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Building Permit # 10/13/2016
OF BUILDING PERMIT RTH,OrD �t`-E TOWN OF NORTH ANDOVER ==gE APPLICATION FOR PLAN EXAMINATION n � ' ,b 1 -7 Date Received r l lY 4"'Areuw+°¢`(y Permit NO#: .;.-' `�- RssgcH0��`j Date Issued: IMPORTANT Applicant must complete all items on this page w.., f ✓ � � �;,a,E "-,.��^rs.�'���''�� s�7vr .,�':'�^" �. �,'. �� 6"F!,d��u-r ��M�F'�r*�r�,�s-"� "��E��`,[�. � .�'` -� �� �rvrr ,.r �i�:r����.w .��� �; �> ac✓E'"'� ..,�� 'lc .��."�SFr., ,".`".. E�� �� N'r'�. cw';� ?��`-rev, ';,,.�' .x. LOCATIfiI� f .; y"' ;rte .F",-'.�/`�I�': ``L✓' �`' � S.fNr:?�, , }�' ✓�,��:c•-""'�'r, ,�,.5/' :^� p �-. //%a ,,.., %-" -,Fr..� �E'er``.s``.W - r��.zs` r�� -r'y "„��'`r'�a' ?'i � a��a �:r:..�'�N��� <"� '���< /a ( `'^Z,i y� �- �r�'� .�.G'F�.�, r ry � flt✓,rf 'r r '�6 ����e$����i.l V'tf.�F�. s�cr.c eS j �� .r�,; .X TYPE OF IMPROVEMENT PROPOSED USE Residential Non- Residential ❑ New Building ❑ One family ❑Addition ❑ Two or more family ❑ Industrial ❑ Alteration No. of units: ❑ Commercial ❑ Repair, replacement ❑Assessory Bldg Others: ❑ Demolition ❑ Others ❑ Septrc �' ❑11�e11 ❑Fbodpla�n ❑Wetlands � p 1111atersYted District � �l D SCR TIO OF WORK TO BE PERF.�R �D: Identification - Please Type or Print Clearly e OWNER; Name: Phone: Address: grL Gontractar Name Phone ���'” � ' Email ..: r l � e � E � y Superuisc�r� ConstCuct�on�L�cense �"� Horerfrnp�ouementL�cense 01 ARCH ITECTIENGI NEER - / " 3 _ Phone: _ Address: �- 1 G�� ounz>Reg. No. 31 o FEE SCHEDULE:BULDING PERMIT:$12.00 PER$1000,04 OF THE TOTAL ESTIMATED COST SA SED ON$125.00 PER S.F. Total Project Cost: $ _FEE: $ Chedk No.: 0i cl, Receipt No.: NOTE: Persons contracting wit u register contractors do not have access to^guaranty d Signature `f Agent/0'uuner Signafure cif contractor Plans Submitted ❑ Plans Waived ❑ Certified Plot Plan ❑ Stamped Plans ❑ TYPE OF SEWERAGE DISPOSAL Public Sewer ❑ Tanning/MassageBody Art ❑ Swimming Pools ❑ Well ❑ Tobacco Sates ❑ Food Packaging/Sales ❑ Private(septic tank,etc. ❑ Permanent Dumpster on Site ❑ THE FOLLOWING SECTIONS FOR OFFICE USE ONLY INTERDEPARTMENTAL SIGN OFF w U FORM PLANNING & DEVELOPMENT Reviewed On 06-t 12-, 0016 Signature i . l COMMENTS CONSERVATION Reviewed on Signature COMMENTS HEALTH Reviewed on Signature COMMENTS Zoning Board of Appeals:Variance, Petition No: Zoning Decision/receipt submitted yes Planning,Board Decision: Comments Conservation Decision: Comments Water & Sewer Connection/sr nature& Date Driveway Permit DPW Town Engineer: Signature: Located 384 Osgood Street gFRDEPARTMEN, ��`�� � � rS���reDepartment sagnatureldate y � � ys � �� � � � � y� ' � �� �� ' ✓° COMMENTS y F t%ORT#i '9 Town of :� _ �� s ndover O No. *OwwoI6 ( s -_ y 3 . o � o . h ver, Mass, � p� 7 RATE V S V BOARD OF HEALTH PERMIT T LD I Food/Kitchen Septic System THIS CERTIFIES THAT ......... r BUILDING INSPECTOR .....I....................... 110_04. 044!Q4.10 lFoundation has permission to erect .......................... buildings on .,....... .....,.... ...... , Rough to be occupied as ......... . .� ........... ...... ... o i. .. ..... Chimney provided that the person accepting this permit shall in every respect conform to the terms of the application Final on file in this office, and to the provisions of the Codes and By-Laws relating to the Inspection, Alteration and Construction of Buildings in the.Town of North Andover. PLUMBING INSPECTOR Rough VIOLATION of the Zoning or Building Regulations Voids this Permit. Final PERMIT EXPIRES IN 6 MONTHS ELECTRICAL INSPECTOR LESS CONS TIO Rough Service . .. .., ............. ........ .. Final BUILDING I PECTO GAS INSPECTOR occupancy Permit Required to Occupy Buildin Rough Display in a Conspicuous Place on the Premises - Do Not Remove Final No Lathing or Dry Wall To Be Done FIRE DEPARTMENT Until Inspected and Approved by the Building Inspector. Burner Street No. Smoke Det. Initial Construction Control Document z u Tobe submitted with the building permit application by a d Registered Design Professional for work per the 8"' edition of the y*V'n Massachusetts State Building Code, 780 CMR, Section 107.6.2 Project Title: Ground Mounted PV Arrays Date: 7/28/2016 Property Address: 1600 Osgood Street,North Andover,MA 01845 Project: Check(x)one or both as applicable: (X)New construction (} Existing Construction Project description: Installation of ballasted PV arrays on the paved parking lot I,Colin I. Gallagher,MA Registration Number: 39114 Expiration date. 06/30/2014 ,am a registered design professional, and hereby certify that I have prepared or directly supervised the preparation of all design plans, computations and specifications concerningt: { ) Entire Project ( ) Architectural (X) Structural ( ) Mechanical ( )Fire Protection { ) Electrical ( ) Other: for the above named project and that such plans,computations and specifications meet the applicable provisions of the Massachusetts State Building Code, (780 CMR),and accepted engineering practices for the proposed project. I understand and agree that I(or my designee) shall perform the necessary professional services and be present on the construction site on a regular and periodic basis to: 1. Review, for conformance to this code and the design concept,shop drawings, samples and other submittals by the contractor in accordance with the requirements of the construction documents. 2. Perform the duties for registered design professionals in 780 CMR Chapter 17,as applicable. 3. Be present at intervals appropriate to the stage of construction to become generally familiar with the progress and rmine if the work is being performed in a manner consistent with the approved quality of the work and to dete construction documents and this code. When required by the building official, I shall submit field/progress reports (see item 3.)together with pertinent comments,in a form acceptable to the building official. Upon completion of the work,I shall submit to the building official a 'Final Construction Control Document Enter in the space to the right a"wet"or a$ COLIN J. z GALLAGHER electronic signature and seal: CIVIL 101.39114 ST Phone number: (97$}774-1884 Ext 102 Email: cjgailagher@bmeengineers.com psi JALL� Building Official Use Only Building Official Name: Permit No.: Cate: Note 1.Judicate with an 'x'project design plans,computations and specifications that you prepared or directly supervised.If`other' is chosen, provide a description. 7/27/2016 pane C aW Partner Name: Osgood Solar Project Name: 1600 Osgood GROUND MOUNT Project Location: 1600 Osgood Street North Andover, MA, 01845 Racking System: Polar Bear III HD www ME i IIIN r FIT: . OF Structural Calculations for Ground-Mounted Solar Arra Submittal Release: Rev 2 Engineering Seal OF 414 COLIN J. �Gr GALLAGH a CIVIL ch No.30114 s1 AIL� PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900_(978) 688.5100 fax-www.paneiclaw.com 7/27/2016 pante 'ArArffo C aW Table of Contents: Pale## Section: 1 1.0 Project Information 1 1.1 General 1 1.2 Building information 1 1.3 Structural Design Information 2 2.0 Snow Load 2 2.1 Snow Load Data 2 2.2 Snow Load Per Module 3 3.0 Wind Load 3 3.1 Wind Load Data 3 3.2 Roof/Array Zone Map 3 3.3 Wind Design Equations 4 4.0 Design Loads-Dead 4 4.1 Dead Load of the Arrays 4.2 Racking System Dead Load Calculation 5 4.3 Module Assembly Dead Load Calculations Array 1 5 6 5.0 Design Loads-Wind 6 5.1.1 Global Wind Uplift Summary Table: 5.1.2 Global Wind Shear Summary Table: 7 8 6.0 Design Loads-Downward 8 6.1 Downward Wind Load Calculation 6.2 Racking Dimensions for Point Loads 8 6.3 Point Load Summary 10 7.0 Design Loads-Seismic 10 7.1 Seismic Load Data 10 7.2 Seismic Design Equations 11 7.3 Lateral Seismic Force Check 7.4 Vertical Seismic Force Check 12 PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900-(978)6885100 fax-www.panelclaw.com 7/27/2016 pane 'ArArw aW Appendix: A. I.F.I PCM11-5:Wind Loads on the solar ballasted roof mount system 'Polar Bear 10 deg Gen IIIWD' of PanelClaw Inc.; February 25,2016 B. B. Building Code and Technical data PanelClaw, Inc., 1570 Osgood Street, Suite 2100, north Andover, MA 01845 (978) 688.4900-(978) 688.5100 fax-www.panelclaw.com 7/27/2016 pane Affff, c aw 1.D proiect �nf�rmationr 1.1 General• Project Name: 1600 Osgood GROUND MOUNT Project Locaton: 1600 Osgood Street North Andover, MA,01845 Racking System: Polar Bear III HD Module: Hyundai WiS-S350TI Module Tilt: 10.40 degrees Module Width: 39.29 in. Module Length: 77.17 in. Module Area: 21.06 sq.ft. Ballast Block Weight= 32.60 lbs. 1 Building_Information Max Roof Height(h): 5 ft. Length (L): 2218 ft. Width (B): 1548 ft. Roof Pitch: 1 degrees Parapet Height: 0 ft. Roofing Material Attachment: Fully Adhered Roofing Material: TBD Coefficient of Static Friction (fit): 0.52 1.3 Structural Desi n Information: Building Code: MA ST B.C. 8th Ed. Risk Cat.: it Basic Wind Speed (V) = 100 mph Exposure Category: C lw= 1.00 Ground Snow Load (Pg)= 50 Is= 1 Site Class: D Short Period Spectral Resp. (5%) (Ss): 0.33 1s Spectral Response(5%)(S1); 0.075 le= 1 Ip= 