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Miscellaneous - 1 HIGH STREET 4/30/2018 (17)
�°r CanadianSolar CS6 P-260 1 265 P -S 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 * Optional black frame available upon request �,,,,,.,. ',, q 3¢ 25 .s g years _ linear power output warranty f 101 product warranty on materials years and workmanship .................................... ... ................................. I.......... Easy installation, simple system design MANAGEMENT SYSTEM CERTIFICATES* Integrated smart solution, no need to ISO 9001:2008 / Quality management system add other accessories ISO/TS 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 61215 /IEC 61730: VDE/CE different inverters Free module -level monitoring system OO Full visibility of system performance Free smart phone app for the monitoring system More Safety MORE Automatic drop of DC current and _ voltage when inverter or grid power is shutdown UL 1703 /IEC 61215 performance: CEC listed (US) UL 1703: CSA USE Gus \ \ GLI CERT * 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 Iff ELECTRICAL DATA / STC* Power Optimizer connected to a SolarEdge Inverter CS611) 26OP-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 20 A 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 13 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 (UL1703) / Class C (IEC61730) Power Tolerance 10 - +5 W CS6P-265P-SD / I-V CURVES A A 10 -----...._..----._....---._...._.__ ._.. .. 10----- 9.... __.____.._.___.._._............ . 9 6. _ _.— ____. —_ __ .. . .. 6._..._..._.._._.._...__ 5 _...__....._.___...... 4 _____—_____ _ .... .... 4 .... .._......... —__..._ 2-_.-------------------. .... 2... --- -_._.--- -- o v0 5 10 15 20 25 30 35 40 G t00ow/m' 13 800 WW 0 600 W/m' 13 400 Wlm' MECHANICAL DATA Specification Data V 5 10 15 20 25 30 35 40 5°C 13 25°C 0 45°c O 65°C Cell Type Poly -crystalline, 6 inch Cell Arrangement 60 (6x10) Dimensions 1638x982x40mm(64.5x38.7x1.57in) 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 %/°C 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 ....................................................................................................................................................................................................................................................... CANADIAN SOLAR INC. Mar. 2016. All rights reserved, PV Module Product Datasheet V5.4 -EN cru FEATURES • 600 or 1000 VDC • Best -in -class efficiency • Touch -safe fuses • iii 1< and easy installation • Dual MPP trael<ing zones • WideMPPTrange • Lightweight, compact design • Modbus communications • Us_erzinteractive LGD • Integrated DC fused string• combiner • DC arc fault protection OPTIONS • Web -based monitoring • Shade cover • DC/AC disconnect covers • Roof mount array brae -Ret • DC combiners bypass -��SOLECTMA COMPANY�VA YASKAWA 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. Bui_Ifj or the real w__orlld \M1EXTp,- EToSR�S U$no Absolute maximum open Circuit voltage 600 VDC 1000 VDC ' Operating Voltage Range (MPPT) 180-580 VDC 260.580 VDC 300-900 VDC 280-950 VDC Max Power Input Voltage Range (MPPT) 300-540 VDC 300-550 VDC 480-800 VDC 500-800 VDC 520-800 VDC a MPP Trackers 2 with 4 -fused inputs per tracker o. r Maximum Op ting PT(58A) l34AperMPPT(68A) i Maximum Short Circuit Current 45 A per MPPT (90 A) 45.5 A per MPPT 41 A per MPPT (82 A) 48 A per MPPT (96 A) 60 A per MPPT L 3 (91 A) i (120 A) v Maximum PV Power (per MPPT) 9.5 kW 13.5 kW 15.5 kW 19 kW 27 kW r Strike Voltage 300V 330 V ° a Nominal Output Voltage 208 VAC, 3 -Ph 480 VAC, 3 -Ph AC Voltage Range (Standard) -12%/+10% E Continuous Output Power (VAC) 14 kW 20 kW 23 kW 28 kW 36 kW Maximum Output Current (VAC) 39A 25.5 A 27.7 A s 33.7 A 43.3 A c a Maximum Backfeed Current OA ' ---- - - a... _ _.. ---. .. .----.. --- ----- ------.. .--- - - ------ •--------- --- a Nominal Output Frequency 60 Hz - o Output Frequency Range 59.3-60.5 Hz (adjustable 55-65 Hz) 57-63 Hz 3 Power Factor Unity, )0.99 Unity, )0.99 Unity, )0.99 (t0.8 adjustable) (_0.9 adjustable) (t0.8 adjustable) >" Total Harmonic Distortion (THD) @ Rated Load (3% Grid Connection Type 30+/N/GND 0 N Peak Efficiency 96.9% 97.4% 98.6% 98.5 /o CEC Efficiency 96.0% 97.0% 98.0% a Tare Loss 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 combined inputs) 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 +500C Derating occurs over +45°C Storage Temperature Range -22 of to +158°F -58°F to +158°F (-30 Cto+70°C) (-40°C to+70 C) I Relative Humidity (non -condensing) 0-95% Operating Attitude 13,123 ft/4000 m (derating from 6,562 ft/2000 m) Optional SolrenView Web -based Monitoring I Integrated Optional Revenue Grade Monitoring External External Communication Interface RS -485 Modbus RTU Safety Listings & Certifications UL 1741/IEEE 1547, CSA C22.2#107.1, FCC part 15 B Testing Agency - - ETL- Standard 10 year ...... Optional _.... __-- 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. x21.4in. x8.5 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 Type 4 Enclosure Finish Polyester powder coated aluminum �� SOLECTRIA A YASKAWA COMPANY www.solectria.com I inverters@solectria.com 1 978.683.9700 Polar :ear III Flat Roof Mounting System System Level Approach Low-cost mounting components provide savings early in the project development process. However, when you are looking to lower the total installed cost, from delivery to a fully wired system, details make the difference. Polar Bear® III combines critical system features, A -to -Z project support, and long-term product reliability into a single low-cost platform. The system components, delivery, and installation procedures have been jointly designed to deliver a lower total cost and better service experience. The Polar Bear® III takes the best