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2800 WHIPTAIL LOOP; ; PC2018-0009; Permit
(City of Carlsbad Permit No: PC2018-0009 Print Date: 01/31/2019 Job Address: 2800 Whiptail Loop Permit Type: BLDG-Plan Check Work Class: Commercial Parcel No: 2091202500 Lot #: Valuation: $0.00 Reference #: Occupancy Group: Construction Type U Dwelling Units: Bathrooms: Bedrooms: Orig. Plan Check U: Plan Check U: Project Title: Description: RYAN COMPANIES: ROOFTOP SOLAR ON 3 NEW BUILDINGS Status: Closed - Finaled Applied: 03/01/2018 Issued: 04/17/2018 Permit 01/31/2019 Finaled: Inspector: Final Inspection: Applicant: Owner: Contractor: BORREGO SOLAR SYSTEMS INC GATEWAY PACIFIC VIEW LLC BORREGO SOLAR SYSTEMS INC MIKE DAUGHERTY 5005 Texas St, 400 4275 Executive Sq, 370 5005 Texas St, Ste 400 San Diego, CA 92108-3721 La Jolla, CA 92037-1466 SAN DIEGO, CA 92108-0000 619-961-4538 619-961-4527 FEE AMOUNT FIRE Special Equipment (Ovens, Dust, Battery) $165.00 MANUAL BUILDING PLAN CHECK FEE $2,333.10 Total Fees: $ 2,498.10 Total Payments To Date : $ 2,498.10 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov h OLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE PLANNING ENGINEERING BUILDING FIRE HEALTH HAZMATIAPCD Building Permit Application Plan Check Est. Value tg'c- City of 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 I1ar1sIa.cI Plan Ck. Deposit email: building©carlsbadca.gov Date '- - l\ Ispp I wwwcarlsbadca.gov JOB ADDRESS .. 2810, 2820, 2800 Whiptail Loop W, Carlsbad, CA SUITE#/SPACE#/UNIT# APIN - - - C LOT C PHASE C C OF UNITS C BATHROOMS TENANT BUSINESS NAME CONSTR. TYPE 0CC. GROUP 2017 0432,3 J #BEDROOMS Ryan Companies, Inc Solar DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) Installation of 919.955kW (DC) rooftop solar PV system over (3) newly constructed buildings (Bldg A, Bldg B, & Bldg C). The approximate building sizes total roughly 411,045 SF. This is a deferred submittal and the plan check numbers for the buildings are CBC 2017-0432,33 & 34. EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF) FIREPLACE AIR CONDITIONING IFIRESPRINKLIERS Commercial Office Solar PV - - I DECKS(SF) - YES D NoO YES 0NO YESDNOD APPLICANT NAME Borrego Solar Systems, Inc. PROPERTY OWNER NAME Ryan Companies, Inc. ADDRESS MçJtTuofrjj 5.005 Texas St., Suite 400 ADDRESS 4275 Executive Square, Suite 370 CITY ij ,J STATE ZIP San Diego CA 92108. CITY STATE ZIP La Jolla CA 92037 PHONE FAX PHONE FAX 619-961-4538 888-843-6778 858-812-7912 EMAIL EMAIL mdaughertyborregosoIar.com robbie.knight@ryancompanies.com DESIGN PROFESSIONAL Brent Stafford CONTRACTOR BUS. NAME Borrego Solar Systems, Inc. ADDRESS . . . ADDRESS 5005 Texas St., Suite 400 . 5005 Texas St., Suite 400 CITY STATE ZIP CITY STATE ZIP San Diego CA . 92108 San Diego CA 92108 PHONE FAX PHONE FAX 619-888-6613 . . 619-961-4538 888-843-6778 EMAIL EMAIL bstafford@borregosolar.com . . mdaug heft. cborregosolar.com STATE LIC. C STATE LICe CLASS CITY BUS. LIC.# 814435 C46/10, BI BL0S002264-12-2017 (Sec..7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractors License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($5001). . : . . :' :: • Workers' Compensation Declaration: (hereby affirm under penalty of perjury one of the following declarations: 0 I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 370001 the Labor Code, for the performance of the work for which this permit is issued. C] Ihave and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Co. Arthur J. Gallagher Co. Policy No. RWC801$242 Expiration Date 41112018 ,This section need not be completed if the permit is for one hundred dollars ($100) or less. E .I Certificate of Exemption I certify that in the performance of the work for which this permit is issued I shall not employ any person in any manner so as to become subject to the Workers Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, damages as provided In Section 3708 oft be Labor code, interest and attorney's fees. CONTRACTOR SIGNATURE t,....L<_. 4, . DAGENT DATE I hereby affirm that lam exempt from Contractors License Law for the following reason: 0 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 Li cense 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). 0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044. Business and Professions Code: The Contractor's License Law does not apply to an owner of properly who builds or improves.thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). [] I am exempt under Section _________Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. Dyes Dio I (have / have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address! phone! contractors' license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name! address! phone contractors' license number): I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name I address / phone type of work): ,.gPROPERTY OWNER SIGNATURE []AGENT DATE 01 M1111111, I oll I III' ~ lit 11111!111111111 1@1111, It the applicant or future budding 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? Yes No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Yes No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes 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. I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name N/A Lender's Address I certlrthatI have read the application and statetisattheabove lnthmiatlon Iscomectandthattheinfotmationontheplans. Isaccurate. I agreetocomplywith all City ordinances and State laws relatlngto 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 ANYWAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHk An OSHA permit is required for excavations over5' deep and demolition or construction of structures over 3 stores in height. EXPIRATION: Every permit issued by the Buiing0tfolaI under the provisions of this Code shall expna by Imitationarrd become nul and void lithe building orworkauthorized by such permit is not comencod within 180 days from the date cisuch pemitor lithe butdugorrk authorized by such permit is suspended orabandoned atany bore after the work is commenced bra posed of 180 days (Section 106.4.4 Unliorm Building Code). APPLICANT'S SIGNATURE Jk J DATE Z 14 STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. CERTIFICATE OF OCCUPANCY (Commercial Projects Only) Fax (760) 602-8560, Email building@carlsbadca.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. CO#: (Office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS BUILDING ADDRESS CITY STATE ZIP CITY STATE ZIP Carlsbad CA PHONE FAX EMAIL OCCUPANT'S BUS. UC. No, DEUVERY OPUONS PICK UP: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) MAIL TO: CONTACT (Listed above) OCCUPANT (Listed above) ASSOCIATED CB# - . ............ CONTRACTOR (On Pg. 1) NO CHANGE IN USE / NO CONSTRUCTION MAIL! FAX TO OTHER: CHANGE OF USE! NO CONSTRUCTION ZAPPLICANT'S SIGNATURE DATE V/ EsGil - A SAFEbuitCornpar1y DATE: March 29, 2018 IJ APPLICANT JURIS. JURISDICTION:-,Carlsbad PLAN CHECK #.: pc2018-0009 SET: II PROJECT ADDRESS: 2800, 2810, 2820 Whiptail Loop W. PROJECT NAME: Pacific Vista Buildings A, B, C PV Solar Systems The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil 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: 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: Mike—..,, Telephone #: 619.961-4538 Date contacted: (b Email: .Email: mdaughertyborregosolar.com Mail Telephone Fax In Peron l71111U111UIrp REMARKS: CITY NOTE: Applicant to add to the cl remaining sets of plans the extension to the Note sho By: Eric Jensen E1.0 on sheet Enclosures: EsGil 03/22 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 DATE: March 14, 2018 EsGil A SAFEbuitt Company RECEIVED MAR 20 2018 IWW'i/41I JURISDICTION: Carlsbad PLAN CHECK #.: pc2018-0009 SET: I PROJECT ADDRESS: 2800, 2810, 2820 Whiptail Loop W. PROJECT NAME: Pacific Vista Buildings A, B, C PV Solar Systems The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. jill 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. JIll 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: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that theplan check has been completed. Person contacted: Mike Telephone #: 619 961-4538 Date contacted: (by: ) Email: mdaugherty©borregosolar.com Mail Telephone Fax In Person 0 REMARKS: By: Eric Jensen Enclosures: EsGil 03/05 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad pc20 18-0009 March 14, 2018 GENERAL PLAN CORRECTION LIST JURISDICTION: Carlsbad PLAN CHECK #.: pc2018-0009 PROJECT ADDRESS: 2800, 2810, 2820 Whiptail Loop W. DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL: 03/05 March 14, 2018 REVIEWED BY: Eric Jensen FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. Please make all corrections, 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. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? El Yes 0 N ELECTRICAL and ENERGY COMMENTS Carlsbad pc20 18-0009 March 14, 2018 PLAN REVIEWER: Eric Jensen ELECTRICAL (2016 CALIFORNIA ELECTRICAL CODE) Provide a rack grounding electrode design per CEC 690.47(D). Be careful: Multiple isolated sections of racking to multiple disconnects/services. Placard boilerplate is too confusing for me to comprehend: What I'm looking for (AC side) is labeling at each service disconnect and each PV feeder disconnect describing the PV impact. The conduit support detail 4 shown on sheet E-5 needs justification per roof surface friction coefficient. Have a structural engineer review the roof surface and the adequacy of a non-attached support. Note: If you have any questions regarding this Electrical and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. EsGil A SAFEbuiLt Company DATE: March 14, 2018 IJ APPLICANT JURIS. JURISDICTION: Carlsbad PLAN CHECK #.: pc2018-0009 SET: I PROJECT ADDRESS: 2800, 2810, 2820 Whiptail Loop W. PROJECT NAME: Pacific Vista Buildings A, B, C PV Solar Systems 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. LI 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. 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. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Mike Telephone #: 619 961-4538 Date contacted: 5114II8 (by._) Email: mdaugherty@borregosolar.com Eaiill :T=e1ephone:_.) Fax In Person REMARKS: By: Eric Jensen Enclosures: EsGil 03/05 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 Carlsbad pc20 18-0009 March 14, 2018 GENERAL PLAN CORRECTION LIST JURISDICTION: Carlsbad PLAN CHECK #.: pc2018-0009 PROJECT ADDRESS: 2800, 2810, 2820 Whiptail Loop W. DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL: 03/05 March 14, 2018 REVIEWED BY: Eric Jensen FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. Please make all corrections, 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. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? UYes UNo ELECTRICAL and ENERGY COMMENTS Carlsbad pc20 18-0009 March 14, 2018 PLAN REVIEWER: Eric Jensen ELECTRICAL (2016 CALIFORNIA ELECTRICAL CODE) Provide a rack grounding electrode design per CEC 690.47(D). Be careful: Multiple isolated sections of racking to multiple disconnects/services. Placard boilerplate is too confusing for me to comprehend: What I'm looking for (AC side) is labeling at each service disconnect and each PV feeder disconnect describing the PV impact. The conduit support detail 4 shown on sheet E-5 needs justification per roof surface friction coefficient. Have a structural engineer review the roof surface and the adequacy of a non-attached support. Note: If you have any questions regarding this Electrical and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. Carlsbad pc2018-0009 March 14, 2018 [DO NOT PAY — THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: pc2018-0009 PREPARED BY: Eric Jensen DATE: March 14, 2018 BUILDING ADDRESS: 2800, 2810, 2820 Whiptail Loop W. BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE 931,000 Jurisdiction Code Icb I By Ordinance I 1997 UBC Building Permit Fee V I $3,330.261 1997 UBC Plan Check Fee V I $2,164.671 Type of Review: E1 Complete Review Structural Only LI Repetitive Fee FEll Repeats LI Other LI Hourly Hr. @ * EsGil Fee I $1,898.251 Comments: Sheet 1 of 1 4 /A\k 04 h> CITY OF CAR LSBAD PLANNING DIVISION Development Services BUILDING PLAN CHECK Planning Division APPROVAL 1635 Faraday Avenue (760) 602-4610 P29 www.carIsbdca.ov DATE: March 2, 2018 PROJECT NAME: Pacific Vista Commerce Center PROJECT ID: SDP 2017-0002 PLAN CHECK NO: PC 2018-0009 SET#: I ADDRESS: 2800, 2810, 2820 Whiptail Loop W APN: Project: 919.955 Kw rooftop solar PV system over 3 buildings This plan check review is complete and has been APPROVED by the Planning Division. By: Shannon Harker A Final Inspection by the Planning Division is required El Yes M No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 Chris Sexton 760-602-4624 Ch ris.Sexton@carlsbadca.gov Chris Glassen 760-602-2784 ChristoDher.Giassen@carlsbadca.gov Greg Ryan 760-602-4663 G regorv.Ryan@carlsbadca.gov Gina Ruiz 760-602-4675 Gina.Ruiz@carIsbadca.gov VãlRay Marshall 760-602-2741 VaIRay.MarshaII@carlsbadca.gov Cindy Wong 760-602-4662 Cynthia.Wong@carlsbadca.gov Shannon Harker 760-602-4621 Shannon.Harker@carisbadca.gov Linda Ontiveros 760-602-2773 Linda.Ontiveros@carisbadca.gov Dominic Fieri 760-602-4664 Dominic.Fieri@carisbadca.gov 4AAs CITY OF CAR LSBAD PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.crkbdca.ov PLANNING COMMENTS Borrego Solar Systems, Inc. 360 22nd Street I Suite 600 Oakland, CA 94612 www.borregosolar.com BORREGO SOLAR STRUCTURAL CALCULATIONS PACIFIC VISTA COMMERCE CENTER Project Summary ....................................................................................... . .................................................. 1 Building Information 2 PVArray Layout .................. .................... ...................................................................................................... 3 PV Module Attachemnt Detail ........ . ........................................................................................................... 4 PanelAnchorage Design ...................... ...........................................................................................................5 Purlin Uplift Capacity 10 Roof Framing Analysis - Sub Purlin ...........................................................................................................14 InverterAnchorage Design ........................................................................................................................20 Additional Seismic Weight Check 23 PV Cut Sheet ................................. . ....... 24 PanelClaw Reactions ............................................................................ ..................................................... 26 EquipmentRack Design ............................................................................................................................27 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 ILIRD UJ No. 5870 j:4 rmn Exp. 12-31-19 OF C PC2018-0009 2800 WHIPTAIL LOOP RYAN COMPANIES: ROOFTOP SOLAR ON 3 NEW BUILDINGS 2091202500 311Q018 PC2018-0009 .9, BORREGO SOLAR Borrego Solar Systems, Inc. www.borregosolar.com 1: (888) 898-6273 F: (888) 843-6778 Project: Sheet if: Subject: Analysis and Design of Rooftop PV Components Designed By: EY Date: Revised By: Date: PROJECT SUMMARY SCOPE: To provide structural evaluation of the existing building roof system to verify the capacity to support weight of the new solar panel. EXISTING STRUCTURE: Existing roof framing structure consists of '/2" plywood sheathing over 2x4 sub purlins at 24" oc supported by open web steel joists at 8' oc. These joists are supported by open web steel girders supported by steel columns. DESIGN CRITERIA: Dead loads: Additional dead ranging between 2.1 psf and 2.2 psf due to the solar panels and racking. 