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HomeMy WebLinkAbout2501 GATEWAY RD; ; CBC2018-0335; PermitWork Class: Cogen Lot U: Reference U: Construction Type: Bathrooms: Orig. Plan Check U: Plan Check U: Permit No: CBC2018-0335 Status: Closed - Finaled Applied: 06/19/2018 Issued: 08/08/2018 Permit Fina led: Inspector: Final Inspection: 11/7/2018 5:00:59PM Print Date: 11/07/2018 Job Address: 2501 Gateway Rd Permit Type: BLDG-Commercial Parcel No: 2132601100 Valuation: $105,600.00 Occupancy Group: U Dwelling Units: Bedrooms: 4ity of Carlsbad Commercial Permit Project Title: Description: VIASAT: ROOF MOUNT PV, 108 KW, 264 MODS Applicant: Owner: BORREGO SOLAR SYSTEMS VIASAT INC A DELAWARE CORPORATION GONZALO MANRIQUEZ 5005 Texas St, 400 6155 El Camino Real San Diego, CA 92108-3721 CARLSBAD, CA 92009 619-961-4513 760-476-2200 Contractor: BORREGO SOLAR SYSTEMS INC 5005 Texas St, Ste 400 SAN DIEGO, CA 92108-0000 619-961-4527 BUILDING PERMIT FEE ($2000+) $642.33 BUILDING PERMIT FEE ($2000+) $4.97 BUILDING PLAN CHECK FEE (BLDG) $453.11 SB1473 GREEN BUILDING STATE STANDARDS FEE $5.00 STRONG MOTION-COMMERCIAL $29.57 Total Fees: $1,134.98 Total Payments To Date: $1,134.98 Balance Due: $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 332.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. 1635 Faraday Avenue, Carlsbad, CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: 0 PLANNING EJENGINEERING 0 BUILDING DARE 0 HEALTH 0 HAZMATIAPCD Building Permit Application Plan Check NO )( - (`7cit 1635 of Faraday Ave., Carlsbad, CA 92008 Est. Value i Oyl cOo Cd1sbad Ph: 760-602-2719 Fax: 760-602-8558 Plan Ck. Deposit , 12i email: building@carlsbadca.gov Date (, 1/ci / /, www.carlsbadca.gov I JOB ADDRESS 2501 T Road, Carlsbad, CA 92009 I rdcn SUITEC/SPACES/UNIT# 7ai PN 3 - - / 1 -06 CT/PROJECT U LOT It PHASE It It OF UNITS It BEDROOMS It BATHROOMS TENANT BUSINESS NAME I CONSTR. TYPE I 0CC. GROUP ViaSat HQ. Solar I DESCRIPTION OF WORK: Include Square Feet of ,Affected Area(s) Installation of 108.000 kW (DC) rooftop solar PV system over (1) newly constructed building. The plan check numbers for the building are: B12 Shell: CBC20I6-0017, and B12 TI: CBC20I7-0590 Lp-1_H5 ______ EXISTING USE I PROPOSED USE I GARAGE (SF) PATIOS (SF) I DECKS (SF) FIREPLACE lAIR CONDITIONING I FIRE SPRINKLERS Commercial Office Solar PV I - - I - NOl YES ENOE I YES[Z]HOE APPLICANT NAME Gonzalo Manrlquez -Borrego Solar Systems Prlmsry Contact PROPERTY OWNER NAME F -4- -t<.ô ADDRESS 5005 Texas St., Suite 400 ADDRESS (I,)5S i! Carn'o 1ke.rj CITY STATE ZIP San Diego CA 92108 (,p CITY STATE ZIP 97-001 PHONE 'FAX 619-961-4513 888-843-6778 PHONE - -1'fl 11 FAX NIA EMAIL grnanriquez@borregosolar.com EMAIL Sol, r4 , ,'- LO 'r.. DESIGN PROFESSIONAL Igor Sobkowicz - Borrego Solar Systems CONTRACTOR BUS. NAME Borreqo Solar Systems, Inc. ADDRESS 5005 Texas St., Suite 400 ADDRESS 5005 Texas St., Suite 400 CITY STATE ZIP CITY STATE ZIP San Diego CA 92108 San Diego CA 92108 PHONE PHONE 650-716-3786 I FAX 888-843-6778 619-9614513 I FAX 888-843-6778 EMAIL isobkowicz(borregosoIar.com EMAIL gmanriguez©borregosolar.com STATE LIC. It STATE UC.# I CLASS ICIlY BUS. LIC.tt 814435 I C46/10.01 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 pursuantto the provisions of the Contractors License Law (Chapter 9, commending with Section 7000 or Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation or Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). ®oi Workers' Compensation Declaration: / hereby olSon under penally of perjury one of the following declarations: - ElI have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. 0 I have and will maintain workers' comnensatlon, 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. P,th1ter J. Gallagher CO. Policy No. R6016242 Expiration Dale 0019 This section need not be completed if the permit is for one hundred dollars ($100) or less. [] 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 worke 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, da es provided to in ction 3706 of the Labor code, Interest and attorney's fees. CONTRACTOR SIGNATURE_ - - -, ._,... 0 AGENT DATE 6/4/18 --- ®2?W@OoDWCD U®() I hereby affirm that! am exempt from Contractor's Ucense Law for the following reason: [11 I, as owner of the properly or my employees will wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply loan 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 rVf sale. II, 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 at sale). I, as owner of the properly, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors License Law does not apply loan owner at properly who builds or Improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). Elil I am exempt under Section Business and Professions Code for this reason: - I personally plan to provide the major labor and materials for construction 01 the proposed property Improvement. Dyes 11r4o I have! have not) signed n application for a building permit for the proposed work. 3 111 clad I 01 vtng person (firm) to provide the proposed construction (include name address I phone/ contractors' license number): I plan ' por n e'. rtc, bull have hired the following person to coordinate, supervise and provide the major work (include name! address/ phone! contractors' license number): will vi a in f '. but have contracted (hired) the following persons to provide the work indicated (include name! address! phone! type of work): PROPERTY WNER R ' C,Pr?'P DAGENT DATE Permit Type: BLDG-Commercial Application Date: 06/19/2018 Owner: VIASAT INC A DELAWARE CORPORATION Work Class: Cogen Issue Date: 08/08/2018 Subdivision: Status: Closed - Finaled Expiration Date: 05/06/2019 Address: 2501 Gateway Rd Carlsbad, CA 92009-1742 IVR Number: 12013 Scheduled Actual Date Start oatesctb0n Type Inspection No. inspection Status Primary Inspector Reinspection Complete 10/16/2018 10/16/2018 BLDG-11 073362.2018 Passed Andy Krogh Complete FoundationlFtg/Pier a (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Ballast blocks and frame Yes BLDG-35 Solar 073097-2018 Partial Pass Andy Krogh Reinspection Incomplete Panel Checklist Item COMMENTS Passed BLDG-Building Deficiency Ballast blocks Ok Yes BLDG-Final 073098.2018 Failed Andy Krogh Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Wrong code No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No 11/07/2018 11/07/2018 BLDG-35 Solar 075364-2018 Passed Andy Krogh Complete Panel Checklist Item COMMENTS Passed BLDG-Building Deficiency Ballast blocks ok Yes BLDG-Final 076365-2018 Partial Pass Andy Krogh Reinspection Incomplete Inspection Checklist Item COMMENTS Passed BLDG-Plumbing Final 'lea BLDG-Mechanical Final Yes BLDG-Structural Final No BLDG-Electrical Final Yes Checklist Item COMMENTS Passed BLDG-Structural Final Yes BLDG-Electrical Final Yes Page lof I November 07, 2018 EsGil' V M A SAFEbuittCompany DATE: 8/2/2018 LI APPLICANT LI JURIS. JURISDICTION: Carlsbad LI PLAN REVIEWER LI FILE PLAN CHECK NO.: cbc2018-335 SET: II PROJECT ADDRESS: 2501 Gateway Road PROJECT NAME: Viasat Bldg. 12 (2) 60KW PV system The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. 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 Corporation staff did not advise the applicant that the plan check has been completed. LII EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: ,/' , Telephone #: Date contacted: 7 (be) ) Email: Fax #: Mail Telephone Fax InP'erson LII REMARKS: By: Morteza Beheshti Enclosures: EsGil Corporation LIGA LIEJ LIMB F] PC 7/26 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 EsGil A SAFEbuilt' Company DATE: 7/5/2018 U APPLICANT JURIS. JURISDICTION: Carlsbad U PLAN REVIEWER U FILE PLAN CHECK NO.: cbc2018-335 SET: I PROJECT ADDRESS: 2501 Gateway Road PROJECT NAME: Viasat Bldg. 12 (2) 60KW PV system The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LII The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Gonzalo Manriquez Telephone #: 619.961.4513 Date contacted: - $ g' (by--I) Email: gmanriquez©borregosolar.com Fax Fax In Person iI1 REMARKS: By: Morteza Beheshti Enclosures: EsGil Corporation El GA El EJ El MB El PC 6/21 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad cbc20 18-335 7/5/2018 GENERAL PLAN CORRECTION LIST JURISDICTION: Carlsbad PLAN CHECK NO.: cbc2018-335 PROJECT ADDRESS: 2501 Gateway Road DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL CORPORATION: 6/21 7/5/2018 REVIEWED BY: Morteza Beheshti 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 and submit two new complete sets of prints to: ESGIL CORPORATION. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? L3 Yes 13 No Carlsbad cbc20 18-335 71512018 [DO NOT PAY- THIS IS NOTANINVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: cbc2018-335 PREPARED BY: Morteza Beheshti DATE: 7/5/2018 BUILDING ADDRESS: 2501 Gateway Road BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: 3 BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code Icb 1By Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance V Type of Review: LI Complete Review LI Structural Only Repetitive Fee El Other Repeats Hourly EsGil Fee * Based on hourly rate Comments: Structural and electrical review. 105 Hrs.* 3.00 I $315.00I Sheet I of I macvalue.doc + Carlsbad cbc20 18-335 7/5/2018 ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: Morteza Beheshti ELECTRICAL (2016 CALIFORNIA ELECTRICAL CODE) Please provide the 4' clear centerline access and pathways per CBC 3111.2.3.2. Verify the existing framing is adequate for the increased Ballast Dead Loads. Provide a letter from the engineer of record, CTS, for the ballasted system indicating that he or his designee has visited the site and found the roof covering at the site is consistent with the wind tunnel test friction surface used for the testing of the Bear Claw ballasted system. Note on the plans for the ballasted system that the engineer of record for the ballasted system, CTS, will provide special inspection for the construction of the ballasted system per CBC Sections 1705.1.1 item #1 and 1704.2.1 2nd paragraph. The plans shall indicate that special inspection will be provided (by the engineer of record) for the "BALLASTED SYSTEM". Section 1705.1.1. Note: If you have any questions regarding this Electrical and Energy plan review list please contact Morteza Beheshti at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. I CARUSO TURLEY SCOTT structural engineers STRUCTURAL ENGINEERING EXPERTS PARTNERS Richard Turley, SE Paul Scott, SE, PE Sandra Herd, SE, PE, LEED AP Chris Atkinson, SE, PE, LEED AP Thomas Morris, SE, LEED AP Richard Dahlmann, SE, PE Troy Turley, SE, PE, LEED AP Brady Notbohm, SE, PE PROFESSIONAL REGISTRATION 50 States Washington D.C. U.S. Virgin Islands Puerto Rico Job No. 18-242-1541.1 Sheet No. Cover By KJN/PGS Date 7/23/18 Delta MPV Calculations CLIENT: pane7.w claw* 1570 Osgood Street Suite 2100 North Andover, MA 01845 PROJECT: Viasat Building 12 2501 Gateway Road Carlsbad, CA 92009 GENERAL INFORMATION: 2016 CBC, ASCE 