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Home My WebLink AboutBuilding Permit # 11/18/2016 BUILDING PERMIT ��y Vacra7° TOWN OF NORTH ANDOVER ° APPLICATION FOR PLAN EXAMINATION - Permit NO:, Date Received m "0aM �a ,. s Date Issued: It - 1 �� r '_ . SacHose IMPORTANT: Applicant must cons lete all items on this page LOCATION Pant PROPERTY OWNER 69' eZ Print MAP NO: PARCEL: ZONING DISTRICT: Historic District yes no Machine Shop Village yes no TYPE OF IMPROVEMENT PROPOSED USE Residential Non Residential New Building [ One family i �Addition Two or more family Industrial IterationNo. of units: Commercial -- --.....------ I I Repair, replacement J Assessory Bldg Others: I Demolition Other C;+ Septic Ci Well [3 Floodplain 4:.I:Wetlands I_:I Watershed District i I Water/Sewer { Identification .Please Type or Print Clearly) OWNER: Name: t t Phone: 6( 2 - Address: ( 2 -Address: CCNTRCTOF Nave. Phone: _ to . l Address:I 8R t Supervisor's Constructionlicense: " ( Exp. Date: t Home Improvement License: , � 2,l 5V Epp, Date; ARCH ITECTfENGINEER fit Phone: ``? -- Address: a - r Reg. No. L-95p5' FEE SCHEDULE:BULDING PERMIT:$12.00 PER$9000.00 OF THE TOTAL ESTIMATED COST BASED ON$125.00 PER S.F. Toti Cheaclk No.: Cost: $ —Receipt No " E "21 000 — 7 TEs Persons contracting with unregistered contractors do not have access to the guaranty.fitn ! Sig ature, f tJ caner _ � Signature of ntractor ......... _ .. . 'T VAORTH onveof 0 a�_ L �.K. h ver, Mass, / / - ! p1 0 cac LAKE .cR '�' 400 Cl �s,4 pAr�o A ,�•�`l S U BOARD OF HEALTH Food/Kitchen PERMIT T LD Septic System THIS CERTIFIES THAT ... Y......... .�..�r,(ft.C.,............... . ., BUILDING INSPECTOR has permission to erect .......................... buildings on .... .q......y..r. .......S.T 0..................... Foundation Rough to be occupied as .........................5,v 100 .......PAq gft .S... ......L .�.' .�,�l...k.w..... 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 Fina] PERMIT EXPIRES IN 6 MONTHS ELECTRICAL INSPECTOR UNLESS C®NSTRY.d STAT Rough Service ..a. . . . .. ..................................... Final BUILDING INSPECTOR GAS INSPECTOR Occupancy Permit Required to Occupy Buildin Rough Display in a Conspicuous Place on the Premises — Do Not Remove Final No Lathing or Dry Wall To Be Done FIRE DEPARTMENT Until Inspected and Approved by the Building Inspector. Burner Street No. Smoke Det. µaftTfp 0 Town of North Andover `; v Machine Shop Village Neighborhood Conservation District Commission n'•' "" 1600 Osgood Street North Andover, MA 01845 aSsacHO's , -A-1--plication For ]EXCLUSION From Certificate to Alter Certain alterations are excluded frost.review by the Machine Shop Village Neighborhood Conservation District Commission in accordance with the Bylaw, Applicants for exempt projects must fill out the form below and subunit to the Commission Chairperson(contact info below), Date: -- Contact Name&Address: Project Address: Project Description (attach additional pages,if needed): 1 0?k? 67-j— 0.?7 tL ' -<' fir✓~ ,, C-Im— Exclusion From Review Requested For: ❑ 1. Interior Alterations existing conditions including materials, t design and dimensions, ❑ 2. Storm windows and doors,screen windows and doors. ❑ 9.Replacement of existing substitute '. doors,substitute siding or substitute ❑ 3.Removal,replacement or installation of windows with new materials that are gutters and downspouts. substantially similar to the existing t r, condition. ❑ 4.Removal,replacement or installation of window and door shutters. ❑ 10. Replacement of original fabric windows or doors with substitute ❑ 5.Accessory buildings of less than 100 windows or doors that maintain the square feet of floor area. architectural integrity with respect to form,fit and function of the original i ❑ 6. Removal of substitute siding. windows or doors. l9/ 7. t lb 7. Alterations not visible from a public ❑ 11, Reconstruction,substantially similar in way, exterior design,of a building,damaged or destroyed by fire, storm or other disaster, $. Ordinary maintenance and repair of provided such reconstruction is begun architectural features that match the within one year thereafter. r i MSV NCDC Page 3 Current Chair:Liz Fennessy,'77 Bim Street,tizettareunesr Cal ahou.con], i i NoerN ��Q4`ST44o d A��p Town of North Andover Machine Shop Village Neighborhood Consex vation Distzict Commission '• 1600 Osgood Street Norai Andover, MA 01845 ��Ssacwu�� Appfication For EXCLUSION From Certificate to Alter For Items 9, 10 or 11,provide the following documentation- Photos/drawings of existing doors, windows or siding, as applicable Description/Catalog Cuts of proposed rnater•ials to be used.for doors, windows or siding Platt and elevation of reconstruction for Item 11 Determination: t his project is determined to be exempt ❑not exellipt front review by the Machine Shop Village Neighborhood Conservation District Cotnntission. Projects that are not exempt must complete the Application for Certificate to Alter, available front the Building � Department and be reviewed by the Commission. Detennination made by: Lizetta M Fennessy Signature Neighborhood Conservation District Comrnisslon 4 November 2016 Date i i' 3 4 t d MSV NCDC Page 2 Current Chair:Liz Fennessy,77 Elan Street,lizettafennessy@Ynhoo,Gom, p e a K Yy W � l to 3 Y Nr n I I r LF l IN{4^4x=5 E I� 0 J Optimized by 1 Canadian Solar's SmartDC module features an solar i innovative integration of Canadian Solar's module technology and SolarEdge's power optimization r for grid-tied PV applications, By replacing the traditional junction-box with a SolarEdge power optimizer,the SmartDC module optimizes power output at module-level.With this . feature,the SmartDC module can eliminate the - module-level mismatch and decrease shading losses,Furthermore,the SmartDC module provides *Optional black frame module-level data to minimize operational costs available upon request and allow effective system management. KEY FEATURES ZS linear power output warranty years F Harvest up to 25%more energy from each module Maximizes power from each individual ='e ® fid; product warranty on materials module against potential mismatch risk '. years I and workmanship Decreases shading losses Easy installation,simple system design MANAGEMENT SYSTEM CERTIFICATES* r 3 Integrated smart solution,no need to ISO 9001:2008!Quality management system add Other accessories ISOITS 16949:2009/The automotive industry quality management system Enhances the shading tolerance ISO 14001:2004/Standards for environmental management system OHSAS 18001:2007/International standards for occupational health&safety Reduced BoS Costs Up to 11.25 kW--12,75 kW per string PRODUCT CERTIFICATES* allows for more modules based on IEC 612151IEC 61730:VDEICE different Inverters UL 1703/IEC 61215 performance:CEC listed(US) UL 1703:CSA Free module-level monitoring system Full visibility of system performance 1E\ i y y � � Free smart phone app for the monitoring System *As there are different certlfication regWrements in different markets,please contact your local Canadian Solar sales representative for the specific certificates applicable to the products in the region in which the products are to be used. More Safety ...........:.........:.................................................................................... ............. Automatic drop of DC current and CANADIAN SOLAR INC,is committed to providing high quality voltage when inverter or grid power solar products,solar system solutions and services to customers is shutdown around the world.As a leading manufacturer of solar modules and PV project developer with over 14 GW of premium quality modules deployed around the world since 2001,Canadian Solar Inc. (NASDAQ:CSIQ)is one of the most bankable solar companies worldwide. CANADIAN SOLAR INC. 545 Speedvale Avenue West,Guelph,Ontario N1 K 1 E6,Canada,www.canadiansolar.com,support@canadiansolar.com ENGINEERING DRAWING(mm) CS6P-265P-SD/I-V CURVES A A Rear View Fraine Cross Section ,° {I I I 35 ' 17kk7 I ' 7 7 I 44 I L I,� �',�>•`,,,,, ,�, Mounting Hole i �I , _. 9 I5 20 25 30 15 I I ° v ° r—r� �-v -1j I.. I k , 40 s 10 is zo 25 ao as 40 .500 l 890 Wiry 25°C 1� 4n ___902_._............_........... 609 wim, 45°C J00 lrtk' 65°C ELECTRICAL DATA/STC* MECHANICAL DATA Power Optimizer connected to a SolarEdge Inverter Specification Data CS6P 26OP-SD 265P-SD Cell Type - Poly-crystalline,6 inch Nominal Max.Power(Pmax STC) 260 W 265 W Cell Arrangement 60(6x 10) Nominal Max,Power(Pmax NOCT) 189. - -- - Open Circuit Voltage(Voc STC) 37,5 V 37.7 V Weight 19.1 kg - Output Voltage Range(Vout) 5-60 V 5-60 V Front Cover 3.2 mm temperedglass Max.Output Current(Imax) 15A 15A Frame Material Anodized aluminium alloy_ Max.Series Fuse Rating 20 A 20A J-Box IP65 -- .... ----__ _ Module Efficiency 16.16% 16.47% Cable PV1 F 1*6.0 mm'/952 mm Output During Standby Connectors MC4 (power optimizer disconnected 1 V Stand,Packaging 26 pieces,544 kg from inverter or inverter off) (quantity&weight per pallet) Under Standard Test Conditions JSTQ of irradiance of 1000 W/m2,spectrum AM Module Pieces 728 pieces(40'HQ) 1.5 and cell temperature of 25"C. per Container PV SYSTEM DESIGN TEMPERATURE CHARACTERISTICS 1 ph s Specification Data EU&APAC 3 ph 16 Temperature Coefficient(Pmax) -0.41 %-/'C Min.String Length 3 ph-MV 18 Temperature Coefficient Voc -0.31 %/°C Us& t ph — Temperature Coefficient(Isc)_ 0.053%/'C --- Canada 3p (2118 V} 10 Nominal Operating Cell Temperature 45±2°C __ 1 ph 20 19 - STANDARD COMPLIANCE EU&APAC 3 ph_ 43 42 EMC FCC Part15 Class B, Max.String Length 3 ph-MV 49 4$ — IEC61000-6-2 IEC61000-6-3 US& 1 ph 20 19 --- ----- — - Canada 3p(208 v) �23 22 PVOptlmlzerJ-Box EN50548,UL3730,1EC62109-1 - - (Class II safety) UL1741 1 ph 5250 ...._.... - - ---- - Fire SafetyVDE-AR-E 2100-712:2013-05 EU&APAC 3 ph 11250 - .... .. _........ — ................ .......... Max.Power per String(W) 3ph-MV 12750 PARTNER SECTION us& 1 ph 5250 Canada_ 3 ph(208 V) 6000 Parallel Strings of Different Lengths Yes Parallel Strings of Different Orientations Yes Operating Temperature -40°C-+85°C W Max.System Voltage 9000 V(IEC)1600 V(UL) Application Classification Class A Fire RatingType 1(UL1703) Class C(IEC61730) Power Tolerance —^ 0-+5 W �- CANADIAN SOLAR INC. Mar.2016,All rights reserved,PV Module Product Datasheet V5.4_EN ® Y,A KA A COMPANY 811, SOLECT ik �n 9 G r6F /y� z A� 7 a i F � � s Y ` gim t#�Y�Ari�6fika r��aC��8'�� 4��1 +� {'-;�r �G,c� •''/ �r��+n�"`�'°. ' y'� H p k E,!