1 PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 1 (978) 688.4900-(978) 6885100 fax-www.paneiclaw.com 7/27/2016 pane AffAr c aw L2.9 Snow Load: Snow Calculations per ASCE 7-05, Chapter 7 2.1 Snow Load Data: Ground Snow Load (Pg) = 50.00 psf (ASCE, Figure 7-1) Snow Load on Array(SLA)= 50.00 psf SLA Fig. 2.1 -Uniform Roof Snow Load on Array 2.2 Snow Load Per Module: Snow Load per Module (SLM) = Module ,Projected Area* SLA Where; Module Projected Area (Amp)= Module Area * Cos(Module Tilt) Where; Module Area = 21.06 sq.ft. Module Tilt= 10.40 degrees Amp= 20.71 sq.ft. SLM = Amp *SLA = 1035 Ib PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 2 (978) 688.4900- (978) 688.5100 fax-www.paneiclaw.com 7/27/2016 pane ffffff c aw 3.0 Wind d Wind Analysis Iger ASCE 7.05:Method 3-Wind Tunnel Procedure Section 6.6 3.1 Wind Load Data: Basic Wind Speed(Volt)= 100 mph (ASCE Ryan 26.5-EA) Exposure Category: C (ASCE ser_2H.z3) Topographic Factor(Kzt(= 1 (Asr4 Ry.26 .atf Directionality Factor(Kd)= 0.85 (ASCr,Ta81e26.61) Exposure Coefficient(Kz)= 0.85 (AI Uk 27.3.1) Iw= 1.00 MRI Reduction= NA ffga.C26.5�2J Velocity Pressure(qz)= 0.00256`Kz'Kzt"Kd*VA2•lw= 18.50 PSE (ASU,fqn.17.3.1) 3.2 Roof Array Tone Ma): ro .x For west winds with wind directions from te0"to 360% m sw�•%b a/P+Ynnb hcm V'v SEG rraf mnu marW�3tinY^*"�ak�f setback a North edge ' ;, laiartrxt ... k)Gel4r � -�fnt'a'rtar R7tar7ar ►>wnnr ratr' am ar raw rraw r,nw - Mnttmb 41?slhr _::rnetn� henr}�-:: t0at5w' u)lSI€cr "- ar roYY � rrar, '. rm} er raw' mr rreyV F�5>Xr Lz -,�.�� ,� rYaTpftfxr : 3r3as3or '_ ntrar� lmmfur ,c�Yrs=.rew, �f� 3.,., S9?dlrtLarr! " Ewaw3c�z ��.. rK9rr No raW gtW ^.:, W ortt/tlaW (,nty# Y tansy jr—Y 7rywrrof h tanrvnarr Y ray N?lar+aY. E 1 W c .,, mnarmw rYar row e narrow er ravr a:+r 3`'.. a,tarsoy geraw a s L. 6 naw - ner raw f,EQ+'?9rv '.+'gS% `� IadYiiaY lonty of arrmy.: t t >r,G.91A Inlaria pyt!4T6ar' �' ul�� �� ,.r • tar rave - ravr - �,^�. .� � r1tY ., Soaly v;atrar <o:,ytr a*rav:: e e i�ltrf b,lermr f?W.rin? m. to d d r r ,nar Twr .'tea :' vrlear :uricKor g g st-ctrl ee,tanar Y'. narrow rrnhv, mrrar rov e - b4-0lh a,Z", w,rsar nar nar row _ r v far-plh h,saW g p';}s�' � '1 t y✓ M Wrw 1ntaWr to wrar rnw arrow xsnarrRw �",. r4>w raw rw raw t.a '^ r.ert'Alir � >nt iia In�e*rar ylsr.,t3: onra,�n 'irterler a;.:. euar mv+ � ,tar row rnncr row arrow r r �tFt4 k.�i€or {nlenor ...:::tat 11h :. xuarior cfger<tr "rs urow a:,d ne ` soot craw .. rrwr al sasti' r 9t�idn ,..:hIES?7Fu" '- 21 "'9:. . .YMt•4 inlcilar :lnimar Srwlh raw 3saq 'iaAv :i&Wltr � ut s natl setback a South edge z �r.wwa awwe L La Lr La s Typical Roof Zone Mapping for West Winds with Directions from 180°to 360° Roof Tone Map Dimenlans per 1Fi Wind Tunnel Study Height(ft) L1(ft) a lftl L3(ft) I.4(ft) Ls(ftl L6 fft) L7(k) Lfi(ft} Velodt Pressure( z) 5.9 98.42 2119.58 62.34 36.09 49.21 49.21 36.09 1413.49 18.59 PSF 3.3 Wind Design E u tlorw WLi,ptFft�raodrfre=4zArn�fa"uYriJt WLsirrtinplru d'.le=Rc�rY:Cfzy slrtiug Where q2=Velocity Pressure (Ref.Pg.3,Wind Load) Am=Module Area (Ref.Ag.1,Project information) Cfz and Cfxy=Vary and related to wind zone map (Proprietary Wind Tunnel Coefficients) PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900-(978) 688.5100 fax-www.paneiclaw.com 3 7'/27/2016 pane aw There are two categories of dead food used to perform the structural analysis of the pone(Clow racking system;Dead Load of the Array(DLA)and Dead Load of the Components(DLC). DLA Is defined as the weight of the entire array including all of the system components and total ballast used on the array. DLC is defined as the weight of the modules and the racking components within an array.The DLC does not include the i ballast used to resist loads on this array. 4.1 Dead Load of the Arra Unknown Max.Allowable Pressure on Roof= Results Array Information su 'Array Roo Sub-Array Numbers of DLC Sub-Array Sub-Array Roof Pressure{DLA) lbs. module Area(FM2) Pr essure(DLC)(psf) (psf) Acceptabh,? No. modules DLC(Ibs.) DLA(Ibs.) ( )f 905 Iiy others 1 342 23,592 42,370 69 10,464 2,25 2 570 39,184 68,752 69 17,395 2.25 3.95 byothers 3.97 By others 3 352 24,242 42,694 69 10,757 2.25 3 9II BY others 4 372 25,655 45,313 69 11,360 2.25 5 588 40,425 70,971 69 17,945 2..25 3.95 8y others 6 478 32,857 57,666 64 14,587 225 3.95 Byothers 225 3.97 Byothers 7 399 27,490 48,452 69 12,197 Ms By others g 464 32,320 56,999 69 14,339 2.25 }3,218 2.25 3.98 BY others 9 432 29,800 52,653 69 4.05 By others 10 137 9,529 17,092 70 4,218 2.26 69 11 548 37,668 66,095 16,722 2.25 395 By others 12 162 11,204 19,908 69 4,967 2-26 4.01 BY olksers 8,758 216 3.99 Byothers 13 286 19,751 34,975 69 3.99 By others 14 289 19,946 35.268 69 8,8462.25 4.00 BYolhers 15 514 35,342 62,823 69 15,689 2.25 16 527 36,220 63,539 69 16,080 2.25 3.95 By others 3.95 0y others 17 527 36,220 63,539 69 16,080 215 4.04 By others 18 558 38,352 68,767 69 17,026 2.25 19 527 35,220 53,539 64 }6,080 2.25 3.95 By others 20 527 36,220 63,539 69 16,080 2.25 3-95 Byothers 21 539 37,052 66,425 69 16,449 2.25 4,04 By others 22 500 34,374 50,323 69 35,260 2.25 3.95 BY others 23 510 35,058 61,529 69 15,564 2.25 3.95 by others Totals: 10,153 698,77.1 1,233,2.91 Table 4.1 Array Dead Loads and Roof Pressures PanelClaw, Inc-, 1570 Osgood Street,Suite 2100, !North Andover, MA 01845 4 (978 688.4900-(978) 688.5100 fax-www.paneiclaw.cam 7/27/2016 pane Affffe aw 4.0 Desien Load - Dead [Con . Racking system: Polar Bear III HD 4.2 Rac cing System Dead Load Calculation: The array dead load is made up of three components;the racking assembly, ballast and module weights. Array# 1 Component Weight: uantit NORTH SUPPORT= 1.82 lbs. 38 SOUTH SUPPORT= 1.85 Ibs. 38 STANDARD SUPPORT= 2.47 Ibs. 646 LONG BALLAST TRAY= 8.44 tbs. 342 SHORT BALLAST TRAY= 3.99 tbs. 38 CLAWS(2)= 3.88 lbs. 342 MECHANICAL ATTACHMENT= 0,49 Ibs. 0 MA Bracket= 2.32 lbs. 0 -S350TI= 51.15 lbs. Hyundai - HiS342 Ballast Weight: CMU Ballast Block= 32.60 Ibs. 576 4.3 Module Assembly Dead Load Calculations Array 1: The following calculation determines the nominal weight of a single module assembly. This value is used to calculate the required ballast for Wind Loads as shown in Section 6.1. Single Module+Racking System Weights: Nominal Assembly Weight Components Array Dead Load (DLC) = 23 9 Ib Module Assembly Dead Load (DLC) = Components Array Dead Load (DLC)/#Modules= -63-1 b s. PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 5 (978) 688.4900- (978)688.5100 fax-www.paneiclaw.com 7/27/2016 pane Affff, claw 5.0 pest n Loads-Wind. 5.1.1 Global Wind yplift summcory Table., The necessity to add mechanical attachments can arise forseveral reasons.Building code requirements,roof load limits and array shape all may come into play when determining their need.The table below provides the mechanical attachment requirements for each sub-array within this project. Applied Load Resisting Load Code Check Sub-Array W=Total Wind DI-=Total Dead Quantity MA MA Capacity Calculated Factor No. Uplift(Ib} Load(Ib} Provided (lb) of Safety* Check 1 24,693 42,370 0 0 1.72 OK 2 40,179 68,752 0 0 1.71 OK 3 25,782 42,694 0 0 1.66 OK 4 26,464 45,313 0 0 1.71 OK 5 41,270 70,971 0 0 1.72 OK 6 34,692 57,666 0 0 1.66 OK 7 28,492 48,452 0 0 1.70 OK 8 33,263 56,999 0 0 1,71 OK 9 31,290 52,653 0 D 1.68 OK 10 10,566 17,092 0 0 1.62 OK 11 37,688 66,095 0 0 1.75 OK 12 12,302 19,908 0 0 1.62 OK 13 19,866 34,975 0 0 1,76 OK 14 18,712 35,268 0 0 1.88 OK 15 34,534 62,823 0 0 1.82 OK 16 35,512 63,539 0 D 1.79 OK 17 33,222 63,539 0 0 1.91 OK 18 36,446 68,767 0 0 1.89 OK 19 35,512 63,539 0 0 1.79 OK 20 33,222 63,539 0 0 1.91 OK 21 35,284 66,425 0 0 1.88 OK 22 33,848 60,323 0 0 1.78 OK 23 32,189 61,529 0 0 1.91 OK Totals: 69S,087 1bs. 1,23 3,2 31 16 s. 0 lbs. Table 5.1 Summary of Mechanical Attachment Requirements # Back calculated factor of wfety prodded to determine factor of Wary aptUed to dead load in lieu of 0.6 in Asck 7A5equation 7,BACK CAtCLUATED SAffIY iACfOR=ID¢AO LOAOiMECNANICAL ATfACtIMENfi/x'iNO TOAD PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900- (978) 688.5100 fax-www.panelclaw.corn 6 7/27/2016 pante Affff, c aw 5.0 Desi n Loads-W'nd ont. 5.1.2 Global Wind Shear Surnmary Table: Applied Load Resisting Loads Code Check Sub-Array Wu=Wind Ws=Wind 6L=Total MA MA Capacity Calculated Factor No. Uplift(lb) Shear(Ib) Dead Load(lb) Provided (lb) of Safety* Check 1 14,405 7,621 42,370 0 0 1.46 OK 2 24,411 11,776 68,752 0 0 1.46 OK 3 15,143 7,316 42,694 0 0 1.46 OK 4 16,047 7,765 45,313 a a 1.46 OK 5 25,241 12,149 70,971 0 0 1.46 OK 6 20,489 9,871 57,666 0 0 1.46 OK 7 17,175 8,303 48,452 0 0 1'46 OK g 20,195 9,768 56,999 0 0 1.46 OK 9 18,661 9,020 52,653 0 0 1.46 OK 10 6,418 2,937 17,092 0 0 1'47 OK 11 23,466 11,318 66,095 0 0 1.46 OK 12 7,027 3,421 19,908 0 0 1.46 OK 13 12,383 5,995 34,975 0 0 1.46 OK 14 12,473 6,055 35,268 0 0 1.46 OK 15 22,542 10,678 62,823 0 0 1.46 OK 16 22,563 10,881 63,539 0 0 1.46 OK 17 22,545 14,889 63,539 0 0 1.46 OK 18 25,018 11,554 68,767 0 0 1.46 OK 19 22,563 10,881 63,539 0 0 1.46 OK 20 22,545 10,889 63,539 0 0 1.46 OK 21 24,154 11,169 66,425 0 0 1.46 OK 22 21,427 10,331 60,323 0 0 1.46 OK 23 21,526 10,590. 