KVV /mU LOS tk vz e+~ cr3Cr cC EXISTING USE - PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) I FIREPLACE I AIR CONDITIONING I FIRE SPRINKLERS YES D#. NOE I YES IINOE1 YES[—] E APPLICANT NAME Amaya Salce PROPERTY OWNER NAME JefP ADDRESS . 2370 Oak Ridge Way ADDRESS CejJas..4 Ic1 CITY STATE ZIP Vista CA 92081 CITY ('a STATE ZIP PHONE FAX PHONE (FAX 760-877-4038 I EMAIL EMAIL asalce(solarcity.com DESIGN PROFESSIONAL Same as Contractor CONTRACTOR BUS. NAME Solar City CorD. ADDRESS . ADDRESS 3055 Clearview Way CITY STATE ZIP CITY STATE ZIP San Mateo CA 94402 PHONE FAX PHONE FAX (650)638-1028 EMAIL EMAIL asaIce(soIarcity.com STATE LIC. # STATE LIC.# I CLASS I CITY BUS. LIC.# 888104 ' I C46.C1 1227803 (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that heis licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commendingwith Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis forthe alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). - 1OO(DO @®OOØ() Workers' Compensation Declaration: thereby affirm under penalty of perjury one of the following declarations: F-11 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. lilI have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carder and policy number are: Insurance Co. Policy No. WC018201400(AOS) Expiration Dale 916 i section need not be completed if the permfifor oJhundreddo ess. Certificate of Exemption: I certify that in rthis permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of Califomia. WARNING: Failure to secure wn' nlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, damas of the Labor code, interest and attorney's fees. CONTRACTOR SIGNATURE AGENT DATE 1 0311)W0101 ' GG8 . D@ thereby affirm that lam exempt from Contractor's License La Uth allowing reason: EJ I, as owner of the property or my employees with wageole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply loan owner of property whr 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, 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). El I am exempt under Section ______________Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement IlYes ONo I (have! have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address! phone! contractors' license number): I plan to provide portions of the work, butt have hired the following person to coordinate, supervise and provide the major work (include name I address! phone /contractors' license number): 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 IZIAGENT DATE 00O7O ?1I08 0113MOM OØD MOM001300013MM16 OWUCMOIZI@ Orn7O ®Qp Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? ID Yes ID No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? C) Yes C) No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 Yes 0 No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. (IQIZHDO(ZI@ 001303V I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). - ' - Lender's Name Lender's Address OOC31 4i7O®(Z) I certify that i have read the application and state thath above info nectandthatthe information onthe plans is accurate. I agree to complywith all City ordinances and State laws relating to buildingconsbuction. I hereby authorize representative of the City of Cads enter on the above enlioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, CO AND SES WHICH AY IN ANY WAY ACCRUE AGAINST SAID CITY INCONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excav nsover SOd and demo!itio or construction of structures over 3 stories in height. - EXPIRATION: Every permit issued by the ing Official under provisions this Code shall expire by, limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit orif building or work au rized by permit issuspended'orabandoned at any time-after the ,vork is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). ..APPLICANT'S SIGNATURE DATE a. 1 4- - a 4 Permit Type: BLDG-Commercial Application Date: 05/09/2017 Owner: JEFF BERG Work Class: Cogen Issue Date: 08/14/2017 Subdivision: Status: Closed - Finaled Expiration Date: 01/16/2019 Address: 2790 Gateway Rd I Carlsbad, CA 92009-1730 IVR Number: 3612 Scheduled Actual - Inspect ion Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 07120/2018 BLDG-35 Solar 064664-2018 Passed Tim Frazeé , ' Complete Panel - Checklist Item - COMMENTS Passed • BLDG-Building Deficiency Stickers incorrect Yes Corrections made 7/18/2018 02/06/2018 02/06/2018 BLDG-35 Solar 047879.2018 Cancelled Chris Renfro Reinspection Complete Panel Checklist Item COMMENTS Passed BLDG-Building Deficiency - - No BLDG-Final 047878.2018 Cancelled Chris Renfro Reinspection Complete Inspection BLDG-Building Deficiency - No BLDG-Plumbing Final . No BLDG-Mechanical Final , No BLDG-Structural Final . No BLDG-Electrical Final . . No 05/24/2018 05/24/2018 BLDG-35 Solar 058979-2018 Failed Tim Frazee Reinspection - Complete Panel Checklist Item - COMMENTS . Passed • BLDG-Building Deficiency Stickers incorrect No BLDG-Final 058978-2018 Failed Tim Frazee Reinspection Complete Inspection Checklist Item COMMENTS •• Passed BLDG-Electrical Final No 07/18/2018 07/18/2018 BLDG-Final 064662-2018 Passed Tim Frazee Complete ' Inspection . Checklist Item COMMENTS - • Passed BLDG-Electrical Final Yes July 20, 2018 - •, Page 1 of 1 Carlsbad CBC2017-0237 07/28/2017 EsGil _Corporation In Partners flip with Government for cBui(ding Safety DATE: 07/28/2017 1 JURISDICTION: Carlsbad PLAN CHECK NO.: CBC2017-0237 SET: III PROJECT ADDRESS: 2790. Gateway Rd PROJECT NAME: Berg 3x10 KW rooftop PV system O APPLICANT U JURIS. U PLAN REVIEWER U FILE The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. El The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Email: Mail Telephone Fax In Person REMARKS: By: Morteza Beheshti Enclosures: EsGil Corporation F71 GA EIEJ LIMB 1-1 PC 6/8 Carlsbad CBC20170237 /15/2017 EsGil Corporation - In Partnership with government for cBui(Iing Safety DATE: 6/15/2017 JURISDICTION: Carlsbad PLAN CHECK NO.: CBC2017-0237 SET: II PROJECT ADDRESS: 2790 Gateway Rd PROJECT NAME: Berg 3x10 KW rooftop PV system O..APPLICANT --d JURIS. D PLAN REVIEWER J FILE El The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. El The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. El The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed Person contacted: Amaya Salce Telephone #: 760.877.4038 Date con)acted:Ltt.- (by(V Email: asalce@solarcity.com ail %eoqe Fax In Person REMARKS: By: Morteza Beheshti Enclosures: I EsGil Corporation LI GA LI EJ LI MB LI PC 6/8 4.. Carlsbad CBC2017-0237 6/15/2017 GENERAL PLAN CORRECTION LIST JURISDICTION: Carlsbad PROJECT ADDRESS: 2790 Gateway Rd DATE PLAN RECEIVED BY ESGIL CORPORATION: 6/8 REVIEWED BY: Morteza Beheshti PLAN CHECK NO.: CBC2017-0237 DATE REVIEW COMPLETED: 6/15/2017 FOREWORD (PLEASE READ): This plan review is limitedto 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, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. 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 prints to: THE JURISDICTION'S BUILDING DEPARTMENT. 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 describe them and where they are located on the plans. Have changes been made not resulting from this list? LIYes Ll No c.J ' Carlsbad CBC2017-0237 6/1'5/2017 ELECTRICAL and ENERGY COMMENTS / PLAN REVIEWER: Morteza Beheshti ELECTRICAL (2013 CALIFORNIA ELECTRICAL CODE) Please demonstrate compliance with the fire centerline access and pathways on both sides. Show setback dimensions on plans. There should be a minimum of 4' access on both axis. CBC 3111.2.3 This should be provided on both axis. Please provide inverter AC disconnects within sight of each inverter. Within sight is not over 25' away. Note: If you have any questions regarding this Electrical and Energy plan review list please contact Morteza Beheshti at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. Carlsbad CBC2017-0237 5/22/2017 EsGil Corporation In (Partnership with government for(Building Safety DATE: 5/22/2017 JURISDICTION: Carlsbad PLAN CHECK NO.: CBC2017-0237 SET: I PROJECT ADDRESS: 2790 Gateway Rd PROJECT NAME: Berg 3x10 KW rooftop PV system Q APPLICANT JURIS. 0 PLAN REVIEWER 0 FILE The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significantdeficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. LII The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. LII The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Amaya Salce Telephone #: 760.877.4038 Date contacted:€12/1-q (by: ..-) Email: asalce@solarcity.com T:ePhoneax In Person REMARKS: By: Morteza Beheshti Enclosures: EsGil Corporation LIGA [:1EJ LIMB F] PC 5/11 Carlsbad CBC2017-0237 5/22/2017 GENERAL PLAN CORRECTION LIST JURISDICTION: Carlsbad PLAN CHECK NO.: CBC2017-0237 PROJECT ADDRESS: 2790 Gateway Rd DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL CORPORATION: 5/11 5/22/2017 REVIEWED BY: Morteza Beheshti FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Intérnationàl Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. 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 prints to: THE JURISDICTION'S BUILDING DEPARTMENT. 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 describe them and where they are located on the plans. Have changes been made not resulting from this list? LJYes UNo U Structural Only Carlsbad CBC20 17-0237 5/22/2017 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: CBC2017-0237 PREPARED BY: MortezaBeheshtj DATE: 5/22/2017 BU+LDING ADDRESS: 2790 Gateway Rd BUILDING OCCUPANCY: A2 BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) TOTAL VALUE Jurisdiction Code 1Cb By Ordinance Bldg. Permit Fee by Ordinance v Plan Check Fee by Ordinance Type of Review: El Complete Review Repetitive Fee El Other Repeats LII Hourly EsGil Fee * Based on hourly rate 1.5 Hrs.@* $100.00 I $150.001 Comments: 1.5 hour plan review. Sheet 1 of I macvalue.doc + Carlsbad CBC2017-0237 5/22/2017 ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: Morteza Beheshti ELECTRICAL (2013 CALIFORNIA ELECTRICAL CODE) Please demonstrate compliance with the fire centerline access and pathways on both sides. Show setback dimensions on plans. There should be a minimum of 4' access on both axis. CBC3111.2.3 Please provide inverter AC disconnects within sight of each inverter Note: If you have any questions regarding this Electrical and Energy plan review list please contact Morteza Beheshti at (858) 560-1468. To speed the review process note on this list (or a copy) where the corrected items have been addressed on the plans. 1- SolarCity ZØESSIO RECEIVED March 24, 2017 (('( S)17,3' \\ JUL 2 4 2017 SolarCity 3055 Clearview Way OF CARLSBAD San Mateo, CA 94402 UILDNG DIVISION OF Project #: JB-92015206-00 Digitall gneyYooJin Kim Prolect Name: Agile Workspaces LLC Date: 2017.03.28 08:20:16 Prolect Location: 2790 Gateway Rd -0700 Carlsbad, , CA 92009 Prolect Description: The proposed PV system will be installed on the the existing buildings rooftop using Panel Claw Polar Bear system. Design Criteria: Code Reference: 2016 CBC Risk Category = II Wind Design Parameters: Seismic Design Parameters: Wind Speed (3 Second Gust) = 110 mph SDS = 0.748 g Exposure Category = C Soil Class D Seismic Design Category D Roof Live Load 20 psf Ground Snow Load =. 0 psf The structural review of the building was based on the original plans of the building and Solar City survey. The proposed solar panel array system is designed by Panel Claw and submitted separately. The proposed system to be installed on the above project consists of REC_PEZ modules facing south attached to the existing roof with Panel Claw Polar Bear System. The maximum allowable total weight of the system is approximately 18288.45 lbs. The arrays will be dispersed roughly evenly throughout the roof in order to distribute the induced lateral forces more evenly throughout. the building. Based on the results from the structural calculations, comparisons, and code provisions, the existing roof framing is structurally adequate to support the proposed PV installation. The capacity of the solar racking system and connections to resist uplift, overturning and sliding forces due to wind and seismic loading was out of the scope of this report, and is provided by others. Please contact our office should further questions or concerns arise, or if additional information is required Sincerely, Yoo Jin Kim, PE Professional Engineer Cicon O31 3/20/2017 Design Maps Summary Report IJSGS Design Maps Summary Report User—Specified Input Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 33.129530N, 117.24833°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category 1/11/111 USGS—Provided Output S= 1.033g SMS = 1.122g SDS = 0.748g S1 = 0.401 g SMI = 0.641 g SDI = 0.428 g For information on how the SS and Si 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. MCEP. Repouic Sooctum 0cnc.n Role Spectrum cLat UGO CaL Is UCO 0S1 a 10] a03 LO] .3] 1"a LW 183 103 P€ro1. r () Period I (sec) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. Ill 3 Dead Load Summary: . MPI DEAD LOAD Element Materials Wt. (psf) Roof: Roofing (Mod-Bit) 2.50 Plywood Sheathing 1.50 Insulation 1.50 Structure 4.00 Roof Total 9.50 MEP Mech/Elec 1.50 Fire Protection 1.50 - - - - MEP Total 3.00 Finishes Ceiling Misc 1.50 Finishes total 1.50 Total roof DL 14.00 Walls, Ext.: Concrete Wall 72.50 72.50 4 4 - I - Gravity Load Analysis 5% Check for Existing Structure) MPI Existing Loading Condition Value Notes Existing Design Dead Load (DLr) 14.0 DL Load Duration Factor (Permanant) 0.9 Existing Design Live Load (LLr) 20.0 psf LLr Load Duration Factor (Construction) 1.25 Existing Design Total Load (TL) 31.6 psf Allowable Increased Total Load (1.05 * TL) 33.1 psf Proposed Loading Condition Value Notes Existing Design Dead Load (DLr) 14.0 psf Same Allowable Additional Dead Load (DL#) 15.8 psf New (2) Actual Proposed Additional PV DL 5.0 psf per design, heaviest location Proposed Design Live Load (LLr) 0.0 psf Replaced by PV DL# (1) LLr Load Duration Factor (Construction) 1.25 5 psf < 15.8 psf; CHECK Allowable PV DL to Replace Live Load and Stay Under 5% Increase Trigger of Original Building Loading Conditions (per 2016 CBC/CEBC): 15.8 psI Notes: Where solar panels are added, roof live load will be displaced, so roof live load equals zero in these locations. Where 5% increase in gravity analysis is applied, locations of solar panels will need to be deemed acceptable for joist loading. 5 - Lateral Load Analysis (10% Check for Existing Structure) - - MPI - North-South Direction MPI - East-West Direction Roof Area Average Roof Weight Total Roof Weight 8,636 sf 14 psf 120,897 lbs Roof Area Average Roof weight Total Roof Weight 8,636 sf 14 psf 120,897 lbs Wall Height (Top 1/2 + Parapet) Effective Wall Length Effective Wall Area Average Wall Weight Total Wall Weight 5 ft 202 ft 1,010 sf 72.5 psf' 73,225 lbs Wall Height (Top 1/2 + Parapet) Effective Wall Length Effective Wall Area Average Wall Weight Total Wall Weight 5 ft 171 ft 855 sf 72.5 psf 61,988 lbs Total Roof Top Unit Weight - 0 lbs Total Roof Top Unit Weight 0 lbs Total MP Roof Level Weight 194,122 lbs Total MP Roof Level Weight 182,885 lbs 10% of Total Weight Added Weight Since Original Structure 19,412 lbs 0 lbs 10 % of Total Weight Added Weight Since Original Structure 18,288 lbs 0 lbs Additional Weight Allowance 19,412 lbs Additional Weight Allowance 18,288 lbs Maximum Allowable Total Weight of the System 18,288 lbs Note: Weight of the PV system has been kept below the allowable 10% increase for the purposes of lateral (seismic and wind) evaluation per IEBC 6 Roof Mouted Inverter Rack Design - - Rack Parameters (provided by ZEP): Projected unit area = 7.8 ft (Side - Longitudinal) B = 28 in = 8.3 ft (Side - Transverse) - H = 41 in = 9.88 ft (Top) L= 55 in Unit Weight (Rack Only) = 164.4 lbs Design Parameters: Code = ASCE 7-10 F = q (GC) Af K2 0.98 Risk Category = II qh = 0.00256 Kz K,t Kd V2 K2 = 1.0 Wind Speed = mph = 25.9 psI Kd = 0.85 Wind Exposure = C GCf = 1.9 Building Height = ft - Inverter Weight = 96 lbs Inverter Model = Thtal Unit Weight, W = 260.4 lbs Side - Longitudinal Direction: - A= 7.8 ft - F 383.3llbs Side - Transverse Direction: Af = 8.3 ft2 f 407.8 lbs OverturningOverturning Check: Overturning, MOT = F x H / 2 Resistance, MR = Unit Weight (We) X B / 2 = 696.7 lb-ft = 303.8 lb-ft Uplift Force at Positive Attachment = (0.6 MOT - 0.6 MR) / B =[1OLOIlbs Top - Wind Uplift: Af = 9.88 ft GCf 1.5 Fup = 383.3 lbs Uplift Force at Positive Attachment = (0.6 F,,p - 0.6 W) I 2 lbs allowable allowable V = 336.0 lbs for • U-Anchor Wood Deck allowable I = 280.0 lbs 0 • . Max. V / anchor = riO3.9 jlbs < 336.0 lbs (C. K) (=maximum Fw/2) Max. T/ anchor =E 101.0 llbs < 280.0 lbs (0. K) (maximum uplift force) • •0 Use 2 U-Anchor Wood Deck -. . 8 I 7 Site Deso CdEeda. 