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 2x4 sub purlins and steel trusses are adequate to support additional weight of the solar panels and support rack. The additional seismic weight is 3.5% of the roof seismic weight. Borrego Solar Systems, Inc. Project: Sheet #: www.borregosolar.com Subject: Analysis and Design of Rooftop PV Components 1: (888) 898-6273 Designed By: EY Date: BORREGO SOLAR F: (888) 843-6778 Revised By: Date: BUILDING INFORMATION Per As-Build Drawings and General Notes Below: Roof Dead Load =13 psf SDSO.751 - - DESIGN CRITERIA 1 VERTICAL LOADS A.-. DEAD-LOADS: I ROOF ................... .............................................. 13 PSF (WAREHyJ 11 PSF (OFFICE) B. LIVE LOADS: REDUCIBLE UNLESS NOTES OTHERWISE ROOF (FLAT) ................. .. ............ .. . . ............... .20 PSF FLOOR.......................................................... 100 PSF (REDUCIBLE) 2. LATERAL LOADS: WIND: PER ACSE 7-10 (IBC 2012) BASIC WIND SPEED-3 SECOND GUST (3s).......110MPH TOPOGRAPHIC FACTOR (Kzt) ............................ 1.0 RISK CATEGORY ................................. ...............II EXPOSURE CATEGORY .......... ......................... C . . . ENCLOSURE CLASSIFICATION ...... . .................... ENCLOSED SEISMIC: PER ASCE7-10 (IBC 2012) OCCUPANCY CATEGORY ............................. SEISMIC IMPORTANCE FACTOR (IE) ........... ......1,0 RHO(N-S) ........................................................ ........1.0 RHO(E-W) ................... ........................................1.0 MAPPED SPECTRAL RESPONSE ACCELERATiONS SS= 1.039G S10.404G - -- . SITE CLASS: ................................................... 0 SPECTRAL-RESPONSE COEFFICIENTS: Sd1=0.430G - SEISMIC DESIGN CATEGORY: .......................... 0 . -2 LII UI 4 I 3 2 PROJECT SUMMARY nSTSMSIZSI15VSIC) 004 01 65155 '9 1 panelffa#' claw' RACKING CONSTRUCTION SET PANELCLAW, INC. 1570 OSGOOD ST. SUITE 2100 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 FAX: 978.684.5100 III ORIGINAL SIZE 36*~4' SHEET SIZE ARCH "0" 15 15 15 15 - PREPARED FOR - - BORREGO SOLAR PROJEET: - 962 ______________________________7771 RYAN COMPANIES .81 "'.. LOCATION: A 1 WHIPTAIL LOOP CARLSBAD CA 92010 S HE El TITLE: NOTES: ARRAY SITE MAP ARRAY SITE MAP 1. SCALE: 005 PC2 FIELD VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION OF THE SOUR ARRAY. NOWY PANELCLAWOF ANY DISCREPANCIES. NOT APPROVED FOR CONSTRUCTION REVISION. SHEET 3 PC-2 9599 8 74.0 7 100HO-5.4 6 CT-1OEHD3.1 S 4 3 2 1 8.1 7 I•a 6 I -5 4 -I 3 2 U-ANCHOR 2600 - MECHANICAL ATTACHMENT MANUFACTURED BY OTHERS - INSTALLED UNDER TWO MODULES U-ANCHOR 2600 - MECHANICAL ATTACHMENT MANUFACTURED BY OTHERS INSTALLED UNDER SINGLE MODULE - LONG BALLAST TRAY a. LONG BALLAST TRAY - - C SOUTH SUPPORT - - - - - - SHORT BALLAST TRAY - - MECHANICAL ATTACHMENT SEE THROUGH PV SOLAR MODULE MECHANICAL ATTACHMENT INSTALLATION LOCATION DETAIL A - TO BALLAST TRAY CROSS SECTION - SCALES N.T.S. - PC-14 - - SCALE: N.T.S. -- - 3 MECHANICAL ATTACHMENT WORKING LOAD (1.8) HORIZONTAL (H) VERTICAL (V) 250 250 i a paneIffc claw RACKING CONSTRUCTION SET PANELCLAW, INC. 1570 OSGOOD ST. SUITE 0100 NORTH ANDOVER, MA 01045 TEL: 9I8.688.4900 FAR: 973.618.5100 www.panelclaw.com STAMP U - - L-BRACKE 3/8-16, 304S.S. HEX FLANGE NUT A U-ANCHOR 2600 MANUFACTURED BY OTHERS MECHANICAL ATTACHMENT DETAIL SCALES N.T.S. PC14 9599 8 7..O 7 1. HORIZONTAL LOAD H MAY ACT IN ANY DIRECTION S S S S . WORKING LOADS = ALLOWABLE Loans Ii. NON-FACTORED) 9 0 9 9 1/4-20, 304S.S. HARDWARE 54 -IBOLT aa o 5 ANGE NUT BOLTED CONNECTIONS H SCALE: ACHMENT BRACKET . . . - - - 3- - PANELCLAW MANUFACTURED COMPONENTS U-ANCHOR MECHANICAL -- COMPONENTS MANUFACTURED BY OTHERS ORIGINAL SIZE 3GTI24' 3/8-16, 3045.S. HARDWARE ATTACHMENT COMPATIBLE WITH SHEETSIZEARCH•D' 1.25'.LENGTH BOLT MALARKEY ADHERED ASPHALT . PREPARED FOR: WASHER HEX FLANGE NUT . . . ROOFING EXISTING ROOF. BUILDUP VERIFIED BY OTHERS. - FASTENERS DESIGNED AND PROVIDED BY BORREGO SOLAR OTHERS. SIZE FASTENERS FOR REQUIRED PROJECT: - 000000000dso&6t WORKING LOADS PER SCHEDULE. RYAN COMPANIES NOTE: MECHANICAL ATTACHMENT COMPONENT V DIMENSIONS ARE PROVIDED FOR REFERENCE 2t" TYP 510 ONLY AND SHOULD BE VERIFIED WITH LOCATIONS 2 ATTACHMENT MANUFACTURER PRIOR WHIPTAILLOOP A FASTENER DESIGN. CARLSBAD CA 92010 If5 - SHEETTDTDS - k'W4 'TO MECHANICAL MECHANICAL ATTACHMENT DETAIL c • ATTACHMENT DETAIL SCALE: N.T.S. PCIA NOT APPROVED FOR CONSTRUCTION I REVISION SHEET 3 PC-14 DD4.D-5.4 6 CT-10LHD-3.1 5 AIL 4 I • 2 1 Borrego Solar Systems, Inc. Project: Sheet4: www.borregosolar.com Subject: 1: (888) 898-6273 Designed By: Date: BORREGO SOLAR F: (888) 843-6778 Revised By: Date: !9c __ThECH.ATTUWNTS (chc-i't ?1wL (_LW -IN ET/tL) 5 V V I L. 2I.ST. 27WI'J r 3 b4'Qo A?'C4t-O4 Q1 - sc-€) 16 TU Z5-AD /=! oJ Ito (6 _____ /1 T1 2/.3 0 /.3 38 © 2011 Borrego Solar Systems, Inc. Borrego Solar Systems, Inc. Project: . Sheet #: www.borrego'solar.com Subject T: (888) 898-6273 Designed By: Date: BORREGO SOLAR F (888) 843-6778 Revised By:' Date lyrr= CM A cii ThC'J Y 16 R if : - - &ox.35• =j,ji:. ---- b i ..SI. T WP.J F K&-V-S 3 - - A' Of - 0 6 A /• 3z sc va5o /ôi IL bC1 - • - 010 315. - © 2011 Borrego Solar Systems, Inc. Borrego Solar Systems, Inc. Project: www.borregosolar.com Subject: 1: (888) 898-6273 Designed By: BORREGO SOLAfl F: (888) 843-6778 Revised By: J'(17 I CS - 4) \WfTW,wL ViLJ TSL- . oqjt -s c ' L- P L" WQ 0 i Date: Date: Sheet #:., \)V tILT =. 2 5Q C3 FA, (-T. o? s\Ic1/ =3 'I, 350 x / =49 7 +) aE:'z_ V NLUC Fle4kyt TiQL- - I. - / F, . L ? L. '1 V-Q~ b . l 5-30 tip V ALL 5jx /( © 2011 Borrego Solar Systems, Inc. Withdrawal: * Tables .5 and t present average ultimate withdrawal loads for wood and sheet metal screws in plywood-and-metal joints, based on analysis of test results. Wood screws are threaded for only 2/3 of their length. Sheet metal screws typically have higher ultimate load than wood screws in the smaller gages because of their full-length thread. Values shown in Table 3 for wood screws are based on 1/4- inch protrusion of the wood screw from the back of the panel. This was to assure measurable length of thread embedment in the wood, since the tip of the tapered wood screw may be smaller than the pilot hole. This was not a factor for sheet metal screws due to their uniform shank diameters. TABLE 3 WOOD AND SHEET METAL SCREWS: METAL-TO-PLYWOOD CONNECTIONSIO,b) Depth of Average Ultimate Withdrawal Load (lbf) Threaded - --.-.-- . Screw Size Penetration (inch) #6 #8 #10 #12 #14 --- #16 3/8 150 1/2 200 180 205 - 240 275 315 - 350 - - 5/8 250 295 345 390 440 - 3/4 300 355 415 470 525 - 1 - - - 625 700 775 1-1/8 - - - 705 790 875 2.1/4 - - - - 1580 - Plywood was C.D grade with exterior glue (all plies Group 1). Values are not design values. JT Wood Screw Sheet Metal Screw TABLE 4 SHEET METAL SCREWS: PLYWOOD-TO-METAL CONNECTlONSll Average Ultimate Withdrawal Load (lbf)(b) - Plywood Screw Size Performance 1/4-20 Self Framing Category . #8 #10 #12 #14 -Tapping Screw 1/4 0.080-inch 130 150 170 180 220 1/2 Aluminum 350 470 500 520 500 3/4 660 680 790 850* 790* 0.078-inch 1/4 130 150 170 180 220 Galvanized 1/2 . 350 470 500 520 500 Steel (14 gage) 3/4 660 680 800 900 850 Plywood was A-C EXT (all plies Group 1). Values are not design values. Loads denoted by an asterisk() were limited by screw-to-metal- framing strength; others were limited by plywood strength. - 8 a shear specimen and joint behavior is dependent upon the shear strength of the fastener. Shear failure of the screw shank occurs at the wood-metal interface. c) The metal-critical joint may fail in one of two ways. Failure occurs when the resistance of the screw head to embedment is greater than the resistance of the metal to lateral and/ or withdrawal load, and the screw tears through or away from the metal. Failure also occurs when thin metal in a metal-to-panel joint crushes or tears away from the screw. The following test data are pre- sented for plywood only. Tables 1 and 2 present average ultimate lateral loads for wood- and sheet-metal-screw connec- tions in plywood-and-metal joints. The end distance of the loaded-edge in these tests was one inch. Plywood face grain was parallel to the load since this direction yields the lowest lat- eral loads when the joint is ply- wood-critical. All wood-screw specimens were tested with a 3/16-inch-thick steel side plate, and values should be modified if thinner steel is used. TABLE 1 SCREWS: METAL-TO-PLYWOOD CONNECTIONS(> Depth of Average Ultimate Lateral Load (lbf)tb) Threaded Penetration Wood Screws Sheet Metal Screws (inch) #8 #10 #12 #8 #10 #12 1/2 415 (500) 1590 1 465 (565) 670 5/8 - - - 500 (600) 705 3/4 - - - 590 (655) 715 Plywood was C-D grade with exterior glue (all plies Group 1), face groin parallel to load. Side plate was 3/16-thick steel. Valves are not design values. Values in parentheses are estimates based on other tests. ex IH TABLE 2 SHEET METAL SCREWS: PLYWOOD-TO-METAL CONNECTIONS(' Average Ultimate Lateral Load (lbf)(b) Plywood Performance Screw Size 1/4'-20 Self Framing Category #8 #10 #12 #14 Tapping Screw 0.080-inch 1/4 330 360 390 410 590 Aluminum 1/2 630 850' 860 920 970 3/4 910' 930' 1250 1330 1440 0.078-inch 1/4 360 380 400 410 650 Galvanized 1/2 .700' 890' 900 920 970 Steel (14 gage) 3/4 700' 950' 1300' 1390' 1500 (a) Plywood was A-C EXT (all plies Group 1), face grain parallel to load. Values are not design values. Loads denoted by an asterisk(') were limited by screw-to-fram- ing strength; others were limited by plywood strength. LI Borrego Solar Systems, Inc. www.borregosolar.com T: (888) 898-6273 BORREGO SOLAR F:(888)843-6778 Project: .\1AT( (ofl1.4°. Sheet U: Subject: Designed By: Date: Revised By: Date: cpc-4ry P1JLLJtU Cippi JéCflQA) (p1irv1oj NAIL •• 3 c ) A I L 1 © 2011 Borrego Solar Systems, Inc. Borrego Solar Systems, Inc. Project: www.borregosolar.com Subject: T: (888) 898-6273 Designed By: BORREGO SOLAR F: (888) 843-6778 Revised By: Sheet #; Date: Date: LA TIi-E)e..&. 1- 'k) 2.-H-N'4 LThbIL (k VU Th - 2- u'p/-Y i46jLS 4. " 0. C~ ) IL, "I &X /lplj W f4-e.5 4'*8 gb 2.5° (uPLIFT) ( cii-ri) © 2011 Borrego Solar Systems, Inc. Borrego Solar Systems, Inc. Project: Sheet #: www.borregosolar.com Subject: T: (888) 898-6273 Designed By: Date: BORREGO SOLAR F: (888) 843-6778 Revised By: Date: iiPL'FT (Tc4T Y s)I3 -P1e_t4J'.) c PLYWOLO fOL W 'f 80 \XJ 8O/i2 p 1oa If" , • (IC, 10 CL x %.5 ~JyyvtoD 2- foaL )(1(IL WILL.- -&SiST p r : -. 12 © 2011 Borrego Solar Systems, Inc. z 0 C CD Table 11.2C Nail and Spike Reference Withdrawal Design Values, W2 Tabulated withdrawal design values, W, are in pounds per inch of fastenerDenetrafion into side grain of wood member(see 11 .211 Specific Gravity, Plain Shank Nail and Spike Diameter, D Threaded Nail Diameter D G2 0.099" 0.113" 0.128" 0.131" 0.135" 0.148" 0.162" 0.192' 0.207" 0.225" 0.244" 0.263" 0.283" 0.312" 0.375" 0.120" 0.135" 0.148" 0.177" 0.207" 0.73 0.71 0.68 067 0.58 0.55 0.51 62 * 58 52 50 35 31 25 71 80 --- 82 85 93 102 121 130 -- 141 --- 153 143 128 124 86 165 - 178 - .166 149 144 100 196 - 183 164 158 110 236 82 93 102 121 . 113 101 97 68 141 132 118 114 80 66_ 59 57 - 40 35 29 75 67 77 69 79 71 87 78 95 85 113 101 121 109 132 118 154 138 220 197 190 133 - 116 96 ________, 77 69 66 46 41 34 -. 87. 78 75 52 .95 85 82 57 50 42 65 45 66 46 68 48 75 52 82 57 97 68 105 73 114 80 133 93 40 33 41 34 42 35 46 38 50 42 59 49 64 53 70 58 76 63 81 67 -88 73 97 80 46 38 59 49 70 58 0.50 24 28 31 32 33 36 40 47 50 55 60 64 69 76 91" 32 36 40 47 55 0.49 0.47 0.46 0.44 0.43 0.42 0.41 0.40 0.39 0.38 0.37 036 0.35 0.31 23 21 20 18 17 16 15 14 13 12 11 11 10 7 26 24 22 20 19 18 17 16 15 14 13 U 11 8 30 27 25 23 21 30 27 26 31 34 38 45 48 52 57 61 55 52 66 59 56 72 65 62 55 52 -49 46 44 41 38 36 31 23 87 78 74 66 63 59 56 52 49 . 46. 43 30 27 26 23 22 21 19 .18 17 16 15 14 13 10 34 31 29 26 25 23 22 21 19 18 17 16' 15 11 38 34 32 29 27 45 40, 38 34 32 52 47 45 7-7 40 38 28 27 31 29 34 32 40 38 43 41 47 45 51 48 23 22 24 23 26 25 29 34 32 37 35 40 38 43 41 38 36 47 44 41 39 - 37 34 50 47 45 42 40 37 35 33 -3-0 33 28 27 20 19 21 19 21 20 23 22 - 26 24 30 29 33 31 35 33 26 24 ' 23 21 20 19 17 16 30 29 27 25 .24 22 21 19 35 33 31 29 28 26 24 23 18 17 16 15 17 16 15 14 13 10 181921 18 19 23 - 21 25 2729 27 31 29 34 32 17 16 18 17 20 19 24 22 25 24 28 26 30 28 .32 30 28 26 19 14 13 9 14 14 15 1617 16 21 19 22 21 24 23 26 24 40 38 28 10 11 1 12 14 15 17 18 21 . 12 14 17 1. tabuiateo witnclrawat design values, W, tOr nail or spike connections shall be multiplied by all applicable adjustment factors (see Table 10.3.1). 2.Specific gravity, G, shall be determined in accordance with Table 11.3.3A. Sl3N31SV:l 3dAi13Moa STRUCTURAL DESIGN R2 = 0.6 for F~t 12 . (Equation 16-32) where: - F = For a sloped roof, the number of inches of rise per foot (for SI: F = 0.12 x slope, with slope expressed as a percentage), or for an arch or dome, the rise-to-span ratio multiplied by 32. 1607.12.3 Occupiable roofs. Areas of roofs that are occu- piable, such as vegetative roofs, roof gardens or for assem- bly or other similar purposes, and marquees are permitted to have their uniformly distributed live loads reduced in accordance with Section 1607.10. 1607.12.3.1 Vegetative and landscaped roofs. The weight of all landscaping materials shall be considered as dead load and shall be computed on the basis of satu- ration of the soil as determined in accordance with ASTM E2397. The uniform design live load in unoccu- pied landscaped areas on roofs shall be 20 psf (0.958 kN/m2). The uniform design live load for occupied landscaped areas on roofs shall be determined in accor- dance with Table 1607.1. 1607.12.4 Awnings and canopies. Awnings and canopies shall be designed for uniform live loads as required in Table 1607.1 as well as for snow loads and wind loads as specified in Sections 1608 and 1609. 1607.12.5 Photovoltaic panel systems. Roof structures that provide support for photovoltaic panel systems shall be designed in accordance with Sections 1607.12.5.1 through 1607.12.5.4, as applicable. 1607.12.5.1 Roof live load. Roof surfaces to be cov- ered by solar photovoltaic panels or modules shall be designed for the roof live load, Lr, assuming that the photovoltaic panels or modules are not present. The roof photovoltaic live load in areas covered by solar photovoltaic panels or modulesjhaicin ad4itiQn. to the panel adiunless the area covered by each solar (uhotovoltaic uanel or module is inaccessible Areas top is not more t4án24 inches (6 10 mm) shall be con- (jidered inaccessible. jkoof surfaces not covered by photovoltaic panels shall be designed for the roof live load. 1607.12.5.2 Photovoltaic panels or modules. The structure of a roof that supports solar photovoltaic pan- els or modules shall be designed to. accommodate the full solar photovoltaic panels or modules and ballast dead load, including concentrated loads from support frames in combination with the loads from Section 1607.12.5.1 and other applicable loads. Where applica- ble, snow drift loads created by the photovoltaic panels or modules shall be included. 1607.12.5.3 Photovoltaic panels or modules installed as an independent structure. Solar photovoltaic pan- els or modules that are independent structures and do not have accessible/occupied space underneath are not required to accommodate a roof photovoltaic live load, provided the area under the structure is restricted to keep the public away. All other loads and combinations in accordance with Section 1605 shall be áccommo- dated. Solar photovoltaic panels or modules that are designed to be the roof, span to structural supports and have accessible/occupied space underneath shall have the panels or modules and all supporting structures designed to support a roof photovoltaic live load, as defined in Section 1607.12.5.1 in combination with other applicable loads. Solar photovoltaic panels or modules in this application are not permitted to be clas- sified as "not accessible" in accordance with Section 1607.12.5.1. 1607.12.5.4 Ballasted photovoltaic panel systems. Roof structures that provide support for ballasted photovoltaic panel systems shall be designed, or analyzed, in accor- dance with Section 1604.4; checked in accordance with Section 1604.3.6 for deflections; and checked in accor- dance with Section 1611 for ponding. 