61,529 0 0 1.46 OK TOtels: 438,2713217,13011,5. 1,233,231 Ebs. 4 4 Tabie 5.2 Summary of Mechanical Attachment Requirements. * 8a,k,alwlated factor ofsafety Prov€ded to determine factora€sorely applied to dead load in lleuofo.6in ASCE 7-05 equation 7,BAC%CALCLUATEDSAFEIYFACT011-(DEAD LOAD+MECIIANICALATTACHMENT)/((WIND LOAD/FRICfIONI+WINO UPLIFT) PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 7 (978) 688.4900-(978) 688.5100 fax-www.panelClaw.com 7/27/2016 pane AffAr c aw 6.0 Desien Loads - Do nw rd: 6.1 Downward Wind Load Calculation: WLin = qz *Am * Cf, * cos 0 Where: qz= 18.50 psf (Ref. Pg. 3, Wind Goad) Am = 21.06 sq.ft. (Single Module Area) (Ref. Pg. 1, Project Information) 6= 10.40 deg. (Ref. Pg. 1, Project information) C — 1.13 (Inward) (Proprietary Wind Tunnel Data) fZ — WLitt = 4331bs. 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 SupportP43,4.8631 in. Spacing - uu in. 11 Inter-Column Support spacing= A A Typical Arra Plan View (Section A-A on Next Page) PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 $ (978) 688.4900- (978) 688.5100 fax-www.panelclaw.com 7/27/2016 parseAffff, Cia jen Loads-Do wn Ord(CON11 6.ZRarklngDimensions for Point Loads lCont.). y TraV 2: Tray 3 5 Tray 4:5 Tray 5: 5 !La :-7E X1 X3 X2 17.5" 91. X1 X3 e—, E F G H C D A Section A-A Distances Between Supports Unless NotedL X1=34,25 in. X2= 1433 in. X3=21.77 in. 6.3 Poin�L�oadSu-m�a-- DLsys= 70 Total DL= (Varies on location and ballast quantity) SLm= 1035 lbs.moduIe WLin= AILLbs.lmadule Extreme Point Load Summary Table load combinations(ASD) Location Load 1)L4.sLn, DL o�635 192 lbs. —117 lbs. 201 lbs. 165 lbs. 90 lbs. 173 lbs. 331 lbs. 180 lbs, 347 tbs. 303 lbs, 153 lbs. 320 lbs. 331 lbs. 180 lbs; 347 lbs. — 320 lbs, 42 lbs, 9B lbs. 83 lbs. 138 lbs. 133 S. 83 lbs. 138 lbs. S. 1080 lbs' 20821 Extreme Point Load Summary Ballast Block Point Load Summary-{LB/Single Block Applied at Tray Location) ..... ...... ray cation LacatEon n le block)at each Tray Point Loads(ib/single KA Tray 2. Tray.3 Tray 4 TOY 5: 5 lbs. 16 lbs. 11 lbs. 5 lbs. 11 lbs. Sibs. 8 ibs. Table 6.1-6 Single Block Point Load Summary PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 9 (978) 688.4900-(978) 688,5100 fax-www.panelclaw,corn 7/27/2016 pane Affffs C aW 7.0 Qesien Loads - Seismic Seismic Calculations per ASCE 7-05,Chapter 11-Seismic Design Criteria Chapter 13- Requirements for Nonstructural Components 7.1 Seismic Load Data: Site Class: D (Ref. Pg. 1, Project Information) Seismic Design Category: C (ASCE,Tables 11.6-1 and 11.6-2) Short Period Spectral Resp. (5%) (Ss): 0.33 (Ref. Pg. 1, Project Information) 1s Spectral Response (5%a)(S1): 0.075 (Ref. Pg. 1, Project Information) Bldg.Seismic Imp. Factor(le) = 1 (ASCE,Table 1.5-2) Site Coefficient (Fa)= 1.536 (ASCE,Table 11.4-1) Site Coefficient(Fv) = 2.4 (ASCE,Table 11.4-2) Adj. MCE Spec. Resp. (Short) (Sms)= Fa*Ss= 0.50688 (ASCE, Eqn. 11.4-1) Adj. MCE Spec. Resp. (1 sec.)(Sm1)= Fv*S1= 0.18 (ASCE, Eqn. 11.4-2) Short Period Spectral Response (Sds)= 2/3(Sms)= 0.33 (ASCE, Eqn. 11.4-3) One Second Spectral Response (Sd1) = 2/3(Sm1)= 0.12 (ASCE, Eqn. 11.4-4) Component Seismic Imp. Factor(Ip) = 1 (ASCE,Sec. 13.1.3) Repsonse Modification Factor(Rp) : 2.5 (ASCE,Table 13.6-1) Amplification Factor(ap) = 1 (ASCE,Table 13.6-1) 7.2 Seismic Design Equations: Lateral Force(Fp) = 0.4asWP(1 + 2 lj�/) (ASCE, Eqn. 13.3-1) FFLmin = 0.3SDSIpWp ASCE, Eqn. 13.3-3) FPLmax = 1.6SDSIpWp (ASCE, Eqn. 13.3-2) Vertical Force (Fp„) = ±[0.20SDSWp] (ASCE, Eqn. 12.4-4) Lateral Resisting Force (FRL)* _ [(0.6-(0.14 Sds)) (0.7) (mu)(Wp)] (Factored Load, ASD) Vertical Resisting Force (FRV) = 0.6*Wp (Factored Load,ASD) * Per SEAOC PV1-2012-Frictional resistance due to the components weight may be used to resist lateral forces caused by seismic loads.The coefficient of friction for the roof material must be reduced by 30%. PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900-(978) 688.5100 fax-www.paneiclaw.com 10 7/27/2016 pane Arffff,, C aW 7.0 De5lan Loads-Seismic S22U 7.3 Lateral Seismic Force check, The necesity to add mechanical attachments can arrise for several reasons.Building code requirements,roof load limits and array shape all may come into play when determining their need.The table below provides the mechanical attachment requirements for each sub-array within this project. Nomenclature: WP=Sub-Array Weight FPL= Lateral Seismic Force FRE=Lateral Seismic Resisting Force Array Information Lateral Force Verification Results Sub-Array 0.7 FPL-FRt MA's MA's No. Wp(lbs.) FPL(lbs.) FEL{lbs.] {lbs.] Required Provided Acceptable 1 42,370 6,872 8,524 3,713 0 0 Yes 2 68,752 11,152 13,831 -6,025 0 0 Yes 3 42,694 6,325 8,589 -3,742 0 0 Yes 4 45,313 7,350 9,116 3,971 0 0 Yes 5 70,971 11,512 14,278 -6,220 0 0 Yes 6 57,666 9,354 11,601 5,054 0 0 Yes 7 48,452 7,859 9,748 4,246 0 0 Yes 8 56,999 9,245 11,467 -4,995 0 0 Yes 9 52,653 8,540 10,593 -4,614 0 0 Yes 16 17,092 2,772 3,439 1498 0 0 Yes 11 66,095 10,721 13,297 -5,792 0 0 Yes 12 19,908 3,229 4,005 -1,745 0 0 Yes 13 34,975 5,673 7,036 -3,065 0 0 Yes lA 35,268 5,720 7,095 -3,091 0 0 Yes 15 62,823 10,190 12,639 5,506 0 0 Yes 16 63,539 10,306 12,783 5,568 0 0 Yes 17 63,539 10,306 12,783 -5,568 0 0 Yes 18 68,767 11,154 13,835 -6,027 0 0 Yes 19 63,539 10,306 12,783 -5,568 0 0 Yes 20 63,539 10,306 12,783 5,568 0 0 Yes 21 66,425 10,774 13,363 -5,821 0 0 Yes 22 60,323 9,785 12,136 -5,287 0 0 Yes 23 61,529 9,980 12,378 5,392 0 0 Yes Totals: 123323116s. 2000321bs. 2481011bs. 1080781hs. 0 D Table 7.1-Summary of Mechanical Attachment Requirements '� MA's Pequired=0.7 rpi-FRI/MA nreogth PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 11 (978) 688.4900-(978) 688.5100 fax-www.panelclaw.cam 7/27/2016 pane 'Arwo c aw 7.0 Desien Load -SPiwMiLLUMI 7.4 Vertical Seismic force Check: Nomenclature; WP= Sub-Array Weight FPV= Vertical Seismic Force FRV= Vertical Seismic Resisting Force Array Information Vertical Force Verification Results 0.7 Fav-fRv Required Total MA's Array No. Wpjibs.) fav(lbs.) FRv(Ibs.) (lbs.) MA's Provided Acceptable 1 42,370 2,864 25,422 -23,418 0 0 Yes 2 68,752 4,647 41,251 -37,999 0 0 Yes 3 42,694 2,855 25,616 -23,596 0 0 Yes 4 45,313 3,062 27,188 -25,044 0 0 Yes 5 70,971 4,797 42,583 -39,225 0 0 Yes 6 57,666 3,897 34,600 -31,871 6 0 Yes 7 48,452 3,275 29,071 -26,779 0 0 Yes 8 56,999 3,852 34,199 -31,SD3 0 0 Yes 9 52,653 3,558 31,592 -29,101 0 0 Yes 10 17,092 1,155 10,255 -9,447 0 0 Yes 11 66,095 4,467 39,657 -36,530 0 0 Yes 12 19,908 1,345 11,945 11,003 0 0 Yes 13 34,975 2,364 20,985 -19,331 0 0 Yes 14 35,268 2,384 21,161 -19,492 D 0 Yes 15 62,823 4,246 37,694 34,722 D a Yes 16 63,539 4,294 38,123 -35,117 0 0 Yes 17 63,539 4,294 38,123 -35,117 0 0 Yes 18 68,767 4,648 41,260 38,007 0 0 Yes 19 63,539 4,294 38,123 -35,117 D 0 Yes 20 63,539 4,294 38,123 -35,117 0 0 Yes 21 66,425 4,489 39,855 -36,712 0 0 Yes 22 60,323 4,077 36,194 33,340 0 0 Yes 23 61,529 1 4,158 1 36,917 1 -34,006 0 0 Yes TotalS:L ILL 123323116 833471bs. 7399391bs. -6$159616s. 0 D Toble7.2- Summary of Mechankaf Attachment Requirements *MA's RequlrO 0.7 FPV-FRVJMA strength Pane[Claw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900-(978)688.5100 fax-www.panelclaw.com 12 pane7/27/2016 clawo Appendix A PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix A 7/27/2016 pane ffffAr, claw 2� ,�Ozo F i-'IH Hochsch+Aachen Fiir Irrdlrstrle �3y^iarr•#M Gx!'�3i lyi".•A1010 A'--n5 U:rPtw_C5,T:y G4 F,�g7z�d�s�-res 20 15�:?s fsF.:�sr!v,c:�vrrawK fax s k31.[;1239133+i'u+'",-!Q Client: PanelClaw Inc_.North Andover,MA 01845.USA Report No.: PCM11-5 Date: 02125J2016 Wind loads on the solar ballasted roof mount system „Polar Bear 10deg Gen III Ha" of PanelClaw Inc. Design wind loads for uplift and sliding according to the ASCE 7-05 Rev€ewe41 by: Prepared by: Dr.-Ing.Th.Kray DiplAng.(FH)I Paul (madcxrd�aertmentcif (ConsunafHfor wkWdoadkV) PV wind k-&Fx9) „=.p�:fa5sn 6Jk*9� Rf�.ra�kd?�1,x�Crru4.2%Aks.O�F, PAa lrrz'i: IBA7I:GE�ti?!'-'"9:03111347 A 4OU 03 £.v's'r.'emn PY 99rtl P:t»Yw:C Crtxdca3.�5n �i,•tra�8,rif)?Y.98:p":lar.r'i.-ra.UrBr fi�,AN:;fl�'R3 6�:;���tvs6a'�"w"a'12 .s:lxxd Rd3tV5cnl6a5�N: yyr�grricl`==!Axfxgs PTO W-" Gruetlrh itts P%'..N,-^h9 W.ain4is. 3583S5i'v P�d-Ill.wj Th � Pm53k'.2 d;'--4n'r aws'4M rs.7elw'a Praera;7lr'3' `v3,8 Tisa:ifi2'?-BY7.df Prue.IN._f4s7_n..F.1-icr?'a a Fr.