features, service, and reliability from PanelClaw's earlier flat roof systems and combines them into a single platform. panelclaw.com panel000 claw" Polar Bear III Flat Roof Mounting System 10 Degree PRODUCT AND COST EVOLUTION Claw _7 u Trusted Roof Integrity Polar Bear® III reduces potential long- term roof damage with fully captured ballast, integrated roof protection pads and a system design that allows for free water flow. Accelerated Construction The engineered design emphasizes built-in features to improve construction efficiencies: • Three major components, light- weight and easy to move • Pre-installed bolts to quickly mount Ballast Trays • Single -module tilt -up to facilitate must -have access to roof, wiring and maintenance Safety and Reliability Polar Bear III is the result of PanelClaw's data -driven test program to improve PV reliability. Polar Bear III is proven technology based on hundreds of megawatts of project experience. panel000 c awo Ballast Tray i 00 ff Support Three Components Support • Easy -to -handle components that weigh less than 2.5 pounds • Integrated recycled rubber roof protection pads • Pre -drilled holes for wire management cabling options Ballast Tray • Angled fit with locking end -tab to fully capture ballast blocks • Hemmed edges and chamfered corners prevent wiring from coming into contact with sharp edges Claw • Attachment to module using standard module mounting holes • UL 2703 certified for electric bonding and grounding (978) 688.4900 1 sales@panelclaw.com Applications Flat roof (max slope 5°) Fully ballasted or mechanically attached Module Tilt Angle 10° nominal Shading Ratio 2.3:1 and 2:7:1 Module -to -Module Spacing 21.88" and 18.38" Platform Load —1.9 - 8 psf Module Orientation Landscape Module Attachment Standard module mounting holes Basic Wind Speed Up to 120 mph (>120 mph by approval) Wind Exposure Category B and C (D by approval) Seismic Compatibility C, D,Eand F Warranty and Certifications 25 year warranty UL 2703 certification System Fire Rating Class A with Type 1 and Type 2 modules Made in USA © 2015 PanelClaw, Inc. Qab Printed on recycled paper 9 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 Job No. 17-242-1268 By AIL/PGS CLIENT: paneZMV 1570 Osgood Street Suite 2100 North Andover, MA 01845 PROJECT: RCG High Street Building 36 1/50 High Street Building 36 North Andover, MA 01845 GENERAL GENERAL INFORMATION: Sheet No. Cover Date 1/31/17 OF SANDRA J. HERD � S L No. 576 A /ST MA ST B.C. 8TH Ed., ASCE 7-05 BUILDING CODE: With SEAOC PV1-2012 and PV2-2012 Date: January 31, 2017 Mr. Peter Bannon Panel Claw 1570 Osgood Street, Ste 2100 North Andover, MA 01845 CARUSO RE: Evaluation of Panel Claw system TURLEY Project Name: RCG High Street Building 36 SCOTT CTS Job No.: 17-242-1268 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 VISION IS OUR MISSION PARTNERS The wind tunnel testing was_performed per Method 3 in Chapter 6 of ASCE 7-05. The parameters of the testing were a flat roof system in both Exposure B and C Richard D. Scott, PE, SE on a building with and without parapets. The testing has resulted in pressure Sandra J.He,PE,SE and/or force coefficients that were applied to the velocity pressure Sandra J. Herd, PE, SE pP y p qZ in order to obtain the wind loads on the PV system. From the wind load results it is then Chris J.A.Morris,PEon, PE, E possible to calculate the ballast loads required to resist the uplift and sliding Thomas R. Morris, PE forces. Richard A. Dahlmann, 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. 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. In addition, the system has been mechanically attached to the roof to increase the factor of safety. Please contact CTS with any questions regarding this letter or attachments. Respectfully, Andrew I. Luna Structural Designer Sandra J. Herd, PE, SE, LEEP AP Partner • a n ' /z7/ claw" Partner Name: SOLECT ENERGY DEVELOPMENT Project Name: RCG HIGH STREET BUILDING 36 Project Location: 1/50 HIGH STREET BUILDING 36 NORTH ANDOVER, MA, 01845 Racking System: Polar Bear III HD Structural Calculations for Roof -Mounted Solar Array Submittal Release: Rev 1 Engineering Seal ZHOFAq 1/31/17 q�y SANDRA J. u HERD S L ►� �No. 5 6 SIO LEN PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.paneiclaw.com 1/27/2017 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 1/27/2017 p a n e z7z7z7 1,27,2017 claw 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. 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 p anel000 c aw' 1.0 Project Information: 1.1 General: Project Name: RCG HIGH STREET BUILDING 36 Project Locaton: 1/50 HIGH STREET BUILDING 36 NORTH ANDOVER, MA, 01845 Racking System: Polar Bear III HD Module: TATA SOLAR Module Tilt: 10.40 Module Width: 39.37 Module Length: 65.63 Module Area: 17.94 Ballast Block Weight = 32.60 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 Qt): 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%)(Sl): le = 1p = 50 252 96 5 0 Fully Adhered EPDM 0.54 MA ST B.C. 8th Ed. 11 100 C 1.00 50 1 D 0.33 0.075 1 1 TP260 degrees in. in. sq.ft. I bs. 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 1/27/2017 1 p anel000 c awa 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 = 17.94 sq.ft. Module Tilt = 10.40 degrees Amp = 17.65 sq.ft. SLM = A, V * SLA = 741.24 Ib 1/27/2017 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com 2 U panel000 c awo 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, Fog—r,1J Exposure Category: C (ASCE, sec. 6.5.6.3) Topographic Factor (Kzt) = 1 (ASCE, Rg.6-4) Directionality Factor (Kd) = 0.85 (ASCE, Table 64) Exposure Coefficient (Kz) = 1.09 (ASCE, Toble 6-3) Iw= 1.00 1 49.21 MRI Reduction = 0.93 0.00 (Table C6-7) Velocity Pressure (gz)= 0.00256`Kz'Kzt'Kd'VA2"Iw•MRIA2=20.51PSF (ASCE,Egn.615) 3.2 Roof / Array Zone Map: setback a setback a 1/27/2017 q I Height (ft) For west winds with wind directions from 180' to 360'. 