1607.13 Crane loads. The crane live load shall be the rated capacity of the crane. Design loads for the runway beams, including connections and support brackets, of moving bridge cranes and monorail cranes shall include the maximum wheel loads of the crane and the vertical impact, lateral and longitu- dinal forces induced by the moving crane. 1607.13.1 Maximum wheel load. The maximum wheel loads shall be the wheel loads produced by the weight of the bridge, as applicable, plus the sum of the rated capac- ity and the weight of the trolley with the trolley positioned on its runway at the location where the resulting load effect is maximum. 1607.13.2 Vertical impact force. The maximum wheel loads of the crane shall be increased by the percentages shown below to determine the induced vertical impact or vibration force: Monorail cranes (powered) ............... 25 percent Cab-operated or remotely operated bridge cranes (powered). ....................... 25 percent Pendant-operated bridge cranes (powered) ..............................10 percent Bridge cranes or monorail cranes with hand-geared bridge, trolley and hoist .......0 percent 1607.13.3 Lateral force. The lateral force on crane run- way beams with electrically powered trolleys shall be cal- culated as 20 percent of the sum of the rated capacity of the crane and the weight of the hoist and trolley. The lat- eral force shall be assumed to act horizontally at the trac- tion surface of a runway beam, in either direction perpendicular to the beam, and shall be distributed with due regard to the lateral stiffness of the runway beam and supporting structure. 1607.13.4 Longitudinal force. The longitudinal force on crane runway beams, except for bridge cranes with hand- geared bridges, ihall be calculated as 10 percent of the maximum wheel loads of the crane. The longitudinal force shall be assumed to act horizontally at the traction surface of a runway beam, in either direction parallel to the beam. 2016 CALIFORNIA BUILDING CODE 14 15 f'p Borrego Solar Systems, Inc. www.borregosolar.com T: (888) 898-6273 BORREGO SOLAR F: (888) 843-6778 Project: Sheet M. Subject: Designed By: Date: Revised By: Date: (44 6 Ck 2- x S U z PX3 p p 1' 1 ('I P /O - U4J ,eE]—TIc*J. 1CL= O.S (E- Fat. IS tt4CE TS e, )( 4 -SqfS r1,3,QL1J-& ,&.i -C o © 2011 Borrego Solar Systems, Inc. 8 M TekIa Project Job Ref. Tedds fhhfjh Section Sheet no./rev. 1 Caic by Date Chkd by Date Appd by Date E 2/7/2018 STRUCTURAL WOOD BEAM ANALYSIS & DESIGN (NDS) - In accordance with the ANSI/AF&PA NDS-2012 using the ASD method TEDDS calculation version 1.7.03 Unfactored Loads Self weigh of included 0.026 JEJODead Livé MWind iiiiiiIiiiii I 1I1I1IIII1II I I 111111 II 111111 IllIllIllIll II III II 0.026- 0.0- I ft 8 A 1 B Load Combination 1 (shown in proportion) Windli . II Livel I Dead 8 16 8 kips 02 0188 0.0- -0.188- ft I Shear Force Envelope Teklaa Project Job Ref. Tedds thhfjh Section Sheet no./rev. 2 Caic. by Date Chk'd by Date App'd by Date E 2/7/2018 Applied loading Beam loads Point Dead Point Dead Point Dead Point Dead Roof Dead Point Dead Point Dead Point Dead Point Dead Dead point load 18 lb at 30.96 in Dead point load 18 lb at 87.00 in Dead point load 18 lb at 65.04 in Dead point load 18 lb at 9.00 in Dead full UDL 26 lb/ft Wind point load 40 lb at 30.96 in Wind point load 40 lb at 87.00 in Wind point load 40 lb at 65.04 in Wind point load 40 lb at 9.00 in Load combinations Load combination 1 Support A Dead x 1.00 Live 1.00 Wind x 1.00 Span I Dead 1.00 Live x 0.00 Wind x 0.60 Support B Dead x 1.00 Live 1.00 Wind x 1.00 Analysis results Maximum moment Design moment Maximum shear Design shear Total load on member Reaction at support A Unfactored dead load reaction at support A Unfactored wind load reaction at support A Reaction at support B Unfactored dead load reaction at support B Unfactored wind load reaction at support B Mmax = 348 lb—ft Mmin = 0 lb—ft M = max(abs(Mm),abs(Mmin)) = 348 lb—ft Fmax = 188 lb Fmin = 188 lb F = max(abs(Fmax),abs(Fmin)) = 188 lb Wtot = 376 lb RA_max = 188 lb RA-min = 188 lb RA-Dead = 140 lb RA-Wind = 80 lb RB_max = 188 lb RB-min = 188 lb RB_Dead = 140 lb RB_wind = 80 lb 17 AV TekIa Project Job Ref. Tedds fhhfjh Section Sheet no./rev. 3 Caic. by Date Chk'd by Date App'd by Date E 21712018 Sawn lumber section details Nominal breadth of sections bnom = 2 in Dressed breadth of sections b = 1.5 in Nominal depth of sections . dnom = 4 in Dressed depth of sections d = 3.5 in Number of sections in member -. N = I Overall breadth of member . bb = N x b = 1.5 in Species, grade and size classification Douglas Fir-Larch, No.1 grade, 2" & wider Bending parallel to grain F = 1000 lb/in2 Tension parallel to grain . Ft = 675 lb/in2 Compression parallel to grain F = 1500 lb/in2 Compression perpendicular to grain = 625 lb/in2 Shear parallel to grain F = 180 lb/in2 Modulus of elasticity E = 1700000 lb/in2 Modulus of elasticity, stability calculations Emin = 620000 lb/in2 Mean shear modulus Gdef = El 16 = 106250 lb/in2 Member details Service condition Dry Length of span . Li = 8 ft Length of bearing Lb = 4 in Load duration Permanent The beam is one of three or more repetitive members Section properties Cross sectional area of member - A = N x b x d = 5.25 in2 Section modulus - S. = N x b x d2 / 6 = 3.06 in' S=dx(Nxb)2 /6 =1.31in' Second moment of area . I, = N x b x d3 / 12 = 5.36 in4 l=dx(Nx b)3 /12=0.98in4 Adjustment factors Load duration factor - Table 2.3.2 CD = 0.90 Temperature factor - Table 2.3.3 Ct = 1.00 Size factor for bending - Table 4A CFb = 1.50 Size factor for tension - Table 4A CFt = 1.50 Size factor for compression - Table 4A CFc = 1.15 Flat use factor - Table 4A CfU = 1.10 Incising factor for modulus of elasticity - Table 4.3.8 - CIE=1.00 Incising factor for bending, shear, tension & compression - Table 4.3.8 18 M Teklao Project Job Ref. Tedds thhfjh Section Sheet no/rev. 4 Caic. by Date Chk'd by Date App'd by Date E 2/7/2018 Ci = 1.00 Incising factor for perpendicular compression - Table 4.3.8 Cic.perp = 1.00 Repetitive member factor - cl.4.3.9 Cr = 1.15 Bearing area factor - cl.3.10.4 Cb = 1.00 Depth-to-breadth ratio dnom I (N x bnom) = 2.00 - Beam is fully restrained Beam stability factor - cl.3.3.3 CL = 1.00 Bearing perpendicular to grain - ci 3.10.2 Design compression perpendicular to grain Fcperp' = Fcperp x Ct x Ci x Cb = 625 Win Applied compression stress perpendicular to grain fc_perp = RA_max / (N x b x Lb) = 31 lb/in2 fc.perp / Fc..perp' = 0.050 PASS - Design compressive stress exceeds applied compressive stress at bearing Strength in bending - cl.3.3.1 Design bending stress Actual bending stress Strength in shear parallel to grain - cl.3.4.1 Design shear stress Actual shear stress - eq.3.4-2 Deflection - cl.3.5.1 Modulus of elasticity for deflection Design deflection Total deflection Fb' = Fb X CD Ct X CL CR, X CX Cr = 1552 Win fb = M / S = 1363 lb/in2 fb I Fb' = 0.878 PASS - Design bending stress exceeds actual bending stress F' Fx CD CtX C= 162 Win fv3x F/(2xA)=541b/in2 f / F,,'= 0.332 PASS - Design shear stress exceeds actual shear stress E' = E x CME X Ct X CiE = 1700000 Win adm = min(0.8 in, 0.0083 X Li) = 0.797 in = 0.524 in 6b_sl / &adm = 0.657 PASS - Total deflection is less than design deflection 19 Borrego Solar Systems, Inc. Project: Sheet #: 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: BALLASTING OF BENTEK INVERTER RACK Building Code: 2016 California Building Code /ASCE 7-10 BUILDING AND SITE INFORMATION WIND Rick Category: II (Table 1.5.1) Basic Wind Speed V = 110 mph (Fig. 26.5-1A) Wind Directionality Factor Kd = 0.85 (Table 26.6-1) Exposure Category C (Sect. 26.7) Topographic Factor Kzt = 1.0 - (Fig. 26.8-1) Gust Effect Factor G = 0.85 (Sect. 26.9) Velocity Pressure Exposure Coefficient K1 = 1.07 (Table 29.3-1) SEISMIC Soil Site Class D Design Short-Period Spectral Acceleration SDS = 0.7519 - Design 1-Second Spectral Acceleration SD1 = 0.430 g Mean Roof Height of Building hbidg = 45 ft Height of Roof Supporting Inverter z = 45 ft INVERTER AND RACK INFORMATION Isometric View of Inverter Rack 5.0' 2.83' GROSS PIPE SU INVERTER POW RACK 'PORT B Fve, OrAT F M 11 11 .~.E. INVERTER SHIELD INVERTER ACSW All LOCATION I BALLAST TRAY 4X MOUNTING RAILS 3X LEG SUPPORT PLAN VI PROF1IW Plan and Elevations Views of Inverter Rack Line of Rotation for Overturning 20 Borrego Solar Systems, Inc. Project: Sheet #: www.borregosolar.com Subject: Analysis and Design of Rooftop PV Components T: (888) 898-6273 Designed By: EY Date: BORREGO SOLAR F: (888) 843-6778 Revised By: Date: 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 Wi= 154 lbs Wr25 lbs Wir = W + Wr = 179.00 lbs Oi = 15° w= 26.20 in hi= 35.70 in di 10 in Af = (Wi x h) x cos(0) = 6.32 ft2 Ar = (Wu X h,) X sin(e) = 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 = 0.00256xKzxKztxKdxV2 = 28.2 psf (Eq. 29.3-1) GCLh = 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 Fwind_v = q2X GCr vXAf = 267 lbs Fwlnd_h = q2x GCr hXAr = 91 lbs Using 0.61) + 0.6W combination: 0.6D = 0.6 x 179 = 108 lbs 0.6WhorIz = 0.6 x 91 = 55 lbs 0.6Wvert= 0.6 X 267 = 160 lbs MOT-horjz = (55) X 1.67) = 92 lb—ft MOT-ver = (160) X (5/2) = 400 lb—ft MRES= (108) x (5/2) = 270 lb—ft UPLIFT = (270-400-92) / (2.5) = 89 lb SHEAR = 55/4 = 14 lb Per previous calculations U anchor capacity is: SHEAR CAPACITY = 250 lbs UPLIFT CAPACITY = 250 lbs (Eq. 29.5-2) (Eq. 29.5-3) Therefore, provide one U anchor attachement at each brakcet (total of 4). 21 Borrego Solar Systems, Inc. Project: - Sheet #: www.borregosolar.com Subject: - Analysis and Design of Rooftop PV Components T: (888) 898-6273 Designed By EY Date: BORREGO SOLAR F: (888) 843-6778 - Revised By: Date: CALCULATE SEISMIC FORCES ON INVERTER RACK Importance Factor I, = 1.0 Component Amplification Factor ap = 1.0 Component Response Modification Factor R = 2.5 Design Short-Period Spectral response Acceleration Sds = (2/3) X Fa Ss = 0.751 Design 1-Period Spectral response Acceleration Sdi = (2/3) x Fv x Si = 0.430 Horizontal Seismic Force Fp = [(0.4xapxSds)/(Rp/Ip)] X [1+(2)(Z/hbIdg)] X Wir = 65 lbs Fp_max = 1.6XSdsXIpXWir = 215 lbs Fp_min = 0.3XSdsXlpXWir = 75 lbs Fph = max(Fp mm, mmn(Fp, Fp_max)) = 65 lbs Vertical Seismic Force F, = 0.2XSdsXWpr = 27 lbs ., OVERTURNING DUE TO SEISMIC • Using 0.61) + O.7E combination: 0.6D=0.6x179=108lbs - 0.7E=0.7x65=46 lbs 0.7Evert 0.7 X 27 = 19 lbs Moverturning = (0.7xEX1.67 ) = 77 lbs Mresisting = (0.6D-.7Evert)xWx2.5 = 223 lbs Since MResisiting is larger than Moverturning, no uplift due to seismic. However anchorage will be provided per wind overturning. Shear capacity is 250 lbs which is larger than shear demand of 65 lbs. - 22 Borrego Solar Systems, Inc. Project: Sheet #: www.borregosolar.com Subject: Analysis and Design of Rooftop PV Components 1: (888) 898-6273 Designed By: EY Date: BORREGO SOLAR F: (888) 843-6778 Revised By: Date: I ADDITIONAL SEISMIC WEIGHT I I 01 wiii,i (li i ii i in IiIJifl'IIiiiI inin i , The purpose of this section is to perform a check of the additional seismic weight. The additional weight is compared to the roof weight of the building structure which is very conservative as the perpendicular concrete wall weight is not included in the building seismic weight. Even with this conservative assumption, the additional PV system including the racking was 3.5%, well under the code limitation of 10%. The three different buildings were checked individually. 2016 California Building Code Chapter 34 refers to California Existing Building Code for additions to an existing structure. Below is Section 402.4. Exception: Any existing lateral load-canying swuctural clement whose dcmandcupacity ratio with the addition considered is no more than ID percent greater than its demand-capacity ratio with the addition ignored shall he permitted to remain unaltered. For purposes of calculating demand-capacity ratios, the demand shall consider appli- cable load combinations with design lateral loads or forces in accordance with Sections 1609 and 4613 of the ('alfor- jicc fluiMin,u' Code. For purposes of this exception, com- parisons of demand-capacity ratios and calculation of design lateral loads. forces and capacities shall account for the cumulative effects of additions and alter4ltio e original construction. (a LG Life's Good LG NJeJN\I 2 LG's new module, LG NeONTM 2, adopts Cello technology. Cello technology replaces 3 busbars With 12 thin wires to enhance power output and reliability. LG NeONTM 2 72 c ell demonstrates LG's efforts to increase customer's value beyond efficiency. It features enhanced warranty, durabiUty, performance under real environment, and aesthetic design suitable for roofs. c 0qT AIP~ROVIDIIODUCF~ C E Intertek KU -573 Enhanced Performance Warranty I- igh Pwer Output I IL LG NeONTM 2 has an enhanced performance warranty. IIL - Compared with previous models, the LG NeONT1 2 -0.6%/yr to h.is been Jesigned to significantly enhance its output The annual degradation has fatten from -0.55%/yr. Even after 25 years, the cell guarantees 1.2%p efficiency thereby making it efficient even in limited space. more output than the previous LG NeONJTM 2 modules. Aesthetic Roof C'utstE.ndlng Durability LG NeONTM 2 has been designed with aesthetics in mind; With its rewly reinforced frame design, LG has extended thinner wires that appear alt black at a distance. tfe warranty of the LG NeONTM 2 for an additional The product may help increase the value, of 2 years. dditiona.ly, LG Ne0NTM 2 can endure a front a property with its modern design. Iced up tc' 5400 Pa, and a rear load up to 4300 Pa. Better Performance on a Sunny Day Couble-Sided Cell Structure LG NeONTM 2 now performs better on sunny days thanks IIRhL. The rear ci the cell used in LG NeONTM 2 will contribute to to its improved temperature coefficiency g'neratio i just like the front the light beam reflected from the rear & the module is reabsorbed to generate a great amount o" additional power. About LG Electronics LO Electronics is a global player who has been committed to expanding its operations with the solar market The company first embark-2d on a sclar energy source research programs in 1985, supported by LO Group's vast experience in the semi-conductor, LCD, chemistry, and materials industries. In 2010, LG Solar successfully released its first Mono X® series, to the market, which is now available in 32 countries. The LG NeONx (previously known as Mono x® NeON) and the LG NeON"2 won the "1nte24iar Award" in 2013 and 2015, which denonstrates LG Solar's lead, innovations and commitment to the industry. . - LG NeON40 2 72ce11 Mechanical Properties Cells 6x12 Cell Vendor LG Cell Type Monocrystatline / N-type Cell Dimensions 161.7 x 161.7mm! 6 inches s of Busbar 12 (Multi Wire Busbar) Dimensions (Lx W x H) 2024x 1024 x 40 mm 79.69 x 40.31 x 1.57 inch Front Load 54001pa Rear Load 4300Pa Weight 21.7 kg Connector Type MC4 Junction Box IP68 with 3 Bypass Diodes Cables 1200mmx2ea Glass High Transmission Tempered Glass Frame Anodized Aluminium Certifications and Warranty Certifications IEC 61215, IEC 61730-1/-2 UL 1703 IEC 61701 (Salt mist corrosion test) IEC 62716 (Ammonia corrosion test) ISO 9001 Module Fire Performance (USA) Type 1 Fire Rating (CANADA) Class C (ULC / ORD C1 703) Product Warranty 12 years Output Warranty of Pmax Linear warranty** ** 111 St year 98%, 2) After 2nd year 0.55% annual degradation, 3)25 years 84.8% Temperature Characteristics NOCT 45±3CC Pmpp -0.36%rC Voc - -0.26%/°C lsc 0.02 %/°C Characteristic Curves 10 U I p p '''' I Voltage (0) 0 5 10 15 20 25 30 35 40 50 40 100 80 60 40 Electrical Properties (STC * Module 410W 405W 400W 395W Maximum Power (Pmax) 410 405 400 395 MPP Voltage (Vmpp) 41.4 41.0 40.6 40.2 MPP Current (Impp) 9.91 9.89 .. 