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Home My WebLink About2511 Gateway Rd; ; CBC2018-0313; Permit(city of Carlsbad Commercial Permit Print Date: 09/18/2018 Permit No: (8(2018-0313 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: 2511 Gateway Rd BLDG-Commercial 2132601100 $108,000.00 Work Class: lot#: Reference#: Construction Type: Bathrooms: Orig. Plan Check#: Cogen Status: Applied: Issued: Permit Finaled: Inspector: Closed -Finaled 06/07/2018 06/26/2018 AKrog Plan Check#: Final Inspection: 9/18/2018 1:08:06PM Project Title: Description: VIASAT: ROOF MOUNT PV, 108 KW, 270 MODS Owner: Contractor: VIASAT INC A DELAWARE CORPORATION BORREGO SOLAR SYSTEMS INC BUILDING PERMIT FEE ($2000+) BUILDING PLAN CHECK FEE (BLDG) SB1473 GREEN BUILDING STATE STANDARDS FEE STRONG MOTION-COMMERCIAL Total Fees: $1,147.72 6155 El Camino Real CARLSBAD, CA 92009 760-476-2200 Total Payments To Date: $1,147.72 5005 Texas St, Ste 400 SAN DIEGO, CA 92108-0000 619-961-4527 Balance Due: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. $0.00 1635 Faraday Avenue, Carlsbad, CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov $654.40 $458.08 $5.00 $30.24 THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: 0PLANNING 0ENGINEERING 0BU1LD1NG 0FIRE 0HEALTH 0HAZMAT/APCD C City of Building Permit Application Plan Check No.('J!V ~o I 6 ~ /13 J 3 1635 Faraday Ave., Carlsbad, CA 92008 Est. Value J:> J l> 'l' rf)() . /)(') Carlsbad Ph: 760-602-2719 Fax: 760-602-8558 Plan Ck. Deposit email: building@carlsbadca.gov www.carlsbadca.gov Date!,, -7-/5'11 JOB ADDRESS SUlTEf/SPACE#/UNIT# IAPN ---2511 Gateway Road, Carlsbad, CA 92009 CT/PROJECT# I LOT# 1PHASE # I# OF UNITS I# BEDROOMS # BATHROOMS 1TENANT BUSINESS NAME I co;;j;;E Toce. GROUP ViaSat HQ, 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: 813 Shell: C8C2016-0018, and 813 Tl: C8C2017-0508 ,:;J 7() (Y\OfJS EXISTING USE I PROPOSED USE I GARAG~ (SF) PATIOS (SF) I DECKS-(SF) FIREPLACE IAIR CONDITIONING I FIRE SPRINKLERS Commercial Office Solar PV -v,so No[Z] v,s[Z]NoD v,s[Z]NoD APPLICANT NAME Gonzalo Manriquez -Borreao Solar Svstems PROPERTY OWNER NAME V 1' 1 .i T _ ... Primary Contact IQ<n ADDRESS ADDRESS \ I 5005 Texas St, Suite 400 f.l,C fl f,-,,nn lJ.n. ··- CITY STATE ZIP CITY ./ L SJAA ZIP San Diego CA 92108 C"'-''' J <)-Z.01'19 PHONE [FAX PHONE FAX rJ J A 619-961-4513 888-843-6778 '"1.f f\-<g<\3-11-11 EMAIL EMAIL • .\- gmanriquez@borregosolar.com RA r\. f A., .. sc'° v,c,,_c.," . , l'lm DESIGN PROFESSIONAL laor Sobkowicz -Borreao Solar Systems CONTRACTOR BUS. NAME Borreao Solar S}'stems, 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 IFAX PHONE FAX 650-716-3786 888-843-6778 619-961-4513 888-843-6778 EMAIL iso bkowicz®bo rreqoso lar .com EMAIL qmanriquez®borreqosolar.com I STATE LIC. # STATE LIC.# 0 C46/10, alClst."osoo2264•12-2017 814435 (Sec. 7031.5 Business and Professions Code: Any Crty 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 per.m1t to file a si~ned statement that he is licensed pursuant to the provisions of the Contractor's License Law JChapter 9, commending with Section 7000 of Div1s1on 3 of the B.usiness and Professions Code) or {hat he 1s exempt therefrom, and the basis for the alleged exemption. Any violation of Section 031.5 by any applicant for a permit subJects the applicant to a crvil penalty of not more than five hundred dollars ($500}). WORKERS' COMPENSATION Workers' Compensation Deel a ration: I hereby affirm under penalty of petjury one of the following declarations: [Z] I have and will maintain a certificate of consent to self-insure for workers' compensatKln as provided by Section 3700 of the Labor Code, for the perforrnance of the work for which this perrnit is issued. [Z] I have and will maintain workers' compensation. as reauired by Sec Hon 3700 of the Labor Code, for the perforrnance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Co Arthur J, Gallagher Co. Policy No. RWC8016242 Expiration Date 41112019 ~section need not be completed if the permit is for one hundred dollars ($100) or less l.{J Certificate of Exemption: I certify that in the performance of the work for which thi~ perrnit 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, d1!1m1Qff-provld f in ction 3706 of the Labor code, interest and attorney's fees . .NS CONTRACTORSIGNATUREL-- I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's license Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose o ~-- I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's license L 0 lamexemp Business and Professions Code for this reason: r labor and materials for construction of the proposed P'""'l!l"*""""'";;;;ment. 0Yes 0No 0AGENT 1cense Law does not apply to an owner of -1015 sf"''~"'"' '" --p ' 'R~"n " ' ~ : COMPLETE !fHIS U;CTION l'OR NOJ(•RES,LRlNTIA'lls.BUILDING PERM.ITS ONLY O ,"J;c?c,_ Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration lorn, or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 Yes D No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? O Yes D No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? D Yes D No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I certify that I have read the application and state that the above infonnation is correct and that the information on the plans Is accurate. I agree to comply with all City on:linances and State law; relating1D building construction. I hereby authorize representative of the City of Car1sbad to enter upon the above mentioned property br inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS ANO EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA: AA OSHA permit is required for excavations over 5'0' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or WJrk authorized by sucll permit ts not commenced 'Mlhin 180 days from the date of such permit or if the buildOQ or v.ork authorized by such permit is suspended or abandoned at anytime after the v.ork ts commenced for a period of 180days (Section 106.4.4 Uniform Building Code) ~ APPLICANT'S SIGNATURE DATE I E;l 'r:'"i' i\'"" ¢'1 ; ' \.'' ,11',jy ='lk '!,/£, NSPECTION)!ES!J"I~ ,REI ijT (ca9· 111·a-os1ar .. : !7J:lf ,· ... ,. ~, · . Permit Type: BLDG-Commercial Application Date: 0610712018 Owner: VIASAT INC A DELAWARE CORPORATION Work Class: Cogen Issue Date: 0612612018 Subdivision: Status: Closed -Finaled Expiration Date: 03/1812019 Address; 2511 Gateway Rd Carlsbad, CA 92009-17 42 IVR Number: 11811 ----------- Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Re inspection Complete BLOG-Final 069817-2018 Failed Andy Krogh Reinspection Complete Inspection '._'.1,,'?cklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No 09/18/2018 09/18/2018 BLDG-35 Solar 070302-2018 Passed Andy Krogh Complete Panel C ;:0cklist ltein COMMENTS Passed BLDG-Building Deficiency Blocking completed Yee BLDG-Final 070301-2018 Passed Andy Krogh Complete Inspection 1~ '.1ccklist Item COMMENTS Passed BLDG-Structural Final Yee BLDG-Electrical Final Yee ----··--··--····-·-. . -------------------·------·--·-·-·---------·----- September 18, 2018 Page 2 of 2 t " ", i ' t~ ' '" ' ' J: ,: ·. · PERMIT INSPEC:J!ON HISTORY REf!ORT (Olt:;2018":0313) . , , ,, ziV" , , '"' , 1 Permit Type: BLDG-Commercial Application Date: 06/07/2018 Owner: VIASAT INC A DELAWARE CORPORATION Work Class: Cogen Issue Date: 06126/2018 Subdivision: Status: Closed -Finaled Expiration Date: 03118/2019 Address: 2511 Gateway Rd Carlsbad, CA 92009-1742 IVR Number: 11811 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 08/1412018 08/14/2018 BLDG-35 Solar 066839-2018 Failed Andy Krogh Reinspection Complete Panel Checklist Item COMMENTS Passed BLDG-Building Deficiency Blocking incomplete No BLDG-Final 066840-2018 Failed Andy Krogh Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No 08/21/2018 08/21/2018 BLDG-35 Solar 067534-2018 Partial Pass Andy Krogh Reinspection Incomplete Panel Checklist Item COMMENTS Passed BLDG-Building Deficiency Blocking completed Yes BLDG-Final 067535-2018 Failed Andy Krogh Reinsµection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No 09/11/2018 09/11/2018 BLDG-35 Solar 069633-2018 Failed Andy Krogh Re inspection Complete Panel Checklist Item COMMENTS Passed BLDG·Building Deficiency Blocking completed Yes BLDG-Building Deficiency No access due to no Viasat POC onsite No BLDG-Final 069639-2018 Failed Andy Krogh Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No 09/12/2018 09112/2018 BLDG-35 Solar 069816-2018 Partial Pass Andy Krogh Reinspection Incomplete Panel Checklist Item COMMENTS Passed BLDG-Building Deficiency Rough electrical Yes ---------···----September 18, 2018 -----.. ,---------·-·--.-------------·-·--·· Page 1 of 2 DATE: 6/19/2018 JURISDICTION: Carlsbad PLAN CHECK#.: cbc2018-0313 ~ EsG1I A SAFEbu1lt Cornp;,ny SETI PROJECT ADDRESS: 2511 Gateway Road D APPLICANT D JURIS. PROJECT NAME: VIASAT-Building 13 (2) 66KW Rooftop PV System [gl The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D 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. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: [gl EsGil staff did not advise the applicant that the plan check has been completed. D EsGil staff did advise the applicant that the plan check has been completed. Person contacted: / Telephone#: Date contacted: / (by('\A)v Email: Mail Telephone Fax 1r#son D REMARKS: By: Morteza Beheshti EsGil 6/11 Enclosures: 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 Carlsbad cbc2018-0313 6/19/2018 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK#.: cbc2018-0313 PREPARED BY: Morteza Beheshti DATE: 6/19/2018 BUILDING ADDRESS: 2511 Gateway Road BUILDING OCCUPANCY: BUILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier Rooftoo PV Svstem Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance -·-------------------------- 1997 UBC Buildin g Permit Fee ... ------ 1997 UBC Plan Check Fee Type of Review: 0 Complete Review D Repetitive Fee --• l Repeats --------' Comments: D Other D Hourly EsGII Fee Reg. VALUE Mod. D Structural Only f-------11 Hr. @ • Sheet of ($) 108,000 108,000 $373.04J Commercial Permit Print Date: 06/20/2018 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: 2511 Gateway Rd BLDG-Commercial 2132601100 $ 108,000.00 Work Class: Lot#: Reference #: Construction Type Bathrooms: Orig. Plan Check#: Plan Check#: Description: VIASAT: ROOF MOUNT PV, 108 KW, 270 MODS Owner: Cogen VIASAT INC A DELAWARE CORPORATION FEE BUILDING PERMIT FEE ($2000+) BUILDING PLAN CHECK FEE (BLDG) SB1473 GREEN BUILDING STATE STANDARDS FEE STRONG MOTION-COMMERCIAL 6155 El Camino Real CARLSBAD,CA 92009 760-4 76-2200 Total Fees: $1,147.72 Total Payments To Date : $ 458.08 {city of Carlsbad Permit No: CBC2018-0313 Status: Applied: Approved -Ready to 1, 06/07/2018 Issued: Permit Fina led: Inspector: Final Inspection: Contractor: BORREGO SOLAR SYSTEMS INC 5005 Texas St, Ste 400 SAN DIEGO, CA 92108-0000 619-961-4527 Balance Due: AMOUNT $654.40 $458.08 $5.00 $30.24 $689.64 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees /exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov .. CARUSO TURLEY SCOTT structural engineers STRUCTURAL ENGINEERING EXPERTS PARTNERS Richard Tulley, SE Paul Scdt, SE, PE Sandra Herd, SE, PE, LEED AP Chris Atkinson, SE, PE, LEED AP Thomas Moms, SE, LEED AP Rlchard Dahniann, SE, PE Troy Turtey, SE, PE, LEED AP Brady Notbohm, SE, PE PROFESSIONAL REGISTRATION 50 States Washington D.C. U.S. Virgin lsends Puerto Rico 1215 W. Rio Salado Pkwy. SUite 200 Tempe, AZ 85281 T: (480) m-1700 F: (480) m-1701 www.ctsaz.com CLIENT: Job No. 18-242-1537 By KJN/PGS P anel ''' caw· 1570 Osgood Street Suite 2100 North Andover, MA 01845 PROJECT: Viasat Building 13 2511 Gateway Rd. Carlsbad, CA 92009 GENERAL INFORMATION: Sheet No. Cover Date 6/1/18 2016 CBC, ASCE 7-10 BUILDING CODE: With SEAOC PV1-2012 and PV2-2012 CBC2018--0313 2511 GATEWAY RD VIASAT: ROOF MOUNT PV, 108 KVV. 270 MODS 2132601100 6/7/2018 CBC2018-0313 6/1/18 CARUSO TURLEY SCOTT structural engineers STRUCTURAL ENGINEERING EXPERTS PARTNERS Richard Turley, SE P I Saltt, SE, PE 11 Held, SE, PE, LEED AP Alkilaon, SE, PE, LEED AP --. Jun• Monlt, SE, LEED AP ~ Dahmam, SE, PE it'~Turley, SE, PE, LEED AP " a.dY Nolbohm, SE, PE J PROFESSIONAL REGISTRATION 50 States Wahington D.C. U.S. Vigin Islands "'*to Rlc:o 1215 W. Rio Salado Pkwy. Suite 200 Tempe, Iv. 85281 T: (480) 774-1700 F: (480) 774-1701 www.ctsaz.com Date: June 1, 2018 Mr. Ryan Heil PanelClaw 1570 Osgood Street, Ste 2100 North Andover, MA 01845 RE: Evaluation of PanelClaw system Project Name: Viasat Building 13 