0100 ROB? PVGyNOom 90510 of DRAfEt Roof fin. Lwod (pnf)B 20 (see note I 6,RaLRdS000RPR(pRf) 0 Floe Roof Snow Pt (psI) 0 Snow ItYpOFORVEe FOOTer (IS) 1.0 D YAW R.IDOYO OIl. Wind Spend (repS) 110 Now. Wind Speed (mph) N/A Risk CoteRoen II Internal Pre,wreCoefficient N/A Design Sin (pORtS) 25 YEARS MOI A400000flI FoO,Rt 0.93 Wind P0000100 - CR00 C pPe05lIFe (PO) (see note 2) EerthquidIx 009lgo Dot. Risk Category ii Importance rawer (0) 1.Wi Component ImportanEe Patton lip) 1.0 Mopped ARneIetRtlOfl P000,R0tFn (Is) 1.032 Mapped Aocel001tion P,rorneten)50( 0.401 SeisnIlo Site Ooss 0' ASSUMED C Design SpYntrol AoOnlerotlon P000ntete, (lAs) 0.740 Design Spentrol Aooeteratlon Parometor (SAD) 6427 SeI,nnio Design Category (SDC( RoOt selsmlo.Iorce.neslsllro system(s) see note S Base Design Ulteon = Fp A 0.36W Seismic Response Coefficient (Cs) N/A (See note Response ModlIlEAllon Factor (R) 2.5 Analysis ProoedAYe see note; + 009(90 Code (with locAl .mFltde,e009) 2016 cec - (ISCE 7.10 800mONAI CODE PROVISIONS SEAOC PVt'20 SEAOC P02.20 IiI I AERIAL PHOTO / SITE DIAGRAM 1 7 101 A '4 6 I 5 4 I 3 2 11 1 panelffo'ff GENERAL NOTES: I SHOETIN000 . claw° - S. 010 SITE, PROJECT, AND BUILDING DETAILS ARE PROVIDED BY CUSTOMER 00 GENERATED VIA SATELLITE IMAGERY FROM NO. DESCRIPTION I I I INFORMATIO PROVIDED BY CUSTOMER. PANELCIAW IS N07 RESPONSIBLE MR SITE INACCURACIES THAT COULD LEAD TO I PC4 (covERseEct . RACKING CONSTRUCTTONSET CleANSES ID THESE DRAWING DUALS AND ARRAY LAYOUT CONFIGURATIONS. ALL INFORMATION CONTAINED WITHIN I PC-2 ARRAY SITE MAP I THESE DOCUMENTS ARE Toot FIELD VERIFIED BY CUSTOMER AND INSTALLER. ANY CR00615 OR GOODIFICATIONSTO I PC'3 ITYPICAI. ARRAY DIMENSIONS THESE DOCUMENTS, CONTAINED INFORMATION, OR FINAL ARRAY AND MOUNTING SYSTEM INSTALLATIONS MUST RE I PANEICLAW, INC. 1570 056000 ST. SUITE DEW SUBMITTED TO PANEICLAW AND OTHER PROJECT AUTHORITIES FOR APPROVAL. COMPONENTS I NORTTR ANDOVER, MA 01005 REFER TO AND FOLLOW THE APPROPRIATE PANELCIAW INSTALLATION MANUALS AND PROCEDURES DURING THE PC'S IBAJ.LASTLUGFPID TEL NTR.RUO.000U D INSTALLATION PROCESS. NOT FOLLOWING SUCH PROCEDURES AND METhODS COUI.D RESULT IN DAMAGE TO THE I COMPONENTS OR MAY VOID THE PRODUCT WARRANTY. BALLAST LATOIJT 1 I FAD: Y7R.AOO.SMA 000cc.panelclaw.eonr AfOot SETBACKS: ALL ARRAYS ARE REQUIRED 1000 SETBACK 4-FEET FROM ALL ROOF EDGES UNLESS OTHERWISE STAMP: SPECIFIED AND CALLED OUT ON THE ARRAY DIAGRAMS ON THIS PARE 0900 ADDITIONAL ARRAY DALLRGT PARES. REFER TO THE SPECIFICARRAY BALLAST SHEETS FOR BAU.ASTYNG REQUIREMENTS BASED ON THE PROVIDED SITE TI DRAG/ERIC I AS UCCN IRCI'DICO BY INFORM ON. OIME:/S AGE YCVJEWEJ UT S. SYSTEM PSF INCLUDES ALL PANELCLAW RACKING COMPONENTS, MECHANICAL ATTAOYMENTS)IF APPUCAELE(, IN RJSL MODULE AND BALLAST BLOCKS. FOR MAX UM SYSTEM PRINT LOAD SUMMARY (P0.5). REFER TOCALCUI.ATIONS. 4IjJR1 109 .aLn.IOR.IIR.0S N. PANELOAWANO/OR PANELCARW CONSULTING ENGINEERS ARE NOT RESPONSIBLE FOR DETERMINING THE ADEQUACY OF 'tIn IL YY,.JIL/.SS IELi.R.FIU PITh .11' THE STRUCTURE TO SUPPORT LOADS IMPOSED BY THE ARRAY AND MOUNTING SYSTEM. SUPPORT STRUCTURE TO DE CHEeRED BY OTHERS. 7. TRIG DESIGN UTILIZES THIRD PARTY SEISMIC NON-LINEAR RESPONSE ANALYSIS. PER SEAOC P0.1,00 ESTIMATE MAXIMUM ARRAY SEISMIC DISPLACEMENT. THE PREDICTED MOVEMENT IS ONLY AN ESTIMATE. PANRLCLAW IS NOT RESPONSIBLE OR t5o00_o,y - LIABLE FOR ANY DAMAGES OR COSTS ASSOCIATED WITH P0 ARRAY MOVEMENT INCLUDING MOVEMENT 01 EXCESS OF THE PREDICTED MOVEMENT NOTED IN THIS DOCUMENT OR ANY REQUIREMENT TO REPOSITION THE ARRAYS IF MOVEMENT OCCURS. °TTYEHY' TI C SCALE: ORIGINAL SEER 3AR24' SHEET SUE ARCH D PREPARED FOR: SO LARC (TV PROJECT: AGILE WORKSPACES LLC LOCATION: 1790 GATEWAY RD A CARLSBAD CA 92009 SHEET TITLE: COVER SHEET APPROVED FOR CONSTRUCTION REVISION: SHEER: o PC-1 4 3 - 2 1 ARRAY CLEARANCES PER SEAOC PVS-1012 CONDITION MINIMUM SEPARATION DISTANCE' BETWEEN SEPARATE IOLO.R000AYS OF SIMILAR CONSTRUCTION _______________• ___ JUG (RI (MOST , RIO BETWEEN U SOLOS onon 0,100 FIRED OBJECT ON TOO ROOF 00 SOLAR ARRAY OF DIFFERENT CONSTRUCTION lIp) )MUNI RD In. BETWEtO USOLRO OMAn AND U 000F EDGE WIN AQUALIFYING POAOUET lId) (Vp,) IOU. BETWEEN A SOLAR bRAY AND ROOF EDGE WTTROUTA QUAUFYIOS PARAPET 0-5100(-W IS In. POAELQAW HAS AWE000A0001ONALG IRcUESTRThE51P0RAVON REQUIREMENTS FOR ADDITIONAL SAFETY. NOTT:tUF0000TSl.nCRlNAF0AY ELECY000LWIRINGMAST BE P000IOEOT00000M000TEAJL POIENTYRLUURAYMOVOMEAT. PROJECT SUMMARY IAfl*V*4IVCAO ERA ANIZERWIX'NRTO In paneIffjAFF claw RACKING CONSTRUCTiON SET PANELCL.AW, INC. 1570 OSGOOD IT SUITE 0184 NORTh ANDOVER, MA 01545 TEL 978.688.4900 PROJ 978.684.5100 D I.ERw.pmltllllwAam STAMP: PROJECT C 71115 r.VVTJINT IAS TrEt, YETSOTTI BY rTI1?S AVIS VCVITS.PII By, ATUS1 IIRI.rV Sr...-T,1hZ. EE,15ark: rEUCTUTAL Cs7DrS r:R:OJLCCTYCSS C rRVZTURA_ -DES 5._1 - EXISTING ROOF PERIMETER (WHEN PARAPET EXISTS. THE ROOT PERIMETER IS THE INSIDE RACE OF THE PARAPET) 18 ARPAYR (TYPI ROOF SETBACK (CT I * ROOF DESTRUCTION W/A'CLEARANCEITYPI '-'• - ..: ,,, .. - SCALE: ORIGINAL SIZE 36'904' SHEET SIZE ARCH'S' PAR PAR ED TO F SOLARCITY PROJECT: AGILE WORKSPACES LLC LOCATION: 2790 GATEWAY RD A CARLSBAD CA 92009 8 7 191 NI HI 'ill ------------- 7/)c / I 'r cy T71 I I I —r- cr4 V I / V11 / / / / / / / /çJ" 4 f/ I_I_I_IIIPNk_i - • I . ARRAY SITEMAP NOTES: SCALE_NiT I.PC ,,I ALLDIMENSIONSSHOWNAREEASEDIJPONINFORMATIONPROAIDEDTOPANELCLAW. FIELD VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION OF THE SOLAR ARRAY. NOTIFY PRAXELOAWOF ANY DISCREPANCIES. 8476 8 SHEET TITLE: ARRAY SITE MAP APPROVED FOR CONSTRUCTION 0 PC-2 2 I 1 8 7 I 6 I S 4 I 3 2 1 1 pane ARRAY ARRAY 1 c1aw 8008 INFORMATION ROOTADGOTIli) 16 RACKING CONSTRUCTION SET o PANELCLAW,INC. 0001TLTIDSUI S 8570 ..0.. ST. SUITE 2106 NORTH ANOOVER.MA, OISHS . 68861. IA .900 Fu 78,4118.5101) D D SPECIFICATIONS ' .p88i3I0I.W.30141 - . NAMBSROFMOOULIS STAMP: IT060LE POWER CWI 060 ARLAYOUTPATIKWI 32.8 . PARTQUANT06 ' - 6rLflLjl Li Si] - OTMIDARD 800176 - Si 91 91 U '1 . - TURCAIA0706TS 26 I - - SOUTHS5760STS 22 - U S9 5191 _91 ISA 662661571661 66 Si LA LA u osi 60145 mIT 5:4561 I I...J ... SHOOT 6011551 TOUT 48 - - - — Si 91 91 ü 511 .cuWS Z32 C . Si'91 91 'IA"S11 c 9 STLflT Uf91US LOADING DETAILS SIIGLILIOOALUWTILII 43,0 - - - SI 91 U 91 U 91 91 Ii 511 SI 91 91 Li 9191 U Si TOTHL000TWTUII 13477 AllOT 8280(50 OI) '3055 1155 I Li 55 LA.olo Eli L1S1 I I 0696154000(001 03 sIr i191 9' Li A Lfl Li Si] —91 f V . ((IS TRTVIYC 1177 3EST0 rilr.TTR:r, 13- S1 Li Li Li 5151 L 41 Li 'I ' I ((TI YES AND TCvicvcr. IT . CYGISO TILTICY SCDTI.INC. - 8 si U LI ii ii ETESOLTOC sllcItlst r51 TG17CE1ltS5 Cr ETOCTOTHO ross 0— 1 I I . S1 91I Sil ' 5191 . U 91 1s91 91 ilSil B flrTf91iJ'] B S191 u 91 U 9191 LiSII ' 55 h55'thL I1' flLi'SiT . OTIG INALSIZ13GROI 56067506 00CR 0 - 51 If U 91 U 91 91 Li ,S11 PREPARED FOR: - , Si Li Li U Li Li Li ii ii ' SOLARCITY BALLAST LAYOUT - ARRAY 1 ' POOLEd: SCALE: LIE. 4517 AGILE WORKSPACES LLC LOCATION: A . ' 2790 GATEWAY RD A CARLSBAD CA 92009 SHEET TITlE: BALLAST LAYOUT 1 APPROVED FOR CONSTRUCTION , 00010800: I 564500: 0 PC-6 8476 8 64.0 7 100HD-4.4 6 CT-SODHD-2.0 5 4 3 2 ' 1 HIGH PERFORMANCE SOLAR PANELS C PEAK ENERGY ZuW REC Peak Energy Z-Link Series panels are the perfect choice for building solar systems that combine long lasting product quality with reliable power output. REC combines high quality design and manufacturing standards to produce high- performance solar panels with uncompromising quality. pMP41i, MOREPOWER - - COMPATIBLE WITH PER FT2 ZEP GROOVE FRAME US IMPORT EASYTO DUTY FREE INSTALL Operational Temperature: Maximum System Voltage: Design Load: Max Series Fuse Rating: Max Reverse Current: -40 ... +185°F (-40 ... +85°C) 600 V 50 lbs/ft2 (2400 Pa) long side 30 lbs/ft2 (1436 Pa) short side 15A ISA REE PEAK. ENERGY-Z-LINK 11 65 V2 -- -- EFFICIENCY 1J YEAR PRODUCT WARRANTY - YEAR LINEAR POWER'---- 25 OUTPUT WARRANTY UIMFORT'OUTY FREE - - All measurements in inches ELECTRICAL DATA @ STC ;l*4*1* Nominal Power-PMPP(Wp) 255 :ig'1* 260, 265 WattClassSorting-(Wp) ±5 ±5 ±5 NominalPowerVottage - V(V) 30.5 30.7 30.9 Nominal Power Current lMPP(A) 8.42 8.50 8.58 Open Circuit Voltage -V0 (V) 37.6 37.8 38.1 Short Circuit Current -I5 (A) 8.95 9.01 9.08 PanelEfficiency(%) . 15.5 15.8 16.1 The electrical characteristics are within *1-10% of the indicated values of l., V0 and P, at standard Test conditions (STC(. Values at standard test conditions STC (airmass AM 1.5, irradiance 1000 Wlmu. cell temperature 25°C). At low irradiance of 200 W/ma (AM 1.5 and cell temperature 25C( at least 97% of the SIC panel efficiency will be achieved. ELECTRICAL DATA i@J NOCT Nominal Power- PMPP(Wp) 193 :*110J* 197 202 Nominal Power Voltage '-V(V) 28.5 ' 29.0 29.4 Nominal Power Current -lMPP(A) 6.77 6.81 6.90 Open Circuit Voltage - Vo (V) . 35.3 . . 35.7 36.0 Short Circuit Current -lsc(A) . 7.21 7.24 7.30 Nominal operating cell temperature NOCT (800 W/m°. AM 1.5. windspeed 1 rn/s, ambient temperature 20°C). Nominal Operating Cell Temperature (NOCT) 45.7°C (±2°C) Temperature Coefficient of MPP -0.40 %/°C Temperature Coefficient of Voc -0.27 %/°C Temperature Coefficient of 'sc 0.024 %/°C Cell Type: 60 REC PE multi-crystalline 3 strings of 20 cells with bypass diodes Glass: 1/8° mm solargiass with anti-reflection surface treatment Back Sheet: Double layer highly resistant polyester Frame: Anodized aluminum (black) Zep Groove compatible Junction Box: lP67rated 4mm2 solar cable, 47°+47° Connectors: Multi-Contact MC4 (4 mm2) Origin: Made in Singapore CERTIFICATION 10 year product warranty. c US 25 year linear werttw?anty USTED (max. degression in performance of 0.7% p.a.). UL 1703. Fire rating: Class C MECHANICAL DATA Dimensions: 651/2 x 39 xl /2 in (1665 x 991 x40 mm) Area: - 173/4 ft2(1.65m2) ( Weight: 43 lbs (19.5 kg) Note! All given specifications are subject to change without notice at any time. REC is a leading global provider of solar energy solutions. With more than 15 years of experience, we offer sustainable, high performing products, services and investments for the solar industry. Together with our partners, we create value by providing solutions that better meet the world's growing energy needs. REC is headquartered in Norway and listed on the Oslo Stock Exchange (ticker: RECSOL). Our 1,600 employees worldwide generated revenues of USD 647 million in 2013. RECZlkx www.recgroup.com Product Data Sheet H362RB Safety S= w it .h , 60A, 600V Fusible, Heavy Duty, 3-Pole RECE!VEO LIM ISGUAFMD by Schneider Electric JUL 2 4 2017 List Price $703.00 USD Availability Stock Item: This item is normally stocked in our distribution facility. CITY OF CARLSBAD V V BUILDING DIVISION V Technical Characteristics Depth 6.38 Inches Height 17.50 Inches V V Wire Size #12 to #2 AWG(AI) or #14 to #2 AWG(Cu) Width V 9.00 Inches V Action Single Throw V Ampere Rating 60A Approvals UL Listed V Catalog Reference Number 3100CT9801 V . Electrical Interlock V None Enclosure Rating NEMA 3R Enclosure Material V Galvannealed Steel V - - Factory Installed Neutral No Enclosure Type Rainproof and Sleet/Ice proof (Indoor/Outdoor) Maximum Voltage Rating 600V Terminal Type V Lugs V Disconnect Type Fusible V Mounting Type Surface Type of Duty Heavy Duty Short Circuit Current Rating V lOkA (Class H or K) - 200kA (Class R,J or L) V Number of Poles 3-Pole. Allift Milk Shipping and Ordering V Category V 00009 - Safety Switch, Heavy Duty, 2 & 3 Pole, 30-200 Amp, Outdoor Discount Schedule DEl V Article Number 785901482185 Package Quantity 1 Weight 15.43 lbs. V Availability Code Stock Item: This item is normally stocked in our distribution facility. Returnability Y As standards, specifications, and designs change from time to time, please äskfor cOnfirmation of the information given in this document. Generated: 06118/2009 02:31:26 © 2009 Schneider Electric. All rights reserved. Schneider OElectric 20-0Z3 F1tUT:t Heavy Duty Safety Switches 600 Volt by Schneider Electric - Class 3110 wchnehlsr.,e1ac1rrsus - . - Table 3.9: 600 Volts-Single Throw Fusible - Horsepower Ratlngs• NEMA 4,4X, 5i 480 Vac 600 Vac NEMA3R 304 Stainless steel (for 316 stainless, see NEMA 12K NEMA 12,3RIII - Std. Max. Sid. Max. Amperel NEMA I Rainproof page 3-7) Dust tight, With Knockouts Without Knockouts (Using (Using (Using (Using System Indoor (Boil-on Hubs, WatertIght, Corrosion (Watertight Hubs, (Watertight Hubs, Fast Dual Fast' Dual dcv page 3-11) Resistant page 3-11) page 3.11) Element, Acting, Element, Watertight Hubs, page 3-11 One Tie Time One Time Fuses) Delay Time Delay Fuses) Fuses) Fuses) Cat No. $ Price I Cat No. I $ PrIce I Cat. No. 1 $ Price I Cat. No. 1 $ Price I Cat. No. 1 $ Price 1 30 30 30 30 12501600 2-Wire (2 Blades and Fuseholders)-600 Vac, 600 Vdc 30 - - - - -- 60 Use three-wire devices - - - - - - ,I too for two-wire applications - - - - - 200 -- H265 4206.00 H265R 5424.001 H265DS I 14961.001 - I - H265AWK I 5025.00 400 100* 250* - - 50 50 600 H266 6653.00 H266R 10686.001 H266DS I 21399.001 - I - I H266AWK I 7341.00 150* 400* - - 50 50 800 H267 10365.00 H267R0 16385.001 - I - I - I - I H267AWK 115276.00 - - - - 50 50 1200 H268 14570.00 H268R0 17991.001 - I - I - I - I H8/ 118044.00 - - 3-Wire (3 Blades and Fuseholders)-.600 Vac, 600 Vdc v - 30 H361 528.00 H361RB 889.001 H361 DS 2520.00 H361A 1014.00 H381AWK 956:001 5 15 7-1/2 20 5 15 30 H361-2 617.00 H3612RBA 1049.001 - - H361-2A 1035.00 H3612AWK 977.00 I s 15_ 7-1/2 20 - 15 60 100 H362 H363 638.00 1188.00 H362RB H363RB 1055.001 1644.001 H362DS H3630S 2771.00 5493.00 H362A H363A 1047.00 1626.00 H362AWK H363AWK 984.001 1539.001 15 25 30 60 15 30 50 75 - - 30 50 200 H364 1707.00 H364RB 2259.001 H364DS 7685.00 H364A 2544.00 H364AWK 2400.001 50 125 60 150 40 50 400 H365 4551.00 H365R 5532.00 I H365DS 15321.00 - - H36SAWK 5462.001 100 250 125 350 50 50 600 H366 764900 H366R 10899.00 I H366DS 21084.00 - - H366AWK 9203.001 150 400 200 500 50 50 800 H367 13319.00 H367R0 16500.001 - - - - H367AWK 16352.001 200 500 250 . 500 50 50 1200 H368 17507.00 H368R0 20009.00 - - - - H368AWK 19706.001 200 500 250 500 50 50 4-Wire (3 Blades and Fuseholders, 1 Neutral)-600 Vac, 600 Vdcv - 30 H361N 617.00 H361NRB 986.001 Use three-wire devices fletd-installed solid neutral 5 15 7-1/2 20 15 60 H362N 710.00 H362NRB 1134.001 assemblies. Order separately. See page 3-12. 15 30 15 50 - 30 y s y 100 H363N 1278.00 H363NR0 1737.00 25 60 30 75 - 50 I H364NDS 7871.00 ___________ H364NA 2715.001 H364NAWK 2558.0 200 H364N 1869.00 H364NRB 2408.00 50 125 60 150 40 50 400 H365N 4898.00 H365NR 5765.00 I H365NDS 15668.00 ' - - I H365NAWK I 582300 100 250 125 350 50 50 600 H366N 8019.00 H366NR 11054.001 H366NDS 22122.00 - - I H366NAWK I 9600.00 150 400 200 500 50 50 800 H367N 14043.00 H367NR0 17205.00 I - - - - I H367NAWK 17253.00 200 500 250 500 50 50 1200 H368N 18114.00 H368NR0 20993.00 - - - -j H368NAWK 20820.00 200_ _.90 . 250. 500_ 50 50_ 4-Wire (4 Blades and Fuseholders)-600 Vac, 600 Vdco 20 20 20 20 30 ff461 914.00 - - H461 DS 2937.00 - - H461AWK 111500 7-1/2 20 10 25 5 15 60 ff462 1065.00 - - H4620S 3069.00 - - H462AWK 1257.00 15 40 20 50 10 30 - 100 H463 1778.00 - - H4630S 834500 - - H463AWK 1932.00 25 50 30 75 20 30 200 ff464 2957.00 - - H4640S 12596.00 - - H464AWK 3222.00 50 - 50 - 40 50 400 ff465 6210.00 - - - - - - H465AWK 6807.00 100 250 125 350 50 50 600 H466 10104.00 - - - - - - - - 150 400 200 500 50 50 6-Wire (6 Blades and Fuseholders)-600 Vac o 30 30 30 30 1'?? 1 1 1 I 100 I - 1- - - I I-t663DS I 25964.001 - I - I H663AWK I 5112.00 25 60 30 75 -I 200 - - - ff66405 35393.00 - - H664AWK 12222.00 For applications requiring motor disconnect capability,_use electrical interlock. Refer to page 3-11. * Complete rating is NEMA 3, 3ff, 4, 4X, 5 and 12. Also suitable for NEMA 3R application by removing drain screw from bottom endwalt. Refer to page 7-35 for additional motor application data. The starting current of motors of more than standard horsepower may require the use of fuses with appropriate time delay characteristics. * For corner grounded delta systems only and with neutral assembly installed. Use switching poles for ungrounded conductors. v On 3P devices, use two outside poles for switching dc. 60 A switch with 30 A fuse spacing and clips. Must use 60 A enclosure accessories including electrical interlocks. o Suitable for NEMA 5 applications with drain screw installed. 0 Not suitable for use as service equipment. Class H Fuse Provisions: Fusible Square D 30 through 600 A heavy duty safety switches accept Class H fuses as standard. With Class H fuses - installed, the switch is UL Listed for use on systems with up to 10 kA available fault current, Class R Fuse Provisions: Fusible Square D 30-600 A heavy duty safety switches will accept Class A fuses as standard. A field-installed rejection kit is available which, when installed, rejects all but Class R fuses. With the installation of the rejection kit and Class A fuses, the switch is UL Listed for use on systems with up to 200 kA available fault current. See Class R fuse kits on page 3-11. - J Class J Fuse Provisions: HI IlIlI assembly from the standard Class H fuse location to an alternate 'position as marked in the enclosure. With Class J Provisions for installing Class J fuses are included in 30 through 400 A 600 Volt, and 100 through 400 A 240 Volt, )lt II lt. fusible heavy duty safety switches. Conversion to Class J fuse spacing requires relocating the load side fuse base - ( fuses installed, the switch is UL Listed for use on systems with up to 200 kA available fault current. Switches rated Class R Fuse 600 A, 240 or 600 Volt, require the addition of an adapter kit, H600J at $456. One kit per 3P switch, Class L Fuse Provisions: Fusible 800 A and 1200 A safety switches use Class L bolt-in fuses and are rated for use on systems with up to 200 kA at 600 Vac maximum. 