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Building Permit #400-2017 - 1600 OSGOOD STREET 10/13/2016
I CCPD t/ NORTH q BUILDING PERMIT VV TOWN OF NORTH ANDOVER APPLICATION FOR PLAN EXAMINATION * -. : n p 1 Date ReceivedL �l X44°RATE° " cy Permit No#: 6� � �SsgcHUS Date Issued: IMPORTANT: Applicant must complete all items on this page LOCATION -11a4>6 0S`'0 ' Print PROPERTY OWNER 100 Year Structure yes { Prim {: MAP __aj PARCEL:__L7_ZONING DISTRICT: Historic District yes d Machine Shop Village yes TYPE OF IMPROVEMENT PROPOSED USE Non- Residential Residential ❑ New Building ❑ One family El Addition ❑Two or more family El Industrial ❑Alteration No. of units: ❑ Commercial [IRepair, replacement El Assessory Bldg Others: ❑ Demolition ❑ Other ❑ Septic ❑Wellp ❑Flood lain El Wetlands ❑ Watershed District I ❑Water/Sewer D SCR TIO OF WORK TO BE PERF/P �D: N. �y Identification,- Please Type or Print Clearly ,. OWNER: Name: /�✓ �� Phone: Address: [Home tractor Name: Phone:_ %S" i ail: ' '" ress: 7 r , ervisor's Construction License: �_'�` � ' Exp. Date: Improvement License: Exp. Date: ARCHITECT/ENGINEER >►� G 'g Phone: Address: D ���� 19iwo Reg. No. FEE SCHEDULE:BOLDING PERMIT.$12.00 PER$1000.00 OF THE TOTAL ESTIMATED COST BASED ON$125.00 PER S.F. Total Project Cost: $ � FEE: $ ��, Check No.: d� Receipt No.: 3 NOTE: Persons contracting wit u register contractors do not have acceZtoguaranty d Signature of Agent/Owner - �--- _Signature of contractor J. L Plans Submitted ❑ Plans Waived ❑ Certified Plot Plan ❑ Stamped Plans ❑ TYPE OF SEWERAGE DISPOSAL Public Sewer Tanning/Massage/Body Art ❑ Swimming Pools ❑ Well ❑ Tobacco Sales ❑ Food Packaging/Sales ❑ Private(septic tank,etc. ❑ permanent Dumpster on Site ❑ � I i THE FOLLOWING SECTIONS FOR OFFICE USE ONLY j INTERDEPARTMENTAL SIGN OFF - U FORM PLANNING & DEVELOPMENT Reviewed On Qdfi 17 a16 Signature_ _J'nl� ,J pp COMMENTS 'I FC SPS-5,�,¢!�, TtLiL,u? -7 k512-01 �" /� ��s►�,�.�cwt ► /& CONSERVATION CONSERVATION Reviewed on Signature COMMENTS I HEALTH Reviewed on Signature COMMENTS Zoning Board of Appeals: Variance, Petition No: Zoning Decision/receipt submitted yes Planning Board Decision: Comments a Conservation Decision: Comments Water & Sewer Connection/Signature& Date Driveway Permit DPW Town Engineer: Signature: Located 384 Osgood Street FIRE DEPARTMENT - Temp Dumpster on site yes no Located at 124 Main Street - - --- Fire Department signature/date COMMENTS; Dimension Number of Stories: Total square feet of floor area, based on Exterior dimensions. Total land area, sq. ft.: ELECTRICAL: Movement of Meter location, mast or service drop requires approval of Electrical Inspector Yes No DANGER ZONE LITERATURE: Yes No MGL Chapter 166 Section 21A—F and G min.$1oo-$1000 fine NOTES and DATA— (For department use) ❑ Notified for pickup Call Email Date Time Contact Name Doc.Buildinb Permit Revised 2014 Building Department The following is a list of the required forms to be filled out for the appropriate permit to be obtained. a Roofing, Siding, Interior Rehabilitation Permits o Building Permit Application o Workers Comp Affidavit o Photo Copy Of H.I.C. And/Or C.S.L. Licenses o Copy of Contract o Floor Plan Or Proposed Interior Work o Engineering Affidavits for Engineered products NOTE: All dumpster permits require sign off from Fire Department prior to issuance of Bldg Permit Addition Or Decks ❑ Building Permit Application ❑ Certified Surveyed Plot Plan o Workers Comp Affidavit a Photo Copy of H.I.C. And C.S.L. Licenses ❑ Copy Of Contract ❑ Floor/Cross Section/Elevation Plan Of Proposed Work With Sprinkler Plan And Hydraulic Calculations (If Applicable) o Mass check Energy Compliance Report (If Applicable) o Engineering Affidavits for Engineered products NOTE: All dumpster permits require sign off from Fire Department prior to issuance of Bldg Permit New Construction (Single and Two Family) o Building Permit Application ❑ Certified Proposed Plot Plan ❑ Photo of H.I.C. And C.S.L. Licenses ❑ Workers Comp Affidavit o Two Sets of Building Plans (One To Be Returned) to Include Sprinkler Plan And Hydraulic Calculations (If Applicable) o Copy of Contract o Mass check Energy Compliance Report o Engineering Affidavits for Engineered products NOTE: All dumpster permits require sign off from Fire Department prior to issuance of Bldg. Permit In all cases if a variance or special permit was required the Town Clerks office must stamp the decision from the Board of Appeals. that the appeal period is over. The applicant must then get this recorded at the Registry of Deeds. One copy and proof of recording must be submitted with the building application Doe:Building Permit Revised 2014 7 Location 1r�`�l� �a�t > l_wf7�LaTiL.fG- No. l Date ld /.T ZG�� • - TOWN OF NORTH ANDOVER y- Certificate of Occupancy $ Building/Frame Permit Fee $ani/� 3.ab Foundation Permit Fee $ Other Permit Fee $ TOTAL $ Check# b Building Inspector �l Plans Submitted ❑ Plans Waived ❑ Certified Plot Plan ❑ Stamped Plans ❑ TYPE OF SEWERAGE DISPOSAL Public Sewer ❑ Tanning/Massage/Body Art ❑ Swimming Pools ❑ Well ❑ To Sales ❑ Food Packaging/Sales ❑ Private(septic tank,etc. ❑ Permanent Dumpster on Site ❑ THE FOLLOWING SECTIONS FOR OFFICE USE ONLY INTERDEPARTMENTAL SIGN OFF - U FORM PLANNING & DEVELOPMENT Reviewed On ddfi 12 Z )lo Signature_ ,i COMMENTS 'JCC 5 - 5 + t+? 7�S�Z01jo R f�s� S►� �c C�Itie�n CONSERVATION Reviewed on Signature COMMENTS HEALTH Reviewed on Signature COMMENTS Zoning Board of Appeals:Variance, Petition No: Zoning Decision/receipt submitted yes r Planning'Board Decision: Comments Conservation Decision: Comments Water & Sewer Connection/Signature& Date Driveway Permit _ DPW Town Engineer: Signature: -�: fFIRE pEPAR _ -.a _ TMENT - Located 384 Osgood Street Temp pumpster onsite yes no ;Located at I 24k,Main 4St Fire DPep tment sign T a - attire/date C 0 M M E N T 8, NORT11 '9 i Town of _ aAndover , ver, Mass, 3 D QA COC 'NIc"IWKK 4' , , 7 S V BOARD OF HEALTH Food/Kitchen PERMIT - T LD Septic System THIS CERTIFIES THAT .......��N.. . ..Lot*a BUILDING INSPECTOR .....�.. .................................................................... ' „© s �Oa has permission to erect .......................... buildings on .............. 1�. .......... ........................�,,,,,5 � Foundation Rough to be occupied as .........Apex.*......... ......�....�.......�0�.�. .�..�..... 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 VIOLATION of the Zoning or Building Regulations Voids this Permit. Rough Final PERMIT EXPIRES IN 6 MONTHS ELECTRICAL INSPECTOR UNLESS CONST TIO Rough Service ... ............ ........ .. Final BUILDING 1 PECTO GAS INSPECTOR Occupancy Permit Required to Occupy Building 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 = Y To be submitted with the building permit application by a Y Registered Design Professional for work per the 81h edition of the ,. 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 O Existing Construction Project description: Installation of ballasted PV arrays on the paved parking lot I,Colin J. 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 concerning': ( )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 quality of the work and to determine if the work is being performed in a manner consistent with the approved 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'. �J OF Enter in the space to the right a"wet"or 9y' COLIN J. � electronic signature and seal: GALLAGHER `-"+ CIVIL cn No.39114 A�pO,c4►S'CE�,E� Phone number: (978)774-1884 Ext 102 Email: cjgallagher@bmcengineers.com Fssl ALE Building Official Use Only Building Official Name: Permit No.: Date: Note 1.Indicate with an'x'project design plans,computations and specifications that you prepared or directly supervised.If`other'is chosen, provide a description. pane7,27,2016 clawe 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 Structural Calculations for Ground-Mounted Solar Array Submittal Release: Rev 2 Engineering Seal 9F 414S'gh'ny Co'"J. GALLAGHER CPAL No.89114 ST �Q AL E ��isJls PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900-(978)688.5100 fax-www.panelclaw.com pane7,27,2016 aw® Table of Contents: Section: Page# 1.0 Project Information 1 1.1 General 1 1.2 Building Information 1 1.3 Structural Design Information 1 2.0 Snow Load 2 2.1 Snow Load Data 2 2.2 Snow Load Per Module 2 3.0 Wind Load 3 3.1 Wind Load Data 3 3.2 Roof/Array Zone Map 3 3.3 Wind Design Equations 3 4.0 Design Loads-Dead 4 4.1 Dead Load of the Arrays 4 4.2 Racking System Dead Load Calculation 5 4.3 Module Assembly Dead Load Calculations Array 1 5 5.0 Design Loads-Wind 6 5.1.1 Global Wind Uplift Summary Table: 6 5.1.2 Global Wind Shear Summary Table: 7 6.0 Design Loads-Downward 8 6.1 Downward Wind Load Calculation 8 6.2 Racking Dimensions for Point Loads 8 6.3 Point Load Summary 9 7.0 Design Loads-Seismic 10 7.1 Seismic Load Data 10 7.2 Seismic Design Equations 10 7.3 Lateral Seismic Force Check 11 7.4 Vertical Seismic Force Check 12 PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900-(978)688.5100 fax-www.paneiclaw.com pane7,27,2016 clawo Appendix: A. IRI PCM11-5:Wind Loads on the solar ballasted roof mount system 'Polar Bear 10 deg Gen IIIHD' 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.paneiclaw.com paneffffff 7/27/2016 clawa 1.0 Project Information: 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 HiS-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. 1.2 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(A): 0.52 1.3 Structural Design Information: Building Code: MA ST B.C.8th Ed. Risk Cat.: II Basic Wind Speed(V)= 100 mph Exposure Category: C Iw= 1.00 Ground Snow Load (Pg) = 50 Is= 1 Site Class: D Short Period Spectral Resp. (5%) (Ss): 0.33 is Spectral Response(5%)(S1): 0.075 le= 1 Ip= 1 PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900-(978) 688.5100 fax-www.panelclaw.com 1 paneffffff 7/27/2016 awe 2.0 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 = A,,p *SLA = 1035 Ib PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900-(978) 688.5100 fax-wNNw.panelclaw.com 2 pane7/27/2016 clawo 3.0 Wind Load: Wind Analysis per ASCE 7-05:Method 3-Wind Tunnel Procedure,Section 6.6 3.1 Wind Load Data: Basic Wind Speed(Vult)= 100 mph (ASCE Rgum 26.5-1A) Exposure Category: C (ASCE,Sec 16.73) Topographic Factor(Kzt)= 1 (ASCE,Rg.26.