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Building Permit #541-2017 - 39 HIGH STREET 11/8/2016
O au 6 ti BUILDING PERMIT TOWN OF NORTH ANDOVER APPLICATION FOR PLAN EXAMINATION - Permit N y/ 01-00 Date Received• - Date Issued: I1- IT - 2::9L( ,, IMPORTANT: Applicant must complete all items on this page LOCATION 3a 4 k C H 51( � , NOPTI1 frIL,%VF-9 t\A PROPERTY OWNER (�-Cvi I'1.—C' v-,>4 Lf pow A&J00"U& - t`J(t. z VLG� Print MAP NO: PARCEL: ZONING DISTRICT: 60M/"Historic District Machine Shoo Vi 1 yes no e yes no n n A I TYPE OF IMPROVEMENT PROPOSED USE I k111 I 1\y Residential Non- Residential ❑ New Building 0 One family 0 Addition 0 Two or more family ❑ Industrial Iteration No. of units: ❑ Commercial 0 Repair, replacement 0 Assessory Bldg Xi' Others: S� "6Q, ❑ Demolition)(Other ❑ Septic 0 Well ❑ Floodplain 0 Wetlands 0 Watershed District ,- -Water/Sewer r F,-OoF TD Com_ _RA -TE I (e, q - w DC, 00 w�2. OWNER: Name: Address: Identification Please Type or Print Clearly) DP&tD 57fJ t45k2ZJ4 Phone: 6 (7 - bZS= S3I5 CONTRACTOR Name:SL-$__7� Phone: ? 1683 Address: v `- 93 8c( O v (�wE, !-�rsP E`- �N , M P 5)(4 -Kc., Supervisor's Construction License: CS 090 Exp. Date: 7 Home Improvement License:r 2-1Exp. Date: 7 / / ARCHITECT/ENGINEER 7VP-Nl N 6V Qe�) Phone: i t F r i Plans Submitted ❑ Plans Waived 0. Certified Plot Plan ❑ Stamper' DI'a:^'s ❑ IYPE bF 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 v U FORM PLANNING & DEVELOPMENT Reviewed On Signatu COMMENTS CONSERVATION Reviewed on Signature COMMENTS e• HEALTH COMMENTS Reviewed on Signature Zoning Board of Appeals: Variance, Petition No: Planning Board Decision: Conservation Decision: Comments Co Zoning Decision/receipt submitted yes y Water & Sewer Connection/Signature & Date Driveway Permit C, DPW Town Engineer: Signature: FIRE DEPARTMENT = Temp Dumpster on site yes Located at 124. Main Street Fire Department signatureldate COMMENTS Located Jb4 Usg000 Street no -Nmension 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.$100-$1000 fine Doc.Building 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. Roofing, Siding, Interior Rehabilitation Permits ❑ Building Permit Application ❑ Workers Comp Affidavit ❑ Photo Copy Of H.I.C. And/Or C.S.L. Licenses ❑ Copy of Contract o Floor Plan Or Proposed Interior Work ❑ Engineering Affidavits for Engineered products NATE: All dumpster permits require sign off from Fire Department prior to issuance of Bldg Permit Addition Or Decks o Building Permit Application o Certified Surveyed Plot Plan o Workers Comp Affidavit ❑ Photo Copy of H. I. C. And C. S. L. Licenses o 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) a Engineering Affidavits for Engineered products NOTE: All dumpster permits require sign off from Fire Department prior to issuance of Bldg Permiii New Construction (Single and Two Family) o Building Permit Application o Certified Proposed Plot Plan o 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 Co ILI act o Mass check Energy Compliance Report o Engineering Affidavits for Engineered products 40TE: 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 ti✓ - Doe: Building Permit Revised 2014 W%(Location 3 9 No. Jew l • ^7 ©J'r Check # `51 U 31217 4 Date $1 • i$ • 2 01 6 TOWN OF NORTH ANDOVER Certificate of Occupancy $� Building/Frame Permit Fee $ C25,y Foundation Permit Fee $ Other Permit Fee $ TOTAL $ Building Inspector 9 V J _ LL 0 Q mJ tY U _0 O O N Ln d V) ai as Z Z J_ m O O Y C O O OAUO 7 Q' T E U LL O 0. 0. Z z �• OF o N LL cc O Z V H W W4-; GA O d' O •i V) — LL C:Z OU S0 vi zcc kn Q UA -Oa) 0 d' — LL ui 2 Q W W 5 LL O m O Zcu N v V) N O Y O V) 7m r L a MA U) O ca tm m 0 C r - O N d t O Z O Q J X 0 w CLU) `. z m cn 0 zv w� m Z w 0 U cn �w CL z w N O O O z CL Otm N I O % CD 0 'a m •� •E m i �0 0 O CL a CL t Q O .Q O }; =z � CL V N is r I HORTry ,a.e4'O0 Town of North Andover Machine Shop Village Neighborhood Conservation District Commission 1600 Osgood Street North A ndover, MA 01845 4SSACHUstit Application For EXCLUSION From Certificate to Alter Certain alterations are excluded front review by the Machine Shop Village Neighborhood Conservation District Commission in accordance with the Bylaw. Applicants for exempt projects must fill out the forin below and submit to the Commission Chairperson (contact info below). Date: Contact Name & Address: ✓) sSa�e•-Y//lees 17-7R4 0;>-/'t3 Project Address: 3'ilT 4f 2 • +l S� -` `-i Hfa Z Project Description (attach additional pages, if needed): Exclusion From Review Requested For: ❑ 1. Interior Alterations ❑ 2. Storm windows and doors, screen windows and doors. ❑ 3. Removal, replacement or installation of gutters and downspouts. ❑ 4. Removal, replacement or installation of window and door shutters. ❑ 5. Accessory buildings of less than 100 square feet of floor area. ❑ 6. Removal of substitute siding. existing conditions including materials, design and dimensions. ❑ 9. Replacement of existing substitute doors, substitute siding or substitute windows with new materials that are substantially similar to the existing condition. ❑ 10. Replacement of original fabric windows or doors with substitute windows or doors that maintain the architectural integrity with respect to form, fit and function of the original windows or doors. GI/ 7. Alterations not visible from a public ❑ 11. Reconstruction, substantially similar in W* exterior design, of a building, damaged or destroyed by fire, storm or other disaster, 8. Ordinary maintenance and repair of provided such reconstruction is begun architectural features that match the within one year thereafter. MSV NCDC Page 1 Current Chair: Liz Fennessy, 77 Elm Street, lizettafennessv@yahoo.com, tAoRTH 10, s Town of North Andover Machine Shop Village Neighborhood Conservation District Commission �,'•>,;;,o a�}'�y 1600 Osgood Street North Andover, MA 01845 QSSACHU56t Application 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 materials to be used for doors, windows or siding Plait and elevation of reconstruction for Item i 1 Determination: This project is determined to be N exempt El not exempt from review by the Machine Shop Village Neighborhood Conservation District Commission. Projects that are not exempt must complete the Application for Certificate to Alter, available from the Building Department and be reviewed by the Commission. Determination made by: Lizetta M Fennessy Signature Neighborhood Conservation District Commission 4 November 2016 Date MSV NCDC Page 2 Current Chair: Liz Fennessy, 77 Elm Street,'Iizettafennessv@yahoo.com, CS6P-260 1 265P -SD Canadian Solar's SmartDC module features an innovative integration of Canadian Solar's module technology and SolarEdge's power optimization 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 module -level data to minimize operational costs and allow effective system management. KEY FEATURES Harvest up to 25% more energy 25% from each module Maximizes power from each individual module against potential mismatch risk Decreases shading losses Easy installation, simple system design Integrated smart solution, no need to add other accessories Enhances the shading tolerance Reduced BoS Costs Up to 11.25 kW - 12.75 kW per string allows for more modules based on different inverters Free module -level monitoring system O Full visibility of system performance Free smart phone app for the monitoring system MORE More Safety QAutomatic drop of DC current and voltage when inverter or grid power is shutdown 10 CanadianSolar Optimized by solar -• • * Optional black frame available upon request i 25 linear power output warranty 4` lQ product warranty on materials years and workmanship MANAGEMENT SYSTEM CERTIFICATES* ISO 9001:2008 / Quality management system ISO/TS 16949:2009 / The automotive industry quality management system ISO 14001:2004 / Standards for environmental management system OHSAS 18001:2007 / International standards for occupational health & safety PRODUCT CERTIFICATES* IEC 61215 / IEC 61730: VDE/CE UL 1703 / IEC 61215 performance: CEC listed (US) UL 1703: CSA �f c IL \ � A f. CERT i * As there are different certification requirements 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. CANADIAN SOLAR INC. is committed to providing high quality solar products, solar system solutions and services to customers 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) Rear View Frame Cross Section Mounting Hole E 1-5 ELECTRICAL DATA / STC* Power Optimizer connected to a SolarEdge Inverter CS6P 260P -SD 265P -SD Nominal Max. Power (Pmax STC) 260 W 265 W Nominal Max. Power (Pmax NOCT) 189 W 192 W Open Circuit Voltage (Voc STC) 37.5 V 37.7 V Output Voltage Range (Vout) 5-60 V 5-60 V Max. Output Current (Imax) 15A 15A Max. Series Fuse Rating 20A 20A Module Efficiency 16.16% 16.47% Output During Standby (power optimizer disconnected from inverter or inverter off) 1 V * Under Standard Test Conditions (STC) of irradiance of 1000 W/m', spectrum AM 1.5 and cell temperature of 25°C. PV SYSTEM DESIGN Min. String Length EU & APAC 1 ph 8 3 ph 16 3 ph - MV 18 US & Canada 1 ph 8 3 ph (208 V) 10 Max. String Length EU & APAC 1 ph 20 19 3 ph 43 42 3 ph- MV 49 48 US & Canada 1 ph 20 19 3 ph (208 V) 23 22 Max. Power per String (W) EU &APAC 1 ph 5250 3 ph 11250 3 ph - MV 12750 US & Canada 1 ph 5250 3 ph (208 V) 6000 Parallel Strings of Different Lengths Yes Parallel Strings of Different Orientations Yes Operating Temperature -40°C - +85°C Max. System Voltage 1000 V (IEC) / 600 V (UL) Application Classification Class A Fire Rating Type 1 (1.11-1703) / Class C (IEC61730) Power Tolerance 0 - +5 W CS6P-265P-SD / I-V CURVES A ■ 1000 W/m' ■ BOO W/m' ■ 600 W/m' ■ 400 W/m' MECHANICAL DATA Specification Data V 5 10 15 20 25 30 35 40 5°c ■ 25°C ■ 45°C ■ 65°C ■ Cell Type Poly -crystalline, 6 inch Cell Arrangement 60 (6x 10) Dimensions 1638x982x40 mm (64.5 x 38.7x 1.57 in) Weight 19.1 kg Front Cover 3.2 mm tempered glass Frame Material A J -Box IP65 Cable PV1-F 1*6.0 mm2/ 952 mm Nominal Operating Cell Temperature 10. 