7-10 BUILDING CODE: With SEAOC PV1 -2012 and PV2-2012 7/23/18 1215W. Rio Salado Pkwy. Suite 200 Tempe, AZ 85281 T: (480) 774-1700 F: (480) 774-1701 www.ctsaz.com + Date: July 23, 2018 Mr. Ryan Heil PanelClaw 1570 Osgood Street, Ste 2100 North Andover, MA 01845 CARUSO RE: Evaluation of PanelClaw system TURLEY Project Name: Viasat Building 12 SCOTT CTS Job No.: 18-242-1541.1 structural engineers Per the request of Ryan Heil at PanelClaw, CTS was asked to review the PanelClaw racking system with respect to the system's ability to resist uplift and sliding caused by wind and seismic loads. Wind Evaluation: PanelClaw has provided CTS with wind tunnel testing performed by l.F.l (Institute STRUCTURAL for Industrial Aerodynamics) at the Aachen University of Applied Science. The ENGINEERING EXPERTS system tested was the "Polar Bear 5deg Gen Ill HD" system. This system PARTNERS consists of photovoltaic panels installed at a 5 degree tilt onto support Richard Turley, SE assemblies. The support assemblies consist of a support frame for the PV Paul Scott, SE, PE panels, wind deflectors and areas for additional mass/weight as required for the Sandra Herd, SE, PE, LEED AP ballast loads. Chris Atkinson, SE, PE, LEED AP Thomas Morris, SE, LEED AP Richard Dahlmann, SE, PE The wind tunnel testing was performed per Chapter 31 of ASCE 7-10. The Tray Turley, SE, PE, LEED AP parameters of the testing were a flat roof system in both Exposure B and C on a Brady Notbohm, SE, PE building with and without parapets. The testing has resulted in pressure and/or force coefficients that were applied to the velocity pressure qz in order to obtain the wind loads on the PV system. From the wind load results it is then possible to PROFESSIONAL calculate the ballast loads required to resist the uplift and sliding forces. REGISTRATION 50 States PanelClaw has provided CTS with the excel tool that was developed to obtain the Washington D.C. uplift and sliding forces. CTS has reviewed this tool and the wind forces obtained U.S. Virgin Islands to find that the amounts of ballast and mechanical attachments provided are Puerto Rico within the values required. Furthermore, CTS agrees with the methodologies used to develop the uplift and sliding forces for the "Polar Bear 5deg Gen Ill HD" system per the wind tunnel testing results. Seismic Evaluation: CTS was asked to review the PanelClaw 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*D - 0.145a9*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 1: (480) 7744700 to the system. F: (480) 774-1701 www.ctsaz.com Conclusion: Therefore, it has been determined that the system as provided by PanelClaw is sufficient to resist both wind and seismic loads at this project. Please contact CTS with any questions regarding this letter or attachments. Respectfully, CARUSO TURLEY SCOTT structural 7 44A- engineers 7/23/18 STRUCTURAL ENGINEERING EXPERTS PARTNERS Richard Tudey, SE Paul Scott, SE, PE Sandra Herd, SE, PE, LEED AP Chris Atkinson, SE, PE, LEED AP Thomas Morris, SE, LEED AP Richard Dahfrnann, SE, PE Troy Turley, SE, PE, LEED AP Brady Notbohm, SE, PE Kyle Newquist Structural Designer Paul G. Scott, SE, PE Partner PROFESSIONAL REGISTRATION 50 States Washington D.C. U.S. Virgin Islands Puerto Rico 1215W. Rio Salado Pkwy. Suite 200 Tempe, AZ 85281 1: (480) 774-1700 F: (480) 774-1701 www.ctsaz.com panelVM claw® Partner Name: Borrego Solar Project Name: Viasat Building 12 Project Location: 2501 Gateway Road Carlsbad, CA, 92009 Racking System: Polar Bear Ill HD Structural Calculations for Roof-Mounted Solar Array Submittal Release: Rev. 5 Engineering Seal ES co CD M IIIIS3325 IIII m 7I23/18 UCT OF CA PaneiClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com 7/20/2018 pane ffffff claw® Table of Contents: Section: Page # 1.0 Project Information 1 1.1 General 1 1.2 Building Information 1 1.3 Structural Design Information 1 2.0 Snow Load 2 2.1 Snow Load Data 2 2.2 Snow Load Per Module 2 3.0 Wind Load 3 3.1 Wind Load Data 3 3.2 Roof /Array Zone Map 3 3.3 Wind Design Equations 3 4.0 Design Loads - Dead 4 4.1 Dead Load of the Arrays 4 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.panelclaw.com 7/20/2018 panelM . 7/20/2018 claw® Appendix: A. l.F.I PCM10-8: Wind Loads on the solar ballasted roof mount system 'Polar Bear 5 deg Gen IIIHD' of PanelClaw Inc.; March 03,2016 B. Building Code and Technical data PaneiClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com panel,,, claw® 7/20/2018 1.0 Project Information: 1.1 General: Project Name Project Locaton Racking System: Module: Module Tilt: Module Width: Module Length: Module Area: Ballast Block Weight = 1.2 Building Information: Viasat Building 12 2501 Gateway Road Carlsbad, CA, 92009 Polar Bear Ill HD LG LG400N2W-A5 4.80 degrees 40.31 in. 79.69 in. 22.31 sq.ft. 32.60 lbs. Height (ft) Roof Measurement N/s (ft.) Roof Measurement E/W (ft.) Parapet Height (ft) Pitch (deg) Membrane Material Coeff. of Friction (ti) 43.92 198 315 2.92 1.8 TPO 0.64 Building Code: 2016 CBC Risk Cat. : II Basic Wind Speed (V) = 110 mph Exposure Category: C Ground Snow Load (Pg) = 0 Is= 1 Site Class: D Short Period Spectral Resp. (5%) (Ss): 1.052 is Spectral Response (5%)(S1): 0.408 le= 1 1p= 1 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com 1 Roof 1 1.3 Structural Design Information: panel .., 7/20/2018 claw® 2.0 Snow Load: Snow Calculations per ASCE 7-10, Chapter 7 2.1 Snow Load Data: Ground Snow Load (Pg) = 0.00 psf (ASCE, Figure 7-1) Exposure Factor (Ce) = 1.00 (ASCE, Table 7-2) Thermal Factor (Ct) = 1.20 (ASCE, Table 7-3) Importance Factor (Is) = 1 (ASCE, Table 1.5-2) Flat Roof Snow Load (Pf) = 0.7*Pg*Ce*Ct*ls= 0.00 psf (ASCE 7.3-1) Min Snow Load for Low Slope Roof = Pg*Is = 0.00 psf (ASCE 7.3.4) Snow Load on Array (SL A) = 0.00 psf Minimum Snow Load IuuuuuuIIIlII.III.uuuul-IIIlIuIuIuuuIuuuIuI.IuI! Fig. 2.1 - Uniform Roof Snow Load on Array 2.2 Snow Load Per Module: Snow Load per Module (SL M) = Module Projected Area * SLA Where; Module Projected Area (Amp) = Module Area * Cos(Module Tilt) Where; Module Area = 22.31 sq.ft. Module Tilt = 4.80 degrees Amp = 22.23 sq.ft. SLM Amp *SLA = 000 lb PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com 2 paneI#. claw® 7/20/2018 3.0 Wind Load: Wind Analysis per ASCE 7-10- Wind Tunnel Procedure. Chapter 31 3.1 Wind Load Data: Basic Wind Speed (Vult) = 110 mph (ASCE. Fm,, 26.5-IA) Exposure Category: C 182Cc Sw 26.7.31 Topographic Factor (Kzt) = 1.00 (45cc Fin. 26.8-1) Directionality Factor (Kd) = 0.85 )ASCE. T.W. 266-1) Exposure Coefficient )Kz) = 1.06 1.45cr. r6!,27.3-1) Mill Reduction = 0.93 (Eqn C26.5-2) Velocity Pressure (qz) = 0.00256*Kz*Kzt*Kd*V62*MR162 = 24.14 PSF (ASCE. Em. 27.3-1) 3.2 Roof! Array Zone Map: 3 I For west wirsls ssith wind directions from 180 to 360. I i ..w.*5.d kw frw.r ISO IS ..SO.s. .y....,..I.• u, setback a setback a Typical Roof Zone Mapping for West Winds with Directions from 180 to 360 Roof Zone Map Olmenlons per II'I Wind Tunnel Study Height (ft) Li (ft) 12 (ft) 13 (ft) 14 (ft) LS (ft) 16 (ft) Velocity Pressure (qz) 44.0 55.94 42.49 1 99.58 1 55.94 42.49 216.58 1 24.14 PSF 3.3 Wind Design Equations: WLcpiirti,00aui, = WLxiiaixgimo8ate = q,AmCfxy.s,jajeg 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) PaneiClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelcIaw.com 3 panelrM claw® 1/20/2018 There are two categories of dead load used to perform the structural analysis of the PanelCiaw racking system; Dead Load of the Array (DL A) and Dead Load of the Components (DL c). DLA is defined as the weight of the entire array including all of the system components and total ballast used on the array. DIc 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 = 5.00 psf Array Information Results Sub-Array Root Sub-Array Numbers at OLC Sub-Array Sub-Array Roof Pressure (OLA) No. modules DLC (lbs.) OLA (lbs.) (lbs.)/module Area lFt21 Pressure lDLCl )psf) )psfl Acceptable? 1 36 2,350 5,056 65 1,049 2.24 4.82 Yes 2 54 3,509 7,486 65 1,573 2.23 4.76 Yes 4 54 3,539 7,745 66 1,579 2.24 4.90 Yes S 72 4,743 10,545 66 2,153 2.20 4.90 Yes Totals: 1 216 1 14,142 1 30,833 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 pane ffffff claw® 7/20/2018 4.0 Design Load - Dead (Cont.: Racking System: Polar Bear Ill HD 4.2 Racking System Dead Load Calculation: The array dead load is made up of three components; the racking assembly, ballast and module weights. Array# 1 Component Weight: Quantity SOUTH SUPPORT= 1.85 lbs. 8 STANDARD SUPPORT= 2.30 lbs. 72 LONG BALLAST TRAY= 7.08 lbs. 25 MEDIUM BALLAST TRAY = 5.86 lbs. 0 SHORT BALLAST TRAY = 4.58 lbs. 26 CLAWS(2)= 4.04 lbs. 36 MECHANICAL ATTACHMENT= 0.73 lbs. 2 MA Bracket = 2.32 lbs. 2 LG - LG400N 2W-AS = 47.84 lbs. 36 Ballast Weight: CMU Ballast Block = 32.60 lbs. 83 4.3 Module Assembly Dead Load Calculations Array 1: The following calculation determines the nominal weight of a single module assembly. This value is used to calculate the required ballast for Wind Loads as shown in Section 6.1. Single Module + Racking System Weights: Nominal Assembly Weight Components Array Dead Load (DLC) = 2350 lbs. Module Assembly Dead Load (DLc) = Components Array Dead Load (DLC) I # Modules = Pane IClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com 5 panelffffff claw® 7/20/20i8 5.0 Design Loads - Wind. 5.1.1 Global Wind Uplift Summary Table: The necessity to add mechanical attachments can arise for several reasons. Building code requirements, roof load limits and array shape all may come into play when determining their need. The table below provides the mechanical attachment requirements for each sub-array within this project 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 1 5,980 5,056 2 500 1.55 OK 2 8,802 7,486 2 500 1.51 01< 4 11,889 7,745 13 3,250 1.54 01< 5 1 14,428 10,545 11 2,750 1.54 OK Totals: 41,099 lbs. 30,833 lbs. 28 7,000 lbs. Table 5.1 Summary of Mechanical Attachment Requirements 0 calculated factor of safety prodded to determine factor of safety applied to dead load in lieu 010.6 in ASCE 7.10 equation 7, CALCLUAIED SAPEVI FACTOR= DEAD LOAD+MECHANICAL AUACIIMENTI/(.6)WlND LOAD PaneiClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panetclaw.com panel'ffff claw® 7/20/2018 5.0 Design Loads - Wind (Cont. 5.1.2 Global Wind Shear Summary Table: ssumed 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 1 4,485 377 5,056 2 500 1.82 01< 2 6,520 548 7,486 2 500 1.80 OK 4 7,566 636 7,745 13 3250 2.14 OK 5 10,353 1 870 10,545 11 2750 1.89 01< Totals: 28,924 lbs. 1 2,432 lbs. 30,833 lbs. 28 7,000 lbs. rable 5.2 Summary of Mechanical Attachment Requirements. * calculated factor of safety provided to determine footer of safety applied to deed lead in lieu of 0.6 in ASCE 7-10 equation 7, CALCLUATED SAFETY FACTOR- (DEAD L0ADvMECFlANICAL ATTACH MENT)/f(.6)WlND S*EARIFRICTION(o(.6(WIND UPLIFT) PanelCiaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.paneIclaw.com 7 6.2 Racking Dimensions for Point Loads: Inter-Module Support 56.06 in. Spacing = 24.62 in. Inter-Column Support Spacing = pane ffffff claw® 7/20/20i8 6.0 Design Loads - Downward: 6.1 Downward Wind Load Calculation: WL1 = q * Am * Cf. * cos 6 Where: qz = 24.14 psf Am = 22.31 sq.ft. (Single Module Area) 8 = 4.80 deg. CfZ = 0.90 (Inward) Cf Z = 0.30 (Inward with snow) WL (no snow) = 483 lbs./module WLLfl(with snow) = 161 lbs./module Contact Pad by Location: A= Northern B = Northern C = Interior D= Interior E = Southern F = Southern (Ref. Pg. 3, Wind Load) (Ref. Pg. 1, Project Information) (Ref. Pg. 1, Project Information) (Proprietary Wind Tunnel Data) (ASCE 7-10 figure 30.4-2A) Typical Array Plan View (Section A-A on Next Page) PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com 8 panelffM claw® 7/20/2018 6.0 Design Loads -_Downward (CONT.): 6.2 Racking Dimensions for Point Loads (Cont.): 13.25" t xl 13.25" t x2 13.25' X3 17.7 I #5 c. U L F Si H Section A-A Distances Between Supports (Unless Noted): Xl = 27.80 in. X2 = 35.77 in. X3 = 20.14 in. 6.3 Point Load Summary: DLsys = 66 lbs/module Total DL = (Varies on location and ballast quantity) SLm = 0 lbs/module Wlin (no snow) = 483 lbs/module Wlin (with snow) = 161 lbs/module 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 WLin Nortlférr A 63 lbs. 99 lbs. 72 lbs. Northn F. I 35 lbs. 72 lbs. 44 lbs. )ntericr 44 lbs. 116 lbs. 62 lbs. Interic . 