%.of.kq.G Y;rarlr� �?6JFx�j%1>•RDK3'RVf�!ftT 4¢hlAc�'bCi 6a�n'4X+'R"�r!7.43/x�np�ASt.G 3.21Jssx PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 Appendix A (978) 688.4900 • (978) 6885100 fax • www.paneiclaw.com pp 2/27/20x.6 pane claw ZAV �f��� ,,�Y t,F.l,Institut fur Indus#r[aaeradynarnik Wind tunnel tests were conducted on the -Polar Bear 10deg Gen III HD" stylar ballasted roof mount system of PanelClaw Inc. The tests were performed at I.F.I. Institut fur Industrieaerodynamik GmbH (Institute for Industrial Aerodynamics), Institute at the Aachen University of Applied Sciences in accordance with the test procedures described in ASCE 7-05, chapter 6.6 and In accordance with the specifications of ASCE 49-12. The array assemblies of the solar ballasted roof mount system "Polar Bear 1Ddeg Gen III Ht7"with tilt angles of 1odeg are depicted in Figure 1 and Figure 2. The system is available in fully deflected and partially deflected configurations. Figure t Array assembly of the fully drallecled sear w[wtad roof mount system "POW Bear 14dan Gen III HD"vrith a module tit angle Of Meg Testing%vas carried out with a surface roughness of the fetch in the boundary layer wind tunnel equivalent to open country (Exposure C according to ASCEISEI 7-D5) and for a total of 11 building configurations with sharp roof edges and with parapets of varying height. Figure 3 shows one sharp-edged oat-roofed building model including the view of the fetch in the large I.F.1_boundary layer wind tunnel.In Figure 4 a close-up of the Polar Bear 10deg Caen III HD solar ballasted roof mount system Is Report No.:PCM10-2 Wind toads on the solar ballasted roof mount system„Palter Bear 94deg Gen IFI HD"at PanelClaw Inc. Design wind loads for uplift and stiding according to the ASCE 7-05 �sxsrna PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 * (978) 688.5100 fax • www.paneiclaW.COM Appendix A pane7'27/2016 claw " ZOV RBI.F.I.Institut fur lndustriaaerodynamik GmbH -3- depicted. 3`depicted. Pressure coefficients were provided for normalized loaded areas of varying size, seven roof zones and eight array zones. Loaded areas scale with building dimensions and are valid for fiat-roofed buildings with a minimum setback of 1.0rn from the roof edges. The pressure coefficients may be multiplied by the design velocity pressure q,,determined depending on the wind zone,the exposure category and the roof height in accordance with the American standard ASCEJSEI 7-05 to determine the wind loads on the solar system. er!t�l W Figure 3: Array as�.-.rnbty of the panialy deffeded solaf baitar�ed roof mount system"Polar Bear iodeg Gen III HD'with a mYodule tilt angle of 10deg The test results are likely to be appropriate for upwind Exposures S,C and D on flat- roofed buildings, assuming use in compliance with ASCEfSE€ 7-05, Chapter 8.5.2. From these results it is possitale to calculate the design ballast for uplift and sliding safety - sliding of solar elements occurs if the aerodynamic lift has decreased the dowtt force dare to deadweight sufficiently so that the drag forces are larger than the frictional forces-on flat roofs with pitch angles up to 7°. Report No.:PCiMt10-2 Wind loads on the solar ballasted roof mount system„Polar Bear ttldeg Gen III HD"of Panelclawer Inc. Design wind loads for uplift and sliding according to the ASCE 7�5 a�arsss PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 Appendix A (978) 688.4900 • (978)688.5100 fax 9 www.paneiclaw.com 7/27/2016 p ane ffffff, claw l/ Ff,�, ,, ...��.�: I.F.I.Institut fur tndustrieaerodynamik Gmhli -4- The 4"The pressure coefficients were determined for a set-up where wind direction 0' corresponded to wind blowing on the north facade of the flat-roofed building. However,the results may be applied if the main axis of the array Is not skewed more than 15'with the building edger;. I 9r Figure 3: wind tonne€model of the fiat-rocled brildirV with the selar ballasted roof mount system Polar Bear 10deg Gen III Ho'with a modde Of angle o€lgdeg mounted cn the turntable indwi g view of Ile fetch in the large I.F.I.boundary layer wind tusmel;U12 array in the south-mad roof portion The present design loads for wind actions apply without restriction to solar afrays deployed on low-rise buildings as defined in section 6.2 of ASCE 7-05, The wind tunnel testing also applies to buildings Migher than '18,31-n (60 ti) which are considered rigid. A building may always be assumed as rigid if it is at least as wide as it is high- The pressure coefficients determined from the wind tunnel tests show that the system in question needs very little ballast In the array interior.The sliding and uplift loads exerted by the wind on the modules are small due to the arrangement in rows. Higher loads were only observed in array comers and along exposed edges of the array, and these have to be taken into account_ on the basis of the measurements carried out. this may be done directly by increasing the ballast locally on the array Report Mo.:PCAAttI.2 Wind loads on the solar ballasted roof mount system,.Polat Bear lodeg Gen Ill Ht3"of Partelclaw Inc. D"Ign wind loads for uplift and sliding according to the ASCE 7.05 craraznra PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 Appendix A (978) 688.4900 • (978)688.5100 fax • www.panelclaw.com 7/27/2016 pane ffffff clawo Appendix B PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 Appendix B (978) 688.4900 9 (978) 688.5100 fax 0 www.pane[claw.com 7/27/2016 n e ffffffo claw Chapter 13 SEISMIC DESIGN REQUIREMENTS FOR NONSTRUCTURAL" COMPONENTS 13.1 f,FIvG'2�1. I3.1.41iaxmrlslh>os 11g follOW'Yf1G nonstrl5 iLL UI{tiffrlll SPkl+Gre 13.11 yarpe c°xrsnp8 fl',sa the reqmiren..nN of this uclitxi: Phis rh;lPtyr r;°EuirBishc=euinirrurcrr 13t•ssgrl cr}ctsu I_ I=unt'uurc lexcepi�tolapC'ccPL,inzls ns nnged in fbt nust_iru�u:r,11<rnnp.>3trrtt�Ilta};;Rrc�rmreaveratly 'faille 19.5-1!. hitt 1 to 111M felr 11wix xulallow u d ?.�r1s15 ran 1v r o%aihtc oquitrcncrlla- 3€ix1l3Tii'trli-1t hc4L Lhe?-tk L'ir,l7l tlf- tN-�1ti='1ESk to]al �. t� ]tcY fnl'.Al colr3155xlFilil'.Ifir i543'lir.}A�r13 n�pl;ur3t 1Y_raster ftm of cgiwl Fu 25 p s Arlt o!" 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Alsalralaiial and electrical CA'mjX"Iw''Wu in:Seismic iMn calcpuy�ih-mrutilvrr tical th{t=ritcuPy ur to Ckdr�n Catc'mic+f�•1.ur�whcrc all Ill(L whi!h srcy'XC:utash:'j. iu€l r.+-illg apply: a Ilie conrlp*nmi importmxb facto.f.,is equal to 13.1�f'Wrn{wurat intprlrluaucr Frtrinr t.t� All t7on llcntc 11A Sim u si red a coallp i sena .'T1 c tiarxly clr i.p Sitio el},IltaclrrJ to tilr itor'lani mor:1s loth alcd is€Itis e i �c lieu T9rc` .4ru-:1wY: ndpouc !nxi1xKt met t ilnt 1; vllall he I Sre3 t-1.5 I sihle c,n%ct cats are tyro sided 1lctwo4ra thr if wk (A6hefiAlowing.c'trlxiilak 'IS WipISrliru(kticatrntax.icw:inlclhdasrl"17rkPiping-and I.7 t c r tk 7rnl i+€ yuirccl to fur livit fm oniiluit;anis cistes lift"-stet} " �a purl +cs zlftzr all ril:"gu kc_ir.Auiling. i- Thw(olnr mcni a :�trs�ik3 Ch{1 75d1 41 nr 1"sa past"clisstl Ip6iikler sy.li rw%anil rpc x I«x an 1 ha_ i Cane "I illz s I iA axd a Il sa irrvlv�. i l.'!2 silt ot b'r ubow dx a.h.='wens f4ikitr a.7Yvc cornpjicsKnt couscf,.sw{l xts lrc oallcmi;e ic%el;of Cr�(1t a311ti l't%iv:.I1A 1.114 ioxk, J r[lili,tiw wh Il.Tlx R�171pArnc ISt 11 tent Wil}[bl4i3+ €Ur I-5 Ftaimc.wtxr.lire guAWIty of the renal ea eetils' i>r•in I€iw-cju of a 5 IN'll €blit.€ail l quurUli'r,ial('ixlrrd Isg the authsn ils� i73 my s he1'in_g ltlriillietion Ind IS gat(IL lcnt to lxi<. 14lhrent to IhC pubkt-if n Icwd. 13.1."Appllcallon of Nonstructural CnrAtpottclst 9.T11C Cw,n1poilcut i�in os ambdicd.1 1i3 a RA,Call- It"InlrlPme nts t!!Nonliuddini;..6tnrcfum ci^i}Pr'IV slru+:nur aPrd it is ncadcd For cimlinucsi ti,rnbullilinc xaauctttrc:s(MLIUcling 5tcrrdgC tacks aq i ii n of Ile f ilitN°or itn 1 11 lrE'could impmr and limbs?tle'rat'il sull€xxPied by mhxf Aructure the eaarinucd o,talion of the aw furl-sty_ slutfl i.v<1s igrre f Itl cttmdalla u-itta t hip r I5_ -!_Tile comp,ocn!c,snacy�s..sug+lrixlz;.ilr trtllcmi�c `afhs^re1 rcryuir'.F that sa;smie forces hr coufaatl,ha'-':4dvus szll:.ltanrte.i sial.S=,m.lacheJ to a d.slrrrndtli�i in;.civrlluric.v.-ittt C.'hapwi t3 om] slru•aury q porrii lr ll scot classaliral hsElis %attic,"€o RY fur riot procsdcd ill TaW. 13,5-1 nr ells}r it 1 cilrr}u€ arclir r %a 11'11mdour tilt'11 be kat m aro cyucl io su value of R +x;,c�.tltani y, listed in Sciw."st 15,'flee s=a€nc of n;shall be rlcler- ll uthes c;7lpuwlcnte s€tall ha.sssi scl a c'Irfx=ut^r16 mined in a rihu re with fth rllz t-e it or TkIc 13 3'.1 imptrl axe.f t<'r,f;,ctlu l to].it. or ill PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900 • =978 688.5100 fax • www.paneiclaw.com Appendix B 7/27/2016 pane ffffff C I awe mimmum rm'E'40N I 11"Xjrjjbiw Mcd4hi 1„ C�illJll'0 O)Mj�'ITCRN and silylikil s�illili'.1fiv quibfic', droit klipjl"IN and alla�:hmznli.",ejuric q'l-:)i1WAi('fl I-Vj;ICnzC tkfiloOqratin� by C��fjcncc ('Vf acqtjjtIc to the awborily haviliz ym �Jpp'�A 1��the Jjkoj he&-colM t",�uoi'f�the&'ign llad cNallm- isdkc- Pj;jnj:'7 bV a Ic'-1i'lCmi dcslrn ti's;I s rckirw and 5'cc . - jf,,Tl r"jujrjjt tc p:,,yidC(j[],g jj -snbsllntiatid 2,componltl'With lljjac&Al -O.F,I,,of[.S &-Jljart&d&mlincd in7rc,e is iWilli sockk'$ik a ccnl�fgVcnt inil'011AIrice N in :_hall he ccfliltoj 139.1 and I:-3.2 ';I!,jjje•m.mUfAaUrer L�rl,iwsining Cejj1jjTLjllCnl jjj)winu jllt doign cilliquAkc grounj tnQ11,11 IJV tcstimg ill dcaizn trE n t tsv ttlral conyx 9scnts or is 11,ch,supports oid&I %,j1h sectinj 13.3.3,or(.1 J,11't in W'l 11 sc'liiln 112 n.Eknjo"�'C 11.2-1,yzub design shAll J,C Wynplijlwc%yilh flik requimilmi I:ntcninclwd b)a mgiAcmd fksigll Plllfes- jt V$nnijleA j(,Fpjl,j th,,�aulhorili 3JWA fol we by the Owlm ailthi-I itk S kiy iyl"- Dausjt�16'hc loil ana n:vim and15 c(lnll�Lln4.And ift,PCCWrS- Such c1mv- .1 mgi=ltcl-cd less it Iriufrssi nal. iiicnL,qid;iuc ludc a iiml i1v aanrjll-PI'ln if fcqUil-cj i)v AppnJiN i I A. J'L3 COWCquential DN"tago intcMUtiomhip of a llA thch drC 0 alt Cad)yah t'til=.r13 iiifv til]flW failurc of uxchmiol.oF COMPONENTS mA OaSs'the Ullljrc of all Vrdlit'XlwalmetVillical.ordectm,51 133.1 Seismic DrAg"Fffft' iv Coll"poornt. phasl at[1onand [imWtA IVIJ6V,�W thc 13.2A Fle0ildilly 'rj1'kjc.,ii;n'mjJ VNUS6,10 Of C()'fiponen['.1V16F dacilikil'A 41 a wpjxsil<'A1111.111cir atiJiJtt rims dull LO"hid--'f 11lCil Fq 133-L fieKibilm,as%VCII as their slreaglfi 11.15 T(,,jj"q Atternal1vt ror SwUmic Deleylllirmtlon As In mdse MIJIJ)iicnl.rrquiionenla )L' F"is q,4 lrquin!d In he token as cle"'c"til n 13,2 1h1,midi 13.