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2426 TOWN GARDEN RD; ; CBC2018-0615; Permit
tèity of Carlsbad Commercial Permit Print Date: 02/25/2019 Job Address: 2426 Town Garden Rd Permit Type: BLDG-Commercial Work Class: Cogen Status: Parcel No: 2132601000 Lot #: Applied: Valuation: $145,600.00 Reference U: - Issued: Occupancy Group: Construction Type: Permit Finaled: U Dwelling Units: - Bathrooms: Inspector: Bedrooms: Orig. Plan Check U: Final Plan Check U: Inspection: Project Title: Description: VIASAT: (BLDG 14) 364 PV PANELS, 145.60 KW, NO RMA, NO UPGRADE Permit No: CBC2018-0615 Closed - Finaled 11/01/2018 01/09/2019 2/25/2019 12:49:02PM Applicant: Owner: Contractor: BORREGO SOLAR SYSTEMS INC VIASAT INC A DELAWARE CORPORATION BORREGO SOLAR SYSTEMS INC 5005 Texas St, Ste 400 6155 El Camino Real 5005 Texas St, Ste 400 SAN DIEGO, CA 92108-0000 CARLSBAD, CA 92009 SAN DIEGO, CA 92108-0000 619-961-4527 . 760-476-2200 619-961-4527 BUILDING PERMIT FEE ($2000+) $789.30 BUILDING PLAN CHECK FEE (BLDG) $552.51 5B1473 GREEN BUILDING STATE STANDARDS FEE $6.00 STRONG MOTION-COMMERCIAL $40.77 Total Fees: $1,388.58 Total Payments To Date: $1,388.58 Balance Due: $0.00 Please take NOTICEthat 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 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov ('city of Carlsbad COMMERCIAL BUILDING PERMIT APPLICATION B-2 Plan Check Est. Value PC Deposit Date iufj Job Address 2426 Town Garden Road, Carlsbad, CA 92009 Suite: APN: Tenant Name: ViaSat HQ T/Project#: Lot #: Fire Sprinklers: yes / no Air Conditioning: Yes / no BRIEF DESCRIPTION OF WORK: Installation of 14.5.6C solar PV systeni over (1) newly constructed 8-001 D Addition/New: New SF and Use, New SF and Use, Deck SF, Patio Cover SF (not including flatwork) 0 Tenant Improvement: O Pool/Spa: 91 Solar: - 145.600 SF, Existing Use Proposed Use SF, Existing Use Proposed Use SF Additional Gas or Electrical Features? KW, 364 Modules, Yes Mounted, Tilt: No, RMA: Yes /(g Panel Upgrade: tes U Plumbing/Mechanical/Electrical Only: i:i Other: APPLICANT (PRIMARY) PROPERTY OWNER Name: Gonzalo Manriguez - Borrego Solar Systems Name: Bait Caruso Address: 5005 Texas St., Suite 400 Address: 6155 El Camino Real City: San Diego State:CA Zip: 92108 City: Carlsbad State: CA Zip: 92009 Phone: 619-961-4513 Phone: 760-893-1771 Email: gmanriguezcborregosoIar.com Email: bart.caruso(&viasat.com DESIGN PROFESSIONAL Name: Igor Sobkowicz - Borrego Solar Systems Address: 5005 Texas St., Suite 400 City: San Diego State:CA Zip: 92108 Phone: 650-716-3786 Email: isobkowicz@borregosolar.com Architect State License: CONTRACTOR BUSINESS Name: Borrego Solar Systems, Inc. Address: 5005 Texas St, Suite 400 City: San Diego State:CA Zip: 92108 Phone: 619-961-4513 Email: gmanriquez©borregosolar.com State License:814435 Bus. License: BL05002264-122017 (Sec. 70315 Business and Professions Code: Any City or County which requires a permit to construct, alter, Improve, demolish or repair any structure, prior to its Issuance, also requires the applicant for such permit to file a signed statement that he/she is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he/she Is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any ápplicantfor a peèmit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: BuiIdinglcarIsbadca.gov B-2 Page 1 of 2 Rev. 06118 (OPTION A): WORKERS'COMPENSATION DECLARATION: I hearby affirm under penalty of perjury one ofthefollowing declarations: IQ I have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. I have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit Is Issued. My workers' compensation insurance carrier and policy number are: insurance Company Name: Arthur J. Gallagher Co. Policy No. RWC80 16242 Expiration Date: 4/112019 PQ Certificate of Exemption: I certify that In the performance of the work for which this permit is issued. I shall not employ any person in any manner so as to become subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil tines up to $100,000.00, in addition the to the cost of compensation, damages as provided for In Section 3706 of the Labor Code, Interest and attorney's tees. CONTRACTOR SIGNATURE: __DAGENT DATE: 0A /J s (IZd.O t*W'Gr (OPTION 13 ): OWNER-BUILDER DECLARATION: I hereby affirm that lam exempt from Contractor's License Law for the following reason: I I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure Is not Intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or Improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or Improvement Is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). 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). O I am exempt under Section i (usiness and Professions Code for this reason: I personally plan to provide the major I bor ap4 mataIs for construction of the proposed property improvement. 0 Yes 0 No i (have / have not) signeØn applicatio for b Wingrmit for the proposed work. I have contracted wlthftre foilowl e on ( r ) to prolde the proposed construction (include name address/ phone/ contractors' license number): 4.1 plan to provide port4ns of the , t I ha lred the'fqllowing person to coordinate, supervise and provide the major work (include name / address/ phone / contractors' license nu r): \ \ S. I will provide some ofithe rk, t i a ontr e'(hIr d) fe following persons to provide the work Indicated (Include name / address / phone / type of work): OWNER SIGNATIR \ \\ \ DAGENT DATE:___________ I hereby affirm that there is g the performance of the work this permit is issued (Sec. 3097 (I) Civil Code). in Lender's Address: Lender's Name: ___________________________________________________ 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? 0 Yes 19 No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 Yes In No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Dyes $ 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. APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information Is correct and that the Information on the plans Is accurate. I agree to comply with all City ordinances and State laws relating to building construction. i hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for Inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.OSHA: An OSHA permit is required for excavations over5'0' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit Issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or If the building or work authorized by such permit is suspended or abandoned at any time after the work Is commenced for a period APPLICANT SIGNATURE: DATE: I i Qo#tziqg. 1635 Faraday Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: BuiIdingtcarIsbadca.gov 13-2 Page 2 of 2 Rev. 06/18 Permit type: BLDG-Commercial Application Date: 11/01/2018 Owner: VIASAT INC A DELAWARE - . CORPORATION Work Class: Cogan Issue Date: 01/09/2019 Subdivision: Status: Closed - Finaled Expiration Date: 08/26/2019. Address: 2426 Town Garden Rd V Carlsbad, CA 92009 IVR Number: 15071 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 0210512019 02/0512019 BLDG-35 Solar 082975-2019 Failed Andy Krogh Relnspection Complete Panel Checklist Item COMMENTS Passed BLDG-Building Deficiency Ballast blocks No BLDG-Final 082976.2019 Failed Andy Krogh Reinspection Complete Inspection Checklist Item COMMENTS . -Passed BLDG-Building Deficiency Incomplete No BLDG-Plumbing Final . . No BLDG-Mechanical Final V No BLDG-Structural Final No BLDG-Electrical Final No 0210712019 0210712019 BLDG-35 Solar . 083231.2019 Partial Pass Andy Krogh Reinspection Incomplete Panel - Checklist Item COMMENTS V Passed BLDG-Building Deficiency Ballast blocks Yes BLDG-Final 083232-2019 Failed Andy Krogh Reinspection Complete V Inspection Checklist Item COMMENTS - Passed BLDG-Building Deficiency Incomplete V No V BLDG-Plumbing Final V No BLDG-Mechanical Final V No BLDG-Structural Final V No BLDG-Electrical Final No 0212512019 02/25/2019 BLDG-35 Solar 084474.2019 Passed Andy Krogh V Complete Panel Checklist Item COMMENTS Passed BLDG-Building Deficiency Ballast blocks Yes BLDG-Final 084475-2019 Passed Andy Krogh Complete Inspection V Checklist Item COMMENTS Passed BLDG-Structural Final Yes BLDG-Electrical Final V Yes February 25, 2019 • • V . Page 1 of I V/ EsGil A SAFEbui1tCompany DATE: 12/26/2018 U APPLICANT U JURIS. JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2018-0615 SET: III PROJECT ADDRESS: 2426 Town Garden Rd. PROJECT NAME: VIASAT-BUILDING 14 - 145.6 kW DC STC Rated Solar Electrical System 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. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. LI The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. LI The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. LI EsGil staff did advise the Person contacted: Date contacted: Mail TeleDhoIe Fax LI REMARKS: By: Morteza Beheshti EsGil pplicant that the plan check has been completed. Telephone #: ( . / Email: In Person - Enclosures: 12/17 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil A SAFEbuilf company DATE: 12/6/2018 JURISDICTION: City of Carlsbad PLAN CHECK#.: CBC2018-0615 SET: II PROJECT ADDRESS: 2426 Town Garden Rd. U APPLICANT U JURIS. PROJECT NAME: VIASAT-BUILDING 14- 145.6 kW DC STC Rated Solar Electrical System The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. Lii 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 until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Gonzalo Manriquez EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Gonzalo Manriquez Telephone #: 619-961-4513 Date contacted: (by: ) Email: gmanriquez@borregosolar.com Mail Telephone Fax In Person III REMARKS: By: Morteza Beheshti Enclosures: EsGil 11/29/18 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad CBC2018-0615 1216/2018 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK #.: CBC2018-0615 JURISDICTION: City of Carlsbad OCCUPANCY: B/F1/A-2 USE: existing office/ manufacture/ assembly TYPE OF CONSTRUCTION: IIB ACTUAL AREA: ALLOWABLE FLOOR AREA: STORIES: 2 HEIGHT: SPRINKLERS?: Y OCCUPANT LOAD: REMARKS: see CBC20I8-0019 for reference DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: ESGIL CORPORATION: 11/29/18 DATE INITIAL PLAN REVIEW PLAN REVIEWER: Morteza Beheshti COMPLETED: 12/6/2018 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2016 CBC, which adopts the 2015 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2015 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. City of Carlsbad CBC2018-0615 12/6/2018 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. All S sheets of the plans are required to be signed by the licensed architect or engineer responsible for the plan preparation. California State Law. ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: Morteza Beheshti ELECTRICAL (2016 CALIFORNIA ELECTRICAL CODE) Please provide calculations to demonstrate the #12 wire is adequate for string level sizing? Response indicates the #12 wires have 22.80 amps after derating and assumes #12 is good to 25 amps per the 700 C column on Table 310.15(B)(16). Inverter input is considered 60° C termination (per the white book) hence #12 is good for 20 amps. Please correct. 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. EsGil V/ A SAFEbuittCompany DATE: 11/13/2018 U APPLICANT JURIS. JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2018-0615 SET: I PROJECT ADDRESS: 2426 Town Garden Rd. PROJECT NAME: VIASAT-BUILDING 14 145.6 kW DC STC Rated Solar Electrical System LII The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's 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 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. The applicant's copy of the check list has been sent to: Gonzalo Manriquez LII EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Gonzalo Manriquez Telephone #: 619-961-4513 d: iIt II (b—& Email: gmanriquez©borregosolar.com MiI Telephone Fax In Person F-11 RKSO ,• By: David Yao Enclosures: EsGil 11/5/18 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad CBC2018-0615 11/13/2018 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK #.: CBC2018-0615 JURISDICTION: City of Carlsbad OCCUPANCY: B/F1/A-2 USE: existing office/manufacture/assembly TYPE OF CONSTRUCTION: IIB ACTUAL AREA: ALLOWABLE FLOOR AREA: STORIES: 2 HEIGHT: SPRINKLERS?: Y OCCUPANT LOAD: REMARKS: see CBC20I8-0019 for reference DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 11/13/2018 FOREWORD (PLEASE READ): DATE PLANS RECEIVED BY ESGIL CORPORATION: 11/5/18 PLAN REVIEWER: David Yao This plan review is limited to the technical requirements contained in the California version of the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2016 CBC, which adopts the 2015 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2015 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process. please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section. etc. Be sure to enclose the marked up list when you submit the revised plans. City of Carlsbad CBC2018-0615 11/13/2018 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2018-0615 PREPARED BY: David Yao DATE: 11/13/2018 BUILDING ADDRESS: 2426 Town Garden Rd. BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation [ Multiplier Reg. Mod. VALUE ($) PV Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code 1cb IBY Ordinance Bldg. Permit Fee by Ordinance V Plan Check Fee by Ordinance " I Type of Review: 12J Complete Review 0 Structural Only o Repetitive Fee Repeats * Based on hourly rate 0 Other Hourly 3 Hrs.