1200 A switches accept class L fuses from 601-1200 A, 800 A switches accept class L fuses from 601-800 A. Accessories: ...... ......................... pages 3-11 through 3-13 Dimensions: NEMA 1 and 3R .............................page 314 - Dimensions: NEMA 4,4X and 5 ...........................page 3-15 - © 2009 Schneider Electric All Rights Reserved DE1 Discount Schedule 3-5 :7---.- - Product data sheet Q0342L225GRB Characteristics LOAD Center QO MLO240V 225A 3PH 42SP Product availability: Stock - Normally stocked in distribution facility o.... Price*: 1494.00 USD v'. Main Product or component type Load Center 0 Range of product 00 Load center type Main lugs Line Rated Current 225 A Number of spaces 42 Short-circuit current 65 kA Number of circuits 42 0 Number of tandem circuit breakers 0 Phase 3 phases System Voltage 208Y/120 V .AC 240/120 V delta AC 240V delta AC V. Complementary 0 AWG gauge . AWG 4.300 kcmil (aluminium/copper) NEMA degree of protection NEMA 3R outdoor -. Cover type Surface cover Electrical connection Lugs . Device composition Grounding bar included (not installed) Electrical connection Lugs Wiring configuration 3-wire 4-wire . Material Tin plated copper busbar Enclosure material - - Welded galvannealed steel - - - - Surface finish . . Baked enamel grey E Box number - - 8R - Product certifications UL listed Height 37.99 in (965 mm) a May 04, 2017 - LifeIsenhieder Width 14.76 in (375 mm) Ordering and shipping details Category 00017- QO 3PH LOAD CENTER,OUTDOOR Discount Schedule DE3 GTIN 00785901295556 Nbr. of units in pkg. 1 Package weight(Lbs) 42.619999999999997 S Returnability V - Country of origin US - Offer Sustainability . Sustainable offer status Not Green Premium product RoHS (date code: VYWW) - Compliant - since 1248 - Schneider Electric declaration of conformity 19 Sóhneêr REACh Reference not containing SVHC above the threshold Reference not containing SVHC above the threshold Product end of life instructions Need no specific recycling operations Contractual warranty S Warranty period 18 months Comprehensive Products And System Certificates lEc6121sIlEc61730IuLl703IlEc61 701/1EC62716 - - ISO 9001 Quality Management System - ISO 14001: Environmental Management System 15014064: Greenhouse gases Emissions Verification - OHSAS 18001: Occupation Health and Safety Management System USTED FaIj I "--: I F(( 13 1~0 Tinasolar LINEAR PERFORMA\CE WARRANTY 10 Year Product Warranty. 25 I-na' Linear Power Warranty Trmna linear Warrart standard Step Warranty Mono Multi Solutions THE rina ount MODULE 60 CELL MONOCRYSTALLINE MODULE 275-305W POWER OUTPUT RANGE 18.6% MAXIMUM EFFICIENCY Maximize limited space with top-end efficiency ( -Up to 186 W/m2 power density Low thermal coefficients for grea.e energy production at high operating temperatures I Highly reliable due to strient quality control 0-+5W Over 30 in-house tests (UV, TC, HF, md many more) POSITIVE POWER TOLERANCE In-house testing goes well beyond :effification requirements PID resistant - .100% EL double inspection Founded in 1997, Trina Solar is the worlds leading comprehensive solutions provider for solar energy. we believe close cooperation with our partners is critical to success. Irma Solar now distributes its PV products Certified to withstand the most challenging to over 6o countries all over the world. Trina is able to - environmental condition; - - - provide exceptional service to each customer in each market and supplement our innovative, reliable 2400 Pa wind load products with the backing of Trina as a strong, ' - 5400 Pa snow load bankable partner. We are committed to building strategic, mutually beneficial collaboration with 35 mm hail stones at 97 km/h installers, developers, distributors and other partners DIMENSIONS OF PV MODULE(mm/inches) JA N4o / 40/1.57 992/39.1 Back View 35/1.38 (A-A) I-V CURVES OF PV MODULE(305W) loo so J 4o to te to to so Q so vullagoSl P-V CURVES OF PV MODULE(305W) soo too Vollegn(v Trina . --.---ount .,- r'-- m •:- F.RAMED6O-CELLMODULE PRODUCTS POWER RANGE - TSM-0005A.18(11) -1 280-305W ELECTRICAL DATA (STC) Peak Power Watts-Poau IWp)° 275 280.285_ J 290 295 300 305 Power Output Tolerance-PcccnfiA 0-+5 Maximum Power Voltage-Vi.n'e(V) 31.4 31.7 31.8 32.2 32.5 32.6 32.9 mum Power Current-Icea (A) 8.76 - 8.84 8.97 9.01 9.08 9.19 Open Circuit Voltage-V.M 38.7 39.0 39.3 39.5 39.7 39.9 40.2 Circuit Current kdA) ° _.--- Module Efficiency r (%) 16.8 . 17.1 .17.4 17.7 18.0 18.3 18.6 STC: Inadiance 1000W/in'. Cell Temperature 25C. Air Mart Meawnngtawe13%, . ., - •_ . . - ELECTRICAL DATA (NOCT) Maximum Power-Pr.aa(Wpl 205 209 212 216 220 223 227 E mumP0weoIte-Ve - 29.2. 29.4 29.6 - 29.9 30.2 30.4 0=6 - ..a Maximum Power Current-lannIAl 7.02 7.10 7.17 7.23 7.28 735 7.42 [Open Circuit Voltage Voc M 360 36.3 k 366 367 369 371 373 _j Short Circuit Current-lie lAl 7.48 7.55 7.63 7.67 7.71 7.78 7.84 90Cr: biadlanne at 800W/rn,'. Ambient Temperature 20'C. Wind Speed lent. MECHANICAL DATA Solar Cells Monocrystalline 156.75 x 156.75 mm 16 inches) [ll Orientation . 60 cells 16x 101 Module Dimensions . 1650 x 992 x 40 mm (65.0 x 39.1 x 137 inches) 6kgI4i1lb) - Glass • 3.2mm 10.13 inches), High Transmission, AR Coated Tempered Glass [heet - White Frame Black Anodized Aluminium Alloy E -B ox - 5octP67rated - Cables Photovoltaic Technology Cable 4.omm° (0.006 inches'), 1000 mm 139.4 inches) Co~{necto MC4 Fire Type UL 1703 Type 2 for Solar City TEMPERATURE RATINGS MAXIMUM RATINGS NOCT(Non,inuope,,ringceltTernpe,alnro) 44'Cl±2°Cl - - Operational Temperature -40'-+85'C ature Coefficient of Fiat - - 0.39%/C,. Maximum System Voltage I 000 DC (lEo Temperature Coefficient ofVnc -0.29%/'C - r 1000VDC(UL) [TPeeCoetht . 01 Max Series Fuse Rating iSA a (DO NOT eonneel Fuse in Combine, Ba, with twa or more rleintr in parallel 000neetlnn) WARRANTY PACKAGING CONFIGURATION 10 year Product Workmanship Warranty Modules per boo: 30 pieces [25 year Linear Power Warranty Modules per 40' container. 840 pieces (Please icier to product warranty for details) .CAUTION: READ SAFETY AND INSTALLATION INST1iUC11ONS BEFORE USING THE PRODUCT. - Tiinaso& 2017 Trina Solar limited. All rights reserved. Specifications included in this datasheet are tubject to change without notice. Version numbecTSM_EN_2017..A - -- www.trinasolar.com / Perfect Welding! Solar Energy / Perfect Charging IFLIDDR9 0MY© SHIFTING THE LIMITS / The future of commercial solar is here - Introducing the new Fronius Symo. / PC Board / SnaplNverter / Integrated Data I / Superriex I Smart Grid & NEC / AFCI Replacement Process Mounting System Communication I Design 2014 Compl ant Integrated,_ - / Featuring nine models ranging from 1.0 kW to 24 kW, the transformerless Fronius Symo is the ideal compact three-phase inverter for all commercial applications. The high system voltage and wide input voltage range ensure maximum flexibility in system design. With its low roof loading, NEMA 4X, and 1000 V DC rating, the Fronius Symo can be mounted in many different ways, including flat on a roof or pole mount. The modern design is equipped with the SnaplNverter mounting system, allowing for lightweight, secure and convenient installation and repair. Several industry-leading features are available with the Fronius Symo including Wi- Fi®* and SunSpec Modbus interfaces for seamless monitoring and datalogging, field proven Arc Fault Circuit Interruption (AFCI), NEC 2014 compliant, and Fronius' superb online and mobile monitoring platform Fronius Solar.web. The Fronius Symo: powering commercial projects that last. TECHNICAL DATA FRONIUS SYMO GENERAL DATA STANDARD WITH ALL SYMO MODELS Dimensions (widths heights depth) 20.1 x 28.5 x 8.9 inches [gree of protection NEMA 4X Night time consumption . 1 W [iiverter topology 11 Transfornserless Cooling Variable speed fan [Installation liE Indoor and outdoor installation Ambient operating temperature range -40F . * 140 F (40 . +60 C( [Permitted humidity 0- 100% (non-condensing) DC connection terminals Es DC+ and 6x DC- screw terminals for copper (solid / stranded / line stranded) or aluminum (solid / stranded) LAC connection terminals Screw terminals 14-6AWG UL 1741-2010, UL1998 (for functions AFC[ and isolation monitoring), IEEE 1547-2003, IEEE 1547.1-2008, ANSI/IEEE C62.41, FCC Part 15 A & B, NEC Article 690, C22. 2 No. 107.1-01 Certificates and compliance with standards (September 2001), UL1699B Issue 2 -2013, CSA TIL M-07 Issue 1.2013 [GENERAL DATA 10.0-3 208/2l.1{ 12.0-3 208/240 71 10.0-348o 7F 12.5-3 480 7F 15.0-3 480 17.5-3 480 20.0-3 480 22.7-34807 24.0-3 480 Weight 91.9 lbs. 91.9 lbs. 76.7 lbs. 76.7 lbs. 95.7 lbs. 95.7 lbs. 95.7 lbs. 95.7 lbs. 95.7 lbs. PROTECTIVE DEVICES STANDARD WITH ALL FRONIUS SYMO MODELS AFCI & 2014 NEC Compliant Yes [DC disconnect Yes DC reverse polarity protection Yes Ground Fault Protection with Isolation Monitor Yes TECHNICAL DATA FRONIUS SYMO IINPUT DATA 10.0-3 208/240 12.0-3 208/240 10.0-3 480 12.5-3 480 15.0-3 480 17.5-3 480 20.0-3 480 i7-3 480 24.0-3 480 Recommended PV power (kWp) 8.0-13.0 9.5-15.5 8.0-13.0 10.0-16.0 12.0-19.5 14.0-23.0 16.0-26.0 18.0-29.5 19.0-31.0 [Max. usable input current (MPPTI/MPI'T 21JL 25.0 A /16.5 A 33.0 A / 25.0 A I Max. usable input current total )MPPT 1 + MPPT 2) 41.5 A 51 A Max. array short circuit current (1.5 Imax) MPPT . 375 A / 248 A 495 A / 37.5 A I Integrated DC string fuse holders - . - ; - - - - 6-and 6+ LM PP-volt g~ range .(LIIIIj00500 V ][ 300- Operating voltage range 200-600 V 200-600 V 200- 1000 V - 200- 1000 V [Max.in put volt age _JI 600 1 600V ILJ000VJI I000V I Nominal input voltage 208 V 350 V 350 V NA NA NA NA NA NA NA 240:W 370y iL 370YIL. NA 1LNA_JL_ NA NA [ NA iL_ NA NA I 480V NA NA 675V 685V 685V 695V 710V 720V 720V FAdmissable conductor size DC AWG 14 ... AWG 6 copper direct, AWG 6 aluminum direct, AWG 4... AWG 2 copper or aluminum with input combiner Number of MPPT OUTPUT DATA 2 10.0-3 208/240 ][12.0-3 208/240[.0-3 480 L_12.5-3 48 15.013480 17.5-3 480 IL_20.0-3 480J[22.7-3 480 24.0-3 480 Max. output power 208 V 9995 VA . 11995 VA NA NA NA . NA NA NA NA I 240y-,j 9995 VA _1L11995 VA .jr NA ] NA ]F NA 1L NA T1INA _J NA 11 - NA I 480V NA NA 9995 VA 12495 VA 14995 VA 17495 VA 19995 VA 22727 VA 23995 VA [ontinuous output current 208 1 27.7 A I1 33.3 A.j.jI NA if NA if NA I NA NA fi NA II NA I 240 V 24.0 A 28.9 A NA NA - NA NA NA NA NA I 480\[ NA jL NA ]r---1 2 0 -A -7 15.0 A .j[_ 18.0 A I[_ 21.0 A ]L24.0 A JL27.3 A _jL_........ 28.9 A ] AC breaker size 208 V 35A 45 A NA NA NA NA NA - NA NA 240 \if 30 A 40 A NA if NA if NA j NA I NA if NA NA 480V NA NA 15 20A 25A 30k - 30A 35A 40A [ax. Efficiency II 97.0% II 97.0% if 98.1 % if 98.1 %11 98.0% CEC Efficiency 208 V 96.1% 96.5% NA NA NA NA NA NA NA 240 96.5% 1[96.5% if NA NA JI NA if NAJ NAj! NA if NA I 480 V NA NA 96.5% 97.0% 97.0% 97.5% . 97.5% 97.5% 97.5% Loissable conductor size AC AWG 14- AWG 6 Grid connection 208 / 240 V 208 / 240 V 480 V Delta +Nuu 480 V Delta * N" 480 V Delta * N- [Frequency [ 60 Hz Total harmonic distortion < 1.75 0/ [Power factor 0- 1 ind./cap. 1iTERFACES - AVAILABLE WITH ALL FRONIUS SYMO MODELS I USB (A socket) I Datalogging and inserter update possible via USB 2x RS422 (RJ45 socket) Fronius Solar Net, interface protocol AVAILABLE WITH THE FRONIUS DATAMANAGER 2.0 CARD (ONLY ONE CARD REQUIRED FOR UP TO 100 INVERTERS) I Wi-Fi/Ethernet/Scrial/ Datalogger and 6 inputs and 4'digital I/Os - v uu+N for sensing purposes - no current carrying conductor. Fronius USA LLC 6797 Fronius Drive Portage, IN 46368 USA pv-support-usa@fronius.com www.fronius-usa.com Rev. 6.24.15 USA Wireless standard 802.11 b/g/n / Fronius Solar.wels, SunSpec Modbus TCP, JSON / SunSpec Modbus Load management; signaling, multipurpose I/O I / Perfect Welding/ Solar Energy / Perfect Charging - P 7%q - WE HAVE THREE DIVISIONS AND ONE PASSION: SHIFTING THE LIMITS OF ASIB,ILITY. / Whether welding technology, photovoltaics or battery charging technology - our goal is clearly defined: to be the innovation leader. With around 3,000 employees worldwide, we shift the limits of what's possible - our record of over 1,000 granted patents is testimony to this. While others progress step by step, we innovate in leaps and bounds. Just as we've always done. The responsible use of our resources forms the basis of our corporate policy. Further information about all Fronius products and our global sales partners and representatives can be found at www.fronius.com -'t Job No. 17-242-1300 By AIL/PGS Sheet No. Cover Date 3/27/17 CARUSO TURLEY SCOTT consulting structural engineers CLIENT: Pane l i,, cuaw' 1570 Osgood Street Suite 2100 North Andover, MA 01845 PROJECT: Agile Workspaces LLC 2790 Gateway Rd Carlsbad, CA 92009 GENERAL INFORMATION: YOUR VISION IS OUR MISSION PARTNERS Richard D. Turley, PE Paul G. Scott, PE, SE Sandra J. Herd, PE, SE Chris J. Atkinson, PE, SE Thomas R. Morris, PE Richard A. Dahbniann, PE 2016 CBC, ASCE 7-10 BUILDING CODE: With SEAOC PV1 -2012 and PV2-2012 1215W. Rio Salado Pkwy. Suite 200 .Tempe, AZ 85281 T: (480) 774-1700 F: (480) 774-1701 www.ctsaz.com Date: March 27, 2017 + Mr. Robert Clough Panel Claw 1570 Osgood Street, Ste 2100 NorthAndover, MA 01845 RE: Evaluation of Panel Claw system CARUSO TURLEY Project Name: Agile Workspaces LLC SCOTT CTS Job No.: 17-242-1300 consulting structural Per the request of Robert Clough at Panel Claw, CTS was asked to review the engineers Panel Claw system with respect to the system's ability to resist uplift and sliding caused by wind and seismic loads. Wind Evaluation: Panel Claw has provided CTS with wind tunnel testing performed by l.F.l (Institute for Industrial Aerodynamics) at the Aachen University of Applied Science. The system tested was the "Polar Bear lOdeg Gen Ill HD" system. This system consists of photovoltaic panels installed at a 10. degree tilt onto support assemblies. The support assemblies consist of a support frame for the PV panels, wind deflectors and areas for additional mass/weight as required for the ballast loads. YOUR VISION IS OUR MISSION The wind tunnel testing was performed per Chapter 31 of ASCE 7-10. The PAR I TNERS parameters of the testing were a flat roof system in both Exposure B and C on a RichardD. Turley, PE building with and without parapets. The testing has resulted in pressure and/or Paul C. Scott PE, SE force coefficients that were applied to the velocity pressure q5 in order to obtain Sandra J. Herd, PE, SE the wind loads on the PV system. From the wind load results it is then possible to Chris J.Attcrnson, PE, SE calculate the ballast loads required to resist the uplift and sliding forces. Thomas R. Morris, PE Richard A.Dahtrnann,PE Panel Claw has provided CTS with the excel tool that was developed to obtain the uplift and sliding forces. CTS has reviewed this tool and the wind forces obtained to find that the amounts of ballast provided are within the values required. Furthermore, CTS agrees with the methodologies used to develop the uplift and sliding forces for the "Polar Bear lOdeg Gen III HD" system per the wind tunnel testing results. Seismic Evaluation: Calculations have been provided utilizing the method found in SEAOC PV1- 2012, Section 9 for the use of non-linear response history analysis to determine the seismic displacement of non-structural components located on a roof. These calculations have determined that the friction generated from the ballast is sufficient to restrict displacement due to seismic forces to acceptable distances, and that no mechanical attachments are required. 1215W. Rio Salado Pkwy. Suite 200 Tempe, AZ 85281 1: (480) 774-1700 F: (480) 774-1701 www.ctsaz.com p Conclusion: Therefore, it has been determined that the system as provided by Panel Claw is sufficient to resist both wind and seismic loads at this project. Please contact CTS with any questions regarding this letter or attachments. CARUSO TURLEY SCOTT consulting structural engineers Respectfully, Andrew I. Luna Paul G. Scott, PE, SE Structural Designer Partner YOUR VISION IS OUR MISON PARTNERS Richard D. Türy, PE Paul G. Scott, PE, SE Sandra J. Herd, PE, SE Chris J. Atkinson, PE, SE Thomas R. Morris, PE Richard k Dahknann, PE 1215W. Rio Salado Pkwy. Suite 200 Tempe, AZ 85281 1: (480) 774-1700 F: (480) 774-1701 www.ctsaz.com pane ffffff claw'D Partner Name: SolarCity Project Name: Agile Workspaces LLC Project Location: 2790 Gateway Rd CARLSBAD, CA, 92009 Racking System: Polar Bear Ill HD Structural Calculations, for Roof-Mounted Solar Array Submittal Release: Rev 0 Engineering Seal PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com 3/24/2017 panelm claw" Table of Contents: Section: Page 4* 1.0 Project Information 1 1.1 General 1 1.2 Building Information . . 