CTS Job No.: 18-242-1537 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 I.F.I (Institute for Industrial Aerodynamics) at the Aachen University of Applied Science. The system tested was the "Polar Bear 5deg Gen Ill HD" system. This system consists of photovoltaic panels installed at a 5 degree tilt onto support assemblies. The support assemblies consist of a support frame for the PV panels, wind deflectors and areas for additional mass/weight as required for the ballast loads. The wind tunnel testing was performed per Chapter 31 of ASCE 7-10. The parameters of the testing were a flat roof system in both Exposure B and C on a building with and without parapets. The testing has resulted in pressure and/or force coefficients that were applied to the velocity pressure qz in order to obtain the wind loads on the PV system. From the wind load results it is then possible to calculate the ballast loads required to resist the uplift and sliding forces. PanelClaw has provided CTS with the excel tool that was developed to obtain the uplift and sliding forces. CTS has reviewed this tool and the wind forces obtained to find that the amounts of ballast and mechanical attachments provided are within the values required. Furthermore, CTS agrees with the methodologies used to develop the uplift and sliding forces for the "Polar Bear 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*0 -0.14S<1a *D). The contribution of friction has been further reduced by a factor of 0.7 in accordance with recommendations from SEAOC PV1-2012. Utilizing this method, calculations have been provided for the number of mechanical attachments that are required to resist seismic forces that are applied to the system. .... CARUSO TURLEY SCOTT structural engineers STRUCTURAL ENGINEERING EXPERTS PARTNERS Richard Tulley, SE Paul Scott, SE, PE Sandra Herd, SE, PE, LEED AP Chris Alkilson, SE, PE, LEED AP Thomas Morris, SE, LEED AP Richard Oahniann, SE, PE Troy Turiay, SE, PE, LEED AP BradyNolbohm,SE,PE PROFESSIONAL REGISTRATION 50 States Washington D.C. U.S. Virgin Islands Puerto Rico 1215 W. Rio Salado Pkwy. Suite 200 Tempe, AZ 85281 T: (480) m -1700 F: (480) m -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, Kyle Newquist Structural Designer PaulG.Scott,SE,PE Partner P anel ''' caw® Partner Name: Borrego Solar Project Name: Viasat Building 13 Project Location: 2511 Gateway Rd. Carlsbad, CA, 92009 Racking System: Polar Bear Ill HD Structural Calculations for Roof-Mounted Solar Array Submittal Release: Rev. 3 Engineering Seal PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 5/24/2018 .panel ''' caw® Section: 1.0 Project Information 1.1 General 1.2 Building Information 1.3 Structural Design Information 2.0 Snow Load 2.1 Snow Load Data 2.2 Snow Load Per Module 3.0 Wind Load 3.1 Wind Load Data 3.2 Roof I Array Zone Map 3.3 Wind Design Equations 4.0 Design Loads -Dead 4.1 Dead Load of the Arrays Table of Contents: 4.2 Racking System Dead Load Calculation 4.3 Module Assembly Dead Load Calculations Array 1 5.0 Design Loads -Wind 5.1.1 Global Wind Uplift Summary Table: 5.1.2 Global Wind Shear Summary Table: 6.0 Design Loads -Downward 6.1 Downward Wind Load Calculation 6.2 Racking Dimensions for Point Loads 6.3 Point Load Summary 7 .0 Design Loads -Seismic 7.1 Seismic Load Data 7.2 Seismic Design Equations 7.3 Lateral Seismic Force Check 7.4 Vertical Seismic Force Check Page# 1 1 1 1 2 2 2 3 3 3 3 4 4 5 5 6 6 7 8 8 8 9 10 10 10 11 12 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 5/24/2018 P anel ''' caw® Appendix: 5/24/2018 A. I.F.I PCMl0-8: Wind Loads on the solar ballasted roof mount system 'Polar Bear 5 deg Gen IIIHD' of PanelClaw Inc.; March 03,2016 B. B. Building Code and Technical data PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 .panel ''' caw® 1.0 Project Information: 1.1 General: Project Name: Viasat Building 13 Project Locaton: 2511 Gateway Rd. Carlsbad, CA, 92009 Racking System: Polar Bear Ill HD Module: LG Module TIit: 4.80 Module Width: 40.31 Module Length: Module Area: Ballast Block Weight = 79.69 22.31 32.60 1.2 Building Information: Height Roof Measurement N/S (ft) (ft.) !Roof 1 43.5 110 1.3 Structural Design Information: Building Code: Risk cat.: Basic Wind Speed {V) = Exposure category: Ground Snow Load (Pg) = Is= Site Class: Short Period Spectral Resp. {5%) {Ss): ls Spectral Response (5%){51): le= Ip= Roof Measurement E/W (ft.) 298 2016 CBC II 110 C 0 1 D 1.052 0.408 1 1 LG400N2W-A5 degrees in. in. sq.ft. lbs. Parapet Height (ft) 3.83 mph Pitch Membrane (deg) Material 1.8 TPO PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 5/24/2018 Coeff. of Friction (µ) 0.64 P anel ''' caw® 2.0 Snow Load: Snow Calculations per ASCE 7-10, Chapter 7 2.1 Snow Load Data: Ground Snow Load (Pg) = 0.00 psf Exposure Factor (Ce) = 1.00 Thermal Factor (Ct) = 1.20 Importance Factor (Is) = 1 Flat Roof Snow Load (Pf)= 0.7*Pg*Ce*Ct*ls= 0.00 psf Min Snow Load for Low Slope Roof= Pg*ls = 0.00 psf Snow Load on Array (SL A) = 0.00 psf Minimum Snow Load 5/24/2018 (ASCE, Figure 7-1) (ASCE, Table 7-2) (ASCE, Table 7-3) (ASCE, Table 1.5-2) (ASCE 7.3-1) {ASCE 7.3.4) i1111111111111111111111111111111111111111111111i a_~ :;i--=-~----=-~-==ill-~__,_;-_-===e-~-~~,c:i Fig. 2.1 -Uniform Roof Snow Load on Array 2.2 Snow Load Per Module: Snow Load per Module (SLM)= Module Projected Area• SLA Where; Module Projected Area (Amp) = Module Area * Cos(Module Tilt) Where; Module Area = 22.31 sq.ft. Module Tilt = 4.80 degrees Amp= 22.23 sq.ft. 0.00 lb PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 P anel ''' caw® 5/24/2018 3,0 Wind b9•d; Wind Ao•!Ysls Rte ASCE HO: Wind Tunnel Progdure, Cb1mer 31 3,1 Wind LQld PISli Basic Wind Speed (Vult) • 110 Exposure Cateaory: C Topographic Factor (Kzt) • 1.00 Directionality Factor (Kd) • 0.85 Exposure Coefficient (Kz) • 1.06 MRI Reduction • 0.93 Velocity Pressure (qz) • o.00256•Kz•1<zt•Kd•v•2•MR1•2 • ~ 3,2 Roaf L Amy Zone Map; setback• ••tback a mph (iUCE.Rg,nM.S-tA) (,ua. S<c.16.7.3) (ASCE, Flt, M.•JJ (ASC£. T-2'.6-ll (iUCE. T-11.S-ll (fqn. Qf.5-1) (iUCE. Eqn.11.J·ll For we.st Winds ,,.;th Wind din,ctlon5 from 1 eo• to 360• ,ro,_......,.,...._'*-'d_,,_0'-1.90fft(Jlt_"""""""'_.,........_.... d g Typical Roof Zone Mapping for West Winds with Directions from 1so• to 360° Roof Zone M•p ~ per IFl Wind Tunnel Study Hellf,t (ft) 43.5 U Wind Plllln EA\1111pns; WLv,11,,,-,. s q,AmCr,.u,111, WL,11dmg/modul• ~ q,AmCf:cy,1lldmg U(ft) 55.94 Where U(ft) U(ft) IA (ft) 42.49 11.58 55.94 qz= Velocity Pressure Am= Module Area LS(ft) 42.49 Cfz and Cfxy= Vary and related to wind zone map L6 (ftl 199.58 Velodty Preuure lqz) 24.14 PSF (Ref Po, 3, Wind Load) (Ref Po, l, Project Information) (Proprietary Wind Tunnel Caefflclents) PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 L, L, P anel ''' caw® 1,9 Qes110 beads -Pead; There are two categories of dead lood used to perform the structural analysis of the Pane/Claw racking system; Dead Load of the Array (DLA) 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. DLc Is defined as the weight of the modules and the racking components within an array. The Ole does not lndude the ballast used to resist loads on this array. 4,1 Pead Load ot the Arrays; Max. Allowable Pressure on Roof= 5.00 psf Arny lnfonn1tlon Results ;,uo-,uray noo, Sub-Arny Numbers of DLC Sub-Array Sub-Array Roof Pressure (DLA) No. modulos DLC (lbs.) DLA(lbs.) (lbs.)/module Area (Ft•2) Pressure (DLC) (psi) (psi) Acceptable? 1 38 2,537 5,504 67 1,143 2.22 4.82 Yes 2 72 4,616 7,518 64 2,079 2.22 3.62 Yes 3 36 2,387 3,887 66 1,080 2.21 3.60 Yes 4 34 2,250 5,086 66 1,023 2.20 4.97 Yes s 90 s,n6 12,948 64 2,647 2.18 4.89 Yes Totals: 270 17,567 34,943 Table 4.1 Array Dead Loads and Roof Pressures PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 5/24/2018 .panel ''' caw® 4,0 Design Load -Dead (Cont.): Racking System: Polar Bear Ill HD 4.2 Racking System Dead Load Calculation: 5/24/2018 The array dead load is made up of three components; the racking assembly, ballast and module weights. Array# 1 Component Weight: SOUTH SUPPORT= 1.85 lbs. STANDARD SUPPORT= 2.30 lbs. LONG BALLAST TRAY= 7.08 lbs. MEDIUM BALLAST TRAY= 5.86 lbs. SHORT BALLAST TRAY = 4.58 lbs. CLAWS(2)= 4.04 lbs. MECHANICAL ATIACHMENT= 1.72 lbs. MA Bracket = 2.32 lbs. LG -LG400N2W-A5 = 47.84 lbs. Ballast Weight: CMU Ballast Block = 32.60 lbs. 4.3 Module Assembly Dead Load Calculations Array 1: Quantity 20 76 28 0 27 38 8 8 38 91 The following calculation determines the nominal weight of a single module assembly. This value is used to calculate the required ballast/or Wind Loads as shown in Section 6.1. Single Module + Racking System Weights: Nominal Assembly Weight Components Array Dead Load (DLC) = 2s37 lbs, Module Assembly Dead Load (DLc) = Components Array Dead Load (DLC) I# Modules = PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 P anel ''' caw® s.o Pes;,o Loads -w;nd. s.1.1 Global Wind Uplift Summary Table: 5/24/2018 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 = 2so.oo 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 7,974 5,504 8 2,000 1.57 OK 2 8,245 7,518 2 500 1.62 OK 3 3,684 3,887 2 500 1.98 OK 4 6,169 5,086 3 750 1.58 OK 5 15,015 12,948 4 1,000 1.55 OK Totals: 41,0861bs. 34,943 lbs. 19 4,7501bs. Table 5.1 Summary of Mechanical Attachment Requirements • colculatod fKt« ol sot.ty prowled ta detfimlno foctorol sofor; llplliled ta doad lood In W.. ol0.6 In ASCE M O equation 7, CAI.CI.UATtD W ElY FACTORo (DEAD LOAO+MECHANICAL ATTACHMENTJ/(.6)WIND LOAD PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 .panel ''' caw® s,o Pes110 Loads -Wjpd 1c0os:l 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 4,583 386 5,504 8 2000 2.41 OK 2 5,846 493 7,518 2 500 2.02 OK 3 2,896 244 3,887 2 500 2.23 OK 4 3,895 328 5,086 3 750 2.21 OK 5 9,023 760 12,948 4 1000 2.28 OK Totals: 26,244 lbs. 2.210 lbs. 34,943 lbs. 19 4,7S0lbs. Table 5.2 Summary of Mechanical Attachment Requirements. • cokuleted fKto, of sofoty proyldod to detormlno ftctor of sofoty IC>t'lled to do1d lold In ltMJ of 0.6 In ASa 7-10 _.tloo 7, CAl.0.UATtD SAFETY FACTOll• IDEAD LOAO+MEotANICAI. ATTACHMENT),ill.6]WIND SHEAAJHICTlON)+U)WIND UPLIFT) PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 5/24/2018 P anel ''' caw® 6.o Design Loads -Downward: 6.1 Downward Wind Load Calculation: WLin = qz * Am * Cfz * COS 8 Where: qz = 24.14 psf Am= 22.31 sq.ft. 8 = 4.80 deg. (Single Module Area) (Inward) Crz = 0.90 c,z = 0.30 WLtn (no snow) = (Inward with snow) 483 lbs./module WLtn(with snow)= 161 lbs./module Contact Pad by Location: A= Northern B = Northern C = Interior D = Interior E = Southern F = Southern 6.2 Racking Dimensions for Point Loads: Inter-Module Support Spacing = Inter-Column Support Spacing= 56.06 in. 24.62 in. A t ' I • • I I I I ~ (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) m .. p, ,. ... ~ .. .. "' . .. la .. . p la .. • ~ "' "'1 • ~ I= "' • k, i,, "" • b I= p ~ n Typical Array Plan View (Section A-A on Next Page) i PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 5/24/2018 .panel ''' caw® §,9 Pestco Loads -Qpwpward (CQNJ.); 6,2 Racking Olmenslons for PoJnt Loads fCont.J; Tray 1: 5 5/24/2018 Tray 2: 5 Tray 3: 5 t:J::~--~--~~~~~--~~§-~=====-=-::=;_=~==:-:~F·-..==-~~- f 1325• f X1 f 1325• f ~ f 1325• f A B C D E F Distances Between Supports (Unless Noted}: 6.3 Point Load summary: Olsys = 67 lbs./module Xl" 27.80 In. X2" 35.77 In. X3 = 20.14 In. Total DL = (Varies on location and ballast quantity) Slm = o lbs./module Wlln (no snow)= 483 lbs./module Wlln (with snow) = 161 lbs./module Section A-A Point Load summary Table load combination lb. I . 54 lbs. 828 lbs. Table 7.1 Paint Load Summary X3 f G LI PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 17.7" H P anel ''' caw® z,o 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 ls Spectral Response (5%)(S1): 0.408 Bldg. Seismic Imp. Factor (le)= 1 Site Coefficient (Fa) = 1.0792 Site Coefficient (Fv) = 1.59 Adj. MCE Spec. Resp. (Short) (Sms)= Adj. MCE Spec. Resp. (1 sec.)