(.1. 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[ACT!"TION:M)"ej to iWit 0 -i 5 1�j jC1jlibLJ 100 r I-IV And dk riNi 13.41 Alichors in concrt4v or MasolitrY. re 11w'ervicr 10-id ,It Any inklividual fxitmi dkso m!i vx,ecd At 11,001 N).PwAcl Aisahc r>in 13A23 A F'Offirs W CO"Crefe"T�zFele C - 'JCttl'!ijCd iirfaWfszr�;in Nk-el INIwr,the 2vti E}tk1j, 04% � in"cc 41 11,tl�1w dc",� all%! n dAlice said,Appcn&X D of ACI j;19, fstliel,&cs I Ll t2 Np. in 1laI011"Y Awhkjy�in j11:1,�pqry hall lv-,de�ignkxi in a�Mr- DAA Firldid"CIIPN ies D�E. hall Lljp�iii Sckmic Dcip J-1me with'JAMS 41.111ACt 91MANCE'5Allchi-F-S o,F Al-111 twi he ll�,Cd fOr SUM�rlin�SuStairled 10JA1% dc��gncd lo tw rl)`l-CrwJ hY lbe lel[�A�e(ff jj)'lddih(tm to rC4stin'sciMrAC Ic bezir 0 f:§L(,U�,Jj[e�jCt$C]L'melll' Mn�flglb FACEPTION:AlIdWjj�jjj h�.peirniiircd in be AM(lade fljn5C LIJI'llil;�TC PaClliwcd E 4�wgcl".� , that the'khChIlf is jt,lvjJ,:d iky ate cquipril With fgl��du OIC Yid1fin, equi%okld h,th"W s�Cifud ill 13,ScOiolf CollUding l"t.h��Iradulc trfL&- ')"'.7.1"I'1 mij."tg CqUIVAC111 shill he Ilovi'L'd its pit j W8 lod ouePludmiDE!k�,aitch r['JML�5 ni,11 pt oto lkwk4ellillr of ih(cattrd wime0wits. 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Livk'ur Iw.lc, ...........I mir"I yeA sy.A'V" W, -q 1,1,1 P'-"d- m'i liatrr I. i i Ix.1 't,1-.�'d riIVali—I 1.1"I ib, i,csntbl4 r d"i limas Nv—%,X.Iop, Iril—'all)""I'tJ w'l'ymmi, .................. n i"ItIA. — Ag l" fPa ' 6AP -ec'I—Im�" -mm'k'. j'Ant'—1.t L",t-rql—'W" 2.5 411 AIAM B�I.q, $A, WI j"' wt in it It h.Sh1E F331_ktChvht,a in�Im-e111",J rrtcrnl.a,11 MQM'led ad LkM 'I 2.5 4.5 m.3."h'.lh$4:+'fim- .....4 wqe«, j,;"I—�.J-tjk PI"ol" 2's 1� I �'J W I •k ria jol——a, W'4— 'ifll p*- -ol'to'd M Cast I 2u PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900 * (978)688.5100 fax o www.paneiclaw.com Appendix B pane ffArff clawo EMEESEEN" STRUCTURAL SEISMIC REQUIREMENTS AND COMMENTARY FOR ROOFTOP SOLAR PHOTOVOLTAIC ARRAYS By SEAOC Solar Photovoltaic Systems Committee Report SEAOC PVI-2012 August 2012 PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978)688.5100 fax 9 www.panelclaw.com Appendix B pane ffffAr claw " Requirements and Commentary 1, Structural performance objectives downward forces.These systems may include additional weights(ballast)as weft. Consistent with the intent of the 1BC 2049(Section 101.3), • Fully-framed arrays(stanchion systems)are structural PV arrays and their structural support systems shoal be frames that are attached to the roof structure such that designed to provide !i£e-safety perfomsance in the Resign the load path is the same for loth upward and downward Basis Earthquake ground notion and the design wind event. forces. Life-safety performance means that PV arrays are expected not to create a hazard to life, for example as a result of Cvrmnentar t': Sections 1, 2, and 3 of this document are breaking free from the roof, sliding off the roofs edge, relevant to all rooftop arrays.Section 4 addresses attached exceeding the downward load-tarrying capacity of the roof, arras Sections 5,6, 7, and 9 address unattached arrays. or damaging shyElghts, elec(rlcal systems, or other rooftop Y features or equipment In a way that threatens rife-safety.For Sectiou 8 applies to attached or unattached roof-6e3ring life-safety performance, damage, structural yielding, and arrays. movement are acceptable, as bug as they do not pose a Attached array's can include those with flexible tethers as threat to human fife. well as more rigid attachments.Both types of attachments are to be designed per Section 4. Coinmenrary:The.Design Basis Earthquake ground ma lion in ASCE 7 tree a rehun period of approximately 500 years, The documents AC 428 (IMES 20116) and AC 365 and design wind loads(considering load factors)equate to a (IMES 2011a) provide criteria for other t}Tres of PV return period of approximately 300)'ears for Risk Category'1 systems, which are not covered in the specific provisions stnuchves,700 yeas Risk Category=11,and 1700 years Risk herein. AC 428 addresses systems flush-mounted on Category IV.(In ASCE 7-10,the importance factor is built building roofs or walls,and free-standing(ground-moimted) into tine return period for n^ind).For more frequent events systems.AC.365 addresses building-integrated systems such (e.g,, events with a 50-year rehun period), it may be as roof panels,shing€es,or adhered modules. desirable to design the PV array to remain operational;these. 3. Building selsmic-force•resisting system requirements do not cover but do not preclude using more stringent design criteria. For PV arrays added to an existing building, the seismic These requirements are applicable to all gccupanc}, force-resFsting system of the building shell be checked per Categories. However if the PV array or any rooftop the requirements of Chapter 34 of IBC 2005. component adjacent to the array have 1r 1.0 post- Cormnentar-y:Per Sections 3403.4 and 3404.1 of IBC 2009, earthquake operability of the component must be established if the added mass of the PV array does not increase the consistent with Section 13.1.3 of ASCE 7-10. seismic mass tributary to any lateral-force-resisting structural element by more than 10"' the seismic-force- 2, Types of arrays resisting system of the building is permitted to remain For the purposes of these structural requirements,rooftop PV unaltered.Sections 3403.3 and 3404.3 also require that the panel support systems shall be classified as follows: gravity structural system of the building be evaluated if the + Unattached(ballast-only)arrays are not attached to the gravity,load to an}'existing element is increased by more roof structure.Resistance to wind and seismic forces is than 5%+ provided by weight and friction. • Attached roof-bearing arrays are attached to the root structure at one or more attachment points,but they also bear on the roof at support points that may or may not occur at the same tocationsas attachment points.The load path for upward forces is different from that for Structural Seismic Reyuirenaenls for Rooftop Solar Photovoltaic Arrays August 2012 Page 1 Report SE'AOC PVf•2012 PaneiClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (97$)688.4900 • (978) 688.5100 fax 0 www.paneiclaw.com Appendix B pane ffffff, claw man 4, Attached arrays The contribution of friction shall not exceed (0.94,2Sas1{0.7IbW,,,where Wg Is the component weight PV support systems that are attached to the roof structure providing normal force at the roof bearing locations,and It Is *hall Ire designed to resist the lateral seismic force FO the coefficient of friction at the bearing interfere. specified in ASCE 7-10 Chapter 13. in the computalfon of F, for attached PV arrays, an The coefficient 71 shall be determined by friction testing per evaluation of the flexibility and ductility capacity of the PV the requirements in Section 8,except(hat for Seismic Design support structure is permitted to be used to establish values Categories A,B,or C,�r is permitted to be taken equal l0 0.4 of ao and R,. It the lateral strength to resist F.relies on if the roof surface consists of mineral surfaced cep sheet, attachment"with low deformation capacity,R,shall not be single-ply membrane,or sprayed foam membrane,and is not taken greater than I.S. gravel,wood,or axial. For low-profile arrays for which no part of the array extends Comrnentarv: When frictional resistance is used to resist more than 4 feet*have the roof surface,the value of a,Is lateral seismic. farces, the applicable seismic load permitted to be taken equal to 1.0, the value of Rn is pemritied to be Taken equal to 1.6,and the ratio o JR,need combination of ASCE 7 results in a normal force of(0.9— not be taken greater than 0.67. D.2Sas}W,r,.This normal force is multiplied by the friction coefficient,mvhich is reduced by a 0.7 factor,based on the Commentary: In the computation of Fr,for attached lomv_ consensus judgment of the comurittee to protide profile solar arrays,an is commonly taken as 1.0 azud is conservatism for frictional resistance. The factor of 0.7 does connrmonly taken as 1.5,which are the values prescribed for not need to be applied to the frictional properties