1 1.3 Structural Design Information 1 2.0 Snow Load 2 2.1 Snow Load Data 2 2.2 Snow Load Per Module 2 3.0 Wind Load 3 3.1 Wind Load Data . 3 3.2 Roof /Array Zone Map 3 3.3 Wind Design Equations 3 4.0 Design Loads - Dead. . 4 4.1 Dead Load of the Arrays 4 4.2 Racking System Dead Load Calculation 5 4.3 Module Assembly Dead Load Calculations Array 1 5 5.0 Design Loads - Wind . . 6 5.1.1 Global Wind Uplift Summary Table: 6 5.1.2 Global Wind Shear Summary Table: . 7 6.0 Design Loads - Downward 8 6.1 Downward Wind Load Calculation 8 6.2 Racking Dimensions for Point Loads 8 6.3 Point Load Summary 9 7.0 Design Loads - Seismic . 10 7.1 Seismic Load Data 10 7.2 Seismic Design Equations 10 7.3 Lateral Seismic FOrce Check 11 7.4 Vertical Seismic Force Check 12 7.5 Seismic Displacement of Unattached Solar Arrays 13 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com 3/24/2017 panel ,, 3/24/2017 claw® Appendix: I.F.I PCM11-4: Wind Loads on the solar ballasted roof mount system 'Polar Bear 10 deg Gen IlIHD' of PanelClaw Inc.; February 25,2016 B. Building Code and Technical data PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com paneIs. claw® 3/24/2017 1.0 Project Information: 1.1 General: Project Name: Agile Workspaces LLC Project Locaton.: 2790 Gateway Rd CARLSBAD, CA, 92009 Racking System: Polar Bear Ill HD Module: REC Module Tilt: 10.40 Module Width: 39.02 Module Length: 65.55 Module Area: 17.76 Ballast Block Weight = 34.00 1.2 Building Information: 260PEZ-LINK degrees in. in. sq .ft. lbs. Max Roof Height (h): Length (1): Width (B): Roof Pitch: Parapet Height: Roofing Material Attachment: Roofing Material: Coefficient of Static Friction (,u): 16 103 87 1 0 Fully Adhered MOD. BITUMEN 0.57 ft. ft. ft. degrees ft. 1.3 Structural Design Information: Building Code: Risk Cat.: Basic Wind Speed (V) = Exposure Category: Ground Snow Load (Pg) = Is = Site Class: Short Period Spectral Resp. (5%) (Ss): is Spectral Response (5%)(S1): le = Ip = 2016 CBC 110 mph C .0 1 D 1.032 0.401 1 1 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com 1 panel 3/24/2017 claw® 2.0 Snow Load: Snow Calculations per ASCE 7-10, Chapter 7 2.1 Snow Load Data: Ground Snow Load (Pg) = 0.00 psf (ASCE, Figure 7-1) Exposure Factor (Ce) = 1 (ASCE, Table 7-2) Thermal Factor (Ct) = 1.2 (ASCE, Table 7-3) Importance Factor (Is) = 1 (ASCE, Table 1.5-2) Flat Roof Snow Load (Pf) = 0.7*Pg*Ce*Ct*ls= 0.00 psf (ASCE 7.3-1) Min Snow Load for Low Slope Roof = Pg*ls = 0.00 psf (ASCE 7.3.4) Snow Load on Array (SLA) = 0.00 psf Minimum Snow Load SLA Fig. 2.1 - Uniform Roof Snow Load on Array 2.2 Snow Load Per Module: Snow Load per Module (SLM) = MOdule Projected Area * SLA Where; Module Projected Area (Amp) = Module Area * Cos(Module Tilt) Where; Module Area = 17.76 sq.ft. Module Tilt = 10.40 degrees Amp = 17.47 sq.ft. SLM Amp *SLA = 0.00 lb PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com 2 panelz7 m claw 3/24/2017 3.0 Wind Load: Wind Analysis per ASCE 7-10- Wind Tunnel Procedure, Chapter 31 3.1 Wind Load Data: Basic Wind Speed (Vult) = 110 mph (ASCE, Figure 26.5-IA) Exposure Category: C (Ascf. S,. 267.3) Topographic Factor )Kzt) = 1 (45C6 Fix. 26.8-I1 Directionality Factor (Kd) = 0.85 (4sc6 Tobi,26.6-1) Exposure Coefficient (Kz) = 0.86 (ASCE. Txbk27.3.i) MRI Reduction = 0.93 (Eq.. C26.5-2) Velocity Pressure (qz) = 0.00256Kz*KztKd*V2xMR02 19.58 PSF (25CC. Eq.. 27.3.1) 3.2 Roof! Array Zone Map: I Far west wInds with wind dtrectfons from 180 to 360. I setback a Setback a Typical Roof Zone Mapping for West Winds with Directions from 180 to 360 Roof Zone Map Dlmnnlons per IN Wind Tunnel Study Height (ft) Li (ft) 12 (ft) U )ft) 14 )ft) is (ft) 16 (ft) 17 (ft) 18 (ft) Velocity Pressure (qe) 16.0 98.42 4.58 62.34 36.09 1 49.21 37.79 0.00 0.00 1 . 19.58 PSF 3.3 Wind Design Equations: WLxpiiitimoxie = q,AC1 6p1j16 WL81ai,,61oaz, = Where qx= Velocity Pressure (Ref. Pg. 3, Wind Load) Am= Module Area (Ref. Pg. 1, Project Information) Cfz and Cfxy= Vary and related to wind zone map (Proprietary Wind Tunnel Coefficients) PaneiClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - wwwpanelclaw.com 3 panelm claw 3/24/2017 4.0 Design Loads - Dead: There are two categories of dead load used to perform the structural analysis of the PaneiClaw racking system; Dead Load of the Array (DLA) and Dead Load of the Components (DLC). DLA is defined as the weight of the entire array including all of the system components and total ballast used on the array. DLC is defined as the weight of the modules and the racking components within an array. The DLC does not include the ballast used to resist loads on this array. 4.1 Dead Load of the Arrays: Max. Allowable Pressure on Root = 5.00 PSF Array Information Results Sub-Array Roof Sub-Array Numbers of DLC Sub-Array Sub-Array Roof Pressure (DLA) No. modules DLC (lbs.) DLA (lbs.) (lbs.)/module Area 1r121 Pressure (DLC) (psO (psi) Acceptable? 1 126 7,533 13,177 60 3,065 2.46 4.30 Yes Totals:I 126 1 7,533 I 13,177 Table 4.1 Array Dead Loads and Root Pressures paneiClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.paneIclaw.com 4 pane.ffffffl clw 3/24/2017 4.0 Design Load - Dead (Cont.): Racking System: Polar Bear III HD 4.2 Racking System Dead Load Calculation: The array dead load is made up of three components; the racking assembly, ballast and module weights. Array#1 Component Weight: Quantity NORTH SUPPORT= 2.02 lbs. 24 SOUTH SUPPORT= 1.85 lbs. 24 STANDARD SUPPORT= 2.32 lbs. 228 LONG BALLAST TRAY = 7.14 lbs. 114 SHORT BALLAST TRAY = 3.99 lbs. 48 CLAWS(2)= 3.88 lbs. 126 MECHANICAL ATTACHMENT= 0.73 lbs. 0 MA Bracket = 2.32 lbs. 0 REC - 260PEZ-LINK = 42.99 lbs. 126 Ballast Weight: CMU Ballast Block = 34.00 lbs. 166 43 Module Assembly Dead Load Calculations Array 1: The following calculation determines the nominal weight of a single module assembly. This value is used to calculate the required ballast for Wind Loads as shown in Section 6.1. Single Module + Racking System Weights: Nominal Assembly Weight Components Array Dead Load (DLC) = 7533 lbs. Module Assembly Dead Load (DLC) = Components Array Dead Load (DLC) / # Modules = PanelCiaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com 5 panelm claw 3/24/2017 5.0 Design Loads - Wind. 5.1.1 Global Wind Uplift Summary Table: The necessity to add mechanical attachments can arise for several reasons. Building code requirements, roof load limits and array shape all may come into play when determining their need. The table below provides the mechanical attachment requirements for each sub-array within this project. Applied Load Resisting Load Code Check Sub-Array No. W = Total Wind Uplift (lb) DL = Total Dead Load (lb) Quantity MA Provided MA Capacity (lb) Calculated Factor of Safety* Check 1 11,694 13,177 0 0 1.88 OK Totals: 11.694 lbs. 13,177 lbs. 0 lbs. Table 5.1 Summary of Mechanical Attachment Requirements * Back oflltfilfited factor of sAfeW provided to determine factor of safety applied to dead load In Leo of 0.6 In dICE 7.10 equation 7, BACK CALCLUATEO SAFETY FACTOR. (DEAD LOAD*MECHANICAI. AITACHMENT)/(.6) WIND LOAD PanelCiaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com panelawff claw'5 3/24/2017 5.0 Design Loads - Wind (Cont.) 5.1.2 Global Wind Shear Summary Table: Applied Load Resisting Loads Code Check Sub-Array No. Wu = Wind Uplift (lb) Ws = Wind Shear (lb) DL = Total Dead Load (lb) MA Provided MA Capacity (lb) Calculated Factor of Safety* Check 1 5,962 3,154 13,177 0 0 1.91 OK Totals: 5,962 lbs. 3,154 lbs. 13,177 lbs. 0 0 Table 5.2 Summary of Mechanical Attachment Requirements. * Back calculated factor of safety provided to determine factor or safety applied to deed toed in lieu of 0.6 In asce 7.10 equation 7, BACK CAICLUATED SAFETY FACTOR (DEAD LOAD,MEcHANf CAL ATTAcHMENT)/lll.6lw1ND SHEAR/FRlCTfONlv-l6lW1ND UPLIFT) PaneiClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.paneIclaw.com 7 6.2 Racking Dimensions for Point Loads: Inter-Module Support 35.43 in. Spacing = 31.12 in. Inter-Column Support Spacing = panelawi claw® 3/24/2017 6.0 Design Loads - Downward: 6.1 Downward Wind Load Calculation: WLLn = q *A.* Cf z *Cos 9 Where: qz = 19.58 psI Am = .17.76 sq.ft. B= 10.40 deg. CfZ = 1.13 (Single Module Area) (Inward) (Ref. Pg. 3, Wind Load) (Ref. Pg. 1, Project Information) (Ref. Pg. 1, Project Information) (Proprietary Wind Tunnel Data) WL1 = 387 Ibs./module Contact Pad by Location: A = Northern B = Northern C = Interior D = Interior E = Southern F= Southern Typical Array Plan View (Section A-A on Next Page) PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com 91 panelffffff claw 6.0 Design Loads - Downward (CONT.): 6.2 Racking Dimensions for Point Loads (Cont.): 3/24/2017 j k . )k 19" xi X3 Xl X3 X2 17.5" t 9.1 t A B C D E F G H Section A-A Distances Between Supports (Unless Noted): Xl = 32.24 in. Xl = 14.33 in. X3 = 20.00 in. 6.3 Point Load Summary: Dlsys = 60 Total DL = (Varies on location and ballast quantity) SLm = 0 lbs/module WLin = 387 lbs/module Extreme Point Load Summary Table load combinations (ASD) Location Load DL + SLm DL + 0.6 X Wlin DL + 0.75 X SLm + 0.75(0.6 X WLln Northern A 30 lbs. 59 lbs. 52 lbs. Northern B 19 lbs. 48 lbs. 41 lbs. Interior C 38 lbs. 96 lbs. 81 lbs. Interior D 26 lbs. 84 lbs. 70 lbs. Interior E 38 lbs. 96 lbs. 81 lbs. Interior F 26 lbs. 84 lbs. 70 lbs. Southern G 5 lbs. 24 lbs. 19 lbs. Southern H 13 lbs. 33 lbs. 28 lbs. Southern I 13 lbs. 33 lbs. 28 lbs. For Checking I 209 lbs. 557 lbs. 470 lbs. Table 6.1-A Extreme Point Load Summary Ballast Block Point Load Summary - (LB/Single Block Applied at Tray Location) Location Point Loads (lb/single block) at each Tray Location Tray 1 Tray 2 Tray 3 Tray 4 Tray 5 Northern A 11 Its. Northern B 6 lbs. 17 lbs. Interior C . 11 lbs. Interior D 6 lbs. Interior E - 11 lbs. Interior F . - . Bibs. Southern 0 ••• Southern H -. •" - , - .. . 9 lbs. Southern I 9 lbs - Table 6.1-B Single Block Point Load Summary PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.paneIclaw.com 9 pane ffffff claw® 3/24/2017 7.0 Design Loads - Seismic Seismic Calculations per ASCE 7-10, Chapter 11 - Seismic Design Criteria Chapter 13 - Requirements for Nonstructural Components 7.1 Seismic Load Data: Site Class: D Seismic Design Category: D Short Period Spectral Resp. (5%) (Ss): 1.032 is Spectral Response (5%)(Si): 0.401 Bldg. Seismic Imp. Factor (le) = 1 Site Coefficient (Fa) = 1.0872 Site Coefficient (Fv) = 1.599 Adj. MCE Spec. Resp. (Short) (Sms)= Fa*Ss = 1.1219904 Adj. MCE Spec. Resp. (1 sec.)(Sm1) = Fv*S1 = 0.641199 Short Period Spectral Response (Sds) = 2/3(Sms) = 0.74 One Second Spectral Response (Sdi) 2/3(Smi) = .0.427466 Component Seismic Imp. Factor (Ip) = 1 Repsonse Modification Factor (Rp) = 2.5 Amplification Factor (ap) = 1 7.2 Seismic Design Equations: - O.4aSø Lateral Force (F) - SWp (i + 2 (i)) 'p (Ref. Pg.. 1, Project Information) (ASCE, Tables 11.6-1 and 11.6-2) (Ref. Pg. 1, Project Information) (Ref. Pg. 1, Project Information) (ASCE, Table 1.5-2) (ASCE, Table 11.4-1) (ASCE, Table 11.4-2) (ASCE, Eqn. 11.4-1) (ASCE, Eqn. 11.4-2) (ASCE, Eqn. 11.4-3) (ASCE, Eqn. 11.4-4) (ASCE, Sec. 13.1.3) (ASCE, Table 13.6-1) (ASCE, Table 13.6-1) (ASCE, Eqn. 13.3-1) FpLmin = 0.3SDSIPWP (ASCE, Eqn. 13.3-3) FpLmax = 1.6SDsIpWp (ASCE, Eqn. 13.3-2) Vertical Force (FP,) = ±[0.20SDS44,] (ASCE, Eqn. 12.4-4) Lateral Resisting Force (FRL)* = [(0.6-(0.14 Sds)) (0.7) (mu)(Wp)] (Factored Load, ASD) Vertical Resisting Force (FRV) = 0.6*Wp (Factored Load, ASD) * Per SEAOC PV1 - 2012 - Frictional resistance due to the components weight may be used to resist lateral forces caused by seismic loads. The coefficient of friction for the roof material must be reduced by 30%. PaneiClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelcIaw.com 10 panelffffff - claw® 3/24/2017 7.0 Design Loads - Seismic (cont.) 7.3 Lateral Seismic Force Check: Due to the application of the Non-Linear Response History analysis method there is no need to include mechanical attachments in this design. The - following lateral and vertical seismic force values are included only for completeness. Nomenclature: We = Sub-Array Weight Fpi= Lateral Seismic Force Fei= Lateral Seismic Resisting Force 0 Array Information Lateral Force Verification Results Sub-Array No. 1 Wp (lbs.) Ft (lbs.) FRi (lbs.) 0.7 Fpi - FRi (lbs.) MA's Required MA's Provided Acceptable 1 1 13,177 4,731 2,604 708 0 0 Yes IotaIs:I 131//lbs. 1 4/31 lbS. I ZbU4 lbs. 1 /08 lbs. I U 0 Table 7.1 -Summary of Mechanical Attachment Requirements MA's Required = 07 FpI-CRI/MA strength PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com 11 panelm claw® 3/24/2017 7.0 Design Loads - Seismic (Cont.) 7.4 Vertical Seismic Force Check: Nomenclature: WP = Sub-Array Weight FPV = Vertical Seismic Force FRV = Vertical Seismic Resisting Force Array Information Vertical Force Verification Results Array No. Wp (lbs.) FPv (lbs.) FRy (lbs.) 0.7 Fv - Fey (lbs.) Required MA's Total MA'~~Yes Provided 1 13,177 1,971 7,906 -6,526 0 0 Totals: 1 13177 lbs. I 1971 lbs. I 7906 lbs. I -6526 lbs. 1 0 1 0 Table7.2 - Summary of Mechanical Attachment Requirements * MA's Required = 0.7 FPV. Fey/MA strength PaneiClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.paneIclaw.com 12 pane ffffff claw® 3/24/2017 7.0 Design Loads - Seismic (Cont.) 7.5 Seismic Displacement of Unattached Solar Arrays: Per SEAOC PV1 -2012, Section 9, the use of non-linear response history (NLRH) analysis is permitted to determine the seismic displacement of non-structural components located on the roof. Roof Material: MOD. BITUMEN Ii = 0.57 Roof Pitch: 1 Ip = 1 le = 1 PanelClaw, Inc. has engaged the services of a 3rd party consulting engineer to perform NLRH analysis on its Polar Bear Ill product. Utilizing that analysis, and the report contained in the Appendix of this package, we are able to determine the displacement of the arrays during seismic events, for the system design life of 25 years. The distanëe, called A MPV, noted below represents the displacement due to the maximum seismic event with a 700 year MRI. The LI MPV also incorporates the cumulative displacements, over the arrays design life, of smaller seismic events. As a company policy, PanelClaw, Inc., limits the use of this data to A MPV displacements of 30" or less. LMPV = 6 (Ref. App. B, "Executive Summary: Polar Bear Ill Seismic Displacement Demands of Unattached Arrays." Using the A MPV value above, the Structural Engineering Assosiation of California (SEAOC) has adopted the following equations to set the minimum separation between unattached solar arrays and rooftop obstructions. As a company. policy, PanelClaw, Inc., adds a factor of safety of 6" to determine the minimum design separation. Table 10.1 below lists the required separation per SEAOC PV1-2012. ARRAY CLEARANCES PER SEAOC PV1-2012 CONDITION . MINIMUM SEPERATION DISTANCE* BETWEEN SEPARATE SOLAR ARRAYS OF SIMILAR CONSTRUCTION (0.5) (Ip) (Mpv) 9 in. BETWEEN A SOLAR ARRAY AND A FIXED OBJECT ON THE ROOF OR SOLAR ARRAY OF DIFFERENT CONSTRUCTION (Ip) (Mpv) 12 in. BETWEEN A SOLAR ARRAY AND A ROOF EDGE WITH A QUALIFYING PARAPET (le) (Mpv) 12 in. BETWEEN A SOLAR ARRAY AND A ROOF EDGE WITHOUT A QUALIFYING PARAPET 1 (1.5) (le) (Mpv) 15 in. PANEICLAW HAS ADDED AN ADDITIONAL 6 INCHES TO THE SEPERATION REQUIREMENTS FOR ADDITIONAL SAFETY. NOTE: YOU SHOULD PROVIDE SUFFICIENT SLACK IN ARRAY ELECTRICAL WIRING TO ACCOMMODATE ALL POTENTIAL ARRAY MOVEMENT. PaneiClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com 13 panelffM claw® 3/24/2017 Appendix A PanelCiaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 9 (978) 688.5100 fax • www.panelclaw.com Appendix A panelDM claw ® 3/24/2017 4 0 * Fri' —• .