12 (ft) L3 (ft) L4 (ft) is (ft) L6 (ft) L7 (ft) L8 (ft) ro o.r{.u„a. wtn.�:.ec ron.ae..,o•w.eo•..or�...vo�+a..n++++dl� 50.0 98.42 153.58 62.34 36.0) 1 49.21 46.79 0.00 0.00 20.51 PSF North edge • 2n1Am 1nleriar moaw titerior lsl-4lh oYifef(or � wee Merlor � mm les YweRor u RMNerior J .mxuf i arlh amts"saw htcrlor' - Inn1q'IOIh Yiterbr kirier raw rst4ifi aver row Mei1M lrceer row hteriar loner [pw kitelbr Maier rOM. 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I._J•,n birier IWr Yvterior - asiel toW Mdb - Hiner row YttMY(Y airlel' [ON IrIIMd a 5 8 t raw ra<m hierbr fntcriar ti2mlol (OMY rt arrnY if anay L naiG its (nrrly n ¢ 1af�tlr tilabr moal4b Meflor uEes - . inlerW (Mvy IrarTnY int (orJy ii tlmiy lei ¢ d aasx rMv trimer rvw one low ane. raw xaier IMa aaxr row airier raw d g 1H.d{h kiterior aner+or _ tilanor rasa+ artei£a' - .7rkerwr g e - airier low Metes rvamr row Emmet row nater row e 1alAm lr.wcv Interior . .. Yfrartar Y>•t41n - IntMar .. .MleAor tritnlWr +. In2erfar .. arie+br trim aite+ior - tritaior rKw.,lt nrf6i466 I w alv.' t1nU row - rrm[ iriiv saver low .Mer row - 'txicc raw tH4it1 IM -43 a,rerrar ulm ti[erfar vles aneraor 1rCsth aiierlrx .'Imelior aver ntYl tHim Ifr, r w Interbr airieZ7 tiierbr - . , Mar 1'aW tlMrlor' —Meow Ir:.LJm Irri£rroty aKerFra aI"t do, - MtIXior uien. ulc vwm row SaIYVi row - – 30U1fi toy .. SauUl row =idXn low SOVth 1V W- Sowh"row tsl-+tHt w.. tsi�m al2eriaf in6srfar' n'.,a..te. tsf4lh .I,a.x Metier .. moautes .Interior :ioawo South edge er{ynanaY I.mmcrn,a a.yuanei. rumQwa oMvir array inanr.trma Lg La LT I -a Typical Roof Zone Mapping for West Winds with Directions from 180" to 360° Roof Zone Map Dimenions per IFI Wind Tunnel Study Height (ft) Li (ft) 12 (ft) L3 (ft) L4 (ft) is (ft) L6 (ft) L7 (ft) L8 (ft) Velocity Pressure (qz) 50.0 98.42 153.58 62.34 36.0) 1 49.21 46.79 0.00 0.00 20.51 PSF 3.3 Wind Design Equations: WL„ulift/module = gzAmCfz,upuft WLsliding/module = gzAm CfyY ltdmq 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 Roof = Unknown Array Information Results u xrayo0 Sub -Array Numbers of DLC Sub -Array Sub -Array Roof Pressure (DLA) No. modules DLC (lbs.) DLA (lbs.) (lbs.)/module Area (FV2) Pressure (DLC) (psf) (psf) Acceptable? 1 300 17,910 52,890 60 7,838 2.29 6.75 By others 2 300 17,933 56,335 60 7,850 2.28 7.18 By others Tota I s:l 600 1 35,843 1 109,225 1 Table 4.1 Array Dead Loads and Roof Pressures 1/27/2017 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com 4 p anel000 c aw` 4.0 Design Load - Dead (Cont j-. Racking System: Polar Bear III HD 4.2 Racking System Dead Load Calculation: The array dead load is made up of three components; the racking assembly, ballast and module weights. Array # 1 Component Weight: Quantity NORTH SUPPORT= 2.02 lbs. 42 SOUTH SUPPORT= 1.85 lbs. 42 STANDARD SUPPORT= 2.47 lbs. 558 LONG BALLAST TRAY = 7.14 lbs. 290 SHORT BALLAST TRAY = 3.99 lbs. 62 CLAWS(2)= 3.88 lbs. 300 MECHANICAL ATTACHMENT= 0.48 lbs. 21 MA Bracket = 2.32 lbs. 21 TATA SOLAR - TP260 = 42.77 lbs. 300 Ballast Weight: CMU Ballast Block= 32.60 lbs. 1073 4.3 Module Assembly Dead Load Calculations Arrav 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) = 17912 Ibs. Module Assembly Dead Load (DLC) = Components Array Dead Load (DLC) / # Modules = 60 lbs. 1/27/2017 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.paneiclaw.com 5 5.0 Design Loads - Wind, 5.1.1 Global Wind Uplift Summary Table: 1/27/2017 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 = 300.00 lbs. Table 5.1 Summary of Mechanical Attachment Requirements k Back calculated factor of safety provided to determine factor of safety applied to dead load in lieu of 0.6 in ASCE 7-05 equation 7, BACK CALCLUATED SAFETY FACTOR= (DEAD LOAD+MECHANICAL ATTACHMENT)/WIND LOAD 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 No. W = Total Wind Uplift (lb) DL = Total Dead Load (lb) Quantity MA Provided MA Capacity (lb) Calculated Factor of Safety* Check 1 Z 34,960 1 34,137 52,890 56,335 21 11 6,300 3,300 1.69 1.75 OK OK Totals: 69,09816s. 109,225 lbs. 32 9,600 tbs. Table 5.1 Summary of Mechanical Attachment Requirements k Back calculated factor of safety provided to determine factor of safety applied to dead load in lieu of 0.6 in ASCE 7-05 equation 7, BACK CALCLUATED SAFETY FACTOR= (DEAD LOAD+MECHANICAL ATTACHMENT)/WIND LOAD PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com 6 5.0 DesiLm Loads - Wind (Cont.) 5.1.2 Global Wind Shear Summary Table: Assumed Allowable Mechanical Attachment Strength= 300.00lbs. fable 5.2 Summary of Mechanical Attachment Requirements. • Back calculated factor of safety provided to determine factor of safety applied to dead load in lieu of 0.6 In ASCE 7-05 equation 7, BACK CALCLUATED SAFETY FACTOR= (DEAD LOAD+MECHANICAL ATTACHMENT)/((WIND LOAD/FRICTION)+WIND UPLIFT) PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com 1/27/2017 Applied Load Resisting Loads Code Check Sub Array No. Wu = Wind Uplift (lb) Ws = Wind DL = Total Shear (lb) Dead Load (lb) MA Provided MA Capacity (lb) Calculated Factor of Safety* Check 1 2 19,436 20,116 10,628 52,890 10,430 56,335 21 11 6300 3300 1.51 1.51 OK OK Totals: 39,552 lbs. 21,058 lb, 109,225 lbs. 32 9600 fable 5.2 Summary of Mechanical Attachment Requirements. • Back calculated factor of safety provided to determine factor of safety applied to dead load in lieu of 0.6 In ASCE 7-05 equation 7, BACK CALCLUATED SAFETY FACTOR= (DEAD LOAD+MECHANICAL ATTACHMENT)/((WIND LOAD/FRICTION)+WIND UPLIFT) PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com 1/27/2017 MFVFW I T nife 6.0 Design Loads - Downward: 6.1 Downward Wind Load Calculation: WLin = az * A. * CfZ * COS 9 Where: A = qz = 20.51 psf Am = 17.94 