@ EsGil Fee $105.00 I $315.00i Comments: Sheet of City of Carlsbad CBC2018-0615 11/1312018 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. 1. All S sheets of the plans are required to be signed by the licensed architect or engineer responsible for the plan preparation. California State Law. ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: David Yao ELECTRICAL (2016 CALIFORNIA ELECTRICAL CODE) "Arc-fault protection is required for DC circuits per CEC 690.11. Document how this protection is provided with your photovoltaic design." 2. Please provide for Rapid Shutdown function for this PV system. CEC 690.12 Please provide calculations to demonstrate the #12 wire is adequate for string level sizing? Provide the required separate ground electrode for the "photovoltaic rack assembly" per 690.47 (D) or connect to the building electrode system. If the electrode conductor is routed through electrical equipment (disconnects, panels, meter enclosures, etc) then provide a detail on the plans describing compliance with CEC 250.64(C). (Conductor splices only allowed with compression connectors or exothermic welding.) Size the ground electrode conductor per 250.166, not smaller than #8. Note: If you have any questions regarding this Electrical and Energy plan review list please contact David Yao 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. 4 BORREGO SOLAR November 26, 2018 ESGIL CORPORATION David YAO 9320 Chesapeake Dr # 208 San Diego, CA 92123 Response to EsGil comments dated 11/13/2018 to ViaSat B14 project IFP dated 10/26/2018. Plan check no: cbc2018-0615 Plan reviewer: David Yao Dear David, You will find in this letter responses addressing each of your comments dated 11/13/2018. For clarity, our responses are itemized to follow your nomenclature. Moreover, you will find at the end of this letter, a list of all the attachments that constitute our new package for permit. Very truly yours, Borrego Solar Systems Igor P. Sobkowicz, Ph.D. Project Engineering Manager Comment 1: "Arc-fault protection is required for DC circuits per CEC 690.11. Document how this protection is provided with your photovoltaic design." Response: AFCI is present on SG60KU-M per 690.11. Please see SG60KU-M datasheet on Sheet E-7.0. Protection DC reverse connection protection AC fl.cfrclft protection Leakage current protection Grid monitoring DC switch / AC switch DC We PV stung current monItortig, Are fault circuit interrupter(AFCl)] Yes Yes Yes Yes Yes / Yes Yes (positive and negative, 15 A) Yes Comment 2: "Please provide for Rapid Shutdown function for this PV system. CEC 690.12" Response: All inverters (INV-A and INV-B) are located within 10' of the Solar PV arrays they serve (INV-A for Arrays land 2, and lNV-B for Arrays 3 and 4), see Sheet E-1-0. Per 690.12(1) the system complies with NEC requirements for Rapid Shutdown. RcEI V0 A!OV27201 CITy OF 8UILDI1V4RLS6AD DIVISION 1814 Franklin Street, Suite 700 Oakland, CA 94612 Main: 888-898-6273 Fax: 888-843-6778 --N-I-_--_,- Comment 3: "Please provide calculations to demonstrate the #12 wire is adequate for string level sizing?" Response: I5=10.47A (see PV module datasheet on Sheet E-7.0) 10.47Ax1.25=13.09A. Per 690.8(B)(1): I=13.09Ax1.25=16.36A Per 690.8(B)(2): we apply i) adjustment factors and ii) correction factors: i) 79 conductors=0.70 fill factor per Table 310.15(B)(3)(a) -ii) Per System Specifications Table on Sheet E3.0, Tamb=77.6°F. With conduits running 0.5"-3.5" above roof surface, we obtain a 40°F temperature adder and Tcorrec=77.6F + 40°F = 117.6°F per Table 310.15(B)(3)(c). Cables are 900 rated and we have a temperature correction factor of 0.82 for 114°F-122°F per Table 310.15(B)(2)(a). As a result, I=13.09/0.7/0.82=22.80A Per 690.8(B), we select 690.8(B)(2) to determine our current value and 1=22.80A. Per Table 310.15(B)(16), column 75°C, we can use #12 AWG Cu up to 25A. Comment 4: "Provide the required separate ground electrode for the "photovoltaic rack assembly" per 690.47 (D) or connect to the building electrode system. lithe electrode conductor is routed through electrical equipment (disconnects, panels, meter enclosures, etc) then provide a detail on the plans describing compliance with CEC 250.64(C). (Conductor splices only allowed with compression connectors or exothermic welding.) Size the ground electrode conductor per 250.166, not smaller than #8." Response: Note will be added to sheets E-1.0 and E-2.0 to state the following: 7. "(1) BARE #6 AWG CU BOND SHALL BE PROVIDED. IN 3/4" C FROM EACH ARRAY RACKING SYSTEM TO NEAREST ROOF MECHANICAL SPACE SCREEN WALL STEEL POST TO CONNECT TO BUILDING ELECTRODE SYSTEM PER 690.47(D) AND 250.52(A)(2). BOND TO PANEL CLAW RACKING DESIGNATED GND LOCATION VIA TYCO GROUNDING ASSEMBLY PER INSTALLATION MANUAL AND TO ROOF MECHANICAL SPACE SCREEN WALL STEEL POST VIA LAY IN LUG PER DETAIL 1/E-5.0." I confirm that building steel columns are electrically continuous/bonded and are part of the grounding electrode system for the service switchgear per NEC 250.52(A)(2). Attachments: 1. BORREGO SOLAR's CD lFC set dated: 11/26/2018. 2 Borrego Solar Systems, Inc. 360 22 nd Street I Suite 600 61"k Oakland, CA 94612 4P www.borregosolar.com BOR REGO SOLAR STRUCTURAL CALCULATIONS VIASAT - BUILDING 14_ 10/2512018 ProjectSummary ......................................................................................................................................... 1 BuildingInformation...................................................................................................................................2 PVArray Layout...........................................................................................................................................3 InverterAnchorage Design.........................................................................................................................4 Electrical Equipment Attachment ................................................................................................................ 7 These calculations have been prepared by and for Borrego Solar Systems, Inc. in support of the above referenced project and shall not be used or relied upon for any other purpose. Ertug Yurdutemiz, SE LEED AP Structural Engineer Borrego Solar Systems, Inc. (510) 496-8755 Exp. 12-31-19 OFC quo LU No. 5870 rn CBC20I8-0615 2426 TOWN GARDEN RD VIASAT: (BLDG 14) 364 PV PANELS, 145.60 KW, NO RMA, NO UPGRADE 2132601000 11/27/2018 CBC20I 8-0615 Borrego Solar Systems, Inc. pe www.borregosolar.com T: (888) 898-6273 BORREGO SOLAR F: (888) 843-6778 Project: Via Sat Sheet #: Subject: Analysis and Design of Rooftop PV Components Designed By: EY Date: 06.01.18 Revised By: Date: PROJECT SUMMARY SCOPE: To provide structural design for the PV racking and inverter attachment to the roof of the existing building. EXISTING STRUCTURE: Existing roof Structure consists of 1 34" x 20 gage metal deck spanning 9' (max) between steel beams. The lateral system is a Precast Concrete Shearwall system. DESIGN CRITERIA: Dead loads: Additional dead load ranging between 4.5 psf and 5.0 psf due to the solar panels, racking and ballast blocks. Wind Loading: Wind loading is provided by Panel Claw. CODES: California Building Code (2016 CBC) ASCE7-10 SEAOC PV1-2012 and SEAOC PV2-2012 FINDINGS: The existing building roof framing and lateral system are adequate to support additional weight of the solar panels and support rack. The additional weight is less than the allowed 5 psf per the original building design. I Borrego Solar Systems, Inc. www.borregosolar.com 1: (888) 898-6273 F: (888) 843-6778 Project: Via Sat Sheet #: 2 Subject: Analysis and Design of Rooftop PV Components BORREGO SOLAR Designed By: EY Date: 06.01.18 Revised By: Date: BUILDING INFORMATION Letter signed by the buildings structural engineer stating the additional capacity of the roof framing. September 25, 2018 Borrego Solar Systems 360 22 nd St. Ste. 600 Oakland, CA 94612 WISEMAN+ROHY STRUCTURAL ENGINEERS JAMES M. WISEMAN, S.E. PRINCIPAL STEVEN D. ROHY, S.E. PRINCIPAL DAVID E. MAESTAS, P.E. ASSOCIATE RE: ViaSat Building 14 2426 Town Garden, Rd., Carlsbad, CA 92009 Solar Design Loading Dear Ertug: This letter confirms that the entire roof of the above-mentioned building was designed with an allowable solar load of 5 psf for both vertical and lateral design. Please do not hesitate to contact me if you need any additional information. Sincerely, WISEMAN + ROHY Structural Engineers /117 David Maestas, P.E. Associate RACKING CONSTRUCTION SET PANELCIAW, INC. 1570 OS0000ST. 5171712507 000TH ANDOVER, MA 01845 IT11978.684.4901D P76:9740*23107 2 2 2 R A 111 A A 22 C I 3 LUL_B r Hr r r ORIGIRALSIZE 361724' SBIRETSOEUREUD PREPARED FOR: BORREGO SOLAR PROJECT. VIASAT BUILDING 14 LOCATION: 242610WN GARDEN ROAD A CARLSBAD CA 92009 HI C 8 7 6 Fm © I. ALL 7717(511076 SHOWN ARE 0*370 UPON INFORMATIONPROVID(DTOP*NUU.AW. ARRAY SITE MAP SCALE- HIS FIILOV*RJFVAUOIMENS0*ISPIUOUTOCONSTRUCTI000T THE SOW ARMY. 5011EV PAHELCIAW3FANSEUEREPAI76IS. 3 I 2 I 51*MP PROJECT SUMMARY 11473 ERAWUIO HAS SEEN ARSE ST OflifRE NW SEVIEWSE SR 4994D99fl CAMO ISLEY 300TL IC. £S1INDICfltI) tHU flASflClWU SASIUM fl07fl07py tSUM4lLA6UST1 MID CTh.ASTN 91413.1114 ''' 0 DM97410775 99 1!I SHEET 117171 ARRAY SITE MAP APPROVED FOR CONSTRUCTION] •k,00 I501711 I I 5 4 1 Borrego Solar Systems, Inc. so www.borregosolar.com 1: (888) 898-6273 BORREGO SOLAR F: (888) 843-6778 Project: Sheet #: 4 Subject: Analysis and Design of Rooftop PV Components Designed By: EY Date: 06.01.18 Revised By: Date: I ANCHORAGE OF BENTEK INVERTER RACK I Building Code: 2016 California Building Code / ASCE 7-10 BUILDING AND SITE INFORMATION WIND Rick Category: Basic Wind Speed Wind Directionality Factor Exposure Category Topographic Factor Gust Effect Factor Velocity Pressure Exposure Coefficient II (Table 1.5.1) V = 110 mph (Fig. 26.5-1A) Kd = 0.85 . (Table 26.6-1) C (Sect. 26.7) Kzt = 1.0 (Fig. 26.8-1) G = 0.85 (Sect. 26.9) K = 1.07 (Table 29.3-1) SEISMIC Soil Site Class Design Short-Period Spectral Acceleration Design 1-Second Spectral Acceleration Mean Roof Height of Building Height of Roof Supporting Inverter INVERTER AND RACK INFORMATION D SDs=0.757g SDI = 0.408 g hb?dg=45ft z =45 ft Isometric View of Inverter Rack PC SWPQqT R PRlRP o ittZ11P II II Ill \All 111M PMRIER URlNThIC R4S 3X - Plan and Elevations Views of Inverter Rack Borrego Solar Systems, Inc. www.borregosolar.com T: (888) 898-6273 BORREGO SOLAR F: (888) 843-6778 Weight of Inverter Weight of Mounting Rack Weight of Inverter and Rack Mounting Angle of Inverter Inverter Width Inverter Height Inverter Depth Vertical Projected Surface Area of Inverter Horizontal Projected Surface Area of Inverter Project: Sheet #: Subject: Analysis and Design of Rooftop PV Components Designed By: EY Date: 06.01.18 Revised By: Date: W= 154 lbs Wr25 lbs WjrWj+Wr179.00 lbs (9i = 15° w= 26.20 in h= 35.70 in di 10 in Af = (Wi X h) x cos(0) = 6.32 ft2 Ar = (w1 x h1) x sin(0) = 1.70 ft2 Height from roof deck to center of mass of inverter Xi = 1.67 ft Distance from line of rotation to center of mass of inverter X2 = 2.50 ft Distance from line of rotation to center of ballast blocks X3 = 5.00 ft CALCULATE WIND LOAD ON INVERTER RACK Since the building is less than 60 ft in height, we can use Section 29.5.1 to determine the wind forces on the inverter. qz = 0.00256xKzxKxKdxV2 = 28.2 psf (Eq. 29.3-1) GCrh = 1.9 Area of Inverter is far less than area of horizontal projected building area GCry = 1.5 Area of Inverter is far less than area of building plan area Fw[nCv = qzx GCr vxAf = 267 lbs Fwlnd_h = qzx GCr hXAr = 91 lbs Using 0.61) + 0.6W combination: 0.61) = 0.6 x 179 = 108 lbs 0.6Whonz= 0.6 x 91 = 55 lbs 0.6Wvert = 0.6 x 267 = 160 lbs MOT-horjz = (55) X (3.45/2) = 95 lb_ft MOT-ver = (160) X (5/2) = 400 lb_ft MRES= (108) x (5/2) = 270 lb—ft UPLIFT = (270-400-95) / (5/2) = 90 lb HORIZANTAL =55 lb (Eq. 29.5-2) (Eq. 29.5-3) (32 lbs x 4 =1281bs) Provide 2 Ballast Block (32 lb each) at each corner. (Total of 8 per inverter) • qa Borrego Solar Systems, Inc. www.borregosolar.com T: (888) 898-6273 BORR EGO SOLAIR F: (888) 843-6778 CALCULATE SEISMIC FORCES ON INVERTER RACK Importance Factor Component Amplification Factor Component Response Modification Factor Design Short-Period Spectral response Acceleration Design 1-Period Spectral response Acceleration Project: Sheet #: 6 Subject: Analysis and Design of Rooftop PV Components Designed By: EY Date: 06.01.18 Revised By: Date: 1p= 1.0 ap= 1.0 R=2.5 Sds = (2/3) X Fa X Ss = 0.757 Sd1 = (2/3) x Fv x Si = 0.433 Horizontal Seismic Force Fp = [(0.4xapxSas)/(Rp/Ip)] x [1+(2xz/hbldg)] X Wjr = 65 lbs Fp_max = 1.6XSd5XlpXWir = 217 lbs Fp_min = 0.3XSdsXIpXWir = 41 lbs Fph = max(Fp_min, min(F, Fp..max)) = 65 lbs Vertical Seismic Force FPv = 0.2XSdSXWIF = 27 lbs OVERTURNING DUE TO SEISMIC Using 0.61) + 0.7E combination: 0.61) = 0.6 x 179 = 108 lbs 0.7E = 0.7 x 65 = 46 lbs 0.7Evert = 0.7 X 27 = 19 lbs Moverturning = (0.7xEx2.5 ) = 115 lbs Mressting = (0.6D-.7Evert)xWx2.5 = 198 lbs Since MReslsltlng is larger than Moverrurning, no uplift due to seismic. Provide 2 Ballast Block (32 lb each) at each corner. (Total of 8 per inverter) SLIDING CHECK Max. Sliding is 65 lbs (seismic) 0.61) = 108 lbs (inverter) 0.61) = 0.6 x 256 = 154 lbs (8 ballast block) Resisting Sliding Force = Friction Coefficient x 0.61) = 0.40 x (108+154) = 105 lbs VResisiting is larger than VSLIDING. I Ff QL 2.5- IM ir h L5oo fp a F' (L Borrego Solar Systems, Inc. Project: Sheet #: 7 www.borregosolar.com Subject: Analysis and Design of Rooftop PV Components 1: (888) 898-6273 Designed By: EY Date: BORR EGO SOLAR F: (888) 843-6778 Revised By: Date: L.Cti\L pjL ATtAc:HP1E1J( ..