(Sml) = Fa*Ss = Fv*Sl = 1.1353184 0.649536 Short Period Spectral Response (Sds) = 2/3(Sms) = 0.75 One Second Spectral Response (Sdl) = 2/3(Sm1) = 0.43 Component Seismic Imp. Factor (Ip) = 1 Repsonse Modification Factor (Rp) = 2.5 Amplification Factor (ap) = 1 7 .2 Seismic Design Equations: Lateral Force (Fp) = 0.4rarii)sWp ( 1 + 2 (~)) FPLmtn = 0.3Soslp Wp FPLmax = 1.6SoslpWp Vertical Force (Fpv ) = ±[0.20S05Wp] .ateral Resisting Force (FRL)* = 7) (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 PVl -2012 -Frictional resistance due to the components weight may be used to resist lateral forces caused by seismic loads. The coefficient of friction for the roof material must be reduced by 30%. PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 5/24/2018 .panel ''' caw® Z,P Peslco Lgads -se1srnls (seos,> 7.3 Lateral Seismic Force Q,eck: The neceslty to add mechanical attachments can arrlse 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 FPL= Lateral Seismic Force FRL = Lateral Seismic Resisting Force Arrav Information Sub-Array No. Wp(lbs.) FPL (lbs.) 1 5,504 2,000 2 7,518 2,731 3 3,887 1,412 4 5,086 1,848 5 12,948 4,704 Totals: 34,943 lbs. 12,695 lbs. Lateral Force Verification 0.7 FPL · FRL MA's FRL (lbs.) (lbs.) Required• 1,218 182 1 1,664 248 1 860 128 1 1,126 168 1 2,866 427 2 7,734 lbs. 1,153 lbs. 6 Table 7 .1-Summary of Mechanical Attachment Requirements • MA's Required• 0.7 Fpl,FRl/MA strensth Results MA's Provided Acceptable 8 Yes 2 Yes 2 Yes 3 Yes 4 Yes 19 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 5/24/2018 P anel ''' caw® z,o Pe1J10 Loads -se11ro1, fCeos:I U Yertlcaf Seismic Force Check; Assumed Allowable Mechanical Attachment Vertical Strength = Nomenclature: WP " Sub-Array Weight FPII = Vertical Seismic Force FRV • Vertical Seismic Resisting Force Arra Information Vertical Force Verification 0.7 FPII -FRv Required Arrav No. Wp(lbs.) FPII (lbs.) FRV (lbs.) (lbs.) MA's 1 5,504 833 3,302 -2,719 0 2 7,518 1,138 4,511 -3,714 0 3 3,887 588 2,332 -1,920 0 4 5,086 770 3,052 -2,513 0 5 12,948 1,960 7,769 -6,397 0 Totals: 34,943 lbs. 5,289 lbs. 20,966 lbs. -17,263 lbs. 0 Tablel.2 -Summary of Meehan/cal Attachment Requirements • MA's Required • 0.7FPII • FRV/MA str ..... h 250 lbs. Results Total MA's Provided Acceptable 8 Yes 2 Yes 2 Yes 3 Yes 4 Yes 19 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 5/24/2018 .panel ''' caw® Appendix A PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 5/24/2018 P anel ''' caw® d7~ FIH Hochschl61 Aachen ... ,-.-.. l'Jr 1nc1ia111e-OC,,.,amlk unlCH -IMotAa:-.un,,,.-yei Al>Pled- w ...... .,,.,s, ... ,20 152':•7.t Allthm Gtrmia'lr l'l"Gnt •41111,20,,191'00,4 Fa •'9f0l2&sdf7'97Z.10 E,,-,>J d!C!--. .. Client PanelClaw 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 PanelClaw rnc. Design wind loads for uplift and slldlng according to, the ASCE 7-10 Reviewed by: ~"")~ Dr.-lng. Th. Kray (Helld al department cl PV wrnd loading} "-L ~ ·11'11. IL~ er ,tng R...O lltll> ~-ary-11 -Dr.4\g R GnnllNnll P1d Dr./1111 Hf.nu -Dr-4!0-ThHolnell -·y -Dr • .-.; HJ Ga''llnOI. Pn:11 Dr ~.C. Kr.,_ -... - Prepared by: --:? / /~~, . .:: Dipl.-lng. (FH) J. Paul (Consuir.ant for v.'lfld loading) UI.IN. OElG 38:0 0000 0047 .u(.Q 01 AanG11GT•1 anc ~ Bod1, £&,c-, N--c.ttanon llal:yl--lOCl'II BC MC!iDElJ ----~Ill 1/Al N4. D1:121al..~41 ~-IOl&OliCOt I.Nlll51Rl11M0 _ _,..,...1111.......,, -Ci-....ono-T~ A;/lln!yLtce"M 'l:inlNrTA:MillO PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 5/24/2018 .panel ''' caw® -2. Wind tunAel tests were conducted on the ·Polar Bear 5deg Gen Ill HD" solar ballasted roof mount system of PanelClaw Inc. The tests were performed at 1.F.I. lnslilul fur lndustrieaerodynamlk GmbH (Institute for Industrial Aerodynamics). Institute at the Aachen University of Applied Sciences in m:cordanoe 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 1he corresponding geometric dimensions of the solar ballasted roof mount system "Polm Bear 5deg Gen Ill HD" with tilt angles or 5deg are depicted in Figure 1 and Figure 2. Figure 1: kray asr.embly o( the 90lar bellasu1d roof mount sy~em "Polar Bear 5deg Gen Ill HO-in landscape orientation with a mod!Ae 1m angle cf 5dag Testing wa.s carried out with a surface roughness of the fetch in the boundary layer wind tunnel equlvalent to open country (Exposure C according to ASCE/SEI 7-10) and for a total of 12 building configurations wilh sharp roof edges and with parapets of varying height. Figure 3 shows one flat-roofed building model with parapet induding the view of the fetch in the large 1.F.I. boundary layer wind tunnel. In Figure 4 a close~up of the Pola r Bear 5deg Gen Ill HO solar ballasted roof mount system is depicted. Pressure coefficients were provided for normalized loaded areas or 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 multlplie<i by the design velocity pressure qb determined depending on the wind zone, the exposure category Report No.: PCM10..2 Wind loed11 on the 11otar ballated roof mount ayat.em ,.Pol• BHr 5deg Gen Ill HD,. of PanelCI-Inc. O.Sign wind I011de for uplift end •liding according lo the ASCE 7-10 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 5/24/2018 P anel ''' caw® .3 . and the roof height in accordance with the American standard ASCElSEI 7-10 to determine the wind loads on the solar system. l4~ I . ~ -•• •• Ill -Ill • I"\ ~ ..... Ill • -•• •• Ill ; Ill • ,, i - Figurse 2: Geometnc: dmeosions al the array as,;ambly or Iha solar balla1;ted root mCM'l1 system "Polar Bear 5deg Gen Ill HO' in landsocape onentabon 't'rilh a module tiJl angle ot 5deg The test results are likely to be appropriate fOf upwind Exposures B. C and D on flal- roofed buildings. assuming use in compliance with ASCE/SEJ 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 oOCtJrs if the aerodynamic lift has deaeased ttie down force due to deadweight sufficienUy so that the drag forces are larger than lhe frictional forces· on flat roofs with pitch angles up to 7". The pressure coefficients were determined for a sel-up Where wind direciJon o• corresponded to wind blowing on i.he north fat;ade of the flat-f'oo[ed building. However. the results may be apJ)lied if the main axis of the array is not skewed more than 15" with the building edges. Report No.: PCM10-2 Wind loada on Iha solar ballntad iroof mount ayalam "Pola, Bear 5dag Gen Ill HD" of PanelC1.iw Inc. Deaign wind loads for uplift and sliding accordlnv IO the ASCE 7 -10 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 5/24/2018 -panel ''' caw® ~ F"f•H -'-I.F.l. lnatitutfilr'lnduatri.aerodynamik GmbH ... Figure 3: Wind tumel model ol lhe ftal-rocfed builclng with the solar ballasted roof m0111t 5ystsm "Polar Bear 5deg Gen Ill HD in landscape orien1ation" With a module lil1 angle of· 5deg mounted on lhe turriable mduci,ng v,ew or the retch in lhe large I.F.L boundary layer wind tunnel: 8x 12 array in 1he south-east roof portion The present design loads for wind actions apply v.-ithoul 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 buildlngs higher than 18.3 m (60 ft} which are considered rigid. A building may always be assumed as rigid if it Is at least as wide as it Is high. The pressure ooefficienls determined from the wind tunnel tests show that the system in question needs very little ballast in the array interior. The sliding and uplift loads exerted by the Yilnd on the m;>dules are small due to the arrangement In rows. Higher loads v;ere only observed in array comers and along exposed edges of the arroy. and these hQve to be taken into acoount. On the basis or the measurements earned oul this may be done directly by inaeasing the baRasl locally on the array edges or comers 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 loa-d transfer through the support system are higher, as a comer module lifted off lhe roof has to be held in plaoe by Ule adjacent m;>dules. 'Report No.: PCM1o-2 Wind loada on the aolar bell•t•d roof mount •yatem "P,olar: Bear 5deg Gen Ill HD~ of PanelOI-Inc. Deaign wind loads for uplift and •lid ing KC:onfing to lhe ASCE 7-1 O PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 5/24/2018 P anel ''' caw® . 5 . As stated in ASCE 7-10. section C26.1.2 buildings with site locatlons that have ctiannelling 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: Clos&-up of lhe ax12 anay of iha ader ballasted roof mount &ystam "Polar Be...-5deg Gen Ill HD in landscape orientalron' IM1h a module tilt angle of Sdeg Details of the wind tunnel testing and of the analysis can be found in ihe long version of the report PCM10-6-4. Repon No.: PCM10.2 Wind load• on lhe .aolar baUulad roof mount sylilem .. Polar Baar 5deg Gen Ill HD'' of PanelCI-Inc. O..ign vnnd load& for uplift and alkling, ec;.c:ording co the ASCE 7-10 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 5/24/2018 -panel ''' caw® Appendix B PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 5/24/2018 panel ''' caw® Chapter 13 SEISMIC DESIGN REQUIREMENTS FOR NONSTRUCTURAL COMPONENTS ll.l GEl\"l':R.\L Ll.1.1 s...,~ Thi, ch,lf'kr atJhl,sbc, 1curumum .ks.pi micro lor noostNClwul ,<11npoocn1 .. tlul .ur pcl1Thlll<!all} .lll.k.~ IA> ~tru.twn .mJ lor tJicir suppc,ru, anJ .111.1etunrn1, Wh= the 11,e,pn ol II llOIUlnll.clUla.l .:t>mpoDrnl LS :u Jl.:r lh..n ur niu,.I h> 25 pcn:roc ot th<-dfcc1"c \CWIU, "'r.~l. II'. c.r th<-~1n1durc ..,, IX'IIIIC'd m Sccuoo 1:::.1 :!. tlk.-co~n.t ,ti.ill be ,l11.>.tficJ :i., • noobut!J.o: muaurc llllll sh.JI Ii<' Jrnp.:d ID a...:,inl.:mi:c .,,Lb S«IK>G 15 .. l.1. 13. 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Rist Ci11- ci:ory J\ ,i,uu.:1urc .ind II •~ nccckd for rnntmued oper.:ill<III ol the fa.:1~t) or 115 ra,lucc u,u.ld ,mp.ur the .:001,nucd opcml,on or~ f.ic,lat)' -I Th< a..,nporu,_ol ~oo .. ,:i, .. "1IJ'Pll'IS. llt' <Ahcf\lou,r , onuun, li.winlou:s substuleei. .. nd " .u..d1ed to .. siru..tw-c o, poruoa t.bm:\li d.lMJllcJ h, the .iulbonl) b;moi: JUtu.lichon .a, a h.&z..nl<,ui, ,,:c'll,j),lncy All otha cooipoocnl3 sb..lJ be .,u1;nrd ~ .:vmpo:ncnl ,mpun~e focu.. I~ cquJl 10 I .0. IJ. U Enmplklns Tix-ru11o .. ,a, non1uucwr.il cun1p,merus .ire ocmpt from lhc re,11urcmtn1> "' tbt, .,..,,on I Furruture I cxccp1 $ltlrai;'C c;ibuxi. .u n,iccd 111 T!lblc IU-11 1. Tcmpor;iry or ll'h), Jhk-<'qllJpm<nL l. Ardlit«lur..J comJ)OIIC'.nts ,n StisffllC !xr..gn C.i.1ci;ol) B othc, th.in p.irllj>cU ,uppNml h) ~.inn: .. 111lJ. Of w..r ..... u, pro, ,Jed IJl.ll 1hr .:ompoomt ,mp.,runcc [.odor. / .• ,s cqu~l lu 1 II. 4. !l.k.:b .. nicJl ..nd clnin.:.J rnmponrnu. ,n Sc1,m ... Dcsi;::n C;it<~•II} B 5. Mc,b.wical ..nJ <lcd:ri..d ,ompunrnu. ,n Sc1>m1C DcSli;n C.ite;OI'): C pru• idcd LllJl 1hr <()ffll'OIIClll unport..ncc fa.. ltll', I~ ~ equal lo 1.0 . o. Mc,h .. m.:•J ..nd de,tn.:;ol componcots ,n St"m"' Oati;u C ~uru,, O. E. ,If F where .all of th.: lollu;,1ni; .1pply· oi. Thr ,ompur1cn1 1mpolllln.:< IJC10f. J • ,, CQU.11 to I U. b. The .:ompvn.cat ~ po,''" cl> u IL'l.: h.:J h> th< l.11"111.IUfC' .;. Fk.ubk ,"'1Dl'I. Uurr, '1R ""'"Jed be,,. <XO the ... umponc:ru !llld .w.oca.llcd duct"'o~ p,rm;; .ind ,·oaJu,L .ind e,tbcr , 1'hc rnmroocn1 "'"a;h, 400 lb 41.7110 l\J ,,r ks.s ~nd 11.l., .a ,ciurr ui mass lu1.111td 4 n 1121 m I or k,n ah.wr ,i,., JdJ.1>.'cnl floor k,d; or u The c.,mpooeat "eq;h, ~ll lb H,9 'Ill,.,. 1c., Ill. 1B Ulr \Cl>C .,fl dutnbutcd l).,IC'm. ~ lb/It 173 Niau orb IJ.1.5 Appllcalloo or .Xoustr1Ktunl Comporwnl Reqllfrtml'llls 10 Nonbulldlag Slrudun,s Xoabu11Jin~ Mro,11Jtt, fmdowo; stural,l< r .... l> .lJlJ tanls I lh.i1 .tll! suJ)J'lOOC<l b) 1J1hcr SUUCturc> ,Jwj bt Jo1gncd ID .a.COOllDlt "1th C'h.Jpl<J' 15 \\ here Sc,;ion 15.3 n:qturc. lh:il ,c,,m,.: furt:t> he Jc:t.rnruncd ID ~,rnrdaa.:t .., llh CbJpltr 13 IIOJ , :dU<", tor R, lll'l' ri<ll rn,,adc:J in T,1blr n ~• 1)( 1J o, I. R $billl be 1.itco ;1_, C'ljUJ.i ID 1hc v2luc ,,1 R u,tcd ,o S«ltllll 15. TIit , aluc i>I t.1 ,b;JI he, J..-tcr- mincJ in .ac,onfan,:r ",th fooln111r a of Tllhlc IJ ~-I "' IJ.b-1. Ill PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 5/24/2018 -panel ''' caw® ,hol>u thaJ thr <1lllll'(Jf1CRI ,s ,nh=ntl} ru0;,rd b) ,llmp;in<(l(I II ith <un,Lu ><1Sm,cu.lly qualified rorupon<nt, E, oJrn.c Jellkm,11111,n: n,n,pli.'llk< 11,llt Jhu 1"61Wtrmtru •ball hc 1U""1111Nl for •rpro,~I Ill the ,olhnnt} h:mn~ jwi"'11cti"" ,ilkr m ,l""· Wk! .:ixptana, I!} .a np.icrrd Jc,,:;n pmfr«101W. l ComponrnC< ,111th h:umdcut ,ub<tan.. .. .nJ ~mJ:l'l(d a compon<"nt iml)l'IUIXcc f1>1,;ror. I,. uf 1.5 IR •<rnrd:IJIU: .. iJh ~C'IJUCI IJ 1.J ,b.i_lJ bt ~<f11Ji<d h) thr n1anuf:ar1un:r u t11.11nt>lln1n& ren1::unmcn1 rollt>1>sni; th< dit-stl,11 c¥thquAc ;n.>uad mot,oo Ii) (11 .mal) .,.._ r ~ I ,ppro, cd sh.ik u blc tcst,n:; m .ac~onla.ncc II uh Sc\ LJ"n l ~ !.!I. or I ;I I cxpcnc~ d.1Ja ,n ~-«1nl:ma, ",th Section u.