`,,-; R� pp s 4 r r & ,,.8 k'� _ ,.:�9 �... ,.R..,@, €.# fl I t''g ..fi l : ,3Y g stilt xr� Solectria's PVI 14TL, PVI 20TL,PVI 23TL., PVI 28TI., and PVI 36TL are compact, transformerless three-phase inverters with a dual MPP tracker.These inverters s come standard with AC and DC disconnects, user interactive LCD, and an 8-position ��➢ y string combiner. Its small,lightweight design makes for quick and easy installation 00 and maintenance.These inverters include an enhanced DSP control,comprehensive Y° H protection functions,and advanced thermal design enabling highest reliability and uptime.They also come with a standard 10 year warranty with options for 15 and 20 years.Options include web-based monitoring, shade cover, DC/AC disconnect covers, n � �r DC combiners bypass,and roof mount array bracket. itous ............ E ...... Q_ sr r A i I it O Absolute Maximum Open Circuit Voltage 600 VDC 1000 VDC 0 Operating Voltage Range(MPPT) 180-580 VDC 260-580 VDC 300-900 VDC 280-950 VDC Max Power input Voltage Range(MPPT) 300-54OVDC 300-55OVDC 480-80OVDC 500-800 VDC 520-800 VDC a MPP Trackers 2 with 4-fused inputs pertracker o F Maximum Operating Input Current 25 A per MPPT(50 A) 35 A perMPPT(70A) 25 A perMPPT(50A) 29AperMPPT(58A) 34AperMPP7(68A) 5 Maximum Short Circuit Current 45 A per MPPT(90 A) 45.5 A per MPPT 41 R per MPPT(82 A) 48 A per MPPT(96 A) 60 A per MPPT (91 A) (120 A) Maximum PV Power(pefMPPT) 9.5 kW 13.5 kW 15.5 kW 19 kW 27 kW SZtrike Voltage 300V 330 V �ar.,.r .:�:�� 5 f�'u,�z�.:...,::. t Nominal Output Voltage 208 VAC,3-Ph 480 VAC,3-Ph 0 AC Voltage Range(Standard) -12%/+10% Continuous Output Power(VAC) 14 kW 20 kW 23 kW 28 kw 36 kW F Maximum Output Current(VAC} 39A 25.5 A 27.7 A 33.7 A 43.3 A a Maximum Backfeed Current 0 A b a Nominat Output Frequency 60 Hz a Output Frequency Range 59.3-60.5 Hz(adjustable 55-65 Hz) 57-63 Hz Power Factor Unity,)0.99 Unity,>0.99 Unity,a0.99 (10.8 adjustable) (10.9 adjustable) (10.8 adjustable) r" a Total Harmonic Distortion(THD)@ Rated Load <3% Grid Connection Type 30+/N/GND ,, ,. ,rJ ��^,-°fy rd 3„;-°„-`' r ,.�''�”.. ....",,�i. ?.. ^d"�,^..5,',' ��:-�rar�;y„^"?�y”,"�„i �,,:�, :•�s� ��G:.�H,� ,�. :��'z�y��,.vM,,,�'✓ate 4��,� ,�� ti,�w wJ �3!.. �.,�-'�ry vi a r�,a�.� .��°..�,/�,�r�f�.�r- .,�:�r sW_._�^r,��N"��„�r�.'� .G'�.�w�� , '�,,s�� x7-��C""� �....,�P.. '''i�«��''✓�;'��/rr?a^��s�� 3+,'�'��TM.', �', ^'y;;�v,;�� Peak Efficiency 96.9% 97,4% 98.6% 98,5% CEC Efficiency 96.0% 97.0% 98.0% a 0 Tare Loss 4 W 2 W 1 W " IN IRAN or . 15or30A 8 Fused Positions(4 positions per MPPT) 15 A(fuse by-pass available) (30 A only for combined inputs) k,.. .w�., .:..:,.r":?.a....:'�. ,. ...a?.. ^w",:;,.,,,� ;,�,,.w?..,✓��.F .; :,9��',��.��;r�'..,..:..::�h r"e"al.,;�. �c„.�i�..s��::�.��:_:e 'a,�^ ':;a'}"..�;r`;,.�.-.�-.�, �1� 5t „�C�.'�Ta..✓,�;z,''�s.,.,.>._.za'.,. Ambient Temperature Range -13°F to+140'F(-25"C to+60°C) -13°F to+140°F(-25°C to+60°C) Derating occurs over+50°C Derating occurs over 4451C Storage Temperature Range -22°F to+158°F -58°F to+158°F (-30°C to+70°C) (-40°C to+70°C) Relative Humidity(non-condensing) 0-95% Operating Allitude 13,123 ft/4000 m(derating from 6,562 ft/2000 m) f�y _>.K,✓ '.:°-:,: a-'�,t,,. '--,�#��.� .:,:-� � ,,.�T ),i`5 ";:. s:'b�"",�.,-^�' �;� �',,.",M .:�::a:".I�..�' '� .-;+,�,I s.r,p a _ r tg-;a�"� �3 dF.�t if � r � ,�r�,/'.z,,� ��?:�w��-':-'"';�,, .,��^ c,.-;. .��;z,�..a .,-,,-"z,. '„�%�s ��"�”�r'� �" �.'.,,."�:r,"'2�� ,�;�a'-z,a�✓' ��-' ti '.� �� K ��..;..r., i,': ""�s: � �.',�.;.�.,,.�✓.�,','��„�id:.,::.:,:�.�.'�''"a�l�::w''"°"� .. .�'.�� Me�',�i,�'�,""�” .'3?�.�'-?� m � �'';M',y.'�-�' �`m�.^ �"�,., ::,.�'�. �` Optional SolrenView Web-based Monitoring Integrated Optional Revenue Grade Monitoring External External Communication Interface RS-485 Modbus RTU ,:��._:�,: �.,.......��,r.✓r,�.y:,.....=, .,,.�"F_' „:,�. �:rr,�"*,"� ��.�">,�Y^'. /'r,'�.�„�.:.." .��.».'�, ��r��'rY:..:,�„r.'�' r�'�.�:.r'� -,.�.�,.c�?�:�r�'.�':;�s��:cn,:l'�9i'w _ ..YE'mow...;'?�- `� Safety Listings&Certifications UL 1741/IEEE 1547,CSA C22,2#107,1,FCC part 15 9 Testing Agency ETL s2".,.," 'J%r�.::�..r95 l n✓�' �U ��:.s ;+.�;,vr:,r+,�xu,.,^'?sN'�:'� .:✓:'�'; z,^� s X":, v -"�`�,e.,v� ', '�:, a ,✓e-�. ,�..��x .-�, .,ri,� ...s..✓i^ .r .,,t.�l?� „y 3�./�) s�� '.,,�> ' .:,, "�' '�-C,�,''r�a� ,,.kyr! 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(1057 mm x 544 mm x 216 mm) (1001 mm x 600 mm x 232 mm) Weight 141 lbs(64 kg) 132 lbs(60 kg) 104 tbs(47.2 kg) 124.5 lbs(56.5kg) Enclosure Rating Type 4 Enclosure Finish Polyester powdercoated aluminum L I 'I'11 AYASKAWACOMPANY www.solectria.com [ inverters@solectria.com 1 978.683.9700 I �I 1 Threemain components (six with.the push pin E nut) : Y w i Mp , .. I r s E ...... ....... d aye ........... Rap4 ..................... - system" deployment � r , b 0 niversa I dU I Clamp ff) Increased design flexibility More ballast capacity Validation Summary Mry =r Fire Tested for commercial rooftops SEAOC Seismic Compliant Wind Tunnel and CFD Tested UL 2703 Qualified, Bonding/Grounding Structurally tested . . ............... T Design, LLC Structural Engineer 1248 Randolph Avenue, Milton, MA. 02186 quoctuanpeggmail.com Phone: 617-797-6637 October 11, 2016 Town of North Andover Building Department 1600 Osgood Street Building 20, Suite 2035 North Andover, MA 01845 Re- Existing roof structure 39 High Street North Andover, MA. To the Town of North Andover building inspector; Based of roof structure inspection and assessment on October 6, 2016, 1 certify the existing roof structure located at 39 High Street,North Andover, Massachusetts will adequately support the additional loads of the new solar PV system in accordance with the 8"' Edition of the Massachusetts Building Code and 2009 International Building Code, The following loads were used to calculate the capacity of the roof system. 1. Roof Dead load =4.0 psf 2. Collateral load ^2.0 psf 3. Ground snow load= 50.0 psf (Control) 4. Minimum design snow load=30 psf 5. Wind speed=100 mph 6. PV solar panel weight = 4.8 psf Note: All loads are based on latest 780 CMR dated 1131/2014. If you have any questions, please call me at 617-797-6637. Regards. 'NiA OF Ma�9 TUAN NGUYN �+ STRUCTURALTuan No.45563 (Structugral Engineer License 45563)uyen �,� orsrE OIrAL Job No. 16-242-1220 Sheet No. Cover By MJS/PGS Date 11/10/16 CARUSO TURLEY CLIENT: SCOTT Panel Claw '/`7 consulting 1570 Osgood Street structural Suite 2100 engineers North Andover, MA 01845 1 MCS t TURLEY No.34880 Cn r. PROJECT: ('7STEY a RCH 39 High Street �p+vaL 39 High Street North Andover, MA 01854 ' YOUR VISION IS OUR MISSION PARTNERS Richard D.Turlay,PE Paul G.Scott,PE,SE Sandra J.Herd,PE,SE GENERAL INFORMATION: Chris J.Atkinson,PE,SE Thomas R.Morris,PE BUILDING CODE: MA State Building Code, 8'h Ed Richard A.Dahhnann,PE' ASCE 7-05, with SEAOC PV1-2012 and PV2-2012 1215 W.Rio Salado Pkwy. Suite 200 Tempe,AZ 85281 T:(480)774-1700 F:(480)7741701 www.ctsaz.com Date: November 10, 2016 Mr. Peter Bannon Panel Claw 1570 Osgood Street, Ste 2100 North Andover, MA 01845 RE: Evaluation of Pane[Claw system CARUSO TURLEY Project Name: RCH 39 High Street SCOTT CTS Job No.: 16-242-1220 consulting structural Per the request of Peter Bannon at Panel Claw, CTS was asked to review the engineers Panel Claw system with respect to the system's ability to resist uplift and sliding caused by wind and seismic loads. Wind Evaluation: Panel Claw has provided CTS with wind tunnel testing performed by I.F.I (Institute for Industrial Aerodynamics) at the Aachen University of Applied Science. The system tested was the "Polar Bear 10deg Gen III HD" system. This system consists of photovoltaic panels installed at a 10 degree tilt onto support assemblies. The support assemblies consist of a support frame for the PV panels, wind deflectors and areas for additional mass/weight as required for the ballast loads. YOUR V1SIO N IS OUR MISSION The wind tunnel testing was performed per Method 3 in Chapter 6 of ASCE 7-05. PARTNERS The parameters of the testing were a flat roof system in both Exposure B and C Paul .Soot,iey,PE on a building with and without parapets. The testing has resulted in pressure PauIG.Scoflrd,PE, and/or force coefficients that were applied to the velocity pressure SandraJ.Herd,PE,SE lap y p qZ in order to obtain the wind loads on the PV system. From the wind load results it is then Chris J.Atkinson,PE,SE possible to calculate the ballast loads required to resist the uplift and sliding Thomas R.Morris,PE forces. Richard A.❑ahimann,PE Panel Claw has provided CTS with the excel tool that was developed to obtain the uplift and sliding forces. CTS has reviewed this tool and the wind forces obtained to find that the amounts of ballast and mechanical attachments provided are within the values required. Furthermore, CTS agrees with the methodologies used to develop the uplift and sliding forces for the "Polar Bear 10deg Gen III HD" system per the wind tunnel testing results. Seismic Evaluation: CTS was asked to review the Panel Claw system to determine attachments required to resist seismic loading of the ballasted solar support system on the roof of the existing building. Following IBC Load Combination 16-15 and ASCE Section 12.14.3.1, the Dead Load value has been reduced by subtracting the vertical component of the seismic forces (0.6D - 0.14Sda*D). The contribution of friction has been further reduced by a factor of 0.7 in accordance with 1215W.Rio Salado Pkwy. recommendations from SEAOC PV1-2012. Suite 200 Tempe,AZ 85281 Utilizing this method, calculations have been provided for the number of T:(480)774.1700 mechanical attachments that are required to resist seismic forces that are applied F:(480)774.1701 www,ctsaz.com to the system. These calculations have determined that the friction generated from the ballast is sufficient to resist the seismic forces, and that no mechanical attachments are required. Conclusion: Therefore, it has been determined that the system as provided by Panel Claw is sufficient to resist both wind and seismic loads at this project. Please contact CTS with any questions regarding this letter or attachments. CARUSO TURLEY Respectfully, SCOTT consulting structural 'CHWO D. ruALEY engineers syme-ru"AL No.34800 /STVE NAL Matthew Schmitt, EIT, MSE Richard D. Turley, PE Structural Designer Partner