71 lbs. 143 lbs. 89 lbs. Interftr E 44 lbs. 116 lbs. 62 lbs. Interior 1F 71 lbs. 143 lbs. 89 lbs. South€rn G 5 lbs. 30 lbs. 12 lbs. Sóiith1s r r H 30 lbs. 54 lbs. 36 lbs. soul:Ker 1 I 30 lbs. 54 lbs. 36 lbs. FórChêcking I 392 lbs. 827 lbs. 501 lbs. Table 7.1 Point Load Summary Ballast Block Point Load Summary - (LB/Singe Block Applied at Tray Location) Location Point Loads (lb/single block) at each Tray Location Tray 1 Tray 2 Tray 3 Tray 4 .NorthE n 11 lbs. North1c r:. B 5 lbs. Interic F 5 lbs. ntericr 11 lbs. )ntéricr - .E 5 lbs. Interior . F 11 lbs. SoUthirn SoDth&r H 8 lbs. Southern I 8 lbs. PaneiClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.paneIclaw.com 9 panelffM claw® 7/20/2018 7.0 Design Loads - Seismic Seismic Calculations per ASCE 7-10, Chapter 11 - Seismic Design Criteria Chapter 13 - Requirements for Nonstructural Components 7.1 Seismic Load Data: Site Class: D Seismic Design Category: D Short Period Spectral Resp. (5%) (Ss): 1.052 is Spectral Response (5%)(S1): 0.408 Bldg. Seismic Imp. Factor(Ie) = 1 Site Coefficient (Fa) = 1.0792 Site Coefficient (Fv) = 1.59 Adj. MCE Spec. Resp. (Short) (Sms)= Fa*Ss = 1.1353184 Adj. MCE Spec. Resp. (1 sec.)(Smi) = Fv*S1 = 0.649536 Short Period Spectral Response (Sds) = 2/3(Sms) = 0.75 One Second Spectral Response (Sdi) = 2/3(Sml) = 0.43 Component Seismic Imp. Factor (Ip) = 1 Repsonse Modification Factor (Rp) = 2.5 Amplification Factor (ap) = 1 7.2 Seismic Design Equations: 0.4apSDSWP - Lateral Force (Fr) - IR) (i + 2 (i)) t:i; FpLmin = 0.3SDsIpWp FpLmax = 1.6SDslpWp Vertical Force (Fp ) = ±[0.20SDs44] .ateral Resisting Force (FRL)* = ) (mu)(Wp)] Vertical Resisting Force (FRV) = 0.6*Wp (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) (ASCE, Eqn. 13.3-3) (ASCE, Eqn. 13.3-2) (ASCE, Eqn. 12.4-4) (Factored Load, ASD) (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 panelm claw 7/20/2018 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 = 250.00 lbs. Nomenclature: WP = Sub-Array Weight Fpi= Lateral Seismic Force FRI= 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 1 5,056 1,837 1,119 167 1 2 Yes 2 7,486 2,720 1,657 247 1 2 Yes 4 7,745 2,814 1,714 255 2 13 Yes 5 10,545 3,831 2,334 348 2 11 Yes: Totals:I 30,833 lbs. [ 11,202 lbs. J 6,824 lbs. 1 1,017 lbs. 1 6 1 28 Table 7.1 -Summary of Mechanical Attachment Requirements * MA's Required = 0.7 FpI.FRI/MA strength PaneiClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.paneIclaw.com 11 panelrM claw® 7/20/2018 7.0 Design Loads -Seismic (Cont. 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 Fv - FRy Required Total MA's Array No. Wp (lbs.) Fv (lbs.) FRy (lbs.) (lbs.) MA's Provided Acceptable 1 5,056 765 3,034 -2,498 0 2 Yes 2 7,486 1,133 4,492 -3,699 0 2 Yes 4 7,745 1,172 4,647 -3,826 0 13 Yes 5 10,545 1 1,596 6,327 -5.210 1 0 1 11 Yes totals:i 30,833 lbs. 1 4,667 lbs. 1 18,500 lbs. 1 -15,233 lbs. 1 0 1 28 Table7.2 - Summary of Mechanical Attachment Requirements * MAC Required= 0.7 FPV. FRy/MA strength panelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.paneIclaw.com 12 pane ffffff claw® 7/20/2018 Appendix A PanelCiaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900. (978) 688.5100 fax 9 www.panelclaw.com Appendix A pane ffffff claw® 7/20/2018 FAH Hochschtle Aachen IF.I Inmot rQ, B tneoC'tNK GmcH LAe at Axfl,n UnNWWY AB.pica Bd SH&U S20 O14 PI' 4S rc, 2tI.B7WOO FW 4S Q24tB9?B4O BpAd. B*Ctfl-aO Client: PanelCiaw inc.. North Andover, MA 01845, USA Report No.: PCM10-8 Date: 0310312016 Wind loads on the solar ballasted roof mount system ,,Polar Bear 5deg Gen Ill HD" of PaneiClaw Inc. Design wind loads for uplift and sliding according to the ASCE 7-10 Reviewed by: 5ov Dr.-Ing. Th. Kray (Had of deparWi of PVw*d ) Prepared by: / 4V DpL-lng (Fl-f) J. Paul (Cw=ftara for ,*id Joadng) Umøt AaMn Ad Tl w Catbubm OtL.lf KW a,o. Uab IBAN: OEB 3W4 QTOO QO4744O03 Ewapfl NUflOd Pc,ctCelftX1cn ____ BC: &ED Bay f3M DOMMM R Rw t..aig R. Gn*w.. P ..1iç 14. u1Ic, Bmga1O(ABcJ ac b 150 Wt P!ot Or JM Th, f"m l410 BY VAT CE2BBB74B FM or..41B. H. G1wO. P1g. or.tv, C. KrMM AMM UBw,e *nBa TA 2143 M& PanelCiaw, inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.paneiclaw.com Appendix A panelffM claw® 7/20/2018 LF.I. lnstitut für lndustrieaerodynamik GmbH -2- Wind tunnel tests were conducted on the 'Polar Bear 5deg Gen Ill HO' solar ballasted roof mount system of PanelClaw Inc. The tests were performed at LFJ. Institut für lndustrieaerodynamik GmbH (Institute for Industrial Aerodynamics), Institute at the Aachen University of Applied Sciences in accordance with the test procedures described in ASCE 7-10, chapter 31 and in accordance with the specifications of ASCE 49-12. The array assembly and the corresponding geometric dimensions of the solar ballasted roof mount system "Polar Bear 5deg Den lii HO" with tilt angles of 5deg are depicted in Figure 1 and Figure 2. Figure 1: Array assembly of the solar ballasted foot mated system Polas Bear 5deg Den Ill i'li)" in landscape orientation with a mode I® etigle of 5deg Testing was carried out with a surface roughness of the fetch in the boundary layer wind tunnel equivalent to open country (Exposure C according to ASCE1SEI 7-10) and for a total of 12 building configurations with sharp roof edges and with parapets of varying height. Figure 3 shows one flat-roofed building model with parapet including the view of the fetch in the large I.F.I. boundary layer wind tunnel. In Figure 4 a close-up of the Polar Bear 5deg Gen lii 1-ID solar ballasted roof mount system is depicted. Pressure coefficients were provided for normalized loaded areas of varying size, five roof zones and eight array zones. Loaded areas scale with building dimensions and are valid for flat-roofed buildings with a minimum setback of 1.0m from the roof edges. The pressure coefficients may be multiplied by the design velocity pressure q1, determined depending on the wind zone, the exposure category Report No.: PCMI0-2 Wind loads on the solar ballasted roof mount system .,Pols, Rear 5deg Den Ill HO" of PaneiClaw Inc. Design wind loads for uplift and sliding according to the ASCE 7-10 osee201: PanelCiaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 9 (978) 688.5100 fax 9 www.panelclaw.com Appendix A pane ffffAr claw® 7/20/2018 AAW FA.!! I.F.I. Institut für Indusnieaerodynamik GmbH -3- and the roof height in accordance with the American standard ASCEJSEJ 7.10 to determine the wind loads on the solar system. Figure 2: Geometric dsiiensions of the array assembly of the solar ballasted roof mount system 'Polar Bear 5deg Gen III W in taodscape orientation with a module lilt angle of 5deg The test results. are likely to be appropriate for upwind Exposures 8. C and D on flat. roofedbuildings assuming use in compliance with ASCEISEI 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. The pressure coefficients were determined for a set-up where wind direction 0 corresponded to wind blowing on the north façade of the flat-roofed building. l-lowever, the results may be applied if the main axis of the array, is not skewed more than 15 with the building edges. Report No.: PCMI0.2 Wind toads on the solar ballasted roof mount system ..Polar Bear 5deg Gen III HD" of PanelCiaw Inc. Design wind loads for uplift and sltdlng 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 ffffff claw® 7/20/2018 Ji'M I.F.I. Inslitut fUr Industrieserodynamik GmbH -4- Figure 3: Wd itawiel model of the flat-tooled bsilclng with the solar ballasted roof mount system 'Pofar Bear 5deg Den HI HI) in landscape crientatiW with a module tilt angle of 5deg mounted on the turntable including view of the fetch in the large I.F.I. boundary layer wind tunnel: 8,12 array in the south-east roof portion The present design toads for wind actions apply without restriction to solar arrays deployed on low-rise buildings as defined in section 26.2 of ASCE 7-10. The wind tunnel testing also applies to buildings higher than 18.3 m (60 if) 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 coefficients determined from the wind tunnel tests show that the system in question needs very lime ballast in the array interior. The sliding and uplift loads exerted by the wind on the modules are small due to the arrangement in rows. Higher 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 edges or corners as well as - in the arrangement of rows and space between the rows - by largely redistributing the ballast- However, in the latter case, the structural requirements for the load transfer through the support system are higher, as a corner module lifted off the roof has to be held in place by the adjacent modules. Report No.: PCMI0-2 Wind loads on the solar ballasted roof mount system .,Poilar Bear 5deg Gee III HO" of PanelClaw Inc. Design wind loads for uplift and sliding according to the ASCE 7.10 O6Wai PaneiClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900. (978) 688.5100 fax 9 www.panelclaw.com Appendix A pane ffffff claw" 7/20/2018 I.F.I. Lnstitut für lndustrieaerodynamik GmbH 5. As stated in ASCE 7-10, section C 26.1.2 buildings with site locations that have channelling effects or wakes from upwind obstructions, buildings with unusual or irregular geometric shape and buildings with unusual response characteristics require use of recognized literature for documentation pertaining to wind effects. Figure 4: Close-up of the 2x12 array of the solar ballasted roof mount system 'Polar Bear 5deg Gen III HO in landscape orientation' with a module tilt angle of 5deg Details of the wind tunnel testing and of the analysis can be found in the long version of the report PCM1O-6-4. Report No.: PCMI0-2 Wind loads on the solar ballasted roof mount system ,,Polar Bear 5deg Gen Ill HD' of PaneiClaw Inc. Design wind loads for uplift and sliding according to the ASCE 7-10 Oe•e.2fl1a paneiClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix A pane ffffff claw 7/20/2018 Appendix B PanelCiaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900. (978) 688.5100 fax • www.panelclaw.com Appendix B panesaw claw" 7/20/2018 Chapter 13 SEISMIC DESIGN REQUIREMENTS FOR NONSTRUCTURAL COMPONENTS 13.1 GENERAL 13.1.1 Scope This chapter establishes minimum design criteria for nonstruciwal components that are pennanentb attached to structures and for their supports and attachments. Wheat the weight of a insuctwasl component is greater than or equal to 25 percent of the cllecli;c scismac weight. W. of the suiseture as defined in Section I2.7-2 the component shall be classified as a not ilding sulxtulr and shall be designed in accordance with Section 15.32. 