~ b c\tdm,:i, demonstr.atui:; ,vmpl,;i,xc "ilh thi, rrqolflmtnl ,Juli hr ,ohmlncd lu, ill'l'fll\'al tu Jhc !IU1horn~ Ju, 1n~ JUn..toeuon ~ncr ,..., 1C\\ and 11":<ptlll'I« h) • rcpQC't\'.d drni:n rrorcs•k1tl.J IJ..l.3 COOSN!Uffllllll Damaj!t' The funcuoo.il and phymill 1111m"Ci.)UOlllihip 01 comrx,nml5. tbor supparu. and lh<ir dfa, on ao. h other <ruaJJ he roru;..lm,J 9C> lh:JI the f:11Nn: Ill •D e<.atCJ.il or 11<w,.sc,ntul a,ch,i«tuol. mc-.b:1111.:.nl. or clmnc:tl c mroncnt •lull IIIIJl liW!IC the f~il11tr ,,r o111 e<•tnu.il ,lflb,taumd. mnh.ino.:LI."' dcctll(lll ""mpt.incnt ll.lA F1erlbDl1> The Je<1;0 llOO C\O.IIJ.l.lJM of COOlp()ntDI<. W1r \lll'J'l'ft<. 1111J their a1t.:11.hmcnh ~:lll con.'11.kr tbelc nc~1bt1L1y J• •tll n 1ht'ir •:ttn.;th U.2.$ Tt5ltog .\llematJ.-• foT .wbmlc apacfty o.twmlnallon A1 m altan111J•·c 10th< arutlyli.c:al ,cqu,mncou of S«tl<'ru I J ~ 1hroui;b n". 1rsunp ,lull hc J«med m AD ac,cpuhlr method ID dcicmnnie 1hc &cum" Clll)JCII) ol C<'111ponc,OIJ .-.nJ lh<lf 5Ul'P'Jf1S miJ ~11.1dtltlCllh. XwtU< qu.ll1b1.JIJOll bj lc<tm; t,,a,c,d U('Oll .:1 DBIJ00:l0)' r<Cot'.01/N kstmp ~ l'f'I)«· du:rc. <U<h a< ICC-ES AC l.'IQ, """"Pl.:lhtc: 10 1tx 4Uthnnl} luun~ Jl[ll.J.1C1Jon shlll bc deemed 1,, c;iu<f) 1hr lk•1~n •ncl cnlu:mon ttq11irr11scm, pm, l<kJ th:n lhc rob51111111mtd Kk'ltllC ,ap:,a1.11e, ~ual or cxc«J lh< sc,,m,c drm;u,d, dctt'mitnied ,n ·,ord.u>..c ,,111 Sc,uon, ll.3.1 o.nJ I~ 3..1. U.l.6 E.'J't'"ritn« Dal11 AH•m•U.-, .ror ~ Cmpk'll) Dri.,.rulru,Uoo As Jn .. hmliltt•c tn lhc illlal)tkal rrqu1rrntcnl, ol Sr.:l~•JIS I~.! Jhrou;h l.1.1\. U!C of cxpcm,n<--c data \tl:\'I\Jl ·:\l DESIO' LO \OS lh.:ill be damed u ~n =ert~bk mrtbod 111 dctmrunt' the J1e1~msc CltpJ< II) c>f rnmponc,nu and 1hdr ,upport, 1111d 1111.a:hmtmt. Sc:ism,c qu•l,h<a.bors b) npt,llfflCc dma 1'3""1 up<111 D.luoo.illy l'('ro;n,ad proa-dum &c<~rtaM< Jo the authonly ha,,n, 1orn.Jsc. t,oa shJIJ he dmncd lo , .. tt,f) the de5l'-D anJ C\Jlu.o- uon rrqo1R':menl• l'ffl' ,<ltd th:11 the: IIUh,tanllattd sc,snuc cupxll1C> eq,LJI ,,.. cu:«d 1hr sc,sm,c doem1111ds dcmmiMd ,o 11Ccord.1JXt' .,.,,h Sccbmtl llJ I ond B.J..! t.U. 7 Construrtlon Documml< "'nett dt"'i1fn of nonmucmrul compar,cnu or their ,upporu und lltrhmm1t ,s rccpun:':d by To.hit 11 1-1. ,Lid, dcllpi $hall bt ,lk,,-a UI camtnl<.Uon documents pr<l'Jm! h~ o R':,,~crrd de, ,;:n proft•· ,,oo;al !or u,c b) th,., 0"1ltr. IIU!bontic, hJ,111; JunsdiCh!lll. rnlllr&:l<'N . .ind 11lliJlCctor< Such dlicu- mcnts slull mdudc • qu~iil) illSUl'llDCt pLu, ,r required br A r,,rnd, \ 11 A. ll.3 SEIS:\llC Dl'-'1.ANDS 0:0,. SOSSTR CTtJR\I. C0:\0'01'1'-'0'S tJ.3.1 Sebmlc Oe,1'1a Fore" The bun.wn!.al <t'l "1UIC dc"1 pl rmc I F, I mu.II he applirtl at the: rompl'ncnl', «nlcr or i;n,,t) ~nd J.1<1nl'lJttd rclatn-t lO lht lOfflpoort!I'• Dlil\S w,tnl,u- lJM o:nJ wll he dttmmncd m accord>occ ~,th Eq ll '-1 F, "not rc,qull1'CI 111 be to~n a< ;,e:ucr Ihm f", = I OSoJ,ll'. ~nd F. sha lJ nm he ID.ken 11.< It" than r, = <1 .is,,,J 11 •• F, " «ism,c tk\lgn Ftim: fl.D-11 s., = ~<11'111 ac«lffllllon. ,hon pmnd. aoi dctmruncd fn1'll s«tooo 11 -I -I "• = coffll"'.IICl1l omph6c11on fact« tlul Yllnc, £rom I .OJ to l-~1 t<t'kC1 approp:t.11c ,aJuc from Ttwl< IJ.~-1 o.-1.1 0-l 1 J. "comron,tnl unr,YtJocc r~tor thllt nna from 1.01 10 1 . .5111= :Xnsoo IJ U J II, = component llpCflllm._ \\ <t~hl 111 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 5/24/2018 P anel ''' caw® The cnc.i .. of ~mu1c n:IJu,c Jbpl...:rmcob ili;ill be wiw.kral ID Lulllbuul.iOO \11th d..pl...:cm<'.Db uu.scJ by olhcr IDCl!lh .is JPilft'JlNk U.-4 NOXSTRUCTLIR.\L C0!\1J'ONENT A:S HORAOE JI, uowuctural compoocnts illld lhclf iupp._,ru >.h.!U be .itw.:hal t,or .111.oca,h to the tructure m ..c.;«dJ11u: ""b the miu,rcmcni. u( ~ ia:1,00 .ind the au.:i..h- mcnt tuU t.1Usl} the rcquo«mcnts tcw the rarcnt m.itrnal ilS .t,l (llflh cJJiC9,buc ,o tbu ~ .. nal.ml Component ..U..:hmrnts ""111 Ix bolird. ,..dual.. or ot.hcn-1,c J](™U\d)' b,trncJ ,..,thllllt ro,wJcnaj,oo ,,t fru.t.wn.al ru11,wi~ pmJu,cJ b) the tlTccn ol ~nm!). A rnnhoUOU> looil path of ~uftic~nt sircnitb and ,1.11Toess b.:111,cc:n !he u1mponcn1 .. 11J she supp,,n. in: . .uu.imc sh.ill be pro• idttl. Lo.:al dcmtnls of the wu..;1un: in..llld111; com1C.:1Joru. ,h.JI be dcs.:µxtl .JOd ,UlutnKtcJ for t.hc compon<·tU fo~s 11<hcrc tile) ,ootrol lhc i.lc!.ltn .,r the cle:mco~ur t.hcir .:olll)(dnm, Thi: romponcnt force, JlllU bc tlw.c: <ktuuuncd m Scdwo IJ.J.J a,cpl Lb.It mowlicu- L101i:. lo F .uid R, Jae to .1n1.1'°rJ;;c cund,lioru. ncal 001 be <<111.udcrtd. The de>1p1 Joomicnb .ti..U indu.k suln.:1Cnt ,ntormJllon rt.la_uoi; to t.hc 11tu.:h- 111cou 10 ,cnfy ,.impli.iocc "1th the l'C'QUJn:mcDL• of thi> !o<CUOII ll.-4.J 0.,slgo Fore• l.o dt~ Auad1JJ11>nl The f.m!c tn lbc a1Uchmcot ih.:111 be dc1cm1ui.:J b.i;.td oo 1bc pn:s,:r11:i<!J {ixcc~ aoJ J..plxca,cnu; for the COOl('llDCOi .-iktcrnunal tn Sections 13.J. I lJI.I 13 .J :!. c,i,cpl tb:u R, sh.ill nuc bl! 1mn ru 1..r~cr th.in o B .-4..l ,\ncfton In Coon-e4,e o.r l\tasow-,. IJ . .J.l . I A n~hon In Conacli And1urs in rooctttr sha.U be ~.~n.ctl ta a,_._or. .tioc .. ",th A!'l"'ndit D ni ACt :w,. I J.,l.l..J .-t,uhon Ill J/11J0111)' Aod10D 111 nWOIII) >ILJII be dcs.;naf in lkl.'Or· dmcc: ,.,th TMS ~l!.IACl 5Ul/ASCE 5 Anchors ~lull N! ib.inro 10 be ,ornncd by lbc 11:ru.aJc or •hoear <U"CD~tb al ,1 duct.le ~J element E.'C Cl:l'110N: Ancllors .lull be pi:rrw11td lo be dc"incd so 1ba1 I.he .t13Chn-t tb:tJ tfx ..ncbor 1> conocdml[ w the ill\JOllrr un.kr;:CXJ, Juwlc ) 1cldm~ ~t a loa.d IC'\ cl rnm,.IJIOII.Un~ to ..nd11.1r l11ra::,. llOl ~Ler th:.in thci.r tksaim sLrcnglh. or 1hr rruounum \11!'.I\IL'.\I DLSICl, 1.0.\DS cb1;.n .tn'.n;lh lll tbc un,hors >hall be: .i kilSI !.!> LIIIX'1i the r., .. i,KcJ fon:cs 1n111,im1ttcd b} 1.1!.'.: ,ompoDCllt IJ.-1.1.J 1'01t-hmofkd Ancbon In Concrt1t tm4 .\IQSOIVJ Post -,o,wJ led 1Locbi.1111 m COIi< me ~JJ l'C pttquaLficJ for J,C.Jsm,.: nvrl .. ~uoru 111 ..:wntm~ "lib ACI 3".1 or vlhtr .ipprmeJ qu.il1t1t'.Jhc.>n prU<cdum. Pu!.1-mrulkJ ..o.:hun Ill DW(Jlll} iJull be J'll<!ll.iLJicd for sc,!mo;: nppl ... ·Jtt<'IU 111 ..:conl:ut,c ,. ilh •r pm, .--i qn.Jih,Jt1on pm.:cdwu ll.-4.l lmtalltdlon Condltlo.os Dc1mu1a..llon uf I on: <S ,o utta,. hmcnl~ <lull , .. Le 11110 ...:cOlllll the c1pc:clcd condit11.1ru. of ,oliLlllJIJOII mclu.1111:: <",'1Cc111n<·111c. .md pr)ffig. df«ts ll..f..4 MuJtJple Alt.acbmtnlll Dc1cltllln..Uoo uf lon:c di!>111hut1u11 of mul11plc JlL11: hmcm5 .il <JDC latill 100 sluU lll.l;c tnto ;w:count the il&flno.s .rnd Jurulll) ot the ,1..'lllplll'ICIU. ,.:,rnpuncru •ul'J)lllll. JlU..:hmcou.. anJ SUU..-:llm: lllJ the ..biht> l<l rcdi~tnbutc lo:sJ, to otbcr JILJch=nt1 &11 the ;;roup. Dcs,~ns of .&1Kburai;c .a cori.:re1c m JC,onl.m.:c ~,th Appcnilix D uf ACI JI ' ~lull ~ .:oru.i.kml ID s.i1L.r, tlui n-qu,n:mcn1 1.\.-4..5 l'o11·u ..\rtualed f u tto 1'11 P""'cr .i..1uatcd lw.1cnc11 1.0 ~oo--rcll: or >led sh.JJ not be U>CJ for Sll>l.:wi.:d ltDSIQD load,, ur fur br-,,e ,ippbcn.uoa> '° Sc1>11111. Dcs1~'ll C ~tc;,,ncs D. E. ur F unlcu ~ppro,cJ for .CWIIA IO<li!ini; p.,,.~, .uuau:d ht:.ICIICl1 lD DIJ.!iOllry ~n: ""1 pcnm1Led wiles. .. ppru,cd for -ClS.m.c lo.ad.in.; ILXCEPTION: Po.,.e:r ucllLllcd fas1cnm m con..rck uscJ for "1(IIIOlt of ""'11WJ<...J tile or b)·lll p;incl i.u.pc:n.lcd cc1bn1 .appl,c--11.1<'"' .mJ d~mbu:tcd •)51cm. "'hi:rr tht s«\kc loldon an) uk11,1JIUI hl.>ltJIC'rJUC> n.ol CJ.c«J 'Iii lh t IJI) ,.,, Po\lU ..:ru.w:d fnll."nas in >tcd "'bctt tbc sm i.c lo.J on .m> ,nd .. ,Jwl fas1cn,cr Jue,, OOI e;uccJ ~o lh (I.I I! NI I l.-4.4 F rktlon Clfps Fm:'11<111 dtp'I m lktfflLIC Dc»i:n C.;u~QfJcg D. E. or F wU noc be wc:d fur 111ppor1Jn: \W.tJmr.i l.i.idJ. 111 .. JJwoo 1n rrs.istm; «tSmtL illn%s C-l)pc: l>c .. m Jod 1.ui;c ll .. n~ d.imr~ an: prnrutu-d for h.m;m rrundcd ~ .. rr niuippc:d "'1th rr.§lra.nmi; strup, <<1u1,a.lcnt lo tho'< spc,tllcd 111 KFPA l.l. S«bon •>.J.1 Luck nuis 1Wcqu1,,rknt :Juli ho: rro,&JacJ to pm m t I~ RJ; of lhrc.tdcJ COllllC.-UOO>. IIS PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 5/24/2018 -panel ''' caw® l~t<'r~LII bni,C'd lo LIie ~u,lcl1n:; slr\ldlln'. StK h mi..~ Jh.lll ~ lllJcpcnd(nt or 111, mhn~ 1;i,m,1 INC<' bc':lon:;. BQclll:; sh;ill bc, •~ed to Cm,I l1e'flLontJJ deOi:ct1.<>n JI the partllion hc~d tn be, c<>mp:1t11* "llb ccilioi: dcllcc1.100 rcqu,rcmrm~ .is dctC1'1U,ned Lil SC'Cti,>n I J.5.o f<>r suipenckd cc 11Ln:;• ~nd r1-1x~ ,n th" scctlNI for odu:'.r •}"<ill"IIL\ F-~CF..1'110N: Pun,11011-, tlut 111«1 all or the follC1\\ 1n_s coadiJtons I TI-.:-p;utilJOn bc1i:h1 dues"°' C'M:al 9 rt 1~7411mm1 ~ 1br ltncar .,.c,:;hl of~ p;iruuon dcx, nci1 cu«d 1k rrodud of It> lb 10 47<1 l.'\'1 times thr hc1:;h1 C fi or m I or (ht, parulton. l Tht p.,rut,on honronul ...:,sm1c Ill.Id dues ou1 u,~J 5 rsf 111.1~ l.'lo'lm' 1. IJ.5./f.l Ginn Gb,i. m ~lutll {Xlnll.ons shall be, lks1,:.lltd ~ml m•talJcJ 1n .ac•wd:mc.: 1' 1!h SC'CIJOO P.5.9 U ~.9 Gl:65 to Gl:lud Cort:aln Wulls. Gla1.ed Stordronl:s. and Gland l'llrtlllon 13 •• 5.9. I Gc1tfflJI GL;i,1, ln i:l;w:id ,unllln 11,~JI•. ~l.w:-J ,1,,rtcfroo1>. ~nd ,:.lucd p11rtiboos shall metl the 1da11,c displace. mcnt R'tJU1tt11X"1u nr EtJ D.S. I .l.. :.t I ~SI.CJ t'I' 03 an HJ mmJ. whidic,cr 1s :rcJtcr 11obcrtc; ~ = tht KLlll\T 'C:ISll'IJC J,splxcmcnl 1drlfl) UI ,..h,.:!1 i;J,.,. fallout lrum tJr •-wUJD ,nil. <t,,refroot "·all. n p311lhon ,,._,,as 1Sce1100 JJ.5.0.!) fl. = the relJu,-c sc15mi.: displxcmc:nt llut the com1"'11Clll musl l>c: dcs,~ncd '" .iccommod:itc 1Sm,ao l.l-1 l l 1. 0, <Ji.:ill l>c: Jlf'l'IJNI O\n the IK-1:;hl of the ;J.:iss.ompoll('fll undcr ,oosidcrnJ1on I = the amp.manct" f.:icllK dctemnncd m ... ,,.,... dance " ,th S«ooo 11.S I F~"<Ct:PTION: Gla,s •1th rumctc:01 dc:u.mccs from ,,, f13mc <11Ch 1.11.11 Ph! s1>:al lOIIIXI 1'1"'ttll 1bC: ~1 ... ,~ and tram< ,.,[I nl'lt lX'-Ur JI rbr dcs,~n dnfl as Lkmoo- <tratrJ b~ F.q 1.\.5-2. n~d DOI compl~ ,.,th th1• rcqu1remrn1 '111'-"IMl M llESIO'," I O \05 \\hctt n • = rcbll\c honmru.il 1dnR1 d1SplJCnnrn1. mc.amed on·r thc ht',t=,lu of lht i:b~s pilnd under (ons:odtnit1<'n. v. luc.h ~=s lll1Ual ~l~s-to-framc cootu:t. For rm111md.11 :ila.•• panels .. ,tlun ~ rcdlllpillll' ; all rr.1111<' n 1 /1,c I ~ = 21 1 • --v.ht:re b..-, h = tht bc,i;.111 or the reel Wl~lu.r run p3I1tl b, = the width of the rcclJofulur ;Jass p;uxl , , = thc 11\>cm~r or the ck~rxt'l IFJpsl cm held, ~ides bc..-1:cn the ,"C'ruc;il clJss a2"o it.od llx rr.,mc -~ , : = lhc ~•"C'nii,:c uf the dr.ir~nccs t;:,psl rup ~nd lint tom betWttn thr bonzttm.ll :;Ln~ irdi::c, o.nJ 1hc frame l Fult> 1cmrcttd monoa,lith" :lil» ,n Ri1l Cu.tc-;oms 1.11. ~ lfl l,x,11C'd oo more th;m lO O IJ mt llOO\"C' .1 •..!Lin;; sut1'3<"C' nc,cd oot ,ompl} ,.,rh th" rcq~mcn1 J ADMilkd or hc.it-~U't'lll,'1.frncJ l,srrun.11cd 1!1.u, 1n •m~ th,d:nc~s <A·rth 1n1Crl.:i)·cr oo Ir~, lh.:m fl.030 in 111.7«, mml llut ,, r:11pturcJ mt'ch~ruuJJ~ 10 a "o!ll ~ <icm ;1,mn;;: pod.CL iand whose .,dim.:ti::r 1$ l,('t,"tJl'(d to 1hr frame l>> a M"I ;l;u,rd ,urublr curio~ cl.astomc:m sc.il.aol f'(runct.:r bC'lld ofO.~ m II~ mmi m1n1mum&,l:is,conlllc1 ,.-id.th.. orolhcf JflPfC"-cd llll<'hurngc, i)'JIC'OI IIC't'd ooc comrl~ .. ,th th,s rcqu11rnirnt I J.5. 9.1 ~ismlc Drift l.JmllJ for Glau Co1lfl)ontn11 A .... lhc dnfl ,~u,in~ ~la5, r.illou1 fll"ffl &ht' cun.i,n ""II. st.nrmn1. or pJrtJll(>n shall l>c: dc1rr· nuncJ ill ...:•ud:llAc ,. ,th AAMA ~ I .o ur h, tn;:u,c,mn; oru.l~s,, • 1.1.6 MF...C..rL\'.IIIC..\ L AXD l!LECTRIC.\I. 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IUl<1J1f 1M 1ft =<>1\1.ui.:. """ \SME 1n1 111<llldiDJ lll•Wlt C.....,.,.,.llob. ,CJRWnk:t.J"' "'Eli "' ltrudcd -Jr lunn.a.h,ht) m.u:-n:ili • ..-. ab JntR.u. ~ h-. U'ln:,,,hnp. boo..h1Ji,1. uml...-C•Wllll -..uuplt-,~ ,it f'\-""•"' Nl .._(JU pt IDS!) P1p11J ~ tubmg L..-a.1,1tQ..1,:J ol ~4-1.:arwattdu, "*~ti.A!s.. -.u..ll ,11u • .:l.\l aruu fl.u.,., iol.D.J ouo.kl ... olc pl.blk.1 l>u.i.1• vrL ,~Ju:dun1 m-l1w ... ump<1ncnu.. ~•"IIUil.llM;:l°N t:"1 bitb..Jcf'1ffll.tlu-'lt\ hl.11.\-~I.).. •uh JOHIU m.u.k ~ V.CI.Jtnat UI hr.vi.fl£ O\k.CWtiufL. Irk IIJr.bAp: 91 baie 1,,\lmp.Hltf1.I.I, 4:0IUU'Uet.eJ t,\j b~l\. 4.W hflllk:d...kfllf11J,l,,f1J•\. m..il.:I L.Lil Vo 1tJ1 jltal:II• n...lt bl mc.n. a11><, Lh.UI ... w,no 01 lonnp ()u,._1 .. ucl. 1114lu.Jn1~ 111.lfac -.'UlllpuncnU. <uD.W.lllLU!!li oJ ltJ91..di.!fcnoab•I•\ DW11k.n.,.J1,, MJiL.b .-11.obt U'On. ~b.u. ....t~IJl.:piw,..,. I :!U ". R' =· too Ill ::.• 111 i, :?..5 1., IU !.~ Ill i, ~_j OIi 111 !< :!~ lo ill 1, I U " Ill , . ::. . !5 ?• ?.O 1-'" !O :!~ ?< '" 11u ! • r.o ! ' 'iO 1• ,Lj !• \0 !< •,o ~~ hCI ! • \CJ PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 5/24/2018 P anel ''' caw® l.lft\\ STRUCTURAL ENGINEERS ASSOCIATION OF CALIFORNIA (IJ!