YOUR VISION IS OUR MISSION PARTNERS Richard D.Turley,PE Paul G.Scott PE,SE Sandra J.Herd,PE,SE Chris J.Atkinson,PE,SE Thomas R.Morris,PE Richard A.Dahknann,PE 1215 W.Rio Salado Pkwy. Suite 200 Tempe,AZ 85281 T:(480)774-1700 F:(480)774.1701 www.ctsaz.com 11/9/2016 Partner Name: Solect Energy Project Name: RCH 39 High Street Project Location: 39 High Street North Andover, MA, 01845 Racking System: Polar Bear III HD N� I iX y✓N v,o tlfl�� TM Structural Calculations for Roof-Mounted Solar Array Submittal Release: Rev 2 Engineering Seal tw "TUFAL TtJL cn yNo.3A 01YAL PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900-(978) 688.5100 fax-www.panelclaw.com pane11/9/2016 c awo 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 far Point Loads 8 6.3 Point Load Summary 9 7.0 Design Loads-Seismic 10 7.1 Seismic Load Data 10 7.2 Seismic Design Equations 10 7.3 Lateral Seismic Force Check 11 7.4 Vertical Seismic Force Check 12 PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900- (978) 688.5100 fax-www.panelclaw.com paneffffff 11/9/2016 c arw@ Appendix: A. I.F.I 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.panelclaw.com pane11/9/2016 c awe 1.0 Project_Information: 1.1 General: Project Name: RCH 39 High Street Project Locaton: 39 High Street Forth Andover, MA,01845 Racking System: Polar Bear III HD Module: Canadian Solar CS6P-265 Module Tilt: 10.40 degrees Module Width: 38.66 in. Module Length: 64.49 in. Module Area: 17.31 sq.ft. Ballast Block Weight= 34.00 lbs. 1.2 Building Information: Max Roof Height(h): 35 ft. Length(L): 43 ft. Width(B): 315 ft. Roof Pitch: 1 degrees Parapet Height: 0 ft. Roofing Material Attachment: Fully Adhered Roofing Material: EPDM Coefficient of Static Friction(A); 0.54 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): 0.32 1s 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 pane 11/9/2016 claw 2.0 Snow Load: Snow Calculations per ASCE 7-45, Chapter 7 2.1 Snow Load Data: Ground Snow Load (Pg) = 50.00 psf (ASCE, Figure 7-1) Exposure Factor(Ce)= 1 (ASCE, Table 7-2) Thermal Factor(Ct) = 1.2 (ASCE,Table 7-3) Importance Factor(Is) = 1 (ASCE, Table 7-4) Flat Roof Snow Load (Pf)= 0.7*Pg*Ce*Ct*Is= 42.00 psf Snow Load on Array(SLA)= 42.00 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= 17.31 sq.ft. Module Tilt= 10.40 degrees Amp = 17.03 sq.ft. SLM = A7,o *SLA = 715.24 Ib PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900-(978) 688.5100 fax-www.paneIclaw.com 2 pane 11/9/2016 claw� 3.0 wind_Laad• Wind Analysis net ASCE 7-05:Method 3-Wind Tunnel Procedure,Section 6.6 3.1 Wind Load Data: Basic Wind Speed(VDIt)= 100 mph fASCE,rig.,6-1) Exposure Category: C fA5CE,3-6.5.6.3) Topographic Factor(K2t)= 1 (ASCE Fg.6<) Directionality Factor(Kd)= 0.95 fast¢,rack 6 4 Exposure Coefficient(KZ)= 1.01 (ASCE Tabla 6-37 iw= 1.00 MRI Reduction= {7.93 rT bk c6-7) Velocity Pressure(qz)=0.00256*Kz*Kzt*Kd*Va2*lw*MRI12-19.01 PSF (ASCE,fgn6fs) 3.2 goof/Array Zone Man: ffi I For west winds with wind directions tram 48W to 960*. I -� � Fw iu.,r+..�rv.�.-.'d nl i'...x.�c rtr..�0'W r6�'•o�f m+. vw o .r :�.1'!er N setha-k n North edge ;� '.-:6+ta,s« "��d : es i.r>•:�1haa iieen -.:¢ten hteri«..,. .Criierwr.�, ' a= G woo er row rser taw, r,en.,res oxi raw Amar mw. r htarwr b,le,ku..., >3siy/my lnlen�Y 'Yrtxvlar b IvnaY - xuasw,r { »„ ner row is row �r er mw ror raw ro+v ener rv« nisei« �y,ters« m e+sor � r,terior.C j �' s mw row rkrN ow ot, rav you taw osa i,. row- ta;ty a ennY-� s t sx,r.'; ,4�tE19r�'pi?,}a,�. ion+rAurcar {asar rt tray Morey a:ag'mr 'toldr kvrcar 4e VVi^!'ar xim y fq-y.1 ar Nieri. .. Iwnr enrrnr .:lf, k}: ,loryr m'air 'ir>nb r:.mrv. i o-iffier nwa e081-ft trmr: -, � �a c rrvar a rvn � � $ tsc4#, aassar=5r htnrr«- nE<nar � �� .IiU='q asr sir �. _a r t m„ aw :nor•rev tar rosy, r t L, i,yHn asws�r kderi..� yrsoil ' ,.4r.irva y j druarFnv- �•oss _'.c) .. r,ew.. :ow rcw =sr:t-aua snteror rnrarro?:.:'..: MaHor in^1Y;MnrrnY foniv rcn nr tnnH tr ar«.ny e r «.r,tet s ow ri ser rosy nx raw . ner rmrr ermvr amrprmw rcr raw d 9 "i at-isR hten« ■nteaer;.� erbr3 .'1-at�sh :'._ se:oar agar 9 6r g sn9r row .rim rnw ner rrnv Sf,?osr rreFrow er row rxx r.ru a er.ww nrw sow nZZw{en"".nr :1'xg«,a#ra r,nar,rw t�xr tf ' >•,�i„f� . . e r,=r.row . :,sarrs'w gr.raw na�rrrx ince nrw rn. ,. ..::-: ssmrmr ')- tntrrsor: . nA tl n do ,.-. m'uM1•nn •Y,ea xsrwr . mn = .. r r row v It-kir ,b,Lestae �ti3-ifn lntar<w wea a Asn w w ..)� aom rAw aeum rwa ,io ra.a � sn raw sm+ mw 'faf ath - t roue � anters�..... in(n�lae, fs.4n min« trerioror setback a South edge n�]y'n esrynureag l�r,yay 1., La Lr La Typical Roof Zone Mapping for West Winds with Directions from 190'to 360° Roof Zone Map Dimeniens per IFI Wind Tunnel Study Height Ift) Ll(ft) L2(ft) L3(ft) :::[: ft)4 ) LS( L6(fti L7(it) 19(ft) Velocity Pressure{qz) 35.0 A3.00 4.00 43.00 0.00 44.21 49.21 36.09 180.A9 19.01 PSF 3.3 Wind Design Equations: WL.rnfet—a re=4zAmCfz,uplift WLslidenglmaduse=R:A.Cfxvsudrne Where qz=Velocity Pressure (Ref.Pg.3,Wind load) Am=Module Area (Ref.Pg.1,Project Information) Cfz and Ctxy=Vary and related to wind zone map (Proprietary Wind Tunnel CoeffrciEnts) PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900-(978)688.5100 fax-www.panelclaw.com 3 pane ffffff 11/9/2016 c aw 4.0 Design Loads-Dead: There are two categories of dead load used to perform the structural analysis of the PanelClow 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= 5.00 PSF Array Information ResuRs .un-r rray nn Sub-Array Numbers of DLC Sub Array Sub-Array Rod PressQre(DLA) No. modu€es DLC)lbs.} DLA(lbs.) (lbs.)/module Area Irt"2) Pre55ure)DLC){psi} (pst) Acceptable? 1 109 6,352 13,050 58 2,649 2.40 4.93 Yes 2 116 6,687 13,861 58 2,812 2.36 4.93 Yes 3 83 4,777 9,027 58 2,013 2.37 4.43 Yes 4 152 8,628 18,114 51 3,651 236 4.96 Yes 5 1 168 9,SS219,344 57 4,044 2.36 4.75 Yes Tatais: G20 35,996 73,396 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.panelclaw.com 4 pane11/9/2016 C awo 4.0 Desien load - Dead_(CQnA,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: Quantit NORTH SUPPORT= 2.02 lbs. 48 SOUTH SUPPORT= 1.85 lbs. 48 STANDARD SUPPORT= 2.32 lbs. 170 LONG BALLAST TRAY= 7.14 Ibs. 112 SHORT BALLAST TRAY= 3.99 lbs. 42 CLAWS(2)= 3.88 lbs. 109 MECHANICAL ATTACHMENT= 0.48 lbs. 20 MA Bracket= 2.32 lbs. 20 Canadian Solar - CS6P-265= 39.68 lbs. 109 Ballast Weight: CMU Ballast Block= 34.00 lbs. 197 4.3 Module Assembly Dead Load Calculations Arra 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)= 6352 Ibs. Module Assembly Dead Load (DLG)= Components Array Dead load (DLC)/#Modules= 581bs. PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900-(978) 688.5100 fax-www.panelclaw.com 5 n le AFAFAF 11/9/2016 p a claw 5.0 Design Loads-Wind. 5.1.1 Global Wind U li tSummarTable: The necessity to add mechanical attachments can arise for several reasons.Building code requirements,roof load limits and array shape all may come into play when determining their need.The table below provides the mechanical attachment requirements for each sub-array within this project. Assumed Allowable Mechanical Attachment Strength= 350.00lbs. Applied Load Resisting Load Code Check Sub-Array W=Total Wind DL=Total Quantity MA MA Capacity Calculated No. Uplift(lb) Dead Load lib) Provided (lb) Factor of Safety* Check 1 10,432 13,050 20 7,000 1.92 OK 2 9,765 13,851 8 2,800 1.71 OK 3 5,031 9,027 0 0 1.79 ox 4 11,816 18,114 5 1,750 1.68 Ox 5 12,218 19,344 0 0 1.58 OK Totals: 49,]ri?IVs. 73,3561bs. 33 1I,55016s. Table 5.1 Summary of Mechanical Attachment Requirements 6,ck calculated factor of safety provided to determine factor of safety appilad to dead load In lieu of 0,6 in ASCE 7O5 equation 7,BACK CALCiUATED 5AFETY EAC'EOB=(DEAD LOA0WECHANICAL A7TAC"h%Nf)(WINO LOAD PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900-(978) 688.5100 fax-www.paneiclaw.com 6 paneAFAFAF 11/9/2016 claw 5.0 Desitin oads-Wind lCont.) 5.1„2 Global Wind Shear Summary Table: Lssumed Allowable Mechanical Attachment Strength= 350.00lbs. 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(Ib) Provided (lb) of Safety* Check 1 6,015 3,212 13,050 20 7000 1,68 OK 2 5,124 2,930 13,861 8 2800 1.58 OK 3 1,414 954 9,027 0 0 2.94 OK 4 6,234 3,580 18,114 5 175D 1.54 OK S 6,106 3,513 19,344 0 0 1.53 OK Totals: 2a,M 11 S. ta.taD Ibs. 73,3Hs ma 33 I155o Table 5.2 Summary of Mechanical Attachment Requirements. k Sack calculated factor of Safety provided to determine factor of Safely applied to dead load in lieu.10,6 in ASCE 7AS equation 7,BACK CAt[LUATED SAFETY FACTOR-(DEAD LOAO.MELHANICAL ATTACHMENT)/((WINO LOA0/FNICn0Ny.WIND UPLIFT) PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900-(978) 688.5100 fax-www.panelclaw.com 7 pane11/9/2016 G awe 6..0 Design Loads -Downwe� 6.1 Downward Wind Load Calculation: WLin = gz *Am *Cf, *COS 8 Where: qz= 19.01 psf (Ref. Pg. 3, Wind load} Am= 17.31 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) WLi„ = 366 lbs./module Contact Pad by Location-. A= Northern B= Northern C= Interior D= Interior E= Southern F= Southern 6,2 Racking Dimensions for Point Loads: f, Inter-Module Support 45.47 in. Spacing= 20.02 in. Inter-Column Support -( Spacing= A A ;I �i Typical Array Plan View (Section A-A on Next Page) PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900-(978) 688.5100 fax-www.panelclaw.com 8 p a n eAffiffAr 11/9/2016 c awo 6.0 De5om Loads Downward(CONT 1_ 6.2 Racking Dimensions for Point Loads(Cont,): Tray 1:4 Tray 2:0 Tray 3:4 Tray 4:4 Tray 5:4 19° X1 X3 X1 X3 X2 17.5" y.. A B C D E F G H I Section A-A Distances Between Supports(Unless Noted}: X1=32.24 in. X2=14.33 in. X3=20.00 in. 6.3 Point Load Summary: DLsys= 5B Total DL= (Varies on location and ballast quantity) Sim= 715 Ibs./module Min= 366 lbs./module Extreme Point Load Summary Table load combinations(ASD) Location LoadDL+SLrn DL+'wiin DL+0.75XSLm+0.75XwLin Nurttiern A 142 lbs. 98 lbs. 154 tbs, NorEherrl B 119 lbs- 76 lbs. 131 tbs. 239tbs. 151 tbs. 263 lbs. lnt2.[)Qr ,A ., 216 tbs. 129 lbs. 240 lbs. fntetror 5 239 lbs. 151 tbs. 263 tbs. 1nteE�or F 216lbs. 129 tbs, 240 lbs. SoiitheCrl. C�. 64 tbs. 35 tbs. 72 tbs. SOu15en1, H 98 lbs- 69 lbs. 106 lbs. Svu►kern I 98 tbs. 69 lbs. 106 lbs. For.Checking E -^> 1432 lbs. 908 lbs. 1576 lbs. Table 6.1-A Extreme Point Load Summary Ballast Block Point Load Summary-(LB/Single Block Applied at Tray Location) Point Loads(Ib/single block)at each Tray Location Location Tray 1 Tray 2 Tray 3 Tray 4 Tray 5 Nor(hern A ., 1i tbs. Nortki�rn t3 6 tbs. 171bs. lntriar C 11 ms, i)iYerior D 6 tbs. 1ne Yior C 11 tbs. In'iertor F, - 6 tbs. 