9.86 9.83 Open Circuit Voltage (Voc) 49.5 49.4 49.3 49.2 Short Circuit Current (lsc) 10.55 10.51 10.47 10.43 Module Efficiency 19.8 19.5 19.3 19.1 Operating Temperature -40-+90 Maximum System Voltage 1500 (UL) Maximum Series Fuse Rating 20 Power Tolerance (%) 0-+3 sic (Standard Test Condition): Irradiance 1,000 W/m°, Ambient Temperature 25 cc, AM 1.5 C The nameplate power output is measured and determined by LG Electronics at its sole and absolute discretion. * The Typical change in module efficiency at 200 WW in relation to 1000W/ret is -2.0%. Electrical Properties (NOCT*) Module 410W 405W 400W 395W Maximum Power (Pmax) 304 300 296 293 MPP Voltage (Vmpp) 38.3 38.0 37.6 37.2 MPP Current (lmpp) 7.92 7.91 7.88 7.86 Open Circuit Voltage (Voc) 46.3 46.2 46.1 46.0 Short Circuit Curfent (lsc) 8.47 8.44 8.41 8.38 NOCT (Nominal Operating cell Temperature): Irradiance 800W/me, ambient temperature 20 C, wind speed 1 m/s Dimensions (mm/in) - reoperaeurelcl * The distance between the center of the moontin*/*roeending holes. 40 25 90 (9 LG North America Solar Business Team Product specifications are subject to change without notice. LG Electronics U.S.A. Inc Life's Good 1000 Sylvan Ave. Englewood Cliffs, NJ 07632 Copyright © 2017 LG Electronics. All rights reserved. Contact: lg.solar©lge.com 01/01/2017 www.Igsolarusa.com 25 I!1E! 1? Innovation fora Better Life V paneffM cllaw ®. 6.0 Desien Loads - _Downward ICONT.: 6.2 Racking Dimensions for Point Loads (Cont.): Tray 1: 0 Tray 2: 0 Tray j. 0 I _ Tray j0 Tray 5: 0 2/5/2018 19' t xi X3. xi X3 X2 17.5' ' A B - C D . E Section A-A Distances Between Supports (Unless Noted): Xl = 34.25 in. X2= 14.33 in. X3 = 21.77 in. 6.3 Point Load Summary: DLsys= 72 Total DL = (Varies on location and ballast quantity) , SLm = 0 lbs/module Wlin (no snow) = 159 lbs/module ••' - Wlin (with snow) = 159 lbs/module F G H I Extreme Point Load Summary Table load combinations (ASD) Location Load DL + SLm DL + 0.6 X Wlin DL + 0.75 X SLm + 0.75(0.6 X Min Northern A 9 lbs. 21 lbs. 18 lbs. Nórtherñ B 9 lbs. 21 lbs. 18 lbs. 1ñtëriör C 18 lbs. 42 lbs. 36 lbs. lñtéiiãrl D 18 lbs. 42 lbs. 36 lbs. lñtëridr E 18 lbs. 42 lbs. 36 lbs. lritëribr F 18 lbs. 42 lbs. 36 lbs. SöTithërn •, G. 6 lbs. 14 lbs. 12 lbs. SôCithñi H 6 lbs. 14 lbs. 12 lbs. S6j,thrn I 6 lbs. 14 lbs. 12 lbs. ForChecking 1 108 lbs. 252 lbs. 216 lbs. -- Tab e 6.1-A Extreme Point Load Summary Ballast Block Point Load Summary - (LB/Single Block Applied at Tray Location) Location Point Loads (lb/single block) at each Tray Location Tray 1 Tray 2 Tray 3 Tray 4 Tray 5 Northern A - 11 lbs. :Northern B 51b5. 16 lbs. -lritirior C 11 lbs. Interior • D 5 lbs. fritériór E 11 lbs. Interior. F 5 lbs. SóUthèrñ G Sáutherri H 8 lbs. Southern I 8 lbs. Table 6.1-B Single Block Point Load Summary PanelCiaw, Inc., 1570 Osgood StreeSuite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com 9 9.751 Fat p 6bs w (i-*- Z'~) r/ir 4 Borrego Solar Systems, Inc. Project: y AN 0a (M Sheet #:• 10 www.borregosolar.com Subject: T: (888) 898-6273 Designed By: Date: BORREGO SOLAR F: (888) 843-6778 Revised By: Date: 9'p-0 p XUF- L I 6-to E-T ~'/'s ~- 0 TZ o (o.3) rw =(o.3)(o5) () w o. Zo) it. 110 © 2011 Borrego Solar Systems, Inc. Borrego Solar Systems, Inc. Project: Sheet #: www borregosolar corn Subject T: (888) 8986273 Designed By Date: BORREGO SOLAR F: (888) 843-6778 Revised By: Date: Ar L \Al 16 1OT /855 i4t c1 22S IS Borrego Solar Systems, Inc. www.borregosolar.com Project: Sheet U: Subject: Designed By: Date: -J 1: (888) 898-6273 BORREGO SOLAR F: (888) 843-6778 Revised By: Date: - w \f ,\ )L R) (3)( 5) - ~_E(SO L C,) - 210 - C.-L 1175 /25 LCflo,JJ ho £ c 801L IM E. Coo Ii. P £t 1 C710 fti tE j © 2011 Borrego Solar Systems, Inc. Borrego Solar Systems, Inc. Project: Sheet U: www.borregosolar.com Subject: T: (888) 898-6273 Designed By: Date: BORREGO SOLAR F: (888) 843-6778 Revised By: Date: 4 I' A 22: )Q' 5'.S') --ThL CoL -cM- 16 v r ---t=- / 13 E.J1 W ( Z 50 iS f 5'0 t - z) ' tf 1 Ce-____ o2 CoL - Be © 2011 Borrego Solar Systems, Inc. Borrego Solar Systems, Inc. Project: - www.borregosolar.com Subject: - T: (888) 898-6273 Designed By: BORREGO SOLAR F: (888) 843-6778 Revised By: Sheet #: Date: Date: ri Em CK 19 -_;E Z2-) S F IS-M i C- ~Az = + --~ / 18 = Q)k © 2011 Borrego Solar Systems, Inc. Borrego Solar Systems, Inc. Project: www.borregosolar.com Subject: 1: (888) 898-6273 Designed By: BORREGO SOLAR F: (888) 843-6778 Revised By: c& Armcpv r F Date: Date: Sheet #: t1k. d ,4& 'L8,o- •2f 1/3t NZ IN Vt 305 -93 - v. v' -QL3 vi 0 2011 Borrego Solar Systems, Inc. CARUSO TURLEY SCOTT structural engineers STRUCTURAL ENGINEERING EXPERTS PARTNERS Richard Turley, SE Péul Scott, PE, SE Sandra Herd, PE, SE, LEED AP Chris Atkinson, PE, SE, LEED AP Thomas Morris, PE, LEED AP Richard Dahlmann, PE, SE Troy Turley, PE, SE, LEED AP PROFESSIONAL REGISTRATION 50 States Washington D.C. U.S. Virin Islands Puerto Rico Job No. 18-242-1489 Sheet No. Cover By KJN/PGS Date 2/27/18 / CLIENT I Qc! panei . claw / 00 1570 Osgood Street . z Suite 2100 . 0 North Andover, MA 01845 05 ow C) —Jo DD(IfT. F I%./.JL..¼# I. j LL .Mw 0 0 Ryan-Companies o I— Whiptail Loop LU Carlsbad, CA 92010 1 . 00 U <= GENERAL INFORMATION: 20I6CBC,ASCE7-10 BUILDING CODE: With SEAOC PVI -2012 and PV2-2012 ES ,A w 1215W. Rio Salado Pkwy. Suite 200 Tempe; AZ 85281 T: (480) 774-1700 F: (480) 774-1701 www.ctsaz.com 2/27/18 ' Date: February 27, 2018 Mr. Robert dough PaneiClaw 1570 Osgood Street, Ste 2100 North Andover, MA 01845 CARUSO RE: Evaluation of PanelClaw system TURLEY Project Name: Ryan Companies SCOTT CTS Job No.: 18-242-1489 consulting structural Per the request of Robert dough at ParteiClaw, CTS was asked to review the engineers PanelCiaw system with respect to the system's ability to resist uplift and sliding caused by wind and seismic loads. Wind Evaluation: PaneiClaw has provided CTS with wind tunnel testing performed by l.F.l (Institute for Industrial Aerodynamics) at the Aachen University of Applied Science. The system tested was the "Polar Bear lOdeg Gen Ill HD" system. This system consists of photovoltaic panels installed at a 10 degree tilt onto support assemblies. The support assemblies consist of a support frame for the PV panels, wind deflectors and areas for additional mass/weight as required for the ballast loads. YOUR VISION IS OUR MISSION PARTNERS 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 Richard D. Turley, PE Paul G. Scott, PE, SE building with and without parapets. The testing has resulted in pressure and/or Sandra J. Nerd, PE, SE force coefficients that were applied to the velocity pressure q in order to obtain Chris J. Atkinson, PE, SE 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. Thomas R. Moms, PE Richard A. Dahnann, PE Paneldlaw has provided CTS with the excel tool that was developed to obtain the uplift and sliding forces. CTS has reviewed this tool and the wind forces obtained to find that the amounts of ballast and mechanical attachments provided are within the values required. Furthermore, CTS agrees with the methodologies used to develop the uplift and sliding forces for the "Polar Bear lOdeg Gen Ill HO" system per the wind tunnel testing results. Seismic Evaluation: CTS was asked to review the Paneldlaw system to determine attachments required to resist seismic loading of the ballasted solar support system on the roof of the existing building. Following CBC Load Combination 16-16 and ASCE Section 12.4.2.3, the Dead Load value has been reduced by subtracting the vertical component of the seismic forces (0.6*0 - 0.14Sds*D). The contribution of friction has been further reduced by a factor of 0.7 in accordance with recommendations from SEAOC PVI -2012. 1215W. Rio Salado Pkwy. Suite 200 Utilizing this method, calculations have been provided for the number of Tempe, AZ 85281 mechanical attachments that are required to resist seismic forces that are applied T: (480) 774-1700 to the system. F: (480) 774-1701 www.ctsaz.com + CARUSO TURLEY SCOTT consulting structural engineers Conclusion Therefore, it has been determined that the system as provided by PaneiClaw is sufficient to resist both wind and seismic loads at this project. Please contact CTS with any questions regarding this letter or attachments. Respectfully,'ES UCT 8 Kyle Newquist Paul G. Scott, PE, SE Structural Designer: Partner 1215W. Rio Salado Pkwy. Suite 200 Tempe, AZ 85281 1: (480) 774-1700 F: (480) 774-1701 www.ctsaz.com YOUR VISION IS OUR MISSION PARTNERS Richard D. Turvy, PE Paul G. Scott, PE, SE Sandra J. Herd, PE, SE Chris J. Atkinson, PE, SE Thomas R. Moms, PE Richard A. Dahlmann, PE paneffffff claw" Partner Name: Borrego Solar Project Name: Ryan Companies Project Location: Whiptail Loop Carlsbad, CA, 92010 Racking System: Polar Bear Ill HD Structural Calculations for Roof-Mounted Solar Array Submittal Release: Rev 5 Engineering Seal ES CO E5 rn 2/27/18 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com 2/27/2018 Table of Contents: Section: Page # 1.0 Project Information 1.1 General 1 1.2 Building Information . 1 1.3 Structural Design Information 2.0 Snow Load . - 2 2.1 Snow Load Data . 2 2.2 Snow Load Per Module 2 3.0 Wind Load 3 3.1 Wind Load Data . 3 3.2 Roof/Array Zone Map 3 3.3 Wind Design Equations . . 3 4.0 Design Loads - Dead 4 4.1 Dead Load of the Arrays 4• 4.2 Racking System Dead Load Calculation . . 5 4.3 Module Assembly Dead Load Calculations Array 1 . . . 5 5.0 Design Loads - Wind . . 6 5.1.1 Global Wind Uplift Summary Table 6 5.1.2 Global Wind Shear Summary Table: . 7 6.0 Design Loads - Downward . . 8 6.1 Downward Wind Load Calculation 8 6.2 Racking Dimensions for Point Loads 8 6.3 Point Load Summary . 9 7.0 Design Loads - Seismic . .. . 10 7.1 Seismic Load Data . . -. 10 7.2 Seismic Design Equations . .., . 10 7.3 Lateral Seismic Force Check . . 11 7.4 Vertical Seismic Force Check . . 12 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.paneldaw.com panef fffff 2/2712018 claw,& ApDendix: I.F.I PCM11-4: Wind Loads on the solar ballasted roof mount system 'Polar Bear 10 deg Gen IIIHD' of PanelCiaw 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 PIRnelv7 claw® 1.0 Project Information: 1.1 General: Project Name: Ryan Companies Project Locaton: Whiptail Loop Carlsbad, CA, 92010 Racking System: Polar Bear III HO Module: LG Module Tilt: - 9.90 Module Width: 40.31 Module Length: 79.69 Module Area: 22.31 Ballast Block Weight = . 32.60 12 Building Information: LG395N2W-A5 degrees in. in. sq.ft. lbs. 2/27/2018 Height (ft) Roof Measurement N/S (ft.) . Roof Measurement E/W (ft.) Parapet Height (ft) Pitch (deg) Membrane Material Coeff. of Friction (it) .. Roof1 40 364 386 2.5 1 Asphalt 0.57 Roof 2 44 .163 717 2.5 1 Asphalt 0.57 Roof 3 44.5 212 - 963 2.5 1 Asphalt 0.57 1.3 Structural Design Information: . 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: 0 Short Period Spectral Resp. (5%) (Ss): 1.039 is Spectral Response (5%)(Si): - 0.404 .le= . 1 Ip= 1 PaneiClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com 1 pane ffffff 2/27f2018 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 = Pgtls = Q psf (ASCE 7.3.4) Snow Load on Array (SLA) = 0.00 psf Minimum Snow Load SLA Fig. 2.1 - Uniform Roof Snow Load on Array 2.2 Snow Load Per Module: Snow Load per Module (SLM) = Module Projected Area * SLA Where; Module Projected Area (Amp) = Module Area * Cos(Module Tilt) Where; Module Area = 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 setback a panelffffff claw®: 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 (A5CE.F!gur26.5-1A) Exposure Category: C (ASCE, S. 26.7.3) : Topographic Factor (Kzt) = 1 (ASCE, Fig. 26.8-1) Directionality Factor (Kd) = 0.85 (ASCE, Tobk 26.6-1) Exposure Coefficient (Kz) = 1.04 (ASCE, ruble 27.3-1) MR[ Reduction = 0.93 - (Eqn. C26.5-2) Velocity Pressure (qz) = 0.00256*Kz*KztKd*Vu2MR1e2 = 23.68 PSF (ASCE,Eqo.27.3-1) 3.2 Roof/ Array Zone Map: I For west winds with wind dlrectlonsfrom 180 2/27/2018 Typical Roof Zone Mapping for West Winds with Directions from 180 to 360 - Roof Zone Map Dimenlons per IFI Wind Tunnel Study Height (it) u(ft) L2 (ft) L3(ft) 14 (ft) L5 (it) L6 (it) L7 (it) La (it) Velocity Pressure (gz) 40.0 98.42 26558 62.34 3609 49.21 49.21 36.09 251.49 23.68 PSF 44.0 9842 64.58 62.34 3609 49.21 4921 3609 582.49 24.14 PSF 44.5 9842 113.58 . 62.34 3609 49.22 49.21 3609 828.49 24.14 PSF 3.3 wino uesien puatIons: WLupiittimoauie = qzAmC z,upu,t WLsi14t59i,4uie =qzAmCftysliding 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.panelclaw.com panelDffff claw® 2/27/2018 There are two categories of dead load used to perform the structural analysis of the PanelClaw rocking system; Dead Load of the Array (DLA) and Dead Load of the Components (DLC). DLA is defined as the weight of the entire array including all of the system components and total ballast used on the array. DLC is defined as the weight of the modules and the racking components within an array. The DLC does not include the ballast used to resist loads on this array. 4.1 Dead Load of the Arrays: Max. Allowable Pressure on Roof = Unknown Array Information Results Sub-Array Roof Sub-Array Numbers of DLC Sub-Array Sub-Array Roof Pressure (DLA( No. modules DLC (lbs.) DLA (lbs.) (lbs.)/module Area (Ft2) Pressure (DLC( (psf) (psf) Acceptable? Al-i 119 8,384 8,384 70 3,918 2.14 2.14 By others A-2 170 12,008 12,008 . 71 5,646 2.13 2.13 By others A1-2 136 9,736 9,736 72 4,520 2.15 2.15 By others C6-2 136 9,555 9,555 70 4,453 2.15 2.15 By others Ci 204 14,496 14,496 71 6,750 2.15 2.15 By others C4 187 13,298 13,298 71 6,188 2.15 2.15 By others C2 187 13,301 13,301 71 6,188 2.15 2.15 By others C3 187 13,301 13,301 71 6,188 2.15 2.15 By others CS 187 13,308 13,308 71 6,188 2.15 2.15 By others C6-1 119 8,475 8,475 71 3,940 2.15 2.15 By others B3 102 7,364 7,364 72 3.419 2.15 2.15 By others 81 102 7,364 7,364 72 3,419 2.15 2.15 By others 82 102 7,358 7,358 72 3.419 2.15 2.15 By others B4 102 7,364 7,364 72 3.419 2.15 2.15 By others 66 187 13,332 13,332 71 6,259 2.13 2.13 By others 85 1 102 1 7,358 1 7,358 72 3,419 2.15 1 215 1 By others Totals:1 2,329 1 166,004 1 166,004 Table 4.1 Array Dead Loads and Roof Pressures PaneiClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.paneIclaw.com 4 2/27/2018 ,pane ffffff claw® 4.0 Design Load - Dead (Cont.: RackingSystem: PolarBearlllHD 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= 2.47 lbs. 202 LONG BALLAST TRAY = 8.44 lbs. - 139 SHORT BALLAST TRAY = 3.99 lbs. 32 CLAWS(2)= 4.04 lbs. 119 MECHANICAL ATrACHMENT= 0.73 lbs. 95 MA Bracket = 2.32 lbs. 95 IG - 1G395N2W-A5 = 47.84 lbs. 119 Ballast Weight: CMU Ballast Block = 32.60 lbs. 0 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 61. Single Module + Racking System Weights: Nominal Assembly Weight Components Array Dead Load (DIC) = 8403 lbs. Module Assembly Dead Load (DLC) = Components Array Dead Load (DIC) / # Modules = 71 lbs. PanélClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelcIaw.com 5 panelffffff claw® 2/27/2018 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. Assumed Allowable Mechanical Attachment Strength = 250.00 lbs. 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 Al-1 18,020 8,384 95 23,750 2.97 01< A-2 23,023 12,008 129 32,2.50 3.20 OK A1-2 16,503 9,736 114 28,500 3.86 OK C6-2 23,187 9,555 112 28,000 2.70 OK Cl 29,066 14,496 162 40,500 3.15 OK C4 18,065 13,298 148 37,000 4.64 OK C2 18,065 13,301 149 37,250 4.66 OK C3 18,032 13,301 149 37,250 4.67 OK CS 18,032 13,308 151 37,750 4.72 OK C6-1 11,951 8,475 97 24,250 4.56 OK B3 11,343 7,364 87 21,750 4.28 OK 81 16,040 7,364 87 21,750 3.03 OK 82 11,671 7,358 85 21,250 4.09 OK 84 11,343 7,364 87 21,750 4.28 OK 86 26,839 13,332 146 36,500 3.09 OK 135 1 11,345 7,358 1 85 1 21,250 4.20 OK Totals: 1 282,525 lbs. 1 166,004 lbs. 1 1883 1 470,750 lbs. rable 5.1 Summary of Mechanical Attachment Requirements * Back calculated factor of safety provided to determine factor of safety applied to dead loud in lieu 010.6 In 85CR 7-10 equation 7, BACK CAICLUATED SAFETY FACTOR- (DEAD LOAO+MECI4ANICALATTACHMENT)/1.6(WiND LOAD PaneiClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelcIaw.com 6 2/27/2018 panel### c aw 5.0 Design Loads - Wind (Cont) 5.1.2 Global Wind Shear Sumna Table: Assumed Allowable Mechanical Attachment Strength = 250.00 lbs. 