&\_I By STRUCTURAL SEISMIC REQUIREMENTS AND COMMENTARY FOR ROOFTOP SOLAR PHOTOVOLTAIC ARRAYS SEAOC Solar Photovoltaic Systems Committee Report SEAOC PV1·2012 August 2012 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • {978) 688.5100 fax • www.panelclaw.com Appendix B P anel ''' caw® STRUCTURAL ENGINEERS ASSOCIATION OF CALIFORNIA (.\ Requirements and Commentary 1. Stn1ctural performance objectives Consistent with the intent of the IBC 2009 (Section 101.3), PV tvrays and lheir structural support sy&emS shall be cleaiooed to provide life-s.ifety perlormcnce in the Oesic;in Basis Earthquake ground motion ond the design wind event Life.11t1fety perfonoonce means that PV airays are expected not to create a hazard to Ille, tor example as a resuij of breaking free from the roof, sliding off lhe roots edge, exceeding the do>M1ward load-c:anying C8P(lcity of the root. or damllg,ng sky!ighl5, elec1rical syeteme. or other rooftop features or eqLipnient in a 1,1,-:iy that threatens llfwatety. For lif&-SO.fety performance, damage, olructmll ~eldlng, and movenient a.re accepbble, as long as they do not pose a threat to human Mfe. Co1nmeum}·: The Design B3si; Eanhquak, ground motion tn ASCE 7 1w a rettun period of approXlllllltely 500 yean, and dc!stgn wm.d loads (coimdering load factor,) equate to a renuu period of approximately 300 years for Risk Category I sauctures. 700 y,an Risk Categoiy ll, and 1700 years Risl: Category IV. (In ASCE 7-10, the imponanc, factor is built imo the rerum penod for wind). For more frtqlWlt events (e.g .. ,vents with a 50-year remm period.), it may be desirable to ~..ign the PV array to remam operanonal; these requir=ts do not co\·ez but do not preclu~ \Lliug more stringent deSlg)l criteria. These requuemems are applicable 10 all Occupancy Categories. However if the PV anay or any rooftop component adJaunt to the may have I, ~ 1.0, pos1- eanhqual:e ol'rability of the component must be established cousisrelll wuh Secnon 13 .1.3 of ASCE 7-10. 2. Typff of an-ay• For lhe PIJll)OGeS of lheee tl!/Uctural requirements, rooftop PV panel support &yelen\$ ehaU be classified as follows: • Unattac~ (ballast-only) arrays are not attached to the root scruclure. Resistance to wind and seismic forces is provide(! by we1g11t and friction. • Attached roof-bearing arrays are ottached to the root structure at one or more attachment points, but they also bear on the root at support pointll that may or may not occur at the same locatioos as attachment point5. The loo<! path for upw3ld forces Is different from that for Strucn.ni Seillrric Requirements for Rooftop Solar Photovoltalc Arrays Report SEAOC PV1-2012 downwan:I forces. These oysiems m3Y include additional weighta (~Mt) as well. • f ully.framed arrays (Sianchion system!I) are structural framas that a1e :ittached to the roof ell\Jcture such that the load p.-ith I& the same for both upw:ird and downw:ird forces. Co1111Dtnta1'\·: Sectioru I. 2. and 3 of this docume111 are relevant to all rooftop arrays. Section 4 addresses anached mays. Sections 5, 6, 7. and 9 address umttached arrays. Sectiou 8 applies to attached or unattached roof-bearmg may$. Attached arrays can mclude those mth fleiul>le tether& as well as more rigid attachments. Bolh t}'pes of attachments are to be designed per Section 4. The doc=ts AC 4~8 (ICC-ES 201 lb) and AC 365 (ICC-ES 10 Ila) pro\ide criteria. for other types of PV l}'&tems. which are not co\·ered m the specific pro111S1ons herein. AC 428 addresses systems flush-mowued on building roon or walls, and free-standing (ground-mounted) systems. AC 365 addresses building-integrated systems such u roof ls, shin s, or adhtred modules. 3. •wlding Mismic.forc•reslstlng system For PV mrays added to an existing boijding, the &eismic:- force-resisting systen1 of the boHcing sh31 be checked per the requirements of Chapter 34 of IBC 2009. Colllllltntar,·: Per Sections 3403.4 and 3404.4 of IBC 2009. if the added. mass of the PV anay does not increa&e the seismic ma&$ ml>utary to any lateral-force-misting structural element by more than 1 O'!.. the seismic-force- re ... nng ~tem of the buildwg is permined to remam unaltered. Sections 3403.3 and 3404.3 also r~uire that the gra\lity structural system of lhe building be evaluated if the gravity load to any eiwting element is increased by more than 5~ •. August 2012 Page 1 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix B P anel ''' caw® /,---:~, STRUCTURAL ENGINEERS ASSOCIATION OF CALIFORNIA /8 \ 4. Attnehed OITOYS PV support systems thnt ore attached to the roof structure ohan be de,iqned lo reslot the lateral seiwc force F0 specifled in ASCE 7-10 Chapter 13, In the comput:ition of F-for attached PV 31Tl1Y$, an evaluation of the flexibility :ind ductility capacity of the PV support slrucil.ire is permitted to be \med to establish values of o. and R.,, If the lateral s!rength to resist F. relies on attachments with low deformation capacity, R. shall not be token greater than 1,S, For lo'N-profile OJTays for wtlich no pan of the array extends more than 4 feel above the roof surface, the value of o~ Is pemlitted to be tJken equal to 1.0, the value of R, is permitted to be t:iken equal lo 1.5, and the ratio a,,JR, need not be token greater than 0.67. Cornmtntal'y: In the computation of F, for atta~ low- profile sollll' arrays, a, 1s commonly tal:en as 1,0 and Rp is commonly taken as 15. which are the values prescribed for "other m«barucal or electnc~ compooents'· in Table 13,6-1 of ASCE 7-10, An eYaluation of the t1eJO'bility and ductility capacity of the PV suppon structure can bt made accordmg to the definitions ID ASCE-7 for rigid and flexible components. and for high-. limited-. and low-defonnability clements and at111chments. The pro\"isions of this &ection focus an low-profile roof. bearing sy,;tems. Other !)}I'S of S)'Stem5 are lo be designed by other code requirements that art applicable, Solar carport !)JI' structures on the .roof of a building are to bt designed per the applicable rNtuittments of Sections 13.U and 15.J of ASCE 7-10. For attached roof-bearino systems, friction Is pennitted to conb1buie In combination v.!th the deslgn lateral strefl91h of attachments to resist the lotn force F0 when all of the follov,lllQ conditionll are met • The m1rnmum roof slope at the location of the array Is less th.In or equal to 7 degrees (12.3 percent); • The height above the roof surface to the center of mass of the sol11r arroy is less than the smaller of 36 lnches and half the least pl:m dimension of the supporting base of the array; and • R. ""311 not exceed 1.5 unle&s tt is shown that the klternl displ:icement beh11vior of attachments is comp3tible with the simultaneous development of ftictional resistance, The resistance of slack tether oltnchn-.ents sh3ll not be com- bined IMlh frictional resistance, Structural Seismic Requirements for Rooftop Solar Photovoltnic Arrays Report SEAOC PV1•2012 The contribution of flfctlon shall not exceed (0,9..{),2SooX0.71nW.,, ~ Wor Is the component weight provk!i09 nonnal foroe at the roof bearing locations, and JI is the coefficient of friction at the be3rill9 interface. The coefficient JI shall be determined ·by friction testing per the requirements In Section 8, except Chat for Seismic Design Categories A, B, or C, pis pennitted lo be taken equal to 0.4 If the roof oorface consists of mineral--surfaced cop shee single-ply membrane, or sprayed foam membrane, and is not gravel, wood, or metoL Commtntan·: When fnctional resistance is u~ to resist lateral seismic forces. tbt applicable seismic load comb.ination of ASCE 7 remits in a normal force of (0,9- 0,2Sos)W»r,-This no111l31 force is multiplied by the friction coefficient. which is reduced by a OJ factor. ba~ on the CO!l5ellSllS judgment of the committee ro pro\'ide COIISCl'\'lltism for frictional resistancl'. The factor of 0, 7 does not nttd to bt applied to the fiicllonal properties used in e1.alua , uuattached s tems r Section 9. If the design h1terol strength of ott1chments is less than 25% of Fo, Che arroy $hall meet the requirements of Section 6 'MIil Au,,,. taken equal to 6 inches. Commtnta~-: The requirement above is mtendcd to prevent a deS1gntr from adding relatively few attachments to an othm,'ise unattached may for the pwpose of not pro- \i · the minimum seismic desi , di~ lacement s. Unattached arrays Unallllched (bollast-enly) arrays are permitted wtlen al of the follo\lnng conditions are met: • The maximum roor dope at the location ol the array ill less Chon or equal lo 7 degrees (12.3 percent). • The height above the roof surfoce to the center of moMi ol the solar array is les& than the ~ler of 36 inches 1111d half the leaet plM dlmenaion of the suppor1lng b3se of the array, • The array lo de,iqned to accommodate the seismic displacement determined by one of the lollowing pro- cedures: o Prescrtptlve design seismic displaoement per Sections 6, 7, o.nd 8; o Nonlinear respoose history analysis per Sections 6, 8, and 9; or o Shake table testing per Seclions 6, 8, :ind 9, August 2012 Page2 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix B P anel ''' caw® STRUCTURAL ENGINEERS ASSOCIATION OF CALIFORNIA (~:\ Commtnrarr: The pro\isions of Section 13.4 of ASCE 7 require lb.at ·'Compo~nl& and ~ supports shall be attachtd (or anchored) to the strucrure .•. " and thar "'Compouffll attachments shall be bolted, wd~d, or other- wise positivtly fastellfd Mthout cons.idu.ttion of frictional rtsistanct product<! by the effects of gravity." 1bis document reeouuntnds conditioru fur which ~ception can be taken to the above r~ments: Apptndix A mdicatcs recommended changes to ASCE 7-10. Until :such a chaJJge i$ ma~ in ASCE 7, the provisioru of this doCUlllent can be cousiootd au altfllllltivc method per !BC 2009 Seetiou 104.11. Ii. Design of unattached array s to accommodate Niamlc displacement For unattached (ballast-only) arrays, accommod3tion or seismic displacemeni shall be afforded by providing the following minimum oeparations to allow sliding: ~ Between 5el)arate SOiar arrays of similar construction Between B ,a/Br mTaY and il fixed object on the roof or SOiar array of different con&tru ction Between 3 solar (1(1'3Y and a roof edge wilh 3 qualifying parapet Between a SOiar array and a roof edge wilhoo1 a qu3!ifylnQ parapet Minlnmm SeooroliQn 0.5(1,)~v 1.5(1,)Awv Where 4.,,,., is the design seismic displacement of the ruray relative to the roof, 3S computed per the requirements herein, 1, is the Importance facror for the buildlno, and 1, is the component lmponance f.icror for the oolar array or the component importance bcior for other rooftop components adjacent to the SOiar array, whichever is greatest. For the purl)Ot)Cs of this requirement, a parapet Is "qualifying" if lhe top of the poropet is not less lhBn 6 inehes above the center of "13® of the solar orrny, ond oleo not less than 24 inches .ibove the adj3cent roof su1'f3ce. CommtUl31~·: The factor of 05 , based on Judgment,. accourus for the likelihood that movement of adjacent arrays will rend to be synchronous and 1hat collisions between arrays do not uecesraily repre= a life-saftty hazard. Thc factor of l j IS added, by judpnt of 1he commitlff, to provide extra protection against the life safety hazard of an amiy didi.ng off the edge of a roof. A qua!ir,'ing parapet (and the roof slope change that may be adjacent to it) is Structural Seismic Requirements for Rooftop Solar Ptlorovoltllic Arrays Report SEAOC PV1-2012 assumtd to panly reduce the probability of an may sliding off the roof Justifying the use of 4..a>, rather than 1.54,,,,. Calculation of the parapet's lateral strength to resist the array movement is not ~ ired b · this document. E:iell sep3mte .irray shall be Interconnected 39 an lntegr3J unit such that tor any vertiC31 section throuoh the array, the members and conneclions shall have design suength 10 resist a IOi3I horizontal force .icroGS the section, in both tension and compre&llion, equ.il to the larger of 0.133S,,,W, and0.1W, Where W, • the weight of the portion of the arr.iy, includin9 balt:ist, on the side or the section 1h31 has smaner wei{,JhL The horizontal force shall be applied to the array at the level of the roof surface, .ind oo3l1 be distributed in plan in proportion to the weight th3t makes up W,. The comput:ition of strength .icras& the section shaD accO\l'll for any eccentricity of forces. Element$ of the arr.iy that are not interconnected as specified shall be oonside<ed sbucturally separate and sh.ill be provided with the required minimum separation. Commtnruv: The mtercoDJ1eC1ion force of 0.133SnrW, or O. llJ', acc~ts for the potential that frictional rtsistance to sliding will be different under some portions of the array as a result of VaJ}-ing normal force and actual instant~ous values of 11for a itiveu roof surface material. The roof structure of the building !lh311 be ~ of supporting the factored gravity lo.id of the PV array chspl3ced from ns original locOOon up to A.w,.v in .iny horizontal oorection. Roof drainage shall not be obstructed by movement of the PV .uray and b.illasl up to ~ in any horizontal direction. Electrirol systems and o1her ftems aruiche<I to arrays sll3ll be flexible and designed to acconvnodate the required minimum separation in a manner th3t meets code life-safety per- form31lce requirements. Delails or providing slt1cl(ness °' movement C3Pability to elecuical •Niring shall be included on the permit drawings tor the solar 11\Stllll.itlon Comm~utal'J: Ibis documt'llt pro\-ides only itrucnual requirement~. The design lllllSt also meet applicable rt iremenu of the Kov~ · electrical codes. The minimum clearance :iround SOiar 3rrays shBII be the lar9er of the seismic oepamtion defined herein ond minimum sep.iration clearances required for firefighfino o1cc-. August 2012 P.ige3 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix B P anel ''' caw® STRUCTURAL ENGINEERS ASSOCIATION OF CALIFORNIA r,'ft'.1 Comm,n1t1rY: $«non 60.5 of the Inr,madonal Fir~ Code (ICC 2012) 'pr°"ides reqwreDll!'nts for firefighting access pathway,; on rooftops with $Olar arrays, b=d on the recommendations in CAL FIRE-OSFM (2008). For colllllltmal and l~e midmtial tlat roof$ (which are the roof ~pe on wlucb ,matt.