'SQatki�rrt � . �S4. fhern.. H 9 tbs. .Southern l .. 91bs, Table 6.141 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 11/9/201 6 c aw 7.0 Design Loads.-5e1�c 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: B (ASCE,Tables 11.6-1 and 11.6-2) Short Period Spectral Resp. (5%) (Ss): 0.32 (Ref. Pg. 1, Project Information) 1s Spectral Response (5%)(51): 0.075 (Ref. Pg. 1, Project Information) Bldg. Seismic Imp. Factor(le)= I (ASCE,Table 1.5-2) Site Coefficient(Fa) = 1.544 (ASCE,Table 11.4-1) Site Coefficient(Fv)= 2.4 (ASCE,Table 11.4-2) Adj, MCE Spec. Resp. (Short) (Sms)= Fa*Ss= 0.49408 (ASCE, Eqn. 11.4-1) Adj. MCE Spec. Resp. (1 sec.)(Sml)= Fv*S1= 0.18 (ASCE, Eqn. 11.4-2) Short Period Spectral Response (Sds)= 2/3(Sms) = 0.32 (ASCE, Eqn. 11.43) One Second Spectral Response(Sd1)= 2/3(Sm1)= 0.12 (ASCE, Eqn. 11.44) 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) _ V wp 1+ 2 Q)) (ASCE, Eqn. 13.3-1) I� FPj,min = 0.3SDSIpWp (ASCE, Eqn. 13.3-3) FPLmnx = 1•6SDSIpWp (ASCE, Eqn. 13.3-2) Vertical Force (Fp„) = ±[0.20SDSW2,] (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 PVI-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 pane 11/9/2016 claw 40 7.3 Lateral Seismic Force Check: The necesity to add mechanical attachments can arrise for several reasons.Building code requirements,roof load limits and array shape all may come into play when determining their need.The table below provides the mechanical attachment requirements for each sub-array within this project. Assumed Allowable Mechanical Attachment Lateral Strength= 350 Nomenclature: WP=Sub-Array Weight FPL=Lateral Seismic farce FRL=Lateral Seismic Resisting Force Array Information Lateral Force Verification Results Sub-Array 0.7 FPL-FAL MA's MA's No. W (Ibs.) FPL(lbs.) FRL(lbs.) (lbs.) Required Provided Acceptable 1 13,050 2,063 2,732 -1,288 0 20 Yes 2 13,861 2,191 2,902 -1,368 0 8 Yes 3 9,027 3,427 1,890 -891 0 0 Yes 4 18,114 2,864 3,793 -1,788 0 S Yes S 19,344 3,058 4,050 -1,409 0 0 Yes Totals: 7339616,. 11644Ibs. 15357 lbs. -724416,. 0 33 Table 7.1-Summary of Mechanical Attachment Requirements *MA's Req.imd=o.7 Fp!-rRM1MA strength PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900- (978) 688,5100 fax-www.paneiclaw.com 11 pane 11/9/2016 claw" 7.0 Design Laads-Seisink tCpjlQ 7.4 Vertical Seismic Farce Check: Assumed Allowable Mechanical Attachment Vertical Strength= 350 Ibs. Nomenclature: WP= Sub-Array Weight PPV- Vertical Seismic Force FRV= Vertical Seismic Resisting Force Array Information Vertical Force Verification Results 0.7 Fav-Fav Required Total MA's Array No. Wp(lbs.) Fav(Ihs-) Fnv(lbs.) (lbs.) MA's Provided Acceptable 1 13,050 860 7,830 -7,228 0 20 Yes 2 13,861 913 8,317 -7,677 0 8 Yes 3 9,027 595 5,416 -5,000 0 0 Yes 4 18,114 1,193 10,869 -10,033 0 5 Yes S 1 19,344 1 1,27A 11,606 -10,714 0 0 Yes Totals: 4835 Ibs. 44037 lbs. -40653 Ibs. 0 33 Table7.2-Summary of Mechanical Attachment Requirements s MRs Requlred=0.7FPV-FRVIMAstrength PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978)688.4900-(978)688.5100 fax-www.panelclaw.com 12 ' ane 11/9/2016 pffffffclawo' Appendix A PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 588.4900 • (978) 688.5100 fax 9 www.panelclaw.com Appendix A 11/9/2016 pane ffffff awo F H Kochsiftle Aachen client, PanelClaw Ino.,North Andover,MA 01845.USA Report No,: PCM1 1-5 Date: 02125Y2016 Wind 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 Revived by: Prepared by: Dr.-Ing.Th.Kray Dipt-Ing,(FH)J.Paul (Heav rAf (Ccoswlaea fnF:asvad load r3) pklvE�eld baykig? A uet. I.-CPR 0"I'tT, i:o-ponS'. •.,T'ia:aEt"�[52'J+ ?::,1 V:"a }?i. .q:i NO.7, C'k"nul P pxk1xM Act!M'-.2 PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978)688.4900 * (978) 688.5100 fax a www.panelclaw.com Appendix A 1 ane 11/9/2016 pffffffclaw 'D c V_ H kb=.ri !.F-1.fnstihrt fsir Industrie-aerodynamik GmbH -2- Wind 2-Wind tunnel test;, were conducted on the "Poiar Bear 10deg teen lit HQ" solar ballasted roof mount system of PaneiCtaw Inc. The tests were performed at 1-1`.I. Institut fur Ind ustrieaerodynamik GmbH (institute for Industrial Aerodynamics), Institute at the Aachen University of Applied Sciences in accordance 'Allth the test procedures described in ASCE 7-05, chapter 6.6 and in accordance with the specifications of ASCE 49-12. The array assemblies of the solar ballasted roof mount system 'Polar Beat 10deg Gen Iii HD'-with tilt angles of 10deg'are depicted in Figure 1 and Figure 2. The systern is available in fully deflected and partially deflected configurations. y r „p. lJ F > S Figure 1: Army assernUy &the Fully ud0vded War baltasted runt mount system Tbiar aear 10deg Caen I ll HU"v i€h a rnodule tit angled 10deg Testing was carried out with a suffaco roughness of the fetch in the boundary layer wind tunnel equNalent to open country(Exposure C according to ASGE;BEI 7-05) and for a total of 11 building configuraticns 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 close-up of the Polar Bear 10dog Gen Ill HD.solar baltasted roof mount system is Report No.1 PCM 10-3 Wind loads on the solar ballasted roof mount system„Polar Bear 10deg Gen III RD"of PanelCiaw Inc_ Design wind loads for uplift and sliding according to the ASCE 7-05 PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900 9 (978) 688.5100 fax a www.paneiclaw.com Appendix A pane11,9,201 aver F' H E.F.l.Institut Fur Industrieaerodynamifc GmbH -3- depicted- 3-depicted-Pressure coefficients were provided for normalized loaded areas of varying size. W.even roof zones and a ght array zones. Loaded areas scale with building dimensions and ore valid for fiat-roofed buildings with a minimum„etback of 1,0m from the roof edges. The pressure roefficients may be mutt;plied by the design velocity pressure q,,determined depending on the wind zone,the exposure category and tiie roof height in accordamco With the American standard ASCEdiEi 7-05 to determine the wind loads an the-alar system l _j 1 - jam M r 7. l � � `3 w' f Figure 2: Array assembly o1 the parliaiiy deflected solar ballas.ed roof mount eysiem`Polar BiLsr 10deg Gsn Ill lib'v�ith a modulo tilt angle&10deg The test results are likely to be appropriate for upwind Exposures B.C and D on flirt- roofed buildings, assuming use in comptiance with ASCEISEI 7-05, Chapter 6.5.2. From these results it is possUe to calculate the design ballast for uplift and sliding Kafety - sliding of solar elements occurs if the aerbdynamsc lift has decreased the down force dile to deadweight sufficiently ,o that the drag forces'are larger than the frictional forces-on fiat roofs with pitch angles up.to 7°. Repan No;PCM10-2 Wind toads on the solar ballasted roof mount system„Polar Bear 10deg Coen Ill Ha"of PanelGiaw Inc. Design wind loads for uplift and sliding according to the ASCE 7-96 PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900 a (978) 6885100 fax • www,panelclaw.com Appendix A 11/9/2016 pane ffffff claw6 7 FgH r..� I.F.I.Institutfiirindustrieasrodynam€kGmiof€ 4- The pre;:,ufe coefficients were determined for a set-up where wind direction 0' corresponded to wind blowing on the north facade of the fiat-roofed building. However,the results may be applied if the main axis of the array is not strewed more than 15'vAth the building edges, I Figure 3. Wind tunnai rr3odO a she r1a0,roofed building with it-,a solar€sMasted roar mount spstem Polar Bear 10deg C�-n I II HQ"with a rrodris tilt ar;g?a of 10deg mounted cn,the turniablu ineiuding view srl 1bg fr.Ech in the large I.F.I.boundary layer wind tunnO:8x t2 array in the south-east roof portion The prasent design loads for wind actions apply without restriction to solar arrays deployed on low-rise buildings as defines} in section 8-2 of ASCE 7-05. The wind tunnel testing also applies to buildings higher than 18.3m (60 ft) which are considered rigid.A building may always be assumed as rigid if it is at least as wide as it is htgha The pressure coefficients determined from the wind tunnel tests show that the system in question needs very Rite ballast in the array interior. The sliding and uplift brads exerted by the v4nd on the modules are small due to the arranpri-ient in rows. Higher lands were only observed fn array corneri 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 ton, on the array Report Na-*PCM10-2 Wind loads on the solar ballasted roof mount system„Polar Bear tOdeg Gen Ill HD"of PanelClxw Inc. Design wind loads for uplift and sliding according to the ASCE 7.45 PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978)688.4900 • (978)688.5100 fax • www.panelclaw.com Appendix A pane 11/9/2016 clawe 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 pane ffffff 11/9/2016 awe Chapter 13 SEISMIC DESIGN REQUIREMENTS FOR NONSTRUCTURAL COMPONENTS 13A i;ENFIVIL 111.4 1-Nomittioms Im me MIA Sklipt, "'itpupt from 11w 'I'�M4 I 7d 3 mll ilIC '11-1=1a L4 5L I to cmj'tulo'arid fi,Ir lb"It h'jpiitlx lind TZ ol l"lov'll,li�qvirmull!_ Wim,dic N1 o';+'l ot ' ls con"Pi.'n.,:'S ik In j:t-.yeqirsl t,,'5 P 4' {.„1i 3r4 13 J1ttCfkon)aluj m silL'Lfi�'6zt prille Aiiultjlc:is lw'l F”D w'61 s<'r"h"r'�.-�d 1,jur'l%idi:d lhit liw &IiTwif is ;iuFiylll 127. lile ctq,ipojjtfjt J+,uS tz 0"flip")U 'li'p"TUm�s3oor'1,4,cqwi til I ji, ',Ailft�Cc-6011 1s 3.'. ?. Altzfwrlev.d nasal I.;J.2 scillilic Design Calf-pri (2 prill;"dol 11h1.d lh�:Cowpxlclit Ii l"'le pilyfillNu ;I tillc rY tn'.tx,!'-4':'JuA to 1,0. sh�lfi Fc"S'�iplcd �kller,'01 if;h� -pty Imporlance Farlor Ttk lo it diAll ll ;"x!'WtCd A UFFlIs"N(it - 'Iluched ti,the if"'N-A�bi�1'4.en!L1 LS tolitzdlf�m 41i pro%ided lmilLat dw if mly of lh�fi'llo'.%;llt. jisp�y� l:01.niiora.rft;lild lllj7itlmlt i-i etqum!Jo r'uwlmlll:lor ';,tic;f r 4icl ittlCl 111 CLIV.�AIJUALL'..iltChI&N-' i 710 cmm—rvrt v,6-'he 4W it ;1-7 0 N, 'ind .11,11 b.1,4'ellia ol ref a lociifla.1 ll 11-12 lo,,utlow 0Abl,ci!%1,mt '.V fit ioxi>'Null, C.ArOosi" :J)- it m or tzs�; Cjtl ]T'k��,' I C�CL,.'d� 4t s ,t11C 1�). .1 ol. cl'c if il�i:ultllltd sywlia'�ll,� thli:v!Md qwllllt} 6c f)c mlllt;�ol) Nllilr'IF lo" hiil ill; ji"llow"i'110 1,'Jillocill it kLw;5t 14 lhe Pala it tLAVswd 1113 AppWalimi lif Nomij-slc(%Jral 0mil)"rioll ii� J,n'-s-muc!wd l!;�Risk CA- IV J'ad it i,yvuj1;S'Itil o'r.14lflcj tits l'i��' 'i 01A Ac'Ijmlrl'�d t,i w1l"tb;ctvlv� k-T li-F'tilkvc luip�i;l 'tulf thi:willin mo'ym;A:olt kit 1h," -1TiL01,1Q f 4Dp1"Tti' -onlail"s sl d is.Jldlqd 1"'A r: ,7 Cllqm! 