used in "other mechanical or electrical components"in Table 13.6-1 evaluating unattached systems per Section 4. of ASCE 7-10. An evaluation of the flexibility and ductility capacity of the Pyr support structure can be made according if the design lateral strength of attachments is less than 25% to the definitions in ASCE-7 for rigid and flexible of F,,the array shall meet the requirements of Section S smith components,arid for)iigh-,limited-,and low-deformability jyp,taken equal to 6Inches. elements and attachments. Time provisions of this section focus oat low-profile roof COminPadesi: The requirement rel above is intended to bearing systems. Other types of systems are to be designed prevent a designer from adding relatively few attachments to by otter code requirements that are applicable. Solas carport in otherwise unattached array for the purpose of not pro- by the minimum seismic design dis lacement. type structures on the roof of a brulding are to be designed per the applicable requirements of Sections 13.1.5 and 15.3 S. Unattached arrays of ASCE 7-10. Unattached(ballast-only)arrays are permitted when all of the For attached roof-hearing systems, friction is permitted to following conditions are met: contribute in conrb rmation vdth the design lateral strength of . The maximum roof slope at the location of the array is attachments to resist the lateral force F,when all of the less than or equal to 7 degrees(12.3 perceni)- folloWng conditions are met: • The height stove the roof n the s to the center of mass • The maximum roof slope at the location of the array is of the hater array fess than the smaller of 36t inches and less than or equal 10 7 degrees(12.3 percenl); half the lest plan dimension of the supporting Lase of • The height above the roof surface to the center of mass the array, of the solar array is less than the smaller of 36 inches and The array is designed to accommodate the seismic halt the least Ilan dimension of the supporting base of displacement determined by one of the following pro- the array;and cedure& • R,shall not exceed 1.5 unless it is shovm that the lateral c Prescriptive design seismic displacement per displacement behavior of attachments is compatible with Sections 6,7,and 8; the simultaneous development offrictonal resistance. n Nonlinear response history analysis per Sections The resistance of slack tether attachments shalt not be cam- 6,8,and 9;or bined with frictional resistance. c Shake table testing per Sections 6,8,and 9. Structural Seismic Requirements for Rooftop Solar Photovoltaic Arrays August 2012 2 Report SEAOC PVI-2012 Page 2 PanelClaw, Inc., 1.570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 6$$.4900 • (978) 688.5100 fax www.panelclaw.com Appendix B pane ffffff claw 'm Comnnentarl: The provisions of Section 13.4 of ASCE 7 assumed to partly reduce the probability of M1 array sliding require that `"Conaponenis and their supports shall be off the roof justifying the use of 4u.c,rather than 1.5-1...... attached (or anchored) to the struct ne..." and that Calculation of the parapet's lateral strength to resist the array "Component attachments shall be bolted welded,or other- movement is not required by this document. wise positively fastened without consideration of faictional resistance produced by the effects of gravity." Each separate array shall be interconnected as an integral unit such that for any vertical section through the array,the This document recommends conditions for which exception n,embars and connections shall have design strength to can be taken to the above requirements; Appendix A resist a total horizontal force across the section, in both indicates reconunended changes to ASCE 7-10. Until such a tension and compression,equal to the larger of 0133Sp,W, change is made in ASCE 7,the provisions of this document and 0.9 W, can be considered an alternative method per IBC 2004 Where Section 104 M VV,= the weight of the portion of the array,including ballast, an the side of the section that has smaller weight. G. Design of unattached arrays to accommodate seismic displacement The horizontal force shall be applied to the array at the level of the roof surface, and shat] be distributed in plan in For unattached (ballast�nlyl arrays, accommodation of proportion to the weight that makes up W,.The computation .seismic displacement shall be afforded by providing the of strength across the section shalt account for any Folkyang minimum separations to allow sliding: eccentricity of forces. COndrtion Minimum Se aration Elements of the array that are not interconnected as Between separate solar arra of specified shall be considered structurally separate and shall Ys 0.5(lpjdupv be provided with the required nunimum separation, similar construction Between a solar array and a fixed (10-limp" Commentary: The interconnection force of 0A335,,,W' or abject on the roof or solar array of 0.1 Ef j accouuns for the potential that frictional resistance to different construction sliding N%U be different under some portions of the arra}as a Between a solar array and a roof {10JUPr result of varying 130mna1 force and actual instantaneous edge with a qualifying parapet values of yr fora given roof suuTace material. Between a solar array and a roof 1.50r)duav edge without a qualifying parapet. The roof structure of the building shall be capable of supporting the factored gravity load of the PV array displaced Where zju v is the design seismic displacement of the array from its original location up to b ev in any horizontal relative to the roof,as computed par the requirements herein, direction. 4 is the importance factor for the building, and !a is the Roof drainage shall not be obstructed by movement of the component importance factor for the solar array or the PV array and ballast up to z3,,,in any horizontal direction. component-importance factor for other rooftop components adjacent to the solar array,whichever is greatest For the Electrical systems and other items attached to arrays shall be purposes of this requirement,a parapet Is`qualifying"if the flexible and designed to accommodate the required minimum top of the parapet is not less than B inches above the center separation in a manner that meets code life-safety per- of mass of the solar array,and also not less than 24 inches formance requirements. details of providing slackness or above the adjacent roof surface. movement capability to electrical wiring shall be included on the permit drawings for the solar installation Commeutat3,: The factor of 0.5, based on judgment accouunts for the likelihood that movemment of adjacent arrays Coununentau�-: Thus document provides only struuctuual will tend to be synchronous and that collisions between requirements, The design must also meet applicable arras do not necessarily represent a life-safety hazard.The requirements Of the—9.1—9 electrical codes, factor of 1.5 is added, by judgment of the committee, to provide extra protection against the Fife safety hazard of an The nnlnimum clearance around solar arrays shall be the array sliding off the edge of a roof A qualifying parapet larger of the seismic separation defined herein and minimum (and the roof slope change that may be adjacent to it) is separation clearances required for firefighting access. Structural Seismic Requirements for Rooftop Solar Photovoltaic Arrays August 2012 2 Report SEAOC P04012 Page 3 PaneiClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.paneiclaw.com Appendix B pane ffffff clawo Comtnentary: Section 605 of the Interrrafiouai Fina Code S. Friction tenting (ICC 2012) proiKdes requirements for firefighting access The coefficient of friction used in these requirements shall be pathways on rooftops with solar ami s, based on the detennined by experimental testing of the interface between recotmt endations in CAL FIRE-OStAI (2006). For the Pv support system and the roofing surface it bears on. commercial and large residential flat roofs(which are the Friction tests shall be carried out for the general type of roof roof type on which unattached arrays are feasible) bearing surface used for the project under fine expected requirements include 4 feet to 6 feet clearance around the worst-case conditions, such as wet conditions versus dry perimeter of the roof, maximum array dimensions of 150 conditions. The tests shall conform to applicable require- feet between access pathways. and minimum clearances meets of ASTM G115,including the report format of section around skylights_roof hatches,and standpipes. €1.An independent testing agency shall perform or validate mote that the clemrance around solar arrays is the larger of the friction tests and provide a report with the results. the hvo requirements for seismic and firefighting access. The friction tests shall be conducted using a sled that The se .ration distances do not need to be added together. realistically represents, at full scale, the P11 panel support system,Including materials of the friction interface and the ffexibikity of the support system under