131.2 SeIsmic Drlgn Cate-gory For the purposes of this chapter. nonsinoctural components shall be assigned to the same seismic de ogn category as the structure that they occupy or to which they xt attached. 13.13 Component Importance Factor AU components shall be assigned a coinpixtens importance factor as indicated in this section. The component importance Iacusr. I,. shall be taken as 13 if any of the following conditions apply: I. The component is required to function for life-safety purposes after an earthquake. usciuding her prtstectscn sprinkler systems and egress stairways. The component conurys, supports. or otherwise contains toxic. highly toxic. or cxplosisc sub. stances where Use quantity of the material exceeds a threshold quantity.establsshcd by the authority having jurisdiction and is suilicient to pose a threat to the public if released. The component is in at attached to a Risk Cat- egory IV structure and it is needed for continued operation of the facility or its failure could impair the continued operation of the facility. use component conveys, supports. or otherwise contains hazardous substances and is attached to a structure or portion thereof classified by the authority having Jurisdiction as a hazaidous occupancy. All other components shall be assigned a component importance factor, 1, equal to 1.0. 13.1.4 Exemptions The following nonstructural components are exempt from the requirements of this section: I. Furniture i except storage cabinets as noted in Table 3.5-li. Temporaxv or movable equipment. Architectural components in Seismic Design Category 8 other than parapets supported by bearing walk or shear walls provided that the component importance factor. i,. as equal to LU. Mechanical and electrical components in Seismic Design Category B. MechanIcal atid electrical components in Seismic Design Category C provided that the component importance factor. F. is equal to 1.0. o. Mechanical and electrical components in Seismic Design Categories D. E. or F where all of the following apply: The component importance factor. I,, is equal to The r.onçoncctt is positively attached to the structure: Flexible connections are provided between the component and asoociaxcdductwo& piping, and conduit: and either The component weighs 400 lb I 17110 Nt or- less and has a center of mass located 4 ft 41.12 in I tsr less above the adjacent floor level: or The component weighs 211th 459 N> or kss or. in the case of a distributed system. 5 (bItt 473 Nina) or less. 13.13 Application of Nouastructurril Cunipssrsnnt Requirements to Nunbuodlog Structures Nonbuililing structures ttnclvdntr storage racks and tanks> that are supported by other structures iliaD be designed in accordance with Chapter IS. Where Section 15.3 requires that seismic forces be determined in accordance with Chapter 13 and salucs for R,are nix provided inTa1sle 1331 or 13.0-I. R, shall be taken as equal to the value of R listed in Section IS. The value of i shall be deter. mined in accordance with foosnotc a of Table 13.3-I or 13.0-I. In PanelCiaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 9 (978) 688.5100 fax • www.panelclaw.com Appendix B panelm claw® 7/20/2018 shown that the component is inherently rugged by comparison with similar seismically qualified components. Evidence skmcmnrtirinr compliance with this requirement shall he subnsititd Inc approval us the authority having jurLcdiction after review and acrcpilurce by a reistcred design professional. 2. Components with hazardous substances and asriened a component importance factor. I,.. cr1 1.5 in accordance u ith Scelicar 13.1 shall be ccriilied b the manufacturer as tnaitu.aitsin; containment following the design earthquake gnrund motion by I i analysis. (2) approved shake table tensing in accordance with Section 13.2.5. or (3) experience data in accordance with Section 13.2.o. Evidence demonstrating compliance with this requirement shall Ire submitted Ic oppms'ai to the authority having jurisdiction after resiew and acceptance k i registered design pmfesrianal. 13.23 Contcaquenthl Dama The lutretirstial and physical interrelationship of components. their supports, and their effect on each t.drrr shall be considered an that the failure of an essential or naressential architectural. mechanical. or electrical cortipc.ncns shall not cause the failure of an etsenilal anlulcenmil. mechaisicaL or decimal component. 13.2.4 flexibility The desion and evaluation a components. their supports. and heir attachments shall consider their ilexibilisy as well as their strength. 13.2.5 Tting Afteenniler Inc Seismic CapacIty Determination As an alternative to the analytical requirements of Sections 13.2 through I3,n. trotine shall be tkcnsed as an acceptable method its ikteunine the seismic capacity ofcosnprmcrrta and their supports and attachments. Seisntirquatiticaiion by icstin; based upon a nationally tecotmied tesisne standard pmce- dare, such as [CC-ES AC l5b. acceptable to the authonls havinerond,cijcrn shall be deemed to itatisf the dest;n and evaluation requirements prsssided that the substantiated seismic capacities equal or exceed the seismic demands determined in accorsl,ancc with Sections 133.1 and 13.32. 132.6 ExperIence Data Alternative for Seismic Capacity Deternatnaitlon As an alternative to the analytical lequirentents. of Sections 13.2 throuph 13.o. use er(expersence data .MtNIMLJM I3ESIC1N LO.s.OS shall be deemed as an acceptable method to detcnnmc the seismic csacity of components and their supports and attachments Seismic qualification by experience data based upon nationally recomzed procedures acceptable to the authority has-in; jurisdic- tion shall be deemed to sstisf) the design and esalun- urin :rrquiiyineats priss-icied that the substantiated seismic capacities equal or exceed the seismic demands determined in accordance with Sections 1.33.1 and 13.3.2. 13,2.7 Conslruetlnt, floenmenEc \Vhcre desi;n of noosinaciural conaponcnts or their supports and attachments is required by Table 3.2-I. such design shall be shown in construction documents prepared by a registered design profes- sional for use by the owner, authorities basin; jurisdiction. contractors. and Inrpcc-tors. Such docu- ments shall include a quality assurance plan if required by Appendix II A. 133 SEISMIC DEMANDS ON NONSTRUCURAL COMPONE—NTS 133.1 SeIsmic flwslpn Force The honmsntal seismic deirin force tF,t shall be applied at tlx component's ernSt,- of gravity and distributed relative to the compcsncnt's mass distribu- tion and shall be determined in accordance with Eq. 13.3-1: F, = 1+2 (13.3-1) Fr is not required its be taken as freater than F,= l.crS,,,!,W,. 113.5-21 and Fr shall out be taken as less than F,=0.3S5S,l. 1133-3) where F, = seismic design force Sc,, = spectral acceleration. short period. as determined linen Section 11.4.4 a, = component amplification factor that varies from (.0(1 to 2.50 fsekct appropriate same from Tuble 133-I or 13.6-1l 1, = coeqxsnent importance factor that varies from 1.00 to t,501see Section 13.131 (F, = component operating weight II) PanelCiaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix B panelffM claw® 7/20/2018 The effects of seismic relative displacements shall be considered in conthina.ion with displacements caused by other lands as appropriate. £34 NONSTIWCTUHAL COMPONENT ANCHOR'sGE Nonstnacturxl components and their supports shall be attached tor anchoresil to the structure in accordance with the requirements of this section and the attach- ment shall satisfy the requirements for Use parent materul as act forth elsewhere in this standard. Component attachments shall he bolted. welded. or otherwise positively pusilively fastened without considcraatnn of frictional resistance produced by the effects of gravity. A continuous load path of sufficient strength and stillness between the cixnponcnl and the support- in; structure shall be provided. Local ckmentt of the structure including connections shall be tksigncd and constructed for the cesnpunent threes where they control the design of the elements or their COnnectiOns. The component locces shall be those determined in Section 133.1. except that trmdi&a. tiucs to F, and R, due to anchorage conditions seed not be considered. The desirn documents skull include sufficient inforntarion relating to the attach- ments to verify compliance with the requirements of this section, 13.4J Design Force In the Attsclsnsnnl The fqttc in the attachment shall be determined basest on the prescribed threes and displacements for the component as determined in Sections 13.3.1 and I3.32, except that R. shall not be taken as larger than o. 13.4.2 Anchors in Concrete or Masonry. 13.42.1 Anchors In Concrete Anchors in concrete shall be designed in accor- dance sothAppendix 0 olACI 315. 13.4.22 Anchors in Mcsosrn' Anchors in masonry shall be designed in. accor- dance with TMS 412/ACI 503IASCE 5. Anchors shall be designed to be governed by the tensile or shear strength of a ductile steel element. EXCEPTION: Anchors shall he permitted tube &sitmed so that the attachmetn that the anchor is connecting to the structure undeioes ductile yielding at a load level corresponding to anchor forces not greater than their design strength. or the minimum MINIMUM DESIGN LOADS design strength of the anchors shall be as least 25 tunes the factored forces tranansijied by the component 13.42.3 post4nstalkdAnthsirs in Concrete UM Alusoorr Post-installed anchors in concrete shall be prequslified for seismic applications in accordance with ACt 355.2 ci other appnn'cd qualification procedures. Post-installed anchors in mssonn shall be prtqulilied for seismic applications in accordance with approved qualilicasitas procedures. £3.43 Installation Conditkms Determination t4 forces in attachments shall take into account the expected conditions of installation including eccentricities and prying effects.. 13.4.4 Multiple Atsiselumrnts Determination of force distribution of multiple attachments at one location shall take usia account the stiffness and dueiilit', of the component, component supports. attachments, and structure and the ability to redistnbute loads to other attachments in the group. Designs of anchorage in concrete in accordance with Appendix 1) olACI 318 shall be considered to s.sttsf this requirement. 