13�wd ji"lli-11 klmci-f th'ilji'd=,y l0i: jL"-i Io?V,jt.'0',1 pi—"IM,iil TA'Tvl 1-.g-1 at thc viiT-w S&U I- fit" Amll 1'2 All a'O!�c ficin")ig it'o L'-'%;th f t'j. L'itlA W Ll.=. "Y I'-.A' PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978)688.4900 & (978) 688.5100 fax e www.panelclaw.com Appendix B ani1,9,2016 awo ,±...a n 1,411 Sjmllm 6'11A'allyqrj�ilwj !,,AcMWl�ilic O•f L'effllj,'N'Efl'i siiid &Illonsm�m�'Zm &'ir [ITO 5c6ak ft i 01 111 4,wqu�WMr:A'dIall k Ior k�:Xprwvze Jada oas':'l kq"il mf�iqmlli�%rvcoelliud - -it '�{i 1. tt Xv,plAWC le III,aijtIi':IIA)llathlL imiulic- �'J'pr't� I IC-fill hAy�n-'jusiiJilim:I'MCI TrIivw iffid a':cCPIKICC hV"T'-'Mu•Ivd ltasq"b'd,bf,Il':CMC'I TO s'tktl()Ih.dclivi)I-od 11,1A rrijllircMrz 'Il lhal 01C'vb'lxltiafed ft'sh ed "I ew0 Ill" -'t gill S�clii a 13.1. ..1 Ii bz cc fiiticd 11:1 1:ITA 13.3. by$'q( ,I, jI:oflon I 0.17 ComAniumm MmumnI5 Il IN"pin"wd 0;3kIbl p wiwq'!if Or ffidr wpfwrvs ind Vwhiwak it:mprod h,Table -1-1,Audi doi'n'IIAH III:Aoksll m cf'mlwrboll CV21I1II11KC I'd TI)k r<qrkuwm 'I 'NICI'd pml'ci- 1V�AnW'Ml fW II) .�V�mf'Wtlf' it IV, for w'e I","h'-,'t+,;IfTit,aviI W NJ-.h tl"cU- jImll im l'itic a q'j:dil.V IIIAN il 0,23 ComkfiUmIlal Darm.9" IIA. T funn<,nal aml plhyfco)mfmd mwi;hp;i; ciitnroi',!Llt-III& Ut-1 IN ir effi!d g,R otha 4ull k cuasir3cr.d z 1k.11 Iiia bilorc of;'Ii 113 SIFISNIH7 IIF MAINW.'4)% C7�'fm;A of nsxlckf'mlia1 mcdmnsoL'�v dLITIcJl urjap,ibrtl AA T10I oo�'�fit, ,N;i mc,hjiiLA,or dMricil 113A-SeLmuk Unign Fout, lwfil."JIIA 9�i'luic Rcm 4F'E 5J�111 bc OrpliIA MAW IA�::'161'v ilad IMA 11"Nihility Ji�(hbwd icl.,fivt m the Lt1MP0jlirA'i A1.1's tbmirl'ti- T!w&, igjl 11wif COH;41"l A311 I>t 41 'AiIII vliI,Ivid their iTu;:hmoils IfJm,,idla 0i6ir 13:2.5 Rttlnq Alternative for Selhnllc i Capaelti Dilerminallion M:�ii JUmati,-'I to Ur nillyli E uklifilvnmd�to h' 4 Sat LaKts her u g 1,'€3 i.It-{tin Il.j I I I-<J l'Ill Ilz Incillod n' 11ac wi'.'qliL F=3 x'S.'. 11" i 13 1.2 of Cmilp"r.CMmd lh";� a;S! m)F, h�dl Ito it r,.it less thAl. b4'Qd ujvmo-A lot;I)Tkj9NL lekt!gTtj",;'j t;'�itIJ2 tiro--sull aT 1(174-.S AC 13:1,xf Inahl,to I I-ir dd![wril.!,11.:ii itv�iMi'LNull thall K,IRestictl!" get'IST lc tjI'M-66cs ;I(,N reliod, !:Ientmric3 't;Iwt"F Ckle"I(hQ sComk&milflkls LklaIllili.-Id Al Irom S,'kou 11 4A Sid6'?Ili I ;'nj I a.: tarter tiI•d win }'al to?.%"Ilu!Iljfimqria:ti u!w.fl'sm 13-1.6 Fxpulmm DataAhomifiso for SiIsmif I I a4T [".ra-I., 110m A,Wr. 1 illi t'j 1.4Y o"satwl).'A.3� 11' lkw.10 1� 'I`C 1,l i%pvfkncdjl7 11" Pane[Claw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688,4900 * (978) 688.5100 fax a www.panelclaw.com Appendix B pane ffffff 11/9/2016 awo w&qILmIm-,lK s,Ufl ;:,t dic ovill hV;a?C,ll 25 #v 10DO th- 13.423 io Concrete BA NONSTRWRIPW, alrit Masow) Ilo,t-wi,ltle,l 161 N,1111!lTi U014, jild ihclr 4o.nfx�m cA'Ifl i", witN ACI'I .°QHS riEfi2S 6i514rCPtd«itaal ille"I 1")ft 111c'Iruciall:in pwcedwt Pot-ia-ulkd ill Inw;l:I:IT) Oull i� i� of Oils'ecClql a4ld lice SUFhi: 'if t! jzlclif"ll"d mlily Ilic lv,40i,NOWIIWS for the pl�!,-a aVjlil i�wvl;,Ij 1I s,Li 6gili d'A:101cle A IN,swlhlki[ amJhilmlo sh;i3!be biked,weldc,i, 114.3 IiWallalion Conditions jwsiwdy idm .ilei w111w4l I.Mcn-omalion id ivicr',;ill;ftidisiwnls 01iII tAr s,t frioiwlal I'loduccd I—the~Jrcc[sof in-T Hie v,,j,Mnj pmi%ity.A;olltdamlll% IvIll iIi 1121iltivill'tren!'kh iiwhiditr, df,,ds. boAlilelk Ifie QoInp-ne-11 alld!flit Mrj!0jI- ing kUwlurc sh.111 N Pruvi&d. 'fhatS of 0.4A Mulliptv AQ:irlimmili ifiz mlmml ialudim.conircwra�.:13:31�M..�!r qipwd D,wiminalion of wrc dililibulioll of t9tlliiplc ilid coaqpjcEA f*z Ila Crnlp leUt 1,,Ire%iAh"c aHiJklij,IA!A 0m Ukc ima awum 0k, Oicy co-wrld thr deign of ih1 AweNa v lkli I tiliu9s c,nd dkj;:WIk%of IL!OMII;00101.0"V!VM0" Tlw jlwcus stwh he lh-)I-e AUMAIrs111',Ladmi-gow-.Irld ltw'Al-dity to v,lezmmcd III SrL IA,in 13.,;J,evq;dul IIAISWIUI--�J..,Jdt ill IJOUY lth�JMWMA M;110 rotip- li,P,Imd It,duc 1tt 111(har;qc c,mditk% IIad UV,4gni.1.",!11,21s1.17,lzc 9R c�Ilcfdo ill %0h not Nw ionoocrcd TII, ikqrl th;,11 Appcadck 1)-,!ACI al lAT N, lo mdlsdl+Vlfle;cw rd.mw�-,In I.h, Aluldl 1510119Ii,Lt--rif} %k iql C--quiiwtwllk A, scclioa 13,4.E PimurAdmitcd Fmilimrs ml,,a:,mwled iHsuncrl-ii,. l,f fiVd ilial! 1;,-1,1 Dcsign Force In Hit,Altuhment II,-31 be un.A fbT lcwiwl ol.r"I 11,--folec iii lil,lirlidnicut Auh k!detcrimill,"I iR 1321jyll C 11,E.nr F Moff th'! I,mee,;mJ RI7 oflIc",-,Iliprvved l,.y%%Mil"., Nwcf 11w WAIPMMIT i,, :t terttl:nc l in secfluEls HA I.,XA f'I,t;--pe%,e6 w.IW-Mc IN tl�.A PEI-lim"!vid , I'A7.CXCCJ"!thA"' 4ull iwt N,i:-Aen a0xr'vr :,pIIIkkVck1 xEiilIIIC lo�Ang. ;,lass?I, Excvj-rim.hmif aw-ijed faictime ill 01',eIC(e 0�01(IT sa x=n Of&1111AIl I N at 114,1 Andll)r'In Concroo sir Masourv. l"'md"wiJIVIT,kA r6L51g sg3pi c Ilia s.1nd i?ori` b.Aeru 1i LN 111e 'M il:e 16A'M:mv ilijividuA Conereir d,!cs]I,. A exci:,%l(44 1 l4ibl'NJ.h)wer Aswhom In cviiMc shall hL alai.at till to 2,',:W- in�Icd ulwre d-W wvl�,`Ii"'W('11 sQh AVVcrAdl%D of ACI inirld'16hml tjs,ej:rr kjlk;TIol cicccd'Nill, 114,2.2 Ab.- ill imvon,s iv I"I Ru,t- 1 14.6 FrIcUm Clips dims TM5 M:CiAGI 501?AS15..Arldw;r NhA dip"a11 56,11 it Deaipl C31cpKk't 13,1:- di ,I:- & b,dii9`2rY..dbv th,'.te.Twl.!�orAi-ar t,l F 6),11 uOt h,:lixlld wf Im,:mm"w,,i lim"t IkI lads it;rCLi1tjjj1 a 11'lje.fkkj,'C�.C-1,S 1M.-h.Illl FAC 1.-111 10N;Aw Ils-nk I,11."R 1K,llm-pittcil h1 ht ..III' J.M11V WL:lIOMWIed is'[h.152k1l Y"Ileal the Ilia[thc Ildi(w I-. I'TUIA.'d I s.l;SW ",01"1%'V AMIi7X AMJI'l the;"! [,Okii ils N1-1�4 I Sc,t"ill 4wl k'-d ,1(ieP0,rl1-I--w widNll fllr,c;1:01 15,3.7,1,,Nt 1112t�, lT—IIAkAJCTil shallK�lllusi""d to deim m11,1ki,til fie lflivilnum pecw 1-!,b nil's 01,lk"Jud PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900 111, (978) 688.5100 fax a www.paneiclaw.com Appendix B pane 11/9/2016 clawe I:�(creiis 3zr�€c<^cl tit tlrr ht!iftJirt:;;;fltrtuse,5trh r�Iltr4 3�aia r -11x13?•�•it ' €Ca,�_ril ,( r_4 �s�us 1 r.'eal _a liutits hr,iz'}air,hr�'rale_hall hL 'i}cc'„re 3s<ra: 1),;�.,d: 'r 4'- h3_r,i�3 t I 1 ft't7iJisg}J�laz�fEl .1. 13 'f r Il lE\Li r1 J1L r!!r ) tl �t.l 1 i1„ii'aJ IL•,,riz<En s�tlehs�tt%a};n me 1l.Init;3rra laarrJ Ire�� L €r �r tEl'3{JL f zn tJ�}att ,cc itis:r�f �strlPi4ti!I�•a'illi rt'iliat;:da fl :1?tlr: Flu r r:=r:¥x � tr,<detLaalsirc�■$in�xl_ttna 1?5+?ieir%u�l-,atsJcs! cLi ir,„s.iml a'J;vAI- ii ill;HL sL="i"ll h r oitrl l ni l;ird.� ls E npla wAl fi,alw rti h.,,; ^I ?J r} r- i a rae FAl.`FSM10N';3'atitif}I1sIlls rlFCt flf d jhl r,,=the IirigliF i.f lilt rc=;I:!+hia J;ir'_�Iress rrtcl 1€+lI4iN'i lLi'�iin�l!rian4: C hrl- =Jaillia itith lit tt3t rLo 1, wi€ I -i i I el a,ct,_'rcc; I. 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A,,, the riLliltit�e}s k.1,plaLvmie•7r(:!rift}x tldi1lln It'-di. 4"T ix P;Icte4�dit=ir:dl ;c'lrkth f:.issF fill.!€!?Til=sn illt i l}!G tl,A.11? ui+gM an;3cia>s�ia .c•with AAti1A F€1£.Ir or lig ootel nr,r aEt._}par9li.riE. ta3r eu its rra:_slsulysa fi, tit,•rdtiw ih'lt ilN, Calt!1.3t;i}a}f"Ill'i lec ticsi'rle3 h+.iti3lnti.wi!.:d 13.0 iTLCAIANA(.,U,AND l3mt oa I"T, .€i_D., Nil l-e -Ty-icd htcr �3.IiC'l7tIC_1L(6VIP(lNEMS lllt itar_P}t tt1 iia c•h14 oiallj M'Al kllldcr 2Wl"ide l d?i ult l a 1,1 3>enc r r1 i iJ°itr, llxl< f;}t_ l rn Ee.l:li.:�xu. - ! '�1:.•tr.11! it itJ :!Ilii!•sr tljm� 4,wall skmwn t 1 at i?FairAal4-71;J} !11 ILr,ni€c u.ts0.e_.C..W �i!i. 1:-�l•F;1'71i.1y5 J:E.' fl li rot Ot ftiii El:(I33i-11 w.,ld iii:iri,.1l d Clair ill,t-nri,;tl,he,iii 1iit€,r_ssfzll 11auI lF•_ lt'iIIL'UJCIt i"111 1 ki I1 c il'ft li k! [r mw _ll tJiii11't}t tita.11 li-ni:i'.,3 tL7tYctli l>IL_J:-_i.lilrl i.SYlif f,Y'rii_'-.( tS_x1 1,,4,Appc.spft::ti lr} s><uili rr !�,.-.Ir,}t tl s. r.,�r. i as}11�=rf,n- kill b :.t tliJ fltau i r I?.h-1 3tt3 p 1x_l t_5-2.rl„d r-1 watt ll) inti 3?hi E xi.'1 T€1C�`-A;1_i ti1 7lxl n'.t 1 htt :p" arvi rtt�F.i11b�;¢r: i ! srlliGg Gals a 'i E-�ntia�s't F-- iltctti p Ptd ,ti�'6elt .,tr siljq:.,t+..,,f l+ v7ti}lits r�r nzllcris-i.;r>a.r.E.cxlflc,[liaiil Ae PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900 9 (978) 688.5100 fax • www.paneiclaw.com Appendix B pane ffffff 11/9/2016 awe CIFM I LP 33 AINM I C 1'1:wV IN RK,,if I V;['Ilk N1".",I R I'i"I TR\1.COMPONM'NTS 'hiih1v J3,6-1 Sdswk Croffidelifii fqr Mvdianiol mod I 1('Clriul C"Alpommis "d I 1 Ea.,11. " i]:1 5:,J.y-kdr,i, 'a 1 in Is v-'ae,s,..,r d i I 7-'� ,I:J 0, 1 jnm s'.i y c I z.A.-i.I.T.i"Z,i r,,0 ii!f% o 7„:1'o T!,iF -1 j2J(.l:11 Ci;�LtMlll F.I.U11 I f;IA 17-1l; I i faJcd ix.h h "nASA u, v'T'o-J i L" r" v' 1111 1 e" 'l S A'%I'"'v".'i, i ons 3I" iii 'j`;- j'P t 1 1 1l-i 0 I.-,P.T iil•:d,:ln!z"!a a I I z1.—'.� - i l''.I. jt�'IE"f4 'j J'ii: 1'!L'%:rd hA lb:ii 2 S [_I) P-1 M,'HT1l1J.101111. 01AIII': j't"jj' mu—, 1 it I il—t I'm :nP Jj i-q' I'A:i I cd 11%,11 r:1. aiir,, 'k vz,-ri-i,01 "J 11 li'iclz .4.1'.1'i"i"r..5-A im'i". in,1! 4- i, i -fc,!,,1 11 1,,I�ild 2 D;'m S hp",c in s. AS M�-If Z i.w,1--li".'io j"': Iiii, '-.'v .A,I," I riq-w in .IJ .0, 101._ili'lu'hng in h 'kwm'Nhs-ilmil"%64l 1—lo l- h' �ou P1 E%e' Pi,ancEindtilE,iny V, J,'. 5'h ST,ft 'e"f f 2 11A LIl ilc'Eld;rl 01;;,11011t1rt.—'rTliril,tlll r.t 111.1'h, I lm!UA 'liA-midi,wmk11I.jo'!;q;. h)01""iii'rli z".;Tfin^' hfww.'-.ifl�l ;Ovlv sins l!n'% 0 ""Ei'l ilk-'u" arch"'l'-d" "O'fm"'erp F'd'lmr to"I.Aw lb-i,"d..ill,llldl.'�! E.il;rNi 10liTs,,A- JA PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900 e (978)688.5100 fax e www.panelclaw.com Appendix B pane ffffff clawo OEM SQA STRUCTURAL SEISMIC REQUIREMENTS ANIS COMMENTARY FOR ROOFTOP SOLAR PHOTOVOLTAIC ARRAYS v By SEAOC Solar Photovoltaic Systems Committee Report SEAOC PVI-2012 August 2012 PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978)6885100 fax 9 www.paneiclaw.com Appendix B pane claw "' I ; I g "LA Requirements and Commentary i. Structural perfarmartee objectives downvrard forces.These systems may Include addrtional weights(ballast;as well. Consistent with the intent o1 the SBC 2009(Section-101.3). PV arrays and their ytruetural support systems shall be Fully-framed arrays totanchlon systems)are structural designed to provide $tteaafety performance In the Design frames that are attnched to the roof structure such that Basis Earthquake ground motion acid the design wind event. the load path is the same for both upward and duffiTward Life-safety performance means lhat PV arrays are expected forces. not to create a hazard to life,for example ao a result of L-atnunen[ma: Sections 1, 2. and 3 of Us docurceut are brealong free from the root, sliding orf the roofs edge; exceeding the downward loadcarryingcapacity of the roof, relevmit to all rooftop strays.Section 4 addresses attached ar damaging skylights, electrical systems,or other rooftop amiyi. Sections 5,6. 