9- g. 7. 6 5 4 3 2 1. V° 5 10 15 20 25 30 35 40 ■ 1000 W/m' ■ BOO W/m' ■ 600 W/m' ■ 400 W/m' MECHANICAL DATA Specification Data V 5 10 15 20 25 30 35 40 5°c ■ 25°C ■ 45°C ■ 65°C ■ Cell Type Poly -crystalline, 6 inch Cell Arrangement 60 (6x 10) Dimensions 1638x982x40 mm (64.5 x 38.7x 1.57 in) Weight 19.1 kg Front Cover 3.2 mm tempered glass Frame Material Anodized aluminium alloy J -Box IP65 Cable PV1-F 1*6.0 mm2/ 952 mm Connectors MC4 Stand. Packaging 26 pieces, 544 kg (quantity & weight per pallet) Module Pieces 728 pieces (40' HQ) per Container TEMPERATURE CHARACTERISTICS Specification Data Temperature Coefficient (Pmax) -0.41 %/*C Temperature Coefficient (Voc) -0.31 % / *C Temperature Coefficient (Isc) 0.053 % /1C Nominal Operating Cell Temperature 45±2 *C STANDARD COMPLIANCE EMC FCC Part15 Class B, IEC61000-6-2, IEC61000-6-3 PV Optimizer) -Box EN50548, U1-3730, IEC62109-1 (Class II safety), UL1741 Fire Safetv VDE-AR-E 2100-712:2013-05 PARTNER SECTION CANADIAN SOLAR INC. Mar. 2016. All rights reserved, PV Module Product Datasheet V5.4 -EN 0 ❑.m1(of10lWK o [3�.�3G(i�t�Jkxaxs�/ o 10-9"1 • •r {i#r13 o 01-a AW, o M(N)WWrj ❑ 4 x6 9offlX� 144P a MWI . r - 'L •uu[ Md"r�4 ❑ I>IAI� rx:] IXC li�x Ali � SOLECTRI/� A YASKAWA COMPANY 3 -PH TRANSFORMERLESS STRING INVERTERS Solectria's PVI 14TL, PVI 20TL, PVI 23TL, PVI 28TL, and PVI 36TL are compact, transformerless three-phase inverters with a dual MPP tracker. These inverters come standard with AC and DC disconnects, user -interactive LCD, and an 8 -position string combiner. Its small, lightweight design makes for quick and easy installation and maintenance. These inverters include an enhanced DSP control, comprehensive 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, DC combiners bypass, and roof mount array bracket. 5%ft be lir? ri o c `N�fNt� c us CP LIB IE9 Absolute Maximum Open Circuit Voltage Operating Voltage Range (MPPT) Max Power Input Voltage Range (MPPT) MPP Trackers Maximum Operating Input Current Maximum Short Circuit Current Maximum PV Power (per MPPT) Strike Voltage 600 VDC 1000 VDC 180-580 VDC 260-580 VDC 300-900 VDC 300-540 VDC 300-550 VDC 480-800 VDC 500-800 VDC Continuous Output Power (VAC) 2 with 4 -fused inputs per tracker 25 A per MPPT (50 A) 35 A per MPPT (70 A) 25 A per MPPT (50 A) 29 A per MPPT (58 A) 45 A per MPPT (90 A) 45.5 A per MPPT (91 A) 41 A per MPPT (82 A) 48 A per MPPT (96 A; 9.5 kW 13.5 kW 15.5 kW 19 kW 300V 330V Nominal Output Voltage 208 VAC, 3 -Ph 480 VAC, 3 -Ph AC Voltage Range (Standard) Tare Loss Integrated String Combiner -12%/+10% Continuous Output Power (VAC) 14 kW 20 kW 23 kW 28 kW Maximum Output Current (VAC) 39A 25.5 A 27.7 A 33.7 A Maximum Backfeed Current combined inputs) Ambient Temperature Range 0 Nominal Output Frequency Derating occurs over+50°C Derating occurs over +45 C 60 Hz Output Frequency Range -22 f to +158°F 59.3-60.5 Hz (adjustable 55-65 Hz) Power Factor Unity, )0.99 Unity, )0.99 Unity, )0.99 0.95% (t0.8 adjustable) (t0.9 adjustable) (t0.8 adjustable) Total Harmonic Distortion (THD) @ Rated Load Optional SolrenView Web -based Monitoring Integrated (3% Grid Connection Type External 3e+/N/GND 280-950 VDC 520-800 VDC 34 A per MPPT (68 A) 60 A per MPPT (120 A) 27 kW 36 kW 43.3 A 57.63 Hz Peak Efficiency 96.9% 97.4% 98.6% 98.5% CEC Efficiency 96.0% 97.0% 98.0% Tare Loss Integrated String Combiner 4 W 2 W 1 W 15 or30A 8 Fused Positions (4 positions per MPPT) 15 A (fuse by-pass available) (30 A only for Temperature combined inputs) Ambient Temperature Range -130Fto +140°F (-25°C to +600C) -13°F to +140°F (-25°C to +60°C) Derating occurs over+50°C Derating occurs over +45 C Storage Temperature Range -22 f to +158°F -581F to +158°F (-301Cto+70°C) (-40 Cto+70 C) Relative Humidity (non -condensing) 0.95% Operating Altitude Data Monitoring 13,123 ft/4000 m (derating from 6,562 ft/2000 m) Optional SolrenView Web -based Monitoring Integrated Optional Revenue Grade Monitoring External External Communication Interface Testing & Certifications RS -485 Modbus RTU Safety Listings & Certifications UL 1741/1 EEE 1547, CSA C22.2#107.1, FCC part 15 B Testing Agency Warranty ETL Standard 10 year Optional Enclosure 15, 20 year; extended service agreement dBA (Decibel) Rating < 50 dBA @ 3 m AC/DC Disconnect Standard, fully -integrated Dimensions (H x W x D) 41.6 in. x 21.4 in, x 8.5 in. 39.4 in. x 23.6 in. x 9.1 in. (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 lbs (47.2 kg) 124.5 lbs (56.5kg) Enclosure Rating Enclosure Finish Type 4 Polyester powder coated aluminum � SOLECTRIA A YASKAWA COMPANY www.solectria.com I inverters@solectria.com 1 978.683.9700 0 8 0 0 u IEco oo The next step in the EcoFoot Line: The PV installation professionals tested EcoFoot2, helped w' wa\s:..to make„it better..and t{ e: result is EcoFoo.t2 • �' / .. ... PPPr Now A -' is . / The Foot Preassembled Universal Clamp The white UL listed resin's heat The new preassembled universal deflection properties are an advantage clamp achieves integrated grounding on fully exposed roof tops. without the use of grounding washers. Wind Deflector Our deflector is galvanized with a G90 steel or if you rather you can elect the aluminum option 340 W State St, Unit 22, Athens, OH 45701 : 740-249-1877 : www.ecolibriumsolar.com E,0,tt♦ 15",%RV3 � o Jo la r ��l�x:� r;c:�Jir ��xo��?�� o�yy���� •�rl'r1�k.rrxc�:�r�F'�� ���,xc�tr':�=A�, �!,%�x� ��o7cc36�rc;� ..s�o}'i� 1��� to] �.li w��'� jiJ}'x� itnrc�J�l - - - - - �Pcjr 'o7f IYif - 9: i .0' vrti�/ Jawir ^'rcar�� r�i�y"nlif�„ �Xi liif �c,'r:=.^J_�� .ct l'��L�f� c�c�kkc ���� Sr',o }�lo�rx�tl s• ..�rck ,.;.01�=�0�•, ,��) `i;,�� 'I ��hlinrcJ��•:. � r F System BeneAtS (` Low part count (` Rapid system deployment Preassembled Universal Clamp Increased design flexibility More ballast capacity Validation Summary QFire Tested for commercial rooftops Q SEAOC Seismic Compliant Wind Tunnel and CFD Tested 0 UL 2703 Qualified, Bonding/Grounding o Structurally tested T Design, LLC Structural Engineer 1248 Randolph Avenue, Milton, MA. 02186 quoctuanpegmail.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, I 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 8h 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 c 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 1/31/2014. If you have any questions, please call me at 617-797-6637. Regards, Tuan Nguyen (Structural Engineer License 45563) i"OF , TU A�E NGUYEN m STRUCN0.4TURAL 5563 . CARUSO TURLEY SCOTT consulting structural engineers YOUR VISION IS OUR MISSION PARTNERS Richard D. Turley, PE Paul G. Soott, PE, SE Sandra J. Herd, PE, SE Chris J. Atkinson, PE, SE Thomas R. Morris, PE Richard A. Dahlmann, PE 1215 W. Rio Salado Pkwy. Suite 200 Tempe, AZ 85281 T:(480)774-1700 F: (480) 774-1701 www.ctsaz.com Job No. By CLIENT: Panel Claw 1570 Osgood Street Suite 2100 North Andover, MA 01845 PROJECT: RICH 39 High Street 39 High Street North Andover, MA 01854 GENERAL INFORMATION: BUILDING CODE: 16-242-1220 Sheet No. Cover MJS/PGS Date 11/10/16 31 STRGCTU L y No. 34880 G/ST'EP'�� AL MA State Building Code, 8th Ed. ASCE 7-05, with SEAOC PV1-2012 and PV2-2012 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 VISION IS OUR MISSION RE: Evaluation of Panel Claw system CARUSO The wind tunnel testing was performed per Method 3 in Chapter 6 of ASCE 7-05. TURLEY Project Name: RCH 39 High Street SCOTT CTS Job No.: 16-242-1220 consulting and/or force coefficients that were applied to the velocity pressure Pp ty p qz in order to 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 Thomas R. Morris, PE 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 VISION 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 Richard D. Turley, PE on a building with and without parapets. The testing has resulted in pressure , and/or force coefficients that were applied to the velocity pressure Pp ty p qz in order to Sandraul J. ere, Sandra J. Herd, PE, SE , 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. Dahknann, 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 - 0.14Sds*D). The contribution of friction has been further reduced by a factor of 0.7 in accordance with 1215 W. 