13.43 Power Actuated Fasteners Power actuated fasteners in conaste or steel shall not be used for sustained tension loads or for brace applications in Seismic Design Categories 0, E. or F unless approved for seismic tootling. Power actuated fasteners in masonry are not permitted unless approsed fur seismic loading. EXCEPTION: Power actuated fasteners its concrete used for support of acoustical tile or lay-in panel suspended ceiling applications, mind distributed systems where the service load on any individual fastener does not exceed Ott lb 40) Nt. Power actuated fasteners in steel where the service load on any itadnidual listener does nor exceed 250 lb 41.112 N), 13.4.6 Friction Clips Friction clips in Seismic Design Categories D. E or F skull not be used fur supporting sustained la-ads in addition in ressstin; seismic forces, C-type beans and large flange clamps are permitted for hangers provided they are equipped with rrstrasning strips equiss,Ieatso those specified in NFPA 13. Section 9.3.7. Lock truss or equivalent shall be paivided to prevent loosening of thttaded connections. 115 PanelCiaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix B F r- F 1!( cl 0 Fu I r ' - ---= LI - - - - - c. c ' c = - - F; a ; - . '-.-- : c .1 0 2 -- ; E;2 irg1 Ir m 9 cr R : ' ='- : TT ji - -- C'XD 03 -4 NJ 0 NJ 0 I- 00 pane ffffff claw® 7/20/2ó18 CII.UYFER13 SEMIC DESION REQUREML.'TS FOM Table I36-1 Sd*nk CefUccnts for Medmnkal and Etecthcal Components %lechmucal mad Lluctncd Coirpoonan Au-side 1I'.C, lane. or h.4km air coodawang unit.. cabinui hcen., air dotniatnion Ouxien. and other 25 03 ndieuikzCl tomprrnieub canouurirxl of iSect mesa! lraiwrç ii%et.aide H'AC. bo.kux. lonaicn. uronpbunr oats aid bi.x. biller. weon bealure. beas etrlxzapem. 5.0 23 air ucp.wu. .naurfuwmt or rxene rijçunr. and other miechamoul conipaonue conalnatusl !ugiuroubi!fly uxalhrriela Ennn. turtuneu. pump., onmperoorx. and fxn,4xauv .resrh not on ,.kinn amd not ithm the sore ID 25 u4 C1ua'tier IS S}.ai.uuçiud pmotw nmaclx on .iith.n the taupe o Chapieo I 2.5 2.5 kraior and esautsor cWxmeots LU 25 ccneooru, baeicmen, inwrim. meters, uransfotmere. sad artier incid coanpownta c inscird oi high 1.0 2.5 ilutonsutihes ruienats tilorar inarrol ceusruji. panel btwd,, nwHxfi resz. lualnauseusuatarn cabinets. aid aShen courpuneoun consotucuoxl 23 04 cufiheru metal Isaisuiurn Conwasi.5v.in un4lnpolalaL c0u05ftaurn. ummunlaitieson. anal connote t.0 2.5 R4sxuunue,i warts. cuu!rup aisi cks.,raral 101am laterally bnus.ed below their reusier of ruts 23 10 Rool.meuujthnul gacts. coolwE and eSocincal lowers liuie,211% banted ahoxe Iheur center of nut. II) 15 Upbamp filusrrs ID Ii Other nurclunical orelecwtnth components 115 55 %thrson hoOted Cortapancota and Conipimenua and systems usulaird insane neoprene ckmeuus and nccçrene twlftd doory with built-rn or 23 23 ieaine cIaetinieni, usubbunC devucen or reui lent rrimeier stops Spnep trutated runpoounts sad etasrums and sabuwuou isolated Scum ctoseI mooned insane buttt.rn or 23 11) uspare rlaeioieuenc umblnnxp lievuars or ten.lsetu pertinewr stops Inienulli Inolazed cornpownsa. and systcnn,. 2$ 2.45 Susprotkd subrataun usolased equapaneus nackalinj ax-line thaci alesiren aid .umpemlud internally iaeuheesl 23 23 Duutnbuius System, Piprap in nlauue urab ASME ass. indudiuip ox-Star cornpownis w*b jaut, mole b wi3ibu or L'nwue 23 120 Piping in arconlaucu web ASME B31. uucluwlnr in-hue components. constructed mcI buph or honed 25 00 ilctiarmAinhiv aruterul.. nlu euaU made tss slieradsump. bradsaL C uçenssntn cnaiplaupx. or Cruosed rwptuunmes Pupaup and tubing out in uxuniedautae tb ASME 1135. inaSuduap un.hne eunwonencs. roututnuated of 23 90 huphetuanuahulu toateruS.. with Janis made In wekbnp or brsztap Piping and io0np our in iuslais.-e with ASME 5335. .nrkidiup a-line rocoponeison. auuusnjrirsl of 1pb- or 23 43 ln-delunust,ilji mdurouh. web joints task by thrnathap, honalitip, cossatan opSaps. or pnasxrd ruoplinpe Pipap and rubuap cioussuwwd of lisusklormabulity marnals. uiaith as teat ucum. pinw and nonihiculie pliususax 23 3.1) Ductwork. including ax-hue romponems. constructed of bih-delumnabuIisv ruuienals. with jima nude b 23 90 or hrazinp DuciworL inchaduow inline cumnpuceenur. iruswnscied of hiple. or ttoned4ckrunsdurloy ouienajs en tub join. 23 10 unite hs norocix artier than weldiur or bmsemç l)uciwonl. .ndudrnp inline ccnurpounenxn. ruminstruacesi of lon-ikduurueabslry nuuenah. such ss cast trait. plans. 25 30 ,and itauduciale plsstizx PaneiClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix B pane ffffff claw® STRUCTURAL SEISMIC REQUIREMENTS AND COMMENTARY FOR ROOFTOP SOLAR PHOTOVOLTAIC ARRAYS By SEAOC Solar Photovoltaic Systems Committee Report SEAOC PVI-2012 August 2012 PanelCiaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900. (978) 688.5100 fax • www.panelclaw.com Appendix B pane ffffff claw® Requirements and Commentary Structural performance objectives Consistent with the intent of the IBC 2009 (Section 101.3), PV arrays and their structural support systems than be designed to provide life-safety performance in the Design Basis Earthquake ground motion and the design wind 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 load-carrying capacity of the roof, or damaging skylights, electrical systems, or other rooftop features or eqripnrent in a way that threatens life-safety. For life-safety performance, damage, structural yielding, and movement are acceptable, as long as they do not pose a threat to human fife. 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 U, and 1700 year. 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,. LO, 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 structure atone 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 structure such that the load path is the same for both upward and downward forces. Commentary: Sections 1. 2. and 3 of this document are relevant to all rooftop arrays. Section 4 addresses attached arrays. Sections 5. 6. 7. and 9 address unattached arrays. Section S applies to attached or unattached roof-bearing arrays. Attached arrays can include those with flexible tethers as well as more risid attachments. Both types of attachments are to be designed per Section 4. The documents AC 428 (ICC-ES 2011b) and AC 365 (1CC-ES 2011a) provide criteria for other types of PV systems, which are not covered in the specific provisions herein. AC 428 addresses systems flush-mourned on 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 se1sm1c4orce-qe3isting 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 34034 and 3404.4 of mc 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 than 5%. Structural Seismic Requirements for Rooftop Solar Photovoltaic Arrays August 2012 Report SEAOC PVI.2012 Page 1 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 9 (978) 688.5100 fax • www.panelclaw.com Appendix B panelsaw claw® 4. Attached arrays PV support systems that are attached to the roof structure shall be designed to resist the lateral seismic force F. specilled in ASCE 7-10 Chapter 13. In the computation of F for attached PV arrays, an evaluation of the flexibility and ductility capacity of the PV support structure is permitted to be used to establish values of a and R,. If the lateral strength to resist F relies on attachments with low deformation capacity, If, shall not be taken greater than I.S. For low-profile arrays for which no past of the array extends more than 4 feet above the roof surface, the value of a is permitted to be taken equal to 1.0, the value of R is permitted to be taken equal to 1.5, and the ratio .blRp need not be taken greater than 0.67. Commentary: In the computation of F,, for attached low- profile solar arrays. a,,, is commonly taken as 1.0 and R, is commonly taken as 1.5, which are the values prescribed for "other mechanical or electrical components" in Table 13.6-1 of ASCE 7.10. An evaluation of the flexibility and ductility capacity of the PV support structure can be made according to the definitions in ASCE-7 for rieid and flexible components, and for high-, limited-, sad low-defonuability elements and attachments. The provisions of this section focus on low-profile roof- bearing systems. Other types of systems are to be designed by other code requirements that are applicable. Solar carport type structures on the roof of a building are to be designed per the applicable requirements of Sections 13.1.5 and 15.3 of ASCE 7-10. For attached roof-bearing systems, friction is permitted to contribute in combination with the design lateral strength of attachments to resist the lateral force F. when all of the following conditions are met The maximum roof elope at the location of the array is less than or equal to degrees (12.3 percent); The height above the root 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; and R 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 slack tether attachments that not be corn- bined with frictional resistance. The contribution of friction shall not exceed (0.9-0.2S05X0ijilW,,, where W,, is the component weight providing normal farce at the roof bearing locations, and jr is the coefficient of friction at the bearing interface. The coefficient p shall be determined by friction testing per the requirements in Section 8, except that for Seismic Design Categories A, 6, or C, pta permitted to be taken equal to 0.4 if the roof surface consists of mineral-surfaced cap sheet single-ply membrane, or sprayed foam membrane, and is not gravel, wood, or metal, Commentary: When frictional resistance is used to resist lateral seismic forces, the applicable seismic load combination of ASCE 7 results in a nonesl force of (0.9- 02Sc,a)Wes. This nonesl force is multiplied by the. friction coefficient, which is reduced by a 0.7 factor, based on .the consensus judgment of the committee to provide conservatism for frictional resistance. The factor of 0.7 does not need to be applied to the frictional properties used in evaluating unattached systems per Section 9. If the design lateral strength of attachments is less than 25% of F1,, the array shall meet the requirements of Section 6 with £itwv taken equal to 6 inches. Commentary: The requirement above is intended to prevent a designer from adding relatively few attachments to an otherwise unattached array for the purpose of not pro- viding the minimum seismic design displacement. S. Unattached arrays Unattached (ballast-only) arrays are permitted when all of the following conditions are n1e1 The maximum 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 army. The array is designed to accommodate the seismic displacement determined by one of the following pro- cedures: a Prescriptive design seismic displacement per Sections 6, 7, and 8; Nonlinear response history analysis per Sections 6, 6, and 9; or Shake table testing per Sections 6. 