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 Al-1 11,491 5,217 8,384 95 23750 2.59 OK A-2 13,808 6,370 12,008 129 32250 2.95 OK A1-2 11,328 4,800 9,736 114 28500 3.23 OK C6-2 13,296 6,648 9,555 112 28000 2.51 OK Cl 15,813 8,106 14,496 162 40500 3.05 OK C4 8,238 4,520 13,298 148 37000 5.19 OK C2 8,238 4,520 13,301 149 37250 5.21 OK C3 8,228 4,585 13,301 149 37250 5.18 OK Cs 8,228 4,585 13,308 151 37750 5.23 OK C64 5,538 3,139 8,475 97 24250 4.94 OK B3 8,348 3,866 7,364 87 21750 3.21 OK Bi 10,544 5,042 7,364 87 21750 2.50 01< B2 8,612 3,849 7,358 85 21250 3.10 OK 84 8,348 3,866 7,364 87 21750 3.21 OK 86 17,883 8,186 13,332 146 36500 2.58 OK B5 1 8,116 3,849 7,358 85 21250 3.21 OK Totals: 1 166,057 lbs. 81,148 lbs. 166,004 lbs. 1883 470750 Table 5.2 Summary of Mechanical Attachment Requirements. C Back calculated facto, of safety provided to deteresine factor of safety applied to dead load in lies of 0.6 In aSCE 7.10 equation 7, BACK CALCLUATED SAFETY FACTOR= (DEAD IOAD*MECHANICAI ATTACHMENT(/U(.6)WIND SHEAR/FRICTTON)+(.6(WINDUPUFT( - 4 .. PanelCiaw, lnc.,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 = panelifffff claw 2/27/2018 6.0 Design Loads - Downward: 6.1 Downward Wind Load Calculation: WL1 = q,* Am * Cf z *Cos B Where: qz= 24.14 psf Am= 22.31sq.ft. (Single Module Area) 8= 9.90 deg. Cf z = 0.30 (Inward) Cf2 = 0.30 (Inward with snow) WL1 (no snow) = 159 Ibs./module WL1 (with snow) = 159 Ibs./module Contact Pad by Location: A = Northern B = Northern C= Interior 0 = Interior E = Southern F= Southern (Ref. Pg. 3, Wind Load) (Ref. Pg. 1, Project Information) (Ref. Pg. 1, Project Information) (ASCE 7-10 figure 30.4-2A) (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 2/27/2018 6.0 Design Loads - _Downward (CONTi: 6.2 Racking Dimensions for Point Loads (Cont.): Tray 1: 0 Trayj 0 - Tray 3: 0 . Tray 4: 0 ;J 19.1 X1 i x3 1;x1 I 1 x2 17.5 19 A B C D E Section A-A Distances Between SUDDOrtS (Unless Noted): Xl = 34.25 in. . X2 = 14.33 in. . . X3 = 21.77 in. 6.3 Point Load Summary: DLsys= ZZ Total DL (Varies on location and ballast quantity) SLm 0 lbs/module . Wlin (no snow) = 159 lbs/module Wlin (with snow) = 159 lbs/module F G H I Extreme Point Load Summary Table load combinations (ASD) Location Load DL + SLm DL + 0.6 X Wlin DL + 0.75 X SLm + 0.75(0.6 X Min Northern A 9 lbs. 21 lbs. 18 lbs. Northêrn B 9 lbs. 21 lbs. 18 lbs. lnt&riôr. C 18 lbs. 42 lbs. 36 lbs. Interior D 18 lbs. 42 lbs. 36 lbs. •••Interior E 18 lbs. 42 lbs. 36 lbs. ,Jntior F 18 lbs. 42 lbs. 36 lbs. .SóUthëin G 6 lbs. 14 lbs. 12 lbs. 'Southern H 6 lbs. 14 lbs. 12 lbs. Southern I 6 lbs. 14 lbs. 12 lbs. For Checking 1 108 lbs. 252 lbs. 216 lbs. Table 6.1-A Extreme Point Load Summary Ballast Block Point Load Summary - (LB/Single Block Applied at Tray Location) Location Point Loads (lb/single block) at each Tray Location Tray 1 Tray 2 Tray 3 Tray 4 Tray 5 NOrtherh A 11 lbs. Nththérñ B 5 lbs. 16 lbs. Interior C 11 lbs. Interior, 0 5 lbs. Interior E 11 lbs. Interior F 5 lbs. Southern • G Southern H 8 lbs. Southern I 8 lbs. Table 6.1-B Single Block Point Load Summary - - . • PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.paneIclaw.com 9 paneffffif claw" 2/27/2018 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): 1.039 is Spectral Response (5%)(S1): 0.404 Bldg. Seismic Imp. Factor (le) = 1 Site Coefficient (Fa) = 1.0844 Site Coefficient (Fv) = 1.596 Adj. MCE Spec. Resp. (Short) (Sms)= Fa*Ss = 1.1266916 Adj. MCE Spec. Resp. (1 sec.)(Sm1) = Fv*Si = 0.644784 Short Period Spectral Response (Sds) = 2/3(Sms) = 0.75 One Second Spectral Response (Sd1) = 2/3(Sm1) = 0.429856 Component Seismic Imp. Factor (Ip) = 1 Repsonse Modification Factor (Rp) = 2.5 Amplification Factor (ap) = 1 7.2 Seismic Design Equations: - O.4aPSD Lateral Force (Fj,) - P 1+2(z )) 'I' Jp (Ref. Pg. 1, Project Information) (ASCE, Tables 11.6-1 and 11.6-2) (Ref. Pg. 1, Project Information) (Ref. Pg. 1, Project Information) (ASCE, Table 1.5-2) (ASCE, Table 11.4-1) (ASCE, Table 11.4-2) (ASCE, Eqn. 11.4-1) (ASCE, Eqn. 11.4-2) (ASCE, Eqn. 11.4-3) (ASCE, Eqn. 11.4-4) (ASCE, Sec. 13.1.3) (ASCE, Table 13.6-1) (ASCE, Table 13.6-1) (ASCE, Eqn. 13.3-1) FpLmin = 0.3SDSIPWp (ASCE, Eqn. 13.3-3) FpLmax = 1.6SDsIpWp (ASCE, Eqn. 13.3-2) Vertical Force (FPV) = ±[0.20SDSI4',] (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%. PanelCiaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelcIaw.com 10 ane l w 2/27/2018 O• claw® 7.0 Design Loads - Seismic (conti 7.3 Lateral Seismic Force Check: The necesity to add mechanical attachments can arrise 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.. Assumed Allowable Mechanical Attachment Lateral Strength = 250 Nomenclature: WP = Sub-Array Weight - FpI= Lateral Seismic Force - Fei= Lateral Seismic Resisting Force Array Information Lateral Force Verification Results Sub-Array 0.7 FPL - FRI MA's MA's No. Wp (lbs.) FPL (lbs.) FRI (lbs.) (lbs.) Required Provided Acceptable Al-i 8,384 3,023 1,655 461 2 95 Yes A-2 12,008 4,330 21371 660 3 129 Yes A1-2 9,736 3,510 1,922 535 3 114 Yes C6-2 9,555 3,445 11887 525 3 112 Yes Cl 14,496 5,226 2,862 796 4 162 Yes C4 13,298 4,795 2,626 731 3 148 Yes C2 13,301 4,796 2,626 - 731 3 149 Yes C3 13,301 4,796 2,626 731 3 149 Yes CS 13,308 4,798 2,627 731 3 151 Yes C6-1 8,475 3,056 1,673 466 2 97 Yes B3 7,364 2,655 1,454 405 2 87 'Yes B1 7,364 2,655 1,454 405 2 87 Yes B2 7,358 2,653 1,453 404 • 2 • 85 Yes B4 7,364 2,655 1,454 405 2 87 Yes' 86 13332 4,807 2,632 732 3 146 Yes B5 7,358 2,653 1,453 404' 2 85 Yes Totals:1 166004 lbs. I 59851 lbs. 1. 32776 lbs 9120 lbs. 1 42 1 1883 Table 7.1 -Summary of Mechanical Attachment Requirements * MA's Required 0.7 Fpi-FRi/MA strength a PanelCiaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.paneIclaw.com 11 panelffffff claw® 11 2/2.7/2018 7.4 Vertical Seismic Force Check: Assumed Allowable Mechanical Attachment Vertical Strength = 250 lbs. Nomenclature: WP = Sub-Array Weight FPV = Vertical Seismic Force FRV = Vertical Seismic Resisting Force Array Information Vertical Force Verification Results 0.7 FPv - Fsv Required Total MA's Array No. Wp (lbs.) FPv (lbs.) FRy (lbs.) (lbs.) MA's Provided Acceptable Al-1 8,384 1,259 5,030 -4,149 0 95 Yes A-2 12,008 1,804 7,205 -5,942 0 129 Yes A1-2 9,736 1,463 5,842 -4,818 0 114 Yes C6-2 9,555 1,435 5,733 -4,728 0 112 Yes Cl 14,496 2,178 8,698 -7,173 0 162 Yes C4 13,298 1,998 7,979 -6,581 0 148 Yes C2 13,301 1,998 7,981 -6,582 0 149 Yes C3 13,301 1,998 7,981 -6,582 0 149 Yes CS 13,308 1,999 7,985 -6,585 0 151 Yes C6-1 8,475 1,273 5,085 -4,194 0 97 Yes B3 7,364 1,106 4,418 -3,644 0 87 Yes Bi 7,364 1,106 4,418 -3,644 0 87 Yes B2 7,358 1,105 4,415 -3,641 0 85 Yes 84 7,364 1,106 4,418 -3,644 0 87 Yes B6 13,332 2,003 7,999 -6,597 0 146 Yes 135 1 7,358 1 1,105 4,415 1 -3,641 1 0 1 85 Yes Totals:j 166004 lbs. 1 24938 lbs. 1 99603 lbs. 1 -82146 lbs. 1 0 1 1883 Table7.2 - Summary of Mechanical Attachment Requirements * MA's Required = 0.7 FPV - FRy/MA strength PaneiClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelcIaw.com 12 panelMff claw® ' 2/27/2018 yi~//Vvv Fi"'i"H HochschiIe Aachen I .L InSUd raY MusWeauWynnaft GinCH ITIIm at Aen LPsIiy Wkd adefon Wkfflhl 74 Aactien, Giniy A +49(0)MJBMOM Fa +434jfj77O Em: Mda Client: ParielCiaw Inc., North Andover, MA 01845, USA Report No: PCMII-4 Date: 0212512016 Wind loads on the solar ballasted roof mount system ,,Polar Bear lOdeg Gen Ill HD" of PaneiClaw Inc. Design wind loads for uplift and sliding according to the ASCE 7-10 Reviewed by: Dr.-lng. Th. Kray (Head ofdeparUneri of PV wind oathng) Prepared by: / Dipl.-lng. (FH) J. Paul (Consuftnt far wkWIoadJ S,r40e AXrM AYffted Tt r- CatMalkn Sodr KIvtY1). C!Ar R -0. U!0 I1)AH DEZ 29)000001)0474400 0.1 EWp00n M00I!d Pt2iYL roil!n $c1nLc P9y scald !r. AA53E)0 0)00 icc fdf'ç IDCPR Pm) Oig fl.Gnrflnmmi PnE 01.-mo H Fun Mta00d-4,1)thm Cicccxic br700001 Pm) k mo TI HYJIOO I91312 Far or VA; DE121t074t o00 .rcI, leotrç Pral Or 4ho H L Gmoom). Pm). Cr -'o. C. Krnic Ae,y Lteroe NJobm 7A 24037 FWnm Pci! PaneiClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix A 2/27/2018 V. I.F.I. tnetttut für lfldust,ieaerodytamkGmbH Wind tunnel tests were conducted on the"Polar Bear lOdeg Gen Ill FlIT solar ballasted roof mount system of PanelClaw Inc. The tests were performed at ii.F.i. institut für lndustrieaeródynarnik G.rnbH •(nstitute for Industrial Aerodynamics), Institute at the Aachen University of Applied Sciences in accordance with the test procedures desonbed in ASCE 7-1`0 chapter 31 and in accordance with the specifications of ASCE 4942 The array assemblies of the solar ballasted' roof mount system 'Polar Bear todeg Gen Ill H07 with tilt angles of lodeg are depicted in Figure 1 and Figure 2. The system is available In fully deflected and partidily, deflected configurations., Figure 1: Array assembly of the fiifly delldcted solar baalasted roof mount system Polar Bear lOdeg Gen Ill H with a module fill angle of iOck Testing was carried out with a surface roughness of the fetch. in the boundary layer wind tunnel equivalent to.r. open country (Eposure C according to ASCESE]I 7-10) and for a total of 11 building configurations with sharp roof edges and with parapets of varying height- Figure 3 shows one sharp-edged flat-roofed building model including the view of the fetch in the large LF.L boundary layer wind tunnel. in Figure 4 a close-up of the PolarBear tOdeg Gen Ill HO solar ballasted roof mount system is Report No:PCMIO.2 Wind loads on the solar ballasted roof mount system ,,Polaz Bear lOdeg Gen Ill HD of PanelClaw tnc Design wind loads for uplift and sliding according to the ASCE 7.10 oaot PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.49001 (978) 688.5100 fax • www.panelclaw.com Appendix A panel### claw® ' 2/27/2018 I.F.I. lntitut fur industrieaerodynarnikGmbfl depicted. Pressure coefficients were provided for normalizedloaded areas of varying size, seven roof zones and eight array zones. Loaded areas scale with building dimensions and are valid, for flat-roofed buildings with a minimum setback of tOrn from the root edges. The pressure coefficients may be multiplied by the design velocity pressure qz, determined depending on the wind zone, the exposure category and the roof height in accordance with the American standard ASCE1SEI 7-10 to determine the wind loads on the solar system. Figure 2- Army assembly of the peiiiy deflected solar ballasted roof mount system Polar Bear Wdeg Gen III RDr with a module lilt angle at IC)deg The test results are likely to be appropriate for upwind Exposures B. C and D on flat- roofed buildings, assuming use in compliance with ASCE!SEI 7-10, Chapter 30.1.3. From these results it is possible to calculate the design ballast for uplift and sliding safety - sliding of solar elements occurs if the aerodynamic 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 7. Repaint No;:PCMIO.2 Wind loads on the solar ballasted roof mount syslern Polar Bear lodeg Gen ILl Hi)" of PaneiClaw inc. Oesfgn wind loads for uplift and sliding according to the ASCE 7-10 PaneiClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix A .pane 2/27/2018 AW FJJIJ I F I institut fur lndustrieaerodynamk GmbH -4 - The pressure coefficients were determined for a setup where wind direction 0° corresponded to wind blowing on the north façade of the flat-rooted! building. However, the results may be applied if the main axis of the array Is not skewed more than 15° with the building edges. Figure 3: Wind lunnet moder of the -flat-roofed butkng with the solar ballasted roof mount system Polar Bear lOdeg Gen Ill HE) with a mode lilt ane of lodeg mounted on the turntable inducing ot the fetch in the large LFJ. boundary layer wincliinnel: 8x12 array tn[tie sauiti-east roof portion The present design loads for wind actions apply without restriction to solar arrays deployed on low-rise buildings as defined in section 26.2 of ASGE 7-10. The wind tunnel testing also applies to buildings higher than 18.3 m (60 tE) which are considered rigid. A building may always be assumed as rigid if it is at least as wide as it is high. The pressure ooefficents determined from the wind tunnel tests show that the system in question needs very little ballast in the array interior. The sliding and uplift loads exerted by the wind on the modules are small due to the arrangement in tows 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 measurements carried out, this may be done directly by increasing the ballast locally on the array Report No.: PCMI0.2 Wind loads on the solar ballasted roof mount system Polar Bear likieg Gen Ill HE) of PaneiClawinc. Design wind loads for uplift and sliding according to the ASCE 7-10 %L2O1 PaneiClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 9 (978) 688.5100 fax • www.panelclaw.com Appendix A panel### claw® 2/2?/2018 IF.L tntftut tir lndueaerodynaiiukGrnbH -5 edges or carriers as well as - in the arrangement of rows and space between the. rows - by largely redistributing the ballast. However. in the latter case the structural requirements for the load transfer through the support system are higher, as a corner module lifted off the roof has to be held in place by the adjacent modules. As stated in ASIDE 7-10, section C 26.12 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. Figure 4:. Close-up of the 8x12 array of the solar ballasted root mount system 'Polar Bear lfldeg Gen Ill HD' with a module IN angle at lOg Details of the wind tunnel testing and of the analysis can be found in the long version of the report PCM11 -2-2. Report: P1o: FCMI0.2 Wind loads on the sotarbalLasted roof mount system .,Polar Bear IOdeg Gen 1111 1,10" of PanelCiaw Inc. ,Design wind loads for uplift and sibdinig according to the ASCE 740 o5ta'2O1 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax 9 www.panelclaw.com Appendix A panel### claw® 2/27/2018 Chapter 13 SEISMIC DESIGN REQUIREMENTS FOR NONSTRUCTURAL COMPONENTS i3.I GENERAL 13.11 Seopi This chsptei establishes minimum design ciileth for nonstnicisral c4mitpotionts that arc permanently attached to structures and (or tlwtr supports and attachescalt. Whce the eigln of a reainatomil component is garaler than Cr esuat to 25 percent of thc elTeclive sebouc weight. W. oldie siructure as defined in Section 12.7.2. the component shall he classified as a s nisuilding etnacture and shall be designed in wxordancr with Section 15.11. 13.1.1 Seismic Design Category For the purposes of this chapter, nanainariural components shall be assigned to the slime seismic ksiws catreury as the structure that they occupy or to which they arc attached. 13.13 Component Importance Factor AU components shall & assigned a coenponeal importance factor as indicated in this section. The component Importance factor, 1, shall he taken as 1.5 if any of the following COndiLIOCS apply: I. The component is required to ñusciiois for life-safety purposes slier an earthquake, including lire protection sprinkler systems and eitss stairwas. The cvmpaeient cuiwr)3, supports, or othernise contains toxic. highly toxic. oa'explosive sub- slances where Jar quanlity of the material exceeds a threshold quantity established by the authority lasrina jurisdiction and is sellicient to pose ii threat in the public If released. The component is in or attached to a Risk Cot- eecrry IV structure and it is needed for continued openitioc of the facility or its failure could impair the' coeiuniaeri upcTsimn of the facility. The colnpocteol convejs. supports, or cdhrrtsisc contains hazardous. substances and is atiached to a Sinsetlare or portion thereof classified bv the authority having jiuiacliciion as a hassnious occupancy. All tithes components shall be acticard a curlapossellt importaise factor. I, equal to I.D. 13.1.4 Eaernaplkaias The following nonatructairni components we rscm$ from the requirenienta of this secilon: Furniture Iexceg4 storage cabinets as noted In Table 13.5-I). 