sq.ft. 8 = 10.40 deg. Cf, = 1.13 WLL7z = 409 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 39.25 in. Spacing = 27.38 in. Inter -Column Support Spacing = (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) 1/27/2017 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com 8 pane �rz7 clawe 6.0 Design 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 Xl X3 X2 17.5" 9.. A B C Distances Between Supports (Unless Noted): X1= 34.25 in. X2 = 14.33 in. X3 = 21.77 in. 6.3 Point Load Summary: Dt-sys = 60 Total DL = (Varies on location and ballast quantity) SLm = 741 lbs./module WLin= 409 lbs./module D E F G H I Section A -A I able b.1 -A Extreme Point Load Summary Ballast Block Point Load Summary - (LB/Single Block Applied at Tray Location) Location Extreme Point Load Summary Table oads (Ib/single block) at each Tray Location Tray 2 Tray 3 Tray 4 Tray 5 Northern 11 lbs. load combinations (ASD) Location Load DL+SLm DL+ Wlin DL+0.75XSLm+0.75XWLin Northern A 1441bs. 102 lbs. 159 lbs. Northern B 122 lbs. 80 lbs. 137 lbs. Interior C 2441bs. 161 lbs. 2741bs. Interior D 222 lbs. 1391bs. 252 lbs. Interior E 2441bs. 161 lbs. 274 lbs. Interior F 222 lbs. 139 lbs. 252 lbs. Southern G 67 lbs. 39 lbs. 77 lbs. Southern H 99 lbs. 72 lbs. 1091bs. Southern 1 99 lbs. 72 lbs. 1091bs. For Checking i 1462 lbs. 964 lbs. 1645 lbs. I able b.1 -A Extreme Point Load Summary Ballast Block Point Load Summary - (LB/Single Block Applied at Tray Location) Location oads (Ib/single block) at each Tray Location Tray 2 Tray 3 Tray 4 Tray 5 Northern 11 lbs. Northern 16 lbs. Interior 11 lbs. Interior 5lbs. fH Interior 11 lbs. Interior 5lbs. Southern Southern 8lbs. Southern 8lbs. i aDle b.1-bSingle BIDCK Point Load aummary 1/27/2017 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com 9 p anel000 c aw° 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: C Short Period Spectral Resp. (5%) (Ss): 0.33 1s Spectral Response (5%)(S1): 0.075 Bldg. Seismic Imp. Factor (le) = 1 Site Coefficient (Fa) = 1.536 Site Coefficient (Fv) = 2.4 Adj. MCE Spec. Resp. (Short) (Sms)= Fa*Ss = 0.50688 Adj. MCE Spec. Resp. (1 sec.)(Sm1) = Fv*S1 = 0.18 Short Period Spectral Response (Sds) = 2/3(Sms) = 0.33 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) = 0.4a RRp Su'n I \ 1 + 2 (h)) (gyp) 1/27/2017 (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.panelclaw.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 = 300 Nomenclature: WP= Sub -Array Weight FPL= Lateral Seismic Force FRL= Lateral Seismic Resisting Force Array Information Lateral Force Verification Results Sub -Array 0.7 FPL - FRL MA's MA's No. Wp (Ibs.) FPL (Ibs.) FRL (lbs.) (Ibs.) Required Provided Acceptable 1 52,890 8,579 11,050 -5,044 0 21 Yes 2 56,335 9,138 11,769 -5,373 0 11 Yes Totals: 109225 lbs. 1 17717 lbs. 1 22819 lbs. 1 -10417 lbs. 1 0 1 32 Table 7.1 -Summary of Mechanical Attachment Requirements MA's Required = 0.7 Fpl-FRI/MA strength 1/27/2017 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com 11 I:l 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 300 lbs. Array Information Vertical Force Verification Results 0.7 FPv -FRv Required Total MA's Array No. Wp (lbs.) FPv (lbs.) FRv (Ibs.) (Ibs.) MA's Provided Acceptable 1 52,890 3,575 31,734 -29,232 0 21 Yes 2 56,335 3,807 33,801 -31,136 0 11 Yes fotals:l 109225lbs. 1 7382 lbs. 1 65535 lbs. 1-60368lbs. 1 0 1 32 1 Toble7.2 - 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 1/27/2017 12 Appendix A 1/27/2017 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax 9 www.paneiclaw.com Appendix A 24 � �Ozv FgH n , RF. MrM=Mf 1.G WrMLft at A=k=Unhft-AyCO AMMO N!dtMrjgWSba r_ Wri 52074 Ate, de=ny Hast: -4S tr♦'12A't4M -Q F !s3 t4j 2s1i9T19 Enda .ptiy/l4n ••••-•.fit Cfrent PanelCAaw Inc.. North Andover, MA 01815, USA. Report No.: PCM11-5 Date: 02/25/2016 Wind loads on the solar ballasted roof mount system „Polar near 10deg Gen [if HD'" of PanelClaw Inc. Design wind loads for uplift and sliding according to the ASCE 7-05 Reviewed by, Dr. -Ing. Th. 'Kray (HeW of depadm ng of pv wmd bit) Prepared by: ?ip9 -lnp. (FH) J. Paul (Consuftig for wind bedkv) Mamxtrrr'r SOW$=$* AMNn *=rdrm T40 am cezn_aM Enda; CWAM'8.45wjft Vr rl R'.kM LM tdtri:'1i�02EG9 Q'OU 6947 Atm t�"3: EUMM Nmed PMSM dktRicaiM S*n, 1c.ltlA wY SE: AACSCEM Ba$' i3C4 'auordin9➢D CYTn FV& tlr.—M, R. Gans MKM PMC o. -M. N. fmra. A MW..= AxtM CarLW m=tMq V t 01M FMC ORA*. TfR I*WY fta MW4519 t. MSar+ m Is3uafxf�r Fk6E d.Is'c9 FOX.Md tm - VAT7dc. M12$992741 k4ft 6beik*rManC:'Slaf,73e�. i'tr-tt,9 nw, ar.afq. NJ,. 6�, Prot: Or 4v. C, fjWW AOM! MMM Mraata TA 24M oaera+aaa►xawarr97s�„•.arac orwrcrart+a.eaar.�us:tseo PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com 1/27/2017 Appendix A IZAV RM eavwMra+�n. Or''RL tnstihd fur Industrieaerodynamitt GmbH .2 - 'Mind tunnel tests vire conducted on the "Polar Sear 10deg Gen Ill HD" solar ballasted roof mount system of PanelCtaw Inc. The tests were ;performed at I.F.I. Institut fur industrieeerodynamiik 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 45-12. The array assemblies of the scalar ballasted roof mount system "Polar Hear 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: Army assembly of the fully deffected solar ballasted roof mount system Polar Bear '10deg Gen III HEr vvith a module Ott angle of 10ft Testing was carried out vAth a surface roughness of the fetch in the boundary layer vdnd tunnel equivalent to open country (Exposure C according to ASCE/SEI 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 tate 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 mount system „Polar Bear 10deg Gen ill 1,10"of Panalgaw Ino. Design vdrui toads .for uplift and sliding according to the ASCE 7.05 OW10+mta 1/27/2017 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax * www.panelclaw.com Appendix A 