% ) (.Lr ~.6 Fp . Borrego Solar Systems, Inc. Sod www.borregosolar.com 1: (888) 898-6273 BORR EGO SOLAR F: (888) 843-6778 Project: Sheet #: 8 Subject: Analysis and Design of Rooftop PV Components Designed By: EY Date: Revised By: Date: FI-42 A Ct I k) ( F1fl E )J ç3 - ---- --.. ..---- -- --- --- T-4ii- -A. 11 El Fio f?1o1 If I7 LeA,5 ii, PVT Z (Pot)( I 59 i6 i6 - + 4t.. 11 1b 5W1Z v5b v(IIT6sL T= (oo y . - Borrego Solar Systems, Inc. Project: Sheet #: 9 4M www.borregosolar.com Subject: Analysis and Design of Rooftop PV Components T: (888) 898-6273 Designed By: EY Date: BORR EGO SOLAR F: (888) 843-6778 Revised By: Date: rq-r y (4f)fr/, 5rYs 3 Tuc Cf P / WI-pvL C-p ----- -f- 1) + 2.8o LS Job No. 18-242-1614 Sheet No. Cover By MAP/PGS Date 10123/18 CARUSO TURLEY scorr structural engineers STRUCTURAL ENGINEERING EXPERTS PARTNERS Richard Turley, SE Paul Scott, SE, PE Sandra Held, SE, FE, LEED AP Chris Atkinson, SE, FE, LEED AP Thomas Merits, SE, LEED AP Richard Dahlmann, SE, PE - Tray Turley, SE, PE, LEED AP Brady Notbohm, BE, FE CLIENT: panelffilff claw 1570 Osgood Street Suite 2100 North Andover, MA 01845 PROJECT: Building 14 2426 Town Garden Road Carlsbad, CA 92009 riii PROFESSIONAL REGISTRATION 50 States Washington D.C. U.S. Virgin Islands Puerto Rico GENERAL INFORMATION: BUILDING CODE: 2016 CBC, ASCE 7-10 With SEAOC PVI -2012 and PV2-2012 1215W. Rio Salado Pkwy. Suite 200 Tempe, AZ 85281 T: (480) 774-1700 F: (480) 774-1701 www.ctsaz.com I CBC20I8-0615 2426 TOWN GARDEN RD VIASAT: (BLDG 14) 364 PV PANELS, 145.60 KW. NO RMA. NO UPGRADE 2132601000 11/27/2018 CBC20I 8-0615 Date: October 23, 2018 Mr. Ryan Heil PanelClaw 1570 Osgood Street, Ste 2100 North Andover, MA 01845 RE: Evaluation of PanelClaw system Project Name: Viasat Building 14 CTS Job No.: 18-242-1614 CARUSO TURLEY SCOTT structural engineers Per the request of Ryan Heil at PanelClaw, CTS was asked to review the PanelClaw system with respect to the system's ability to resist uplift and sliding caused by wind and seismic loads. Wind Evaluation: PROFESSIONAL REGISTRATION PanelClaw 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. The wind tunnel testing was performed per Chapter 31 of ASCE 7-10. The parameters of the testing were a flat roof system in both Exposure B and C on a building with and without parapets. The testing has resulted in pressure and/or force coefficients that were applied to the velocity pressure qz in order to obtain the wind loads on the PV system. From the wind load results it is then possible to calculate the ballast loads required to resist the uplift and sliding forces. STRUCTURAL ENGINEERING EXPERTS PARTNERS Richard Turley, SE Paul Scott, SE, PE Sandra Herd, SE, PE, LEED AP Chris Atkinson, SE, PE, LEED AP Thomas Morris, SE, LEED AP Richard Dahlmann, SE, PE Troy Tuley, SE, PE, LEED AP Brady Notbohm, SE, PE 50 States PanelClaw has provided CTS with the excel tool that was developed to obtain the Washington D.C. uplift and sliding forces. CTS has reviewed this tool and the wind forces obtained U.S. Virgin Islands to find that the amounts of ballast provided are within the values required. Puerto Rico Furthermore, CTS agrees with the methodologies used to develop the uplift and sliding forces for the "Polar Bear lOdeg Gen Ill HD" system per the windtunnel testing results. Seismic Evaluation: Calculations have been provided utilizing the method found in SEAOC PVI- 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 Conclusion: Therefore, it has been determined that the system as provided by PanelClaw 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 structural engineers Respectfully, -23-18 STRUCTURAL ENGINEERING EXPERTS PARTNERS Richard Turley, SE Paul Scott, SE, PE Sandra Herd, SE, PE, LEED AP Chile Atkinson, SE, PE, LEED AP Thomas Maids, SE, LEED AP Richard Dahlmann, SE, FE Tiny Tudey, SE, PE, LEED AP Brady Nolbohm, SE, FE Matt Parrish Structural Designer Paul G. Scott, SE, PE Partner PROFESSIONAL REGISTRATION 50 States Washington D.C. U.S. Virgin Islands Puerto Rico 1215W. Rio Salado Pkwy. Suite 200 Tempe, AZ 85281 T: (480) 774-1700 F: (480) 774-1701 www.ctsaz.com panelffffff claw® Partner Name: Borrego Solar Project Name: Viasat Building 14 Project Location: 2426 TOWN GARDEN ROAD Carlsbad, CA, 92009 Racking System: Polar Bear Ill HD Structural Calculations for Roof-Mounted Solar Array Submittal Release: Rev 4 Engineering Seal 10-23-18 ES co I(LLJU S 3325 LJ Mcc PaneiClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com 10/22/2018 panelffffif claw® Table of Contents: Section: Page # 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 .2 Racking System Dead Load Calculation S 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 Seismic Displacement of Unattached Solar Arrays 11 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com 10/22/2018 panel 10/22/2018 claw® Appendix: I.F.I PCM11-4: Wind Loads on the solar ballasted roof mount system 'Polar Bear 10 deg Gen IIIHD' 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 panelffffff claw® 10/22/2018 1.0 Project Information; 1.1 General: Project Name: Project Locaton: Viasat Building 14 2426 TOWN GARDEN ROAD Carlsbad, CA, 92009 Racking System: Polar Bear Ill HD Module: LG Electronics Module Tilt: 9.90 Module Width: 40.31 Module Length: 79.69 Module Area: 22.31 Ballast Block Weight = 32.60 1.2 Building Information: LG400N2W-AS degrees in. in. sq.ft. lbs. Height (ft) Roof Measurement N/S (ft.) Roof Measurement E/W (ft.) Parapet Height (ft) Pitch (deg) Membrane Material Coeff. of Friction (ii) 42 357 145 2.5 1.8 TPO 0.64 Building Code: 2016 CBC Risk Cat.: II Basic Wind Speed (V) = 110 mph Exposure Category: C Ground Snow Load (Pg) = 0 Is= 1 Site Class: D Short Period Spectral Resp. (5%) (Ss): 1.052 is Spectral Response (5%)(Si): 0.408 Ie= 1 Ip= 1 FRO—of 1 1.3 Structural Design Information: PaneiClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com pane ififif 10/22/2018 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 = QQQ psf (ASCE 7.3.4) Snow Load on Array (SLA) = QQQ 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 = 22.31 sq.ft. Module Tilt = 9.90 degrees Amp = 21.98 sq.ft. - SLM = Amp * SLA = 0.00 lb PanelCiaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com 2 paneILzu .• claw 10/22/2018 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 1McE n6ure26.5.1A) Exposure Category: C (AIcE. 5w. 26.7.3) Topographic Factor (Kzt) = 1 (ASCE. n. 26.8.2) Directionality Factor (Kd) = 0.85 (AXE mhle 26.6-5) Exposure Coefficient (Ks) = 1.05 ttsc& T,b!, 27.3.3) MRI Reduction = 0.93 (Equ.c26.5.2) Velocity Pressure (qz) = 0.00256'Kz'K KdV*2MR1*2 = 23.91 PSF (AScE. Eq,,. 27.3.1) 3.2 Roof! Array Zone Map: For west winds with Wind directions from iao to sr. ec,.11nd. 5*twl fl.abn DODD' Olin I ma. na.pbIgS SIUVODSDI In setback a setback a Typical Roof Zone Mapping for West Winds with Directions from 180. to 360 Roof Zone Map Olmenlons per IFI WInd Tunnel Study Height (ft) LI (ft) Li (it) 1.3 (it) I 1.4 (it) 1.5 (ft) L6 (it) Li (it) L2 (ft) Velocity Pressure (gz) 42.0 98.42 258.58 62.34 36.09 49.21 49.21 36.09 10.49 23.91 PSF 3.3 Wind Design Equations: WLsplq'tlmadule = qzAmCfxuVjIft WL511815910a5, = Where qz= 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) PanelCiaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.paneIclaw.com 3 pane.ffffff claw 10/22/2018 4.0 Design Loads 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. Allowabli Pressure on Roof = 5.00 PSF Array Information Results Sub-Array Roof Sub-Array Numbers of Ol.0 Sub-Array Sub-Array Roof Pressure (DLA) No. modules DLC (lbs.) DLA (lbs.) (lbs.)/module Area (Ft2) Pressure (OLd (psi) (psf) Acceptable? 1 119 7,927 18,099 67 3,650 2.17 4.96 Yes 2 68 4,490 9.739 66 2,073 2.17 4.70 Yes 3 90 5.961 13.557 66 2.751 2.17 4.93 Yes 4 87 5,735 12.027 66 2.649 1 2.16 4.54 1 Yes Totals: 364 1 24.114 1 53.422 Table 4.1 Array Dead Loads and Roof Pressures PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.paneIclaw.com 4 p a n elffffff claw® 10/22/2018 4.0 Design Load - Dead (Cont.): Racking System: Polar Bear Ill 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. 36 SOUTH SUPPORT= 1.85 lbs. 36 STANDARD SUPPORT= 2.32 lbs. 202 LONG BALLAST TRAY = 8.44 lbs. 114 SHORT BALLAST TRAY = 3.99 lbs. 46 CLAWS(2)= 4.04 lbs. 119 MECHANICAL ATTACHMENT= 0.73 lbs. 0 MA Bracket = 2.32 lbs. 0 LG Electronics - LG400N2W-AS = 47.84 lbs. 119 Ballast Weight: CMU Ballast Block = 32.60 lbs. 312 4.3 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) = 7927 lbs. Module Assembly Dead Load (DLC) = Components Array Dead Load (DLC) I # Modules = 67 lbs. PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelcIaw.com 5 panelffffff Claw 10/22/2018 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 W = Total Wind DL = Total Dead Quantity MA MA Capacity Calculated Factor No. Uplift (lb) Load (lb) Provided (lb) of Safety* Check 1 18,840 18,099 0 0 1.60 OK 2 10,803 9,739 0 0 1.50 OK 3 14,752 13,557 0 0 1.53 OK 4 1 13,33 1 12,027 0 0 1.50 OK Totals: 57.728 lbs. 53.422 lbs. 0 lbs. Table 5.1 Summary of Mechanical Attachment RequIrements * Back calculated Factor of safety provided to determine factor of safety applied to dead load At lieu 010.6 In ASCO 7-10 equation 7, BACK CALCLUATSD SAFETY FACTOR. (DEAD LOADoMEOlAiRICAL ATTAOIMEN1)/(.6) WIND LOAD PanelCiaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com pane I s# claw" 10/22/2018 5.0 Design Loads - Wind (Cont.) 5.1.2 Global Wind Shear Summary Table: Applied Load Resisting Loads Code Check Sub-Array Wu = Wind Ws = Wind DL = Total MA MA Capacity Calculated Factor No. Uplift (lb) Shear (lb) Dead Load (lb) Provided (lb) of Safety* Check 1 10,607 5,514 18,099 0 0 1.57 OK 2 6,163 2,821 9,739 0 0 1.54 OK 3 8,657 4,030 13,557 0 0 1.51 OK 4 7,653 3,554 12,027 0 0 1.52 OK Totals: 1 33.080 lbs. 1 15.919 Ills. 53.422 lbs. 0 0 Table 5.2 Summary of Mechanical Attachment Requirements. Barb calculated fares, of safety provided to deteentlee form, of safety applied to deed load In lieu 0f06 IsASCR 7.10 equation 7. BAOC CALCLUA1tD SAFETY FACTOR. (DEAD LOAD.MEOIANICALATIAOIMENT)/(((.6)WIND 5HEA9FR1CT10N)*(.6)WIND UPUFTI PanelCiaw, 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 56.06 in. Spacing = 24.62 in. Inter-Column Support Spacing = pane .Airffff claw" 10/22/2018 6.0 Design Loads -Downward: 6.1 Downward Wind Load Calculation: WL1 = q *Am * Cfz * Cos Where: qz= 23.91psf Am = 22.31 sq.ft. (Single Module Area) 0 = 9.90 deg. Cf z = 1.13 (Inward) C1 z = 0.30 (Inward with snow) WL1 (no snow) = 594 Ibs./module WL1 (with snow) = 158 Ibs./module Contact Pad by Location: A = Northern G = Southern B = Northern H = Southern C = Interior I = Southern 0= Interior E = Interior F= Interior (Ref. Pg. 3, Wind Load) (Ref. Pg. 1, Project Information) (Ref. Pg. 1, Project Information) (Proprietary Wind Tunnel Data) (ASCE 7-10 figure 30.4-2A) 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 8 panelffffff claw® 6.0 Design Loads - Downward (CONT.: 6.2 Racking Dimensions for Point Loads (Cont.): Tray 1: 5 Tray 2: 1 I5 Tray 4: 5 10/22/2018 19" :ji xi X3 xi X3 X2 17.5" A B C Distances Between Supports (Unless Noted): Xl = 32.24 in. X2 = 14.33 in. X3 = 20.00 in. 6.3 Point Load Summary: DLsys= 67 Total DL = (Varies on location and ballast quantity) SLm = 0 lbs/module Wlin (no snow) = 594 lbs./module Wlin (with snow) = 158 lbs./module 0 5 Section A-A F G H I Extreme Point Load Summary Table load combinations (ASD) Location Load DL + SIm DL + 0.6 X Wlin DL + 0.75 X SLm + 0.75(0.6 X Min Northern A - - 63 lbs. 107 lbs. 72 lbs. Northern - - 52 lbs. 96 lbs. 61 lbs. Interior - - 71 lbs. 160 lbs. 89 lbs. Interior - - 44 lbs. 133 lbs. 62 lbs. Interior - - 71 lbs. 160 lbs. 89 lbs. Interior F - - 44 lbs. 133 lbs. 62 lbs. Southern G - - 6 lbs. 35 lbs. 11 lbs. Southern - - 38 lbs. 68 lbs. 44 lbs. Southern - - 38 lbs. 68 lbs. 44 lbs. For Checking - - 426 lbs. 960 lbs. 532 lbs. Table 6.1-A exrreme Paint 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 lbs. Northern B 5 lbs. 16 lbs. Interior C 11 lbs. Interior _D_ 5 lbs. Interior 5 - 11 lbs. Interior F - 5 lbs. Southern G Southern H 8 lbs. Southern I 8 lbs. Table 6.1-B 51ngie block Point Load summary PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelcIaw.com 9 pane ffffv claw® 10/22/2018 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): 1.052 is Spectral Response (5%)(S1): 0.408 Bldg. Seismic Imp. Factor (le) = 1 Site Coefficient (Fa) = 1.0792 Site Coefficient (Fv) = 1.592 Adj. MCE Spec. Resp. (Short) (Sms)= Fa*Ss = 1.1353184 Adj. MCE Spec. Resp. (1 sec.)