1 Tenipoezry or movable equipment. ArthitecLoral cnnapoments its Seismic Design Category E other than parapets supported by beaning walls or shear walls provided that the component insportance factor, i, is equal to Iii. 4. Mechanical and electrical components in Seismic Design Category B. S. Mechanical and electrical cunqlonents in Seismic Design Category C provided that the componcati importance factor, I, is equal to Ill. o. Mechanical and electrical components in Seismic Design Categories D. E. or F when aU of the following apply: The component importance lciar, I,. is equal to The conrpoment Is positis'dy snitched tis the 5*llictllre: Flexible csanneciions we provided between the component rmd,sssncisied ductwork, piping, and conduit: and either L The component weighs 41)0 1b41.780 N) or Jess and has a center of mass located 4 fl 11.22 m)or ks shove the, adjacent Ilisir lead: or ii. The component weighs 2!) lb I S9 NI or kits or, in the case of ii disiribuied as-stem, 5 lb/ft 113 Nfm)tar less. 13.13 Applkmtlisra of Nossstruchsral Convptsnsnt Requirements to Nsobuildlssg Structures Nunhuilding structures (including slur.kge racks and tanks) that are supported by other sintetures shall be designed in accordance sith Chapter 15. Where Sedioti 153 requires that seismic forces be detensiined in accordance vaith ChaplerI3 arid salues for 1?,, are not provided in Table 135-I or 131,-I. k, shall be taken as equal to tite value or II listed in Section IS. The a'ahie or 44 shall be deter. mined in accordance mith footnote a of Table 1 3.5- 1 or 13.6- 1. PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900. (978) 688.5100 fax • www.panelclaw.com Appendix B 2/27/2018 dia'All that the component is inhrrehUy nspged by cnlnpuri.caii with similar scisnsicailv qualified components. E idnace densnnorstecntiplizmce with this requirement shall be submitted for appiisvat to the authority hasib litiodieLion after review and acceptance by it registered design professional. 2. Coiriponeals ssith hazankaus substances mid assigned a ceinspoasern imp ulance factor. li.. of I-,- in accordance with Section 1113 sha.0 be certified by the manufacturer as in ialaiasing coaslniimirot following the design mushquake ground motion by (I) analysis. (21 approved shake lable leslirag in accordance with Section 13.2.5. or (3) experience data in accordance with Section 13.2.0. Evidence demonstrating counplioce with this requirement shall be submitted for approval to the authority basing jurisdiction after review and acceptance by a regislered dedps pmfcssiona . - 13.23 Consequential Damage The fimetionuit and physical interrelatiuoship of components. their supports, and sheir-effeel cii each other shall he considered so that the failure of an essential or nonessential architectural. mechanicaL or elecirkal component shall riot cause the failure of an essential iurhitcciur.al mechanicaL or electrical component. 13.2.4 Flexibility The design and evaluation of components. their supports, and their utstathmenta shall consider their ticaibilily as wed as their slrength. 13.2.5 TestIng Alternative for Snianile Capacity Iktermlnrstkm As an alternative to the analytical require mehts of Sections 112 through 13.0. tesstag shaLl be deemed or mii an acceptable method to dlce the seismiC capacity -of csllnpclsenta and their sUpports and ntaaclullelLls. SeiriiiictuziIittration by testing based a-pots a nat qnali .rceornized testing standard prrtce- dine. such as (CC- ES AC ISO. acccptsbk tti the authority ha'inrjatrisdiclion shall bedeesoed to satJsf' use design and esahiatioti require tslentt provided that the nubstsuiiiaxesl seismic capacities equal or exceed the seismic demandi determined in accordance with Sections 13.3.1 and 13.32. 13.2.0 11apmlrneis Data Altt'riutllve for Seismic Capacity Dminsstton As an alternative to the analytical requircuseota of Sections 13.2 through 13.0. use of espefaence data MINIM tiM DESIGN t.aiss shall be deemed as an accepiahk method t sklenmnL the sesniJc capac-its of components sail their supports and astachinetits Seismic qualification by experience data based upon nationally recognized procedures acceptable to the authority having jurisdic- lion shall be deemed to satisfy the design and evalua- tion require.messs provided that the substantiated seismic capacities equal or exceed the seismic demands determined its accordance with Sections 133.1 and 13.32. 13.2.7 Construction Documents Where design of nonatruciural components or their supports and attachments is required by Table 13.2-1, such design shall be shown in. construction documents prepared by it registered design profes- sional for use by the owner, authorities having jurisdiction- cuntiactors. stud inspeciors. Such dscsa- menis shah include a quality assurance plan if :equired by Appendix I IA. 133 SEISMIC DEMANDS ON NONSTRUCTURAL COMPONENTS 13.3.1 SeIsmic Design Furet The horirusasal seismic design force lF,j shall be applied as the component's center of gravist- and distributed relative to the coruapolsents mass distribsi. lion and shall be detemsined in accordance with Eq. 133-I: F, (1+2) 113.3-1 F, is not required to be taken as master than F.w l.fliSsJ,W,, 113.3-21 and F, shall not he sulsen us hiss than 1133-31 where F, = seismic design force = spectral usceeleestirsa, abort period, as detrcmined from Section 11.4.4 a, = component amplification, [actor that varies from 1.011 to 2.50 laded apprafirriate 'slur Irons Table 33-1 or 13.0-1) I,. = component importance (actor that varies from Itt) to 11.50 (see Section 13.t.3) = conipotacrit operating weight 113 PaneiClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900. (978) 688.5100 fax • www.panelclaw.com Appendix B panel### ciaw® - 2/2/018 The effects of seismic reIatic &sl,lacemenls shall be considered in combination 'ith displacements caused by other loads as xpn,ziatt. 13.4 NONSTRUCTURAI. COMPONENT ANCHORAGE Nonslnscturai components and their supports shall be atinched or anchor ecli ID the stnturr in accordance with the requirements of this section and the attsch- ritent shall satisfy the requirements for the parent material as set forth elsewhere in this standard, Component attachments shall he bolted, welded, or otherwise pønilivclv fs[ened wiihoui consideration of Frictional resistance produced by the effects of gravity. A eciclinuoiss Load path of sufficient sisengtb and stifFness between the component and the support lag structure shall be pros'idcd, Local ckmertts of the structure including connections shall be &ttgrued sod cosminicted COT the component forces where they control the design of the elements or their connections. The colnponersL forces shall be those dctenninml in SecLioti 13,3.1. except that modilics- IjuOs to F, and R, due to anchorage conditions need not he considered. Thr design documents shall include sultidesi information relating to the attach- rnenls to verily compliance with lIar requirements OF this section, 13.4.1 Design Force In the Allnelsnient The force in The au.,ciunent SILILI be detetissined irsisesl on the prescribed forces and displacements for the cirrupone at as determined In Sections 133.1 and 13.3,2, except that Rr shall not be taken as larger than Li. 13.4.2 Anchors in Crsraertht or Masonry. 1342J Anther.r in Concrete Anchors in concrete shall be desicired in accor- dance with Appendix DofACF3lL 114.2.2 Anchors in Mornjsry Anchors in mastmrt shall be designed in acror- dance with TMS 4021AC1 5113/ASCE 5. Anchors shill be designed lobe governed by I he tensile or shear strength of a ductile steel element. IiXClil'flON Anchors sisalhibe permitted to be desitrmed so that the aitachnient that the anchor is connecting in the stricture undergoes ductile yielding at a kind le'eI cuwespcmding to anchor forces not creator than their design strength- or the minimum MtIMUM DESIGN LOADS design strength of the anichurs shall be it least 2.5 times the factored forces imazismiited by the component. 13.4.13 P031-huiralkd Anchors in Concrete srnd Mareairy POsI-insLihled usichors in concrete chtll be prequatified let-seismic applications in acconlance with ACt 355.2 or other approved qualification procedures. Post-installed anchors in masonry shall be prequahi&d lot- seismic applications in accordance with approved qiratlltcation procedures. 13.43 lnstaullnstirm Conditions Determination of forces in uttarlsments shill take into account the expected conditions of installation including eccentricities mid prying: effects. 13A4 Mol(lpisAltoch,nsenls t)eterimnation of force distribution of multiple attachments at one location shall tahe into accosmsl the stlTness and ductility of the componem contpooenl supports, attachments. and structure and the ability to redistribute kinds to other attachments in the gmup. Designs of anchorage in concrete in accordance with Appendix 0 of ACI 3 18 shall be considered to satisfy This requirement. 13.43 Fossrr Actuated Fasteners Pnwer actuated Fasteners in concrete or steel shill not be used for sustained tension Loads or for brace sppbicsiirans in Seismic fleslgnCategories D. E. or F unless approved for seismic loading. Power actuated fasteners in masonry are not pertained unless approved for seismic loading. EXCEPTION: Power actuated fasteners in concrete used for support of acoustical We or Lay-in panel suspended ceiling spplicatlurris and distributed systems where the sen ice kind on any individual Fastener does not exceed 99 lb 409 NI. Power actuated fatteners in steel where the service hiatt On any individual fastener does not exceed 259 lb 41.112 N. 13.4.6 Friction Clips Friction clips in Seismic Design Categories D..12 or Falnall not be used for supporting sustained loads in addition to resisting seismic (users. C-1pe beam and large fiance clsurispa are permitted for hangers provided they are equipped with restraining strips equivalent In those sped tiesl in NFPA 13. Section 9.3.7. Lock mnla or equivalent shall be provided to prevent looseisins or threaded connections. 'It PaneiClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix B panelffgff Claw. 2/27/2018 laterally braced to the buildunE structure. Such In-acing shall he independent of *y ceiling Lterai Torre bracing. Braring. shall be spaced to limit hurisontitl deflection at the partition head to be censpatibk with cci line deflection lequire.nienLc as determined in Section I 15A for suspended ceilines stud elsewhere in this section for other Systems- EXCEPTION: Partitions tissit inert all of the following ouniliiiotis I. The partition height does not exceed SI it 42,740 mmj. The IU1CST weight of the partition does not exceed the product of 10 lb 40.479 IN) times the height (ft vrm)of the partition. The partition horizontal seismic load does, oqt exceed p-if 40.24 kNMi4. I3.5Jt2 Gins's Glass in iibszc1 parlsttons 51130 be designed and installed in seciirduncr with SectIon, 13.5.9. 13.9 Glass to Glared Curtain Walls, Glazed. Storefronts, . and Glazed Partitions 133.93 Genmu Glass is dazed curtain walla. glazed storefronts. and glazed partitions shall meet the, relative displace.- talent requirensent of Eq. 13.5-I th, ~ 1.2511'), (133-If or 05 in. 413 mm), whichever is ereater nlsrre: the relative seismic dispLnensent (drift) us which glass fallout from lie cuflnin wall, storefront wall, or partition ceclers (Section 133.9.2) 0, = the rdatire seismic dispLacement that the component must be designed to accommodate (Seclion 13.2.2.!). 0, shall be applied over the height of the glass component under consideration 1. = the importance factor determined in areas- dance with Section 11.5.1 EXCEPTION: I. Glass wills sufficient dearanecs from its frame such that physical contact between the glass and frame wit! net occur at the design drift, as demon- stratrd by Eq. I3.52, need not coisiply with this requirement: i3.=.2 1.250, (13.5-2) tttMtJM I3tSt0c LOAOS where = reLtti-oc botizetnial. 4diiftt displiteetneni, measured over the height of the glass panel unties- CURACIUMIlioR, n4tic1s causes initial glass-to-frame contact. For rectangular glass panels within a rectangular wall frame = I + -a-. where 1, tit,tij !r. = the heidti of the rectangular glass panel = the width of the rectangular glass parse! V. = the average. of the clearances Igups) on both sides between the vertical class, edges and the frame cT = the average of the clearance's (gaps) top and bottom. bet wren the horizontal glass edges and the Iranse Fully tempered monolithic glass in kia& Categories 111. and RI located no mare than IC 11 (3m! abase a walking surface need not coinph with this requirement. Annealed or heat-stretsglhened laminated glass in single' thickness with isitertayer no less than ['.030 in. (11.la mrkj that is captured mechanically in a wall system glazing pocket, and whose perijaseter is secured to the frame by a wet glazed gunabte curing elasicunerk tealazii pezirneter bead of 03 in. 413 null) Immn]Lim glass contact wislik or other approved anchorage system need mci comply with this requirement J3.S2 Seismic Dnji Luuthsfrn' Glass Components ri, the drift causing glass fallout from the curtain wall. stcsrfrsmt. or partition shrill be deter- mined, in accordance with AAM.A 50.1 .ô or Ire enguneerinir uivalvais. 11.6 MECHANIC4L AND ELECTRICAL COMPONETS I3.6.1 General hledranici and efeiirkal ronsprsisents and their supports shall satisfy the reqlureenents of this section. The ritschnirnt of mechanical said ekeirical colupo.- sents and their supports to the structure shall meet the requirements of Section 11.4. Appropriate coefficients AD be selected farms Table 13.6-1. EXCEPTION: Light fixture.% lighted signs. and ceiling fans not connected to darts or piping, which stir supported by chains or otherwise suspended from the alnjctunr. are not required to Satisfy the seismic lIP PaneiClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900. (978) 688.5100 fax • www.panelclaw.com Appendix B panels## claw® 2/2.7/2018 ChAPTER 13 SEISMIC DESIUN REOLTI i2dtNTS FOR NC)NSTR1JCTURAL CCAIPOENTS Tab]? 136-1 S?ismk CoiThcicItht for %1nchanicrit and tL1actrtcaI CoinpIwrntg Mechanical and Elnrtri..nl Ccrnpanenrt AP ltj Ali-side F1VAC. max. air ksotUrm air enaditIcraxan uoita rabimni Inrtrt, air distribution Ion.n, rod other 2.5 60 idlonknl roroper000tn cuiuiriicled of dwnl ronLal &andar Wet-aide HVAC hiaken, nrrmaxpbenr lnokx and bian, rhilkex, wirer hentern, hoot n'chawdI, III 23 ennpornkwn, air nnpworn. n facLninhi or procw equspatent. and ntlanr mechanical conipron1U consituciod of Itigh4hefortriabilily rnmetials Eninnn, ivaiunrx, ,unia, co [aosnurn, and amrorn rk not, ittnied an, c.kuiot and nt nith.n the rcil5ln 1.0 25 of Chapter 13 SLiu11p1uWd ptmaumn rextolo out i0an the scope of ChraLuao IS 23 2.5 Elevator cod eacnl.roc courpmenis 1.0 2.5 0eunn, bierlen, iircenoin. moto, lzooforinorr. trad other cIecriod canipcannla coainimuccrd of high hAl 2.5 aInmoii,ndiihi5 ttUitnruilo Motor control conotro, panel basads. switch peur. inatrunioaijtion cobinoto, and otben cotliporaruto conralructod 23 6.0 of drool metal fmnaia Comioni4nno eqilpa000L corlqtoinra. onoindoct, and controls 1.0 23 Roof-nrotnctoj ntackn, coohlif and gktnica1 loaner lalrmhly hatred below their center of atom 23 3.0 kntof.itmtanled stacks. CQOIUlE and àkotci'a) lownex IntoralIm brazed drore their cont of nIna 1.11 23 1.1jebtang lItturer 11) 13 Oilier inrcbeaicnl or aincinicol components Iii I-S Viruiion Iw,lated Ccm,mxierar and Snnlenno° CootçmioroL and nyrtolu mxoland azing naiireon ekmnnln and stersprew Uolrtc1 flooro wilt buih4tr or 15 23 ncpatr elaniomerk saubNna dericen or renilicxt ptsimeter ntopu Shlring iaolorrdconnpoaicn&n nJ nyatoma and nibontion irnlntnrJ flocar chord) remuain.ed ImLaf built-in or 23 2.0 sersuraft eittniotntorir nanibNng devices or ,nlkTh pammueter stops Inleonidill icolated conlqinnen*s owl anntelnn 22 2.0 Suspended vibration inolMod equuneoi Kndu&n in-line duct alericer and aunprodod internally isolated 23 2.5 cnimpan,erllo I)intnbutiuo yM1YmI Piptan as arconExace wabASME B31,duJiji3 in-lime components wilnomntsmadebv welding urlwuzin 23 32.0 Pipief to ard.atrr nrb ASME 1331, iucludinf in-line mmoparnzntln. constructed of bi;hor bodIed 23 60 defnem,i1it'm enorerink. with jitinlo made bw iftneadmE, braidirne. m'ninlpretxion rraiphaii, on PonvEd Cottylistas Pipinp and tubing out in aoremLrnee with ASME 1331. tockithlne to-line crno inniniun, connirualeml of 15 90 hib.dcftwnr*ihtn enoteriub. with join]* toxIc by mv1ding or brazing Piposp and Iuhjn3 out in amaucolnure withrASME I5 t1. uwlndion ia.I&no cunçometos. cun,tgitdcnl of high. or 2.5 43 hcnuiLrd.dm Formability materials. atih joirtln made by thrraatin. houdini. commprennion muuplirtp. or Couplictrs Pipion and cubing cruatrumied of lou-deformarbAily nnnnalr. numb arrant iron. plum, and ncmtktcctk plantncr 2.5 30 Duouwork. includuip ot3tw cumpatnento. cnonmrncmed of bth.de1arnu1nImtt niuteorfu. with Jonas ionIc Lii 2.5 9.0 welding at brazing Dootork, induihinp at but cixopattenhi. ceoutinctad of bif In. on betted frmtnduhnly nuntoruals with Jiutea 23 6.0 nude hr omans triber than wnldin or buacioti I)a,.iwork. including it-line catniponenru. nrrouinactocl of low-defisanability meria1r. such an cast iron. glura. 