• ... Rochschule'Aathen fOr, I1utfle0dWIunW GmtH 1fts8 fItfleflt1VàIffal - - 449(024fM7WO , UllFz:5 dd Client PañelClaw Inc::NorthAndover, MA 01845USA Report, No.: PCM11-4- 136te: 02/25/2016 Wiid. IôaIs oil. the solar aIIàtëd rafäàuôtsstem ;PälarBeàr lOdeg Gen ill HD1'ôf.PthielClaw,Iric. Design wind loads for uplift and sIIdUg according to the ASCE 7-10 Revieced by.Prepared by Dr Ing Th., Kray, Dipi big (FH) J Paul a (pamant of (Carforvind(oad) PVwü?d!oadfrlp)' pa.e ad 1u7d T1 d fgr% D4r Ft -a Uet, MW DEW 29 OO 6a7 4406 63'.EI,q So*yEowt Ot A0C0O arc0td rotPR Rdt Dr-mg. R. Gzwdmnrw1. Prr#. Dr.mg. H Fmn •• Ct0 arwC b rofOor Prt C lgT1 Wren 39 4310 LA05*1DR4I0n3C, gird towel Fauoêdby ffO OE12tC0ZT4f . dbos TéOI0V Pt DV-LM H I Durdrdl. Rd C! -4g Cv ftorflfv ryreLotlob TA2iL PaneICw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978)688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix A 3/24/2017 Wind tunnel tests were conducted on the Polar Bear lOdeg Gen Ill FlIT solar ballasted roof mount system of PanelCiaw Inc The tests were performed at F I Institut fur tndustneaerodynamik GmbH (Institute for Industrial Aerodynamics) Institute at the Aachen University of Applied Sciences in accordance with the test procedures descnbed in ASCE 7-10 chapter 31 and in accordance with the specifications of ASCE 4-12. The árráy assemblies of the solar' ballastd roof mount system Polar Bear lodeg Gen Ill HIT with tilt angles of lOdeg are depicted in Figure 1 and Figure 2 The system is available in fully deflected and partially deflected conf1guratins Figure 1: Array ass emty of the fully deltedad solar bàllaitted roâf: mount itystem Polar Bear lOdeg Gen Ill KD' with a module tilt angle of lOcleg Testing was carried out with a surface roughness of the fetch in the boundary layer wind tunnel equivalent to open country, (Exposure C according to ASCEISEI 7-10) and for a total of 11 building configurations with, sharp roof edges and with parapets of -varying height Figure 3 shows one sharp.edged fiat-roofed building model indudirig the view of the fetch in the large I.F.I. boundary layer wind tunnel. In Figure 4 a close-up of the Polar Bear lodeg Can Ill HI) solar b011asted roof mount system is ROpoflNo.:PCM10-2 Wind loads on th. solar ballasted roof mount system Polar Bear lOdeg Gen Ill HD" of PanelClaw Inc Design wind loads for uplift and sliding according ID the ASCE 7-10 owteaal5 PaneiClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900. (978) 688.5100 fax • www.panelclaw.com Appendix A panelffsD claw® 3/24/2017 LEI. Institit für lndustneaero46mLk Gmbit depicted. Pressure Pressure coefficients were provided for normalized loaded area of varying size seven roof zones and eight array zones Loaded areas scale with building dimensions and are-valid for flat-roofed buildings with a niinimumsetback of tOrn from the roof edges. The ..pressi.ire coefficients may be multiplied by the design velocity pressure q determined depending on the wind zone the exposure category and the root 4 height in accordance with the Amencan standard ASCEISEI 7-10 to determine the wind loads on the solar system Figure 2 Army assembly of the partially deflected solar ballasted roof mount system Polar Bear lOdeg Gen iii HD.with a inàdule Sit aigIe ál'lodeg The test results are likely to be appropnate 10i upwind Exposures B C and I) on flat- roofed buildings assuming use in conliance with ASCE!SEI 7 10 Chapter 30.1:3, From these results it Is possible to calculate the design ballast for uplift and sliding safety. -sliding of solar -Olements occurs If the aerodynarniclift has decreased the down force due to deadweight sufficiently so that the drag forces are larger than the frictional forces -on flat roofs with pitch angles up to '7*. RopodNo.: Pcu110-2 Wind loads on the solar ballasted root mount system .Polar Bear lOcteg Gen In HD of PánolClaw,lnc. Design wind loads for uplift and slcding according to the ASCE 740 oerw2ul PanelCiaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 0184'5 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix A panelm claw® 3/24/2017 IFI. Institut für lndustrieaerodnmik GmbH -4 The pressure coefficients were determined for a set-up where wind direction 0° corresponded to wind blowing on the north façade of the flat-rooted budding However, the results may be applied if the main axis of the array Is not skewed more than 15° with the building edges. Figure 3: Wind tunnel model of the flai-roofed building with the solar, ballasted roof mount system Polar Bear lOdeg Gen Ill H0 wi.h a modte till angle of lOdeg mounted on the turntable including view of the fetch in the large I F I boundaly layer wind hamel 12 array in the sothh-eastrofportion The present design loads for wind actions apply without resthofion to solar arrays deployed on low nse buildings as defined in section 262 of ASGE 7-10. The wind tunnel testing also applies to buildings higher than 183 m (60 ft) which are considered rigid. A building may always be assumed as rigid if it is at least as wide as it is high. The pressure coefficient determined from the wind tunnel tests show that the system in question needs very little ballast in the array interior. The sliding and uplift loads exerted by the wind on the modules are small due to the arrangement in rows. Higher Idads were Only, observed in array corners and along exposed edges of the array and these have to be taken into account On the basis of the measurements carried, out, this may be done directly by increasing the ballast locally on the array - Report No.:PCUt0-2 - Wind toads on the solar ballasted roof mount system Polar Bear lOifeg Gan In HO of PanalCiw lnc Design wind loads for uplift and sliding according to the ASCE 710 oa'ra201, PaneiClaw, Inc., 1570 Osgood Street, Suite 2100; North Andover, MA 01845 (978) 688.4900. (978) 688.5100 fax • www.panelclaw.com Appendix A panelffffff claw® 3/24/2017 I.F.I. I 0M, I £rrstttut fiirnduseaa,odynamikGmbH -5- edges or corners as.well as - in the arrangement of rows and space between the rows - by largely redistributing the ballast However, in the latter case, the structural requirements for the load transfer through the support system are higher, as a corner module lifted off the roof has to be held in place by the adjacent modules. As stated in ASCE 7-10, section C 26.12 buildings with site locations that have channelling effects or wakes from upwind obstiuctions, buildings with unusual or irregular geometric shape and buildings with unusual response characteristics require use of recognized literature for documentation pertaining to wind effects. Figure 4 Close-up of the 8x12 army of the solar ballasied roof mount sstem Polar Bear lOdeg Gen Ill FIB" aft 'a module tilt angle of lOcteg Details Of the wind tunnel testing and of the analysis can be, found in the long version of the report 0CM114-2, Report No.:PCMIO-2 Wind loads on thesb!ar ballasted roof mount system ,.Polar Bear lOdeg Gen at HD" of PanelClàw Inc. Design wind loads for uplift and sliding according to the ASCE 720 oe,2e1 PanelCiaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900. (978) 688.5100 fax • www.panelclaw.com Appendix A panelm claw® 3/24/2017 Appendix B paneiClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax 9 www.panelclaw.com Appendix B panelWM claw® 3/24/2017 Chapter 13 SEISMIC DESIGN REQUIREMENTS FOR NONSTRUCTURAL COMPONENTS 13.1 GENERAL 13.1.1 Scope This chapter ettablithes minimum sksrcn criteria for ncitistnrciunil conlpoornis thai are permanently attached to structures and for their supports and attachments. Where the weight of a nonstructural component is greater than or equal to 23 perventof the effective SCISIIIk wesebL, W. of the. strisetunrais defined in Section l2.1.L the. component shall be classified as nonlsulldiogstsucturc and shail.be desianEd in accordance with Sectors I 13.1.1 Seismic Design Category For the purposes of this chapter ncnstrurturrst components shall be assigned to the same. seismic design category an the sirucrure that they occupy or to which they are attached. 13.1.3 Component ImpOrtance Factor All components shall be assigned a component imporlarwe factor as indicated in this section. T6. component importance factor, I,. shall be taken as I if any of the following cunditicms apply: I. The component is required to lunction mi- lilc-safcty purpo.scsalter' an earthquake, including file protection spritild ersyistcths and egress. slairuntys. 2. 11w component convey* supports, or otherwise contains tonic, highly toxic, or explosive, sub- stances where the quantity of the material exceeds a threshold quantity established bj the, authority having Jurisdiction and is sufficient to pose a threat to the public If released. . The component is in or attached tot Risk Car- egoi-y IV structure and ills needed for continued operation of the lncitlti or its falkile could Impair the continued operation of the. facility: 4. The component cunvcx. supports. Or otherwise contains hazardous st,bstiuwes'and Is attached to a structure. or portion thereof classified by the authority having jurisdiction its a hazardous occu— Au other component; shall heassigner a component importance factor. !, equal to 1.0.' 13, 1A Execptions 11w- following nonit,ucujrtal components are exempt front the rrquircmiFiati of this section: I. Furniture(except storage cabinets as noted in. Table 133-1) Temporary or ntovabk equipment Architectural cornpolwnts In Seismic Design Category B other than parapets supported by bearing walls or-shear untIe provided that the component importance, Factor, F,, seqtiat to 1.11. Mechanical and electrical components in Seismic Design Category 8- Mechmnletil and electrical components in Seismic Design Category C provided ihaa the- component - Importance larIat 1, is equal to 1.0. 0. Mechanical.mid electrical components in Seismic Design CategoriEs D. E. or F where all Of the following apply:. a. The component Imporlanee.'faclor. f, is equal to 1,0: h. The component is positively attached to the c. Flexible connedions ale provided between the - component and associated ductwork, pipin& and conduit and either - L The component weighs 4011 lb 4 Lint) N) or less and hisa center of miss located4fl - (1.22 m) or less abwc the adjacent floor level: or ii. The component weighs 241 lb (89 N) or less or. in the cjse of a distributed system, 5 lb/It (73 N(th) or less. 113, t.5 Application of Nonstructural Component Requlremeals to Nonhuildlug Stnreur'rrs Xonbuilth'ng.structures (including storage racks and tanks) that arc supported by other structures Sul be designed intwcurdancc with chapter IS. Where Section 15.3 iequlres that seismic fortes be determined in accordance with Chapter 13 and values for R, are not provided In Table 133-I or 116- 1 • F, shall be taken as equal to the value of F listed 'in.Sciiiin 15.11w value of e, shall. be deter. ruined In accordance with footnote a of Table. 1 3-5- 1. or 13.6.-I. iii PanelCiaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 9 (978) 688.5100 fax • www.panelclaw.com Appendix B panelawa claw 3/24/2017 shosm that the component is inherently rugged by comparison with similar seismically qualified components. Evidence demonstrating compliance with this requirement shall he. submitted for approval to the authority having jurisdiction after review and acceptance by a registered design profca.sional. 2. Components with hazasdosrs substancc.s and assigned a component importance (actot 4. of 13 in accordance with Section 13.13 shall be certified by the.manu(acturer as maintaining containment following the. design earthquake ground motion by (I) analysis. (2 I approved Shake table testing is accordance with Section 13.15. or (3) experience data in accordance with Section 13.2.6 Etiidcmec demonstrating compliance with this requirement shall be submitted for approval to the authority having Jurisdiction after review and acceptance by a registered design professional. 132.3 Consequential Damage The Itmetietnal and physical interrelationship of components. their supports, and their effect on each other shall be considered so that the failure of an essential or nsruessenthil architectural. mechanical. or electrical component shall not cause the. failure of an essential arch iteclur.il. mechanical, or electrical eomsporlenl 13.2.4 Flexibility The design and eraluation of componenm their supports, and their uuuichnients shall consider their Ilesibilily as well as tbirirslrecrgth. 13.25 Tmiing tfternat1ve for Seismic Capacity Determination As an alternative to the analytical requirements of SectiOns 13.2 through 13.6 testing shall be deemed as no acceptable method to deteimirre the. seismic capacity of components and their supports and attarlunents. Seismic qualification by testing, based spots a nationally recognized testing standard pence. durc such as [CC-ES AC ISO. acceptable to the authority having jttais4ktlon shall be deemed to satisfy the design and evaluation requirements pnrs'i&d that the substantiated setsnrk capacities equal or exceed the seismic demands determined in accordance. with Sections 13.3.1 and 13.3.2. 13.2.6 Itxperimnee.Data Allerfintive for Seismic Cttpmtclb Deterrnlnatlon As an alternative to the analytical requirements of Sections 13.2 through 13.6, use of experience data MIXtt.IUM DESIGN LOADS shall be deemed as an acceptable. method to determine the seismic capacitoi components and their supports and attachments. Seismic qualification by experience data based upon nationally rrcogatizcd procedures acceptable to the authority having jurisdic- tion dull be deemed to saiisfir the design and evalua- tion requirements provided that the substantiated seismic capacities equal or exceed the seismic demands determined in accoidztnce with Sections 133.1 and 133.2. 13.2.7 Curntzucflm,i Documents Where design of nonstructural components or their iupporui and attachments is requited by Table 13.2-I. such design shall be shown in construction documents prepared by a registered design profes- sional for use by the. owner, authorities having jurisdiction. contractors, and Inspectors. Such docu- ments.shzill include a quality assurance plan if requited by Appendix' II A. 133 SEISMIC DE3IANBS ON NONSTRUCflJRAL COMPONENTS 13.3.3 Selsisule Design Form The horianatni winnie design force shall be applied at the component's center of gravity and distributed relative to the component's mass distribu- tion and shall he determined in accordance with Eq. 13.3-I: F, 1+20 (133-1) V. J F, is not required to he,lzkcn as crearer than F,= l.tPSrd,%V, (133-21 and F, shall not be taken as less than = (.3SS1tV, I L33.3) where F, = seismic design force 505 = spectral acceleration. ttmoti period, as determined from Section 11.4.4 it, = component amplification factor that vanes from 1.00 to 2.50 (select appropriate value from Table 133-I or 13.6.1) /, = cornpotteot importance factor that tories from 101) to lift (see Section 13.13) tt', = component operating weight 113 PaneiClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900. (978) 688.5100 fax • www.panelclaw.com Appendix B paneMff clawo. 3/24/2017 The cflrcls of seismic n,lrilivc disptaccriionts shall be considered in combination with displacements caused by other loads as appropriate. 13.4 NONSTRUCTUKAL COMPONENT ANCHORAGE Nonstructural components and their Supports shall be attire bed be anchored) to the ainicture In accordance \visli the requimnsents of this section and the attach- ment shall satisfy the recprimments for the parrot material as set faith .clscwhcrc in this standard,. Component .attachments shall be bstlted, wldc& or otherwise positively fastened without csmderusion .r frictional resistance produced by the effects of gravity. A continuous herd path of sufficient siresitb and stiffness between the.component and the Support- ing structure shalt beprovided. Lesht elements of the smacture imrludinn connections shall be designed and constructed for tlse component farces where they control the design of the elements or their connections. The coniponeni fortes shall be those determined in Section 13-3.1. esnepi that modifica- tions to F. and R, due to anchorage conditions need not be considered. The design documents shall incLude suflicieni information relating to the attach- ments to verify compliance with the mtuiremcnts of this section. 134.1 Design Force In the Attachment The (uric, in the attachment shall be determined based on the prescribed forcer and displ,acensents for the cuáspttneal as determined In Scctons I 33.1 and 13.12. except that Rr shall not be taken as larger than ir. 1.34.2 Anchors In Concrete or Masonry. 13.42.1 ,tnclrai's in Concrete Anchors in concrete shall be designed in actor- dance with Appendix D of AC! 318. 13.42.2 ,tnclran In Masonry Anchors in masonry shall be designed in accuse- dance with INS 4II2IACI 503IASCE 5. ,%ischors thall be designed to be rovcrned by the tensile or shear .strcngih of a ductile steel elensenL EXCEPTION: Anchors shall be permitted to be desirmed to that the aitnebinent that the anchor' is connecling to the strisettue undergoes ductile ylelding at a loud level corrtspondin" to anchor forces not irreater than their design strength, or the minimum MINIMUM UntSLtIN LOADS design Strength of the 'anchors shall beat least 2-5 times the laciored forces transmuted by the component. 13.42.3 Puzf4nstallcdAnthopr in Concrete and Masonry Font-installed anchors in.concreie dun! be prequatifled for seismic applications in scordance with AC! 355.2 or other approved qualification procedures. Post-installed anchors In masonry shall be prequalitled for seismic applications in accordance with approved qualification procedures. - 13.4.3 Installation Conditions, Determination of forces in attachments shall lake into account the expected conditions of installation inchiding eccentricities and pryinri effects. 13.4.4 MultIpie Athchlnenls Determination of forte disatbution of multiple attachments at one location shall take Into acrowil. The stiffness and ductility of the component, component supports. aiiachnseots: and structure and the ability to redistribute loads to other rnttnchinenis in the gnnrp. Designs of anwhoraec in concrete in accordance with Appendix 0 of ACI 318 shall be considered to satisfy this requirement. 