(Smi) = Fv*S1 = 0.649536 Short Period Spectral Response (Sds) = 2/3(Sms) = 0.75 One Second Spectral Response (Sd1) = 2/3(Sm1) = 0.433024 Component Seismic Imp. Factor (lp) = 1 Repsonse Modification Factor (Rp) = 2.5 Amplification Factor (ap) = 1 7.2 Seismic Design Equations: O.4ZpSD Lateral Force (F;,)= - (1+2(!,,)) "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) FpLmln = 0.3SDSIPWP (ASCE, Eqn. 13.3-3) FpLmax = 1.6SDsIpWp (ASCE, Eqn. 13.3-2) Vertical Force (F) = ±[0.20SDSWP] (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%. PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com 10 panelffifff claw® 10/22/2018 7.0 Design Loads - Seismic (Cont. 7.3 Seismic Displacement of Unattached Solar Arrays: Per SEAOCPV1-2012, 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: TPO /.1. = 0.64 Roof Pitch: 1.8 Ip= 1 Ie= 1 PanelCiaw, Inc. has engaged the services of a 3rd party consulting engineer to perform NLRH analysis on its Polar Bear III 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 distance, called LI MPV, noted below represents the displacement due to the maximum seismic event with a 700 year MRI. The /1 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 LI MPV displacements of 30" or less. MPV = 7 (Ref. App. B, "Executive Summary: Polar Bear III Seismic Displacement Demands of Unattached Arrays." Using the LI 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, PanelCiaw, 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) 10 in. BETWEEN A SOLAR ARRAY AND A FIXED OBJECTON THE ROOF OR SOLAR ARRAY OF DIFFERENT CONSTRUCTION (Ip) (Mpv) 14 in. BETWEEN A SOLAR ARRAY AND A ROOF EDGE WITH A QUALIFYING PARAPET (le) (Mpv) 14 in. BETWEEN A SOLAR ARRAY AND A ROOF EDGE WITHOUT A QUALIFYING PARAPET (1.5) (le) (Mpv) 17 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.panelcIaw.com 11 paneL7z claw® 10/22/2018 Appendix A PanelCiaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900. (978) 688.5100 fax 9 www.panelclaw.com Appendix A pane ffffff claw" 10/22/2018 F firli : MH HóchschuIAachen frRllboiiuikGmcH pmLtft IA.hiNyDI, PPai! F kC Client: P3në1Claw Inc .'NorthAncfoverMA 01845;USA Report No.: PCM114. Oátè 02/25/2016 OUht~ Sys cPöIàrBeIr1Odeg.Gen .III:HD of PaniICa*Jhc.. QesIgivUid la'ds f'r, uplift and,sliding according to the ASCE 71:I0 Revieed by Prepared by DF ..Ing Th Kray Dipi Ing (FH) J Paul (KeadcFwfd" ' (cueanUdw,ndIoadv,g) PV*adig) ........ Ai ,Icftdm. O.41V. IBN41E9000o4T44co wAyt . - FhLDr eiv !t IR.GnIdmawi. ..lflQ H FuiI Ce!ta1 boOOt PI *iT? Hni ) iBSIX5Vd IlI IIIM F$zIId b - - Ayefl 9 PIP PaneiClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900. (978) 688.5100 fax • www.panelclaw.com $ Appendix A paneizr claw" 10/22/2018 FMH. LFA. Institut tar tndustreaerodynamtkGmbH Wind tunnel tests were conducted on the Polar Bear. lOdeg Gee Ill HD! solar ballasted roof mount system of PaneiClaw Inc. The tests were performed at I.F.I. Institut für lndust,ieaerodynamik GmbH (Institute for Industrial Aerodynamics) Institute at the Aachen University of Applied Sciences in accordance with. tha.test procedures described in ASCE 7-10, chapter 31 and in accordance with the specifications of ASCE 49-12. The array assemblies of the solar ballasted roof mount system PoIar Bear tOdeg Gen Ill HD with tilt angles of lOdeg are depicted in figure 1 and Figure 2. The system is available In fully deflected and partially deflected configurations. Figure 1: Añay assembly of the fuRy, deflected solar ballastod roof mount system 1Priw Bear lOdeg Gen lii MY witha module lilt angle of lOdeg 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 ASCE!SEI 7-10) and for a total of 11 building configurations with sharp roof edgesafld with parapets of varying heighi Figure 3 shows one sharp-edged flat-roofed building model including, 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 Gen Ill HO solar, ballasted roof mount system is Report No: PCM102 Wind loads on the solar ballasted roof mount system .,PolarBaariodeg G.n lHHD' of pane ClaWLInc. Design wind loads for uplift and at Wing according to the ASCE 7.10 O5? I3 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix A panelvffff claw 10/22/2018 1,F.I, 1n511tut für IndustneaerodynarnikGrñbH -3- depicLed Pressure coefficients were provided for normalized loaded areas of varying size seven roof zones and eight array zones. Loaded areas scale with building dimensibnsand are valid for flat-roofed:buildings with a minimum setback of 1.0m from the root edges. The pressure coefficients may be multiplied by the design velocity pressure q5. determined depending on the wind zone, the exposure category and the roof lheioht in accordance with the American standard ASCEISEI 7-10 to determine the wind loads on the solar syàtem. Figure 2: Array assembly of IhepsilfaSy deflected wlar roof mount system 'Polar Bear ladeg Gen ill 140 with a mule lilt angle of lOdeg The test results arelikely to be Appropriate for upwind Exposures B, C andDon flat- roofed buIldings,, assuming use in compliance with ASCEISEI 710, Chapter 30.1.3. From theseresults it is possible to caIculatethe design ballast foruplift and sliding safèty- sliding of solar elements occurs If theoeradynamic lift 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 T. .Report No.t PCMI0-2 Wind loads on the soIr ballasted roof mount system 4.Polar Bear lodeg Gen III HIT' of PaneiClaw Inc. oesignwlnd loads for uplift and sliding according to the ASCE 740 0002015 PaneiClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix A 10/22/018 .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-roofed. Wilding. However, the resuitsiay be appliedif thernaln axisof the array Is not skewed more than i' with the building edges. Figure 3: WixI tunnel model at the llai-roded building vilth the solar btaslwi roof mount system Polar Bear lOdeg Gen III 14D' with a nwidteth angle of lOdeg mounted mthetumlable inducfag view of the fetch in the large LFL'bOu,wiary layer windlunnei 8x12ariay Inibs south-east mat portion The present design loads for wind acUons apply without restriction to solar arrays deployed on low-rise buildings as defined in section 262 of ASCE 7-10 The wind tunnel testing also applies to buildings higher than 18.3m (60 ft)-whIth are considered rigid. A building may always be assumed as rigid if it ia at least as wide as it is high. The., pressure coefficients determined, from the wind, tunnel tests . show thaf the system in question needs very little ballast In the array interior. The sliding and 'uplift loads exertadt by-the wind on the modules-are small due to the arrangementlin rows. Higher loads 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 .measürérnents carried out, this may be done directly by increasing the ballast locally on the array - - iespan mm-r'Miu. Wind loads onth. 501w' ballasted roof mount system ,Pa4arBaar1Odeg Gan Iii HD" óf' PaneiCtas, Inc., Design wind loads for uplift and sliding according to the ASCE 7.40 li5t5'2O15 PaneiClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix A 10/22/2018 CAMOU Lilt, institut liii industrieaerodynamlk GmbH -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 fatter case, the structural requirements for the load transfarihroUgh 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 26.1.2 buildings with site locations that have channelling effects or wakes from upwind obstructions, buildings with unusual or irregular geometric shape and buildings with unusual response characteristics require use of recognized literature for documentation pertaining to wind effects. '1 . ;.. - ". :1 .:;. 'I' \ .- '• 'S..- • / .-,,.-,. ••'.•(%• Figure & Clbse.vp of the 802 aray ci Be eater ballased raci mount system Polar Beer lOdeg Gen Ill J4Dwith a module tilt angled 10g Dethils of the wind tunnel testing and of the analysis can be found in the long version of the ipoitPCM1f-2-2 Report No.: PCMI0-2 Wind loads ón the eOlar ballasted roof mount system .,Polar Beer lOdog Gen Ill HO' of PanalClaw.lnc... Design wind loads for uplift and sliding according to the ASCE 7-10 OOW2U1 PaneiClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900. (978) 688.5100 fax • www.panelclaw.com Appendix A paneLw claw® 10/22/2018 Appendix B PanelCiaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900. (978) 688.5100 fax 9 www.panelclaw.com Appendix B paneIA7 claw" 10/22/2018 Chapter 13 SEISMIC DESIGN REQUIREMENTS FOR NONSTRUCTURAL COMPONENTS 13.1 flEERAl 13.1.1 Scope This chapter establishes minimum design criteria for nonsiruciumi components that are putsenily alt3clod, to airnetures and far their supports and aiiVhcre the uigln oft ncnsinictwni component Is gisater then or equal to :5 percent or the effective sefsmk weight. 1K Of the ttructwr as defined in Section 1212. the component shall be ctassltied as aasonbuilding structum and shall be des(gndin accorthinee wiilSeetirrn 1532. 13.1.2 SeismIc Design Cole-go", Farihepurposas of ihiechaptee utnscturnL components shah be assigned in the same scian* lkgua category a the!l1UetIate thtst they occupy Or to which they 13.13 Cnmprrnsnl importance Vector - Afl components shalt be sasirwd a cnporieni Importance factor as. indirsied in Ibis Section. The component imporlanec factor. I,. shall he taken. ne 1.5 If any of thefotwingcondftioris apply: hr component is required (0 function for life-safety, purposes nfirranrrrnlapmke, Including lire protection spriiiltlersyttrms and egitas slairwriys. The component conveys, suppoft or oiherwie conisins toxic. highly toxic, or explosive sub- stances where the quantity of the material exceeds at ihisuhold quantity tatabliahed by the authority having jurisdIctIon and is sufficient to Tom a. threat to the public if stleiscd. The component is In or attached to aRisk Ciii- cgniy N structure and Ills needed for confirmed *perstiun of the facility orbs failure could Impair The continued operation of the facility. hire component conveys. supports, or otherw1c contains bazaurk,us substances ansi is attached to a structure or-portion thereof classified be the authority lurving jurisdiction is a ha7.nsdous All other components shall beastigned accriiponent impuilazwefactor I., equal to 10 13.IA Exemptions The following nontuociurat components we exempt main the nients of this section: L Furniture (except storege cabinets as now in Thble Temporary or movable-equipment. Architectural ecirnponcnts in Seismic Da1gis category nthcrlhars parapets supported by bearins walls or shear walls priwided diaL the component importance factor. 1,. is equal to 1.0. Mechanical and electrical cunqionesils in Seismic Disign Category 11- 3. Mechanical and electrical components 10 Seismic Design Category C pn,vlded that the component htanceractni is equal in 1.0. 6. Mechanical and electrical ennaponents in Seismic Delcign CalegorierD, E. or F whore all of the fnllowistgapply. a like component Importance, factnr I, is equal to Lou 'The component is positively attached to the atnacturci Flexible connections nix provided between the component and; assorlatant ducts'mrh. piping and conduit: and either .1 Vic componient weighs 400 lb (1.780 NJ or less and bass renter of soars located 4 Ii (1.22 in orkins above thensijaccat hour level: or 1L The conipotient weighs 211 lb (89 N) or less on in the case of distributed system, Sib/fl 73NIhn)orlam .111.5 ,ppIlcntton of xonslruetnral component Requirements tolVanbutlifing Stnsdnrnrs XaflbulllboMmcu(nclUdmnatstrsmgv racks and tatiks) that me supported by othta structures shall be designed In atcordance with Chapter 13. lThere section 153 requIres that seismic forces be determined in .ctxirdairee with Chapter 13 and slues for R, are not provided in Table 133-I or 13.0-1. 