2.5 mA) and otmodractnle plaulici 120 PanelCiaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 9 (978) 688.5100 fax • www.panelclaw.com Appendix B STRUCTURAL SEISMIC REQUIREMENTS. AND COMMENTARY FOR - ROOFTOP SOLAR PHOTOVOLTAIC ARRAYS By SEAOC Solar Photovoltaic Systems Committee Report SEAOC PVI-2012 - August 2012 PanelClaw,-Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix B panelffM claw® Requirements and Commentary - Structural performance objectives Consistent with the intent of the IBC 2009 (Sedton 101.3), PV arrays and their structural support systems thai be designed to provide life-safety performance in the Design Basis Earthquake ground motion and the design wnd event Life-safety performance means that PV arrays are expected not to create a hazard to life, for example as a result of breaking free from the roof sliding off the roofs edge, exceeding the downward bad-carrying capacity of the roof, or damaging skylights, electrical systems, or other rooftop features or equipment In a way that threatens life-safety. For life-safety performance, damage, structural yielding, and movement are acceptable, as king as they do not pose a threat to hunsan life. Commentary: The Design Basis Earthquake ground motion in ASCE 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 IV. (In ASCE 7-10, the importance factor is built into the return period for wind). For more frequent events (e.g., events with a 50-year return period), it may be desirable to design the PV array to remain operational; these requirements do not corer 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 these structural requirements, rooftop PV panel support systems shall be classified as follows: Unattached (ballast-only) arrays are not attached to the roof structure. Resistance to wind and seismic forces is provided by weight and friction. Attached roof .bearing arrays are attached to the roof stricture at one or more attachment points, but they also bear on the roof at support points that may or may not occur at the same locations as attachment points. The load path for upward forces is different from that for downward forces. These systems may include additional weights (ballast) as well. Fully-framed arrays (stanchion systems) are structural frames that are attached to the roof stricture such that the load path is the some 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 & 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 (1CC-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 an building roofs or walls, and free-standing (ground-mounted) systems. AC 365 addresses building-integrated systems such as roof panels,, shingles, or adhered modules. 3. Building seismic-force-reslstisup system For PV arrays added to an existing building, the seismic- force-resisting system of the building shall be checked per the requirements of Chapter 34 of IBC 2009. Commentary: Per Sections 3403.4 and 3404.4 of IBC 2009, if the added mass, of the. PV array does not increase the seismic mass tributary to any lateral-force-resisting structural element by more than 10%, the seismic-force- resisting system of the building is permitted to remain unaltered. Sections 3403.3 and 3404.3 also require that the gravity structural system of the building be evaluated if the gravity load to any existing element is increased by more , Structural Seismic Requirements for Rooftop Solar Photovoltaic Arrays August 20112 Report SEAOC PVI.2012 Pagel PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix B -.pane I MI cuaw® a For attached roof-bearing systems, friction is permitted to contribute In combination with the design lateral strength of attachments to resist, the lateral force F1, when all of the following conditions are met The masimum roof slope at the location of the array is - less than or equal to 7 degrees (12.3 percent); The height above the roof surface to the center of nines of the solar array is less than the smaller of 36 inches and hatl the least plan. dimension of the supporting base of the arrayand P, shall not exceed 1.5 unless it is shown that the lateral displacement behavior of attachments is compatible with the simultaneous development of frictional resistance. The resistance of sincic tether attachments shall not be corn- bined with frictional resistance. 4. Attached arrays PV support systems that are attached to the roof structure shall be designed to resist the lateral seismic force F, specified in ASCE 7-10 Chapter 13. In the computation of F5 for attached PV arrays, an evaluation of the flexibility and ductility capacity of the PV support structure is permitted to be used to establish values of Op and R. If the lateral strength to resist F5 relies on attathrnenta with low deformatiori capacity, R5 shall, not be taken greater than I.S. For low-profile arrays for wtoch no part of the array extends more than 4 feet above the roof surface, the value of & is permitted to be taken equal to 1.0, the value of It, is permitted to be taken equal to 1.5, and the ratio a,JFt, need not be taken greater than 0.67. - Commentary: In the computation of F for attached low- profile solar arrays, ap 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 740. An evaluation of the flexibility and ductility capacity of the PV support structure can be made according to the definitions rn ASCE-7 for rigid and flexible components, and for high-, limited-, and low-defomaabihty elements and attachments. The provisions of this section focus on low-profile roof- bearing systems. Other types of systems are. to be designed by other code requirements that are applicable. Solar carport type structures on the roof of a building are to be designed per the applicable requirements of Sections 13.1.5 and 15.3 The contribution of friction shall not exceed (0.9-0.2S0r)(0.7jOW5, where W5, is the component weight providing normal force at the roof bearing locations, and pis the coefficient of friction at the bearing interface. The coefficient a shall be determined by friction testing per the requirements in Section 8, except that for Seismic Design Categories A, B, or C, pis permitted to be taken equal to 0.4 If the roof surface consists 01 mineral-surfaced cap sheet, single-ply membrane, or sprayed foam membrane, and is not gravel, wood, or metal. Commentary: When frictional resistance is used to resist lateral seismic forces. the applicable seismic load combination of ASCE 7 results in a normal force of (0.9-. O.2Sra)Wj,r,. This nomad force is multiplied by the friction coecient, which is reduced by a 0.7 factor, based on the consensus judgment of the committee to provide conservatism for frictional resistance The factor of 0.7 does not need to be applied to the fictional properties used in evaluating unattached systems per Section 9. It the design lateral strength of attachments is lees than 25% of F5, the array shall meet the requirements of Section 6 with 45'v taken equal to 6 inches. Commentary: The requrenent above is intended to prevent ji designer from. adding relatively few attachments to an otherwise unattached array for the purpose of not pro- viding the rn1niTn,m seismic design displacement; S. Unattached arrays Unattached (ballast-only) arrays are permitted when all of the following conditions are met . The mnxirnurn roof slope at the location of the array is less than or equal to 7 degrees (12.3 percent). The height above the roof surface to the center of mass of the solar array is less than the smaller of 36 inches and half the least plan dimension of the supporting base of the array. The array iii designed to accommodate the seismic displacement determined by one of the fctlowiflg pro- cedures: Prescriptive design seismic displacement per Sections 6, 7, and 8; Nonlinear response history analysis per Sections 6, 8, and 9; or Shake table testing per Sections 6, 8, and 9. Structural Seismic Requirements for Rooftop Sotar Photovoltaic Arrays . . August 2012 Report SLAOC P VI .2012 ' Page 2 paneiClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com' Appendix B panel### 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 changes to ASCE 7-10. Until such a change is made in ASCE 7, the provisions of this document can be considered an alternative method per IBC 2009 6. Design of unattached arrays to accommodate seismic displacement For unattached (ballast-onty) arrays, accommodation of seismic displacement shall be afforded by providing the following minimum separations to allow sliding: Condition Minimum Seoarotion Between separate solar arrays of similar construction Between a solar array and a fixed object on the roof or solar array of different construction Between a solar array and a roof edge with a qualifying parapet Between a solar array and a roof edge without a qualifying parapet. Where 4w,, is the design seismic displacement of the array relative to the roof, as computed per the requirements herein, 1. is the importance factor for the building, and i 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 'qualifying" 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 safety hazard of an array sliding off the edge of a roof. A qualing parapet (and-the roof slope change that may be adjacent to it) is assumed to panty reduce the probability of an array sliding off the roof justifying the use of 4.r rather than 1.54. Calculation of the parapet's lateral strength to resist the array movement is not required by this document Each separate army shall be interconnected as an integral unit such that for any vertical section through the array, the members and connections shall have design strength to resist a total horizontal force across the section, in both tension and compression equal to the larger of 0.133SovW, and 0.1W, Where IV,= the weight of the portion of the array, including batbst, on the side of the section that has smaller weight- The horizontal force shall be applied to the array 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 fi,sce of 0.133SorW, or 0.1 FYI accounts for the potential that frictional resistance to sliding will be different under some portion-,of the army as a result of varying normal force and actual instantaneous values oft: for a given roof surface material. The roof structure of the building shall be capable at supporting the factored gravity load of the PV array displaced from Its ortgtrrel location up to Awv in any horizontal direction. Roof drainage shall not be obstructed by movement of the PV array and ballast up to 4 , in any horizontal direction. Electrical systems and other items attached to arrays shall be flexible and designed to accommodate the required minimum separation in a manner that meets code life-safety per- formance requirements. Details of providing slackness or movement capability to electrical wiring shall be included on the permit drawings for the solar installation Commentary: This document provides only structural requirements. The design must also meet applicable requirements of the governing electrical codes. The minimum clearance around solar arrays shall be the larger of the seismic separation defined herein and minimum separation clearances required for firefighting access. Structural Seismic Requirements for Rooftop Solar Photovoltaic Arrays 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 Commentary: Section 605 of the Inrenra1iom11 Fire Code (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 (whirls are the roof type on which unattached arrays are feasible) requirements include 4 feet to 6 feet clearance around the perimeter of the roof, asaxixauni array dimensions of 150 feet between access pathways, and clearances around skylights, roof hatches, and standpipes. Note that the clearance around solar arrays is the larger of the two reauirements for seismic and flreflrhtine access. 7. Prescriptive design seismic draplacement for unattached arrays 4, is permitted to be determined by the prescriptive pro- cedure below if all of the following conditions are met I. per ASCE 7-10 Chapter 13 is equal to 1.0 for the solar array and for all rooftop components adjacent to the solar array. The maximum roof slope at the location of the array is less than or equal to 3 degrees (524 percent). The manufacturer provides friction test resLilts, per the requirements in Section 8 elsicli establish a coefficient of friction between the PV support system and the roof surface of not less than 0.4. For Seismic Design Categories A, B, or C, friction test results need not be provided if the roof surface consists of mineral-surfaced cap sheet, single-ply membrane, or sprayed foam membrane, and is not gravel, wood, or metal. 4pv shall be taken as follows: Seismic Design Category AB,C 6inchea D, E., F ((Sm - 0.4)5P 60 inches, but not less than 6 inches Commentary. The prescriptive design seismic displacement values conservatively bound nonlinear analysis results for solar arrays on common roofing materials. The fonnula is based on empirically bounding applicable analysis results, not a theoretical development. The PV Committee concluded that limits on S. or building height are not needed as a prerequisite to using the prescriptive design seismic displacement. B. Friction testing The coefficient of friction used in these requirements shall be determined by experimental testing of theinterfacé 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 conctitions, such as wet conditions versus dry conditions. The tests shall conform to applicable require- ments of ASTM G115, including the report format of section 11. An Independent testing agency shall perform or validate the friction tests and provide a report with the results. The friction teats shall be conducted using a sled that realistically represents, at full scale, the PV panel support system, including materials of the friction interlace 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 mass, 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 minimize this behavior. Continuous electronic recording shall be used to measure the lateral resistance.. A mlirlmum of three tests shall be conducted, with each test moving the sled a minimum of three inches under continuous movement The force used to calculate the friction coefficient slant 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. Commentary: 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 frictiotial 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 teats, only captures the static fiction coefficient and does not qualify. Friction teats are to be applicable to the general type of roofing used for the project such as a mineral.-surfaced cap sheet or a type of single-ply membrane material such as EPDM. TPO, or PVC. It is not envisioned that different tests would be required for different brands of roofing or for small differences in roofing type or conthtion 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 friction Structural Seismic Requirements for Rooftop Solar Photovoltaic Arrays August 2012 Report SEAOC P11I.2012 . . Page 4 PanelClaw, Inc.; 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900. (978) 688.5100 fax 9 www.panelclaw.com Appendix B panel### claw® between the solar array and the roof, the budding official at their discretion may require Increased mintrnum separation, further analysts, or attachment to the root. 