13.4$ Power-Actuated Fasteners Pau-er actuated fasteners in crrnckte.os steel shall not be. used (or sustained tension birds or for brace applications in Seismic Design Categories D. E or F unless approved for seismic loading. Power actuated fastrrters in masonry arenol pennuttnil unless approved for seismic loading. EXCEEl1ON: Power actuated fasteners in concrete used for sarppcni of acoustical tile or bay.in panel suspended ceiling applications and distributed Systems where die, service load on any iüdlvldual fastener does not, execed gci lb (4011 N). Power actuated fasteners in steel where the service load an airy individual fastener does not exceed 25Cl lb (1.112 N). 13.411 Friction Clips Frlclicin clips in.Seisrnic Design Categories D E. or F shall not be used fur supporting sustained loads in addition to resisting seismic forces. C-type beam and-Large flange chimps are permitted for hangers provided they are equipped with.rrstrainlng straps equivalent to those specified in NFPA I 3; Section 93.7.'Lodk'mits or equivalent shall hi pmvidtd its prevent Ioose1sin of threaded conncLllons. 115 PanelCiaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax 9 www.panelclaw.com Appendix B panel/rn claw® 3/24/2017 laterallybroc-ed to the. building structure. Such bhicing shall he independent of any ceiling lateral force .braciiig. Bracing shall be spared to limit horizontal deflcctiönat the partition head to be compatible with ceiling deflection requirements us determined in Section I 3.5.ô for suspended ccilins and elsewhere in this section for other syss tins. EXCEPTlON Partitions that meat A of the following conditions: I. The partition height does not exceed 1) ft (2.740 mm). 2. lIar linear weight of the partition deer not exceed the product af10lb (U.4791tN) tithes the height. (ft or rn) of the partition .3. The partition horizontal seismic, load does not exceed i paf (0.24 k24hn). 135&2 dilars Glass ii glazed partitions shall be designed and installed in accordance with Section 13.5.9. 13.5.9 Glass to Glazed CurtaIn Walls. Glazed 'Storefronis. and Glazed Ptirtllidns' 13.5.9.1 General Glass In glazed Curtain smik glazed storefronts. .J glazed partitions shall meet the rdistivt displace- ment requirement of Eq. 1337I.: nu a I.251.Dr (1531) 0105 in. (IS nani), whichever is neater wisere: = the relative seismic displacement dElfi) at which glass fallout from the curtain -.dl. storefmnt, will. or partition occurs (Sccllim 13-5.9 -1) iJ = the relative scisfliic, displacement that the component must be designed to accommodate (Section 133.2.1). fl shall be- applied over the height of the glass component under. canideniiion 1, the itnponance factor determined in xxor- dance with Section 11.5.1 llXCflON I. Glass with sulllcicoi clearances from its frame such that physical contact between the glass and mime will not occur at the design drift. as demon- statcd'by Eq. 133-2. need not comply with this. requirement: Da 1151), (135-21 MINISIUM DESIGN LOADS where = relative horizontal dr(ft) displacement. measured over the height of the glass panel under consideration, which causes initial glass-to-frame contact. For rectangular glass panels within a rectangular wall frame = 24( l+!.)wherc b,ci j ft, = the eigltt cif the rectangular glasu panel Is, = the width of the rectangular glass panel ci = the averace f the. clearances (gaps) an both sides between the vertical glass edges-and the frame = the average'of the clearances (gaps)top and boltcsrh between the horizontal glass edges and the frame Fully tempered monolithic glass in Risk Categories LIL'dnd III located no more than I0ft(3m abase a walking surface need,not comply with this requirement. Annealed or beat-ssrcnglhened laminated glass in single thickness with inserfayer no less than 0.030 (0.70 miss) that is captured mechanieisliy in a wall system glazing pocket, and whose perimeter is secured to the frame by a wet glared gunabk curing elasionieric sealant perimeter bead of 03 In. (13 mm) minimum glass contact 'width, or other approved anchotage system need not comply with this requirement. 135.9.3 Sesrmk Drift Lth,itz for Glass Components , the drift causing glass fallout (mist the curtain waiL storefront. or partition shall be deter- mined in accordande. with.AANIA toLls or by çnginecrins.iinalysis. 13.6 MEChANICAL AM) ELECTRICAL COMPONENTS 13.6.1 Geneeri' Mechanical and electrical components and their suppoitsstsall satisfy the requirements of this section. The aisrEbmeol at mechanical and electrical compo- nents and their oipçxiris to the structure shall meet requirements of Section 13.4. Appropriate coefficients shall be selected from Table 13.6- 1 - ExCErriON: Light flztures, lighted signs. and ceiling tans not coistrecied to ducts or piping, which supported by chains or otheiwixe suspended fr&n the structure. are not requital to sislisfy the. seismic 119 PanelCiaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 o (978) 688.5100 fax o www.panelclaw.com Appendix B pane ffffff claw® 3/24/2017 CI1M'flER 13 SEISMIC I)ESII2N REQL!LRF3IENTS FOR NONSTRUCTURAL C(3.\IPONENTS Table 13.64 Seismic Coefficients For Mechanical and Electrical Components chank-ol and Electrical Components a' ijoide I4VAC. (atm air henitlers, air cai ilifoiran anita, cabinet hè1rm air dinuibatian boson, and other 2.5 6.0 nsediañiral componenta coiurntcted of than metal fonnine t.%ei.atdo Il\AC boilers tttsnares, anianspbenr tattlin and bins, chillers nanz healers heat eachsnoen 1.0 2.5 cenpirraicus, sir aeruanleru. m fucrnth, r nmncous ipnnersi, and ounce mechanical cnmponentn ccrniinicted of li5ii.defarmabiIity ntal5 Eninrs, tusbinni, pumps, coanpressar,. and panianro cmaeb tot mtppcnied on thitin and not nithin the scope 1.0 2.5 of Chapter 15 Sbhi.attpperited prmaaan vessels anti nittthi the nccpe-oIChspree IS 25 2.5 Elevator and maslaloe canriponeans Ii) 25 Clonroattos, batteries, ins'oflcrs. motors, Uuoniormern. urnS other ekirulul ponentacoaatrucind of Itittt 1.0 2.5 tIemnnnstiUiy materiab Motor cttotrolcensers, panel bosith. switch rear. togrurmtnbrtsrn cabinet. and other components crmntaudcd 23 6l) olaheot metal fraunfn Cuotanimoraihat eqnipinenL cofiipuecrs. irnastrtttlttiattotL and continl? Iii 2.5 Rirof-metmtnd thick,. cooliop and oteatahaul tonmIatorally himncd below Linda center of maus 2S .5.0 Roof.rnunrnied darks. roulinp and ckctricW towers IttLrxalIv braced dbuuctheir center of mass 1.0 2.5 fixturess 1.0 1.5 Other moclsmkal an olecuicul components 1.0 I,) Vibmujitolatett Cimncmctstn and Svntend Coaipanencs and syni oat 3aalatad using: nanperno elements and neoprene isolated Omas nitlu hoih.ü an 2.5. _M nepraro iilantomo& n.nubhio.p device, or resi&iet ptithásitapi Sprang itokitod canuapantenas and systems and vibration iiiobied form closely rr.ozatned using built In or 2.5 2.0 aepniaie cWtomeric.smilihimc device, or tesiliont pevimsuer slops Internally inoloted conspononas tu1 systems 23 2.41 Sttlrpendfd srbnutioo1ao1a5rd equipment including in.line duct devicetsand sitirmotted inlrrnsily isolated 2.5 23 Distributivo Synsemu Piping in wmrttwice wlih AS5lEU31. incladinpinllnn components mb judntumadu by welding or brining 23 12.0 Piping an accordLanive willif ASME liSt tnt.ludrng in line ccnsnponenitj. ettnitructed of btnln on lImited 5 60 dcfonuuhukw macmalt. wit), $ionL waJc by tltatatbtn1 hnttdmn mortprer ln canipOngs am gino cii couplings Pipino and tnbintr nut its airordance with ASME B31. toekdintts.line coutnponmnn. csntstrucuedi,f 23 9.0 hkg1a4e(mnulrillny materials. with joints inadc by wrkflinS an bmnzitig Piping and tuliung not in aeroudanco with ASME I33I including in line ctaniponents. constrnctexJ of bpb or 23 di ltnijtrd.deittemmhithy materials, with joints rnntie by lhrrutine, bonding. contpvasiro coupling%, or geetivod cutiglimus Puping and tubing, cmistrucieJ of low.deiumntabil its national tali to, rant tom qt-.and otmihicbk pl.talsr. 3 34t Duerwork including an her cumpcu000hs contort red of hlgls.delnrrn,ttlitily materials, with counts made by .5 90 melding or brnaing Duciworir. Including, in-rim compimento, constricted of Nigh.. no llntitrd.dm(ontaabilry materials with joints made by itntIs otter than welding or brinIng l)uiriwark. inelüdingia.line components. rnitustructod ollow.tkfunnanbilby nadenalo, such an cast iratis flast. 23 3.0 and nondutuile plaIt (20 PanelCiaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix B pane z7z7z7 claw® STRUCTURAL SEISMIC REQUIREMENTS AND COMMENTARY FOR ROOFTOP SOLAR PHOTOVOLTAIC ARRAYS By SEAOC Solar Photovoltaic Systems Committee Report SEAOC PVI-2012 August 2012 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900. (978) 688.5100 fax • www.panelclaw.com Appendix B pane ffffff claw® Rèquirëments and Cómméntary Structural performance objectives Consistent with the'intent of iti IRC 2009 (Secitoh 101.3), PV arrays and thetr structural support systems shall be designed to provide life-safety performance in the Design Basis Earthquake ground motion and the design wind event Life-safely performance means that PV assays are expected not to create a hazard to life, for example as a result of breaking free from the roof, sliding off the roofs edge, exceeding the downward lorid-citnying capacity of the roof, or damaging skyilgthts, electrical systems, or other rooftop features or equipment in a wiry that thisatena life-safety. For Ilfe-safeti, pettomsance, damage, tIIIUCIIIItiI yielding, and movement are acceptable, as long as they do not pose a eso human fife. Commentarm: The Design Basic Earthquake ground motion in ASCE 7 has a retina period of approxiiiiately 500 yeais, and design wind bade (considering load factors) equate to a return period of approximately 300 years for Risk Category I structures, 700 years Risk Category 1], and 1700 years Risk Category, IV (In ASCE 7-10, the importance factor is built into theritura peritid for wind). For more frequent events (e.g... events with 'a 50-)ear return period), it may be desirable to design the PV assay to remain operational; these requirements do not cover but do not preclude using more - - These requirements are applicable to all Occupancy Categories Howeser if the PV array or say rooftop component adjacent to the array have 11 > 1.0, post- eatbquake operability 6fthecomponent must be established consisteiit with Section 131.3 of ASCE 7-10. Types Of arrays For the purposes of these structural requirements, rooftop PV panel support systems shall be dassifléd as follows: Unattached (ballast-only) arrays are not attached to the root structure- Resistance to wind and seismic forces is - provided by weight and friction. Attached roof-bearing arrays are attached to the roof structure at one or more attachment points, but they also bear on the roof at support points that may or may not occur at the same locations an attachment points. The load path for upward forces is different from that for cosepenri forces. These systems may intude additional weights (ballast) as well. Fully-framed arrays (stanchion systems) are structural frames that are attached to the roof structure such that the load path is the same for both upward and downward .forces. Commentary: Sections 1 2-and 3 of this dcicument are relevant to all rooftop riays. Section4 addresses attached arrays: Sections 5, 6. 7, and 9 address unattached assays. Section 8 applies to attached or unattached roof-bearing arrays: Attached assays can include those with flexible tethers as well as more rigid attachments. Both types of attachments lace !o be designed per Section 4. The documents -AC 429 (1CC-ES 2011b)andAC 365 (ICC-ES 2011a) providi criteriafor other tpesofPV systems, which are not covered in the specific provisions herein. AC .429 addresses systems Bush-mounted on building roofs or walls, and free-standing (ground-mounted) systems. AC 365 addresses tsailding-inteated ssteinssrith as roof panels, shingles, oiadfliered modules. 3 Budding seasnuc-force-resasting system For PV assays added to an existing building the seismic- force4esrsling system of the balding shall be checked per, the requirements of Chapter 34 of IBC 2009. Commentary: Per Sections 3403.4 and 3404.4 of IBC 2009, if the addedmass of the PV array does not bièsáie the seismic atiast tributary to any tateral-force-resisting structural element by more than 10% the seismic-force- resisting system of the building is permitted to remain unaltered. Sections 3403.3. and 3404.3 also require that the gravity structural system of the building be evaluated if the gra'iy load to any áisting element is increased by more. than 5% Structural Seismic Rqinrenrents for Rooftop Solar Ptioto*oltatc Airai Aut 2012 Report SEAOC PVI-2012 . ' Page 1 PaneiClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix B panelw claw® 4 Attached arrays PV support systems that are attached to the roof structure shall be designed to resist the lateral seismic force F. specified in ASCE 7-10 Chapter 13. In the computation of F,, for attached PV arrays, an evaluation of the flexibility and ductility capacity of the PV support structure is permitted to be used to establish values of a,, and It,. If the lateral strength to resist F,, relies on attachments with low deformation capacity, It,, sisal not be taken greaterthan 1.5. For low-profile arrays for wticti no part of the array extends more than 4 feet above the roof surface, the value of a,, is permitted to be taken equal to 1.0, the value of It,, is permitted to be taken equal to 1.5, and the ratio a/R.,, need not be taken greater than 067. Commentar: In the computation of F. for, attached low- profile solar arrays, a is commonly taken as 1.0 and R,, is commonly takini as 1.5, nInth are the values prescribed for "other mechanical or electrical components" in Table 13.6-1 of ASCE 7-10. An evaluation of the flexibility and ductility capacity of the PV support structure can be made according to the definitions in ASCE-7 for rigid and flexible coniponents, and, for him-, limited-, and low-deformability elements and attachments. The provisions of this section focus on low-profile roof- bearing systems. Other types of systems are to be designed by other code requirements that are applicable. Solar carport type structures on the roof of a building are to be designed per the applicable requirements of Sections 13.1.5 and 15.3 of ASCE 7-10. For attached roofbearing systems, faction is permitted to contribute in combination with the design lateral strength of attachments to resist the lateral force F. when all of the following conditions are met The maodmurn root slope at the location of the array is less than or equal to 7 degrees (12.3 percent); The height above the roof surface to the center of mass of the solar array is less than the smaller of 36 inches and half the least plan dimension of the supporting base of the a1my, and P. shall not exceed 1.5 unless it is shown that the lateral displacement behavior of attachments is compatible with the simultaneous development of frictional resistance. The resistance of stack tether attachments shall not be com- bined with frictional resistance. The contribution of friction shall not exceed (0.90.2Sas)(0.71i)W,a, where W,,, is the component weight providing normal force at the roof bearing locations., arid p is the coefficient of triton at the beaming interface. The coefficient It shall be determined by friction testing per the requirements in Section 8, exceptthat for Seismic Design Categories A, B, or C, pis permitted to be taken equal to 0.4 it the roof surface consists of mineral-surfaced cap sheet, single-ply membrane, or sprayed foam membrane, and is not gravel, wood, or metal. Commentary: When frictional resistance is used to resist Lateral seismic forces, the applicable seismic load combination of ASCE 7 results in a normal force of (0.9- 02Ses)Wpt,. This normal force is multiplied by the friction coefficient; which is reduced by a 0.7 factor, based on the consensus judgment 'of the committee to provide conservatism for frictional resistance. The factor of 0.7 does nit need to be applied to the fictional properties used in evaluating unattached systems per Section 9. If the design lateral strength of attachments is less than 25% of F,, the array shall meet the requirements of Section 6 with 4irpv taken equal to 6 inches. Commentary: -The requirement above is intended to prevent a designer from adding relatively few attachments to an otherwise unattached array for the purpose of not pro- viding the m'nmmm seismic desigis displacement. 