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 CARUSO TURLEY SCOTT consulting structural engineers 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. Dahlmann, PE 1215 W. Rio Salado Pkwy. Suite 200 Tempe, AZ 85281 T: (480) 774-1700 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. Respectfully, Matthew Schmitt, EIT, MSE Structural Designer Richard D. Turley, PE Partner panelaw' 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 Structural Calculations for Roof -Mounted Solar Array Submittal Release: Rev 2 Engineering Seal =jAUCitIiZA� H No. 344 9 Q/STEQ'� �►��� r�ONAt E�6� PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com 11/9/2016 Table of Contents: Section: Page # 1.0 Project Information 1 1.1 General 1 1.2 Building Information 1 1.3 Structural Design Information 1 2.0 Snow Load 2 2.1 Snow Load Data 2 2.2 Snow Load Per Module 2 3.0 Wind Load 3 3.1 Wind Load Data 3 3.2 Roof /Array Zone Map 3 3.3 Wind Design Equations 3 4.0 Design Loads - Dead 4 4.1 Dead Load of the Arrays 4 4.2 Racking System Dead Load Calculation 5 4.3 Module Assembly Dead Load Calculations Array 1 5 5.0 Design Loads - Wind 6 5.1.1 Global Wind Uplift Summary Table: 6 5.1.2 Global Wind Shear Summary Table: 7 6.0 Design Loads - Downward 8 6.1 Downward Wind Load Calculation 8 6.2 Racking Dimensions for Point Loads 8 6.3 Point Load Summary 9 7.0 Design Loads - Seismic 10 7.1 Seismic Load Data 10 7.2 Seismic Design Equations 10 7.3 Lateral Seismic Force Check 11 7.4 Vertical Seismic Force Check 12 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com 11/9/2016 February 25,2016 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 1.0 Project Information: 1.1 General: Project Name: RCH 39 High Street Project Locaton: 39 High Street North Andover, MA, 01845 Racking System: Polar Bear III HD Module: Canadian Solar Module Tilt: 10.40 Module Width: 38.66 Module Length: 64.49 Module Area: 17.31 Ballast Block Weight = 34.00 1.2 Building Information: Max Roof Height (h): Length (L): Width (B): Roof Pitch: Parapet Height: Roofing Material Attachment: Roofing Material: Coefficient of Static Friction (A): 1.3 Structural Design Information: Building Code: Risk Cat.: Basic Wind Speed (V) = Exposure Category: Iw= Ground Snow Load (Pg) = Is= Site Class: Short Period Spectral Resp. (5%) (Ss): 1s Spectral Response (5%)(Si): le = 1p = 35 43 315 1 0 Fully Adhered EPDM 0.54 MA ST B.C. 8th Ed. 11 100 C 1.00 50 1 D 0.32 0.075 1 1 CS6P-265 degrees in. in. sq.ft. lbs. ft. ft. ft. degrees ft. mph PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.paneiclaw.com 11/9/2016 1 2.0 Snow Load: Snow Calculations per ASCE 7-05, Chapter 7 2.1 Snow Load Data: Ground Snow Load (Pg) = 50.00 psf Exposure Factor (Ce) = 1 Thermal Factor (Ct) = 1.2 Importance Factor (is) = 1 Flat Roof Snow Load (Pf) = 0.7*Pg*Ce*Ct*Is= 42.00 psf Snow Load on Array (SLA) = 42.00 psf SLA (ASCE, Figure 7-1) (ASCE, Table 7-2) (ASCE, Table 7-3) (ASCE, Table 7-4) 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 = Amp * SLA = 715.24 Ib 11/9/2016 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com 2 paneiii claw ° 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, Filum 6a) Exposure Category: C (ASCE, Sec 65.63) Topographic Factor (Kzt) = 1 (ASCE, Fig, ") Directionality Factor (Kd) = 0.85 (ASCE, Tcbk ") Exposure Coefficient (Kz) = 1.01 (ASCE, Table 6-3) Iw= 1.00 49.21 MRI Reduction 0.93 36.09 Rome C6-2) Velocity Pressure(gz)= 0.00256•Kz•Kzt•Kd'VA2'IweMRIA2= 19.01 PSF (ASCE, EVA. 6.15) 3.2 Roof/ Array Zone Map: setback a E I For west winds with wind directions from 180' t. 360'. >:.a,�.>,xn....e ar�:a.>eon, o•w.eo-.wn m,.,nwm.� 11/9/2016 Typical Roof Zone Mapping for West Winds with Directions from 180' to 360' Roof Zone Map Dimenions per IFI Wind Tunnel Study Height (ft) Ll (ft) L2 (ft) L3 (ft) L4 (ft) I L5 (ft) L6 (ft) I L7 (ft) L8 (ft) Velocity Pressure (qz) 35.0 43.00 0.00 43.00 0.00 49.21 49.21 36.09 180.49 19.01 PSF 3.3 Wind Design Equations: WLunufymodule = gzAmCfz,upIIft WLattdtns1modu1e = q:AmCfsysRdiog 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 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 Raaf = 5.00 PSF Array Information Results Sun -Array Knot Sub -Array Numbers of DLC Sub -Array Sub -Array Roof Pressare (DLA) No. modules DLC (Ibs.) DLA (lbs.) (lbs.)/module Area (W2) Pressure (DLC) (psf) (Psf) .Acceptable? 1 109 6,352 13,050 58 2,649 2.40 4.93 Yes 2 116 6,687 13,861 58 2,812 2.38 4.93 Yes 3 83 4,777 9,027 58 2,013 2.37 4.48 Yes 4 152 8,628 18,114 57 3,651 2.36 4.96 Yes 5 1 168 1 9,552 1 19,344 1 57 1 4,044 1 2.36 1 4.78 Yes Totals:) 628 1 35,996 1 73,396 1 Table 4.1 Array Dead Loads and Roof Pressures 11/9/2016 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com 4 �^ h 4.0 Design Load - Dead (Cont.►: 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 lbs. 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 - CS613-265 = 39.68 lbs. 109 Ballast Weight: CMU Ballast Block = 34.00 lbs. 197 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) = 35 I Module Assembly Dead Load (DLC) = Components Array Dead Load (DLC) / # Modules = 5g lbs. 11/9/2016 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com 5 5.0 Design Loads - Wind. S.1.1 Global Wind Uplift Summary Table: 11/9/2016 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. Table 5.1 Summary of Mechanical Attachment Requirements * Back calculated factor of safety provided to determine factor of safety applied to dead load In lieu of 8.6 in ASCE 7.05 equation 7, BACK CALCLUATED SAFETY FACTOR= (DEAD LOAO.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 Applied Load Resisting Load Code Check Sub -Array W = Total Wind DL = Total Quantity MA MA Capacity Calculated No. Uplift (lb) Dead Load (lb) Provided (lb) Factor of Safety* Check 1 10,432 13,050 20 7,000 1.92 OK 2 9,765 13,861 8 2,800 1.71 OK 3 5,031 9,027 0 0 1.79 OK 4 11,816 18,114 5 1,750 1.68 OK 5 12,218 19,344 0 0 1.58 OK Totals: 49,7621Ds. 73,3961bs. 33 71,5501bi. Table 5.1 Summary of Mechanical Attachment Requirements * Back calculated factor of safety provided to determine factor of safety applied to dead load In lieu of 8.6 in ASCE 7.05 equation 7, BACK CALCLUATED SAFETY FACTOR= (DEAD LOAO.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 5.0 Desien Loads - Wind (Cont.l 5.1.2 Global Wind Shear Summary Table: tssumed Allowable Mechanical Attachment Strength= 350.00lbs. 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 LOADtMECHANICAL 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.panelclaw.com 11/9/2016 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 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 2.84 OK 4 6,234 3,580 18,114 5 1750 1.54 OK 5 6,106 3,513 19,344 0 0 1.53 OK Totals: 24,893 lbs. 14,190 Us. 73,396 lbs. 33 11550 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 LOADtMECHANICAL 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.panelclaw.com 11/9/2016 6.1 Downward Wind Load Calculation: WLi.n=qZ*A.m*CfZ*Cos 0 Where: qz = 19.01 psf Am = 17.31 sq.ft. 6 = 10.40 deg. Cf, = 1.13 WLin = 366 Ibs./module Contact Pad by Location: A = Northern B = Northern C = Interior D = Interior E = Southern F= Southern (Single Module Area) (Inward) 6.2 Racking Dimensions for Point Loads: Inter -Module Support Spacing = Inter -Column Support Spacing = 45.47 in. 20.02 in. (Ref. Pg. 3, Wind Load) (Ref. Pg. 1, Project Information) (Ref. Pg. 1, Project Information) (Proprietary Wind Tunnel Data) 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 11/9/2016 8 6.0 Design Loads - Downward (CONT.): 6.2 Racking Dimensions for Point Loads (Cont.): Tray 1: 4 Tray 2: 0 Tray 3: 4 Tray 4: 4 Tray 5: 4 19.1 X1 X3 X1 X3 X2 17.5" 9., 11/9/2016 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 = 58 Total DL = (Varies on location and ballast quantity) SLm = 715 lbs./module Min = 366 lbs./module Table 6.1-A Extreme Point Load Summary Ballast Block Point Load Summary - (LB/Single Block Applied at Tray Location) Location Extreme Point Load Summary Table Point Loads (Ib/single block) at each Tray Location Tray 1 Tray 2 Tray 3 Tray 4 Tray 5 Northern A 11 lbs. load combinations (ASD) a Location Load C DL + Wlin DL+0.75XSLm+0.75XWLin Northern A 6lbs. 98 tbs. 154 tbs. Northern B F 76 tbs. 131 tbs. Interior C F641SbLs' ISI tbs. 263 tbs. Interior D 91bs. 129 tbs. 240 tbs. Interior E 151 tbs. 263 tbs. Interior F 129 tbs. 240 tbs. Southern G 35 tbs. 72 tbs. Southern H 98 tbs. 69 tbs. 106 tbs. Southern 1 98 tbs. 69 tbs. 106 tbs. For Checking F 1 1432 tbs. 908 lbs. 1576 tbs. 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 Tray 2 Tray 3 Tray 4 Tray 5 Northern A 11 lbs. Northern a 61bs. 17 tbs. Interior C 11 tbs. Interior D 6lbs. Interior E 11 tbs. Interior F 61bs. SouthernG Southern H 91bs. Southern I 1 91bs. 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 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 Seismic Design Category: B Short Period Spectral Resp. (5%) (Ss): 0.32 1s Spectral Response (5%)(S1): 0.075 Bldg. Seismic Imp. Factor (le) = 1 Site Coefficient (Fa) = 1.544 Site Coefficient (Fv) = 2.4 Adj. MCE Spec. Resp. (Short) (Sms)= Fa*Ss = 0.49408 Adj. MCE Spec. Resp. (1 sec.)(Sm1) = Fv*S1 = 0.18 Short Period Spectral Response (Sds) = 2/3(Sms) = 0.32 One Second Spectral Response (Sd1) = 2/3(Sm1) = 0.12 Component Seismic Imp. Factor (Ip) = 1 Repsonse Modification Factor (Rp) = 2.5 Amplification Factor (ap) = 1 7.2 Seismic Design Equations: Lateral Force (Fp) = 0.4apS SWp Ip 11/9/2016 (Ref. Pg. 1, Project Information) (ASCE, Tables 11.6-1 and 11.6-2) (Ref. Pg. 1, Project Information) (Ref. Pg. 1, Project Information) (ASCE, Table 1.5-2) (ASCE, Table 11.4-1) (ASCE, Table 11.4-2) (ASCE, Eqn. 11.4-1) (ASCE, Eqn. 11.4-2) (ASCE, Eqn. 11.4-3) (ASCE, Eqn. 11.4-4) (ASCE, Sec. 13.1.3) (ASCE, Table 13.6-1) (ASCE, Table 13.6-1) (ASCE, Eqn. 13.3-1) FPLmin = 0.3SDSIpWp (ASCE, Eqn. 13.3-3) FPLmax = 1.6SDSIPWP (ASCE, Eqn. 13.3-2) Vertical Force (Fp„) = ±[0.20SDSWp] (ASCE, Eqn. 12.4-4) Lateral Resisting Force (FRL)* _ [(0.6-(0.14 Sds)) (0.7) (mu)(Wp)] (Factored Load, ASD) Vertical Resisting Force (FRV) = 0.6*Wp (Factored Load, ASD) * Per SEAOC PV1- 2012 - Frictional resistance due to the components weight may be used to resist lateral forces caused by seismic loads. The coefficient of friction for the roof material must be reduced by 30%. PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.paneIclaw.com 10 7.3 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 Force FRL= Lateral Seismic Resisting Force Array Information Lateral Force Verification Results Sub -Array 0.7 FPL - FRL MA's MA's No. Wp (lbs.) 