1R, shall be taken as equal to the value orR listed in Settion, IS. line value of rs shall be deter- tathiedln iceerdajicewith footnote a of Table 113-I orl3.6-l. LIII PaneiClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900. (978) 688.5100 fax • www.panelclaw.com Appendix B paneIz7/7 claw'o 10/22/2018 hu,i that the cetupourat in inbeiendy njcd by cuinpnnisao with s arseitmienily qunftfted components. Evidme knm05tanifl3 compliance with this isquimmcnl shall be submitted for tpproral to the authority hnvhgjwiadlctianaftu rciew and acceptance by • zcpisteicd design piot'esskxial. 2. CetnponclTis with binarikim subsvuices and suignedri component Impamince (sctoç 1, of 1.5 in accordance With Section 23.1.3 shall heccstdkd by the manulactwcr is maintaining cnciaianicni. fallowing the ikilpo carlhquaha ground motion by (I) analysis. (')rippwyed.skmke inbic lc5tin3 in accordance with Section '11.23, or (3) cspeiiaree data In uccqnlnnee with Section 13.26. Evidence ckmnngccanpltancc with this requirement traIt4seauhnsbtcd for rppsoyal.mo tlie.aullioiity having jciqd aiIm review and acceptance by a registered design professlarcil, 13.2.3 Consequential Dururige The functional and physical inisnlrstioiiahipor components. theiriuppixta. and thcireffcvl on each other shall he considered an thnL the failure of in essential or nonessential sthbiircmurI, mechsnleal,.ae eketneril component. shall jo cruise ihe failure of in eusrnthjlnrchiieetunil. mechanical. orckct&rsI component. 13.14 Flexibility The dcumge and evaluation ofcomponents. their supports. and their attachnacuts aba!I euissitkr their ficaihilily as Well as thcirsliength. 13.2.5 Testing itolernath's for Sulanmic Cupurlty fletircmlarition Man ahornulite to the ntoliieril requirements of Sections 132 through 13.0, testing almilbe deemed is an acceptable method to determiac the scitmie espricity of components and their supports and .iaarhmcmmma. Seismic qualification 'by testing based upon a nationally recognized testingsland.,rd prucc. dare. such se ]M ES AC 156. acceptable to the uutho ring j.ufrAictien shall be deemed to satisfy die design and ersination requirements provided that the substinfinted seismic capacities equal or exceed the seismic tknsruids determined in accordance. with Sections 13.3.1 and 1132. 23.2.6 iixpirdemwe Data Alternative for Seismic Cripsielly fletermlnatkrn As an itternniive to the analytical iuqimircuicius of Sections 13.2 through 13.o. use of cxpeiiencednin MINIMUM 0tiS10XloADS uhait be &snsed as no acceptable method to determine the seimlc cqmcityofcomponents and their supports and attachments. Seismic qualiSealien by cnpcsicncc data ba.ced.vpqn mruliooslly recqgnized pmect!urrsacvspsnhlc to the authority hntinjurisdic- lion shall be deemed to uathfyihe detign and crabs- lion requirements provided that the, substamiared seismic capacities equal oresceed (he seismic slemands determined in accordance with Sections 13,11 and 1342. .13.2.7 Cdnstrurilun Documents Whcre dodge of nonsinselumi components or their supports writ ntixhmenin Is required by iidilc 13.2-1, such design shall. be shown bsconstruction documents prepared by am sieruddorigq pities- titan) for use bytheowner. .authorities haft . jurintictian, eantuacturs. and InrpeeIors.Such ddets- nients shall include. n quality assurance plan ji required byAppcndix hA. 13.3 SEISMIC DEMANDS OX NOXSTtWCl'IJItAL CONlt1S 13.3.2 SeismIc Design Fares The horizontal seismic design feee (F,) shall he applied at the component's ccnlreorgruvity and distributed relative to the comporwot'sinanadistribu- tion and shall be determined in accordance with, Eq. 13,3-1: F, - u•4:ll (12.) 113.3-i) F, Iis not required to be greater than F,= 1.b364I1. 113.3-21 rind G shall not he tilatn us less than (23.3.3) where F, ictign forte S,=spcctrnIaccdena1nn. than period, as tkLeermilned. from Section I L4.3 ,= conqmoncul smpli)Icnuion factor that siuics from 100 to 150 (select uppruixinte value from lhbie. 23.5.1 or 13.6.1) 4= component importance fxtur that vuiies from 1.410 to 1.59 (Son Section 13.1.3) it= compaiientnpcsriting 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 pane, ffffff claw" 10/22/2018 ibe effects oftrismic relative 4iaplaccmcnts sitell be considered in oinsibluallon with dpImenl caused by otherloskes upçonpdate 114 ONSTRUCTURAL COMPONTANCHORME anuctwuIconspoixuta and. their appwtesiaaIl be attached lorane1ódl to the stn1ure1n iccusthuec with the requirements of this section and iheaieith- nienL1mtl musty the requfreinesils fat the p:lrcjll: material as set tO iKdsewhe,e in this sLzaibrd Coni3Oneitl eitaehznemtsalmtl beboired. welded, or ariseposiIivdy rsetc,ind without consideration off icIiOal asistartm.produced by the effects of prflViIy. A continuous load path OTsuiticicctt strength end ttIWnusshdwceia the component and the sIzgtc,t in-,sthietmw shill be1nov1dad. Local ckmcntsot the structure iii lading connections shall be designed. and constnwtcd iswtheconaponeni forms where theycceitiul the tbe1n ofthrdemenls or their cOancctiOioThecømponcnt toites shall be thaw dcrennmerfln Seclion133J,except that ntodilltti- lions to FInd R. due to aticlorige ccuaditicas need not hevuosideed.The detfn documents shall 1ntuik suFlk*nl intorireition relaling to the nitath- inents to vciiIy eomh1ance with the requirements or thlssecticin.. L1.4.IL Orrign Fares In the Attachment lelorccieiittathtnent shall bedeteniwithi based ark th prescribed tortes and dipLacemamts far the component as4etcrni1ncr11a Secthins 13.3.1 and J33Zexcapc that R, shall nut be aithen as larger than. 0. 13.4.2Anchors ha Concrete or3Iasonr . 1J.42JMzrhp,s Ii, COJILweIC Anchors In concrcrehalt be der.ignctd In acecw- dunce with Appendie I) aIACI3I1 13.422Anrlrnrs In Mrrs&amy Anthrws in maaärnyslsatl 1w designed in acom- :thnewithTh4ACi5OSCli1 Anchors slial1 be desigged In be.giwcnied by the irnaik or shear strength cies. ductile steel clement. EXCEPTION: Ancluirs shallpermitted lobe ksignd so that the aiixhrnenr that the anchor is connecting to the strtctere smrkrgccs ductile yielding at I load level contaciiitliiig to rmhr ltcs nut greater than theirdesign stiengih..or the minimum MINIMUM DESIGN i.aws design sirccigthof the anchors shall bent Into 25 times the factored forces transmitted by the component.- 13,41.3 Prrst.lnrlafkdAarthars in Concrete and Mason,' Pst-iosialkdaiarhora in concrete shall be aequslitled for seitrtslr applications in accordance with ACI 355.2 or other upprnved qualification prcrdurts. Post.hintalkd enthars In masonry shall be prequatirred for scicnalc applications in mccirdemice with approved qthlitlnttkin procedures. 1143 Installation Conditions Determination uf torc'es in uitschnwnts shall take into account the expected conditions or installation including eccentricities and prying tifetts. 13.4.4 Multiple Allachnients Detenuinatlori 01 forte distribution nrrnultiple. tIachmeitiint one locution shall itte Into account the .slitffless and duclihltj,'of the component component suppzttachnwots. mid structure, and the ability to redistribuir loads to nLheraitthch,jienlsin the gnarp. Designs or anchorage in concrete insiceordance with Appendis. 0 of ACt 319 shall be considered to satisfy this requirctneiu. 13.4.5 PorsarAetunled Fasteners Power actuated fasteners in comeveicorsteci thahl not be used for sustained tenSion loads or for brace nppttoninns im Seismic Design Ciwgories D. lLorF unlens approved tat seismic lcinding.Psnstr attuted listeners In masonry art nor permitted tuners approved for seismic loading. EXCEPTION: Power actuated lasteness to concrete used for support of acoustical tile or hy4n panel suspended ceiling alifilicatkins and disuibined systems where the service load cranny Individual fastener doer no exceed. go lb (4OO.Power actuated (asSerters in steel where the seivice toed on any tndlvidual.fastcner does nttt exceed _501h (i.112Nt. 13.1.4 Friction Clips Met ion ciipsiaSclsthic Octign Categoitot O.K or F shalt not be used for supporting sutaied loads in addition tosmistin; acismh bores. C-typo beam and loge flange clamps are permitted for hungers provided they arc equipped with xrsluainmg straps equivalcm to tbow speillmIimFPAlL SectiIn 93.7. ok mats orcqulvrikui shall bepnividcd to prevent loosening at thitaded ectians 113 PanelCiaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900. (978) 688.5100 fax 9 www.panelclaw.com Appendix B pane zzz7 claw" 10/22/2018 bteeallybciced to the buitdin structure Such. heneing sluiU küukpcmknt of any evinng bLesal fntcc biacin. Bracing shall be spaced to limit boriun,iaI deflection at the partition head to be compatible wiih ceiling dellectioa.sequlrenunsts as detcemitsed its Section 13.5.0 for suspended ccdi. and eisewhcre its thizstitsai -far other EXCEFflON Pmlitions thatmect all of the foflowingenditions: 1. The partiiionheihLdocs not c.scred P11 74O 1Dm).. 1 1k linear weight of the partition tires not exceed the product of 10 lb 0A79 kN) titnis the )seihL (Berm) of the partition. 3,1k par6floo huriw.iwsl seismic kitsd dries no. exceed 5 psI (0.4 LNft4 .I3.18.2 Glen G1au in glazed partitions shall be desgnd anti installed in acomlunce with Section I35.9. 13.5.9 Glass In Glazed CurtainWells, thazad Storafronts, and Glazed Partitions, 13.39.1 Genenzt Glass In glazed cmWinwis. Clazedstotnfmrns. and glazed partitions shall meet the adative place- inent requiienscetofgq. 13.5-L: A,, 2: 1.251.0,, urti.5 in. 13 mm). v4sicbevrr is peale, nlscrc:. 8.a.,= the rélilke seismic displacement (abin) at which gl.s,s fallAzt fmiis.ihe curtain wall. storefront wag. or partition occurs lSrcliuti 133.92) D, = the selalke seismic displacement that the component must be dczined to accommodate jSetiio't 1332J) Dd,Sball be applied over the beiht of the Yjass.catnponeus under c-ostidenitiuit dac importance facipa determined in sear- dunce with Section 11.5.1 EXCEPTION; 1. Chit with aufticient lenraneezfmm its frame. such that physical eunlaetbe*wecss the glass and fiumc will not. occur atthe dralgn.duilL asdenion- siroted by Eq. 13.5-2, eréd not comply whit ibis rcquircmcnt 1250, (13.5-2) 5.lIIMUM IIESIOX LOwN where Qj,= relative bonus, (drift) ent measured over the heiglst olThcgbuss panel under cunside .wltichcsuses initial pl40.11ulne CufitSeL For rectangular tsas panels within cthnutarisli Dame D Zr, =thc Fieighi oftheectarspluglrissjianel b, =the Width of the zzciaugptarglssspanel = the inerage ufTh ciear.tnces(guprt) on both. sides between the eeetkbsscdgerund the frame. = the avcrgr o(4bedearnnces(gsps) too and bottom betwccn the-harizatail Ithe frame 2 Fully tempered nioiialithjpLss in RiaLCstrpaics 1, IL and Ut incatesi no Marc, thbn. lOft (3 m} above Ewalking surfareneed not comply with this requfrrnsent 3 Annealed or bent slcea,plicneil bumned glass In single . knes with inteihyerno less than 0030 in. lD.7O mm That ii eapturthl mcdianizaflytn a wall sysienaglazing pocket, and whose psisbeeter is secured todse frume byawet pjazedgunuble curing elaziotnurk sealant pcnmclrr brad of 0.5 in. (13 nun) minimum, gloss contact width, or other approved andmrsrgc system need ant comply with this sequlauneni. 13.19.2 Sc . Drdl Ii fur Glass Coaq,rmenzs the drift causing gloss fallout inam the curtain wall, .starthurd. or partition shall be deter- mined in scomthaec u1thAAMA 501.0 or by cogineerins unalysis. 