5. Unattached arrays Unattached (ballast-only) arrays are permitted when all of the following conditions are met The maxrmwn roof slope at the location of the array is less than or equal to 7 degrees (12.3 percent),. The height above the roof surface to the center of mass of the solar array is less than the smaller of 36 inches and half the least plan dimension of the supporting base of the array. The array Is designed to accommodate the seismic dlapiácement determined by one of the following pro- cedures: Prescriptive design seismic displacement per Sections 6, 7, and 8; Nonlinear response history analysis per Sections 6, 8, and 9; or Shake table testing per Sections 6, 8. and 9. Structural Seismic Requirements for Rooftop Solar Photovoltaic Arrays August 2012 Report SEAOC PVI-2012 Page 2 PaneiClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 9 (978) 688.5100 fax • www.panelclaw.com Appendix B panelsM claw® Commentary: The provisions of Section 13.4 of ASCE 7 require that "Cmponents and their supports shall be attached (or anchored) to the structure..." and that "Component attachments shall be bolted, welded, or other- wise positively fastened without consideratián of frictional resistance produced by the effects of gravity?' This document recommends conditions for which exception can be taken to the above requirements: Appendix A indicates recommended changes to ASCE 7-10. Until such a change is made in ASCE 7, the provisions of this document can be considered an alteniathe method per IBC 2009 Design of unattached an'ays to accommodate seismic displacement For unattached (ballast only) arrays, accommodation of seismic displacement'-shall be afforded by. providing the tolling minimum separations ix allow sliding: condition. Mirumum Separation Between separate solar arrays of similar construction Between a solar array and n fixed object on the roof or solar array of different construction Between a solar, array and a roof edge with a qualifying parapet Between a solar array and a roof edge without a q6a1lfyin parapet Where is the design etsinic displacement GI the array relative to the roof, as computed per the requitements herein, 1. is the importance factor for the building, and 1, is the component Importance factor for the solar army or the component importance factor for other rooftop components adjacent to the solar array, whichever Is greatest For the purposes of this requirement, it parapet is 'qualifying' it the top of the parapet is not less than 6 inches above the center of mans of the solar array, and also not less than 24 Inches above the adjacent root surface. Commentary: The factor of 03, based on judgment, accounts for the likelihood that movement of adjacent arrays will tend to be synchronous and that collisions between arrays do not necessarily represent a life-safely hazard. The factor of 1.5 is'added, by judgment of the committee, to provide extra protection against the life safely hazard of an array sliding off the edge of a roof A cpsahjzng parapet (and the roof slOpe change that may be adjacent to it) is assumed to partly, reduce the probability of an array sliding off the. roof justisagshe use of _-i~ .pr rather than 1.54. Cakulatron of the parapet's lateial strength to resist the array movement is not required by this document. Eath separate array shall be interconnected as an integral unit such thaltor any vertical section through the irony, the members and connections shall have design strength to resist a total. horizontal force across the section, in both tension and' compression, equal to the larger of 0.133SarW1 and 0.1W, Where W, = the weight of the portion of the array, including ballast, on the side of the section that has assailer iveigh1 The horizontal force shall be applied to the army at the level of, the roof surface, and shall be distributed in plan in' proportion to the weight that makes up W1. The computation of strength across the section shall account tor any eccentricity of forces. Elements of the . airny that are not interconnected as specified shall be considered structurally separate and shall be provided with the required minimum separation. Commentary: The, interconnection force of 0133S5fE 0.1W, itccouals for the poteirlial that frictional resistance to sliding will be different under some portions of the array as a rsu1t of varying normal forcti and actual instantaneous values ofp for e gwen roof surface material The roof structure of the building shall be capable of supporting the factored gravity load of the PV array displaced from its original location ujr' to A. in any horiontil direction. ,Roof drainage shall not be obstructed by movement of the. PV army and ballast up to A., In any, horizontal direction, Electrical systems and other items attached to arrays shall be flexible and designed to accommodate the required minimum separation in .a mariner that meets code rife-safety' per- formance requirements: Details of providing slackness or movement capability to electrical wiring shall be included on the permit drawings for the solar installation Comnsentarv: This -document provides only structural requirements. The design must iiho meet applicable reçrrements of the govesningelecthcal cod,--. - The minimum clearance around solar arrays shall be 'the larger of the seismic separation defined herein and minimum separation clearances required for firefighting access. Structural Seismic Requirements for Rooftop Solar Photovoltaic: Arrays Ausst 2012 Report SEAM PVI-2012 POge 3 PanelCiaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix B panelMff claw® Commentary: Section 605 of the IntemaifonaI Fire Code (ICC 2012) provides requirements fbr firefighting access pathways on rooftops with solar assays, based on the recommendations in CAL FIRE-OSIM (2008). For commercial and large residential flat roofs (which are the roof type on which unattached arrays are. feasible) requirements include 4, feet to 6 feet clearance around the perimeter of the roof maximum sissy, dimensions of 150 feet between access pathways, and '..clearances around skylights, roof hatches, and standpipes Note that the clearance around solar arrays is the larger of the two requirements for seismic and firefightitig access. The separation distances do not need to be added togethet 7. Prescriptive design seismic displacement for unattached nays 4. is pernitted to be determined by the prescriptive pro- cedars below if all of the foflowing conditions are met 4 per ASCE 7-10 Chapter 13 is equal to 1.0 for the solar array and for all rooftop components adjacent to the solar array. The ciritxlmum roof slope at the location of the array is less than or equal to 3 degrees (524 percent). The manufacturer provides friction teat results. per the requirements in Section 8, which establish a coefficient of friction between the PV support system and the roof surface of not less than -0.4. For Seismic Design Categories A, B, or C. friction teat results need not be provided if the root surface consists of mineral-surfaced cap sheet, single-ply membrane, or sprayed foam membrane, and is not gravel; wood, or metal. 4r,pv shall be taken as follows: Seismic Design 4wv Category A,B,C 6tnc1re5 D,E.F l(Sns—Q:4)P60 inches, but not less than 6inches Commentary: The prescriptive design seismic diiplacement values conservatively bound nonthseaE analysis results for solar assays on common roofing materials. The formula is based on empirically bounding applicable analysis results, not a theoretical development The PV Committee concluded that limits on or building height are not needed as a prerequisite to using the prescriptive design seismic displacement. B. Friction testing The coefficient of friction used in these requirements shall be determined by experimental tenting of the interface between the PV support system and the tooling surface it bears on. Friction tests shall be carded out fcr the general type of roof bearing surface used for the project under the expected worst-case conditions, such as wet conditions versus du'uF conditions. The tests shall conform to applicable require-merits of ASTM GI IS, including the report format of section It. An independent testing agency titian perform or validate the friction tests and provide a report with the results. The friction tests shall be conducted using a sled that realistically represents, at full scale, the PV panel support system, including materials of the friction interface and the flexibility of the - support system under lateral sliding. The normal forte on the friction surface shall be representative of .that in typical installations. Lateral force strati be applied to the sled at the approximate location of the array mass, using displacement controlled loading that adequately captures increases and decreases In resistive force. The loading velocity strati be between 0.1 and 10 inches per second. If. stick,-4behavior is observed, the velocity shall be adjusted to mrrsnrore this behavior. Continuous electronic recording stratI be used to measure the lateral resistance. A minimum of three tests shall be conducted with each test moving the sled a minimum of three inches under continuous movement The force used to calculate the friction coefficient shell be the average force measured while the sled is under continuous movement The friction tests shall be canted out for the general type of rooting used for the project, Commentary: Because fiction coefficient is not necessarily constant with normal force di velocily, the normal force is to be representative of typical installations and the velocity is to be less than or equal to that expected for earthquake movement A higher velocity of loading could over-predict frictional resistance. Lateral force is to be applied under displacement control to be able to measure the effective d'sramic friction under movement. Force-controlled loading, including inclined plane tests, only captures the static friction coefficient and does not qualif'. Friction tests are to be applicable to the general type of roofing used for the project, such as a mineral-surfaced cap sheet or a type of single-ply membrane material such as EPDM TlV; or PVC. It is not envisioned that difl'erebt tests would be required for different brands of sooflusg or for For colOr arrays on buildings assigned to Seismic Design Category 0, E, or F where rooftops are subject to significant potential for frost or ice that is likely to reduce friction Structural Seismic Requirements for Rooftop Solar Photovoltaic Arrays August 2012 Report SEAOC PV14012 Page 4 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900. (978) 688.5100 fax • www.panelclaw.com Appendix B panelaws cuaw® between the solar array and the roof, the buildmg official at their discretion may inquire increased minimum separation, further arerlysta, or attachment to the roof. Commentary: A number of factors affect the potential that floss on a roof ssufacewiil be present at the same time that a rare earthquake occurs, and whether such frost increases the Lidigg displacement of an array. These factors include: -the potential for frost to occur on a roof based on the climate at the site, whether the building is heated and how well the roof is insulated -the number of bows per day and days per year that frost is present -whether toter modules occur above, and shield from frost the roof surface around the support bases of thePV array S. fflottlineay response history analysis or shake table testing for unattached arrays For unattached solar arrays not complying with the requirements of Section 7, the design seismic displacement corresponding to the Design Basis Earthquake shall be determined by nonlinear response history analysis or shake table testing using input motions consistent with ASCE 7-10 Chapter 13 design farces for non-structural components on a roof. The analysis model or experimental test shall account for friction between the array and the roof surface, and the slope of the roof. The friction coefficient used in analysts shall be based on testing per the requirements in Section 8. For response history analysis or derivation of shake table test motions, ether of the following input types are acceptable: spectrally matched rooftop motions, or ) rooftop response to appropriately scaled design basis earthquake ground motions applied to the base of a dynamically repre-sentative model of the bidding supporting the PV array being comadereth (ti) Spectrally Matched Rooftop Motions: This method requires a suite of not less, than three appropriate roof motions, spectrally matched to broadband design spectra per AC 156(1CC-ES 2010) Figure 1 and Section 6.51. The spectrum shall include the portion for T a 0.77 seconds (frequency < 1.3 Hz) for which the spectrum is permitted to be proportional to in: Appropriately Scaled Design Basis Earthquake Ground Motions Applied to Building Model: This method requires ti ,suite of not less than three appropriate ground rnoliohs, scaled in conformance with the requirements of Chapter 16 of ASCE 7-10 over at least the range of periods from the initial building period, T1 to a minimum of 2.0 seconds or 1.5T whichever is greater- The building is permitted to be modeled an linear elastic. The viscous damping used in the response history analysis shall not exceed 5 percent. Each root or ground motion shall have a total duration of at least 30 seconds and thai contain at least 20 seconds of strong shaking per AC 156 Section 6-5.7- For analysis, a three-dimensional analysis shall be used, and the roof motions shall include two horizontal components and one vertical component applied concurrently. Commentary: Nonstructural components on elevated floors or roofs of buildings experience earthquake shaking that is different from the corresponding ground-level shaking. Roof-level shaking is filtered through the building so it tends to cause greater horizontal spectral acceleration at the, natural penod(s) of vibration of the building and smaller accelerations at other periods. - For input method (a), AC 156 is referenced because it provides requirements for input motions to nonsinsetural elements consistent with ASCE 7 Chapter 13 design forces. The requirement added in this dociit to include the portion of the spectrum with T 0.77 seconds is necessary to make the iriotiont appropriate for predicting sliding displacement; which can be affected by longer period motions. The target spectra defined in AC 156 are broadbatid spectra, meaning that they envelope potential peaks in spectral acceleration over a broad range of periods of vibration, representing a range of different buildings where non- structural components could' be located. Comparative analytical studies (Maffei at a! 2012) have shown that the use of broadband spectra provides a conservative estimate of the sliding displacement of solar arrays compared to unmodified roof motions. For input method (b), appropriately, scaled Design Basis Earthquake pound motions are applied to the base of a building analysis mode) that includes the model of the solar array on the roof In such a case, the properties of the building analysis model should be appropriately bracketed to cover a range of. possible building dynanric. properties (Walters 2010. Walters 2012). 'Because friction resistance depends on normal force, vertical earthquake acceleration can also affect the horizontal movement of unattached components, so inclusion of a vertical component is required. For shake table testing, it is permitted to conduct a three- dimensional test using two horizontal components and one Structural Seismic Requirements for Rooftop Solar Photovoltaic Arrays August 2012 Report SEAOC PVI.2012 Page 5 PaneiClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 9 (978) 688.5100 fax • www.panelclaw.com Appendix B panelDM claw® vertical consonent, or atwo-dlmensional test with one horizontal component and one vertical component In all cases the components of motion shall be applied con- currently. Shake table tests shall apply the minimum of high-pass libertng to the input motions necessary for testing facility equipment capacities. Filtering shall be such that the resulting PV array dlsplaâements are comparable to those analytically computed for unfiltered Input motions. If the input motions are high-pass littered or if two-dimensional teals are conducted, the tests shall be supplemented with analytical studies of the tests to calibrate the influential variables and three dimensional analyses to compute the seismic displacement for unfiltered input motions. Commentary: For some input motions and shake table facilities, input records may need to be high-pass filtered (removing some of the tow frequency contest of the record) so that the shake-table movement does not exceed the table's displacement capacity If filtering of motions is needed, is should be done in such a way as to have as little effect as possible on the resulting sliding displacement. Comparative analyses should be conducted to determine the effect of filtering on sliding displacement, after stikh unfiltered motions should be used in the analysis to determine the deaign'seismic displacement If the shake table tests aretsvo-dimerisional, the tests should be used to calibrate comparable two-dimensional analyses, after which three-dmnienssonal analyses should be used to determine the design seismic displacement'. It at least seven root motions are used, the design seismic displaceffient is permitted to be taken as 1.1 times the overage of the peak displacement values (in' wry dirtiction) from the analyses or tents. If fewer than seven roof motions are used, the design seismic displacement shall be taken as 1.1 times the maximum of the peak displacement values from the analyses or tents. Resulting values for A. shall not be less than 50% of the values specified- in Section 6,,.'