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 1,427 1,890 -891 0 0 Yes 4 18,114 2,864 3,793 -1,788 0 5 Yes 5 1 19,344 3,058 4,050 1 -1,909 0 0 Yes Totals:] 73396 tbs. 1 11604 tbs. 1 15367 tbs. 1 7244 tbs. 1 0 1 33 1 Table 7.1 -Summary of Mechanical Attachment Requirements MA's Required = 0.7 Fpl-FRI/MA strength 11/9/2016 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com 11 7.4 Vertical Seismic Force Check: Assumed Allowable Mechanical Attachment Vertical Strength = Nomenclature, WP= Sub -Array Weight FPV = Vertical Seismic Force FRV = Vertical Seismic Resisting Force 350 lbs. Array Information Vertical Force Verification Results 0.7 Fav - FRv Required Total MA's Array No. Wp (lbs.) Fav (lbs.) Fav (Ibs.) (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 5 19,344 1 1,274 11,606 1 -10,714 1 0 1 0 1 Yes Totals] 73396lbs. 1 4835 lbs. 1 44037 lbs. 1 -40653 lbs. 1 0 1 33 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 11/9/2016 12 pane 11/9/2016 c awe 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 Mmst 'M 2X14 Amus G3.�sa y Crient: Pane]Claw Inc.. North Andover, MA 01845. USA Report No,: FICMI 1-5 Date- 62125 2016 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 Reviewed by: Dr. -Ing. Th- Kray fhbad of depaqrwrt & PV mnd kisdmq) PTepared by: Dipl,-Ing.(FH) J. Paul (Gonsuftwpt for wwnd ldadiV) PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 9 (978) 688.5100 fax 9 www.panelclaw.com 11/9/2016 Appendix A Sr WUmt Aa Mm MVC "Wd 4^0� OW 44rA M IM AACSF00 F-11 Cs' pl.'C'nr'�_' V001 Aa.,ftm CrzM.-� wzv," 1-, 1.0 K�� tR24SI,5 7 mmx d h Prost. M C_"='1' .11d 'Dq k C. PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 9 (978) 688.5100 fax 9 www.panelclaw.com 11/9/2016 Appendix A pane aw H ,�. I.F.I. Institut fur Industrieaeradynamik GmbH -2- Wind 2 - Wind tunnel tests were conducted on the `Polar Bear 10deg Gen III HD" solar !ballasted roof mount system of PanelClawv Inc. The tests were performed at I.F.I. Institut fur Industrieaerodynamik GmbH (Institute for Industrial Aerodynamics), Institute at the Aachen University of Applied Sciences in accordance with the test ;procedures described in ASCE 7-05. chapter 6.6 and in accordance with the specifications of ASCE 49-12. The array assemblies of the solar ballasted roof mount system `Polar Bear 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 partially deflected configurations. Figure 1: Array assembly of the fully deflecied solar ballasted roof mount system 'Polar Bear tOdeg Gen III HD' vAth a module Eft angle of 10deg Testing was carred out With a surface roughness of the fetch in the boundary layer wind tunnel equivalent to open country (Exposure C according to ASCEZEI 7-05) 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 close-up of the Polar Bear 10deg Gen III HD solar ballasted roof mount system is Report No.: PCM10-2 Wind loads on the solar ballasted roof mouni system „Polar Bear 10deg Gen III HD" of PanoiClaw Inc. Design wind loads for uplift and sliding according to the ASCE 7-05 11/9/2016 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix A pane aw �17 NO I.F.I. Institut iur lndustrieaerodynamik GmbH .3 - depicted. 3 - depicted. Pressure coefficients were provided for normalized loaded areas of varying size. seven roof zones and eight array zones. Loaded areas state with building dimensions and are valid for flat -roofed buildings with a minimum setback of 1.0m from the roof edges. The pressure coefficients may be multipfied by the design velocity pressure q:, determined depending on the wind zone, the exposure category and the roof height in accordance vVith the American standard ASCEISEI 7-05 to determine the vrind loads on the solar system. Figure 2: Array assembly of the pastialty deflected safer ballasted roof mount system `Polar Bear lodeg Gen III HIS' with a module milt angle cA IDdeg The test results are likely to be appropriate for upwind Exposures B. C and D on flat - roofed buildings, assuming use in compliance %vith ASCEISEI 7-05, Chapter 6.5.2. From theseresults it is possible to calculate the design ballast for uplift and sliding safety - sliding of solar elements occurs if the aerodynamic lift has decreased the down force due to deadweight sufficiently so that the drag forces are larger than the frictional forces - on flat roofs with pitch angles up to 7`. Report No.: PCM10.2 Wind loads on the solar ballasted roof mount system Polar Bear IOdeg Gen III HD of PanelClaw ;Inc. Qesign wind loads for uplift and sliding according to the ASCE 7-45 ow"C17a M 11/9/2016 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax 9 www.panelclaw.com Appendix A FgHI.F.I. Insiftut fUF Industrjeaerodynamik GmbH -4- The pressure 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 skewed more than 15' hrith the building edges. Figure 3: Wind tunnel model of the flai:-roofed bowl6ng with the solar ballasted roof mount system 'Polar, Bear 10deo Can III 141),?Ath a module till anile of 10deg mounted on the turntable includrV view of the fetch in the large I.F.I. boundary layer wind tunnel; 8x12 array in. the south-east roof portion The present design loads for wind actions apply without restriction to solar arrays deployed on low-rise buildings as defined in section 6.2 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 tray always be assumed as rigid if A is at least as wide as it is high. The pressure coefficients determined from the wind tunnel tests show that the system in question needs very little ballast in the array interior. The sliding and uplift loads exerted by the YAnd on the modules are small due to the arrangement in rows. Higher loads were only observed in array comers and along exposed edges of the array, and these have to be taken into account. On the basis of the measurements carried out, this may be done directly by increasing the ballast locally on the array Report NG.: PCM1Q2 Wind loads on the solar ballasted root mount system ,Polar Bear 10deg Gen III 1#1" of PanelClaw Inc, Design wind loads for uplift and sliding according to the ASCE 7-05 M!D:za" 11/9/2016 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 9 (978) 688.5100 fax e www.paneiclaw.com Appendix A Appendix B 11/9/2016 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix 8 A Chapter SEISMIC DESIGN REQUIREMENTSFOR NONSTRUCTURAL CO• N la..i t:WvERAL 53..1.1 Srirpe '1'asis c'. apu' : rsr:rhla Itt, €nizais3i,an tae+s'�a czitez;t rm nonstmOVrazi serastg+x irtcti'tta,.m air jvmm�twnd rttachod to structure-, :aad eafr flne suprtorts and. ana-hir4sa03 S %v" the WsaPt'r a n'IvAru"h al clmlporoma is s-rrarce €<rttan (,r cc{oX tts 7-5. Nrcew of Z1 £€1ew'tite 'i"'t nr's i la; IV, of .hc >iFGR:€Ciil" as- alr€lord in sr 6,'o a..' L the c%mm racy r tihzffi tx a ta..tiracj as a tt-tit.nizdsn i x.*wc tind shall K- etc : red n uctamJ,ime x t4 5 ate t lS:_ 13. 1.2 Seimic MARn iatr srr+ For the i tispvses to chis drop icr :fia;,srax at el Ei €n orwa is =.h::54 Kr ssst mcd. w 11tv -arrk scisalk i sign s asrec,r' ins ;trr: sirup is ?i=«, vati o tape zzr eo ~sliL tirei at atiashcA 13.1-3 Component Itamportame Factor All tat.ig czat: sit i l Av as;'pwd a �agsicmwa? trn oria,x c t Icmi as.'indismod, ;a Ahis ses:tzara.. Thr. 4.�)mpvncnt itnl=itrta n- f u teat,. 1"' shall trr takes ss. 13 i1 am of r rs i t Oa, -a;ap1 % -1€m c€mrponent is eealni cd ttt rurcaiun 1'vr 5,1c r�`a EY p,-'qKw' wfsz .aa czl'iutwsk-" i & kT6zrt tzar pmtcow-r= Wird irr -slava:, it d ter ,s i.tima'g5. '_ �7ie c±-rr 1 xs call x�:.;altx s sigi?}rtzta, +:,s rrilircv sem' turim" t.:4'is, or txislnsivc suK'. mancc: sGhm to quasi €x of the lwwrial cscmis a. thrr-s. Is, ipaaart:isy vins lasjwc ! is thc' :iat6,i6ty iuvirr� }1074 *IiL ll ll and is, saiticle"t tr.;7Gc to thrmst to the gr-at'hu if teleasrs5. i 11W co' mpirmcnt is Si or mzithi:d 10 a R14- Cat-. sccra IV structure zind at is ate>J for omti-acrets r—wm.',,m iTflic t,,,iitu or it,.. SAlm could onpa,t. 5e cuafinuzjager t,aa; of the la d.,ty,. d. T € , civiztpouc m crag t rag,p,-i , or v@herso; is a i 'L -ns ft )xarbl+.?u*.: ttr.+i n, z' ,aur is :attic :tmal, as -sa s?rjctnre or pmnion t i rof claw }ied t,} the a t avaalt h ,riz p, it : vticft ati a h w at-doul t-aa'tncy. All cdimi.mta mcats s cal? _c rax,i__ta-d ,_. c.j: ,';ter imp t'un--u fat -t tr. {z, mgaa.rl ��s l =F I rk. 1.4 Ewmptious The R)Utmii t?t i 1 G11;uars'1 tata3pmw als zu excmpa trcan ;fic €rapt: enarntz rat thrs r_:i3u t , Furwrr i -x qx- cahin s asmots,l ;n ?, 3*_saipvrat;: er'mo hu ^a"ipmas�n?_ 1, Archit It TaB ciinw, twill+ i a .1, tasttis: 7k x e;t C9cr*m B iiiarr ,hata pasalmu sLT'Imttt.d }'ra 'luring, wa is or s rear a-alla. )rma jd,'d fust t a.,ompo tcnt inrxstl rnc•c £=ra'trta. t. as rgar4 Le 1.11. S, Mc hani.¢ai an a eCtrr; aE con -To Senn, in I?s-�r3 Catzas.�?' Ti. 4, :'rirzharicul an'd6kITLA rittss ttknrti in swnac D,.iiv.n C i _<irw C ptro ideJ that lh£ ccirp noz! bripurixicr Ea> vul ii, is *.lugs w Vi). . meAsnuai 3iamk r c tri n l mir minis. its'Si,ink, ®.-40 Caac�!oncx D. E- or 1, iahc; e a'll. zrf 4'w following, �m#':5'. . The «txsrsr-c rxa: impommm 9amr- r',., is raraasl trr I.Q. . rtre sitr rnr a . c r , �Dixr1,nit'iwhcd isa the r. Fll' -meoaitmocitions, ate; pm-. idcJ larar c.'