13.6 AlECHANICALAND ELECTRICSL COMPONENTS 13.6.tGenend - ?,iechnnicni amid clectriil cumpusirnmxazid their supports allah satisfy the sequlirmems or this section. llacmnsebmcntal niechanicolund electrical cosupti- emits and their supports to the skuetwe shall meet the ssqujrcintu of section 111.4. Appmptlati.cuefhekmS shall he selected helm Table 110-1 EXCEPTION: Light tWurra. Ii d1jns. and ceiling fans no oumaceicdu,thsetsorpiping which are strpponedlsy dumint or uthelwlw suspended Irate the atzuntumr. amenotreijoimudiu satisfyihe seismic R9 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900. (978) 688.5100 fax • www.panelclaw.com Appendix B paneLw claw" 10/22/2018 ChAPTER 13 SEISMIC flES1O REQU R1MENVS FOR NONSTRQCTURAL COMPONENTS Thble 13.1S6i5m1C CO0flicicnts rarMTethinkiiI and Eledrksl Compónnt1 Mocbifcid Electrical CumpononI AiiiIIo 1IVAC, Unit. 41t.h,iIe,c. heMetv. airdibcalbudan Imses.,and ,ilbor 25 60 omdiinictomjwiiwnIO constructed otilmol omLit rimiii Wiedjib 11 VA.C. ho.kii. Ymmic% annUitAttricunkmand bth1lkrLrmi houli,. but uc1ium. 1.0 13 ari inerhaftical conwann" Eniom tmbiiimi.iiituo crmiI6i. 01,1t Wome vo,1b not oupimitud an diii, unit nun ,1ilbi, the -Mw Ill U Swtedpnvwu n lirillin the Wow or Ctniibu IS 25 23 Elevator mid micnbuunmiIeuns 10 25 Gt01ie,inwnt. m. Uuaofliimi. tiuni adwr ewrical Cl1,ilOIlLcC.mininiuiCd of Nth 10 2.5 i1damiilily nlhflethnb Motor ctcenieni pond inomeiu.niñld simr. instrumkiftionc un'mxt ather rotor, ndnuinrcvn5tnictmi 23 6.0 &it Comunuuubuni,. Ott 4 e.Lcwrn.iumnidnuinuu.unul cuourirlt 1.0 23 hloot4mtnlitacb, l.i,uu1! Intii1uI Woozily inmiged bclnW IbEir cuter or.i 2.5 .0 Runi-mimmibnut ,nuckn. ciroRn! mdufrcteinnel Inweil lntomul3- inured ubovethàr cmiii, iituuui Iii 23 lisfAinoxasr" 10 IS Other ,ndcbimic10 electricalrnmpnbmmbJ, 10 1.5 Vininuncu linluhet conwooraft ncr! Compniruntz mma y tenneimnIoduuiç nmipleuu utummevojid ir liritmind hunT with lmiltAniz 25 2.5 orpurme idationvAc saubMandintece or reollient petitnewrocirpo 5111kbg iiirbdcwçutmmits ynuemc.iadidbr.ifion 6fted,flocn CIncoIyenizinod uslar heIR-Incur 23 2.0 tepuwe nuomeni nydectrecnr icuflieuLinuootope ntmmu1lylditottcauthten ant .eyiteint 23 2.0 Stiqmialikif ibrrm.Iualrmeil eqnçntem ILL In! in-fiam dbu4bviomnd mzejnemkd in1IyitcuIid 2.5 25 cc- flioofbubiau Syiremur Pipum In niftnbrice with ASME B5t.Iiidâdiii iin4lnc empmentswuihieuncu mmkb by wdithiy nw1ruin6 2.5 12.0 Pipunp in awonlarive whinASME ItS!. bdadfingii4hw campunm1s.twairrtiched on high un Iinu1uud 23 6.0 temonillity mwterWi with jthtts inIe flirrmdin. babding. eumpremium Lcuplinp.iil !nt',ved Coulifine PJp1Ii5 Did101dn5 an In mLuwdnlwe with ASME 1131. inclucling iaAmr conqwwms. cuunrmnnjrlrd of 23 9.0 hktnm!n1it, mazarak wiffiJaials made bwe1dnynnku5 PI ad tukinmn not iu anenitbnev wItbASME 1131 didlin Ic4inccoiuimnenms. emstrorled of 11!R- or 2.5 4.5 1i.flwmahllity mu Ieokblr. with jotnic munuk by thmmtin& hendim, mino umiten roul1IImmt. ormitVed cuuph1iii Fd Wan cintnxfrdor10 forminbilily radmW&L niedi mncun cmi 5Iwand ur.n&,rble pinitirz 23 30 Dumu.Inc1udhi bi.11nc cotiupa ciuminnuicied of Mgb4$brmmb]tlty mummmmix dub jntmm rude by 2.5 9.0 wetdirg arlinuziny DMwork cpme.conunueced ofb% linz11ed.d bildyimmcootab with jr,jmm 2.5 6.0 matte by mcmiii eMwe than leeldi! nrinmzbuç 1)uctw*k.ncluditip hn.Iinccnnrpcutuiuoinu of. I ineumalullby tmmieninle. mmclv as cam iroru. ybmnz. 2.5 10 mid amidnedlep1uticz 120 PaneiClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900. (978) 688.5100 fax 9 www.panelclaw.com Appendix B STRUCTURAL SEISMIC REQUIREMENTS AND COMMENTARY FOR ROOFTOP SOLAR PHOTOVOLTAIC ARRAYS By SEAOC Solar Photovoltaic Systems Committee Report SEA CC PVI-2012 August 2012 PaneiClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix B Alk ESTRCJC~T,CJR'A:LRENGINEEpqwol--qn-r~I'AI 10N10FJC:AL1IQQ191M1_AM(~&)11 Requirements and Commentary Structural performance objectives Consistent with the intent of the IBC 2009 (Section 101.3), PV arrays and their structural support systems stroll be designed to provide life-safety performance in the Design Basis Earthquake ground motion and the design wind event Ufe-safety performance means that PV arrays are expected not to create a hazard to life, for exempts as a result of breaking free from the roof, eliding off the roofs edge, exceeding the downward load-carrying capacity of the roof, or damaging skylights, electrical systems, or other rooftop features or equipment In a way that threatens iiie.eafety. For Ife-safely performance, damage, structural yielding, and movement are acceptable, as long as they do not pose a threat to human life. Commentary: The. Design Basis Earthquake ground motion in AWE 7 has a return period of approximately 500 years, and design wind loads (considering load factors) equate to a return period of approximately 300 years for Risk Category I structures, 700 years Risk Category 11, and 1700 years Risk Category lv. (In ASCE 7-10, the importance factor is built into the return period for wind). For more frequent events (e.g., events with a SO-year return period), it may be desirable to design the PV array to remain operational; these requirements do not cover but do not preclude using more. stringent design criteria. These requirements are applicable to all Occupancy Categories. However if the PV array or any rooftop component adjacent to the array have .1, 1.0. post- earthquake operability of the component must be established consistent with Section 13.1.3 of ASCE 7-10. Types of arrays For the purposes of there structural requirements, rooftop PV panel support systems shall be classified as foilows 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 sane locations as attachment points. The load path for upward forces Is different from that for downward forces. These systems may include add3lonal weights (boilast) 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 document are relevant to all rooftop arrays. Section 4 addresses attached arrays. Sections 5, 6! 7, and 9 address unattached arrays. Section S applies to attached or unattached roof-bearing arrays. Attached arrays can include those with flexible tethers as well as more rigid attachments. Both types of attachments are to be designed per Section 4. The documents AC 428 (ICC-ES 2011b) and AC 365 (ICC-ES 2011a) provide criteria for other types of PV systems. which are not covered in the specific provisions herein. AC 428 addresses systems flush-mounted on building roofs or walls, and free-standing (ground-mounted) systems. AC 365 addresses building-integrated systems such as toof panels. shinsles, or adhered modules. 3. Building seismic-force-resisting system For Fri arrays added to an existing building, the satanic- force-resisting system of the building shalt be checked per the requirements of Chapter 34 of IBC .2009. if the. added mass of the PV array does not increase the seismic mass tributary to any lateral-force-resisting structural element by more than 10%1 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 gravity load to any existing element is increased by more than 5g.. Structural Seismic Requirements for Rooftop Solar Photovoltaic Arrays August 20112 Report SEAOC PVI.2012 Page 1 PanelCiaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900. (978) 688.5100 fax • www.panelclawcom Appendix B sj!:Ej 4. Attached arrays PV support systems that are attached to the roof structure aliaS 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, on evaluation -of the flexibility and ductility capacity of the PV supped structure Is pemiittitd to be used to establish values of a, and It,. If the lateral strength to resist F, relies on attachments with tow deformation capacity, R, shall not be taken greater than .1.5. For low-profile arrays for which 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 P. is permitted to be taken equal to 1.5, and the ratio a,IR, need not be taken greater than 0.67. Cominenrary In the computation of F, for attached low- profile solar arrays, a is commonly taken as 1.0 and R, is commonly taken as 1.5, which 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 ASCE7 for rigid and flexible components, and for high-, limited-, and low-defonnability elements and atwehm....ts. The provisions of this section focus on low-profile roof- hearing 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 For attached roof-bearing systems, friction 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 maximum scot elope at the location of the army is lean than or equal to degrees (12.3 percent); The height above the roof surface to the center of mass of Use solar array is less than the smaller of 36 inches and half the least plan dimension of the supporting base of the arTay.and R, shall not exceed 1.5 unless it is shown that the lateral displacement behavior of attachments In compatible with the simultaneous development of frictional resistance. The resistance of slack tether attachments shall net be corn- bitted with frictional resistance. 1'he conthbuticn of friction shall not exceed (0.9-0.2So3K0.7111W,s, where We is the component weight prodding normal force at the,roof bearing loc3tions and pta the coefficient of friction the bearing interface.. The coeffident p shall be.deterralned by fiicttán testing per the requirements In Section 8, except that for Seismic Design 'Categories A,. 6, or Q. if is permitted to be taken equal to 0.4 if the roof surface consists ofmineral-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-. O2S5,)W,,.. This normal force it multiplied by the friction coefficient which is reduced by a 0.7 factor, based on the consensus jnAnlwnr of the committee to provide conservatism for frictional resistance. The .focrorof0.7 dáes, not need to be applied'to,the frictional properties used in If the design Istertil, strength of attachments is lesa:than 25% of F,. the army shall meet the' requIrements of Section 6 with £15,,i,taken, equal to 6 inches. Commentary: The requirement above is intended to prevent a designer from adding relatively few attachments to an otherwise unattached army for the purpose of not Pro- viding seismic design displacement. S. Unattached arrays Unattached (ballast-only) arrays are pemiitted,wtsen at of the following conditions are met: The maximum roof slope at the location of the, array in less than or equal t07'degrees(12.3.percenl). 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 leant plan dimension of the supporting base of ,the army. - - The array is designed to accommodate the seismic displacement determined by one of the following pro- cedures Prescriptive design seismic displacement per Sections 6, 7, and 6; Nonlinear response history analysis per Sections 6, 8, and 9; or Shske,tabie testing per Sections 6, 8, and 9. Structural Seismic Requirements for Rooftop Solar Photovoltaic Arrays August 2012 Report SEAOC P VI .2012 Page 2 PanelCiaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900. (978) 688,5100 fax 9 wwwpanelclaw.com Appendix B panelffffff claw Commentary: The provisions of Section 13.4 of ASCE 7 require that "Components 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 consideration 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 chsnresto ASCE 7-10. Until such a change is made in ASCE 7, the prOvisions of this document can be considered an alternative method per mc 2009 Section 104.11. 6. Design of unattached arrays to accommodate seismic displacement For unattached (ballast-only) arrays, accommodation of seismic displacement shall be afforded by providing the following minimum separations to allow sliding: Condition .Minimizn Separation Between separate solar arrays of similar construction Between a solar army and a fixed object an the roof or solar array of different construction - Between a solar array and aroöf edge with a qualifying parapet Between a solar army and a1f edge without a qualifying parapet.- Where 4,, is the design seismic displacement of the array relative to the roof, as computed per the requirements herein, f, is the importance factor for the bedding, 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, a parapet is uatfying' If the top of the parapet Is not less than 6 inches above the center of mass of the solar army, and also not less than 24 inches above the adjacent roof surface: Commentary: The factor of 0.5, 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-safety 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 root A qualiing 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 justifviae the use of , rather than l.5i.,,.. Calculitiosi of the parapet's lateral strength to resist the array movement is not required by' this document. Each separate array 'shall be interconnected as an integral unit such that for any vertical section through the army, the members and connections shall have design strength to resist a totel horizontal force across the section, in both tension and compression, equal to the larger of 0133Sj5Wr and 0.1W. Where IN, = the weight of the portion of the away, including ballast, on the side of the section that has smaller weight. 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 W,. The computation of strength across the section. shall account for any eccentricity of forces. Elements of the array 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 0i333,5 lll', or 0.1fl, amounts fOr.the potential that frictional resistance to sliding will be different under some portions of the array as a result of varying normal force and actual instantaneous values of p for a given roof surface material. The roof structure of the building shall be capable of supporting the factored gravity load of the PV way displaced from itá original location up to i..pv in any horizontal direction. Roof drninãgeslutl not be obatiucted by movenient of the PV array and ballast up to in any horizontal directio.t Electrical systems and other items attached to arrays shall be flexible and designed to accommodate the required minimum separation In a manner that meets code life-saibty per- formance requirements Details of providing slackness or movement capability to electrical wiring shall be included on the permit drawings for the solar installation Commentary: This document provides only slnictrual requiriments The design must also meet applicable requirements of the governing electrical codes. The - naninium 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 August 2012 Report SEAOC PVI-2012 Page 3 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix B paneffffff claw" S. Friction testing (ICC 2012) provides requirements for firefighting access pathways on rooftops with solar arrays, based on the recommendations in CAL FIRE-OSFM (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 roo maximum array dimensions of '150 feet between access pathways, and .,,ini,nrn' clearances around skylights, roof hatches, and standpipes. Note that the clearance around solar arrays is the larger of the two requirements for seismic and firefighting access. 