8, and 9, Structural Seismic Requirements for Rooftop Solar Photovoltaic Arrays August 2012 Report SEAOC PVI.2012 Page 2 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax 9 www.panelclaw.com Appendix B pane ff 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 attachment, 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 Section 104.11. G. Design of unattached arrays to accommodate seismic displacement For unattached (ballast-only) arrays, accommodation of seismic displacement 511311 be afforded by providing the following minimum separations to allow sliding: Condition ffininwm Separation Between separate solar assays of 0.5(v sinslar 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 (J,)ij,,,., edge with a qualifying parapet Between a solar array and a roof edge without a qualifying parapet. Where ,i,, is the design seismic displacement of the array relative to the roof, as computed per the requirements herein, i, is the importance factor for the building, and i, is the component importance factor for the solar array 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 array, 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 assays will tend to be synchronous and that collisions between arrays do not necessarily represent a life-safely hazard. The factor of 1.5 is added, by judgment of the committee, to provide extra protection against the life safety hazard of an assay sliding off the edge of a roof. A qualifying parapet (and the roof slope change that may be adjacent to it) it assumed to partly reduce the probability of an array sliding off the roof justifying the use of a rather than 154, Calculation of the parapet's lateral strength to resist the array movement is not required by this document. Each separate array shall be interconnected as an integral tuat 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 0.133S05Wv and 0.1 W Where W, = the weight of the portion of the array, including ballast, 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 force of 0.133SsslF or 0.1W1 accounts for the potential that frictional resistance to sliding will be different under some portions of the army as a result of varying normal force and actual instantaneous values of ji for a given roof surface material. The roof structure of the building shall be capable of supporting the factored gravity load of the PV array displaced from its original location up to 4&,pv in any horizontal direction. Roof drainage shall not be obstructed by movement of the PV assay and ballast up to .i 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-safely per- formance requirements. Details of providing slackness or movement capability to electrical wiling shall be included on the permit drawings for the solar installation Commentary: This document provides only structural requirements. The design muss 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 SEAM P111-2012 Page 3 PaneiClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 9 (978) 688.5100 fax 9 www.panelclaw.com Appendix B pane ffffff claw® Commentary: Section 605 of the .tnrrrmanonal 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 (which are the roof type on which unattached arrays are feasible) requirements include 4 feet to 6 feet clearance around the perimeter of the roof, maximum array dimensions of 150 feet between access pathways. and minimum clearances around skyliehts, roof hatches, and standpipes. Note that the clearance around solar arrays is the larger of the two requirements for seismic and firefighung access. The separation distances do not need to be added together. 7. Prescriptive design seismic displacement for unattached arrays "6'V l is permitted to be determined by the prescriptive pro- cedure below if all of the following conditions are met 4 per ASCE 7-10 Chapter 13 is equal to 1.0 for the solar array and for all rooftop components adjacent to the solar army. 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 results, per the requirements in Section 8, stitch 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. shall be taken as follows: Seismic Design Arpv Category A.B,C 6inches 0. ft. F f(Sas - 04)-J 60 inches, but riot less than 6 inches Commentary: The prescriptive design seismic displacement values conservatively bound nonlinear analysis results for solar arrm's on common roofing materials. The formula is based on empirically bounding applicable analysis results, not a theoretical development. The PV Committee concluded that limits on SLe or building height are not needed as a prerequisite to using the prescriptive design seismic displacement. 8. Friction testing The coefficient of friction used in these requirements shall be determined by experimental testing of the interlace between the PV support system and the roofing surface it bears on. Friction tests shall be carried out for the general type of roof bearing surface used for the project under the expected worst-case conditions, such as wet conditions versus dry conditions. The tests shall conform to applicable require-ments of ASTM G115, including the report format of section 11. An independent testing agency shalt perform or validate the friction tests and provide a report with the results. The friction tests shall be conducted using a sled that realistically represents, at full scale, the PV panel support system, including materials of the friction interface and the flexibility of the support system under lateral sliding. The normal 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 minimum of three tests shstl be conducted, with each test moving the sled a minimum of three inches under continuous movement. The force used to calculate the friction coefficient shall be the average force measured white the sled is under continuous movement. The friction tests shall be carried Out for the general type of roofing used for the project, Commeatari': 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 frictional resistance. Lateral force is to be applied under displacement control to be able to measure the effective dynamic friction under movement. Force-controlled loadine, including inclined plane teats, only captures the static friction coefficient and does not qualify. Friction tests are to be applicable to the general type of roofing used for the project. such as a mineral-surfaced cap sheet or a type of single-ply membrane material such as EPDM, TPO. or PVC. it is not envisioned that different tests would-be required for different brands of roofing or for For solar arrays on buildings assigned to Seismic Design Category 0, E, or F where rooftops are subject to significant potential for frost or ice that is likely to reduce friction Structural Seismic Requirements for Rooftop Solar Photovoltaic Arrays Report SEAOC PVI-2012 August 2012 Page 4 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 9 (978) 688.5100 fax • www.panelclaw.com Appendix B pane ffffff claw® between the solar array and the roof, the bedding official at their discretion may require increased minimum separation, further analysis, Or attachment to the roof. 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 allay. These factors include: -the potential for frost to occur on a roof based on the climate at the site, whether the building is heated, and how, well the roof is insulated -the number of 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 requirements of Section 7, the design seismic displacement corresponding to the Design Basis Earthquake shall be determined by nonlinear response history analysis or shake table testing using input motions consistent with ASCE 7-10 Chapter 13 design 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 dynamically repre- sentative model of the building supporting the PV array being considered. Spectrally Matched Rooftop Motions: This method requires a suite of not less than three appropriate roof motions, spectrally matched to broadband design spectra per AC 156 (ICC-ES 2010) Figure 1 and Section 6.5.1. The spectrum shall include the portion for 7> 0.77 seconds (frequency < 1.3 Hz) for which the spectrum is permitted to be proportional to liT. 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, T, to a minimum of 2.0 seconds or 15T, 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 root 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 6.5.2. For analysis, a three-dimensional analysis stratI be used, and the roof motions shall include two horizontal components and one vertical component applied concurrently. Commentary: Nonstructural components on elevated floors or roofs of buildings experience earthquake shaking that is different from the corresponding ground-level shaking. Roof-level shaking is filtered through the building so it tends to cause greater horizontal spectral acceleration at the natural 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 nonstructural elements consistent with ASCE 7 Chapter 13 design forces. The requirement added in this document to include the portion of the spechama 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 ranee of periods of vibration, representing a range of different buildings where non- structural components could be located. Comparative analytical studies (Maffei Or a! 2012) have shown that the. use of broadband spectra provides a conservative estimate of the sliding displacement of solar assays compared to unmodified roof motions. For input method (), appropriately scaled Design Basis Earthquake ground motions are applied to the base of a buildine 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 form 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 SE.40C P VI •2012 Page 5 PanelCiaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix B pane ff I M Claw ® vertical component, or a two-dimensional test with one horizontal component and one vertical component. In nfl cases the components of motion shall be applied con- currently. Shake table tests shall apply the ralnirnurn 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 studies of the tests to calibrate the influential variables and three dimensional analyses to compute the seismic displacement for unfiltered input motions. Commentary: For some input motions and shake table facilities, input records may need to be high-pass filtered (removing some of the low-frequency content of the record) so that the shake-table movement does not exceed the table's displacement capacity. If filtering of motions is needed, it should be done in such a way as to have as little effect as possible on the resulting sliding displacement. Comparative analyses should be conducted to determine the effect of filtering on sliding displacement, after which unfiltered motions should be used in the analysis to determine the design seismic displacement If the shake table tests are two-dimensional, the tests should be used to calibrate comparable two-dimensional analyses, after which three-dimensional analyses should be used to 