\ched array, are feasible) requirements mdude 4 lttt to 6 feet clearaDGe around the perimeter of the roof. = array dimensions of 150 feet bd\veen access pathways. and minmrum clearance1 around sl..,·lights. roof hatches, and standpipes. )iote that the clearance around solar arrays li the larger of the two requiwnents for seismic and lire.fighting access. The seuaration dmances do not need to be addr.d toJ1;ether. 7. Preacrfptlve de•lgn ••l•tnlc: dl•plac:etnent fot unattached array• ..i...v la pemlitted to be determined by the prescriptive pro- cedure below if all of the following conditiofls are met: • /0 per ASCE 7-10 Chapter 13 Is equal to 1.0 for the sol3T rumy and f« all rooftop component& adjacent to lhe solar army. • The maxunum roof Slope ot the location of the array is ~ thon or equal to 3 degrees (S24 pereent). • The manufacturer provides friction test result&, per the requirement& in Section 8, v.111ch e&tabllsh a coefficient of friction between the PV support system and the roof surmoe of not less th1111 0.4. For Seismic Design Categories A, B, °' C, ftiction test reSlltts need not be provided if the roof &11rfaoe consillts of mineral-<r.urfoced cap Sheet, &Ingle-ply membrane, or sprayed foam membrane, and ts not grovel, wood, or metal. 4 .-sha!l be taken as follows: Seismic Design Category A,B,C O,E.F 6 Inches ((S,,. -0.4)1 * 60 inches, but not le8S than 6 inch<!$ Comm,ntnry: The pt'escriptive d6ign ~c displacemmt valu6 con.~rvatively bound nonlinear analysi, results for solar arrays on common roofing material,. The fornrub is based on empincally bouruimg applicable analy,i~ results, no1 a llieoretical devdopmmt. The PV Committee concluded that limits on S,. or building height 11re not need~ u a pttreqlll51te to using the p~pti\~ design semnic displacement. Structural Seismic Requirements for Rooftop Sol3T Pholovoltaic Arrays Report SEAOC PV1·2012 I . ,nc:tlon testing The coefficient or friction used m these requiremenis shall be determined by experimental testing of the Interface ~ the PV suP!)Oft system and the roofing surface it be.n on. Fr1c:llon teets Maft be cooied out for the oeneral type of roof beanno surface used for the projea under the expected worst-case conditions, such as wet conditions versus dry conditions. The te&ts sh311 confocm to applicable require- ments of ASTM G 115, includinO the report format of section 11. An independent te"..till!I aoency llhllll perform or validate the friction tests 311d provide G report with the results. The friction tests ahGII be oonQ.lcled USIJl9 a cled that re31isticafly represents, at fuU scale, the PV panel support syatem, Including m11terials of the friction interface end the flexibility of the &Uppo,t i:ystem under lateral sliding. The normal force on the friction surface shall be represer«ative of that in typical installations. Loteral force shall be applied to the sled at the approximate location of the 0/TIIY mGSs, uSlng displacement oontroled loodino that adeqll.'llely captUres increasea and decreases in resistive fOfce. The loading velocity shall be beiween 0.1 ond 10 Inches per second. If stick-slip behavior i:s observed, the velocity WI be 3djusted to minimize this behavior. Condnuous electronic recording !lh311 be used to me-the lateral reaistanoe. A minimum of three tests shall be conducted, with each test movino the t ied a minimum of three lnclles under continuous movement The fon:e used to calculate the friction coefficient shalt be the averaoe torte measured while the sled is under contlnuow, movement. The friction tests shall be carried out for the ,;ieneml type of roofing used for the project. Commenrn~·: Because lhction coefficient IS not necessarily constant wi1h normal force or ,·eloc1ty, the nomi.'11 force is to be representative of typical installations and the ,·elocity is to be less than or equal to that ~t~ for emhqual:e movement. A higher velocity of loading could O'.'er-predlct frictional res1St.an~. lateral force 1s to be applied under <hsplacement conttol to be able to measw-e the effective dynamic friction under mo,-ement F orce-c~mtroUed lo.,ding. including inclined plane tesh. o~y capnires the static friction ~ffiaent and does not qualify. Friction ~sis are to be applicable to the general l}'pe of roofing used for the project. such a.s a llllllenl-rurfaced cap shttt or a type of smgle-ply membrane matenal such as EPDM. TPO, or PVC. It IS not em;moned that cliff'ettnt tests would be reqwred for difilrent brands of roofing or for small differences in rootin11; l\"De or condition. For solGr orrnys on buildings assigned to Seismic Design Cateoo,y o. E, or F 'Mlere rooftOl)G are suqeet to aiOnfficant potential for ftoDt or Ice that I& lfkely to reduce friction August2012 Paoe4 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix B P anel ''' caw® IA \ STRUCTURAL ENGINEERS ASSOCIATION OF CALIFORNIA (~_I between Ille solar ooay ond Ille roof, the building official at their discretion may require increased minimum flel)3ration, furitler analysis, or 311:lchment to the roof. Commentuy: A number of factors affect the potential that frost on a roof surface will be present at the slllllt rime that a rare e:irthquale occur{, and whether =h fro~t incru~$ the sliding displ3cement of an a.my. These factors include: -the porennal for frosr to occur on a roof ba ;ed on the climate at the site. whether the building is heated, and how well the roof is insulated -!he nlllllber of hows per day and days per year that frost i5 present -whether solar module, occur abo\"e, and shield from frost, the roof ~ce around the sunoort ba~s of the PV array 9. Nonlin•ar r•spons• hlstOl')I analysis or shak.o tobl• testing for unattach9d arrays For unattached sol3r arrays not c,omptylng with the requirements of Secoon 7, the design sel!lmic dl!lplacement corresponding to the Design Bll9is E3r1hquake shall be determined by nonlineor response hisiDry oo31ysis or shake table testing using illj)Ut motions consistent with ASCE 7-10 Chapter 13 desl'ilfl forces for non-stnrctur31 components on 3 roof. The 31l31ysis model or experimentlll test 9hall ac:c:ount for fridion between the array 311d the roof surface, and the slope of the roof. The friction coeffiaent us-ed in anal~s 5/lall be b3sed on testing per the requiremM1te in Section 8. For response hislory analy&is or derivation of shake table test motions, either of the following input types are ac:c:eptable: (a) Gf)eCirally matched rooftop motions, or {b) rooftop respon9e to 3'll)t'Opriately sc:iled desiQn basis e311hquake ground motions applied to the base of a dynamically repre- aentative model of the building supponini;i the PV army being considered. (a) Specually Matched Rooftop Motions: Thia mechod requires a suite ol not less than three approp1i3te roof motions, spectrally matctled to broodb3nd desil)n spectra per AC 156 (ICC.ES 2010) Figure 1 and Section 6.5.1. The spectrum shall include the poriion tor T > o.n se«>nds (frequency < 1.3 Hz) for which the spectrum Is peimitted to be propooional to 117. (b) Appropriately Scaled Design Basis Earthquake Ground Motions Applied to Building Model: This meihod requires a wite of not less than three appropriate ground motions, scaled in coofom13nce with the requirements of Chapter 16 of ASCE 7-10 over at least the range of perio<ls from the Structural Seisflllc Requirements for Rooftop Solar Pho!ovol',31c Am1ys Report SEAOC PV1•2012 initi31 building period, T, to a mint mum of 2 .0 seconds or 1 . 5 7j loAlicheve,-is oreater. The building is permitted· to be modeled as linear elastic. The viscous damping used Ill 1he response histOIY 31131ysis shall not exceed 5 percent Each roor or ground motion shaU have a total duration of at least 30 seconds and shall contain at least 20 seconds of strono sh3klng per AC 156 Section 6.5.2. For 31131ysis, a tlvee-dimen$lonal analysis shall be used, 311d the roof motions shall include tl!/0 horizontal components and one vertical component applied concurrently. Co,nm~nruy: Nonsauctural components on elevated floors or roof's of buildings experieDCe eanhq1uu:e shal:mg that IS different from the corresponding groUDd-le\·el $halcing. Roof-level shaking is film"td through the building so it tends to cause greater horizontal ,pectral acceleration at the natural period(s) of vi"bra11011 of the building and Slllll!ler accelerations at other periods. For input method (a), AC 1:56 is referenced because ii provides requirements for input monons to nomtmcnual elellll!'nti con;i~teot \iith ASCE 7 Chap~r 13 design forces. The requirement added in this document to mclu~ the pomon of the ,pectrum with T > 0.77 ,econds is ~eu aiy to mal:e the motions appropriate for predictiug sliding displacemr.111., which cm be llft'ected by longer penod motions. The rarget spectra defined in AC 156 are broadband specttll. meaning tha.t they en\·elope potential peak& in spectral acceleration over a bro:id range of periods of vibration. reprtsentmg a range of different buildings where non- structural components could be located. Comparative analytic.al studies (Maffei rt al 2012) have shown that the me ofbroadb:md spectra provides a conse1vative estimate of the sliding di$placewt11t of solar mays compa.Rd to IID.lllOdified roof motions. For mput method (b). appropnately scaled De.sign BaS1s Earthquake gro1md monons are applied to the base of a building analy1i, model dm includes the model of the solar array on the roof. In such a cue, the properties of the building analysis model should be appropria1'ly brackered to co\"er a range of poisible building dynamic properties (\Valten 2010, Walters 2011). Beca~ fncnon resfat= depends on normal force. vertical earthquake acceleratio11 can also affect the horizontal movement of unattached components, so inclusion of a \·ertical conmonent fa required. For 9hake table testing, It is pennit!ed to conduct a three- dimensional test usino two hori7.ontal components and one Auoust2012 Pages PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix B P anel''' c avv® STRUCTURAL ENGINEERS ASSOCIATION OF CALIFORNIA ~ vertical compooeot, or a two.dlmenslonal 1ellt with one horlzootal to11IP()IMMlt and one V9ftic8I 00.14,oneut. In all cases the WtiClOl.ent& of motion shall be 8"Piled coo. --Shake tabJe test& shall apply the rrmlmum of ~ Mering to the input motions necesse,y for tesoog facility equipment capacities. Filtering shall be auch that lhe resulting PV array dispecements .