&1) Directionality Factor(Kd)= 0.85 (ASCE,Table 26.61) Exposure Coefficient(Kz)= 0.85 (ASCE,Table 17.31) Iw= 1.00 MRI Reduction= NA (Eqn.C26.5-2) Velocity Pressure(gz)= 0.00256•Kz'Kzt`Kd•Vw2•lw= 18.50PSF (ASCE,Eqn.173-1) 3.2 Roof/Array Zone Map: y I For west winds with wind(erections from 160'to 360'. rr vv.e.wm.v.e ar.�u>.+.rw..o•d Tiro•.vor a.,..ra�v.•f.manr.i setback a North edge asw`,armor;.° nronor <:dw,YSM;,' t.terior twmn_. Marta neriar � Marler � Msrs- ••+ rule IOwft Merbr �.s..�,.�t Mnris 't�bMt Inrerinmt r,terta rule rrearior rxe.(er �,, Inns rev.' ;:: row raw rrvier mygem rv+er row 92-919— La MMor ,'Trg interior trf:.9F twrrwe Manor Msfar rtlerior yr row row ouch row near own row Lady l tray INerbr -� (only M ruray (oriy r anaY twrlY N array (only H artery t-r M i tM Nv Piorat raw mr NorYf row M raw W Iarur d eivav ! r Bray tt ;r Merl tong r enay (—Y if arrvyy /orty M.ern• toasty tt array E e rv+rr raw inns rwv mw��- row m,r rowftm rater row WWI t H-rM Inteeor '1�k1�1� blarior hWb' tµ.rn bMM b[erYor a s s L t iH4M lntenor ;e(irlr/slr. Merbr rtlerler, taNy d moray (a+tly[array (only If artiy t K e iMN rit r 'rYFe r'< Meror bteria-r lorry r away (.-Y M array (—ty It array e dens my rvw row ww low lnnnr raw• d g YH4ih Interbr tNerb rNenor• tet-41h hlerfer Merior g e roar row r,ns row r+nar row rw ,nor row once mr row e tet-lite hferbr �.-� rrferbr tgerlar iH� rrtnfa' Ntarbr t H-alh intens 'ky;; nfwnor trlsrior 1H-lin nserior Manor raxu row nns row row m. ens rw iH-41n rrterfor rNerler InNrlef iH4th Y11Mor Marcor MUM 1 rriM row nns row tune raw t r441h Merior 41r[�TM ltbrkYr Merica 1H-4tn Interior Irtenor nTr fh taw N row can row ist4 th tH-4Ih Tarl1� � Inierbr Yeerlor IH+rtn Mrvbr Irltetbf e M� Setback a South edge Myirarray wyirarray oNyil array IrYn+V>b ir4rnrslW itimpW LS Lq L7 ty Typical Roof Zone Mapping for West Winds with Directions from 180°to 360° Roof Zone Map Dimenions per IFI Wind Tunnel Study Height(ft) I3(ft) L2(ft) L3(ft) L4(ft) L5(ft) L6(ft) U(ft) L8(ft) Velocity Pressure(qz) 5.0 98.42 2119.58 62.34 36.09 49.21 49.21 36.09 1 1413.49 18.50 PSF 3.3 Wind Design Eauations: WLuplift/moduie=gzA_cfz.uplift WLsIidmq/module=gzAmCfxy riiding Where qz=Velocity Pressure (Ref.Pg.3,Wind Load) Am=Module Area (Ref.Pg.1,Project Information) Cfz and Cfxy=Vary and related to wind zone map (Proprietary Wind Tunnel Coefficients) PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900-(978)688.5100 fax-www.panelclaw.com 3 paneffffff 7,27,2016 claw'm 4.0 Desien Loads-Dead: There are two categories of dead load used to perform the structural analysis of the PanelClaw racking system;Dead Load of the Array(DLA)and Dead Load of the Components(DLC). DLA is defined as the weight of the entire array including all of the system components and total ballast used on the array. DLC is defined as the weight of the modules and the racking components within an array.The DLC does not include the ballast used to resist loads on this array. 4.1 Dead Load of the Arrays: Max.Allowable Pressure on Roof= Unknown Array Information Results Sub-Array Roo Sub-Array Numbers of DLC Sub-Array Sub-Array Roof Pressure(DLA) No. modules DLC(Ibs.) DLA(lbs.) (lbs.)/module Area(W2) Pressure(DLC)(psf) (psf) Acceptable? 1 342 23,592 42,370 69 10,464 2.25 4.05 By others 2 570 39,184 68,752 69 17,395 2.25 3.95 By others 3 352 24,242 42,694 69 10,757 2.25 3.97 By others 4 372 25,655 45,313 69 11,380 2.25 3.98 By others 5 588 40,425 70,971 69 17,945 2.25 3.95 By others 6 478 32,857 57,666 69 14,587 2.25 3.95 By others 7 399 27,490 48,452 69 12,197 2.25 3.97 By others 8 469 32,320 56,999 69 14,339 2.25 3.98 By others 9 432 29,800 52,653 69 13,218 2.25 3.98 By others 30 137 9,529 17,092 70 4,218 2.26 4.05 By others 11 548 37,668 66,095 69 16,722 2.25 3.95 By others 12 162 11,204 19,908 69 4,967 2.26 4.01 By others 13 286 19,751 34,975 69 8,758 2.26 3.99 By others 14 289 19,946 35,268 69 8,846 2.25 3.99 By others 15 514 35,342 62,823 69 15,689 2.25 4.00 By others 16 527 36,220 63,539 69 16,080 2.25 3.95 By others 17 527 36,220 63,539 69 16,080 2.25 3.95 By others 18 558 38,352 68,767 69 17,026 2.25 4.04 By others 19 527 36,220 63,539 69 16,080 2.25 3.95 By others 20 527 36,220 63,539 69 16,080 2.25 3.95 By others 21 539 37,052 66,425 69 16,449 2.25 4.04 By others 22 500 34,374 60,323 69 15,260 2.25 3.95 By others 23510 35,058 61,529 69 15,564 2.25 3.95 Byothers Totals: 10,153 698,721 1,233,231 Table 4.1 Array Dead Loads and Roof Pressures PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900-(978) 688.5100 fax-www.paneiclaw.com 4 pane ®® 7/27/2016 claw" 4.0 Design Load - Dead ICont.l: Racking System: Polar Bear III HD 4.2 Racking System Dead load Calculation: The array dead load is made up of three components;the racking assembly, ballast and module weights. Array# 1 Component Weight: Quantity NORTH SUPPORT= 1.82 lbs. 38 SOUTH SUPPORT= 1.85 lbs. 38 STANDARD SUPPORT= 2.47 lbs. 646 LONG BALLAST TRAY= 8.44 lbs. 342 SHORT BALLAST TRAY= 3.99 lbs. 38 CLAWS(2)= 3.88 lbs. 342 MECHANICAL ATTACHMENT= 0.49 lbs. 0 MA Bracket= 2.32 lbs. 0 Hyundai - HiS-S350TI = 51.15 lbs. 342 Ballast Weight: CMU Ballast Block= 32.60 lbs. 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) = 23592 lbs. Module Assembly Dead Load (DLC) = Components Array Dead Load (DLC)/#Modules= 69 lbs. PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900-(978) 688.5100 fax-www.paneiclaw.com 5 paneffffff 7/27/2016 claw� 5.0 Design Loads-Wind. S.1.1 Global Wind Uplift Summary 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 DL=Total Dead Quantity MA MA Capacity Calculated Factor No. Uplift(lb) Load(lb) 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 0 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 18,772 35,268 0 0 1.88 OK 15 34,534 62,823 0 0 1.82 OK 16 35,512 63,539 0 0 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: 695,087 lbs. 1,233,2311bs. 0 r lbs. Table 5.1 Summary of Mechanical Attachment Requirements fi Back calculated factor of safety p-lded to determine factor of safety applied to dead load in lieu of O.6 in ASCE 7-05 equation 7,BACK CALCLUATED SAFETY FACTOR=(DEAD LOAD+MECHANICAL ATTACHMENT)/WIND LOAD PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900-(978) 688.5100 fax-www.panelclaw.com 6 pane7/27/2016 claw@ 5.0 Design Loads-Wind (Cont.) 5.1.2 Global Wind Shear Summary Table: Applied Load Resisting Loads Code Check Sub-Array Wu=Wind Ws=Wind DL=Total MA MA Capacity Calculated Factor No. Uplift(lb) Shear(lb) Dead Load(lb) Provided (lb) of Safety* Check 1 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 0 0 1.46 OK 5 25,201 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 8 20,195 9,768 56,999 0 0 1.46 OK 9 18,661 9,020 52,653 0 0 1.46 OK 10 6,018 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 10,889 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 21,826 10,544 61,529 0 0 1.46 OK Totals: 438,278 lbs. 211,130 lbs. 1,233,2311bs. 0 0 Table 5.2 Summary of Mechanical Attachment Requirements. Back calculated factor of safety provided to determine factor of safety applied to dead load in lieu of 0.6 in ASCE 7-05 equation 7,BACK CALCLUATED SAFETY FACTOR=(DEAD LOAD+MECHANICAL ATTACHMENT)/((WIND LOAD/FRICTION)+WIND UPLIFT) PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900-(978) 688.5100 fax-www.paneiclaw.com 7 pane7/27/2016 clawe 6.0 Design Loads - Downward: 6.1 Downward Wind Load Calculation: WLin = qz *A11 * CfZ *Cos 0 Where: qz= 18.50 psf (Ref. Pg. 3, Wind Load) Am = 21.06 sq.ft. (Single Module Area) (Ref. Pg. 1, Project Information) 6= 10.40 deg. (Ref. Pg. 1, Project Information) Cf, = 1.13 (Inward) (Proprietary Wind Tunnel Data) WLin = 433 Ibs./module Contact Pad by Location: A= Northern B= Northern C= Interior D = Interior E= Southern F= Southern 6.2 Racking Dimensions for Point Loads: 'i Inter-Module Support 43.31 in. Spacing= 34.86 in. Inter-Column Support Spacing= i A !I q 1 Typical Array Plan View (Section A-A on Next Page) PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900-(978) 688.5100 fax-www.paneiclaw.com 8 paneffffff 7/27/2016 claw'& 6.0 Design Loads-Downward(CONT.1: 6.2 Racking Dimensions for Point Loads(Cont.): Tray 1: 5 Tray 2: 0 Tray 3: 5 Tray 4:5 Tray 5: 5 19.. X1 X3 X1 X3 X2 17.5" T. A B c D E F G H 1 Section A-A Distances Between Supports(Unless Noted): X1=34.25 in. X2=14.33 in. X3=21.77 in. 6.3 Point Load Summary: DLsys= 70 Total DL= (Varies on location and ballast quantity) SLm= 1035 lbs./module WLin= 433 lbs./module Extreme Point Load Summary Table load combinations(ASD) Location Load DL+SLm DL+ Wlin DL+0.75XSLm+0.75XWLin Northern A 192 lbs. 117 lbs. 201 lbs. Northern B 165 lbs. 901bs. 173 lbs. Interior C 331 lbs. 1801bs. 347 lbs. Interior D 303 lbs. 153 lbs. 320 lbs. Interior E 331 lbs. 1801bs. 347 lbs. Interior F- 303 lbs. 153 lbs. 320 lbs. Southern G 92 lbs. 42 lbs. 981bs. Southern H 133 lbs. 83 lbs. 138 lbs. Southern 1 133 lbs. 83 lbs. 138 lbs. For Checking 1 1984 lbs. 10801bs. 2082 lbs. Table 6.1-A Extreme Point Load Summary Ballast Block Point Load Summary-(LB/Single Block Applied at Tray Location) Location Point Loads(Ib/single block)at each Tray Location Tray 1 1 Tray 2 Tray 3 Tray 4 Tray 5 Northern A 11 lbs. Northern B 5lbs. 16 lbs. Interior C 11 lbs. Interior D 5lbs. Interior E 11 lbs. Interior F 5lbs. Southern G Southern H 8lbs. Southern 1 8lbs. Table 6.1-B Single Block Point Load Summary PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900-(978) 688.5100 fax-www.panelclaw.com 9 paneffffff 7/27/2016 claw" 7.0 Design 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%)(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) = 0.4ap p°SWp 1 + 2(' (ASCE, Eqn. 13.3-1) (Ip) FPLmin = 0.3SDSIpWp (ASCE, Eqn. 13.3-3) FPL... = 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 paneffffff7/27/2016 claw,& 7.0 Desien Loads-Seismic(cont.l 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 FRL=Lateral Seismic Resisting Force Array Information Lateral Force Verification Results Sub-Array 0.7 FPL-FRL MA's MA's No. Wp(Ibs.) FPL(lbs.) FRL(Ibs.) (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 6,925 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 10 17,092 2,772 3,439 -1,498 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 14 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 1 61,529 1 9,980 1 12,378 1 -5,392 1 0 1 0 1 Yes Totals: 12332311bs.1 200032 lbs. 1 248101 lbs. 1 -108078 lbs. 1 0 0 Table 7.1-Summary of Mechanical Attachment Requirements MA's Required=0.7 Fpl-FRI/MA strength PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900-(978)688.5100 fax-www.panelclaw.com 11 paneffffff 7/27/2016 claw® 7.0 Design Loads-Seismic(Cont.) 