7. and 9 addrecs tmatictched arrays. features or egL$pment to a gray Mat Inreatenz life-safely.For Section B applies to attached or mattached roof-bearing life-safety perfomance. damage, structural yielding, and arrays. movement are amepLabFe, as long as they do not pose a threat to human lite. Attached arrays can include those with flexible tethers as well as more rigid attachments.Both hT,es of attachments Commentary:The Design Basis Earthquake�reuud motion are to be designed per Section 4_ in ASCE 7 has a tieturu period of appmximmely 500 year, The documents AC 429 (ICC-ES 2011b) and AC 365 and design wind loads(considering lord factors)equate to a (IMES 2011a) protide criteria for other types of PV riehun period of approximxlefy 30b fears for P.isk Category 1 systems;c5'lflch are nat covered in the specific provisions structures.700 rears Risk Categor2.11,acrd 1700 years Risk herein. AC 128 addresses sr:tems flush-mounted on Category 1V.(ln ASCE 7-10,the impomirce factor is built balding roofs or ivalk,and free:standing(„2yound-nroutted) into the retain period for wind).For more frequent events systems.AC 365 addresses buildmg-integratedsymnns such (e.g, events with a 50�year return period), it may be I as roofpanelc,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. Building seistnie-force resistitrg sYaterri stringent design criteria. For PV arrays added to an existing bidding,the seismic- These requirements are applicable to all Occupancy force-resisting system of the building shall be checked pet Categories. However if the.PV array or any rooftop the requirements of Chapter 34 of IBC 2009. componerit adjacent to the may have Ir, 1.0; post- earthquAe operability of the component must be astabhshed Coramentm'v:Per Sections 3403.9 and 3404.4 of IBC 2009, consistent ivith Sectiau 13.1.3 of ASCE 7-10, if the added mass of the PV anav does not increase the seismic mass tributary to any lateral-force-re islutg 2. Types of atrays structural element by more than IG%, the seismic-force- resisting system of the building is pemritted to remain For the purpoc.s of these structural requirements,rooftop Pyr ivaltered.Sections 34013 and 3104.3 also require tint the panel support systems shalt its classified at;fall&Ns: gravity stnicnral system of the building be evaluated if the • Unattached(bal€art-only)arrays aro not attached to the gra0hload to any existing element is increased by more roof structure.Resistance to wind and celomic forces is than 56'� prortded by weight and friction. • Attached root-bearing arrays are attached to the roof stuscture at one ormoreattachment points.but they also Steer on the roof at support patnta that may or may not occur at the same locations as attachment points.The fond path for upward forces is ci ferent from that for NStructural Seismic Requirements for Rooftop Solar Photovoltaic Arrays August 2012 Report SEAOG PVI-2012 Page t 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 " moo= 4- Attached arrays The contnbution of froticn shall net exceed PV support systanis that are attached to the roof sttrewfe t0-9 Li.2S.rJ(Q.7�itVs;`vhare W•Is the component weight shall are designed to resist the lateral seismic force F. pinviding nominal force at the roof bearing locations,and,yr is specified In ASCE 7-10 Chapter 13. the coefficient of friction at the bearing inferf ice_ In the computation of F, for attached PV arrays, an The coefficient ii shalt Ire delemmined by friction testing par evaluation of the flexttr".fity and ductility-capacity of the PV the requirements in Section 8,e,tcept that for S6sm€c Design support atrucWre is permitted to be used to establish va€ueu Categories A.6,or C,yr Is pem0ed to Ise taken equal to 0-4 of a,and P If the lateral strength to resist F,,relies on if the roof sur€oce consists of mineral-surlaeed clip sheet attachmen€ti Mb Iry deformation capacity,ft,shall not be single-ply nrenmbrane,or sprayed foam membrane,and is not taken greater than 1.5. gravel,wood,of 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: 167ten frictional resimnee.is used to resist permitted to be taken equal to 1.0, the value of R; is lateral seismic forces, the applicable -seismic toad permitted to be taken equal to 1.5,and the ratio a,^need combination of ASCE 7 results in a nomtal force of(0-9- notbetaken greater than 0.67. 0.2Sce)W0--.This normal force is mrtitiplied by the friction coefficient,Much is reduced by a 0.7 factor,based on the Comrnentar v; lea the computation of F.for attached Irv- consensus judgment of the conmrittee to protide profile solar arrays;a,is commonly taken as 1.0 and",is conwvatisna for frictional resistance. The factor of 0.,•does commonly taken as 1.5,u>Mch are the values prescribed for not need to be applied to the fric€ional properties used in "other mechanical or etectdcal components'in Table 13.6-1 evaluating unattached systens per Section g. of ASCE 7-10. An evaluation of the flexibility and ductility capacity of the PV support smnture case be made according if the design lateral strength of attachments Is last than 251% to the defmition, in ASCE-7 for rigid and flexible of Fn,the array shalt meet the requirements of Section 6 Afth components,and for high-,limiter!-,and loan-deformability Jtwfl taken equal to 6 inches, elements and attachments. The previsions of this section focus on low-profile roof Commentary, The regnireni&nt above is intended to bearing sy'atenus. Other t,pes of systems are to be designed prevent a deSiguer from nddatq relatively£ez atlacltntents to by other code requirements that are applicable. Solar carport art otheraa-ise unattached arny far clie purpose of not pro- type stnictures on the roof of a building are to be desi?iued iridin¢the minimi n seismic desipia displacement. per die applicable requiretnen£s of Sections 13.1.5 and 153 of MME 7.10. S. Uhattached arrays Unattached(ballac£-only)arrays are f ermldad when all of the For attacked roof-bearing systems, friction is petnuifted to £oltovingconditions are met: contnhUt@ In Gombiltation WUi the deslgn lateral slremgth of - utlnchnuenis to resist the lateral Rica F;when all of the • Tilt rnaxiruns foof stope at the iocaimi of the array Is foltowng muLtlonn are met: leas than or equal to 7 degrees(12.3 percant), a The maximum roof ptope at the loCman of the array la • The heighl a0ovo the ropf Pinface to Ill*center of maga lo*C Mon or egv-:d to 7 04' rT fs(12,a percent); of the solar away is levo than the,malier of 39 inched and hall Ilia Irani peau olmel)Wori of the coppofti€sg b"lsfr of • The height above the foot surface to the eanter of nlii5o the orfly, of the solar away is tote Than the smatler of a0€nates and half£Ira least plan dimenwn of tho at;pp-Ortittp bast)of Thos May i8 d30ighed to nceomnxxl rte the ueismlc Via array;and 65placement dctcnitined by one Of the fo€ihwing pra- oe ttrfin: + P.shall not exceed 1.5 Unte=fo It le shbNas heat tile lateral dSsplacemont Imliavior of attariannnt6 is eomtsnliblo Mh o Prescriptive deargri seitutic oi"placentent per the tinlultasteout devolopnturit of frictlonttl retiraanee. Section;6,7,and 8; s• F14t11{naafi reupone9 hiotory:analysio per,"tertians The raciotancd of slack tether a£tactmnments Omit not lie cant• i_,6,and 9,or b€=ted w'th lncllorial resistance. i Sh1ko table tooling fief Seclibns 6,8,and 9, Structural Seismic Requirements for Rooftop Solar Photovol•;aic Arrays�m ,.µ M,F Augma 2012 Report SEA OC M-202 Page 2 PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900 9 (978) 688.5100 fax 9 www.paneiclaw.com Appendix B ' ane Arffff clawe - , s • ® - C otnmentar y: The provisions of Section 13-4 of ASCE 7 assiwred to partly reduce the probability of an stray sliding require that "Components and their supports shall be off the roof jnstinitag the tale of 1 .r.rather than attached (or anchored) to the itnictive_." and that Calculation ofthe parapet's lateral strensth to resist the array `'Component attachnteno shall be bolted welded,or other- movement il not required by this document. wise positively fastened without considenntiou of frictional resistance produced by fhe effects of gram}!. Each separate array shall be interconnected an an integral This dnctnnent recommends conditions For which exception unit such that for any vertical section through the array,the p members and eonnec6011s shall have deslgjn strengdn to can be taken to the above regn:irements; :appendix A resist a total_horizontal force across the section. in both indicates recommended chances to ASCE 7-10_ Until such a tencaon and comprezvon,equal to the larger of 0.1333oat"!; change is made in ASCE 7,the pmt•isions of this document and 0.1 Wr can be considered an alternative method per IBC 2009 ih'here Section 101.11. 'e",!- the weight of the porvan of the array,including bMasi, 6. Design of unattached arrays to on the aide of the section that has smaller vmlghl. accommodate setsrnie dispiaeemetrt The horizontal force shalf be applied to the array at the levet of the nowt surface`, and shall be distributed in plan in For unattached iballast-ontyj arrays, accommodation of proportion to the weight that makes up W,-The computation se;smtc displacement shall be afforded by providing the of strength across the section shall account for any follanving minimum separations to allows€iding_ eccentricity of forces. Condition Minimum Seoaratort Elements of the array that are not interconnected as Between separate solar arrays of 0 5(1,)6"ef specrfied shall be considered structurally separate and shall armilar eonstruetlon be provided with the required rrti.rimurn separation. Between a War array arid a fixed {106 Cbrnmentary: The interconnection force of 0A33SardF', or objectt construction the roofor solar array of different 0.1 P,accounts for the potential that frictimul resistance to 3lidin2 titin be different under some portions of the arra}'p6 a Between a solar array and a roof (104..1m; result of vanting normal force and actual instantaneous edge with a qualifying parapet value5 of fr fora given roof stuface material. Between a solar array and a roof t5{l.74.r.n. edge vrithout a qualifying parapet. The roof struck" of the building shall be capable of supporting the factored.gravity toad of the PV array displaced VPhere i,rr is the.design seismic displacement of.the array frorn its arigrnal location up to JtrPv in any horizontal relative to the roof,as computed per Uta requirements herein. direction. 