.s:aa dr, nRpiarxr t r;;s l aswwaud ? s: txaink. pipimg' imi:l cesd> t: Wale ter i. 4 -Ire wk; -'hs 'N.i ll,m lass -a„ d 13a< w rznier a1 ru"s lacy ted = it 9-2-1 mio less ehcixe ihs_' ailiiima :hoar i c3_at Clh,r wi mpan n? R q.;hs Zii ib M M or le Or, it tlrc i•.;.v..ri;.t'ir.;rr�utird. ��sti:i �.5IKf*,. s 7 Niml or I ss. 1 Jt, 13 ilipplimflon u1 Votmtrstural C,imi5tnrtiml Requirrmenis to Non4aiicli'ng Struclum tic nbu lel €t£ siia.oures l€nchldin ststrs.c mAs and'hntr i ihA air srprt.r'szi by juber --Tnix ti Vr slsJl lV. d si+gnesl in xxry anct -'r' iris i rpter 1.5. ants -a -r, `;e iarri a^3 arrt art-; I$sar:.rasnw ti. xcrs. ht, Je,ennintd to t, A C h ipty r.. a t anld 'Au ; i,i= R, at €acr pr7 aii.tt is tabic 135-e or Y,crf. R hrs i,' t'u.ti as: CgWta t.. 0W. I ides. =,at'.R la*reed its l or, 1.5, Nto valsi:'� to . ai. shalt tee ,-'.e1er- .t Hm PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax 9 www.panelclaw.com 11/9/2016 Appendix B Norm wa. t :dw vmljymml is m,Cd by '"Mvari';Va wiyh silrfilu qmWiA E'VAer"CI: dM -mon intro tonlpliwxc -ilh this rvit6frnxm. A-adll 1tt•. whnilliM zpPro,z) lo ffic' 3iuihm ItV lhowin-, rrvirw 'n-nd wCcPtKlCC h4 , rm"lzged stir. "�n and in wxw4mmx With S"IRO 1-5 1.3 4ki I' hr nftrd tol4—.inp :11, &sqal ,Laignake gluund mpum Ir ,,!I xuysis; tN aPpal'tcd shai'c iahk in C"PC'i-nor 'U'n;ac'"rlmcr wilh SCzn0n t 1.2'6' wil 11".5 r'qo-iTv;lrl4 :hill N, submitted fvraww"J m Lh, Uth'61'v hz'im-, JUI'L'Ai4don affi'f vv'ricw wd w "Zcpt'zce blv 13.2-1 Cmuequoulial 111 fawk1wil and Compvmzml�: thcir smpr--VIL mid ?heir dko rm each oihk, c k cunsnicreA �� lfial Ow fxilulc m' n C'F'Cxm! 0 4=r mmcsimtill archilvl=tl , of dcolizal c-" 'imp-mmnk hall n,v, f-injsc the fail= 'W a" J vmam;amhllkd=MC< NaWICA, OT .lMffiMll 'WmPonmi. 13.21A 11'exthilfty Tlw dmrl •uUd c.alu; Gone of umlr-wrras. Their sMrrxmris' iuld Ntidl s!: ml&r dw-ir flxr6KAIy as wz P as mcir -mffcnvIh lfw y4mmic Capacity Detffolinnik'n As il aftcmmi'�z Nthe anAyli, n! r'Nuln:lxnu 'A Sco im& 1 2 1 brov lb i 3,A N� Jecnrd �wi Iwlhvg) to "kim i7w it). w -ma: CnraLiN oawl supp"Is and aftxh"isSkumc evAllication kv lw�n�c leased aly-m., a =,-,unally rc-,,--n�md 1a'tin; MUL-L rd prfwc� jv;e- W.N -,A Kl*-F"s At l3b. iiucpob,- ilw jullyjfity bAo in; -'° alt Kn dmIlv3!n "elide thc 'ime'r JINt pw':i�eul ihiLi k&; wlhmamigr-# wo'mmc capzl�lti� oqualor cm,zd ihL.whmIc &-no(6 dvimi'lwd in dam„ kk 0h '*,'I'CtilmI ?I.J. I xw' 11,3" 1 13.21.6 Expoivmw Data Capacity Doermlaatwn .A -s an Aft"nxi, C wr thV aqwkfi�nl m4wro"Itau, 01 0:2 1 hmm; b L"k". C tpx ,Tune dela MIANI'NAU'll 01��SWN llrjlllil� 0i',O lv iizenrd ais an wtbod it, &I-Zirm-lc the � mlw c4pl,"i§Y oi Zomkpowar' and aA att.L-hm.,niS, &-55mic qualib:aqkmi bN cljvnxvcc bin uixwl mUonah.' mmenircd Pw'oc e dujs 'w"." pulnic w the au&rraq hn 'ing j urkd i - lion sL5F k 1"caried lo f.m;:f' divb, Ag -I m-11111 "afil' - %sun mquiremom pm,ddIhat &: suhm.mfizaM wismuc '�U'%K%Z5 1�'4" f'I €VCzCJ Ow §,4'miz &Y,mmd, Jmrmfoicd 11-;' � I ji�d i y. �. 2, 11-17 Comimetion Mmminmi- WiTur dccqvi of womwt-w-al ,:mmpWnts: or ihC!T goppwtwqd 111-2-1, -'�U6 dcsi;n ihnil bc sjx,-n incvnm'=an xL-n-mm"'Is PrCl-amA 11V r1 mgisizrc-d &'54-n JmA«. - l -I'M Rr tim fw' hc �.,wmr, mil : -fAio ha viw* ilmd nwPv'IPv'. sw'o -a. mcm.5 shad includc a qua) ii, assummx plm if, rcquacd by Apiwndix I I A, My SEISMIC DEMANDS ON NONSTRUCTURAL CONIMNENTS 133A Schadc lkn;ign Farce 71w hctiw,:ii2 wi oAk�ka.?_-n Rrcc , r, 1 shall 'sac 15ppk"i zi '01V CZIV.0'f mmily.1nd dicnbutcd whdive ift ifiv cs'np'Twnl's ru"I ika mJ AA beIl-armuned in accarbncc uiih F, n! FShAl r"'I N. iaknnx km ffimm srctrall fmmn S-oi")n H 4A 'mlqxvmat wTlj'=ifi'.Rhol r1cwz ljJ0 m 2.50 fwko fiv.-n IAOg� 13.5-1 In I tor,Ywzng ilrzNi-t,'mLz rxtm thai 4`::emcs frvat LSfio�� -"C wim, 13.13i H PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 e (978) 688.5100 fax e www.panelclaw.com 11/9/2016 Appendix B paneiii claw@ lbw rt;' S sst .,..n w, rel'ofivc dixPi..,s rwnt, 1d; c.vr,>;eirt„1 Orr. canat�+aai �€rte �tiz tp3 ,; etst.:�ta C2 r1 h:; ol) i ",%XL as iqw, 13.4 ` ONSTRuc'CI:rEw, co ttT'tlNuw ANC'E Et'f EE AGE Nnnhajucnt A, mliperarna arB ft'is sappmlt. �Oesll IV ,itntdrral ; it, the Nuilom; "w"laum Such bming MIDI �C' lepmlokw if ai.y s,3tr Lt-ral toric brxing, Pray in;:ha H 1,L qn-ix-d to hmill h'xiT'amil dells firm zr III,.- PaTfiuwn 11; 'j to tv compadbl-- % Ah cc lim: d0kctiva lrqummenls w dctvniiiwd in Swivm 1 33-6 Jor s.u,,pcmkd c -i ' lirqs wid ckcwhcm in its swim for =shot VXCEIMOX'� Paoitior, AYA meet all vflhz P"Uiag elludiisms_ 1, Mw PwUon hr iighf dm's not E'wccd Q Pt 1 4'2 — 0 moll, I Tic hiv�f wd;h, oi the jvw-t3hi-, d,,vs nul c7,'xu,' the pmdw! of 10 in W.4-4 'Ni Liras ffie 4eqhi or 'of llv, PwiJUkin, ioi 13,5.S,2 Wais Gtt&Y ia glaxcd,1QR U '.1 g pami � �NO be dvi'Lned anJ inmalled in S'xlEm B.5:9.. 13'5.9 filam.111 (RWA Curtain Walls, Ghwed Storefrinds. and Glived Pardhorm 13.5A] Gmerul 4 s 'Ind zlxmd wbfiw A"� .,. I 2 I'D t 115-1 ; OT 03 ifl.. 4 U, 11-m.), whkhmt i, .T(: atce aN '"= *"C rc.L4mc Seismic i'hspbf x-' eV ldrill I 'q vWerom Will. _p F p1qAkv c"<'Un P, = tit.c reLatikc sttitmic lhzit Cz �knnjmn�:nl nnisl, he do�zipcd w mcommxbm 1b, height (n lbegl&"�.Cmipmrat umdrr 1, &Lmumd in w,V- 'ZO A Imcc with S A'n I I 3 EXCEPTION; Nvj1r <uflicznl adz ar'xz"J:Rmn 0�'9vlpw ml'.' 111 bait Phys al '1'ml"u'.k hvIumrl 1hr -Liss ind rrnlmwAl noi (wur m she drs--.gr, or;JL a% 6mm- mrated h): El. 0-3-2, q"C'd room Conk will., this 31111MM%l DLSWIN LOADS % hes:a D,,,, = cclzli,c h;,,67pmal Jnft', nwia'wcd t'r Cr thim ilk zbm' P met Kpss-w find? C RIT aw pas�s Pal"Ch 'AAhm a ltrcun�abr Will franw, tr,-Els `tri 0ofilh.- munguila 1L'?* pand b, -!h; �i&h of-th, mianplar zlw5parri V: = th ue q 11w cicar-nwm )'=n S"Ib -id"S t0111Ale-'mkal 'Zlass VAZCs and '-K. jV'mm:of tip dcsmC j-"�"�amA C 2, Folly ierrivred wi=tmlithialai, in RiA Cwtgo-fir, I, 1'1. ar"i m LCmtd no limt. lh;m 1'1 111 0 rti mfice m.m1 nvi cv_n.plw- lb6e Anncalc-d yi heat-stic%�,Iwmd iamimcd omss h: th;lkn,r fznliatCjt.tCr fit) LsS thsn ft frWl rn, i ' Q,-eo mm' that i� it % lnglaµng xxi pilov<f i'� q�:mfcd to d "3 mrw :1 u c-1 glwx g ni"hk curvi; ctaqmcdr : sraLwl lyzibuck'i txad tkfO.5 iia. of oth�".r -'pPfk'1'cJ 1KC41. 1Ki k:IYVTAl '4.ah 13,5.9-2 Seismic fb-ff.Umftx fiar Glass Componfeift ?","_ 11w, &ilfj ;:aw.,ung ;lass laflout. I'mmi i-fic C'V.. Np' as Nlliikrft 4wft Ix & ter- luinM � with AAMA Kir k' erm-emm: 116 MECRANICALNND ELECTRICAL COMPONENT'S 13A.1 Gerwral Nlc tvim';wl wnA Aw, tr,w1 c-miNawrias wd zhes dw mouzmimt% af;his ,e laftis. Tl;c xu,,zhmmt of mca.sigiz,A ad c iwrvlcall ww,und llr r urrom la the �,rucwit shall mtcl Ax, Of ScXm,:,m �Jrljfl b,- from RK! 13 n-1, FACTMON,lAght rklures, bghtcd tms s l wnw'li int Jiro int of prhs ' which 4a pp"r?Ixd by chmUs lm, "Ibcrwmc s,, pc rfc r frvun th.-' simccum. wl ncquirrd lo lbe PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 e (978) 688.5100 fax * www.panelclaw.com 11/9/2016 Appendix B 11/9/2016 • CH'AFYTER BJ SEN-4<,WDE510N. RIX.)UPLMUNTS F410 N01LS!P!'CTUR--,l- CUMPONUNTS bark 13,64 Stismic Coeftient.,5 for8lediankal and Vedriml Comrmenu .................... 'x .A—w-'r -'3 Au %%& HVAC% 3-m,,, Jia hmdk' RsT "Wit, -blwl' -."r d"wvhanm Ind f0iv`' t"O '-HA Wo --JH NVACn-l"', t—k—1 th, "{•'Jv JD G -4o". b"Mm— -m- il—aoo— "t'jW� 111w. .......... . ............... . .......... --------- ............ ............................ . ............ ..... ............... ... ......... ... r"A S"m"m� C�='Pt�-aga "y3lP.,..G: "'tvt wctF nmqY:S..: 6emmg-' znd mormw' "Ajtvt:' „C.. wi6 lmif-'m 1� s—tom"�e de"i— v, —d ... i Pcfl..Ax%' "'r" qes'. .aril '-; ol'o J" k '?-4 ........ . ...... . .......... . . . ................ . .................. . i-'- —k F2-4dym_e m Fww�: 23 it 10 r. ip V i -A 157.., B "'E.. i v".' I " iiag. k£- W -m m u k � >avs d bl) 'Rfr, 11 -a-W, '�id' J"i'i' ---k I- -1--ij r"g. S-"'ve to"'mv "'0 Yab; n wtaft ..W, .— -i% h A -SME B I d;;6- m-K- i`3i:}§.234113FS}0:24i I1 nwzti:?.'S Imae tY"kfimbr=b� hp a9 amA� T"'Nm'- mi m D;T-d"r4 -4 ft A"'Mv' B I vmL d - & ki Im Wt IT r� a I ,, wr h j mn L, =k h) j d,die.j, w 'j up m vn-'wt rir,- i'mi llibln�. lfm 'w -,a. c.t , d... ..4 "-3.0jk- Pi wk� Al §A H„fS _kU!'g Kn "wil.>1 "n, M"C*�.Mro.Ww' i PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 * (978) 688.5100 fax * www.paneiclaw.com Appendix B r STRUCTURAL SEISMIC REQUIREMENTS AND COMMENTARY FOR ROOFTOP SOLAR. PHOTOVOLTAIC ARRAYS By SEAOC Solar Photovoltaic Systems Committee Report SEAOC PVI -2012 August 2012 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix B pane iii c awo' Requirements and Commentary 1. Structural performance objectives Consistent with etre intent of the 13C 2009. (Section 101.3), P'V arrays .and their structural support systems snag be designed to'provide-life-safety performance in the Design basis Earthquake ground iron and the design wind event - Life -safety performance mans that PV arrays are expected not to create a hazard to lite. for example as a result of breaking free from the roof, sliding off .the roofs edge, exceeding the downward bad -carrying capacity of the root, or damagirrg skylights, efectiical systems, or other rooftop features or equipment in a gray that threatens life -safety. For M -safety performance. damage, stauctural yielding, and movement are acceptable. as long as they do not pose a threat to human life. Commentary: The Design Basis Earthquake ezoiard motion in ASCE 7 has a return period of approximately 500 vears, and design wird loads (considering load factors) equate to a rerun period of approximately 300 pears for Risk Category I structures. 700 tears Fisk Category It, and 1700 years P.isk Category Iii. (In ASCE 7-10, the importance factor is built into the retrnn period for wmd). For more frequent emits (e.g., everts Kith a 50 -)ear return; period), it may be desirable to design the PVarrayto remain operational; These requirements do not corer but do not preclude usin¢ more striagentdesign criteria. These requirements are applicable to all occupancy Categories. However if the. PV array or any rooftop component adjacent to the array have Ir, ::. 