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 FPv-FRv Required Total MA's Array No. Wp(lbs.) FPv(Ibs.) Fav(lbs.) (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 2,885 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 0 0 Yes 7 48,452 3,275 29,071 -26,779 0 0 Yes 8 56,999 3,852 34,199 -31,503 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 0 0 Yes 15 62,823 4,246 37,694 -34,722 0 0 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 0 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 1 61,529 1 4,158 1 36,917 1 -34,006 1 0 1 0 1 Yes Totals:1 1233231 lbs. 1 83347 lbs. 1739939 lbs.1-681S96 lbs.1 0 1 0 Table7.2-Summary of Mechanical Attachment Requirements MA's Required=0.7 FPV-FRV/MA strength PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900-(978) 688.5100 fax-www.panelclaw.com 12 pane7,27,2016 claws 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 paneffffff 7/27/2016 claw " 24��4v'v F firli mH Hochsthtlie Aaxhe�I ror r,alsmrsacc�antllC Grams+ kclliffi i1 Aihtln iltlp'6S'7y d ACPt�tadkrRli MPtlmrftlreEbL3e 12D O.�14 A1dte:4 f3nwol Phonr: �i7IC92i1ifTlJrtti0 FW .'0MXW MM10 evw: r'V Client PanetClaw Inc..North Andover,MA 01845,USA Report No.: PCM11-5 Date: 02125!2016 'iNind loads on the solar ballasted roof mount system ,,Polar Bear 10deg Gen III HD" of PanelClaw Inc. Design wind loads for uplift and sliding according to the.ASCE 7-05 Reviewed by Prepared.by. Dr.-Ing.Th.Kray Dip,:Ing.(FH)J.Paul (Head of department of (ConnfiAW tar wi»d bath►) PV wind kmW*) gDdrRifYO Nafelt k trsllsid GdC'�ClN+lBrntf 00.4r4&Meeh QrAr&R,A UM _t1E2E 39 0000004T+CPoO C3 EvaooM Nd"M Ffine W1lef,Y9on Sdm!Lt AdVAwySwd =:A*CSDM 9W f Y.0 MWRMV W 0-R Prot.Of4M R Cxurtlrtam.PMC Cr.-ft K Fw*L Atrdi01 M Aunt Caom amo16 a b CA 9wm Prrt Or.-tq..ta Hey= +M.0315 L0MSMWMftd M00rMrrin M"bun Fanmod Of" VAT Mm:0E128A2rd4 ldMpdt ti,G�'epsr7 stu�sn,Tp6p Prat.thr.fiO HA Gin'.mM Rd.Orae..C.X's— Amey UMMO NL"%W to NaM � rS/l��>kr9t�r iwMrt9C.lf#dtlni nrrR#1fL 7iHYo PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900 a (978) 688.5100 fax • www.panelclaw.com Appendix A paneffffAF 7/27/2016 claw " X0,11, t; FIW I.F.I.Institut fur Indus essrodpwWk GmbH -2- Wind 2-Wind tunnel tests were conducted on the `polar Bear 10deg Gen III HD" solar ballasted roof mount system of PanelCiaw Inc. The tests were Performed at I.F.I. Institut fur IndusWeaerodynarnik GmbH (Institute for Industrial Aerodynamics), Institute at the Aachen University of Applled Sciences in accordance with the test Procedures described in ASCE 7-05, chapter 6.8 and In accordance with the specifications of ASCE 49-12. The array assemblies of the solar beflasted roof mount system 'Polar Bear 10deg Gen III HD'with tilt angles of 10deg are depicted in Figure 1 and Figure 2 The system is available in fully deflected and partiaity deflected configurations. E I E Figura 9: Array weembly of the fully directed solar ballasted root mount system `Polar Bear 10deg Gert 111 HD'with a module tilt angle of 10deg Testing was carried out with a surface roughness of the fetch in the boundary layer wind tunnel equivalent to open country{Exposure C according to ASCE1SE:i 7-051 and for a total of 11 building configurations with sharp roof edges and with parapets of varying height Figure 3 shows one sharp-edged flat-roofed building model including the view of the fetch in the large I.F.I.boundary layer wind tunnel.In Figure 4 a dose-up of the Polar Bear 10deg Gen III HD solar ballasted roof mount system Is Report Mm.PCU10-2 Wind loads on the solar ballasted roof mount system Polar Beer 10deg Gen III HD"of PaneiCdewv Inc. Design wind fords for uplift and sliding according b&te ASCE 7-03 oeaamra PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax• www.panelclaw.com Appendix A paneffffff 7/27/2016 clawe A&W RH, . I.F.I.Institut.fur lndustrfessrodynarnikGmbH -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 dmerisions and are valid for flat-roofed bindings with a minimum setback of 1.0m from the roof edges. The pressure coefficients may be multiplied by the design velocity pressure qr,determined depe"ing on the wind zone,the exposure category and the roof height in accordance with the American standard ASCElSEI 7-05 to determine the wind loads on the solar system. s i i Figure 2: Array assembly of the pertid]y deflected solar ballasted roof nunird system`Polar Bear 10deg Gan M HD with a module tilt"a of iodeg The fest results are likely to be appropriate for upwind Exposures 8,C and D on fiat- roofed buildings. assuming use in compliance with ASCEISEI 7-05, Chapter 6.5.2. From these results it is possible to calculate the design ballast for uplift and siding safety - sliding of solar elements occurs if the aerodynamic lift has decreased the down force due to deadweight sufficiently so that the drag forces are larger than the frictional forges-on flat roofs with pitch angles up to 7'. Report No.:PCV1012 Wind loads on the sotar ballastad roof mount system„Polar Bear 10dep Gen III HD"of P'anal0 w Inc. Design wind loads for uplift and alk ing according to the ASCE 7.05 ovWW5 PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900 0 (978) 688.5100 fax • www.paneiclaw.com Appendix A pane 7,27,2016 clawe Z.-M. BI.F.I.tnstEtl2 f&lr►dustrieasradynsmitt.GmbH -4- The 4-The pressure coefficients were determined for a setup where wind direction 0' corresponded to wind blowing on the north fagade of tie flat-roofed building. However,the results may be applied if the main axis of the array is nut skewed more than 15'with the building edges. Figure 3: Wind tunnel model of the Plat-roofed busking with the soler ballasted roof mount system 'Pobr Bear 10dag Gen III HDD wish a module tit angle of 10deg mounted on the turntable kKAxb g view of the fetch in the targe I.F.I.boundary Impr wind tunnel:Ox 12 array in the south-east roof portion The present design loads for wind actions apply without restriction to solar arrays deployed on Foo-rise buildings as defend In section 82 of ASCE 7-05. The wind tunnel testing also applies to buildings higher than 18.3 In (60 ft) which are considered rigid.A building may always be assumed as rigid it it is at least as wide as it is high. The pressure coefficients determined:' from the wind tunnel tests stow 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 arrantlement 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 No.:PCU10.2 Wind loads on the solar ballasted roof mount system„PolarBear't0deg Gen Il!HEr of PansiClaw Inc, Design wmd foods for uplift and sliding according to the ASCE T-03 WOW!, PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix A paneffffff 7/27/2016 clawo Appendix B PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax* www.panelclaw.com Appendix B pane7'27'2016 clawa, Chapter 13 SEISMIC DESIGN REQUIREMENTS FOR NONSTRUCTURAL COMPONENTS 1.3.1 GCWE MA IIIA Exemptions The fallewin*nmutruciwai coeopnocuts we 13.1.1 Scope exempt furan the rrquiremarts of this section: This chapter establishes minimum design criteria for notsttvcirmd compacems drat we pmntmcatty I.TablFune wr)except sot a cahitxKs ruling in attached to structures and for their supports and TempoTable nary ). attachincros.Where die weight of a nonstructural Architectural or mmpone equipment.in S es component is g eater than or egwl to:5 pecten of 3,Arcliitcetural cungponems in Seismic Design the drective scismic wxaght.W,of the suuctwv as Categoty B ather gran parapets supported by defined in Section 12.7-2,the com patient shall he hearing walls or sbmr walls provided that the etassifled as a nunbuildiag structure and shall be component impotnim-c Cacmr.1,.is equal to 1.0. desirred in accordance with Sectiem 13.31. 4•Mechanical and electrical components in Seismic Design Category B. 13.1,2 Sebutle Ded;W Catr"ry S.slochanical rod electrical components in Scisnvc For the purposes of this chapter tnmWrtrtmat Design Category C provided that the cantpnneri components shall be assigned to the same seismic Mechan1Cr Carton,l„is equal components design eaeearq as the structure dot they occupy orb o.Dcsign cat and electrical r Fwbin Seismic which they mrc adarched. 13esigr g app)categories D.E W F where all of the Cogawirtg apply: 1113 Component Importance Factor a.Thr component importance factor.f„is equal to All components shall be assigned a component 1.0 b.The component is pasitisehy attached to the importance factor as indicated in this section.The compnoent i.mporumer factor,t,,shall be taken as 1.5 structure: if any of the foliowing caodiiuUms apply: c.Fusible connections arc provided between the component and associated ductwork,pipnr,and I t.The wanpocat is rrgoitrd to function fru conduit;and eiLtet life-safety purposes miler an earthquake.including L The component weighs 4W lb i I.7W N)or fire pmmrction sprinkler systems and egacss less and has a center of mass beawd 4 ft stairways. I i12 m)or less about the adjacent floor ?'plc component convey-mgiports.or otherwise lesch:or contains toxic.highly toxic.ur explosive alb- ii-The crnmpori.nd weighs 2tt Ib 199 Ni cc Gess stances xfiere the quantity of the mde Tial exceeds or..in die cast of a distnInded system,S IWn a threshold quint"y racMisbcd by the authority (73 N/m)or Im Inning jurisdiction and is srltident to pose a threat to the public if trlcased. 