-e compal'SM to those analyticaly computed foruntllten!d input motiona. If the ifll]Ut motions are high.pass bred or if two-dmenlional tefltS are conducted, the tests shall be topp1e,1.e111ed with analytical lludtes of the tell$ to calibrate the lnlkJential varlab6el and three dimeneiOnal analy.e• to compute the seiarric ....,,,_ ... ..,,......, ............. Coauntnt1~·: For somt input motions and shake table facilitie,_ mput l<Cords may ...cl to be high-poss Jil1'1M {WllO\'lllg somt of the low-frequmc:y coalmt of the iecord) so that~ ,bak~table movement does not exceed the table's ~emenr capacity_ If filtering of motions is needtd. it should be OODt in such a way as to lll\-e as little effect as powble on !hr rosulting sliding disp-. c.,,., ... rr. .. anah·ses should be conducted to cletermint the effect of Air.ring Ol1 <liding displ•'""""'-1hr which unfil1'!M motions should be used in the malvm to detfflDint tM dts&!'D seismic displ1cement. · If the shake table tests ue m•o-dimensional. the tests sbou1d be used to calibnte comparable, two-dimensional IIW),es. after \\inch three-dimeo5Jnn1J analyses should be used to detmnine che-elm seismic · lacement. If at ~ eeven roof mobcnt are used, the design Mismc ctlSl>tacement la permitted to be taken n 1. 1 Dmes the awraoe of 1N peafl; dlsplacement values (In err/ direction) from the analyses or tests. tr """9r" lhan eeven roof motions are used, the de99"' Nlamlc displaeement lhal be taken as 1. 1 times the maximUm of the peak dieptacement vatuee from the analy9es or tests. Re9ulting valUes for .J..v 8h8II not be IN8 than 50% of the ll'8lues i,pedtled in Section 6, ooten lower values are validated by inctependent Peer Review. Structural Seismic Requirements for Rooftop Sokv Photovoltaic .Atraye Report SEAOC PV1~2012 Commtatan-: Tbt f'actor of 1.1 used in definin!: the design seismic displ1c:mlltld is to account tor the random \Dlcatlinty of mponse for a single givm roof motion. This un"111inty is mumed to be largor for stickmgl<liding ~ce than it is for other cypes of non-linetr ~ considered in structural ~. The factor is chosen by judp"1lt. Analytical and experimental studies of the seismic ~spon.se of unattached sow ,my, .,. repomd by Scliollmbetg n al (2012) Notation s.., • cos,iponent ampliftcation factor (per ASCE 7) F. • coi,iponent horizontal telsmlc design force (per ASCE7) I. • te1smic ifflPOrtance factOr for Ile buiding (per .6.SCE7) I,, • con IPOf~ Importance factor (per ASCE 7) R. • component response 11.odlficatlon factor (per ASCE7) Sos "' cle99'I 5%-damped spectral acceleration par.91meter at Short periods (per ASCE 7) T • fundamental periOd w1 • total weight of the anay. indudlng belast, on the aide of the 9eCtion (being cheeked for ___ ,that hlls-- w.,, • component weight provldng normal force at the roof --~ • de9tgn seismic chplacement of the array relative to the- ~' .. coefficient of friction at the bearing hterface between the roof surface and the aolar array Alq.tst 2012 P ... 6 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix 8 Borrego Solar Systems, Inc. 360 22nd Street I Suite 600 Oakland, CA 94612 ~www~_._b_or_r~eg~o_s_o_la_r._c_om~~~~~~~~~~~~~~~~~~~~~-=-'ORREGO SOLAR STRUCTURAL CALCULATIONS VIASAT-BUILDING 13 RECEI\/ED JUN 19 2018 CITY OF CARLSBAD Project Summary ........................................... !?.h'.l.~g.(~.g,.!?.(Y.1.~.I.Q.~ ......................................................... 1 Building Information ................................................................................................................................... 2 PV Array Layout ........................................................................................................................................... 3 PV Module Attachemnt Detail .................................................................................................................... 4 Panel anchorage Design .............................................................................................................................. 5 Inverter Anchorage Design ....................................................................................................................... 11 Additional Seismic Weight Check ............................................................................................................. 14 Electrical Equipment 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 Borrego Solar Systems, Inc. www.borregosolar.com T: (888) 898-6273 BORREGO SOLAR F: (888) 843-6778 PROJECT SUMMARY SCOPE: Project: Via Sat Sheet#: Subject: Analysis and Design of Rooftop PV Components Designed By: EV Date: 06.01.18 Revised By: Date: 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 3.6 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 PVl-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 . 1 ~ Project: Via Sat Sheet#: 2 ,~ Borrego Solar Systems, Inc. www.borregosolar.com Subject: Analysis and Design of Rooftop PV Components -.J BORREGO SOLAR T: (888) 898-6273 F: (888) 843-6778 I BUILDING INFORMATION Designed By: EY Date: Revised By: Date: letter signed by the buildings structural engineer stating the additional capacity of the roof framing. June 1, 2018 Borrego Solar Systems 360 22rtd St. Ste. 600 Oakland, CA 94612 RE: VlaSat Building 13 2511 Town Garden, Rd., Carlsbad, CA 92009 Solar Design Loading Dear Ertug: JAMES 1111. WlJEMAN, S.L PRIN(lPA. STtVfN D jlOHV, S.L PRIN(IPA, SIIANDON I, DEfMS. S.r. •~W IAlT PRl'K'll'.Al DAI/ID I. MAISTA5, P.I. "SSOO•rr This letter confirms that the entire roof of the above-mentioned building was designed with an allowable solar load ot 5 psf for both vertical and lateral design. Please do not hesitate to contact me if you need any additional information. Sincerefy, ~~~n David Maestas, P.E. Associate qq IS MIRA MESA BLVD .. SUl'ff 200 -SAN DIEGO, CA 92131 • Tfl 8S8 S36 5166, FAX 858 536 5163 • WWW .WRENGINEERS COM 2 06.01.18 8 D C 114' 8 A ARRAY SITT MAP sc,.u, NTS '19~0 8 7 6 5 4 t--~~~~~~~~~~~~~~~~~~~~~~~~~~J03'~~~~~~~~~~~~~~~~~~~~~~~~~~--. ldd : :, -1-0 \ _/ 0 ~ ~ 7 .,' CD CD ! r : : I : I I : : : j / I ~~! ! ! ! ! (! ! ! ! , .. ! I I J ::CJ l I I I I l I I I I I I I I I I I I I I I I I I I I I I J I I I I I I I I I I I I I I I I I I I I I I I ;;: [1 D _; llo --- 0] rr:: TI1 -, r:, ... -:---i 12 : C :ti ti ~L~WdrtJ~~ra~ I 1C:O ~·b-~~=s L_:.Jc:o::::::J NOTES, 1. AU DIM£HSIONSSHOWN AA£ IAS[I) UPON IHf.O«MATION ""7Jl)(D TO ,A.lffl.QAW, AB.D VEN FY AU DIMENSK>NS l'IJOl TO CDHmlJCTlOH OflltfSOLAlt ADAY. N01lFY PANWlAW Of Alt( DfSCIW>AHOES. SDH(>-5 7 6 CT-5Df-;0-3 7 5 -ir r~1 4 3 3 2 PROJECT SUMMARY -.Um< .. -.... --(lll.j .UlX1tMI1.S1 -"'"""""' .., ~WAffMif(WSTQ ""' ffl1tM ml llW nQ IOU --1111 -smtMNIU. CSQFT.J ,m __.OFAIIM't'S • NitaAVTI.T(D(4iil .. POlM .... .., ....... PROJECT PART QUANTITY ""' 1-=1 ClfY souno--.r .. ... ~.-------·-ST--I ....................... ,. -I ... lONI MU.AffTMY -. ... ... --·---·-· INOUIAU.ASTTMY "'""'"" "" --.--.·· CIAW -... ~-.----·-HMDWMl•ClAW .... ...., u ........ ..,... •. i-..~ ...... -.,-...,.-'WII 90lT 111' • UUASTTMY ....... , .. ... M,-.Ul,al ........ ~ AnAOWIUlf twmWAM ar I SC1DDD _.-;._.,.,.,,_,___.~,..., ~AffACfMOff ,-1 .. ----...-... ATIIIClelDITIUOIET -,_-.Jll'fOI.....-A .... I........, I .. _,._..,. I .... ~ .......... ______ NI• I SU ·@, I APPROVED FOR CONSTRUCTION I 2 ! 0115 ,: sr-.0 ~ ·"·· "'t'~~ :=::-.a=r.--.., CWiloll01UlaS'l'eoortlC. ----------.--.. ---~IQJ pane1111 caw· UCIONG CONSTltUCTlON SET ,ANELaAW, IHC 1570 OSGOOD ST. soot 2100 NOITM AND0¥U. MAOlMS =-FAX: IJIAN.SlOO ::i 1 · 1 a I :I Ii I ;1; I I I ! I i ! ! ! s I r f I I l I I I I SCAI.[, r 1/r i· r N"a-----------SHEET SIZI" NIOt T --BORREGO SOLAR _,, I ~ VIASAT BUILDING 13 LOCATIDII, 2511 GATEWAY RD. CAALS8AO CA 92009 SHRTTITU, ARRAY SITE MAP .._.,, SHEET, 3 PC-2 1 D C 8 A 9940 8 MECHANICAL ATTACHMENT LOCATION DETAIL SCAlf: N.U, L-BRAOCET FASTENER INCLUDED WITH OMG POWER GRIP 3/8-16, 3045.s. HARDWAR£ L2S" LENGTH 801.T _--r- WASHER HEX FLANGE NUT OMG POWER GRIP PWS MANUFACTURED BY OTHERS MECHANICAL ATTACHMENT DETAIL SCAil! N.T.S. 8 n .o 7 c;::,., \e} G:::i V::9 7 SD 6 1/4-20, 304S.S. HAADWAIIE 0. 75" WIGTll BOI.T SERRATED RANGE NUT ATTACHMENT BRACICET s OMG POWERGRIP PWS MEOiANICAL ATTACHMENT MANUFACTURED BY OTHERS INSTAU.ED UNOER TWO MOOULfS 4 STANDARD SUPPORT IIAU>.STTRAY SEE THROUGH f'I/ SOWi MODULE --------- V 3 OMG POWERGRIP PWS MECHANICAL ATTACHMENT MANUFACTURED BY OTHERS INSTAU.£0 UNDER ONE MOOULE --- 2 I MEOIAHICAl ATTACHMENT WOIIIONG LOAD (LIi I ~.:.-W-"' -=-=--~-. ___ 1..,..tm pana1111 caw· RAOCING CONSTllUCTION SET PANElCIAW, INC. lS7D OSGOOD sr. SU'1l 2100 NOmt AN0CMa. MA 01.MS 10.:t7UM.4IJCJII ..,..,.__.,.. www.pa:eldw..alffl --·-----·-------·----·-·------------i i ; jj ~ i I i 2 li li Ii ! i ! ! ! ii i i r I -::Al(~ I VEA::M I ! I I l 1. HOIIZOHTAL UW) H MAY N:f .. NI'( DltlCT10H I BOLTED ----j ! ~ WOHJNGLCWll•AUDWAIIUUWISll,o.NOIUACTOOIDI I I I I =·='" ~---t+' OMG POWER GRIP PLUS MECHANICAL ATTACHMENT MECHANICAL ATTACHMENT DETAIL K.Al.l: N.T.S. -- - -- -42." - -PANEI.ClAW MANUFACTURED COMPONENTS ~ N ~ 0 I 5 Q \e} Y/.1?( i COMPONENTS MANUFACTURED BY OTIIERS EXISTING ROOF. BUILDUP VERIFIED BY OTiiERS. FASTENERS DESIGNED AND PROVIDED BY OTIIERS. SIZE FASTENERS FOR REQUIRED WORICING LOADS PER SCHEDULE. ~"TYP 8 NOTE: MECHANICAL ATTACHMENT COMPONENT DIMENSIONS ARE PROVIDED FOR REFERENCE ONLY AND SHOULD BE VERIFIED Wffii ATTACHMENT MANUFACTURER PRIOR TO FASTENER DESIGN. I APPROVED FOR CONSTRUCTION I 5CAl1, r vr r r r,..-w- ........ .... Wl<l4" SHllT Im NICH-o" .... ....,_ BORREGO SOLAR '""""" VIASAT BUILDING 13 LOCATION: 2511 GATEWAY RD. CARI.SIAD CA 92009 SHffifflU, MECHANICAL ATIACHMENT DETAIL -SH<ll, 3 PC·9 6 CT SD~D-12 5 4 3 2 1 Borrego Solar Systems, Inc. www.borregosolar.com T: (888) 898-6273 BORREGO SOLAR F: (888) 843-6778 Ou Project: Sheet #: Subject: Analysis and Design of Rooftop PV Components Designed By: EY Date: 06.01.18 ~~~~~~ ~~~~ Revised By: Date: U, II f 4:, I(} m = 2,SQ * 'f. z.,5 = ~o ~!; t>1~T. f!.> "T V('J r'~ -C-E:lJ" '=!JC S -_3 " ~ • . .. / .o b 3 //8 ~c..e.. --- I '-f. 4 ...3 O 5e.,_, po -.3o 2. t~/.s~rv I I S o -~ ~ + 0 .1 o = o . .9 C:. V Borrego Solar Systems, Inc. www.borregosolar.com T: (888) 898-6273 BORREGO SOLAR F: (888) 843-6778 ------ Project: Sheet #: 7 Subject: Analysis and Design of Rooftop PV Components Designed By: EY Date: 06.01.18 Revised By: Date: -= 0 ~ b ':> .3f+C..3 -0~ 6 Screw Capacities Table Notes 1. Capacities based on AISI 5100 Section E4. 2. When connecting materials of different steel thicknesses or tensile strengths, use the lowest values. Tabulated values assume two sheets of equal thickness are connected. 3. Capacities are based on Allowable Strength Design (ASD) and include safety factor of 3.0. 4. 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. 6. Pull-out capacity Is based on the lesser of pull-out capacity in sheet closest to screw tlp or tension strength of screw. 7. Pull-over capacity is based on the lesser of pull-over capacity for sheet closest to screw header or tension strength of screw. 8. Values are for pure shear or tension loads. See AISI Section E4.5 for combined shear and pull-over. 9. Screw Shear (Pss), tension (Pts), diameter, and head diameter are from CFSEI Tech Note (F701-12). 10. Screw shear strength is the average value, and tension strength is the lowest value listed in CFSEI Tech Note (F701-12). 11. Higher values for screw strength (Pss, Pts), may be obtained by specifying screws from a specific manufacturer. ~r4';~ ... '!"'"'~~,....-:,:-, -~Allowatile Screw Connection· Capacity (ib.s) ,-.. --:· 1.._,.,.. ••• T ~-. '-~] '.• ,·' :,. ~.. , . . ' Nlcnw tllcnw f1D1cnw 1121cnw %"1cnw Thldcneu Dlllgn ~ Fu (Paa• 6'3 lbl, Pta • .. 11 lbl) (PsP 1271 lbl, Pta • 5H Iba) (Paa• 16" lbl, Pta • 1151 lb9) (Paa-233D lbs, Pis• 2325 Iba) (P ... 38'1 Iba, Pta • 32011111) T-'e (MIis) ThlckMA (kal) (kaij 0.131" dla, 0.272" Held 0.114• c111, o.m· Held 0.11D" dla, O.MO" Held 0.211" dll, U40" Hucl G.250" dla, UOI" Head ShNt Pull-OUt Pull-0-Shur Pul-Out Pull-Ovit Shur Pull-Out Pull-OWr Shier Pul-Out PuU-Owr Shur 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 S3 82 37 127 89 43 127 96 50 159 102 57 159 110 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 33 45 151 61 140 164 72 195 m 84 265 188 95 265 318 43 0.0451 33 45 214 79 140 244 94 195 263 109 345 280 124 345 ,no .. 415 54 O.u~oo 33 45 ,1 .. IUU 14U .,.. .. 110 ,oa ~,u ·~· ~ov ~" 1;,v .. ~~ .. , .. IOU 5ll 68 0.0713 33 45 214 125 140 426 149 195 523 173 386 557 196 545 600 227 656 97 0.1017 33 45 214 140 140 426 195 195 548 2-46 386 m 280 775 1,016 324 936 118 0.1242 33 45 214 140 140 426 195 195 548 301 386 m 342 775 1016 396 1 067 54 0.0566 50 65 214 140 140 426 171 195 534 198 386 569 225 625 613 261 752 68 0.0713 50 65 214 140 140 426 195 195 548 249 386 m 284 775 866 328 948 97 0.1017 50 65 214 140 140 426 195 195 548 356 386 m 405 775 1,016 468 1,067 118 0.1242 50 65 214 140 140 426 195 195 548 386 386 777 494 775 1016 572 1067 Weld Capacities Table Notes 1. Capacities based on the AISI 5100 Specification Sections E2.4 for flllet welds and E2.5 for flare groove welds. 