- tower values are validated by independent Peer Review: Commentary: The factor of 1.1 used in definicig the design seismic displacement is to account for the random uncertainty of response fox a single given roof motion. This uncertainty is assumed to be larger for stickinglsliding response than it is for other types of non-linear response considered in structural engineering. The factor is chosen by judanent Analytical irnd experimental studies of the seismic response of unattached solar arrays are reported by Schelieaiberg cial. Notation = ccniponent amplification factor (per ASCE 7) F. = component horizontal seismic design force (per ASCE7) = seismic impatence factor for the building (per ASCE 7) 1, = component importance factor (per ASCE -7) = component response modification factor (per ASCE 7) Scs = design 5%-damped spectral acceleration parameter at short periods (per ASCE 7) I = fundamental period WI- = total weight of the array, including ballast, on the side of the section (being streaked for interconnection strength) that has smaller weight W - component weight providing normal force at the roof bearing locations = design seismic displacement of the array relative to the roof p = coefficient of friction at the bearing interface between the tool surface and the solar array Structural Seismic Requirements for Rooftop Solar Photovoltaic Arays August 2012 Report SEAOCPVI.2012 Page 6 PaneiClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix B panelDffff claw® 3/24/2017 - - — — — — — — — — — — — — — - — MAFFEI STRUC7U5.L iiNolflcenlrio Technical Report PanélCiaw Polar Bear 111 and Polar:Beiir LII 110: Seismic Dlsplaceñient Demand of Unattached (Ballast-Only) Arrays 23 February 2016 Overview Maftei Structural Engineering performed seismic nonlinear analyses on the PaneiClaw Polar Bear Ill solar panel support system The purpose of the analysis is to determine design values for seismic displacement demand whets the Polar Bear Ill system is used for unattached (ballast-only) solar arrays on flat and low slope roofs of buildings Our analysis and findings are also applicable .to the Polar Bear Ill HD system PaiseiClaw holds the data from the analyses as pooprielar) information A sumniar> is provided hdrein The prescriptive requirements of ASCE 710i Section 13.4 require an attachment of nonstructural components without consideration of frictional resistance provided by the effects of grasity Analyses described herein demonstrate the adequacy of frictional resistance and displacement capacity to accommodate seismic demands on rooftop solar arrays using an alternate (non prescnpuse) method of design in accordance with the 2012 International Building Code7 Section 104.11. The analyses follow the provisions of SE.AOC PVI Structural Sersnirc Reqrureiiienls values and Cenlnzentar) for Rooftop Solar Photos oltaic Arra)53 ang They consider a re for friction coefficient (representing different roofing matenals) roof slope and seismicity parameters Each condition analyzed corresponds to resultini, values for seismic displacement demand (4sxpv) The atvpi values from analysis are to be used with the coefficients specified in Sec tion 6 of SEA CC PVI (cuinntarized in Table I below) to determine minimum requirements for separation between solar arrays roof edges and used objects on the roof. Electrical wiring for the solar an-as tab be designed to 'accommodate the seislnrc displacement demand and the roof structure must be capable of supporting the gravity load when the array is in the displaced condition. - Table t 5th5mum seiiaruitc6disiaticesfor tii'ttaèhedarrziys ircirn Section 6 ofSEAOCPV] Condition • Separation Between separate solar arrays of similar construction - 0.5 I, awv Between a solar array and a fixed object on the roof or solar array of different construction Between a solar array and a roof edge w,ih a qiai1&firig parapet I ) Between a solar' array and a roof edge without a qualifying parapet 1.5 I, 4,,- I is the Importance factor for the solar array or the component importance factor for other rooftop components adjaccni to the solar sony. whichever is greater (ASCE 7.10 Section i5.i.3). 1, is the impttitancc factor for the building (ASCE 7-10 Section 13). As described in SEAOC PVI Section 9 the design seismic displacement described here convsponds to the Design Earthquake in ASCE 7 which in many locations has a return period of approsimately 475 years Sites may also experience smaller more frequent earthquakes Our analysis shows that the frequent smaller earthquakes tend to produce much smaller displacement - in some cases no sliding displacement After any earthquake that causes residual displacement of an array the army should be checked to verify that it still satisfies all requirements of SEA CC PV! Section 6 such as minimum separation and flexibility of electrical wiring. 415-325-6100- j matte,-tt,uctuiscom PanelCiaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix B Ftgur panelMff claw® 3/24/2017 - — — — — — — — — - — - - Teffinicat Report Paneittay. PoI Sear ill sad PoOr Bear itt $CD I'4 A F FE I Seismic ortplasnaemt Demand o Unettactred BaUaSt-Only) Arreps 23 FebrUay 2016 STRU1URAL aNGINSc-BIta Page The analyses are based on values for coefficient of friction provided by PanelClaw and the assumption that the seismic interconnection strength of the Polar Bear III system is such that an array responds to seismic shaking by sliding as an integral unit. Evaluation of interconnectIon strength (per SEAOC PV! Section 6) and friction testing (Section 8) is outside the scope of this report. System Description and Applicability of SEAOC PVI Polar Bear lii (Figure I) by PanelClaw. Inc. is a solar panel support system (racking system) for installing solar photovoltaic arrays on flat and low-slope roofs of buildings. The system can be structurally attached to the roof structure.: or it can be unattached (ballast-only), depending on the needs of specific applications. It consists of curved steel tubing supports that run north-south between rows of modules. such that each piece of robing supports the high edge of one module and the low edge of another module. Modules are placed in landscape orientation and are connected to the robing by galvanized steel "claws" that bolt to the tubing and to the mounting holes in the module frame - Polar Bear 111 RD consists of similar parts and geometry to Polar Bear Ill. except that, instead of four claws per module the RD version includes to additional cold formed steel members running north south beneath each module, fastened to the mounting boles in the module Frame and fastened to the steel robing supports. PanelClaw provides a version of the product with 5-degree modiste tilt angle. as well as a 10-degree tilt version. In the 5-degree version (Figure la), galvanized steel ballast trays are bolted to the tubing tinder the north edge of each row, of modules and beyond the south edge of the southernmost row of modules. hi the 10-degree version (Figure Ib) the ballast trays are bolted to the sloped portion of tubing Pads made of recycled rubber are attached to the bottom of the supports. In some cases, a slip sh&t of roofing material is provided between the rubber pads and the roof surface. We find that the Polar Bear Ill and Polar Bear Ill RD systems are permitted by SE40C PVI to be designed as unattached system's based on their conformance with the requirements of SEAOC ?V! Section 5: Maximum roof slope: We understand fromPanelClaw that the system is typically installed on roof slopes less than or equal to S degrees. which is less than the 74egree limit of SEAOC PVJ. PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900. (978) 688.5100 fax • www.panelclaw.com Appendix B panelffM claw® 3/24/2017 - - — — — — — — — — — — — — — — — MAFFE I aTRUCIURAL ENGtNEERG Technical Report PanelClan Pole, Bear Iii and Polar Bear In HO: Seismic Displacement Oen%anO or Unattached (BallasZ.Only) ArrayS 23=, 2016 Paie 3 Low-profile configuration: The height above the roof surface to the center of mass of the arrays is less than hail Of the least plan dimension of the supporting base of the array. per SEAOC PVI requnrmerus. Design to accommodate seismic displacement demand This report describes nonlinear response history analyses performed by Maffei Structural Engineering to assist PanelClaw in determining the seismic displacement per Sections 6 and 9 of SEAOC PV!. Analysis Models and Parameters Considered The paper by Maffei, Cl a14 identifies the following ley variables that affect the. design seismic displacement of unattached nonstructural components. such as solar arrays: - Site seismicity (characterized by the parameter Sos per ASCE 7 10) Roof surface interface (coefficient of friction) Roof slope Its addition, the analyses described here consider the direction of displacement with respect to roof slope (up-slope. cross-slope., or down-slope) as well as the stiffness of the system. To perform seismic, nonlinear response history analysis we use computer structural analysis models that capture the key properties affecting the seismic displacement of unattached solar arrays: stick slip (friction) behasior in horizontal directions bearing (no-tension) support in the erucal dut.ction and the ability to rotate the support surface to sintulate root slope The models use the structural analysis program OpenSees. The analyses include seven roof motions- Per Section 9 of SEAOC PVJ. design seismic displacement demands are calculated as 1.1 times the average of the peakdisplacement values from the analyses. Spectial-Matched Eathquake Roof Motions Section 9 of SEAOC PVI requires that the design seismic displacement corresponding to the Design Basis Earthquake shall be determined by nonlinear response-h' analysts or shake table testing using input .motions consistent with ASCE 7-l0 Chapter 13 design forces for non-structural components on a roof For response history analysis this can be achieved using spectrally matched rooftop mations' per Paragraph 4 of Section 9: - Spectrally Matched Rooftop Motions: Thismethod requires a suite of not less than three appropriate roof iucnions. spectrally tnatchd to broadband design spcctm per AC isn 0CC-ES 20101 Figure- 1 and cction 6.5.1. The qiecirum shall includc.thc portion for T>0.77 seconds (frequency 1.3 Hz for which the spectrum is permitted to he proportiOnal to l/T' Maffei 'et at (2014) defines broadband design spectra per these requirements as shown in Table L for TeO.OI 1.2Sor 0.275— for 0.01 ~5 re 0.L2 Libcarintcrpolatlon Lincar interpolation forO.IST:50.75 I.8ro 0.675,,, for 0.75 .e T. uwcrscly proportional to T inversely proportional to T PaneiClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix B paneI#. claw® 3/24/2017 - - -- - - - - - - - MAFFEI $TUC1tJRAL ENGINEERING Teisicai Repot Pane)Cia,a Polar Bear iii sail Polar Bear lii ISO: Seismic Displacenieat Demand 01 Unaitathed (Ballast-Only) Arrays 23 Febuay 2016 Page 4 SEAOC PY! Section 9 Paragraphs 6 and also require: "Each roolmotion shall have a total duration of 'at feast 30 seconds and shall contain at least 20 seconds of strong shaking per AC .156 Section 65.2. For anaysis, a three-dimensional modal shall be used and the roof motions 'shall include two horizontal components and one vertical component applied concurrent)) Motions that were used in this analysis were recorded on the roofs of buildings during past earthquakes, and were selected to satisfy all of the abose criteria.. We obtain the recorded motions from the CSMIP database (CESMD 200) and the records are selected to be consistent with records used in published research on this topic (Maffei 20)4) We use the software El-FRISk version 762 (Fugro N V 2011) which uses a iinie.domain procedure to perform spectral matching of the recorded motions to match the broadband design spectra in Table 2, For each of the two versions of the system (5-degree and 10-degree module tilt) the design seismic displacement ',aluec include results from 4760 analyses We consider. 200 cases of project conditions (4 coefficients of fdction 5 roof slopes, and 10 levels of seismicity parameter Sns): each case considers 7 earthquake motions and 4 orientations of each motion with respect to roof slope (except for the zero-slope cases where orientation has no effect) We also performed a sensitivity study consisting of S3,320, additional analyses to evaluate the effect of the stiffness of the system Recommendations for Design We nicoinniend using the results of nonlinear response-histoiyanalyses described herein to determine the design seismic displacement demand, Avpv, for design of unattached solar arrays that have the friction and stiffness properties assumed in this report For cases where Sos roof slope and/or coefficient of friction for a project site is between the salues specifically analyzed in this report use linear interpolation Per Section 9 of SEAOC PVI 4vptr shall not be taken less than 50% of the salues calculated by the prescnptive procedure in Section 7 of SEAOC PVI unless the lower values from analysis are validated by an independent peer review. Maffei Structuriul Engineering 44jt Joe Maffei. S.E.Ph, D. LEED AP Principal joe@nsaffei-structurc.com- American Society of Civil Engineers (ASCE). 2010. 'Minimum Design Loads for Buildihgs and Other Structures." ASCE 7-10. Rcston. VA. - International Code Council (FCC,). 2012. faternationa(Rwldhig Code Country Club Hills. IL, Structural Enrinecri Association of California (SEAOC) 2012 "Structural Seismic Requirements and Commentary for Rooftop Solar Photovoltaic Azra'is .SE.4OCPVI 2012 Sacramento. CA Mallet J Fziihali S Tellcen K Ward. R andSchelienberg A 2014 ns Scictcdesignofhallasiedsolaromiys on low-stopc roofs." journal of Sfnscturul EnIacering 140(1 'I: 1,9: dol: 10.1061/f ASCEIST. 1943-54 tX.0000565 PanelCiaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 9 (978) 688.5100 fax • www.panelclaw.com Appendix B ity of Carlsbad Print Date: 03/11/2019 Permit No: PREV2017-0223 Job Address: 2790 Gateway Rd Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revisi Status: Closed - Finaled Parcel No: 2133000900 Lot #: Applied: 10/02/2017 Valuation: $0.00 Reference #: Issued: 10/16/2017 Occupancy Group: Construction Type Permit 03/11/2019 Finaled: # Dwelling Units: Bathrooms: . Inspector: Bedrooms: Orig. Plan Check U: CBC2017-0237 Final Plan Check U: Inspection: Project Title: Description: BERG: CHANGE OUT PANEL CLAWS Applicant: Owner: Contractor: SOLARCITY CORPORATION JEFF BERG TESLA ENERGY OPERATIONS INC AMAYA SALCE 2790 Gateway Rd 2370 Oak Ridge Way CARLSBAD, CA 92009 6800 Dumbarton Cir Vista, CA 92081-8345 Fremont, CA 94555-3646 650-638-1028 844-837-5201 FEE . . AMOUNT MANUAL BUILDING PLAN CHECK FEE $187.50 Total Fees: $ 187.50 Total Payments To Date : $ 187.50 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov PLAN CHECK REVISION OR Development Services City of DEFERRED SUBMITTAL Building Division C l b d APPLICATION 1635 Faraday Avenue a r s a 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number CSC2th1 Plan Revision Number -'1&4 7 3 Project Address I I General Scope of Revision/Deferred Submittal: Ci'I49 ()(kI- poki( C/ai'$ U CONTACT INFORMATION: Name Phone (WaQ) Address _____ City Zip Email Address Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: Plans Z1'alculations fl Soils Energy Other 2. Describe revisions in detail 3.. List page(s) where each revision is shown (C4t vi IJ Cc4c,. 4. Does this revision, in any way, alter the exterior of the project? LII Yes ErNo Does this revision add ANY new floor area (s)? LI Yes ONo Does this revision affect any fire related issues? LI Yes ZNo Is this a complete s t? Yes No Signature Date 1 1635 Faraday Avenue, Carlsbad, CA 92008 ti: 760-602- 2719 f: 760-602-8558 Email: buiiding@carlsbadca.gov www.carlsbadca.gov Carlsbad CBC2017-0223 rev to CBC2017-0237 10/11/2017 EsGil Corporation In (Partnership with Government for Bui(iing Safety DATE: 10/11/2017 JURISDICTION Carlsbad PLAN CHECK NO.: CBC2017-0223 rev to CBC2017-0237 PROJECT ADDRESS: 2790 Gateway Rd PROJECT NAME: Berg 3x10 KW rooftop PV system U APPLICANT U RI S. U PLAN REVIEWER U FILE SET: I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LI The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. LII 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. LI EsGil Corporation staff did advise the applicant that th'e, plan check has been completed. Person contacte --(Th/-- Telephone #: Date contacted: ) Email: Mail Telephone Fax In Person III REMARKS: By: Morteza Beheshti Enclosures: EsGil Corporation EGA EEJEMB 0PC 10/3 Jurisdiction Code 1cb IBY Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: LI Complete Review Repetitive Fee Repeats LI Other LI Hourly EsGil Fee * Based on hourly rate Carlsbad CBC2017-0223 rev to CBC2017-0237 t 10/11/2017 [DO NOT PAY- THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: CBC2017-0223 rev to CBC2017-0237 PREPARED BY: Morteza Beheshti DATE: 10/11/2017 BUILDING ADDRESS: 2790 Gateway Rd BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE LI Structural Only 1.5 Hrs.@ $100.00 I $150.00I Comments: Sheet I of 1 macvalue.doc +