3.The component is in or attached to a Rist Cat- 1113 Applicatiou of Nondrurturai Compornent. egoy,IV structure and it is needed for contioned Requttrive nts to N=buikHns Structures operation of the facility or its failure could impair !itwierikting strutwes(including stotaar tarts the continual operation-(the Facility. and tanks)that ate supported by atbcr structum 4.The component conveys,support-or otherwise stall a designed in tapir accordance with micChapterforces I S. ccmtams hundous substances and is attached to a debar nod Sectin 15.3 uicc w that sapw 1 Carers be structure qac potion thereof elassitiad by the determined in n:not pro with n Table 3 and authorityhavin values far share not punted in To the 135 1 of g jurisdictigai as a 6azatdws 116-1.R,shall 1x taken as equal to the volae of R crupxx"N' listed in Septum 15.The value of a,shag be deter- Ag other components shall be assigned a component mined in accordance with foomw a ofTable 135-1 importance factor,1,,equal to IA. or 13.6-1. 11t PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax. www.paneiclaw.com Appendix B pane7/27/2016 claw " t.RM:titM 1y IGN I-CUM shows that the component is inherently fogged by shall be deemed as in noccyaable method to comparison with similar risitkally gnahflcd determine the seismic capacity of consponcnts and mmponems,Evidence denmsutrating compliance their nTpo is and attachuuents.Seismic gtialificzhon with this requirement shall be submitted for by expetiencc data based upon nationally recognized approval to the authority having jusisetiction after procedures acceptable to the atabotity having jurisdic- mww-and Acceptance by a registered design tion shall he dmne d to satisfy the design and c%ahu- prufessiaaaL Lou requirements provided that the substantiated 2.Components with hazardous substations and seismic capocitiies etpcal or excerd the sasmic assigned a component importance factor.f,,of 13 demands determined in Acca once with Sections in Accrdance with Sccuou 13.1 1 shall be cestiflad 13.3.and 13.3" by the manufacturer its maintaining containment ratknsing the design cathgttafe ground outman by 53 2 7 Construction 1)octumeats (I p amSysis (Z)approved shake able testing in. Wien design of nonstructural components or attordariee with Section 13.23.or(3)experience their supports and attwhroerts is required by Tdrle data in accordance with Section 13.1.6.Evidence 132-1.such design shall be shown in construoinn demonstrating comptiance with!itis requhrmsat documents prgwW by a regiskred design proles- shall be submitted for approval to the authority having jusWliction Atter aYirw and accerance by sioted for use by the owner.authorities having a registered design professional.. jurisdiction.conhactom and inspectors.Such docu- ments shat)include a quality assurance plan if required by Appendix I IA. 1313 eomegtsmtlat IyamapR The ftmctimvl and physical interrelationship of components,their supports,and their effect on each other shall be considered so that the failure or an 13,3 SEIS NIC DENIANOS OV essential or noacssential architectural.mechanics).or NON-STRUCTURAL C011P0R'F_V7S electrical cvmpment shad not Cause the failure of rn essential architectural.snechstical.or electrical 13J.1 Strome Design Force component. lite horizontal seismic design face(F,)shall he applied it the compastcm's cctWaof gravity And WA FW&Rltyr distributed relative to the congrasent's amass distrdltu- Pic resign And evaluation of components.their tim and shall be determined in.tecartiance with suppartt;and their atlachments shall consider their Eq.13.3-1: flexibility As well as their strength. 41.4a,S- 13.25 Trsthig Alteroatfre for Sedsrdc _ Capacity DetnWIt a firm f, As an alterm9ive to the anabtical requirements of F Is not required to be liken as g1rWCF that! Sections 13,2 thm;h UtL testing shall be deeosed as lit acceptable method to dttertniue the scismM F,=f.65nsfrIV, 033-2) capacity of components and their supports and and F,shall no be taken As less than Attachments.eats.Seismic gnnCibcaliat by Icsting based ttpoa a nationally recogairad testmg standard proce darn.such as ICY'-FS AC 156,acceptable m the where Authority havior jurisdiction shall be dernie+d to satisfy the design and evaluation requirements F,=seismic design fuse presided that the substantiated seismic capacities Syr=spectral Acceleration.shat peedod.as determined equal or exceed the seismic demands determined in frim Section 11.4.4 amwdmrc with Sections!3 i.And 13.31. a,=crow ownt amplification factor the varies from 1.00 to 2_50 pseleci appngrisrc value from 131A EapMence JUts Aftematfve far Sekmte Table 13.5-1 or 13.6-11 Capae(ty Uettrminatfos f,=cumgnmm importsocc fzckr that vzrics from As an shcrnarive to the analytical requirements or IM to ISp(see Section 13.13) Sections 13.2 through 13A use of experience data Ip;=ennaptoricat operating Wright h13 PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900 9 (978) 688.5100 fax a www.panelclaw.com Appendix B pane7,27,2016 Clawa MINIMUM DESKi.Y MIM The effaets of seismic relative displacnnerrts shill design strength of tete anchors shall be at least 25 be considered in comhin:ron with displacements times the factored Times transmitted by the caused by other tooxh as 2ppuoprratc compan ent. fJAZ3 Peat-InstalledAneharr to Cmrerrre 13.9 NONSTRUCTTt1UL and,'Uaronrtt CONTPONENT ANCNOILAGE Post-installed anchors in concrete shall be prrqualif cd for seismic applications in accordance leo ructural components and their supports shall be with ACI 3551 or Wier approved qualification attached doranchored)int the structure in accordance procedures.Fast-in!Wled anchors in masonry shall be wish the mquirtanents of this section and the attach- prequalified far seismic applications in accordance meat shall satisfy the requirements for the parent with approved qualification procedures. material as set faith elsewhere in this stxrdaid_ Component cttachmeats shall be bolted,welded. 13.4.3 Installation Conditions or otherwise positively faskrxd without consideration Deternsination,rf fames in attachments slall take of frictional resistance produced by the effects of into account the extract caditions of insiallaiian p pity.A continuous load path of sufficient strength inchudiag eccentricities and prying ctfects. and sufinesa between the eomnpanent and the mppat- int artnchur shall be prmided_Local elements of 13.9,4 MublhpleAtlaehments the structure inctudiag connections shall be desisted Determination or rarcc distribution of multiple rad comitructed for the component fames wham attachments at arc Dian shall take into accotuu the they control the design or the elements or their sntfncss and duuti$ty of the component.,component connectioaa The component forces shall be those supports,uttachmetm and structure and the ability to determined in Section 133.1.except that modifi-a- redistribute lands to other anach mems in the tions to F,and R,due to anclomigc conditions teed Dcsi;ns of anchor c in contnu in accordance with not he considered_The design documents shalt Appendix D of Act 318 shall be considered to satisfy include sufficient information relating to dtc attach- this requirrmet_ meats to vrtify compliance with the mquirrmr or this section. 13.9;Power Attested Fasteners Power actuated fasicners in concrete or steel shall 13.9.1 Des411n Force M the Attachment m be used for sustained tension loads or for brace The face in the attachment shall be determined applications in Seismic Design Categories 0.E or F based at the prescribed farces and dispbeemtnts for artless approsrd for seismic kKxhrtg,.Power actamted the camponeru as determined in Sections 13.3.1 and fasarners to uamtuy air to permitted unless 133�except that R,shall not be taken as tam approved for scismr loedia& than a. EXCEPnON:Power actuated fasteners in concrete used for support or acoustical tilc or by-in 13.91 Aruhats in Concrete ar Masonry. ,panel suspended ceiling goplicaikm and distributed "cm where the;twice load on any individual 13.4.2.1 A.arkorr fa Coocrefe foatrner does not eacerd 9x1 db t9otl Nl.power Anchors in coruscate shall he designed in aceor- actuated fastems is peel where the service load on dance with Appendix D of ACT 318_ any individual rastrner does nod exceed 210 lb x1.112 N)- 13.4.2,2 A,rekars In Moron" Anchors in inasaury slalf be designed in accur- 114A Fncci#at Clips dunce with TMS 90YAC1 503tASCE 5.Anchors shall Friction clip%in Seismic Design Categories D.E. be designed to be Mvrned by the tensile or shear or F shall not be wed for supporting sustained tarts strength at a ductile steel eletxrau_ in addition to resisir z seismic faces.C-typc beam EXCEMONa Anchors shall be permitted to be and large bangs cl.-:mgn air permitted far hangers designed so that the xllxchsrsnt that the andwr is pravided they are equipped with restraining straps comxeting to the structure undmgars ductile)iekling eyuivakm in those specifnod in INTVA 12L.Section at a load kvrl carrespanding to ancbur form not 4.3.7.Lack;ruts or equisakw shall be provided to grater than their design strength.or the minimum prevent loxnenin of threaded connections. 115 PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax• www.panelclaw.com Appendix B paneffffff 7/27/2016 claw"' Mth?Rif M. OCSIM!LOADS Litrnlly braced to the building,structure.Such where bracing sots►►be w dependeni of my eeiling lateral D- =relative harm)(drift i dispkacanemt. force bracing.Bracing,shadl be sued to limit measured over the hci&of the gbss panel hwizomtal dcflectio n at the partition head to be ander consideration,witiclt causes initial cornpatibe with cciGm;defection rNuarmenas glass-to-ftasrL contact.For rectmnrlm as determined in Section 13.5.6 for suspended glass Parnek within a rec-mmgular wall frame ceilings and clscwhere in this section for other systems. D4.=2dt t+b"Cs)a,hcrr EXCFA ON.Partitions that street all or the te n folowin;ccalicions: h.