2. When connecting materials of different steel thicknesses or tensile strengths, use the lowest values. 3. Capacities are based on Allowable Strength Design (ASD). 4. 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. 5. Longitudinal capacity Is considered to be loading in the direction of the length of the weld. .. -,-... ,., -".; ... 6. Transverse capacity Is loading In perpendicular direction of the length of the weld. 7. For flare groove welds, the effective throat of weld Is conservatively assumed to be less than 2t. 8. For longitudinal fillet welds, a minimum value of EQ E2.4-1, E2.4-2, and E2.4-4 was used. 9. For transverse fillet welds, a minimum value of EQ E2.4·3 and E2.4-4 was used. 10. For longitudinal flare groove welds, a minimum value of EQ E2.S-2 and E2.S-3 was used. ,,_-• , .. . 'to~ -....... Allowable Weld Capacity (lbs I in) TNc:lcnna ,:.. ~d Fu Flllll WIida Fin GnNM WIida TIIIIII (MIia) lbl) lbl) Longltudlnel ,....._ Longlludlnll ,,__ 43 0.0451 33 45 499 864 544 663 54 O.OS66 33 45 626 1084 682 832 68 0.0713 33 45 789 1365 859 1048 97 0.1017 33 45 1125 1269 ·' ., 54 0.0566 so 65 905 1566 985 1202 68 0.0713 50 65 1140 1972 1241 1514 97 0.1017 50 65 1269 1269 ., ., 'Weld alfNldry l'Dr rNterfal thickness gf't!ater tll4n O.JO' f't!Qulres englnurlng Judgment to detennlM leg of welds, WJ and W.2. 7 :n ' l 8 LG Life's Good • • ~ •-~+- • • • • ~~ • • • • • • • • +-----+- + • + • • + • • - • • • • • --- • • • Innovation for a Better Life -•--•- • + • • LG N e DN™2 72cell UiHWf#'ti&i •Wi+#f&ii&i Hd/liWfWJ.i HdiPWf&tii 72 cell LG's new module, LG NeON™ 2, adopts Cello technology. Cello technology replaces 3 busbars with 1 2 thin wires to enhance power output and reliability. LG NeON™ 2 demonstrates LG's efforts to increase customer's value beyond efficiency. It features enhanced warranty, durability, performance under real environment, and aesthetic design suitable for roofs. I • About LG Electronics Enhanced Performance Warranty LG NeON™ 2 has an enhanced performance warranty. The annual degradation has fallen from -0.6%/yr to -0.55%/yr. Even after 25 years, the cell guarantees 1.2%p more output than the previous LG NeON™ 2 modules. Aesthetic Roof LG NeON™ 2 has been designed with aesthetics in mind; thinner wires that appear all black at a distance. The product may help increase the value of a property with its modem design. Better Performance on a Sunny Day LG NeON™ 2 now performs better on sunny days thanks to its improved temperature coefficiency. "' High Power Output Compared with previous models, the LG NeON"' 2 has been designed to significantly enhance its output efficiency, thereby making it efficient even in limited space. Outstanding Durability With its newly reinforced frame design, LG has extended the warranty of the LG NeON™ 2 for an additional 2 years. Additionally, LG NeON™ 2 can endure a front load up to 5400 Pa, and a rear load up to 4300 Pa. Double-Sided Cell Structure The rear of the cell used in LG NeON™ 2 will contribute to 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. LG Electronics is a global player who has been committed to expanding its operations with the solar marl<et. The company first embarked on a solar energy source research programs In 1985, supported by LG Group's vast experience in the semi-conductor, LCD. chemistry, and materials Industries. In 2010, LG Solar successfully released its first Mono x• series to the marl<et, which is now available In 32 countries. The LG NeON"' (previously known as Mono x• NeON) and the LG Ne0N"'2 won the "lnter8'1ar Award" in 2013 and 201 S, which demonstrates LG Solar's lead, Innovations and commitment to the Industry. LG N e DN™ 2 72ce/l •BIMf&ifJ.j Hiti+#fWIJ.i HcfJltWf&iiJ.i •WPWEWIAi Mechanical Properties Electrical Properties (STC *) Cells 6x12 Module 410W 40SW 400W 39SW Cell Vendor LG Maximum Power (Pmax) 410 405 400 395 Cell Type Monocrystalline I N-type MPP VoltaQe (Vmpp) 41.4 41.0 40.6 40.2 Cell Dimensions 161.7x 161.7 mm/ 6 inches MPP Current (lmpp) 9.91 9.89 9.86 9.83 • of Busl>¥ 12 (Multi Wire Busbar) Open Circuit Voltage (Voe) 49.5 49.4 49.3 49.2 Dimensions (L x W x H) 2024 x 1024 x 40 mm Short Circuit Current (lsc) 10.SS 10.51 10.47 10.43 79.69 x 40.31 x 1.57 inch Module Efficiency 19.8 19.S 19.3 19.1 Front Load 5400Pa Operating Temperature -40-+90 Rear Load 4300Pa Maximum System Voltage 1500 (UL) Weight 21.7 kg Maximum Series Fuse Rating 20 Connector Type MC4 Power Tolerance (%) 0-+3 Junction Box IP68 with 3 Bypass Diodes • STC (Standanl Test Condition~ lnradlance 1,000 W/m', Ambient Temperature 2S •c, AM 1.5 Cables 1200mmx 2 ea • The nomeplate power ootput Is measured and determined by LG Electronics at its solo and absolute doscretloo. Glass Frame Certifications and Warranty Certifications High Transmission Tempered Glass Anodized Aluminium IEC 6121 5, IEC 61730-1 /-2 UL 1703 IEC 61701 (Salt mist corrosion test) IEC 6271 6 (Ammonia corrosion test) ISO 9001 • The Typial dlange in module effldency at 200W/m' In rewtion to 1 OOOW/m' ls -2.0%. Electrical Properties (NOCT*) Module 410W 40SW 400W 395W Maximum Power (Pmax) 304 300 296 293 MPP VoltaQe (Vmpp) 38.3 38.0 37.6 37.2 MPP Current (lmpo) 7.92 7.91 7.88 7.86 Onen Circuit Voltaoe Noc) 46.3 46.2 46.1 46.0 Short Circuit Current Ilse) 8.47 8.44 8.41 8.38 Module Fire Performance (USA) Type 1 • NOCT (Nominal Operatmg Cell T omperature): lnadiance 800W/m'. ambient temperature 20 'C. wond speed 1 mis Fire Rating (CANADA) Class C (ULC I ORD C1703) Product Warranty 12 years Output Warranty of Pmax Linear warranty** •• 1) 1st year: 98%. 2)Alter 2nd year: 0.55%annual degradation, 3) 25yurs: 84.8% Temperature Characteristics NOCT 45 ± 3 ·c Pmpp -0.36%rc Voe -0.26%rc lsc o.02%rc Characteristic Curves $ 10 1--------..:.1:::oorm::::.:, ______ _ ~ I! a 400W 200W 10 IS 20 1<0 \20 ~ 100 --=::::::::::,, 80 6-0 40 2S JO lS 40 so Dimensions (mm/in) ir-R _Ll) 20'-----------,----------~~ ............. ("C) Q LG Life's Good 2S North America Solar Business Team LG Electronics U.SA Inc 1000 Sylvan Ave, Englewood Cliffs, NJ 07632 Contact lg.solar@lge.com www.lgsolarusa.com 90 Product specifications are subject to change without notice. Copyright© 2017 LG Electronics. All rights reserved. 01/01/2017 9 lmovatlon for a Better Life P anel ''' caw® §,P Pes110 Loads -powpward (CONJ,); 6.2 Ricking Dimensions for Pofnt Lofds (Cont.I; Tray 1; 5 A B Distances Between Supports (Unless Noted): 6.3 Pofnt Load summary; Dlsys = 67 lbs./module Xl = 27.80 In. X2 = 35.77 In. X3 = 20.14 In. C Tray 2: 5 D Total DL = (Varies on location and ballast quantity) Slm = o lbs./module Wlln (no snow) = 483 lbs./module Wlin (with snow) = 161 lbs./module Tray 3: 5 f E F G Section A-A n Table 7.1 Point Load Summary I ncte T 2 11 lbs. 5 lbs. 5 lbs. 11 lbs. 5 lbs. 11 lbs. B lbs. B lbs. PanelClaw, Inc., 1570 Osgood Street!fSulte 2100, North Andover, MA 01845 5/24/2018 17.7" H ~· Borrego Solar Systems, Inc. ,~ www.borregosolar.com Project: Sheet #: Subject: Analysis and Design of Rooftop PV Components ..j T: (888) 898-6273 BORREGO SOLAR F: (888) 843-6778 ANCHORAGE OF BENTEK INVERTER RACK Building Code: 2016 California Building Code I ASCE 7-10 BUILDING AND SITE INFORMATION WIND • Rick Category: • Basic Wind Speed • Wind Directionality Factor • Exposure Category • Topographic Factor • Gust Effect Factor • Velocity Pressure Exposure Coefficient SEISMIC • Soil Site Class • Design Short-Period Spectral Acceleration • Design 1-Second Spectral Acceleration • Mean Roof Height of Building • Height of Roof Supporting Inverter INVERTER AND RACK INFORMATION Designed By: Revised By: II V= 110 mph Kd = 0.85 C Kzt = 1.0 G =0.85 Kz = 1.07 D Sos= 0.757 g So1 = 0.408 g hbld& = 45 ft z = 45 ft Isometric View oflnverter Rack Plan and Elevations Views oflnverter Rack 11 EV (Table 1.5.1) (Fig. 26.5-lA) (Table 26.6-1) (Sect. 26.7) (Fig. 26.8-1) (Sect. 26.9) (Table 29.3-1) Date: Date: 06.01.18 Borrego Solar Systems, Inc. www.borregosolar.com Project: Sheet #: T: {888) 898-6273 BORREGO SOLAR F: {888) 843-6778 Weight of Inverter Weight of Mounting Rack Weight of Inverter and Rack Mounting Angle of Inverter Inverter Width Inverter Height Inverter Depth Vertical Projected Surface Area of Inverter Horizontal Projected Surface Area of Inverter Height from roof deck to center of mass of inverter Distance from line of rotation to center of mass of inverter Distance from line of rotation to center of ballast blocks CALCULATE WIND LOAD ON INVERTER RACK Subject: Analysis and Design of Rooftop PV Components Designed By: Revised By: W1 = 154 lbs W,= 25 lbs W1r = W1 + Wr = 179.00 lbs 01 = 15° WI = 26.20 in h1 = 35.70 in d1 = 10 in EV A,= (w1 x h1) x cos(E>1) = 6.32 ft2 Ar= (w1 x h1) x sin(E>1) = 1.70 ft2 X1 = 1.67 ft X2 = 2.50 ft X3 = 5.00 ft Date: Date: 06.01.18 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. q, = 0.00256x K,xKztXKdXV2 = 28.2 psf (Eq. 29.3-1) GCr_h = 1.9 Area of Inverter is far less than area of horizontal projected building area GC._v = 1.5 Area of Inverter is far less than area of building plan area Fw1nd_v = q,x GCr_vxA1 = 267 lbs Fw1nd_h = q,x GCr_hXAr = 91 lbs Using 0.6D + 0.6W combination: 0.6D = 0.6 X 179 = 108 lbs 0.6Whor1z = 0.6 x 91 = 55 lbs 0.6Wvert = 0.6 x 267 = 160 lbs MOT·horlz = (55) X (3.45/2) = 95 lb_ft Mor-ver = (160) X (5/2) = 400 lb_ft MRES= (108) X (5/2) = 270 lb_ft UPLIFT= (270-400-95) I (5/2) = 90 lb {32 lbs x 4 =12Blbs) 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 ~· ,~ Borrego Solar Systems, Inc. www .borregosolar.com Project: Sheet #: Subject: Analysis and Design of Rooftop PV Components .j BORREGO SOLAR T: (888) 898-6273 F: (888) 843-6778 CALCULATE SEISMIC FORCES ON INVERTER RACK Importance Factor Component Amplification Factor Component Response Modification Factor Design Short-Period Spectral response Acceleration Design 1-Period Spectral response Acceleration Horizontal Seismic Force Fp = [(0.4xap><Sds)/(Rp/lp)] x [1+(2x z/hb1c11)] x W1, = 65 lbs Fp_max = 1.6X5dsXlpXW1, = 217 lbs Fp_m1n = 0.3x 5dsXlp><W1, = 41 lbs Fph = max(Fp_mln, min(Fp, Fp_max)) = 65 lbs Vertical Seismic Force Fpv = 0.2x5dsXW1, = 27 lbs OVERTURNING DUE TO SEISMIC Using 0.60 + 0.7E combination: 0.60 = 0.6 X 179 = 108 lbs 0.7E = 0.7 x 65 = 46 lbs 0.7Evert= 0.7 x 27 = 19 lbs Moverturnln, = (0. 7x Ex 2.5 ) = 115 lbs M,es1st1n1 = (0.6D-.7Evert)xWx 2.5 = 198 lbs Designed By: Revised By: Ip= 1.0 ap = 1.0 Rp = 2.5 5ds = (2/3) X Fa X Ss = 0.757 5d1 = (2/3) X Fv X 51 = 0.433 Since MRes/sltlnr, is larger than Moverturnlng, 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) 0.60 = 108 lbs (inverter) 0.60 = 0.6 x 256 = 154 lbs (8 ballast block) Resisting Sliding Force = Friction Coefficient x 0.60 = 0.40 X (108+154) = 105 lbs VRes/sltlng is larger than VsUDING, 13 EV Date: Date: --- 06.01.18 ~ Borrego Solar Systems, Inc. ,~ www.borregosolar.com Project: Sheet #: Subject: Analysis and Design of Rooftop PV Components _.J T: {888) 898-6273 Designed By: EY Date: ------BORREGO SOLAR F: {888) 843-6778 Revised By: Date: Al)'D I L -co "1 ~ L ..S'f St,f0Y\ WB '1-t1 .___,.~ -2 'f I j f-3 o~, = ~ 'f J 't \c_ em we:i~, \ =v·----..J I~, k. z_ J!!!...<:::J::: F \AAfl <. H--r :::-2-<l I t. 1--6/J x I (8 -5 ..3 'r I A~l> L ~.5 '-/0 14 06.01.18 ~· ,~ ..j BORREGO SOLAR fl P:p w +p Borrego Solar Systems, Inc. www.borregosolar.com Project: Sheet #: Subject: Analysis and Design of Rooftop PV Components Designed By: EV Date: T: (888) 898-6273 F: (888) 843-6778 ------- Revised By: Date: 5'-VJ; ~D lb f ( ~ )) 'fv Fp ;, 0. 'f 'A.f ::") ~ .) w r { 1 "t .-7 l ..... 12 "" I 1 f' °'r "'"" 2 ·-. :) ,--{. 0 J.1~ -~ /2.t-,, ~ ~ 2-= I. f..; -::. h S o':> =-/,500 C:t Lt) C e 5) l /.5a.9 ) vJ ~ ( ' T 2 )( I ) = <o I 1-0 I I::> J. 'f5 w =-( ,a. ·15 ) (.tpo) ,.. I S 0 Fp~ p 15 Borrego Solar Systems, Inc. www.borregosolar.com T: (888) 898-6273 BORREGO SOLAR F: (888) 843-6778 I --~ T F.: ,I .•A --..J-\_.:~'" ·- ; l--• V Project: Sheet #: Subject: Analysis and Design of Rooftop PV Components Designed By: EV Date: Revised By: Date: ON V :;; T-= ~ ---.. --2- ~·c, -- D1q .:-(ePo '") ( IC: C ) =-/ g ;u, I h c, .._ l&(JC, + lb Coe 16 ~· Borrego Solar Systems, Inc. ti www.borregosolar.com -..J T: (888) 898-6273 Project: Sheet #: Subject: Analysis and Design of Rooftop PV Components Designed By: EV Date: BORREGO SOLAR F: (888) 843-6778 Revised By: Date: L o.1 5 -r o 18 =-0. to~ V ' . - 17