7. Prescriptive design seismic displacement for unattached arrays 4,.,v is permitted to be determined by the prescriptive pro- cedure below if all of the following conditions we met 4 per ASCE 7.10 Chapter 13 is equal to 10 for the solar army and for all rooftop components adjacent to the solar array. The maximum roof slope at the location of the array is I= than or equal to 3 degrees (524 percent). The manufacturer provides friction test. results, per the requirements in Section 6, which establish a coefficient of friction between the PV support system and the loot surface of not less than 0.4. For Seismic Design Cotegodea A, 6, or C. friction teat results need not be provided If the roof surface consists of mineral-surfaced cap sheet, angle-ply membrane, or sprayed foam membrane, and is not gravel, wood, or metal. 4v shall be taken as follows: Seismic Design Category A,B•C 6inchea' D,E.F [(Sos_0.4)p60 inches, but not few than 6 inches Commentary: The prescriptive design seismic displacement values conservatively bound nonlinear analysis results for solar arrays on commen 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 The coefficient of friction used in these requirements shall be determined by experimental testing of the interface between the PV support system and the rootIng surface it bears on. Friction tests shall be canted out for the general type of roof bearing surface used for the project under the expected worst-case conditions, such as wet conditions versus dry conditions. The tests shall conform to applicable require-ments of ASTM G115, indUding the repast format of section 11. An independent testing agency shall perform or validate the friction tests and provide a report with the results. The faction tests stint be conducted using a sled that realistically represents, at MI scale, the PV panel support system, including materials of the faction interface and the flexibility of the support system under lateral sliding. The normal force on the friction surface shall be representative of that in typical Installations. Lateral force shall be applied to the sled at the approximate location of the array moss, using displacement controlled loading that adequately captures increases and decreases in resistive force. The loading velocity shall be between 0.1 and 10 inches per second. If stick-slip behavior is observed, the velocity shall be adjusted to rnjniniize this behavior. Continuous electronic recording shall be used to measure the lateral resistance. A mirimum of three tests shall be conducted, vath each teat moving the sleds minimum of three Inches under continuous movement The force ueedto calculate the frIction coefficient shall be the average force measured while the sled is under continuous movement The friction tests shall be carried out for the general type of roofing used for the project,, Commeutar'r-: Because friction coefficient is not necessarily constant with normal force or velocity, 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 Mclional resistance. Lateral force, is to be applied under displacement control to be able to measure the effective dynamic friction under movement. Force-controlled loading including inclined plane tests, only captures the static friction coefficient and does not qualify. Friction tests are to be applicable to the general type of roog used for the project, such as a mineral-surfaced cap sheet or a type of single-ply membrane material such as EPDM, TPO, or PVC. it is not envisioned that different tests would be required' Sir different brands of roofing or for For solar 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 faction Structural Seismic Requirements for Rooftop Solar Photovoltaic Arrays August 2012 Repot SEAOC PVI.2012 Page 4 PaneiClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix B panelvs7 claw between the solar array and the rool the bedding oftldal at their discretion may require increased minimum separation, further analysis, or attachment to the mci. Commentary: A number of factors affect the potential that frost on a roof surface will be present at the same time that a rare earthquake occurs, and whether such frost increases the sliding 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 bow well the roof is insulated -the number of hours per day, and days per year that frost is present -whether solar modules occur above. and shield from frost, the roof auithce around the support bases of the PV array 9. Nonlinear response history analysis or shake table testing for unattached arrays For unattached solar arrays not complying with the requirements of Section 7, the design seisnii displacement corresponding to the Design Btiais Earthquake shall be determined by nonlinear response history analysis Cr shake table testing using input motions consistent with ASCE 7-10 Chapter 13 design forces for non-structural components on a roof: The analysis model or experimental test,, shall accountr for friction between the array and the roof surface, and the slope of the roof. The friction coefficient used in analysis shall be based on testing per the requirements in Section 8. For response history analysis or derivation of shake table test motions, either of the folloning input on are acceptable: (a) spectrally matched rooftop motions, or (b) rooftop response to appropriately scaled design basis earthquake ground motions applied to the base of a dynamically repre-sentative model of the building supporting the PVarTay being considered. 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 (ICC-ES 2010) Figure 1 and Section 6.5.1. The spectrum shot include the portion far T> 0.71 seconds (frequency < 1.3 Hz) for which the spectrum is permitted to be proportional to ifl Appropriately Scaled Design &asis.Earthquake Ground Motions Applied to 9tslding Model: This method requires a suite of not less than three appropriate ground motions, 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. T, to a minimum of 2.0 seconds or 1.ST, whichever is greater. The building is permitted to be modeled as linear elastic. The viscous damping used in the response history analysis shall not exceed percent. Each roof or ground motion shall have a total duration of at least 30 seconds and shot contain at least 20 seconds of strong shaking per AC 156 Section 6.5.2. For analysis, a three-dimensional analysis shall be used, and the root motions shall include two hortzontol 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 period(s) of vibration of the builditig and smaller accelerations at other periods. For input method (a), AC 156 is referenced because it provides requirements for input motions to nonstructural elements consistent with ASCE7 Chapter 13 design forces. The requirement added in this document to include the portion of the spectrum with T' 0.77 seconds is necessary to snake the motions appropriate for predicting sliding displacement, which can. be affected by longer period motions. The target spectra defined in AC 156 are broadband spectm 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 tti al 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 (,). appropriately scaled Design Basis Earthquake ground motions are applied to the base of a building analysis model 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 dynamic. 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 Setsmic Requirements for Rooftop Solar Photovoltaic Arrays Report SEAOC PVI-2012 August 2012 Page PanelCiaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 6885100 fax • www.panelclaw.com Appendix B vertical component, or a two-dinlenslonal test with one horizontal component and one vertical component. In all cases the components of motion shed be applied con- currently. Shake table tests shell apply the minimum of high-pass flltesmg to the input motions necessary for testing facility equipment capacities. Altering shall be such that the resulting PV army displacements are comparable to time analytically computed for unfiltered input motions lithe input motions are high-pass filtered or if (we-dimensional tests are conducted, the teats shall be supplemented with analytical studies of the tests to caberate 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 low-frequency content of the record) so that the shake-table movement does not exceed the table's displacement capacity. If filtering of motions is needed, it --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 which unfiltered motions should be used in the analysis to determine the design seismic displacement If the shake table tests are two-dimensional, the tests should be used to calibrate comparable two-dimensional analyses, after which three-dimensional analyses should be used to determine the design seismic displacement. If at least seven roof motions are used, the design seismic displacement in permitted to be taken as 1.1 times the average of the -peak displacement values (in any direction) from the analyses or tests. If fewer than seven roof motions are used, the design -seismic displacement shall be taken as 1.1 times the ,nnxi'nwn of the peak displacement values from the analyses or tests. Resulting values for 4pv shall not be less than 50% of the values specified in Section 6, unless lower values are validated by independent Peer Review. seismic displacement is to account for the random uncertainty of response for a single given roof motion. This uncertainty is assumed to be larger for aticking.'sliding response than it is for other types of non-linear response considered in structural engineering. The factor is chosen by judgment. Analytical and experimental studies of the seismic response of unattached solar arrays are reported by Schellenbeig ci al. Notation a, component amplification factor (per ASCE 7) F, . component horizontal seismic design force (per ASCE 7) I, -seismic importance factor forthe building (per ASCE 7) I, component importance factor (per ASCE 7) - component response modification factor (per ASCE 7) - Scc design 5%-damped spectral acceleration parameter at short periods (per ASCE 7) - T - fundamental period IN, = total weight of the array, including ballast, on the side of the section (being- checked for interconnection strength) that has smaller weight component weight providing normal force at the roof bearing locations - = design seismic displacement of the array relative to the roof it = coefficient of friction at the bearing interface - between the roof surface and the solar array Structural Seismic Requirements for Rooftop Solar Photovoltaic Arrays Report SEAOC PVI-2012 August 2012 Page 6 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 9 (978) 6885100 fax • www.panelclaw.com Appendix B 10/22/2018 = = = = = MAFFEI' TRUC;UFLENGINcCd' Technical Report PáièICIiPôlàr,Béiir' miuld Pólar.Bèàr.Ifl HD Seismic Dlphcement Demuid of Uijattqched (BaIIst-Ozth) Arritys 23 Februry 20(6 rw. Mallet Sti4ictutil Enginnprfonned seisiuc nTilinear aiaIyss on the PaneICla P49. Betii III solarputvl support sysIeni-The purpoe of the anal>cis is to determine dcsign values ror seismic displacement demand when the Polar Bear 111 system is used for unattached (ballast-only) solar armys on flat and lo slope roofs of buildings Our analysis and findings tre also applicable to the Polar Bear Ill HD I system.' PanelClaw holds the data from the inahses as pmprietar) informatior A sunimar) is idd hdrein. ,.......• -. .. ... •-",. ., The prescriptive requirements of ASCE 7 10' Section 13 4 require an attachment of nonstructural components without consideration of frictional resistance providedb> the effects of gravity Analyses described herein dimonstrate lh idecjii&ry (of frictional rëistance and displacement capacit) to accommodate seismic deminds on rooftop solar arra>s using an alternate (non prescnptive) method of design in accoidaIice with the 2012 lnteritaiiânal Building Code. Sctiàn 10&l C - ........ The analyses follow the pros isions of SEAOC PVI Sinsciumi Seismic Requirements mid CoinmenUu) for Rooftop Some Photosoltrne Arra's3 The> consider a?inge values for friction coefficient (representing different roofing materials) roof slop irnd seiiinicity parameters Each condition analyed corresponds to resulting values for seismic displacement demand (4vpv) The 41vp; salues from analysis are to be used with the coefficient71.