=the MEN of the rdctangular glass panel 1.The Partition beight does eat exceed 9 ft b,=the width of the mctangubr glass panel r,=the nvera;r tor the dc=occs(gaps)est butte 11740 mm}- The linear%ci- of tux tion does not cac and sales bettvrea the vYrtiral;1ss edges stud 2. � �' the frame the product of 1016{0.479 k.N)limes the height r2=the avenr^e of the clearances(gapsI lop and (a or m)of the partition. botusrn betweaE the horizontal glass edges 3.The partition bonzontal seismic load docs not and the fratae exceed 5 psf(0.24 k vthn'). 2.Fully tempered monolithic glass in Risk Categuties 13.5.&2 Gfarr 1.II.and III mad no marr than 10 n 13 m) Gbss in glazed partitions shall be designed and above a wallong surraoc need not comply with this imullod in acctrdcocc with Section 135.9. requirement. 3.Annealed or hem-suengthetsed lamimled glass to 13.5.9 Glass In Glazed Cortalu Wails.Glazed single thickness wide inxrbyer no less thin 0.0.30 Sldmstfrnttis,stud Glared Partitions in-(0.76 mm that L,tapoued mechanically in a wall system;la6ng Pocket,and whose perimeter is 13S i1.I General secured m the true by a wet glazed gonabe Glm in glsszd curtain walls,glazed storrfrimts twine cfastolnuerie sealant perinre�r bead of OS in. and;laved potaions shall meet the relative displace- 413 nw)minimuot;_lass contact width.or other nem rrgnisement of Eq.135-1: apPrtwed anchorug system aced no comply with this requistman. tom.,2 1.251'n, (135-1) or OS in.413 mm).whichever is;neater vitese: 13.5.9.2 Seismic Drift Umits for Gim Con(waents A*&�the drift cacsing glass fallout from the A.=the relative seismic displacement(lain)a curtain wall.stowfruoL or partition shall be dctrr- which;Lass fallout.from the curtain wall. mined in acctatkvnce with AAMA 501.6 or by storefront wall,or pastition occurs cadueuing analysis, (Section 133.9) D,=the minivr seismic displacement that the component must be dcxi;ned to accoutmolste OA MECHANICALA1 D (Section 13-4.2.1).D,shalt be applied aver ELECTRICAL CO\f[Y)NT—M the hei;bi of the glass component under comAderatim 13.61 General 1,-dse irr�aocr factor determined in accdr- Mechanical soul elxtrical components and their loner with Section 115.1 supports shall satisfy de requirements of this section. F-VCF.Ir ON.- The auachmenm of mechanical and eectrical compo- t.Gins with sufficient clearances from its[raw brats and their supports to the stuttctrae sbalI meet the such that physical contact between the glass and raloimrsots of Section 13.4.Approprixte coef icicnts frssrte will tent enema a the dessrn dein as demon- EXCEPTION: be selected bumTabk 13.6.1. strafed by Eq.135-2,decd vat comply with this nfz=not Licht to duct lighted sigma.and ceiling tam sma cvdordted to ducts or Piping,which Mquircmcne are imported by claims or otherwise suspended from Di.a 135D, (13-5-2) the structure.arc not required to satisfy the seismic 119 PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax• www.panelclaw.com Appendix B paneffffff 7/27/2016 claw 's CH.ifn"13 SEISMIC lXMM'RMUIRE?iDM F0lt?-*N TRLtC M1 M_MMMINF2M 'Wr 13.6-I 50smlr Coetxenls for 11rci m*W and ElMrical Compmwr& A4chaoica!and Doctmul Com{laocnts q+ 1fi4 .,Ur-side HVAC.Caro.sir fm miler,oar cosdmioli"mots,cabiael bmws,air cierabetim bozos.MW other 23 &0 maxlata=1 ratsgtune m cumartt"d of sheet.metal(same; Wrt.mk HVAC_Fmten.fmsaces.a ftuogA is tanks ad bila.cbilkra.rases brawn,tea.rrchmigm, 1.0 25 e"aPcreas,Mr septan.nW=fsctrrag or ry�egniPmco.assd Otter mecherical cmgsmemem omtststsctodof higb-drfmmability mmaerais Estoms,tmltin pop,cam mm w,,sed prsrote vemeb tut mtppmed on slice and no adPam the scope 10 2.5 of Chmpter 15 Skat-mMamed premmr vessels mot wittrn the scope of Cbgmw 15 23 25 Flevaer and ea.-laer cc mptmems I A 23 Generamx,tWemi mvenas,nmsms_it msfarmers,awl ader elort at)eomFxwmA conarmud of ligb to 25 defmrstsitihsy mawrob Mover cowrol cemem panel bonds.switch gearmtnmemlatim eabuse%smd other comprmeaiz ce"rocte d 23 6.0 of(beet metal fsamag Cbmu mtit=t cgtapent.compo m immmalatlm_asd aomrnh I D 25 Raot4 mamlal stacks,coolag and doariol lotvm laterally besotd below dwir center of mom 23 .£0 Roof-mstamled:gads.codmtr seal.etansicai k w talaraay braced nbmv then:ce mef of tunas 1.0 23 Ligbtmg fixtures 1.0 13 01hem hmical or Clomcai corapamems I.0 1.5 Vdraim lsobArd ConWmems smd SyAmm� cmtpsmenrs and systesm taolreed mast;De la m Chemeats and neopmer irnfated Coal omb teih-m to 23 23 sel7aae elamimnem scabbing dens or seabod pmme<er stops Spring wolnad conV onemts and systxms and n1 atian isolated doss closely restninmd mmgr labia-m or 25 2.0 sepamse etasiwrreric sm lkamg device or mine t penmefer amp Ime molly isofaw cmaxpmm m%and ssaems 2S 2.0 Sunw dod vibrmim isolated egmipmwo m cfnding iD-.hm dart alevines std mapemdrd umernslty isolated 23 2.5 csasrytsasertta Desmibotiom systems Apitg m amwda car rich ASME 83 t,uw mting m-6me compomems wab)rites made by rddmg a brafsnV 2-3 310 Apiy m wcvrtlr with ASME 831,nwh"2 g m4me ompporwot,cammttumrd of high a limited 23 6.0 defornuftlin ma firriala,win to-,made by dwesdrmg,bm xhn L compremitm coopimp,or ps:sved cemptimgs Aping and t htel;mm m acmdwxr.lith ASW-831.mchathag h"m ensrtpamemas,constnwust of 25 90 higbatefarmaybri#iir mammals nidi joints madc by weWmf or bnaimg Mpimp mrd hA ms not in acrontu ce with ASME 831.mcbdWf iabar emoporene,cot tsmcttd of high-or 23 4.3 lmied.kfonndKtity mmedals with joint made by thnmfm&homfi ag.mmpm%sim cm*bnat or pa weed otoplimgs Rpsmg mai mddng cmertamd of lowtkfmrmmlmluy materiels.arch m caa trm.glass.ani ma bwale phstics 23 3A lhactwstf-trot it dirp m-11W MnPaeats,camrtractert of bigb45d0"nX1%ity tmlermtls,wide jars made by 2_15 4.0 sretdisrg or trasimg Dmrwark.mdrAstg sn-fine cvmporwsmx.comstrnc'.ted of bigb.or 6mCed4leformaUxty mamrials wuh jmmn 23 6.0 made by mrans mbn dam vmlduW m hazing ouetwork.imbaksrg in-hat componw.,comstructod of Im-Monmbiiiay maaciais.ands m cat firma glm- 2.5 3.0 and mmrbtcole plastics 1� PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax e www.panelclaw.com Appendix B pane ffffff claw " STRUCTURAL ENGINEERS ASSOCIATION OF CALIFORNIA STRUCTURAL SEISMIC REQUIREMENTS AND COMMENTARY FOR ROOFTOP SOLAR PHOTOVOLTAIC ARRAYS By SEAOC Solar Photovoltaic Systems Committee Report SEA OC PVI-2012 August 2012 PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix B pane ffffff claw " I URAL ENGINEERS ASSOCIATION OF CALIFORNIAS Requirements and Commentary 1, Structural performance objectives downward forces.These systems may include additional Consistent with the intent of the IBC 2009(st-Aon 101.3), wei9tft(ballast)as well. PV arrays and their structural support systems shall be Fully-framed arrays(stanchion systems)are structural designed to provide life-safety perfonrnance in the Design frames that are attached to the root structure such that Basis Earthquake ground nation and the design wind event the load path is the same for both upward and downward t,fie-safety performance means that PV arrays are expected forces. rat to create a hazard to fife,for example as a result of Commentan: Sections 1, 2. and 3 of this document are breaking free from the roof, wiling o8 the roofs edge, exceeding the downward bad-carrying capacity of the roof, relevant to all rooftop ways.Section 4 addresses attached or damaging skylights, electrical systems,or other rooftop arrays.Sections 5,6. 7, and 9 address unattached arrays. features or equipment in a way that threatens rife-safety.For Section 8 applies to attached or unattached roof-bearing life-safety performance, damage, structural yielding, and arrays. movement are acceptable,as keg as they do not pose a threat to taxman fife. Attached arrays can include those with flemble tethers as well as more rigid attachments.Both types of attachments Commentary-:The Design Basis Earthquake ground motion are to be designed per Section 4_ in ASCE 7 has a return period of approximately 500 years. The documents AC 428 (IMES 2011b) and AC 365 and design wind loads(considering load factors)equate to a (IMES 2011a) provide criteria for other types of PV return period of approximately 300 years for Risk Category I systems,which are not cowered in the specific provisions stnrctures,700 years Risk Category M and 1700 years Risk herein. AC 428 addresses systems flush-mounted on Category N.(In ASCE 7-10,the importance factor is built building roofs or walls,and fiee-stares(„(ground-mounted) into the return period for wind).For more frequent events systems.AC 365 addresses building-integrated systems such (e.¢., events with a 50-year return period), it may be as roof panels,shingles,or adhered modules. desirable to design the PV array to remain operational;these requirements do not cover but do not preclude using more 3. Bolding seismic-force-resisting system stringent design criteria. For PV arrays added to an existing building,the seisrn e- These requirements are applicable to all Occupancy force-ressting system of the building shall be checked per Categories. However if the PV array or any rooftop the requirements of Chapter 34 of IBC 2009. component adjacent to the array have 1p > IA, post- earthquake operability of the component must be established Commentarc:Per Sections 3403.4 and 3404.4 of IBC 2009, consistent with Section 13.1.3 of ASCE 7-10. if$ue added mass of the PV array does not increase the seismic mass tributary to any lateral-force-resisting 2. Types of arrays stnrchnal element by more than 10%. the seismic-force- 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 foilows: gravity structaal system of the building be evaluated if the • Unattached(ballast-only)arrays are not attached to the gravity load to any existing element is increased by more roof structure.Resistance to wind and seismic forces is than 5 provided by weight and fddion. • Attached roof-bearing arrays are attached to the roof structure at one or more attachment pants,but they also bear on the roof at support points that may or may not occur at the same locations as attachment points.The load path for upward forces is different from that for Structural Seismic Requirements for Rooftop Solar Photovoltaic Arrays August 2012 Report