1ORY, E. i.F.l. tnstitui fBTJndustrIeaer*4ynanftkGmb14 -3- depicted. Pressure coefficients were provided for normalized loaded areas of varying size, seven roof zones and eight array zones. Loaded areas scale with building dimensions and are valid for flat -roofed buildings with a minimum setback of 1.0rn from the roof edges. The pressure coefficients may be muttipfied by the design velocity pressure qz, determined depending on the wind zone, the exposure category and the roof height in accordance with the American standard ASCEISEI 7-05 to determine the wind loads on the solar system. Figure 2: Army asseirkly of the perfisly deflected soW ballasted roof mount system -Polar Bear 10cleg Gen III HDPWfth a module Mt angle or 40deg The test results are likely to he appropriate for upwind Exposures B, C and D on flat - roofed buildings, assuming use in compliance with ASCEISEI 7-05. Chapter 6.5.2. From these results it is possible to calculate the design ballast for uplift and sfiding safety - sliding of solar elements occurs if the aerodynamic lift has decreased the dmvn force due to deadweight sufficiently so that the drag forces are larger than the frictional forces - on flat roofs with pitch angles up to T. Repon No.: PCIN11104 Wind loads on the solar ballasted roof mourd system Polar Sear 10deg Gen III HD' of PanelClaw Inr- Desban vdnd toads for uplift and' sliding according to the ASCE 7.05 M101013 1/27/2017 ParteliClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 * (978) 688.5100 fax 9 www.paneiclaw.com Appendix A I� Fel' ....r...,,; I.F.I. knstitut far tndustrieaemdymamik GmbH .4 - The 4 The: pressure coefficients were determined for a set=up where wind direction 0* corresponded to Wild 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 stewed more than 15° with the building edges. Figure 3: ward tumel model of the fW roofed buildng with thee solar ballasted war mount system 'Polar Bear 10deg Gen fit'HD" with a module 19 arulte of 10deg mounted an the turntable including view of thee fetch in the large I.F.I. boundary layer wind tuemal; Sx 12 array in the south-east roof portion The ;present design toads for wind actions apply vAthout 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 98.3 in (60 ft) which are considered rigid. A building may always be assumed as rigid if ft is at least as wide as it is high. Ttie pressure coefficients deterfnined from the wind tunnel tests sh<m, that the system in question needs very little ballast in the array interior. The sliding and uplift loads exerted by the wind. an the modules are small due to the arrangement in rows_ Higher loads were only observed in array confers and along exposed edges of the array, and these have to be taken into account. On the basis of the measurements carried out. this may be done directly by increasing the ballast locally on the array Report No.: PCM1II,2 wind loads on the solar ballasted roof mount system „Polar Bear 10deg Gen in Ido" of PanelClawe Inc. Design wind loads for ufrlift and blidimg according to the ASCE 7-05 M'YQ'.= 1/27/2017 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 9 (978) 688.5100 fax • www.panelclaw.com Appendix A Appendix B 1/27/2017 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix B Chapter 13 Lai L11 IRLMD61' t 0.1 GENERAL 13.1.1 Scope This chapter establishes minimum design crfteria for nomstrucimal companctits that are pemraniendy at4'rhed to-ttucturcs and far their supports and attachutcm-s, tj'herc the w eieht of a nonstmetural component is Beater than or caval to 2.5 ,percent of the cirectivc seismic, weight, W. of the structure as defined in Scctina 12.7.2. the component shall he classified us a nonbuilding structure and shag be desip wd in accordance with Section 1532. 13.1.2 Seismic Design Category Fix the purposes of this chapter, nonstructural eomponcrm shall be assigned to the same seismic clesien catepm, to the structure That they occupy or to which they arc attached. 13.1.3 Component Importance Factor All cum p moots shall be assigned a componcM impnriaace factor as .indicated in this Section. The component imWanoe €actor, fE. shall be iakra as 1 S if any ofthe following conditions apply-. 1. The component is required to function for life -safety pnrpascs after an eanhquakr inchsdtng fire protection sprinkler sy s, terns and egress stsitways, Z The ounpancin conveym supports, or othcmisc contains toxic, highly taxis.. or cxploshne sub- stances where the quart;:ty of the mgtcrial exceeds a threshold quantity escablishrd by the authority wt%une jimsd'sction and is sufficient to pose a threat to the public if released. 3. Thr component is in or attached to a Risk Cat- egory IF structure and it is needed for continued operation of the facility or its failure could impair the coeftoord open ion of the fncility- t- The component convc1s. s pporis, or cithrmisc contains hu7m nos substances and is munched to a structure or portion thereof classified by the ,authority having jtuisdiction as a harmdous Ali other components shall be assigned n component imponaircc:factor. 1,. equal to l.tl. XII Exemptions The following nanstrtutural components are exempt from the requirements of this section: 1. Furniture (except storage cabinets as nixed in Tahlc 13.5-1). ? Temporary or mo%abte equipment. 3. Areinitectural cornponents in Seismic Design Caiceory 8 other than parapets supported by bearing walls or shear malls provided that the oampottent_importance factur,1R, is equal to 1.0, 4. Mechanical and ekchica! ctmmoncnts in Seismic Design Category B. S. Mechanical and electricalcomponents in Seismic Design Category C prmided that the componew importamce factor'. - is equal to Lo. 6. Mechanical and c&etzical components in Seismic Iycsign Categories D. E. or F where all of the £ollo%W* apply: Z. The component importance factor. 