1-0- post- earthquale operability of the component must be established consistent with Section 13.1.3 of ASCE 7-10. 2. Types of arrays For the purposes of these structural requirements; rooftop PV panel support systems shall be classified as follows: • Unattached (ballast-anly) arrays are no attached to the roof structure. Resistance to wbid and seismic forces is provided by weight and friction: • Attached roof -bearing arrays are attached to the roof structure at one or more attachment points, but they also bear on the roof at support points that may or may not occur at the sane locations as atwchomt poin-M. The loadpath for upward forces is dMerent from that for Structural Seismic Requirements for Rooftop Solar Photovoltaic Arrays Report SEACC PVI -2012 dowrtward faces. These systems may include additional weights (bagastj as well. • Folly -framed arrays t;stanchion systerrisJ are structural frarn s that are attached to the roof structure such that the load path is the some for both upward and downward faces. Commentar,; Sectiona 1. 2. and 3 of this document are relevant to all rooftop arrays. Section 4 addresses attached .arrays- Sections S, 6, 7, and 9 address unattached arrays. Se tion .& apples to attached or unattached roof -bearing azraVs., Attached arrays can include thou nith flemble tethers as well as more read attacbmerta. Both types of attachments are to be designed per Section 4. The documents AC 428 (ICC -ES 2011b) and AC 365 (ICC -ES 2011a) provide criteria for other types of PV syctetns which are not covered in the specific provmons lie: -em. AC 41_8 addresses systems rausb-mounted on building roofs or walls; and free -.tending (ground -mounted) systems. AC 355 addresses budding -integrated systems uch as roofpanek. shingles, or adhered modules. 3. Building seismic -force -resisting system For Fwd arrays added to an existing building; the seismic . forte-resisfing system of the building ,shall be checked, per the requirements of Chapter 34 of 113C �' Commentary: Per Sections 3443.4 and 34ir4.4 of IBC 3009, if;the added mass of the PV array does not increase the rseisrnic mass tributary to any lateral -force -resisting structural element try more than 10%, the seismic -fore- resisting system of the building is permitted to remain unaltered. Sections 3403.3 and 3104.3 also require tat the graffito- structcuat system of the building be evaluated if the gravity load to arm esi.una element is increased by more than 5°a August 2012 Page 1 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix B 4. Attached arrays PLS support systems that are attached to the roof structure shalt be designed to resist the lateral seismic force F. specified in ASCE 7-10 Chapter 13. In the computation of F; for attached PV arrays, an evaluation of the flexibility and ductility, capacity, of the PV support structure is pemrktted to be used to establish values of a, and Fb_If the lateral strength to resist F, relies on attachments with few deformation capacity: R, shall not be taken greater than I.S. For low-proffe arrays for wfiech no part of fie array extends more than 4 feet above the roof surface, the value of aF is permitted to be taken equal to 1.0, the value of R, is permitted to be taken equal to 1.5, and the ratio a dP,. need not be taken greater than 0.67. Coinmentarr: In the computation of Fr, for attached law - profile solar arrays_ ap is commonly, glen as 1.0 and ) ,, is commonly taken asl.5, which are the values prescribed for "other mechanical or electrical cornlionents in Table 13.4-1 of ASCE 7-10. An evaluation of the flexibility and ductility capacity of tlur )?t•' suppers stricture can be made according to the definitions in ASCE-7 for raid and flexible components, and for high-, linmited-, and .iow-deformability elements and attachments. The provisions of this section focus on low -profile roof - bearing systems. Other types of systems are to be designed by other code requirements that are applicable. Solar carport q?e structures on the roof of a building are to be designed per the applicable requirements of Sections 13.1.5 and 15.3 For attached roof -bearing system,, fufction is permitted to contribute in combination With the design lateral strength of attachments to resist the lateral force F, when aft of the following contittiom are met; • The tn**x mum roof slope at the location of the array is tens than or equal to 7 degrees (12.3 percent) ; • The height aixive fila rear` otmfooe, to the center of mass of the solar arroy is less than the smaller of 36 inches and hall the least plan dimension of the c :`pponing Katie of the array, and • & shall not exceed 1.5 unless It is shover that the lateral disphmcement behavior of attachments is compatible with the simultaneoutt devekpmentof frictional resistance. The resistance of slack tether attachments shaft not be com- biraed VAII> frictional resistance. Structural Seismic Requirements for Rooftop Solar Photovoltaic Arrays Report SEAOC PVI -2012 The contribution of friction shall not exceed i0.9 0.2S,c},0.71rrih , where Lbw is the component weight Providing normal force ai the roof hearing locations, and ti is the coefficient of fiction at the bearing interface. The coefficient p shalt be deternmined by Mellon testing per the requirements in Section 8, except that for Seismic Design Categories A, S, or C. Ir is permitted to be taken equal to 0.4 if the roof surfacee consists ofaminerat-surfaced cap sheet. single -ply membrane, or sprayed team merrIvane, and is not gravel. wood, or metal - Commentary; %Therm frictional 'resistance is ussed.to Iesist lateral seimac forces, the applicable seismic load combination of ASCE ; results in a normal force of (0.9- 0.2SD�)W#,- This normal force is mnaitiplied by the 'friction coefficient, which is redttced by, a 0.7 factor_ based on the consensus judgment of the committee to provide conservatism for frictional resistance. The factor of 0. ,' does not need to be applied to the frictional properties used in evaluating unattached systems per Section 9. If the design lateral strength of attadmienis is less Von 25% of F,, the array shalt meet the recorenments of Section 5 with taken equal to 6 inches. Commentary: The requirement above is intended to prevent a designer from adding relatively fear attachments to an otherwise itmattached army for the purpose of not pro- viding the n+;n rani seismic design displacement. S. Unattached arrays Unattached (bal(ast-only) arrays are pernmitted wtten all of the following conditions are met: • The maxtmurtl roof slope at the location of the array Is less than or equal to 7 degrees i 12.3 gm;rcent). • The height above the roof o dbtt * to the center of mare of the 3oW army is less thin the sir allef' of 36 inches and half the least pian dimension of the supporting lase of the Array: • The dray is designed to kccommodale time seismic displacemartt detenrained by one of the following pw rediires: o Prounptive d®srgn soiantic dl plt r r# per Sections 6, 7, and 8" :a wmliritw response history anatysrti per Sections `., 8, and 9„ or Shake table testing per Sections 61 8, and 9. August 2052 Page 2 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 z7z7z7 C awe Commentary: The p7ovinons of Section 13-4 of ASCE 7 require that "Components and their supports shall be attached (or anchored) to the struc=e—" and that `Component attachments shall be bolted. welded., or other- wise pori&ely fastened without considemlion of factional resistance produced by the effects ofgravity ," Thisdocument recommends conditions for which exception can be taken to the above requirements: Appendix A indicates recommended chanees to ASCE 7-10.. until such a change is made in ASCE 7, the provisions of tris document can be considered an alternative method per IRC 2009 G. Design of unattached arrays to accommodate seismic displacement For unattached (balast-only) arrays, accommodation of seismic displacement stial be afforded by providing the follovVing minimum separations to allow sliding- conditiorl Minimum Semration Between separate solar arrays of 0 -5 (Q A,� similar construction Between a solar array and a fixed (104,,1., object on the roof or War array of different construction Between a solar array and a roof edge with a qualifying parapet Between a solar way and a roof edge withor it a quarifying parapet. Where 4,,, is the design seismic, tils;placement of the array relatrve to the roof, as computed per the requirements herein, 4 is the importance factor for the budding, and f, is the component importance factor for the solar array or ft component importance factor for other rooftop components adjacent to the War array, whichever is greater.. For the purposes of this requirement -a parapet is 'qualifying" if the top of the parapet is not Less than 6 inches above the center of mass of the solar army, and also not less than 24 inches above the adjacent rod surface. Commentary-: The factor of 0-5, based on judgment, accounts for the likelihood that movement of aijaceat arrays will tend to be svnchronms and the collisions between anays do not necessarily represent a life -safety' hazard. The factor of 1-5 is added, by judgment of the committee, to provide extra protection against the life safety hazard of an army sliding off the edge of a roof. A qualifying parapet (and the roof slope change that may be adjacent to it) is Structural Seismic Requirements for Rooftop Solar Phatovolimc Arrays Report SEA0G PVI -2012 assumed to partly reduce the probability of an array sliding, off flie- roof jusdtang the use of rather than Calculation of the parapet's literal strength to resist tine array movement is not required by this document Each separate array shall be interconnected as an integral unit such that for airy vertical section through the army, the merribers and connections shalt have design strength to resist a total. horizontal force across the section. in both tension and compression, equal to the larger of 0.131S.W, widDAW, Where ,Wf= the weight of the portion of the array, incfudding ballast, an the side of the section that has smaller weight- The deighLThe horizontal force shall be applied Its the army at the level of the roof surface, and shall be distributed in plan in proportion to the welght that mahes up Wr.. The compirtaton of -strength across the section shall account for any eccentricity of forces. Elements of the array that are not interconnected as specified shall be considered structurally separate and shot I be provided with the required minimum separation- Commentaryi Tice interconnection force of 01335_M, W 0. 