1, is ft importance factor for the building, and 1, is the Root drainage shall not b,--obstructed 8y movement of the component importance tactor for flag ;afar array or the PV array and ballast aP ,,,E an to Jin horizontal diteeton. component importance factor for ether rooftop components Y adjacent to the solar array,whichever is greatest. For the Elechicol systems and other items attached to arrays shati he purposes of this requireriment,a parapet is'qualifying"if the fiexihie and designed to accommodate the ra:quired minimum top of the parapet is not less than B inches above the center separetion in a manner that meets code life-aafety per of mass of the solar array,and abso not fess than 29 inches formance regwrements. Details of providing afackmess or above the adjacent roof surface. movement capability to electdcal wiring shall be included on the pemxt drawings for the solar installation Cotnmentatti•: The factor of 0.5, based on jstdgment, accoimts for the hi-elihood that movement ofadjscent arrays Commeniarvi This document provides only stnsctural 1vi21 tend to be a}nchrinous and filet coUisiom between requirements- The design must also meet applicable arrays do not necessarily represent a life-safety)Lizard.The requirements of the soveming electrical codes. factor of 1.5 is added,by iudavenl of the committee, to protide extra protection against the life safety hazard of an The minimum clearance around solar arrays shall be the amnp sliding off fhe edge of a roof. ?.gxihi ing parapet larger of the seisms separation defined herein and minimunn (urd the roof slope change that may be adiacent to it)is separation clearances required ler firefighfing access. Structural Selsnitc Requirements farAooitop Solar Pi•totavolia±e Arrays August 2012 Report SEAOG PVY-2012 Page 3 PanelClaw, Inc., 1570 Osgood Street,Suite 2100, !North Andover, MA 01845 (978) 588.4900 • (978) 588.5100 fax • www.panelclaw.com Appendix B ani ffffff claw@ Commentary-: Sectioal 605 of the Inremajzonal Firs Cede B. Friction testlog (ICC`201'2) provides re ruirements for firefighting access pathways on rooftops Nwf11 solar arrays, based-on tate The caefficient of friction used in these requirenlents shall be recommendations in CAL FIRE-OSFM (2008). For deternlrned by experimental feeling of the interface between canm ercial and large rzsidattial flat loafs(which are the the Pay support system and the roofing surface it bears on. roof type on nhicl unattached arrays are feastble) Friction fens shall be carried but Far the garttxal Type of roof beating surface used for the project under the ekpetted reg%uremerrts include 4 feet to 6 feet clearance around lire worst-case conditions, such as wet conditions versus dry perimeter of the roof,maximum array dimensions of 150 conditions. The testa shall conform to applicable require- feet between access patlm,ays. and uuninntm clearance; merits of ASTM G115,including the report format of section around skylights.roofliatches,and standpipes, 11.An independent te*Vnq agency shall perform or validate Note that the clearance around solve arrays is the larger of the fr ct an tests and provide p report with the results. the two regttiremeuts for seismic and firefighting access. The hieVon tester shall be conducted using a sled that The se aration distances do not need to be added together. realisticaily represents, at full scale, the PV panel support system,including materials.of the friction interface rind-the flexibility of the support system under lateral sliding. The T, AYeseriptiVe design seismic displacement for normat force on the friction surface shall be reprenantative of that In typical installations.Lateral force shall be applied to unattached arrays the sfed at the approximate location of the array mass,.using ttetl to Go deEe;nlinad by the prescriptive pm- displacement coniroUed loading that adequately captures is pemui seduce below if all of the following conditions are met: increases arid between In resistive force. The fond.If velocity Ghali be t:etween 0.4 and 10 inches per second.if • 1,per ASCE 7-10 Chapter 13 is equal to€.0 for the solar s5ck-slip beha,,W is observed_the velouty shall be adjusted array and for all rooftop components adjacent to the Solas to minimize this behavior.Continuous electronic recording array. shall be used to measure the lateral reststanca<.A minimum • The maximum roof slope at the location of the array is of three tests shall be conducted,with each test nxrvmg the less Mn m equal to l degrees t e lac pion of 1. `led a"ninxtm of three inches under continuous movement. The farce used to calculate,he frictioncoefficientshrill he the + The manufacturer provides friction test results, per the average farce measured while the sled is under coraintious requirements in SectJon 6,wi§Ich establish a coefficient of - movenianl..The friction tests shall be carried out.for the 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 Sei;vols pesfgn Categories A,B,of C,friction test results need not be provided IT the roof surface consists of rnineral-surfaced rap sheet, single-ply membrane Comtnenint•ri Becatase friction coei7rcient is teat necessarily membrane,and is not gravel,wood,nor sprayed foam or metal. constant%itli nonoral force or vtlotity.the normal force is to be representative of tdpical installations and the velocity is Auer,•shall he taken as follows: to be les, than or equal to that expected for earthquake Selsmlc[design 'aav movement.A higher velocity of loading could oyer-predict Category frictional reei.ftutce. Laterad force is to be applied under A.S,C 6lnche8 -displacement control to be able to measure the effective dynamic friction trader movement.Force-controlled loading, D,E,F i sly—04l]'60 inches,but not less. including inclined.plane testi. only captures the static than S inches friction coefficient and does not qunhA. Coeumentaiw:The prescriptive design seismic displacement Friction tests are to be applicable to the general t}pe of values con;ervatively bound nenlineat an dysis results for roofing used for The project.such as.a minerakurfaced cap solar arrays on coumon roofing materials.The formals is sheet or a lupe of single-ph-membrane material such as based on empiritally bormdinz applicable anslvsis results. EPll4 I Pei,or PVC.Itis not envisioned that different tests not a theoretical development. Tire PV Committee Would be required for different brands of roofing or for concluded that Nmit3 on Sarc or building height are not smalldifferences inroofing tc or condition needed as a prerequisite to using the prescripuve design For solar arrays on buildings assigned to Seismic 17ecign seismic dispacenxat Catenary l7,E,or F where rooftops are suGject to signittcont potential for frost or ice that is likehy to reduce friction Structural Sefsnllc Requirements for Rooftop Solar Photovollatc Arrays August 2012 '.. Report SEAOC PVI-2012 Page A PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900 s (978) 688.5100 fax 9 www.panelclaw.com Appendix B pane C1 QD trelwren he solar a ray and the roof the Lvilding ofTiciat at their discretion may require Increased min€mum separafian, further analYr s,or attachment to the roof. initial building period,T to a nunlnrurtr of 2.0 seconds or IST tattfche r is greater.The bulMng fs Pemutted to be IM oil a I t�': mnrsber of factor,W"t tire potential that 11 fttrear eafast3c.The viscous damping used in the re ele on a roof stnface tsiiJ be present of the s hestlry analysis shall not exoeed 5 attlr rake an:e time that a Each root or round percent - rake g occurs'niz£I n'hether such frost iacieasea the least 30 seconds and shall uonfgin at feast 20 se g motion shall have a total duration of at g diLycement of art arta These esefzctor include; strong Wads of otenliaf for frost to occur �3ri a roof based or¢ the g Per AC 7rst Section 6.g.o te at the sate,tv1 et]ier atYsss,a[area-dinrensfona€ Ysshell bee roofis in ldited buil ''e rs heated,and hmn the root motions shall include two iandane 4erticaf componenta urponents antl 1urrUer aFhaurs�� •and cla� pplfed concurrently.t 3 per fear drat&est isC oiruneual•1, Totualcomponentsorielerated Ilaota ter solar maderfe;aceto adore,vid slrie.d franc or roofs of huitdings er+perience earthquake sltrbinfai t differette feat the corresponding growtd- g that is tr£rce erernid 4lre au ort bases of tJre PI' frost, 1Zoo£-les el sJt tking is filtered ihrou level shjrta- arrav to cattle greater horizontal a gh the bttilduig so:t tends natural period('s) of cibrarion oftthelUtnlcditiQ hon at the e. Nohfinear respghse histo accelerations at other periods. and sra.1ner table testing for uhrWacherlaarr y$s or shake For in ut rnethed a• < Far unattached p �) AC 1..6 is referenced because it solar arrays not cam presides regiritenients F©r urput morions to nonstntchu-al requirements of Section 7,the des; Plying lath the elements consistent with ASCE 7 Cha dOrre0 onddned bg to the design f3a Eanljc halm lace �t The requirement added in this Ater 13 desigir forces. R &A ument to inidlade the table testing using inY nonlinear response history anatysis or shake to ma of tJre pectanrr rsith 7, Chapter 13 dErjgn tope„cutin structural component,onsistent VAth ASCE 7.40 male the 0.77 seconds is necessary die Jn metiers appropriate for predicting sliduie roof. ponent,on a p°cement, sthich can be atT'ectzd motions. by Longer period The analysis nmdel or experimental test allotl account for trtctson betstiren the array and the rw1fsurfacell The target spectra definitii' Of he roof.The ttfcUn coefftciertt used fn rid the slope nrarnino that they 1te• m AC 15b are broadband spectra, based on testinganalYS)a shall be 5 em-elope potential peaks in specW per the r otic S arceJerairan ol•er a broad ranee of periods eq rnettis in miction t3. repregentino a of vibration, For ons,either history folloIs or derivation of shake htble tool range of different buildings +v'here non- motiorts - stntchtral rompotnznts cortid be located.. either aP the fallotring input types a>e acceptable; fa) seectrally matched rooftop ural}'fiscal smdie;(Maffei et a1 2012 CVn tat the response to appropr'ataly scaled deshigns, oars(b) rouake rise I brUadband. 