7,. is equal to I.Q. b. The component is positively attnchcd to the structure. c- Flexible connections are prm-ided bdw•eca the component and associated dwt%v& piping. and conduit; and either i. The oompoocnt weighs 400 Ib I I.7ti211+) or Ices and has a crtncr of maws located 4 in 4117 m) or less above the adjancut floor.' level. or ii. The component wreaghs 7-0 lb lsS Ni or less or. in the case of a distrilnrted sysicm, 5 lbM 4773 Nhn) or less 13.1 c Application of :Nonstractuml Component Requirements to KonbuildIng rtructum Nonbuiid:tog struo arcs (including storage mcb5 and tanks) that arc supported by other .structurms shall Ix designed in accordance with Cluptrr 15. Where Section 153 requires slut seismic forces to determined in accordance with Chapter 13 and %okras for R, are nits pmridrd in Table 13-5-1 or & shall be taken as cquaal to the vnluc of fi listed in Section 15. The %mine of n, Ad! be dcicr- ruined in accordan^c with footnote o of Tabic 13.5-1 or 1.3.61. H PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com 1/27/2017 Appendix B showy that Or compoocnt is inherently ru=gcd by comparison with similar seismically qui dificd components. t3vidence denwasIm ing cornpliancc with this rcWdmment shall be submitted for spIumal to the authority having jurisdiction after m irror and acecptnnce by a ngisteed desirn professional. Components nigh hazardo=us substanors and assigned a component impartarxc factor. t,,, of 15 in accordance with Section 13.1 .3 shall be ccrtiftrd by the manufacturer as malaWning c+otnaiument. folloaving the design earthquake pound motion by 1Il mulys"rs, (2) appumrd shake table testing, in. accordance with Section 1325, or (3) experience data in accordance with Section 132_6. EAdencr dcmonstmting connplianee with this aequiretnew shall be suhmiticd for apptucml to the authority dr, viog Jurisdiction anct rcvicw and wceptana by a registered design prmfessiotat. 13.23 Consequential Damage The functional and physital intcrrolationship of components.. their supports, and their eirect on each other slabs be considered so that The failure of an essmtitd or riancEvcniial architectural, mechanical. or chxtrical component shall not cause the failure of nn essential architeeruraL mechanical, or electrical. component, 13.2.4 FlexlbRtty Tie design and ev'alua'tion Of Components. their supports, and their allachmrnts shalt consider their Flexibility as %vela as their strength. 1=.23 Tesitng Afternatice for Seismic C q clay Determination As an alternative to the analytical requirements of Soctimrs '132 through 13.6, testing _1211 be deemed as an acccptn'hl'c method to determine the seismic capacity of components god their supports. and attachnxrus. Seismic qualification by eating haled upon a mrtionaliy recognized testing, standard prore- durc, such as ICC -ES AC M. rimeptahte in the authority having jurisdictimt stall be deemed to sztisfv the design andevaluation requirements provided that the subxtantintal seismic capacities equal or exceed the seismic demands dcgcrmincd in aecnrdarxc with Sections 13.3.1 and 13.33. 112»6 Expedenm Data Alternalltr for Sa1smic Capacity De4tmItigt)an As an alternative to the analytical requirements of Sections 13.2 thrmrrh iib. use of experience data MINIMUM DEMON LOADS shall 1r decors as an acrc{zaalik- meflx+d to determine the seismic d:apaclty of coro wetrts and their supports and attachments. Scisandc quatifieat"rat by experience data bated upon nationally ircrtrn3acd procedures acceptable to the authority having jurisdic- tion shall be dtxmcd to satisfy the d csign and cvmlun- tirto nqui ements 1wovidc4 that Ore substantiated seismic capacities equal or exceed the seismic demands determined in accutdartcc with Soctiaas 133.1 and 1331 13.2.3 Construction Documents Where design of rartst wwral components or [herr supports and attachments is required by Table 133-1. such design shall be shown in construction documents prepared by a tepisttemd design profes- sional for use by the owner. authorities having jurisdiction.. contractors. and inspecuxs. Such daeu- mcnts stall include it quality assorartcc plan if acquired by Appendix I IA. 13.3 SEISMIC DFNMN*13S ON OMS71113CT1rRAL CO.t4NOA'I<.�TS 13.3.1 Seismic Design Force Vic hodirruwal seismic deign fora (Fel stall be rtpplied at the comghwrifs center of gravity and distributed relative to the corrWrnent's mass distribu- tion and sleall be detertnitud in accordance with Eq. 133-1: OAa, Sall, �lt?:i Fr is not required to be taken as pester than Fr= (133-2) and r shall not he taken as Icss than Fr=03Sadrl, 41.33-3) where Fr = seismic design force Sm. = Vectrid aroeicratinn. short period, as determined :from Section I1-4.4 a, = component amphricatiot ractor that varies from IM to 4:50 (sect apprupriatc value from "table 133-1 or 13.6-1) I, = component importance factor that vmies from IM to 1.50 (are Section 13.13) 11; = -Mr---' opcaating weight 113 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 * (978) 688.5100 fax • www.paneiclaw.com 1/27/2017 Appendix B The effects or seismic relative displacements shall b. -considered in combination with displacements caused by other loads as appmli iatc. 11=1 NONKIM at`TURAL CO fPONIENT ANCHORAAGr Nonaructural compnucots and their supixmu shall be attached (or anchored) to the structure in accnrdanct with the requirements of this section and the Yattaclt- mcat shall satisfy The requirements for the parent material as set forth clsewixre in this standard. Component attachrttrnts shrill be bolted. avvldc& or otherwisc positively fastened Nvilhout amidenation of frictional tesistanct produced by the of recti of gmv=ity^ A continuous load path of sufficient smooth and stifr'acsa between the component anti the support- ing structure shall be pro%ided. Local elements of the, structure including connections shall be designed and constructed far the componem rums when: tbey control the design of the elements or their conttectiocts. The: component fortes shall be those determined in section 13-3.1. except that mad fica- tions to F+, and R,, dmc to aneixauge conditirsrts need not be considered. "rite dcsien dracttments shall include cuff dent information relating to the ainach- mmts to cvtify compliance with the requirements or this section. 