1137, accounts for the potential that frictional resistance to sliding will be different under some portions, of the array as a result of varying normal force and actual instantaneous values of11 The roof structure of the buddim j shall be capable of supporting the factored gravity load of the PV array displaced from its ongmal location up to -1,,, in any honzwtal direction. Roof drainage shall not be obstructed by movement of the PV army and ballast up to A,, in any horizontal direction. Electrical systems and other items attached to arrays shag be flexible and designed to accommodate the required minirnum reparation m a manner that meets code life -safety per- formance. requirements. Details of providing slackness or movement capability to electacal wiring shall be included an the permit drawings for the wiar installation Commentary'. This document provides only structural requirements. The design must also meet applicable requirements of the governing electrical codes. The minimum clearance around solar error shale be the larger of the seismic separation defined herein and minimum separation clearances required for firefighting access. August 2012 Page 3 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 e (978) 688.5100 fax * www.panelclaw.com Appendix B 7 1"X7. -R,J;Fzl awe Commentary: Section 605 of the Iine7watfonal Fine fade acc 2012) provides requirements forfirefighting access pathw-ayr, on rooftops with solar arrays. based on the recommendations in CAL FIFE-OSFNI (2008). For commercial and large residential flat roofs (which are the roof type on which unattached arrays are feaskAel requirements include 4 feet to 6 feet clearance around the perimeter of the root maximum array dimensions of 150 feet between access pathways, and ,nistaam clearances around skylights,, roof hatches,and standpipes. Mote that the clearance around solar -array's is the larger of the two requirements far seismic and frrefightine access. The :separation distances do not need to be added together. 7. Prescriptive design seistnic. displacernent for unattached arrays Is permitted to be determined by the prescriptive pro- cedure below it all of the followng conditions are met. + d per ASCE 7-10 Chapter 13 is equal to 1:0 for the solar arrayandfor ail .rooftop components adjacent to the solar array- * .the-maxlmtmr roof slope at the location of the array is less than or equal to 3 degrees (524 pement)_ + The manufacturer provides friction teat. results, per the. requirements in Section 8, ,&Nch establish a-coetfscientof friction between.,the. P+y support. system and the roof surface of not less than 0.4.. For Seiwnfc Desion Categor€es R; 8, or C, friction -test ;resultsateed not 6e provided if.the roof.surface crisis of mineral -surfaced 'cap :.sheet, vngle-ply- membrane, or -sprayedfoam membrane, and is not gravel, wood, or metal: 4x , shall betaken as follows: Seismic Design A—V Category A, B,. C. flinches D, F, F I(Sm – 0.4f] * 60 inches, but not less than 6 inches Commentary- The prescriptive deaiga seismic displacement values conservatively bound nonlinear analysis results for solar arrays on common roofing materials.. Ibe formula is based on empirically bounding applicable analysis results; not . atftecretical devel4ment. The PV Gonunittee concluded that lunars on. Sa,s or building height are not needed as a prerequisite to wing the prescriptive design. se mic displacement. Structural.Semmic Requirements for Rooftop Solar tpvoltbaic Arrays Report :SEAOC PVI -2012 S. Friction testing The coefficient of frictionused in these requirements snail be determined by experimental testing of the interface between the PV support system and theroofingsurface it bears on. Friction tests shall be carried out for the general type of roof bearing surface used for theproject under the expected worst-case conditions, such as wet conditions versus dry conditions. The tests shall conform to applicab fe require - stents of ASTIR G115, including the report format of section. 11. An .independent testing agency shall periorm or validate' the friction tests -and provide a. report with.. the results.. The friction tests shall be conducted - using a sled that realistically represents:, at full scale, the PV panel support system, ffuiuding materials of the friction-littedtioe and the. flexibility- ofthe support :;,stem under lateral sliding. The nornlaf force on the friction. surface shall be representative of that in typical installations. Lateral force shall be applied to the sled at the approximate location of the array mass, using displacement controlled loading that adequately captures increases and decreases in resistive force. The loading. .velocity shallbe between 0.1 and 10 inches per -second. If sttick-shp behavior is obmved,hae.velocityshall be adjusted to minint%ze this behavior: Continuous electronic recording shall be used to measure the lateral resistance. A minintuni of three tests shall bee conducted, with each test moiling the sled a minimum of three inches under continuous rnowement. The tome used to calculate the friction coeffi Ment shall be the: average farce measured while the flied is under continuous movement:. The -friction tests --shallbe carded out,for the general: type of roofing used for the praect. C'ommentar v: Because ft ction coefficient is not necessarily constant with nornnal force or velocity, the normal force is to be representative of typical installation, and the velocity is to be less then or equal to that expected for earthquake movement. A higher velocity of loading could oyer -predict frictional resistance. Lateral farce is to be applied tinder :displacement control to be able to measure the effective dynamic friction under movement. Force -controlled loading, including inclined. plane tests, only captures the static friction coefficient -tid,does riotguali& Frictitzn tests are, to be applicable to the general type of roofing used for the project. such a% a m ue.^al-surfaced cap sheet or a type of single -ph- membrane material such as. EP13M, T PO, or PVCit is not etivisioned that different tests would be required for &Herent brands of roofing or for. small differences in roofing type or condition. For solar arrays on buildings assigned to Seismic Design_ Category O, E, or F where rooftops -are subject to si. Alfacant potential for frost or ice that is likely lo reduce friction Ault 2012 Page 4 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 9 (978) 688.5100 fax • www.panelclaw.com Appendix B p an e z:7z7z7 awe between the solar array and the roof, the building official at their discretion may require increased minftnum separation, further anafysi , or attachment to the mot. Cormnentar7: A number of factors affect the potential that frost on a roof surface will be present at the same time that a rare earthquake occurs, and whether such frost increases the sliding displacement of an arm- These factor. include: -the potential for frost to occur on a roof based on the climate at the site, whether the building i, heated, and hove well the roof is insulated -the number of hours per day and days per Fear that frost is present -whether solar modules occur above. and shield from frost, the roof surface around the support bases of the PV array S. Nonlinear response history anatysis or shake table testing for unattached arrays For unattached solar arrays not complying with the requirements of Section 7, the design seismic displacement corresponding to the Design Basis Earthquake shat[ be determined by nonlinear response history analysis or shake table testing using input motions consistent with ASCE 7-10 Chapter 13 design force:: for non-structural components on a roof. The analysis model or experimental test shall account for friction between the array and tyre roof surface, and the slope of the roof. The friction coefficient used in analysis shall be based on testing per the requirernents in Section 8. For response history analyr�is or derivation cif shake table test motions, either of the foliovdng input types are acceptable: (a) spectrally matched rorftop motions, or (b) rooftop response to appropriately scaled design basis earthquake ground motions applied to the base of a dynamically.repre- sentative model of the gilding supporting the P'.d array being considered. (a) Spectrally Matched Rooftop Motions: This method requires a suite of not less than three appropriate roof mations. spectrally matched