SEAOC PVI-2012 Page 1 PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978)688.5100 fax • www.paneiclaw.com Appendix B pane ffffff clawe STRUCTURAL ENGINEERS ASSOCIATION OF CALIFORNIA 4. Attached arrays The contribution of friction shall not exceed PV support systems that are attached to the roof structure (0.9-0.2Sns)(0.711)WO,where Wo is the component Weight shag be designed to resist the lateral seismic force F. providing normal torce at the roof bearing locations,and Et is specified in ASCE 7-10 Chapter 13. the coefficient of friction at the bearing interface. In the computation of F, for attached PV arrays, an The coefficient#shall be caternined by friction testing per evaluation of the flexibility and ductility capacity of the PV the requirements in Section 8,except that for Seismic Design support structure is permitted to be used to establish values Categories A,8,or C,fa is permitted to be taken equal to 0.4 of a,and Rb If the lateral strength to resist F,relies on if the roof surface consists of mminerataurfaced cap sheet, attachments with low deformation capacity,R.shall not be single-ply,membrane,or sprayed foam membrane,and is not taken greater than 1.5. grovel,wood,or metal. For low-profile arrays for which no part of the array extends more than 4 feet above the roof surface,the value of a,is Commentary: When frictional resistance is used to resist permitted to be taken equal to 1.0, the value of f;, is lateral seismic forces, the applicable seismic load permitted to be taker equal to 1.5,and the ratio a,IR,need combination of ASCE 7 results in a normal force of(0.9- rat be taken greater than 0.67. 02Sos)V1(,r,.This norma!fo-rce is multiplied by the friction coefficient which is reduced by a 0.7 factor,based on the Commentary: In the computation of Fp for attached loci- consensus judgment of the committee to provide profile solar arrays,all is commonly taken as 1.0 and Rp is conservatism for frictional resistance. The factor of 0:7 does commonly taken as 1.57 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 1 eca)sating unattached systems per Section 9. of ASCE 7-10. An evaluation of the flexibility and ductility capacity of the PV support structure can be made according ff the design lateral strength of attachments is less than 25% to the definitions in ASCE-7 for rigid and flexible of Fp,the array shall meet the requirements of Section 6 with components,and for high-,limited-,and lou-deformability dwvtaken equal to 6 inches. dements and attachments_ The provisions of this section focus on low-profile roof- Cornmentarp. The requirement above is intended to bearing systems. Other types of systems are to be designed prevent a designer from adding relatively few attachments to by other code requirements that are applicable. Solar carport an otherwise unattached army for the purpose of not pro- type rotype structures on the roof of a building are to be designed viding the minimum seismic design displacement. per the applicable requirements of Sections 13.1.5 and 15.3 of ASCE 7-10. S. Unattached arvays Unattached(ballast-only)arrays are permitted when all of the For attached roof-bearing systems, friction is pemralted to following conditions are met contribute in combination with the design federal strength of attachments to resist the lateral force P.when an C the ' The maximum roof slopeat the location of the array is following conditions are met, less than or equal to 7 decrees(12.3 percent). • The maxim m roof slope at the location of the array is • The height above the roof surface to the center of mass less than or equal to 7 degrees(12.3 percent); of the solar array is less than the smatter of 36 inches and • The height above the roof surface to the center of mass the half the least pier dimension of the supporting base of array.of the solar ay is less than the smaller of 36 inches and arr half the least plan dimension of the supporting base of The array is designed to acconvnodate the seismic the array;and displacement determined by one of the following pro- cedures: • R,shelf not exceed 1.5 unless it is shown that the lateral displacement behavior of attachments is compatible with o Prescriptive design seismic displacement per the simultaneous development of frictional resistance. Sections 6,7,and 8; o Nonlinear response history analysis per Sections The resistance of slack tether attactxnerds shall not be comm- 6,8,and 9-or bned with frictional resistance. o Shake trdmle testing per Sections 6,8,and 9- Structural Seismic Requirements for Rooftop Solar Photovoltaic Arrays August 2012 Report SEAOC PVI-2012 Page 2 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978)688.5100 fax • www.panelclaw.com Appendix B pane clawQD ASSOCIATIONSTRUCTURAL ENGINEERS OF .- Commentary: The provisions of Section 13.4 of ASCE 7 assumed to partly,reduce the probability of an away sliding require that "Components and their supports shall be off the roof justifying the use of=3ior rather than 1Sd,0,._ attached (or anchored) to the structure...` 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 frictional, resistance produced by the effects of gravity:` Each separate array shag be interconnected as an integral This document recommends conditions for which exception unit such that for any vertical section thr ugh the array,the members and connections shall have design strength to can be taken to the above requirements; Appendix A resist a total horizontal force acres the section, in both indicates recommended changes to ASCE 7-10_Until such a tension and compression,equal to the larger of 0.133Sw W, change is made in ASCE 7.the provisions of this document and 0.1wr can be considered an alternative method per IBC 2009 Where Section 104.11. W,= the weight of the portion of the array,inchWing ballast, G. Design of unattached arrays to on the side of tyre sections that has smaller weight accommodate seismic displacement The horizontal force shall be applied to the am y at the level For unattached (bagast arta accommodation of of the roof surface, and shag be dsiributed in pian in Y) ys, proportion to the weight that makes up W,.The computation seismic displacement shaft be afforded by providing the of strength across the section shag account for any Mowing min&tum separations to allow sliding: eccentricity of forces_ Condition Minimum SeoaraSon Elements or the array that are not interconnected as Between separate solar arrays of OS(to)dapv specified shag be considered structurally separate and shalt s"ar construction be provided with the required manimum separation. Between a solar array and a fixed (4)4�v Commentary: The interconnection force of 0.1335wW,or objectt construction the root or solar array of different 0.1 trio accounts for the potential that frictional resistance to sliding will be different ander some portions of the array as a Between a solar array and a roof (J<)duav result of varying normal force and actual instantaneous edge with a qualifying parapet values of/t fora gt,6 en roof surface material. Between a solar array and a roof edge without a qualifying parapet The roof structure of the budding shag be capable of supporting the factored gravity bad of the PV gray displaced Where 4wpv is the design seismic displacement of the array from its ongmal location up to due v in any horizontal relative to the roof,as computed per the requirements herein, direction. f.- is the importance factor for the building, and Fa is the component importance factor for the solar array or the Roof drainage shag not be obstructed by movement of the component importance factor for other rooftop components PV array and bagast up to dam,in any horizontal direction. 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 rat less than 6 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 above the adjacent roof surface. mwern a rcapaelity to, tctncas it providinglslackness or frwuement capability to electrical wiring shaft be included an the permit drawings for the solar installation Commentary: The factor of 0.5, based on judgment accounts for the 17:ehhood that movement of adjacent arrays Commentary: This document provides only structural tend to be synchronous and that collisions between requirements. The design must also meet applicable arrays do not necessarily represent a life-safety hazard.The requirement of the governing electrical codes. factor of 1.5 is added,by judgment of the committee,to provide extra protection against the life safety hazard of an army slidingoff the edge of a roof. A ars Ther of the s clearance around soca arrays shag the the qualnf}mg 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 Sotar Photovoltaic Arrays August 2012 Report SEAOC PVI-2012 Page 3 PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax 9 www.paneiclaw.com Appendix B pane ffffff clawa I'M s Commentary: Section 405 of the Intanationol Fire Code S. Friction testing ([CC 2012) provides requirements for firefighting,access pathways on rooftops with solar arrays, based on the The coefficient of friction used in these requirements shall be recommendations in CAL FIRE-OSFh4 (2008). For determined by experimental testing of the interface between commercial and large residential flat roofs(which are the the PV support system and the roofing surfacegenera it bears on. roof type on which unattached arrays are feasible) Frictioneng tests cea8 s e for out for the genet!type of roof requirements include 4 feet to 6 feet clearance around the worst-case surface used for One project under she expected �l v+orst-case oonddiors, such as cod cendrb'atts versus dry perimeter of the roof maximum array dimensions of 150 conditions. The tests shall conform to applicable feet between access pathways, and minimum clearances meats of ASTM GI IS,includingthe me report folia!of section around skylights;roof hatches,and standpipes. 