lateral sliding. The nominal force on the friction surface shall be representative of T. Prescriptive design seistnic displacement for that in typical installations.Lateral force shall be appfied to unattached arrays the sled at the approximate location of the array mass,using J,;is ermitted#o be determined b the prescriptive pro displacement controited loading that adequatety captures v R Y R increases and decreases in resistive force. The loading cedure below if all of time following conditions are met: velocity shat€be between 0.1 and 10 inches per second.It + 1,per ASCE 7-10 Chapter 13 is equal to 1.0 for the solar stich•slip behavior Is observed,the velocity shall be adjusted array and for all rooftop components adjacent to the solar to mininmize this behavior. Continuous electronic recording array shall be used to measure the lateral resistance.A minimum of three tests shall be conducted,with each test moving the • The maximum roof slope at the location of the array is sled a minimum of three inches under continuous movement. less than or equal to 3 degrees(5.24 percent). The force used to calculate the friction coefficient shall be the Time manufacturer provides friction test results, per time average force measured while the sled is under continuous coefficient of movement. The friction tests shall be carried out for the requirements in Section 6,which establish a friction between the PV support system and the roof general type of roofing used for the project surface of not less than 0.4. For Seismic Design Categories A, 6,or C,friction test results need not be provided if the roof surface consists of mineral-surfaced Commentar•s•:Because friction coefficient is not necessarily cap sheet, single-ply membrane, or sprayed foam membrane,and is not gravel,wood,or metal. constant with normal force or velaeity,thenormal force is to be representative of typical installations and the velocity is 1,,,shall be taken as follows: to be less than or equal to that expected for earthquik Seismic Design „v movement.A higher velocity of loading could over-predict Category frictional resistance. Lateral force is to be applied under displacement control to be able to measure the effective A,t3,C 6 inches dynamic friction under movement.Force-controlled loading, D,E,F [{Sc —0.4)'l'60 Inches,but not less including inclined plane tests, only captures the static than 6€riches friction coefficient and does not qualify. Commentary:The prescriptive design seismic displacement Friction tests are to be applicable to the general type of roofing used for the project,such as a mineral-surfaced cap values conservatively bound nonlinear analysis results for sheet or a type of single-ply membrane material such as coiar.trays on cotnnmoum roofing materials.The formula is MM,TPO,or PVC.It is not envisioned that different tests based on empirically bounding applicable analysis results, would be required for different brands of roofing or for not a theoretical development. The PV Committee. small differences in roo5tmg or condition, concluded that limits on Sl,,, or bitilding height are not needed as a prerequisite to using the prescriptive design For solar arrays on buildings assigned to Seismic Design seismic displacement. Category D,E.or F where rooftops are subject to significant potential for frost or ice that la likely to reduce friction Structural Seismic Requirements for Rooftop Solar Photovoltaic Arrays August 2012 Report SEAOC PVI-2012 Page 4 PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 Appendix l3 (978) 688.4900 9 (978)6885100 fax www.paneiclaw.com pane ffffff clawo Isms between the solar array and the roof,the building official at initial building period,T,to a minimum of 2.0 seconds or 1.57; their discretion may require increased minimum separation, whichever is greater.The building is pemutted to be modeled further analysis,or attachment to the roof. as linear elastic.The viscous damping used in the response history analysis shall not exceed 5 percent. Cornrneutar}':A number of factors affec€the potential that frost on a roof surface will be present at the same time that a Each roof or ground motion shalt have a total duration of at rare earthquake occurs,and whether such frost increases die least 30 seconds and shall contain at least 20 seconds of sliding displacement ofan array.These factors include: strong shaking per AC 156 Section 6.5.2. For analysis,a three-dimensional analysis shall be used,and -the potential for frost to occur on a roof based on the the roof notions shall include two horizontal components and climate at the site,whether the building is heated,and how one vertical component applied concurrently. well the roof is insulated Gbrntnentary:Nonstructural components on elevated floors -the number of hours per day and days per year that frost is or roofs of buildings experience earthquake shaking that is present different Pram the corresponding ground-level shaking. -whether solar modules occur above,and shield from frost, Roof-level shaking is filtered through the building so it tends the roof surface around the support bases of the 1`17 arra• to cause greater horizontal .spectral acceleration at the natural periods) of vibration of the building and snuffler accelerations at other periods. S. Nonlinear response history analysis or shake For input method (a), AC 156 is referenced because it table testing for unattached arrays provides requirements for input motions to nonstructural For unattached solar arrays not complying with the elements consistent with ASCE 7 Chapter 13 design forces. requirements of Section 7,the design seismic displacement The requirement added in this document to include the corresponding to the Design Basis Earthquake shall be portion of the spectrum wgth T 0.77 seconds is necessary determined by nonlinear response history analysis or shake to make the motions appropriate for predicting sliding table testing using input motions consistent with ASCE 7-1D displacement, which can be affected by longer period Chapter 13 design forces for non-structural components on a motions. roof' The target spectra defined in AC 156 are broadband spectra, Time analysis model or experimental test shall account for meaning that they envelope potential peaks in spectral friction between the array and the roof surface,and the slope acceleration over a broad range of periods of vibntion, of the roof.The friction coefficient used in analysis shall be representing a range of different buildings where non- based on testing per the requirements in Section 5. structural components could be located. Comparative For response history analysis or derivation of shake table test analytical studies(lviaffei el al 2012)have shown that the motions, either of the following input types are acceptable: use of broadband spectra provides a conservative estimate of (a) spectrally matched rooftop mations, or (b) rooftop the sliding displacement of solar arrays compared to response to appropriately scaled design basis earthquake rmmadifiedroofmotiouus. ground motions applied to the base of a dynanmically repre- sentative model of the building supporting the PV array being For input method (b), appropriately scaled Design Basis considered. Earthquake gFound motions are applied to the base of a (a) Spectrally Matched Rooftop Motions: This method building analysis model that includes the model of the solar requires a suite of not less than three appropriate roof array on the roof. In such a case, the properties of the motions,spectrally matched to broadband design spectra per building analysis model should be appropriately bracketed to AC 156 (ICC-ES 2010) Figure 1 and Section 6.5.1. The cover a range of possible building dynamic properties spectrum shall include the portion for T> 0.77 seconds (Walters 2010,Walters 2012). (frequency<1.3 Hz)for which the spectrum is permitted to be proportional to 11T Because friction resistance depends on normal force,vertical (b)Appropriately Scaled Design Basis Earthquake Ground earthquake acceleration can also affect the Horizontal Motions Applied to Building Model:This method requlres n movement of unattached components, so inclusion of a suite of not less than three appropriate ground motions, veal component is required. scaled in conformance with the requirements of Chapter 16 For shake table testing, it is permitted to conduct athree- of ASCE 7-10 over at least the range of periods from the dimensional test using two horizontal components and one Structural Seismic Requirements for Rooftop Sitar Photovoltaic Arrays ., August 2012 Report SEAOC PV1.2012 Page 5 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix B pane ffArff clawe 3 V vertical component, or a Wo-dimensional test with one Commentary:The factor of 1.1 used in defining the design horizontal component and Otte vertical component. In all seisnmic displacement is to account for the random casea the components of notion shall be applied con- tnucertainty of response for a single given roof motion.This currently, uncertainty is