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 how well the roof is insulated -the niunber of hours per day and days per year that frost is present -whether solar modules occur above, and shield from frost; the roof surface 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 reqwrernents of Section 7, the design seismic displacement corresponding to the Design Basis Earthquake shall be determined by nonlinear response history analysis or shake table testing using input motions consistent with ASCE 7-10 Chapter 13 design forces for non-structural components on a roof. The analysis model or experimental test shall account for friction between the array and the roof surface, and the slope of the roof. The friction coefficient used in 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 following input types 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 dynwnrcrtlly repre- sentative model of the building supporting the PV away 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 0CC-ES 2010) Figure 1 and Section 6.5.1. The spectrum shall include the portion for 7> 0.77 seconds (frequency < 1.3 Hz) for which the spectrum is permitted to be proportional to VT Appropriately Scaled Design Basis Earthquake Ground Motions Applied to Building 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, 7, to a minimum of 2.0 seconds or 1.5T 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 5 percent Each roof or ground motion shall have a total duration of at least 30 seconds and shall contain at least 20 seconds of strong shaking per AC 156 Section 63.2. For analysis, a three-dimensional analysis shall be used, and the roof motions shall include two horizontal components and one vertical component applied concurrently. Commentary: Nonstructural components on elevated floors or roofs of buildings experience earthquake shaking that is different from the corresponding ground-level shaking. Roof-level shaking is filtered through the building so it tends to cause ereater horizontal spectral acceleration at the natural period(s) of vibration of the building and smaller accelerations at other periods. For input method (a), AC 156 is referenced because it provides requirements for input motions to nonstnictural elements consistent with ASCE 7 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 make the motions appropriate for predicting sliding displacement which can be affected by longer period motions. The target spectra defined in AC 156 are broadband spectra, meaning that they envelope potential peaks in spectral acceleration over a broad range of periods of vibration, representing a range of different buildings where non- structural components could be located. Comparative analytical studies (Maffei at 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 (b), 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 Seismic Requirements for Rooftop Solar Photovoltaic Arrays August 2012 Report SEAOC P VI .2012 Page 5 PaneiClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix B pa n elffffff claw® vertical component, 01 a two-dimensional teat with one horizontal component and one vertical component. In nil cases the components of motion shall be applied con- currently. Shake table tests shall apply the minimum of high-pass filtering to the input motions necessary for testing facility equipment capacities. Filtering shall be such that the resulting PV array displacements are comparable to those analytically computed for unfiltered input motions If the input motions are high-pass filtered or if two-dimensional tests are conducted, the tests shall be supplemented with analytical StUtheS of the tests to calibrate the influential variables and three dimensional analyses to compute the seismic displacement for unfiltered input motions Commentary: For some input motions and shake table facilities, iflput 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. lithe 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 is 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 11 times the maximum of the peak displacement values from the analyses or tests. - Resulting values for Amp,, shall not be less than 50% of the values specified in Section 6, unless lower values are validated by independent Peer Review. Commentan: Thf factor of 1.1 used in defining the design 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 stirling/sliding response than it is for other types of non-linear response considered in structural eneineering. The factor is chosen by judgment Analytical and experimental studies of the seismic response of unattached solar arrays are reported by Sdiellenberg et al. Notation a, = component amplification factor (per ASCE 7) F. = component horizontal seismic design force (per ASCE 7) I. = -seismic importance factor for the building (per ASCE T) I, = component importance factor (per ASCE 7) F?, = component response modification factor (per ASCE 7) S05 = design 5%-damped spectral acceleration parameter at short periods (per ASCE 7) T = fundamental period = total weight of the array, including ballast, on the side of the section (being checked for interconnection strength) that has smaller weight W,., = component weight providing normal force at the roof bearing locations = design seismic displacement of the army relative to the roof p = coefficient of faction at the bearing interface between the roof surface and the solar array Structural Seismic Requirements for Rooftop Solar Photovoltaic Arrays August 2012 Report S5AOC P VI .2012 Page 6 PanelCiaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax 9 www.panelclaw.com Appendix B SAN DIEGO REGIONAL OFFICE USE ONLY l0 0toPi I HAZARDOUS MATERIALS RECORD ID#_________________________________ PLAN CHECK #__________________ occc QUESTIONNAIRE BP DATE I I Business Name &w& . Business Contact &4,4/ &S7 £c i'1 1iYLr' Telephone # I'T YJ 4sat Project Address City State Zip Code APN# Le L 34p CA 92I0 Mailing Address co TAc City Sr ICC) State Zip Code Plan File# Project Contact Applicant E-mail AUCL4g21Y 1 4L4 S-co'. Telephone # S' %1 STi' The following questions represent the faciliW's activities,'NOT the specific project description. ririL 11 U - nMflIJ%JuO UV1MI niia IJIvIlj.: LRbbIrIL.R I IUN (fbi reciuirea tor proiecis witnun inc uiv OT aan Dieao: Indicate by circling the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating Facility's Square Footage (including proposed project) 1., 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. Pyrophorics 11. Highly Toxic or Toxic Materials 15. None of These. Flammable Solids 8. Unstable Reactives " 12. Radioactives questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, 5500 Overland Avenue, Suite 110, S 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) 1. 0 Is your business listed on the reverse side of this form? (chock all that apply). 2 0 Will your business dispose of Hazardous Substances or Medical Waste in any amount? 3. 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? 4 0E@ Will your business store or handle carcinogens/reproductive toxins in any quantity? 0 19 Will your business use an existing or install an underground storage tank? 021 Will your business store or handle Regulated Substances (CaIARP)? 0 10 Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? 8 0 50 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's Aboveground _Petroleum _Storage Act). If the answer to any of the Diego, CA 92123. El CalARP Exempt Date Initials C1 CaIARP Required Date initials o CalARP Complete Date Initials PART III: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCD: Any YES answer requires a stamp from APCD 10124 Old Grove Road, San Diego, CA 92131 aøcdcomp@sdcounty.ca.pov(858) 586-2650). [*No stamp required if 01 Yes and 03 Yes and 04-06 No]. The following questions are intended to identify the majority of air pollution issues at the planning stage. Projects may require additional measures not identified by these questions. For comprehensive requirements contact APCD. Residences are typically exempt, except - those with more than one building on the property; single buildings with more than four dwelling units; townhomes; condos; mixed-commercial use; deliberate burns; residences forming part of a larger project. [Excludes garages & small outbuildings.] YES NO D L Will the project disturb 160 square feet or more of existing building materials? 0 Will any load supporting structural members be removed? Notification may be required 10 working days prior to commencing demolition. 0 59 (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Has an asbestos survey been performed by a Certified Asbestos Consultant or Site Surveillance Technician? - 0EA (ANSWER ONLY IF QUESTION 3 IS YES) Based on the survey results, will the project disturb any asbestos containing material? Notification may be required 10 working days prior to commencing asbestos removal. 0 Will the project or associated construction equipment emit air contaminants? See the reverse side of this form or APCD factsheet (www.sdapcd.org/info/facts/oermits.odf) for typical equipment requiring an APCD permit. 0 (ANSWER ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located within 1,000 feet of a school Briefly describe business activities: Briefly describe proposed project: -- -- - hfr SL A& I declare unde penalty of peury that to the best of my knowledge and belief tIle responses made herein are true and correct. 2 / Name of Owner or ALilhorized Agent Signature of Owner or Authorized Agent Date FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: FOR OFFICAL USE ONLY: BY: DATE: EXEMPT OR NO FURTHER INFORMATION REQUIRED . RELEASED FOR BUILDING PERMIT BUT NOT FOR occucv RELEASED FOR occucv COUNTYHMD* APCD COUNTY-HMD APCD .COUNTY-HMD APCD A stamp in this box only exempts businesses from completing or updating a Hazardous Materials Business Plan. Other permitting requirements may still apply. HM-9171 (08/15) County of San Diego - DEH - Hazardous Materials Division CITY OF CARLSD/-%D PLUMBING, ELECTRICAL, MECHANICAL WORKSHEET B-18 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Building@carlsbadca.gov 2810 2820 2800 Whiptail Loop W, Project Address: Carlsbad, CA 92010 Permit No.: Information provided below refers to work being done on the above mentioned permit only. This form must be completed and returned to the Building Division before the permit can be issued. - Building Dept. Fax: (760) 602-8558 Numberof new or relocated fixtures, traps, or floor drains ....................................................... New building sewer line' .........................................................................................Yes No Numberof new roof drains? ............................................................................................................... Install/alter water line? ......................................................................................................................... Number of new water heaters ...................................................... Number of new, relocated or replaced gas outlets? .................................................................... Numberof new hose bibs? .................................................................................................................. Residential Permits: New/expanded service: Number of new amps: Minor Remodel onlp Yes No Cornmercialllndustrial: Tenant Improvement: Number of existing amps involved in this Number of new amps involved/n this New Construction: Amps per Panel: . a.. Prc'c- PEFA PLO-&S Single Phase Number of new amperes Three Phase.................................................................Number of new amperes________________ Three Phase 480........................................................Number of new amperes OOA & 200A depending on service SWGR Number of new furnaces, A/C, or heat pumps? ............................................................................ - Newor relocated duct work? .......................................................................... Yes No X Numberof new fireplaces? ................................................................................................................. 0 Numberof new exhaust fans? ............................................................................................................ .0 Relocate/install vent?............................................................................................................................0 Numberof new exhaust hoods? ........................................................................................................ .0 Number of new boilers or compressors? ........................................................... Number of HP 0 B-18 Page 1 of 1 Rev. 03/09 I Pacific Vista Commerce Center (2800, 2810, 2820 Whiptail Loop W. Carlsbad, CA) PC2018-0009 Comment/Response List ftem # - -. .Comment .- Response - She Note will be added to E-1.0 to state the following; "(1) #6AWG CU FROM EACH SUB- ARRAY TO NEAREST STEEL COLUMN IN 1" EMT CONDUIT TO BE ROUTED Provide a rack grounding electrode design per CEC 690.47(D). Be UNDER ROOF DECK. BOND TO PANEL CLAW RACKING DESIGNATED GND LOCATION careful: Multiple VIA TYCO GROUNDING ASSEMBLY PER INSTALLATION MANUAL isolated sections of racking to multiple disconnects/services, AND TO STEEL COLUMN VIA LAY IN LUG AS SHOWN ON DETAIL #1, E-5.0". I confirmed that the service switch gear for each building is bonded to bldg steel and that all steel columns are electrically continuous/bonded back to the service switch E-1.0, gear and conforms to NEC 250.52(A)(2). DETAIL I E-5.0 . . , Regarding serv!e disconnect placards the directory maps (PlA P1B PlC peiE6 0) are provided for each building and will be located in ERm at bldg service/meter/POI Placard boileIate is too confusing for me to comprehend What I'm These placards indicate location of arrays inverters and PV system disconnect for looking for (A utility operation for each building Will revise location for these o read P01 2 - side) is labeling at each service disconnect and each PV feeder" Additional labels at service disconnect will be P2 PAC5 PAC7 Regai'ding 'the PV AC ' disconnect decnbing ,. Discconects the following placards will be located on these discbnnects which are the PV impact .. located in the E Rm adjacent to the service disconnects/meter P2 PAd PAC3 r " PAC11 FS2 PAC 1 states -PV SYSTEM DISCONNECT FOR UTILITY OPERATION and output current and voltage - provides E-6 0 The conduit support detail 4 shown on sheet E-5 needs justification per Rooftop conduits are very minimal (6' or less) and only occur from nearest array edge roof surface to inverter per E-4.0 series sheets for DC conductors and shown as solid line and 3 friction coefficient. Have a structural engineer review the roof surface labeled "ROOF CONDUIT TYP". In conferring with our structural engineer given these and the adequacy short distances of DC conduits with a connection at the inverter we don't need to rely of a non-attached support. on the friction capacity of the durablock. E-5.0 -I - Item # ..- Sheet Revised pt IFP and not relatIn to AHJ cmments 1 E-3.0 Panelboard Schedule updated to show 65kAIC. " Wining ScheduléAC Conductors to F tag diignatoro corrected read as matcl'iSLD1 • 2 E 2 10 - tag in drawing on same page Previously said G which was not a tag ID sIown6n - - sheet .. t - -- Revised electrical room floor plans to match current floor plans from Bldg Architect (re- 3 E-1.11, E-1.2, E-1.4 arrangement of door/wall mount eqpt/etc). All solar PV disconnects are still located within each buildings electrical room adjacent to service disconnects/metering. - RemovepicardF4pIacardasthjspIacèdisriotapplicabletothisproject -- - 5 RECEIVED MAR 20 2018 CITY OF CARLSBAD BUILDING DIVISION