13:4.1 Design Force to tete Aftachmunt The fta= in the attachment shal"1 be determined based an the prescribed forces and displacements for the cumponcal ars determined in sections 133A mW 1333, cxccyat that R,, shall not b,.- tak-en at larger than 6. 13-4-1 Anchors In eoncrefe or hlasonn; 13.4-2.1 Anrlion in Conerrte Anchm in ave -rete shall be tlesigued in accor- dance with Appendix 'D of ACC 313, 13.4.2.2 Anchors in aifnsarr v Aacbm in masonry :shall be designed in accor- dance. with TMS 4[12/ACl 5031ASCE 5_ Anchors shall be designed in be pointed by the tensiic or shear strength of a ductile steel clenient. ]EXCEPTION. Anchors shall be permitted to he desi`ned so that the attachment that the. anchor is connectiug m the structure unclergocs ductile yictdinp at a land level cmrsp ending to anchor fcam not treater than their design strength. or the minimum MINIMUM MICIN LOADS design stmogtls of the anchors shall be at least 2-S times the facctored forces trans witted by the Component. 13.4.3.3 Past-Irratafled Anciws in Concrete moat Rlasonnf Post-installcd anchors in coactrle stall be pacqualificd for sasmic aMlicaticurs in accordanar with ACI 355.2 or urates aptanavrd qualification procedures. Past -installed anchors in masoory shall be prequalifted for seismic npplications in accordance with approved qualification procedures. 134.3 Installation Conditions DeAmuinatim of forces in attachments shall take into account the expected conditions -of installation including eccentricities and prying effects. M41A Multiple Attachments Dwrnrinalion of farce disuibutfon of multiple attaclunents at one lueation shall take into accountthe stiffness and ductilay or tlic compaxtent. component sapp mu. attachments. and smrcture and the ability to redistribute locals to other attachments in the, gimp. Designs of anchompr in concrete in accordance with Appendix. D of :ACI 313 shall be considered to satisfy this requireancnt_ i3A,5 Power Actuated l:asteocrs Pcmrr actuated fasteners in concaete or steel shall tial be used for sustained icnsian loads or farbrrrc applications in Seismic Design Categotics D. E. or F unless approved for ¢baric loaliq^- flovkrr acottwed fatsttners in masonry are not permitted unless approved for seismic loadiar- FXC'FPTiON- Power aduzzited fasteners in concrete used for support of scvrwical tilt or lay -in panel sug. xzx ed ceiling appliatisns and distrihuted systema v+dtere the smirt load on any individual fastener does .not rated 90 lb 1400 Nl• Power cr actuated famcns in steel where theservrcr load on raav individual fastener does am exceed 759 lb 11.11T_ Nl. T -MA Friction Clips Friction clips in Seismic Desire CatzToties D. I_ or F shall not be used for supporting, sustained loads in addition to resisting stisrnic forces. c-lype be rut and large aaat'r clamps are permitted for hangers pruv-lded thry arc equipped with remaining straps equivalent to thoc specified in 1%TPA 13, Scttisan 4.3.7- Lock tarts or equimlent shall be provided to prevent loosening of threaded connections. 115 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.paneiclaw.com 1/27/2017 Appendix B latetaily braced to the building structurr. Such bracing shall he indepetxlent of any smiling lateral rarer. [raring. Bracing shall he sl.accd to Gnfi Itmizontal dcfteciium atthe partition head to -be compatible with ceiling dc9ection rrquirrmcros. as determined in Section 13.5.6 for suspended cciiines and elsewhere in this section for other sy19nat - EXCET°i ON: ;partitions that meet all of the following conditions. - I, 37m laertitinn height does nut exceed 9 R ('-1740 mm), 2. Tie rutcar weigfrt of the partition docs not exceed the product of 10 lb MAN W) timer the height (It or mp of the purtitiom 3. The partition horizontal seismic load does not exceed 5 psf 1014 kNhn`L .13.5:9,1 Gins Glass in glazed partitions shall be designed and installed in accordtmct with Section 13.5.9. 1-1.5.9 Glass In Glared Curtain Wnlh. Glwmd. Storefronts„ and Glazed Portitforts !3.5;'9.1 Gcnmmt Glace in glazcxl curtain walls. glazed storrfrootc and glazed partitions shall mret the rrlatism displacc- went requirement of N. 13.5-1: At.&w 2 t?SI,IIa t 135 1( orit.5 in- J 1 moi. whichever is grater wlicre: the relatie•c seismic dispkiccmrnt (drift) of which glass faJkM from the curtain wall. stnmfrom evn.11. ear partition tdcrrrs (section 13-5,92) D,, = the relative seismic displatrment that the componcnf must be designed in accommodate (Section 133.3.1). D, shall he applied over the height of the glass component ander Consideration 1. = the importance factor + determined in accor- dancc with section I1.5.t UCEMOM 1. Glass with sufficient Clearances frtam its frame such that ph -5kal contact between the glass and. frame will an omw at the dmip drift, as dcmcm- sitatcd by Eq. 135-' uncut not corrupt} niiir this taxlairernent; 1);.21.?517, ((3531 when: D,,- = relative horizmant !drift) disphicrmcm.. testa -d over the beight of the glass panel under ransiderat--tan, which comes initial ,glass -to -frame cootnct. For rectarigulmr glass panels within it rectangular wall franc fA-4— _ ?ri I -t'h'c' x0tere h, = the height of the rectanval" glass panel f,, = the width of the rectangular glass panel C, = the acerae of the clearances tgapsl on both *lobes between the vertical glass edges and The Inoue r. = the average of the clearances (gaps) top and bottom betwmen the horizontal glatss edges and the Frame Fully tempered monolithic glass in Ri* Categories I. IL anti III locrecd no mime than 10 fl 0 mt above a walking surface need not comply with this requirement. Annealed or heit-strerLpficned laminated glass In single thicbress with interia1-cr no less than 0,010 in. (11.76 mm) that is captured mechanically in a mall *,•stem glazing poclicL mid whose perimeter is secured to the frame liy a wet &vcd gunahlc curing clastomezic sealant perinteier bead of 0.5 iii 113 rmnl minimum glass contact width. or other approved.anehmuge system need not comply with this requirement. 