11.An independent testing agency shall perform or validate Note that the clearance around solar arrays is the larger of the friction tests and provide a report with the results. the two requirements for seismic and firefighting access. The friction tests shall be conducted using ng a sled that The separation distances do not need to be added together- realistically represerfs,at full scale,the PV panel support system,including materials of the friction interface and the flexibility of the support system under lateral sliding_ The 7. Prescriptive design seismic displacement for normal force on the friction surface shall be representative of unattacheddesarrays that in typical installations.Lateral force shad be applied to the sled at the approximate location of the array mass,using 4wv is permitted to be determined by the prescriptive pro- displacement controlled loading that adequately captures cedurre below ii all of the following conditions are rine( uses and decreases in resistive force. The loading velocity shall be between 0.1 and 10 inches per second.If • Ili per ASCE 7-10 Chapter 13 is equal to 1.0 for the solar stick-slip behavior is observed,the velocity shat)be adjusted array and for all rooftop components adjacent to the solar to minimize 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 maxim urn roof slope at the location of the aray is sled a r inimurn of three inches under continuous movement. less than or equal to 3 degrees(524 percent). The force used to calculate the friction coefficient shall be the + The manufacturer provides friction test results, per the average force measured while the sled is under continuous requirements in Section 8,which establish a coefficient of movement The friction tests shaft be carried out for One 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,8,or C,friction test results need root be provided if the roof surface consists of mmeral-surfaced Commentary:Because friction coefficient is not recess cap sheet, single ply ve,wood,, or spayed foam constant with normal force or veloci the normal force is to membrane,and is not gravel,wood,or metal. t} . v shat be fatter(as follows., to representative of typical installations and the velocity is to be less than or equal to that expected for earthquake Seismic Design 4u, movement.A higher.-elocity of loading could over-predict Category frictional resistance. Eateral force is to be applied under A B,C 6 aches displacement control to be able to measure the effective dynamic friction under movement.Fora-controlled loading, D,E,F I(Scs—0.4)r]-60 inches,but rot less including inclined plane tests, only captures the static than 6 inches friction coefficient and does not qualify. Commentary:The prescriptive design seismic displacement Friction tests are to be applicable to the general type of values omervatively bound nonlinear analysis results for roofing used for the project,such as a mineral-surfaced cap solar arrays on common roofing materials.The formuha is sheet or a type of Burgle-ply membrane material such as based on empirically brnmding applicable analysis results, EPDNL TPO,or PVC.It is not envisioned that different tests not a theoretical development. The Pyr Committee would be required for different brands of roofing or for concluded that limits on S�&or building height are not Ismall differences in roofing qpe or condition. 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 dice that is Piey 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 (978) 688.4900 • (978)688.5100 fax • www.paneiclaw.com Appendix B pane ffffff claw " STRUCTURAL ENGINEERS ASSOCIATION OF CALIFO�ZNIAAM between the solar array and the roof,the building official at initial building period,T,to a minimum of 2-0 seconds or ILL, their discretion may require increased minimaan separation, whichever is greater.The building is permitted to be modeled further analysis,or attachment to the roof. as linear elastic.The viscous damping used in the response Commentary:A member of factor;affect the potential that history analysis shall not exceed 5 percent_ frost on a roof surface will be present at the same time that a Each roof or ground motion shall have a total duration of at rare earthquake occurs,and whether such frost increases the least 30 seconds and shalt contain at least 20 seconds of Sliding displacement of an array.These factors include: strong shaking per AC 156 Section 6.5.2. €tre potential for frost to occur on a roof based on the For analysis,a three-dimensional analysis shall be used,and the roof motions 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 Commentary:Nonnruct ral components on elevated floors -the mmrber of hours per day and days per year that frost is or roofs of buildings experience earthquake shaking that is Prete different from 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 Pkr array to cause greater horizontal spectral acceleration at the natural period(s) of vibration of the building and smaller accelerations at other periods. 9. 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. regquirenvmts 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 with 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 7-10 displacement, which can be affected by longer period Chapter 13 design forces for non-st uchurai components on a motions. roof The analysis model or experimental test shag account for The meaning spectra defined o AC to are headband spectra meaning that they envelope potential peaks in spectral friction between the array and the roof surface,and the sRrpe acceleration over a broad range of periods of vibration, of the roof.The friction coefficient used in analysis shalt be representing a range of different buildings where non- based on testing per the requirements in Section 8. struct rA components could be located. Comparative For response history analysis or derivation of shake table test analytical studies(Maffei er al 2012)have sho am that the motions,either of the following input types are acceptable: use of broadband spectra provides a conservative estimate of (a) spectrally matched rooftop motions, or (b) rooftop the sliding displacement of solar arrays compared to response to appropriately scaled design basis earthquake ummodified roof motions. ground mations applied to the base of a dynamically repre- sentative model of the building supporting the PV array teeing For input method(b), appropriately scaled Design Basis considered. Earthquake ground 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 modal 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 inckide the portion for T> 0.77 seconds (Walters 2010,Walters 2012). (frequency<13 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 recitares a movement of unattadred components, so inclusion of a sufte of not less than three appropriate ground motions, Ivertical component is required. scaled in conformance with the requirements of Chapter 16 For shake table testing,it is permitted to conduct a three- 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 Saler Photovoltaic Arrays August 2012 Report SEAM PVI-2012 Page 5 PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax 9 www.paneiclaw.com Appendix B pane ffffff clawa STRUCTURAL ASSOCIATION OF •' vertical component, or a two-dimensional test with one commentar r:The factor of 1.1 used in defining the design horizontal component and one vertical comporwrit. In all seismic displacement is to account for the random cases the components of rrroSori stnafl be applied con. currently. uncertainty of response for a single given roof motion.This uncertainty is assumed to be larger for sticking/sliding Shake table tests stm9l appy the minimum of high-pass response than it is for other types of non-linear response fitterng to the input mations necessary for testing facility considered in struchual engineering.The factor is chosen by equipment capacities. Filtering shall be such that the judgment PV array displacements are comparable to those anatytically computed for unfilteredinput motions. If the input motions are high-pass filtered or if two-dimensional tests are Analytical and experimental studies of the seismic response conducted,the tests shag be supplemented with anayticei of unattached solar arra}-s.are reported by Schellenberg et al. studies of the tests to cafiNete the influential variables and (2012). three dimensional analyses to compute the seismic displacement for unfiltered input notions. Notation commentary: For some input motions and shake table facilities, input records may need to be high-pass filtered ap = component aail:fification factor(per ASCE 7) (remcivmg some of the low-frequency content of the record) Fp = component hork:ontal seismic design force(per so that the shake-table movement does not exceed the table's ASCE 7) displacement capuity. If filtering of motions is needed,it f = seismic importance factor for the building(per should be done in such a way as to have as little effect as ASCE 7) possible on the resulting sliding displacement. Comparatin2 analv-ses should be conducted to determine the effect of fp = component importance tactor(per ASCE 7) filtering on sliding displacement, after which unfiltered Rp = component response modification factor(per motions should be used in the analysis to determme the ASCE 7) design seismic displacement Sns = design 5%-damped spectral acceleration parameter If the shake table tests are rico-dimensional,the tests should at short periods(per ASCE 7) be used to calibrate comparable two-dimensional analyses, F = fundamental period after which three-dimensiomd analyses should be used to determine the design seismic displacement W, = total weight of the array,including ballast,on the side of the section(being ciiecked for If at least seven roof motions are used,the design seisrrriicc interconnection strength)that has smaller weir t displacement is permitted to be taken as 1.1 times the average of the peak displacement values(n any direction) W# _ +c weight providing normal force at the nom hearing locations from Vie analyses or tests.If fewer than seven roof notions are used,the design seismic displacement shah be taken as Am.v= design seismic dir:placemert of the array relative to 1.1 times the mmarnum of the peak displacement values from the roof the analyses or tests. /r Resulting values for drwv shall rot be less then 50%of the between the roof surface and solar array values specified in Section 6, unless lower values are validated by independent Peer Review. Structural Seismic Requirements for Rooftop Solar Photovoltaic Arrays August 2012 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 ofIndustrial Accidents I Congress Street, Suite 100 Boston,MA 02114-2017 �< www.mass.gov/dia o�M Sv.V9 Workers' Compensation Insurance Affidavit:Builders/Contractors/Electricians/�lumbers. TO BE FILED WITHTHE PERMUTING AUTHORITY. Please Print Le 'bl A licant Information Name(Business/Orga&ation/Individual): DLJ LCL Address: Ci /State/Zi �1`�p✓�i(� M A 029V3 Phone#: ty p ` Axe you an employer?Check the appropriate box: Type of project(required): ees(full and/or part-time).