-s specified in Section 6 of SEAOCPVI (cummariiedin Table I belcns) to determine minimum iequiruents for separation between solar nnu>s roof edges and fixed objects on the roof Electrical wiring for the solar array is to be designed to accmmodate the seismic dispheement demand and the roof structure must be capable of supporting the gravity load when the aarav is in the displaced candition. .......................-....-.... . . - . T.hl&. i iinimnin.,n.arntinn dId In. nn(h...hd n;;z g..iI, it .r cinr rift - Between separate. sokiriirDyso1sI red larcbnsrruction -.. . • 10.5 1,4w.. Iiciwec,i a sôhi wiriyiinda flied abject n the rOof or antis Only ofdiiTc,eiiLcnstruciion Between a solar tinuiy iind a roof edge walt a qlsdlr),ng parapet ,f w' Bctweeiia solar army rOof cde wiihout aqa.liiylnjpaiipet 1.5 1141;11; 4Is the Importance factor for the solar iuniy or the component nnpOflnncC factor for other inottop components adjacent to the in I m i aria> whichever is greater (ASCE 7 10 SectIon [3 I)) I is Oar inaportance factor for the "build ifl IASCE 7-10 Section 1-5).,. -. AdeibIdin'SEAOC P1'1 S thiiiffdiij,l cdébdhesj6iids to the Design Earthquake iii• ASCE 7 which in many locations has a return period of approtima*ely 415 >ears Sites ma> also experIence smaller more frequent earthquakes Our anal) sic shows that the frequent Ssmallereanhquikes tend to produce much smaller displacement - in some cases no sliding displacement. After any earihtjiiake that cnses lesidual dispIacemen of an array the am> should be checked to venf> that at still satisfas all equirements of SE4OC PVJ Section 6 such as immmum separatiOnand flexibility 41s.329-6100 4) Oolfei.sciucwye.éOin PanelCiaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 9 (978) 688.5100 fax • www.panelclaw.com Appendix B panelffffff claw® 10/22/2018 - - : — — — — — — — — ..MAFFEL STRUCTURAL :ENorncenI4G TaiaácaiRepot panetCtaw Polat Bear Sri ane Pals, Sear lii HD: Seistnie Osplacanant Demand at Unattached (BaSest-Only) Arials 23 Pebwaty 2016 --Pdge2 r -'"-' •"-% The analyses are based on values for coetficient of tnctioo pros idad b} PaneiCtaw and the assumption that the seismic inlereonnection strength of the Polar Bear HU s)stem is such that an army responds to eicimc shaking by sliding zii an integral unit Evaluation of lnterconnectiOfl strength (per SEAOC PYI Section 6) iad friend tèsriñg(Seciiân S) isàitsidé thèiäie äf thirepirL. System Descrijstion and ApplicabiIity,ofSEAOCPV1 PoLir Bear Ili (Figure 1) b} PaneiClaw In siisbkpanet support system (racking stein) for installing solar photos oltaic amiss on flat and low-slope roofs of buildings The sstni can be struclura]t) attached to thev roof structure or, it can be unattached (ballast-only) depending on the needs of specific applications It consists of curved steel tubing supports that sun north-south betwen rots of modules such that each piLce of tubing supports the high edge of one module and the low edge of aiother module Modules are placed in landscape onennanon and are connected to the tubing bgalvanized steel claws ihar bolt to the tubiiig and là the thóuAtiñg hôIe in'thé tñàdileframè. ............. Polar Bear lii HD oiss of suiiulai pans and geonètr to Polar Bear Ill. deem that,iiistead of four claws per- Lnodute the KB emion includes two additional old-formed steel meiubeis running north sàuih beièathéach thal1u1efasténed td the thàüntiihotiià rh máduila frmañdfásten'edtà LhE stl tubing supports: PanelCLiw the prâduct with 5-degreeinodule tilt angle as well zi1i 10-degree Liii ersion In the S-degree version (Figure I-i)ga1va1nced steel h4lLii ims are bolted to the tubing under the noeth edge of each row of modules and be) oral the south edge of the southernmost row of rnodulei In the 10-degree 'ersion (Figure ib) the b,llast trays are bolted to the sloped ponron of tubing Pads made of rec)cled rubber are attached to the bottom of the suppins lnsorne cases a slip sheet ãf roofing material is provtded between the rubber pads and the roof surface ' 1 We fj'dthaihePolar Bear;m'and.PoIar:Bear leis en areperiiitted by SEAOCP Vto be. designed unattached systems based on theirconforniance v. ala the requuinenii of SEAOC PVI Section 5: . . Maxhnum roof slope: Ve understand from- P - ttnelClaw. that the system 'is typically, installed isLypicallyiñstnlled on mof! slopes less than or equal to5 degreesj which is less than 667-degree limitofSEAOCIVL PaneiClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix B pane, l s, claw ® 10/22/2018 - - - - - I T =1111 .MAFF !,ftnewlavo Miar Bear 311 and 11.% 1= EI iSeismic Displacement Demand of Unattached (Best -Only) Arrays _•.. 23u20i6 sTpucTupALNc1NquiG •.. -.- ..p5ge3 Low, profile configuration The heiht aboe the roof surface to the center of mass of the arrays is less than half of the least plan dimension of,-the supporting base of the army per SEAOC Pt'! requirements' -.. Design to accomniodsie seismic displacement deniind This ?pot describes nonuiner sponse history analyses performed b) Maffci Structural Enineering to assist PanclClat in detarnimingthe seismic disp1méAt&.Scctiofls6and9ofS&%OCPVI. ' " ........ ii-T %,1Lind, Piii&isiieid * The paper b3 Maffei ci ala' identifies the following ke '.sriables that affect the design seismic displacement of unattached nonsructurtil components such as solar. arrays 'Site seismic.v (charactenzed b) the parameterSz,s per ASCE 7 10) i.'. Rààf rfic ité e, (obe frident Mfricti6n)- Roof slope ..................- In addition the analyses descnbd here consider the direction of displacement with respect to roof slope .(up.slope iross-slope or d, as-well.as the. stiffness of the system. T4erfthnc seiimic nonuineriiiespoii'se histry aalysss we ue com,utr stmtumnl nnalysis models that capture the"kcy pmpem&iflecting the seismici displacement of unstiached solar amiys istick_slip (friction) behavior in horizontal directions bearing (no-tension) support in the extica1 direction sod the abilit) to rotate the support surface to simulate roof slope The models use the stiucturol analysis program The analyses 1ncludesc%en roof motions Par Sectiort 9 of SEAOC P1/I 'desin seismic displacement demands are-calculated as ll times the average of thepeak displaccment viiluesfmni the anal3ses.. i Spectral Matchd Eaith46ki Roof Mohon s 1'Section 9 of.SE4OC.I 1?1 reqwmes that 'the design :seismic :displacement corresponding-totheDesign B-isis Eaithquakc shall be determined b} nonlinear response histor) analysts or shake table testing using input motipns consistent with ASCE 7 lOChipter 13 design Forces for non structumi comuionents on a roof For response histor) analnis' this can be acbieed using spectrally matched rooftop mott6ns per iPrágraph4áfSàñ9 ...... R ti0ii .Thi7ih lss1hthe uporIatc f motionL'ilp -cc irilllyn'ullchèd to bràadbafld deiign spcetsaper AC. 156 iCC-ES 20)0) Figure .1 isnd-Seciiofl 6.5 .1 ,The specilum chell include the pcwtk,n far T 077 seconds (frcquenC I Hz) for which the cinniiipéirnittcd itsbe pip tióiiil t IIT' * - 'sffci et at (2014) definesbroadband design spectra per these requirements as shown seTable 2 .TnbIa 2t' Scienilé néé,Ierzition desiin spectrum lor rooftop solar errnys • • -' Perind.T (s,c.) . DrsIn Suothum S. Cal Horizontal acccicr.iion - •Vertical nccelcrailon re! T<oot - I2S,, Mr 0.01 f< 0' 12 ' Linear interpolation 1 rnearinterpolation 1br012!ST<075 lbSaa 0675,,, 1or 0.75 .c7 in-iwIypzopoitiöiihlIoT' PanelCiaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900. (978) 688.5100 fax 9 www.panelclaw.com Appendix B pane:10/22/20,18 claw" . -. -.. -- — - —. PaneiC1aiPoIaraftarrn Md mar sear In lW: M SeIsniIc Di acei Oernand attJnstThthed(DaUasLOnIy)Ar:a,s -: —STRUCTURAL NQiERIr4O -zl.21ftruary 2(116: Page 4, SEAbCPVi Stcbon9 Paragraphs 6 .uid7 also require Eacb roof mondi ihalt hne a iotd dur.iiton of at Ieaa 30 seconds ald sKill contain at kasi20 h coods strong shnbng per AC 156 Section b.5.2 fcw anilyi.is.a ihrec.dtnienssonal model haJt be uscd and LK.. roof motions thalL include Iwo horizontal con?pncnis mid one vcnctd compnent applied cciniirXcnLl) , Motions that were used in this analysis were recorded on the roofs at buildings dunig past earthquakes, and were se1ectt4 to saiisf all of the above critena We obtain the recorded motions from the CSMIP database (CESMD 200S) arid the records are seleued to be consistent with records usd iniublished research on IIustopi (Mallet 2014) We üse the softwarS El-FRISK wrsios 762 (Fugro N V 2011) which uses a rime domain procedure to perform spectral matching of the recorded motions to match the broadbanddesign spectra iflable2 For each ofthe two1versions of the system (5digreoand tO-degree idu1 nit) thdesigiiseismic displacement alues include results from 4760 analyses We consider 200 cases -of project conditions (4 coefficients of friction 5 roof Iopes'.ind 10 Lee1s of seisinicitv jararieter Siic)each casic considers 7 earthquake motiosis &id 4 orieirauons of each motion with respect to roof slope (exept for the iero slope cies where ortent-itIn has no dffeci).'We also perftrmed t nsruvity study consisting of 33320 additional analyses to evaluate the effLet of t stiffness f thsy.itern We recmmend using the results of nonlnieaireijonse history analçse described heièin to deternune the design seismic displacement demand upt for design of unattached solar arrays that have the friction and stiffness properties assumed in this report. Fcc cases where Sm.-, roof slope andFor coefficient of 1fncuon for a project site as betweeI the islues sjecificallyanalyzed in this report use inlear inteaolaHon Per Section 9 of SEAUC PVI itiwi chall not he taken j'e^s' il thim5096 of th values c4t}culated by the, prescnptLe piocedure in Section 7 of SEAOC FYI unless the low ei alues from analysis are atidated by :anindepèñdeñtidiews'"' laiMSinctuil Einij, Joe Mallet SE Ph D LEED AP Prmcipid '• joe@nsaifei-structure.corn American Society of civil Enn ASCE),20IOMiniinuni Ddsign Loods 1d Buildi jaiimd Other. StruLlures ASCE 7 10 Rc.don VA . International Code Cunc1l (ICC) 2011 fn:enaruwnnl flulldhig Cpdi- Country Club Hills fl. Structural Fninecrc Ascockiilon of California (SEACCI 2012 Structur'ril Seismic Requirements iind Commentary Ibi Rdft&jSebir Ph&cA,ltnl aj5tOCPVh2O12SiàieliiocAi 4MatTci 3 futhiIi S Telleen I( Wtrd R and Schellnbd A 2014 Seismic design oF bh1last, 140 :.I9rdoi:lO.i06t!(ASCE)ST.194354IX.0000965 PaneiClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 9 (978) 688.5100 fax • www.panelclaw.com Appendix B SAN DIEGO REGIONAL I OFFICE USE ONLY HAZARDOUS MATERIALS RECORD lD#________________________________ PLAN CHEC.K# • OCCG QUESTIONNAIRE BP DATE Business Name Business Contact Telephone # ___V_,i'ZO!8 Borreqe SoL.r S1s611ts Ciop3ei(e P.4 11 City %mq (eI9(,V43 Cii1_ Project Address State Zip Code I AP I vr,, 1CWV% Cio.-,A,y R&. CAr1sLkA CA qioot Mailing Address City State Zip Code I Plan File# -' V/j 5ooc-res L SJe '400 Scu O,eca qt,o,j I Oi iaicate by circling me item, wnetner your business wiii use, process, or store any any or me items are must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: Facility's Square Footage (including proposed project): Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives 13. Corrosives Compressed Gases 6. Oxidizers 10. Cryogenics 14. Other Health Hazards Flammable/Combustible Liquids 7. Pyrophoncs 11. Highly Toxic or Toxic Materials 15. None of These. Flammable Solids 8. Unstable Reactives 12. Radioactives If the answer to any of the Diego, CA 92123. Call (858) 505-6700 prior to the issuance of a building permit. FEES ARE REQUIRED Project Completion Date: Expected Date of Occupancy: YES NO (for new construction or remodeling projects) 0 J Is your business listed on the reverse side of this form? (check all that apply). 55 Will your business dispose of Hazardous Substances or Medical Waste in any amount? 0 Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 pounds and/or 200 cubic feet? 0 91 Will your business store or handle carcinogens/reproductive toxins in any quantity? 0 I1 Will your business use an existing or install an underground storage tank? 0 II Will your business store or handle Regulated Substances (CalARP)? 0 II Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? 0 5d Will your business store petroleum in tanks or containers at your facility with a total facility storage capacity equal to or greater than 1,320 gallons? (California'sAbovegroundPetroleumStorage Act). 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Other permitting requirements may still apply. HM-9171 (08/15) . County of San Diego- DEH - Hazardous Materials Division