assumed to be larger for stickingisliding Shake tabte tests shall apply the mintmunt of high-pass response than it is for other types of non-Imear tespanse Men" to the input m 6onu necessary for testing facility considered in structural engineernng.The factor is chosen by equipment capacities. Filtering shall be such that the judgment. resulting PV army displacements are comparable to those analytically computed for unfiltered input mations. If the input Armalyhcal Arend experimental studies of the seismic response motionsuct are high-pass ss filtered or if suppltwo-Tiemented with t tests are of unattached solar arra are reported b 5chellenber et al. conducted, the tests shah be supplemented vritlr analytical }'' p }' g studies of the tests to calibrate the influential variables and (2012). three dimensional analyses to compute the seismic displacement for unfiltered input motions. Notation Conuneutary: For some input motions and shake table facilities, input records may need to be high-pass filtered a, = component amplification factor(per ASCE 7) (removing some of the low-fregttency content of the record) F, = component honzontal seismic design force(per so that the shake-table movement does not exceed the table's ASCE 7) displacement capacity. If filtering of motions is needed,it f, = seismic importance factor for the budding(per should be done in such a way as to have as little effect as ASCE7) possible on the resulting sliding displacement. Comparative analyses should be conducted to determine the effect of 1a = component importance factor(per ASCE 7) filtering on sliding displacement, after which unfiltered R, = component response modification factor(per mations should be used in the analysis to determine the ASCE 7) design seismic displacement. Scs = design SIA-clamped spectral acceleration parameter if the shake table tests are two-dimensional,the tests should at short periods(per ASCE 7) be used to calibrate comparable two-dimensional analyses, T = fundamental period after which duet-dimensional analyses should be used to determine the deli seismic dis lacemeut. W, = total weight of the array,including ballast,on the side of the section(being checked for If at feast seven roof notions are used,the design seismic interconnection strength)that has smaller weight displacement is permitted to be taken as 1.1 times the W,,, = component weight providing nonfat farce at the roof average of the peak displacement values(in any direction) bearing locations from the analyses or tests.It fewer than seven mot motions are used,the design seismic displacement shall be taken as J,,,,= design seismic displacement of the army relative to 1.1 times the maximum of the peak displacement values from the roof the analyses or tests. It = coefficient of friction at the bearing interface Resulting values for ei tpv shall not be less titan So%of the between the roof surface and the solar array values specified in Section 6, unless lower values are validated try independent Peer Review, Structural Seismic Requirements for Rooftop Solar Pho(ovolWc Arrays Atrgust 20112 Report SEAOC PVI-2012 Page 6 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978)688.5100 fax • www.paneiclaw.com Appendix B °.-The Commonwealth of Massachusetts Department of IndustrialAceidents 1 Congress Street, Sr!M 100 $osto t,lVfA 02114 2017 www.mass.govfdia Workers'Compensations Insurance Affidavit:Bnilder$leontkactorsl) lectriciauslPXumbers, TO BE FILED WITS TUE PERM[TMG AUTSO][t>LTy. 3Vlease print Le 'bl A licaxtt Information ' Nam(z (Businessl0rgaziizationlIndividual): r y0)9V1 Pho-no cav/stat"alp: Are you an employer?Checl ttie appropriate box: F. . re of project Qequired), - 1. I am a employer with_� _employees(full and/or part time). 0 Ren�sodelilig 2.Q I am a sole proprietor or partnershiP and have no employees wdorlcing for mein 9 El Demolition any capacity.[No warlcersI comp.insurance required.] 3.E]I am a homeowner doing all werkmysell [Tiro workers'comp.insu€ante required.?t JOE]Building addition 4.E]I am ahnmeowner and-will,be hiring contractors to conductall work on my propazty. I will 11.E]Electrical zeFairs or additiQgs , ensure that all contractors either have workers'compensation insurance or are sole plbgepaits or additionst' , L J i proprietors with no enapIOyses. l3°.0 X()6f rep airs a general conteactgr and Ii-,ave hiredthe sub coastractors listed on the attached sheat. , These sub-contractors have einployees and have workers'camp.iusnrance.t 14.[�pther j n pez MGI c. ration and it.ofcershave exerised hiright ofexemptio O.❑Weareacorpo. ls [Noworkers'comp.insurance require .] 152a havenoempoyee . n *�nyapplioantthatcl?eoksox#1?nustalso ]lcut#[resectiorrbelowshowingtlzetrwarkers'compensationpolicyiufomration: t Ilomeowners who submit•ti�is afidt attached an additienalit indicating theY are sheetgshowing the all work name oftl eenhire usub contrtside actors and statewctors nust hetlrer o anotthose ent ties have h #Contractors that checicthis lioXmus employees. Iftho sub-confractors have employees,they must Provide their workers'comp.policy number. an ern to er that xs pr oviding-warlier�s'compensation insurance for•my employees. Below is the policy arrdJo�site I am p y information. Jnsurauce Conspany Name: Expiration Date'- Policy#or Sal£ins.Lic.#: City/State/Zip: ����` Job Site Address: f ' Attach a cape of the'WQykers' comtpensation policy dy Rum eran eclaration page(shoving tonhe lr by a fi i p to$1,500 00 . Failure to secw e coverage as requixed under MGL c. 152,§25A is a criminal violatz punishable and/or nee- eat imprisonment,as well as civil penalties in the foam of a STOP WORIC e oils e fuve�dt anis of the DIA fox im San-a a a y day against the violator.A copy of thus statement may be forwarded to coverage verification. a do Herebyce fy rider'the i dpenaltiesofperjurythattheinforrrzatioraprovidedaboveistrrfearcdcorrect Date: Si aturo: Phone official use only. Do not write in this area,to he completed by city or town official. perrmitlLicense# City or Town- issuing Authority(circle one): ' 1.Board afSeaith 2.Brsilding Department 3.Cityaowns Clerk 4.Electrical Inspector 5.Plumbing Inspector 6.Other Phone 11: Contact Person: Contracts for Permit Fee Calculation Vendor Work Description West Array Hyundai Solar Modules $1,291,765 PanelClaw Mounting System $ 222,906 Solectria Inverters $ 116,000 Ballast Block Ballast Block $ 20,000 Other Electrical Direct Subcombiner Panels $ 23,529 Dowgiert Demo, site work, paving $ 25,000 Dowgiert Fence and parking curbs $ 73,529 Dowgiert Low voltage eletrical work-Ground $ 158,498 Nardone Low voltage eletrical work-Ground $ 259,000 3C Electrical High voltage electrical work $ 95,000 MISC and Contingency $ 50,000 Total $2,345,227 Permit Fee (@.012/$1000) $ 28,143 A� CERTIFICATE OF LIABILITY INSURANCE DATE(MMlDDIYYYY) 9/1/2016 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. 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ADDL SUBR - POLICY EFF -�POLICY EXP INS, TYPE OF INSURANCE POLICY NUMBER MMlDDfYYYY MMfoD1YYYY LIMITS LT, X COMMERCIAL GENERAL LIABILITY EACH OCCURRENCE $ 1,000,000 DAMACE-FO—R TEM A CLAIMS-MADE OCCUR PREMISES a occurrence $ m 100,000 EN961699 1/14/2016 1/14/2017 MED EXP(Any_one person) $ 5.000 PERSONAL&ADV INJURY $ 1,000,000 GEN'L AGGREGATE LIMIT APPLIES PER: GENERAL AGGREGATE $ 2,000,000 X POLICY E PROJECT n LOC PRODUCTS-COMPIOP AGG _$ 2,000,000 OTHER: $ AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT $ Ea accident _ __ ANY AUTO BODILY INJURY(Per person) $ W A(LOWNED SCHEDULED _YY._ __... _........_ AUTOS AUTOS BODILY INJURY(Per accident) $ HIRED AUTOSF- UMBRELLA NON-OWNED PROPERTYPIDAMAGE $ AUTOS —.- $ L OCCUR EACH OCCURRENCE $ EXCESS LIAR CLAIMS-MADE AGGREGATE $ DED RETENTION$ $ WORKERS COMPENSATION X PER OTH- AND EMPLOYERS'LIABILITY STATUTE ER ANY PROPRIETORIPARTNERJEXECUTIVE �Y!N E.L.EACH ACCIDENT $ - 100,000 OFPICERlMEMBER EXCLUDED? ! "• € NIA "'-" "-- B (Mandatory In NH) 08WECCL7124 1/14/2016 1/10/2017 E.L.DISEASE-EA EMFL9YIEE $ 100,000 If yes,describe under DESCRIPTION OF OPERATIONS helow I E.L.DISEASE-POLICY LIMIT $ 500,000 Bus Pers Prop $5,200 A Property BN961699 1/14/2016 1/14/2017 DEd $1,000 DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES (ACORD 101,Additional Remarks Schedule,may be attached If more space Is required) This certificate of insurance represents coverage currently in effect and may or may not be in compliance with any written contract. CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE 1600 Osgood St LLC THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN 1600 Osgood St ACCORDANCE WITH THE POLICY PROVISIONS. North Andover, MA 01845 AUTHORIZED REPRESENTATIVE i. M Laorenza/LAURTN ©1988-2014 ACORD CORPORATION, All rights reserved. ACORID 25(2014101) The ACORD name and logo are registered marks of ACORD INS025 0n14nn Massachusetts Department of Public Safety Board of Building Regulations and Standards License: CS-093806 Construction Su pPrvisor DANIEL PLEARY 26 ANDOVER STREET NORTH ANDOVER MA 67845 ' M Expiration: Commissioner 72!19!2(177'