* 7. �NeW'constr6dt[On I.[�I am a employer with_em to P y 2-❑1 am a sole proprietor or partnership and have no employees Working for me in 8. Remodeling any capacity.[No workers'comp.insurance required.] 9. ❑Demolition 3.0 lam a homeowner doing all work myself.[No workers'comp.insurance required.] 10E]Building addition 4.❑I am a homeowner and will be hiring contractors to conduct all work on my property. I will 11.E]Electrical repairs or additions ensure that all contractors either have workers'compensation insurance or are sole ' bin re alts Or additions proprietors with no employees. 12T[j.Ptum-. g p S.Q I am a general contractor and 1 have hired the sub-contractors listed on the 11[]Ro6f repairs attached sheet. Lia l a� These sub-contractors have employees and have workers'comp.insurance.t 14 Other 6.❑We are a corporation and its.officers have exercised their right of exemption per MGL G. 152,§1(4),and We have no employees.[No workers'comp.insurance required.] *(any applicant that checkbox#1 must also fill out the section below showing their workers'compensation policy information: 's t Homeowners who submit•this affidavit indicating they are doing all work and then hire outside contractors must submit a new affidavit indicating such $Contractors that check this box must attached an additional sheet showing the name of the sub-contractors and state whether or not(hose entities have employees. If the sub-contractors have employees,they must provide their workers'comp.policy number. lam an employer that is providing-workers'compensation insurance for my employees. Below is the policy and job site information. Insurance Company Name: f'/ •�i'[ Expiration Date: Policy#or Self ins.Lie.#: 71 ly?A O)S 3 /4W ©S City/State/Zip: . Job Site Address: — Attach a copy of the workers' compensation policy declaration page(showing the policy number and expiration date Failure to secure coverage as required under MGL C.152,§25A is a criminal violation punishable by a Erne up to$1,500.00 and/or one-year imprisonment,as well as civilnt nnaiebe forwarded to the Office s in the form of a STOP O Investigations of the DIA.for insurance ER and a fine of up to 0 a day against the violator.A copy of thus statement y coverage verification. Y do Hereby ce fy nder the i d penalties of perjury that the information provided above is true and correct. Date: Si acme: Phone Official use only. Do not write in this area,to be completed by city or town official. Permit/License# City or Town: Issuing Authority(circle one): 1.Board of Health 2.Building Department 3.City/Town Clerk 4.Electrical Inspector 5.Plumbing Inspector 6.Other Phone#• Contact Person: Information and Instructions Massachusetts General Laws chapter 152 requires all employers to provide workers'compensation for their employees. Pursuant to this statute,an employee is defined as"...every person in the service of another under any contract of hire, express or implied,oral or written." An employer is'defuied as"an individual,partnership,association,corporation or other legal entity,or any two or more of the foregoing engaged in a joint enferpri'se,and including the legal representatives of a deceased employer,or the receiv6for trustee 6f an individual,partnership,association or other legal entity,employing employees..However the owner of a dwelling house having not more than three apartments and who resides therein,or the occupant of the dwelling house of another who employs persons to do maintenance,construction or repair work on such dwelling house or on the grounds or building appurtenant thereto shall not because of such employment be deemed to be an employer." MGL chapter 152,§25C(6)also states that"every state or local licensing agency shall withhold the issuance or renewal of a license or permit to operate a business or to construct buildings in the commonwealth for any applicant who has not produced-acceptable evidence of compliance with the insurance coverage required." Additionally,MGL chapter 152,§25C(7)states"Neither the commonwealth nor any of its political subdivisions shall enter into any contract for the performance of public work until acceptable evidence of compliance with the insurance requirements of this chapter have been presented to the contracting authority." Applicants Please fill out the workers'compensation affidavit completely,by checking the boxes that apply to your situation and,if necessary,supply sub=contractor(s)name(s),address(es)and phone number(s)along with their certificates)of insurance. Limited Liability Companies(LLC)or Limited Liability Partnerships(LLP)with no employees other than the members or partners,are not required to carry workers'compensation insurance. If an LLC or LLP does have employees,a policy is required. Be advised that this affidavit may be submitted to the Department of Industrial Accidents for confirmation of insurance coverage. Also be sure to sign and date the affidavit. The affidavit shouldlo be returned to the city or town that the application for the permit or license is being requested,not the Department of IudustrialAccidents. Should you have any questions regarding the law or if you are required to obtain a workers' compensation policy,please call the Department at the number listed below. Self-insured companies should enter their self-insurance license number on the appropriate line. City or Town Officials Please be sure that the affidavit is complete and printed legibly. The Department has provided a space at the bottom of the affidavit for you to fill out in the event the Office of Investigations has to contact you regarding the applicant. Please be sure to fill in the permit/license number which will be used as a reference number. In addition,an applicant that must submit multiple permit/license applications in any given year,need only submit one affidavit indicating current policy information(if necessary)and under"fob Site Address"the applicant should write•"all locations in (city or town)."A copy of the affidavit that has been officially stamped or marked by the city or town may be provided to the applicant as proof that a valid affidavit is on file for future permits or licenses. A new affidavit must be filled out each year.Where a home owner or citizen is obtaining a license or permit not related to any business or commercial venture (i.e.a dog license or permit to burn leaves etc.)said person is NOT required to complete this affidavit. The Department's address,telephone and fax number: The Commonwealth of Massachusetts Department of Industrial Accidents 1 Congress Street, Suite 100 Boston,MA 02114-2017 Tel. #617-727-4900 ext.7406 or 1-877-MASSAFE Fax#617-727-7749 Revised 02-23-15 wwwmass.gov/dia 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 $ 168,498 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 ACOR ® CERTIFICATE OF LIABILITY INSURANCE r ATE(MMIDD/YYYY) �� 9/1/2016 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED,the policy(ies) must be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy,certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER CONTACT Michael Laorenza MTM Insurance Associates PHONE (978)681-5700 Fax C No:AIC (978)681-5777 1320 Osgood Street E-MAIL ADDRESS:certificates@mtminsure.com INSURERS)AFFORDING COVERAGE NAIC# North Andover MA 01845 INSURERA:Nautilus Insurance Company INSURED INSURER B:Hartford Accident & Indemnity 22357 PowerOwners, LLC, DBA: Attn: Dan Leary INSURER C: 857 Turnpike Street INSURER D: Suite 233 INSURER E North Andover MA 01845 INSURER F: COVERAGES CERTIFICATE NUMBER:15-16 & 16-17 Master REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR TYPE OF INSURANCE ADDL SUBR POLICY EFF POLICY EXP LTR POLICY NUMBER MM/DD/YYYY MM/DD/YYYY LIMITS X COMMERCIAL GENERAL LIABILITY EACH OCCURRENCE $ 1,000,000 A CLAIMS-MADE ❑X OCCUR DAMAGE TO RENTED 100,000 PREMISES Ea occurrence $ BN961699 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 rJECTX POLICY F] PRO ❑LOC PRODUCTS-COMP/OP AGG $ 2,000,000 OTHER: $ AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT $ Ea accident ANY AUTO BODILY INJURY(Per person) $ ALL OWNED SCHEDULED BODILY INJURY Per accident $ AUTOS AUTOS ( ) HIRED AUTOS NON-OWNED PROPERTY DAMAGE $ AUTOS Per accident UMBRELLA LIAB OCCUR EACH OCCURRENCE $ EXCESS LIAB CLAIMS-MADE AGGREGATE $ DED I I RETENTION$ $ WORKERS COMPENSATIONPER OTH- AND EMPLOYERS'LIABILITY YIN X STATUTE ER ANY PROPRIETOR/PARTNER/EXECUTIVEE.L.EACH ACCIDENT $ 100,000 OFFICER/MEMBER EXCLUDED? ❑N N/A B (Mandatory in NH) 08WECCL7124 1/10/2016 1/10/2017 E.L.DISEASE-EA EMPLOYE $ 100,000 it yes,describe under DESCRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT 1$ 500,000 Bus Pers Prop $5,200 A Property BN961699 1/14/2016 1/14/2017 DEd $1,000 DESCRIPTION OF OPERATIONS/LOCATIONS/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 M Laorenza/LAURIN � -� ©1988-2014 ACORD CORPORATION. All rights reserved. ACORD 25(2014/01) The ACORD name and logo are registered marks of ACORD INS025 onunn ?6, Massachusetts Department of Public Safety 1 Board of Building Regulations and Standards License: CS-093806 Construction Supervisor DANIEL P LEARY n' 26 ANDOVER STREET ,. NORTH ANDOVER MA 01845 ? ' (—A-A l_�� Expiration: Commissioner 12/19/2017