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 than be taken an 1.1 times the maximum of the peak displacement values from the analyses or tests. Resulting values for sham not be less than 50% of the values specified in Section 6, unless lower values are validated by independent Peer Renew. Commentary: The 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 sticking/sliding response than it is for other types of non-linear response considered in structural engineering. The factor is chosen by iii-. Analytical and experimental studies of the seismic response of unattached solar arrays are reported by Schellenberg or aL Notation ao = component amplification factor (per ASCE 7) F. = component horizontal seismic design force (per ASCE 7) I, = seismic importance factor for the building (per ASCE 7) 16 = component importance factor (per ASCE 7) R., = component response modification factor (per ASCE 7) S1s = design 5%-damped spectral acceleration parameter at short periods (per ASCE 7) T = fundamental period W. = total weight of the array, including ballast, on the We of the section (being checked for interconnection strength) that has smaller weight Wi,, component weight providing normal force at the roof bearing locations = design seismic displacement of the array relative to the roof p = coefficient of friction at the bearing interface between the roof surface and the solar array Structural Seismic Requirements for Rooftop Solar Photovoltaic Arrays August 2012 Report SEAOC PVI.2012 Page 6 PanelCiaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 . (978) 688.5100 fax • www.panelclaw.com Appendix B Borrego Solar Systems, Inc. $60 22nd Street I Suite 600 Oakland, CA 94612 —A www.borregosolar.com BORREGO SOLAR STRUCTURAL CALCULATIONS VIASAT -BUILDING 12 Project Summary ......................................................................................................................................... 1 BuildingInformation...................................................................................................................................2 PVArray Layout...........................................................................................................................................3 PVModule Attachemnt Detail....................................................................................................................4 Panelanchorage Design .............................................................................................................................. 5 InverterAnchorage Design .......................................................................................................................11 Additional Seismic Weight Check .............................................................................................................14 ElectricalEquipment Attachment.............................................................................................................15 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 No. 5870 Exp. 12.31.19 V 4 BORR EGO SOLAR Borrego Solar Systems, Inc. www.borregosolar.com T: (888) 898-6273 F: (888) 843-6778 Project: Via Sat Sheet #: Subject: Analysis and Design of Rooftop PV Components Designed By: EY Date: 06.01.18 Revised By: Date: PROJECT SUMMARY SCOPE: To provide structural design for the PV racking and inverter attachment to the roof of the existing building. EXISTING STRUCTURE: Existing roof structure consists of 1 W' x 18 gage metal deck spanning 9' (max) between steel beams. The lateral system is a Precast Concrete Shearwall system. DESIGN CRITERIA: Dead loads: Additional dead load ranging between 4.0 psf and 5.0 psf due to the solar panels, racking and ballast blocks. Wind Loading: Wind loading is provided by Panel Claw. CODES: California Building Code (2016 CBC) ASCE7-10 SEAOC PV1-2012 and SEAOC PV2-2012 FINDINGS: The existing building roof framing and lateral system are adequate to support additional weight of the solar panels and support rack. The additional weight is less than the allowed 5 psf per the original building design. Borrego Solar Systems, Inc. Project: Via Sat Sheet #: 2 www.borregosolar.com Subject: Analysis and Design of Rooftop PV Components T: (888) 898-6273 Designed By: El Date: 06.01.18 BORR EGO SOLAR F: (888) 843-6778 Revised By: Date: BUILDING INFORMATION Letter signed by the buildings structural engineer stating the additional capacity of the roof framing. June 1, 2018 Borrego Solar Systems 36022 nd St. Ste. 600 Oakland, CA 94612 WISEMAN+ROHY STRUCTURAL ENGINEERS JAMES M. WISEMAN, S.E. PRINCIPAL STEVEN D. ROHY, S.E. PRINCIPAL BRANDON J. DEEMS, S.E. ASSOCIATE PRINCIPAL DAVID E. MAESTAS, P.S. ASSOCIATE RE: ViaSat Building 12 2501 Town Garden, Rd., Carlsbad, CA 92009 Solar Design Loading Dear Ertug: This letter confirms that the entire roof of the above-mentioned building was designed with an allowable solar load of 5 psf for both vertical and lateral design. Please do not hesitate to contact me if you need any additional information. Sincerely, WISEMAN + ROHY Structural Engineers David Maestas, P.E. Associate 9915 MIRA MESA BLVD., SUITE 200- SAN DIEGO, CA 92131 . EL 858 536 5166 . FAX 858 536 5163 . www.wRENGINEERS.COM 3 OUSTING ROOF PERIMETER WHEN PAPAPETDJSTS. THE BOOT PERIMETER DIRE INSIDE FAT - - -• _1t:O r r -1 - - 000AVHITVF) 4. 4007 SETSACO(TYP) ROOF OBSTROCI1ON WET CLUARANIG (TIP) SCALE: MEOEN.NICAU EQUIPMENT ORIGINAL SIZE 36024' W/4OER00L0ERITYPT SHEET SIZE 4001 0 PREPARED FOR. H BORREGO SOLAR PROJECT: C VIASAT BUILDING 12 LOCATION: 2511 GATEWAY ROAD CARLSBAD CA92009 SHEETTIiI.E: ARRAY SITE MAP NOT APPROVED FOR CONSTRUCTION REVISION I SHEET PC-2- 2 1 7 6 I 5 4 I 3 2 ii• Vu ( I NOTES ARRAY SITE MAP 1. ALL DIMENSIONS SHOWN ARE BASED UPON INFORMATiON PROVIDED TO PANELCIAW. SCALE: PETE - FIELD VERJRVALL DIMENSIONS PRIOR TO CONSTRUCTION OF THE SOLAR ARRAY. 6011EV PANELOAW OF ANY DISCREPANCIES. 1 9941 8 70 7 5DH-5.7 6 CT-5D1D-3.2 5 PROJECT SUMMARY MODULOTYPE LALGIWOW-A5 MODULE OMDMSIONS(IN.) 40.31079.01( 1.57 NUMBER REMODELED 270 MODULE WATTAGE 1W SIC) 404 SYSTEM SUE (LW5TE) EBSIOM WEIGHT lIE) 37104 SYSTEM AREA OR FT.I 7497 NUMBER OF ARRAYS 4 .IlPAY11LTIDEGI AS POLAR BEAR El HO 5 -49Ifl PROJECT PART QUANTITY panelvI7 claw RACKING CONSTRUCTION SET PANELCIAW, INC. 1070004000 ST. SUITE 2104 NORTH ANDOVER, MA 01045 TELL 974.640.4904 FAX: 88 om L-BRACKE 3/8-16, 3041.S. HEX FLANGE NUT A U-ANCHOR 2400 MANUFACTURED BY ANCHOR PRODUCTS MECHANICAL ATrACHMENT DETAIL B SCALE: N.T.S. PC8 9941 8 7..0 7 1/4-20, 3045.5. HARDWARE '1 BOLT ANGE NUT ATTACHMENT BRACKET 7 6 CT I 1 STAMP: 7-7 tI— II- MECHAF LOCATIC SCALE: N.T. pane "AF claw RACKING CONSTRUCTION SET PANELCLAW, INC. 1570 OSGOOD 51. SUDS 2130 NORTH ANDOVER, MA 01845 TEL 978.408.4900 FLEE 978.648.5100 w.pafleIdaw.cUfl1 H 24" MECHANICAL ATTACHMENT WORKING LOAD (LB) HORIZONTAL IHI VER11CAL (V) 300 300 51 E - 2 C 0 N 'H HORIZONTAL LOAD HMAY ACT INANYDIRECTION I I I 0 I BOLTED WORKING LOADS = ALLOWABLE LOADS (i.e. NON-FACTORED) 4 1/4 CONNECTIONS PAN ELCLAW MANUFACTURED COMPONENTS - U-ANCHOR 2400 - COMPONENTS MANUFACTURED BY OTHERS SCALE: MECHANICAL ATTACHMENT 0' AL' 0' 0' EXISTING ROOF. BUILDUP VERIFIED BY OTHERS. ORIGINAL 50K 34')24' SHEET SVE AR04 'D' FASTENERS DESIGNED AND PROVIDED BY PREPARED MR: OTHERS - SIZE FASTENERS FOR REQUIRED WORKING LOADS PER SCHEDULE. BORREGO SOLAR P0051CC NOTE: MECHANICAL ATTACHMENT COMPONENT DIMENSIONS ARE PROVIDED FOR REFERENCE 5111 ONLY AND SHOULD BE VERIFIED WITH VIASAT BUILDING 12 ATTACHMENT MANUFACTURER PRIOR TO FASTENER DESIGN. LOCATION: 2511 GATEWAY ROAD CARI.S8AD CA 92009 (8)0' SHEETITI1.E: MECHANICAL MECHANICAL ATTACHMENT DETAIL ATTACHMENT DETAIL SCALE: N.T.S. () [NOTAPPROVED FOR CONSTRUCTION REVISION: I SHEET: PC-B 5 116. 4 I 3 2 1 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: 06.01.18 BORREGO SOLAR F: (888) 843-6778 Revised By: Date: FGf- (S T3€C4\ e, 5\0 - IL, V 113 I 111-' .j, -•2;-' 17'i= 2 4 /O3 tT. 2 7 U-z,''aø 7rc4 J!L = 63 3 73 JL ____ 3 /e 31 .ScS fyi A, 5' f) ) PULL f ly-4t Ito <S ACA4 CA cr —s So 2. - Borrego Solar Systems, Inc. Project: Sheet #: 7 www.borregosolar.com Subject: Analysis and Design of Rooftop PV Components T: (888) 898-6273 Designed By: EY Date: 06.01.18 BORREGO SOLAR F: (888) 843-6778 Revised By: Date: \/- Iy° LA4 1' s/ T ie 4cL3 /71 -, - .- ._...- /4t Screw Capacities Table Notes Capacities based on AISI SIOO Section E4. When connecting materials of different steel thicknesses or tensile strengths, use the lowest values. Tabulated values assume two sheets of equal thickness are connected. Capacities are based on Allowable Strength Design (ASD) and include safety factor of 3.0. Where multiple fasteners are used, screws are assumed to have a center-to-center spacing of at least 3 times the nominal diameter (d). 5, Screws are assumed to have a center-of-screw to edge-of-steel dimension of at least 1.5 times the nominal diameter (d) of the screw. Pull-out capacity is based on the lesser of pull-out capacity in sheet closest to screw tip or tension strength of screw. Pull-overcapacity is based on the lesser of pull-over capacity for sheet closest to screw header or tension strength of screw. Values are for pure shear or tension loads. See AISI Section E4.5 for combined shear and pull-over. Screw Shear (Pss), tension (Pts), diameter, and head diameter are from CFSEI Tech Note (F701-12). Screw shear strength is the average value, and tension strength is the lowest value listed in. CFSEI Tech Note (F701-12). Higher values for screw strength (Pss, Pts), may be obtained by specifying screws from a specific manufacturer. Allowable Screw AConnection IIfTWJUDI #6 Screw #8&"W / #10 Screw ' #12Sew I/P Screw Thickness Design Fy FU Thickness d Ton Yield cOe (Pas.6431bs Ptse419lbs) (Pss1278lbs Pts.5861bs) (Pain 1644lbs Pts . Ilse lbs) . .. . . ... . . 2330 ON, Pts2325Ibs) (Pss3048lbs Pis .32011bs) I (hal) M0 138" dIe, 0.272" Head 0164" dIe, 0.272 Head 0 190" dl., 0.340" Head 0 216" dIe, 0.340 Head 0.25V dla 0.409" Head Shear Pull-Out Pull-Over ' Shear Pull-Out Pull-Over Shear Pull-Out Pull Over Shear PUS-Out Pull Over Shear Pull-Out Pull Over 18 0.0188 33 33 44 24 84 48 29 84 52 33 105 55 38 105 60 44 127 27 0.0283 _ 33 33 - 82 37, 127, 89 _.43t - 127..: 96. ,_j59 l02 57 159_ tio - ,..66 191 30 0.0312 33 33 95 40 140 103 48 140 111 55 175 118 63 175 127 73 211 33 0.0346- 13 . "ii. -51 . ; 164... _.72._. 195 J77_.._J4..._ 26.5.... ._18B L95 ,.J265._. -lifl 43 0.0451 33 45 214 79 140 244 94 195 263 109 346 280 124 345 144 415 54 0.0586 3, 88 0.0713 33 45 '_214 214 - 125 "i 140 ,. 426 . 149 195 523 .. 173 r. 386 557 196 r 545 600 227 656 97 01017 33 45 214 140 140li' _426 1951 195" .i54: [.2462 ..386" "777,, 280 775 j016 _.324 936 118 0.1242 33 46 214 JL J9 j 548 j 777 342 775 j 396 1,067 54 00566 50 65 214 140 140_ 426 j71 .,l95 534 _.,,198 - 388 ,_ .. 