7 have shoo)that the the slidini spectra provides a coasenaiiue estimate of c,eaund mottona applied it the base of a dynanttcall mmiodi& g splacemwnt of solar arra a co onsidee mcdet of the twlidEno supporting Y tePfe ed too MIS, } inpared to considered. Pparlirr�the PV array ging (a) Earth For "t Wetirod (b), appropxiatel}• scaled Desi1tl Basis Spacirafty Matched Rooftop Motlons: This method huiJdiu grotund ntofiotye are a requires a surto of not lest than three a g az'al}•Sis)rode]tlratitrcludes die ruoded to ei of the solar motions,sPectrally matched fo.b aoz<band tlea protea-e roof array on the kC 15n' OCC-ES 2090) Figure 9 spectra Per roof. In sus$ a case spectrum shaft include the antl Semon 6.5.i. The buildirng anal}si,crude]should be a row properties of the (frequency{ 1.3 viz portion for T, 0.77 sesands cover a range of Pp priatelybracketedlo he Proper�'onaf to tlT.for:sfifch the spastrum is Permitted to (]halters 2014,Walt rs 2i012� buildinrr d)ninic properties (b)Approp pat&d Scaled Resin Because fist a)resistance depends on nernn.•il force.s•ertical Motions 9 Basis Earthquake Ground euxJn Sake acreleiation Appf;ed to Building Model:This method r g slur also affect the horizontal suite of not.less than three appmprlate wires a moseuteut of unattached CO pealed in coaforurance with the requirementsofd Chapter s v'ert'ellcont tnlrouents, so inchnio) of a of ASCE 7-iD over of toast the€quire of pDIIent is realuired. Periods from the For shake table testing, k is dimensional test udn P conduct a three- x 4 txro horizontal emrlttetl a components and one Structuraf seh;mic R v m. Re rt S@AOC PVf�ur,nlenis for Rooftop Solar Photovoltaic Arrays �. 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R, EMISES(Ea ocou re ce MED EXP(Any one parson)$ PERSONAL&ADV INJURY $ 1,000,000 GEN'L AGGREGATE LIMIT APPLIES PER: GENERAL AGGREGATE g 2,000,000 PRO- 2,000,000X POLICY F-1 J - X OTHER:Deductible: $5,000 $ B AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT 1,000,000 Ea accident $ _ ANY AUTO BAS56258949 09/04/2016 09/0412017 BODILY INJURY Perperson) $ OWNED SCHEaULED ., AUTOS ONLY AUTOS y� p BODILY INJURY(Per accident $ X_ A13TOSONLY X AUTO OhiLY _[PeODA auiden3fvIAGE $ C X UMBRELLA LIAB X OCCUR EACH OCCURRENCE $ 5,000,000 EXCESS LIAB CLAIMS-MADE NHA074489 0110912016 0110912017 AGGREGATE $ 5,000,000 DED X RETENTION$ S D WORKERS COMPENSATION PER H- AND EMPLOYERS'LIABILITY ST U E OT ANY PRCPRIETORIPARTNERIEXECUTIVE Y� 6560UB-OG04294-8-16 0511612016 05/96/2017 E.L.EACH ACCIDENT $ 1,000,000 MEMBE EXCLUDED? NIA 1,000,000 (Mandatory ) E.L.DISEASE-EA EMPLOYE $ if yes,describe under 1,000,000 DESCRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT $ DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES (ACORD 401,Additional Remarks Schedule,may be attached If more space is required), CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE Town of North Andover THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN North Andover,Andover ver ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED REPRESENTATIVE ACORD 25(2016103) ©1988-2015 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD u The C'011111fo1Z11v(?fl71 pf')Vussfachusells Department rlf fndustilal Aecident.4 1` C f ce uf'Itivestigattiatts 600 T'ra.shitigton Sti-eet Bostom, MA 02111 wmv.mass.m,1dirt 'Workers' Cote pensation Insurance Afficlavit: Builders/Cotali'-,ictors/Electt-icisiiisTlttiiibei;s Applicant Infonnation Please Print Legibly NaM t.Bttsiticss;"Or,a[lization 111ciivsclual}; f'�- 1 t_' 'r �,v 2. y L�S� t• r. I.-tl f 1 F.-/UT- 7 /t ,I} _ Address: i- City/State/Zip: MA t-Q� Phone Are you an employer:' Check the appropriate box: _ T),pe of project(required): 1. ' 1 am a employer with 50} `l. ❑ 1 am It general contractor and T entploy'ces (ftt[l and/or part-tint(')." hv ae hired the SLIb-coritractat•s �' E] New construction 2.❑ 1 tall a sole proprietor or partner- listed on the attached sheet. 7. ❑ Remodeling ship and have au employees These, sub-contractors have 8, ❑ Demolition working for the In arty capacity. eltlployces and have workers` e,3. ❑ Building a(lclitiau i:No 'workers' comp, r11SUrancQ comp, insurance,= required,1 5. ❑ We are a corporation and its 10.❑ 1 lectrical repairs or additic'ms 3.❑ 1 ani a homeowner doing,all t\,ork officers have exorcise([ their 1 l- Plumbing repairs or additions [)myself. [No workers' comp, right of exemption per NICr1 ., ins€u•ance required.] c. 152, ��'1{=�}, tttaci we have no l�- ❑ Rooi'r�pairs employees. [No workers'13,[X-1 C)therSOLAR ARRAY comp. insuraneQ required,] 111y applie,int that checks box;�1 nxlst also till Lilt[(ho section below showing their workers'compensation policy in Forn Litt ion. l lonleolt•ners who:ubnlit this a 15clavi?indicating they are doing all work and tiler[hire uulaide Coll traeti)Is nit:st submit a nein affidavit indicating such, 'Coll.tT:etor,ilial Check lhis hm [))list attaChed all addltlnllal S]IeOl aliolN-'tilg tile..nilIile 01-the tiub-contmctors aad State Nviicth,£T or null tllclse CI1t111es 113 t•'e CMPIOy'QCs, If 1110 sub-contmctms have employees,the}!tlnlst provide tlieir workers'(•111111),paliQ'Itllmber. I am an erriplo>ver•that is prouidirig tlaorket's'coitipeitsatioii insurallee fprriij,employees. Bdoty is the policy olid job site infibrinution. 111surance Company Name: f {7 Policy ,',or Self-itis, T.ic, ;': l L C � > ` U �� { p:xph-ation Date: !� ' Job Site Address: City/State/Zip: Attach a copy of the 1•vorkers' compensation policy declaration patge (showing the pokey number and expiration (late). Failure; to secure coveraue as rer?uired Halder Section 25A orNIGL c. 152 can lead to the imposition of criminal pentiltie, ora title tip to 51,500.00 an&or one-year imprisonment, as well as civ iI penalties in the form of a STOP WM-K ORDER and a tine ol'up to 5250.00 a day against the violator. Be advised that a copy ol'this statemcnt may be forwarded to the Q1'tice of Investigations of the DIA. for insurance coverage vcrifrraltioil. I(to hereby certify tritrler t all s and penultie.s ofpeijmj,that the iufnr•ination provided above is true and correct, 5iplt�ittll'e: Dale: , Phone 4: 508-579-1083 Q ffie d iss•e only, Ido not write lir this area, to be completed btu Citi,or totwi offir irrl, Citi' 01-Town: Pe)-ttlit/L,icense. # Issuing Authority (circle olle): 1. Board of Health 2. Building Department 3. City/Town Clerk 4. Electrical Inspector 5. Plumbing Inspector G. Other Contact Pei-soil: Phone#: a` is erAiairs vBu rn i��-'P$1"t3"PlE'li`! of Pill]liG:Safety Office of Consumer Affairs&Business Regulation ,i1bME IMPROVEMENT CONTRACTOR E3011yd Of 13i_lilding [Reguiati0jjS and Standards 1 Registration: 182155 f rn�trit4tinn `>i pvl,kol. � xpiratlorr: 6/112p1� Type s individual LicerlrWe: CS-108041 BRIAN NiCPHAIL BRIAN MCPHAIL' 22 FRENCH STREET BRIAN MCPHAIL _i Billerica MA 41821 22 FRENCH STREET t BILLERICA, MSA 04821 lindersecretary GCE 5c7tts.sfon�r WI091201� ( cuns6unal Saiety and Heait°z.'s minislraticn i his xmc--ssfully comb ateei a 30•hoc r Occupational Snfa6y and Health TMining 0,xrra srY f t GG'Iistuction§afe'ty&f1P.i�1i11 w w SOLEINC-01 CFERGUSON '4�vRu CERTIFICATE OF LIABILITY INSURANCE DATE(MMIDD1YYYY) �...�� 11114/2016 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(les)must have ADDITIONAL INSURED provisions or 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 NAME: Provider Group mm 160 Gould Street,Suite 130 (AICC,"N,Ext):(781)444-0347 iwc,No):(781)444-8961 Needham,MA 02494 ADMAILESs:needhamr@providerig.com €NSURER S AFFORDING COVERAGE NAIC# INSURER A:Landmark American Insurance Co INSURED . Y INSURER B:Ohio Securitv Insurance Company 24082 SOlect,Inc.,Clean Energy Installs LLC,Solect Energy Dev INSURER C:RSUI Indemnity Com eny. LLC 89 Hayden Rowe St.Suite E INSURER D:Hartford Hopkinton,MA 01748 INSURER E; INSURER F: COVERAGES CERTIFICATE NUMBER: 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 ADDL SUBR POLICY FFF POLICY EXP LTRTYPE OF INSURANCE p V,Np POLICY NUMBER pp pp LIMITS A X COMMERCIAL GENERAL LIABILITY EACH OCCURRENCE $ 1,000,000 CLAIMS-MADE F OCCUR LHA110523 0110912016 01/09/2017 DAMAGE TOa RENTED _ 50000 PREM SES Eoccurrence $ MED EXP(Anyone erson $ _ PERSONAL&ADV INJURY g 1,000,000 GEN'{.AGGREGATE LIMIT APPLIES PER: GENERAL AGGREGATE $ 2,000,000 X JECT D LOC PRODUCTS-COMPIOP AGG $ 2,0©� ©� Pot-ICY❑ X OTHER:Deductible: $5,000 $ B AUTOMOBILE LIABILITY Ea acRatlanDiSINGLE LIMIT $ 1000,000 ANY AUTO BAS56258949 09/04/2016 09/0412017 BODILY INJURY Per.person S OWNED SCHEDULED AUTOS ONLY X AUTOS BODILY INJURY Per accident X ATS ONLY X ATOS ONLY PerOaccideniDAMAGE $ �- C X UMBRELLA LIABX OCCUR EACH OCCURRENCE $ 5,000,000 EXCESS LIAB CLAIMS-MADE NHA074489 0110912016 01/09/2017 AGGREGATE $ 5,000,000 DED I XRETENTION$ D WORKERS COMPENSATION STATUTE ETH AND EMPLOYERS'LIABILITY 6S60UB-0G04294-8-16 0511612016 05/16/2017 1,000,000 AANFICEOMEIETOR PARTNEEXCLUJE ECUTIVE YIN ❑ NIA E.L.EACH ACCIDENT (Mandatory In NH) E.L.DISEASE-EA EMPLOYE $ 1,00©'000 If yes,describe under 1$()00,000 DESCRIPTION OF OPERATIONS below E.L.DISEASE-On'ICY LIMIT $ DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES (ACORD 101,Additional Remarks Schedule,may be attached If more space is required) CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE Town of North Andover THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS, North Andover,MA 01845 AUTHORIZED REPRESENTATIVE ACORD 25(2016103) ©1988-2015 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD Plans Submitted ❑ Plans Waived ❑ Certified Piot 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 ❑ THE FOLLOWING SECTIONS FOR OFFICE USE ONLY INTERDEPARTMENTAL SIGN OFF - U FORM DATE REJECTED DATE APPROVED PLANNING & DEVELOPMENT ❑ ❑ COMENTS CONSERVATION ❑ ❑ COMMENTS DATE REJECTED DATE APPROVED HEALTH ❑ ❑ COMMENTS Zoning Board of Appeals: Variance, Petition No: Zoning Decision/receipt submitted yes Planning Board Decision: Comments Conservation Decision: Comments Water & Sewer Connection/Signature& Date Driveway Permit Located at 384 Osgood Street FIRE DEPARTMENT Temp Dtrnps#fir on lte yes no 0 11 t oca#ed at;124 Main Stree# Fire t�epairtmeint s�gr>latuireldate G.( MMENTS