to broadband design spectra per AC 156 QCC-ES 2010} Figure 1 and Section 6,5.1. The spectrum shall include the portion for T ,, 0.77 seconds (frequency < 1.3 Hz) feu • ihich the spectrum is pernitted to be proportional to 11T. (b) Appropriately Scaled Resign Basis Earthquake Ground Motions Ap;slied to Building Model_ This method requires a suite of not less than three appropriate ground motions, scaled in conformancee with the requirements of Chapter 16 of ASCE 7-10 over at least the range of periods from the Structural Seismic Requirements for Rooftop Solar Photovolta#c Arrays Report SEAOC PVI -2012 initial building period, T. to a minimum of 2.0 seconds or 1.5T whichever is greater_ The building is pemritted to be modeled as linear elastic. The viscous damping used in the response history analysis shalt not exceed 5 percent. Each roof or ground motion shalt have a total duration of at least 30 secands and shall contain at feast 20 seconds of strong -shaking per AC 156 Section 6.5.2_ For analysis, a three-dimensional analysis zhatt be used, and the roof motions shall include two bona-ontal components and one vertical component applied concurrently. Commentary- — ommucttnai components on elevated floor's or roofs of buildings experience earthquake shaking that is different from the corresponding gromrd-level zhakmg. Poof-level shaking is filtered through the building so it tends to cause greater horizontal spectral acceleration at the natural period(s) of vibration of the building and smaller accelerations at other periods. For input method (a). AC 156 is referenced because it provides requirements for input motions to nonstnrctual elements consistent with ASCE 7 Chapter 13 design forces. The requirement added in this document to include the portion of the spectrum. with T> 4.77 seconds is necessary to make the motions appropriate for predicting sliding displacement, which can be affected tyy longer period motion,. The target spectra defined in AC 156 are broadband spectra. meaning that they envelope potential peaks in spectral :acceleration over a broad range of periods of .vibration, representing a ranee of differeit buildings inhere non- structural comporueuts could be located. Cornparariye analytical studies adaffei et al 2012) have shown that the use ofbroadbond spectra provides a conservative estimate of the sliding displacement of solar arrays compared to unmodified roof motions. For input metlaod eta), appropriately scaled Design Basis Earthquake ground motions are applied to thee base of a building analysis model that includes the model of the solar array on the roof In such a case; the properties of the building analysis model should be appropriately bracketed to coiner a range of possible building dymmic properties (W,alters 2010. Walters, 2012). Because -Diction resistance depends on noel force. vertical earthquake acceleration can also affect the horizontal movement of unattached components, so in*chnion of a vertical component is required. For shake table testing., it is permitted to conduct a three- dimens:onal test using two horizontal components and one ,August 2012 Page 5 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax 9 www.panelclaw.com Appendix B pane iii c aw° vertical component, or a two-dimensional test with one horizontal component and one vertical con neat. In all cases the components of moan shall be applied con- currently - Shake table tests shall apply the minimum of Wgh-passs rdtenng to the input notions necessary for testing facility equipment capacities. Filtering shall be such that the resulting PV array displacements are comparable to tho-;e anaP-tcally computed for unf€ltered inpAA motions. If the Input motions are high -pas,. filtered or if two-dimensional tests afe conducted, the tests shall be supplemented with analytical stud[bes of the tests to calibrate the ingksetttial variatoles and three dintensionafanalyses to compute the seismic displacement for unfiltered Input motions- Commeatail-for some input motions and shake table facilities, input records mav need to be high-pass filtered (removing some of the lots -frequency content of the record} so that the shake -table movement does not exceed the table's displacement capacity. If filtering of motions is neede(I it should be done in such a way as to have as tittle effect as possible on the resulting sliding displacement. Comparative analyses should be conducted to determine the ef'f'ect of filtesng an shding displacement, after which tm5itered motions should be used in the analysis to determiase the design seismic displacement. If the shake table tests are moo -dimensional, the tests should be used to calibrate comparable tat o-dimensionaI analyses, after which dtree-d mensional analyses should be used to if at least seven roof motions are used, the design seismic displacement is permitted n be taken as 1..1 tunes the average of the peak displacement values (in any direction) from the analyses or tests, ft fewer than seven roof motions are used, the design seismic displacement shall be taken as 4.1 tunes the maximum of the peak disptaacement values from the analyses or tests. Resulting values for iamv shat) not be less than SO% of the vak;es specified in Section 5, unless toyer values are validated by independent Peer Review. Structural Sais.nric Requirements for Rooftop Solar Photovoltaic Arrays Report SEAOC PVI -2012 Commentari-: The factor of 1,1 used in defining the design seismic displacement is to account for the random uncertainty of reponse for a angle given roof motion. This uncertainty is assumed to be Larger for stickim`sl dung response than it for oto types7 of non-linear response considered in stucb=d engineering. The factor is chosen by Jud" -elft. Analytical and experimental studies of the seismic response of tmattached solar arrays are reported by Schellenberg ¢i al- Notation L Notation a, = component amplification factor (per ASCE 7) F, . = component horizontal seismic design force (per .ASCE 7) 4 = seismic importance factor for the building (per ASCE 7) 4 = component importance factor (per ASCE 7) P,, = component response modification factor (per ASCE 7) Sc = design 5% -damped spectral acceleration parameter at short periods (per ASCE 7) = fundamental period W; = total weight of the array, including ballast, on the side of the section {being checked for interconnection strength) that has smaller weight Nlr = component weight providing normal force at the roof beating locations. drm:r = design seismic displacement of the army relative to the roof }i = coefficient of friction at tKe beating interface between the roof surface and the solar array August 22012 Page 6 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 9 (978) 688.5100 fax • www.panelclaw.com Appendix B ROI FIN(' -(11 ('FFRGIISnN ACORO" CERTIFICATE OF LIABILITY INSURANCE DATE(MMIDDIYYYY) TYPE OF INSURANCE 11/1412016 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. 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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 ADDINSDL SUBR WVDPOLICY NUMBER POLICY EFF POLICY EXPLTR LIMITS A X COMMERCIAL GENERAL LIABILITY CLAIMS -MADE [X] OCCUR LHA110523 01/09/2016 01/09/2017 EACH OCCURRENCE $ 1,000,000 DAMAGE TO RENTED 50,000 PREM SES Ea occurrence MED EXP (Any oneperson) PERSONAL & ADV INJURY 1,000,000 GEN'L AGGREGATE LIMIT APPLIES PER: X POLICY ❑ jECT F LOC X I OTHER: Deductible: $5,000 GENERAL AGGREGATE $ 2,000,000 PRODUCTS - COMP/OP AGG $ 2,000,000 $ B AUTOMOBILE X LIABILITY ANY AUTO OWNEDSCHEDULED AUTOS ONLY X AUTOS HIRED X NON -OWNED AUTOS ONLY AUTOS ONLY BAS56258949 09/04/2016 09/04/2017 COMBINED SINGLE LIMIT 1,000,000 Ea accident $ BODILY INJURY Perperson) $ BODILY INJURY Per accident $ PROPERTY DAMAGE Per accident $ $ C X UMBRELLA LIAB EXCESS LIAB X OCCUR CLAIMS -MADE NHA074489 01/09/2016 01/09/2017 EACH OCCURRENCE $ 5,000,000 AGGREGATE $ 5,000,000 DED I X I RETENTION $ D WORKERS COMPENSATION AND EMPLOYERS' LIABILITY Y / N ANY PROPRIETOR/PARTNER/EXECUTIVE [_—]E.L. OFFICER/MEMBER EXCLUDED? (Mandatory in NH) If yes, describe under DESCRIPTION OF OPERATIONS below N I A 6S60UB-OG04294-8-16 05/16/2016 05/16/2017 PER OTH- STATUTE ER 1,000,000 EACH ACCIDENT $ E.L. DISEASE - EA EMPLOYEE $ 1,000,000 E.L. DISEASE - POLICY LIMIT $ 1,000,000 DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached if more space Is required) Town of North Andover North Andover, MA 01845 SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED REPRESENTATIVE O ACORD 25 (2016/03) © 1988-2015 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD 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 ❑ THE FOLLOWING SECTIONS FOR OFFICE USE ONLY INTERDEPARTMENTAL SIGN OFF - U FORM PLANNING & DEVELOPMENT ❑ COMENTS CONSERVATION COMMENTS HEALTH COMMENTS DATE REJECTED ❑ ❑ ❑■ DATE REJECTED DATE APPROVED 701 DATE APPROVED n Zoning Board of Appeals: Variance, Petition No: Zoning Decision/receipt submitted yes Planning Board Decision: Conservation Decisio Comments Comments Water & Sewer Connection/Signature & Date Driveway Permit Located at 384 Osgood Street FIRE DEPARTMENT - Temp Dumpster on site yes no Located at 924 Main Street Fire Department signature/date COMMENTS is c N c O U U J J 42 G O E 0- 0 O N N 0) L- W W C W U _O O 0 o wom m Z &wa8 Z v A sma 0 0 C) op°o t o pogo�--- mu u❑°i �� �@@ �ooy I z �W zamoJ O wo ON SwUW °uo oz _. w�w wcsi Z4> W Q ¢ /� ❑ ❑a< of xkF� U d m rco zNiam�o aW is Y�Sam�oo O �iNzkyNan o UQ UU= Q. < zr U m J > i j Q ❑max - �❑ ❑'❑uragvip �Ow o 0a UQ. 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