589 225 625 613 261 .752 68 0.0713 50 65 214 140 140 426 195 195 548 249 386 717 284 775 866 328 948 97 01017 50 65 214 140 140 .426 j95 ..195 548_ 56' :386 777 4O5 715 1016 ..468 1067 118 0.1242 50 66 214 L -L- L -ML- L L L L 2!L JQL 572 1,067 Weld Capacities Table Notes 1. Capacities based on the AISI S100 Specification Sections E2.4 for 6. Transverse capacity is loading in perpendicular direction of the fillet welds and E2.5 for flare groove welds, length of the weld. When connecting materials of different steel thicknesses or tensile strengths, use the lowest values. Capacities are based on Allowable Strength Design (ASD). Weld capacities are based on E60 electrodes. For material thinner than 68 mil, 0.030" to 0.035" diameter wire electrodes may provide best results. S. Longitudinal capacity is considered to be loading in the direction of the length of the weld. For flare groove welds,. .the effective throat of weld Is conservatively assumed to be less than 2t. For longitudinal fillet welds, a minimum value of EQ-E2.4-1, E2.4-2, and E2.4-4 was,used. For transverse fillet welds, a minimum value of EQ E2.4-3 and E2.4-4 was used. For longitudinal flare groove welds, a minimum value of EQ E2.5-2 .and E2.5-3 was used. Allowable Weld Capacity (lbs / in) Tensile di Flare Groo eve Wlds (Mils) Thkknessi Qut) Yield (hal) Longitudinal' Transverse LongitudInal Transverse 43 0.0451 33 45 499 864 544 663 54 .00566 33 . ..45 ._ . 626_._. - 682. 68 0.0713 33: 45 789 1365 859 1048 97 0.1017 33• 45. - 1 115: . -1289 f 54 0.0566 50 65 905 1566. 985 1202 68 00713 50 65 1140 ... 1972 ' 1241 1514 0.1017 50 65 1269 1269 -' yVciu cepeaiy wrmaiena, micness greazer man u..wrequeres eng/neern,g Judgment to getennine leg of welds, Wi and W2. * LG Life's Good LG NeDNw2 72ce11 LG's new module, LG NeONTM 2, adopts Cello technology. Cello technology replaces 3 busbars with 12 thin wires to PR0VEDPRODUCT 7 2 enhance power output and reliability. LG NeON 2 (/j \ ( E. I "~_ 1~~ cell demonstrates LG 's efforts to increase customer's value ' ' intertei beyond efficiency. It features enhanced warranty, durability, performance under real environment, and aesthetic design suitable for roofs. Enhanced Performance Warranty High Power Output I p LG NeONTM 2 has an enhanced performance warranty. lain • compared with previous models, the LG NeONTM 2 The annual degradation has fallen from -0.6%/yr to JIJ has been designed to significantly enhance its output -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 NeONTP 2 modules. Illifil Aesthetic Roof I i . 1111111 () Outstanding Durability I I LG NeONJTh 2 has been designed with aesthetics n mind, With its newly reinforced frame design, LG has extended thinner wires that appear all black at a distance. the warranty of the LG NeON' 2 for an additional The product may help increase the value of 2 years. Additionally, LG NeONI 2 can endure a front a property with its modem design. load up to 5400 Pa, and a rear load up to 4300 Pa. L Better Performance on a Sunny Day Double-Sided Cell Structure LG NeON 2 now performs better on sunny days thanks The rear of the cell used in LG NeONT" 2 will contribute to to its improved temperature coefficiency generation, just like the front; the light beam reflected from the rear of the module is reabsorbed to generate a great amount of additional power. About LG Electronics LG Electronics is a global player who has been committed to expanding its operations with the solar market The company first embarked on a solar energy source research programs in 1985, supported by LG Groups vast experience in the semi-conductor, LCD, chemistry, and materials industries. In 2010, LG Solar successfully released its first Mono X5 series to the market, which is now available in 32 countries. The LG NeON" (previously known as Mono X® NeON) and the LG NeON"'2 won the "Intersolar Award" in 2013 and 2015, which demonstrates LG Solar's lead, innovations and commitment to the industry. LG N0DN2 72ce1! '5 Mechanical Properties Cells 6x12 Cell Vendor LG Cell Type Monocrystalline I N-type Cell Dimensions 161.7 x 161.7 mm / 6 inches of Busbar 12 (Multi Wire Busbar) Dimensions (Lx W x H) 2024 x 1024 x 40 mm 79.69 x 40.31 xl .57 inch Front Load 540013a 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 UL1703 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 C1703) Product Warranty 12 years Output Warranty of Pmax Unear warranty 1)1st year: 98%, 2) After 2nd year: 0.55% annual degradation, 3)25 years: 84.8% Temperature Characteristics NOCT 45±3nC Pmpp -0.36%/°C Voc -0.26%I°C Isc 0.02 %I°C Characteristic Curves a U 0 5 10 140 ...... 120 100 60 . 40 . 20 -40 25 , I..G North America Solar Business Team LG Electronics USA Inc Life's Good 1000 Sylvan Ave Englewood Cliffs, NJ 07632 Contact lg.solarlge.com www.tgsolanjsa.com 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 (lmpp) 9.91 9.89 9.86 9.83 Open Circuit Voltage (Voc) 49.5 49.4 49.3 49.2 Short Circuit Current (Isc) 10.55 10.51 10.4 1 10.43 Module Efficiency 19.8 19.5 1 19.3 19.1 Operating Temperature -40-+90 Maximum System Voltage 1500 (UL) Maximum Series Fuse Rating 20 Power Tolerance (%) 0-+3 STC (Standard Test Condition): Irradiance 1,000 W/m', Ambient Temperature 25 'C, AM 1.5 The nameplate power output is measured and determined by LG Electronics at its sole and absolute discretion. The Typical change in module efficiency at 200W/rn' in relation to 1000W/rn' is -2.0%. Electrical Properties (NOCT*) Module 410W 405W 400W I 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 Current (Isc) 8.47 8.44 1 8.41 8.38 °NOCT (Nominal Operating Cell Temperature): Irradiance 800W/rn', ambient temperature 20 C wind speed 1 m/s Dimensions (mm/in) _ 15 20 25 30 - Tnnmporaoan (C) lhodistamrn botworn the tooter of the mmornmUng/grommding holes go Product specifications are subject to change without notice. [!] L!] 1? Copyright © 2017 LG Electronics. All rights reserved. Innovation fora Better Life ni 01/01/2017 pane ffffff claw® 6.0 Design Loads -_Downward (CONT. 6.2 Racking Dimensions for Point Loads (Cont.): Tray 1: 5 Tray 2: 5/16/2018 13.25" f Xl 13.25" X2 Section A-A Distances Between Supports (Unless Noted): X1= 27.80 in. X2 = 35.77 in. X3 = 20.14 In. 6.3 Point Load Summary: DLsys = 65 lbs/module Total DL = (Varies on location and ballast quantity) SLm = 0 lbs./module Win (no snow) = 483 lbs./module Win (with snow) 161 lbs./module 13.25" t X3 G 17.7' H I 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 7'Nôrthiñ' AM 63 lbs. 99 lbs. 72 lbs. .Nörthglin B= 35 lbs. 72 lbs. 44 lbs. lñtëi'iö CM 43 lbs. 116 lbs. 62 lbs. ).lñtgljjôr DM 71 lbs. 143 lbs. 89 lbs. :lntëjif 43 lbs. 116 lbs. 62 lbs. lfltéiio 71 lbs. 143 lbs. 89 lbs. '.1S60thern 5 lbs. 30 lbs. 11 lbs. 'SöUthèin' HM 38 lbs. 62 lbs. 44 lbs. /Só0thèi/i 38 lbs. 62 lbs. 44 lbs. FChkiri." 408 lbs. 842 lbs. 516 lbs. ,00,e 1.1 t oinrL0005UMM0ry Ballast Block Point Load Summary - (LB/Sing e Block Applied at Tray Location) Location Point Loads (lb/single block) at each Tray Location Tray 1 Tray 2 Tray 3 Tray 4 çNorthèin' 11 lbs. Nbrth&n 5 lbs. lñtglrlôr 5 lbs. 4lnt&i6r 11 lbs. ilñtërlor E 5 lbs. /lntglhiór 11 lbs. ISôiithern G ISothii 8 lbs. Sàiithèii 8 lbs. PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 Borrego Solar Systems, Inc. www.borregosolar.com 1: (888) 898-6273 BORREGO SOLAR F: (888) 843-6778 Project: Sheet #: Subject: Analysis and Design of Rooftop PV Components Designed By: EY Date: 06.01.18 Revised By: Date: 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 K0 = 1.07 (Table 29.3-1) SEISMIC Soil Site Class D Design Short-Period Spectral Acceleration SDS = 0.757 g Design 1-Second Spectral Acceleration SD1 = 0.408 g Mean Roof Height of Building hbldg = 45 ft Height of Roof Supporting Inverter z = 45 ft INVERTER AND RACK INFORMATION Isometric View of Inverter Rack CROSS PPE SUPPORI INVERTER POWER RWcc05 I•- LOCATION I - L ll —' I- RAuASI TRAY 4A PLAN A PROFNE NEW Plan and Elevations Views of Inverter Rack AD 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: 06.01.18 BORR EGO 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=Wi+Wr=179.00lbs = 150 wi = 26.20 in hi = 35.70 in di = 10 in Af = (wi x hi) x cos(01) = 6.32 ft2 Ar = (wi x hi) x sin(Oj) = 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 = 0.00256xKzxKnxKcjxV2 = 28.2 psf (Eq. 29.3-1) GCrh = 1.9 Area of Inverter is far less than area of horizontal projected building area GCry = 1.5 Area of Inverter is far less than area of building plan area Fwlndv = q2x GCrvXAt = 267 lbs Fwlnd_h = q2x GCr piXAr =91 lbs Using 0.61) + 0.6W combination: 0.6D = 0.6 x 179 = 108 lbs 0.6Whoriz = 0.6 X 91 = 55 lbs 0.6Wyert = 0.6 x 267 = 160 lbs MOT-horiz = (55) X (3.45/2) = 95 lb—ft MOT-ver = (160) X (5/2) = 400 lb—ft MRES= (108) x (5/2) = 270 lb—ft UPLIFT = (270-400-95) / (5/2) =90 lb (32 lbs x 4 =1281bs) HORIZANTAL = 55 lb (Eq. 29.5-2) (Eq. 29.5-3) Provide 2 Ballast Block (32 lb each) at each corner. (Total of 8 per inverter) 12 It BORREGO SOLAR Borrego Solar Systems, Inc. www.borregosolar.com 1: (888) 898-6273 F: (888) 843-6778 Project: Sheet #: Subject: Analysis and Design of Rooftop PV Components Designed By: EY Date: 06.01.18 Revised By: Date: CALCULATE SEISMIC FORCES ON INVERTER RACK Importance Factor Component Amplification Factor Component Response Modification Factor Design Short-Period Spectral response Acceleration Design 1-Period Spectral response Acceleration Horizontal Seismic Force Fp = [(0.4xapxSd)/(Rp/lp)] x [1+(2X2/hb1dg)] X Wir = 65 lbs Fp_max = 1.6XSdsXlpXWjr = 217 lbs Fp_min = 0.3XSdsX lX Wir = 41 lbs Fph = max(Fp_min, min(Fp, Fp_max)) = 65 lbs Vertical Seismic Force FPv = 0.2XSdsXWtr = 27 lbs OVERTURNING DUE TO SEISMIC Using 0.613 + 0.7E combination: 0.6D = 0.6 x 179 = 108 lbs 0.7E = 0.7 x 65 = 46 lbs 0.7Evert= 0.7 x 27 = 19 lbs Movertumin8 = (0.7x Ex2.5 ) = 115 lbs Mresisting = (0.6D-.7Evert)xWx2.5 = 198 lbs Ip=1.0 ap= 1.0 R=2.5 Sds = (2/3) X Fa S = 0.757 Sdi = (2/3) x Fv x Si = 0.433 Since MReslswng is larger than Moverturning, no uplift due to seismic. Provide 2 Ballast Block (32 lb each) at each corner. (Total of 8 per inverter) SLIDING CHECK Max. Sliding is 65 lbs (seismic) 0.6D = 108 lbs (inverter) 0.6D = 0.6 x 256 = 154 lbs (8 ballast block) Resisting Sliding Force = Friction Coefficient x 0.61) = 0.40 x (108+154) = 105 lbs VResis!t!ng is larger than VsL,D,Ns. 13 bRT1 / C— (a4t( DA (ThL- Svv JEA'e,i4-T lfr Vl/-fr Aw P A 9-67 Z - ?Z L#- Ay-4D (A 1, ROO F TEb L.-p /8 1- Efl-n 144 ~J~Do LI67 Z L LL w El Cf t.S VJO T / tJ cWOIIJ ) \&jEt L-4T K-VA1 I. 314 ejjc (L /D h Fr Borrego Solar Systems, Inc. Project: Sheet #: Spo 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: E C -C C I C-.+\ L pL Acfp1Etr -Ts ) (too) FP r 15 Borrego Solar Systems, Inc. www.borregosolar.com T: (888) 898-6273 BORREGO SOLAR F: (888) 843-6778 Project: Sheet #: Subject: Analysis and Design of Rooftop PV Components Designed By: EY Date: -- -- Revised By: Date: F A (--T I ( o) )L E J3 _. _...._._..._... F10 4- 17(o1- -1 I - h L ) ig /&c ___ 0 Fce St) çn vTvf .5 4-_J T (c 16 Borrego Solar Systems, Inc. Project: Sheet U: 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: ( FA (-i-r y c ) PcI¼cA— y L_ W M LM 2-pAL C4W n 010 -e od8 Z6o 17