13.3.4.E Scismir Ione€ Mmits for Giaxs Compaments +Suit.. the drift causing glass fallout from the curtain w-211. storefront. or partition droll t t dctm- mined in accardan er siith AAMA 501.6 or by cngincciing anal) sis. 13.6 it1BCHA.NICALAN1i ELECTRICAL COMPONENTS I3.&I General Moctianical tmd electrical comp<mrcnLc and their supports shall safiKfy the rctptiMrMWs of this section. The attachment of mechanical and clex-aicai cnmprr nerits and their supports to the simcnar shalt meet the aVriremcnis of Section 13A, Apprepriate coctTxients snail 3e selected from Table 13.6-I. EXCUMON: Light fixtures, lighted signs. and ceiling fans not connected to ducts or piping, which We suppnned by chains or otherwise suspended from the structure. are not required to satisfy the seismic Ito PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.paneiclaw.com 1/27/2017 Appendix B N mr-IATIR C14APM-11 13 SEfSh11C DESltidf REQUIRE•.�li: m FOR \V]YSMUC'RtR.kL cu,%Ipf?!'EA'f't Talhle .t1.6-1 Seim& Cactfickuts for Mechank-al and Medrical Com wants Rlnchaaical and Electrical Cunapmtems an - le Aix -side ti\!4C. face.air handlers. air com"ioss* waits„ cahimm hralem, air di, a buticm t. axes. and Other 2.5 60 awbtamical counnn eots constructed of sheet mttaJ feasor "nTlit"s Het -aids lJl'AC, beaters. fummoeL akasrapheric task.: and bum drillers,-z*T hr eters. hent exctungem 4A tar' %0 eaaporatan, air aepavaaots. rnaaufactuxiatg or proms etpipmcmt, and mber mc+cluaieat obatponeror pipisc and ruling rare in an.o tdinsr nirh ASME Hat. iaclodiag in -bete cwwnlawtrmts, cormnurled of hiFh- err Crantn rW at hqb tkformability maaermis lut.iwd. kfarmaf%Uy matraiots. with jramts Made by thtradtus. famdinr, campressicm cowl's . or Fmmvd Engines, tttrhtnes.. puux s� crrmpmsam and peeasatr ye k not supported on darts and no %ithin the AcvRw 1.0 2..5 of Ckwpwcr 0; Dmiwmt. itwluding in -lime Co mp]nenrs, C rtoxucted of high. Wh mlah&ty matmits, with f alar! made by _S 9.0 Fits-mpperted greasier rexsots out within tore seopr: or Chapur 15 1 -It L5 13e mlw and ese fmsm ccm paner#c 1.11 L5 Oemeraium, hmtmies, invertem ormo s, enn4onnem and other clearia:al. cmnpownrs vtnstrucwd of high 1.0 2-5 deronuawi4 mattriab Matur osmtralaeMrrs, panel boards, sw h pear, hartnanttmtimn cehincta. &-A m1wr mraponests Constnacted. 33 t -U of abort rmelal fro ann; Cemntrwlna-asicrra t^gdspneaml, enarpairrs, itwvnextentalion, and es> IM6 U) 25 floss& -M w wed AWL-,. cowmir and Clemrk-A tossers laterally braced belovr their Center of eta. 1_5 3..0 Roof-rnounted mocks. c.WoF anal c1_cirkml tuw .laterally brand above dwir onto of nuns 1.6 :3 UFhrinjr fistorm 1.51 1-5 Outer mut1mnicai or efectsical components Lo 13 4' aratim Isolated Components is and Ssstcstass Components .and s)rnenn isolated uamF araprc clem-rat and nearmne imtated dont nitre built-in err 2-5 23 ,q wxw elasttn>s k muM inn devices or resifiew j vint ter stags Spring isolated conqmrMr and syx eras and vibration isolated Hoon Clordy remmined using built -i," at ?.S 20 separate elamornmr smtltirinp desires or resillern perimeter swM lnteraliY ixulmed mtop tnrru and systems 2.5 ..$.ti Smpesltd %ibrahom isotmed mpionicza iuritmArag .in: -liar duct devices and suspended imenvally Jaciaird :2.S 2.5 COMPata^_tds liisuilmtim Sv:'ems pipioF, m nom"lanot Kith ASME 831. inclndims. im_lim components wih joints tanks by ws-ddutu err iraainr .Z5 12.0 1 rpisg iso accmdsnre u*b AS498.1131, including in-line components. cacatrucW of bigh M limped i3 60 defomubilisy matrrfrls. wiflt jairm made by rfwrarlirtg, boadinf. cart rias —planet, or passed "nTlit"s pipm_c and tuHmF mut.m m%Tgdmw-- xith ASME 1331, ivcio$mc im-litre ronVoneno. coremr tnl of tar' %0 hith-kfraraibility nmtwrialr, with joints nra3t bye sodding tw biwintr pipisc and ruling rare in an.o tdinsr nirh ASME Hat. iaclodiag in -bete cwwnlawtrmts, cormnurled of hiFh- err 2.5 4.5 lut.iwd. kfarmaf%Uy matraiots. with jramts Made by thtradtus. famdinr, campressicm cowl's . or Fmmvd "Vain sv 1NpiRF And ltlhln0. COOST MCd Of low4kfuMWb lity rrrarCrU%, us'lt M Cara Roar . Fta53,. and VMdOCUk- ptaawk-s 23 M Dmiwmt. itwluding in -lime Co mp]nenrs, C rtoxucted of high. Wh mlah&ty matmits, with f alar! made by _S 9.0 wetdinc. at lrazinS DuctworL inC ladko in -fine curmponmts. romAivaed of hit &err 6micd.cfeCdsmbilty mak -tiais xith judges 23 6Al stuck ter• asn" otb m than wRldimf or hraring Du ruvnrl:, including in -fico components, comaxncted of irne^.:*a#osmsa&tifit; oroseriah, succh er r cam iron, Ffass.. 2.5 3A And ran Wrake plastics IN PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com 1/27/2017 Appendix B • .' WOMAN 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 Requirements and Commentary 1. Structural performance objectives Consistent with the intent of the iBC 2009 (Section 101.3), PV arrays and their structural support systems shat be designed to provide life -safety performance in the Design Basis Earthquake ground motion and the design wind event. Life -safety performance means that PV arrays are expected not to create a hazard to fide,, for example as a result of breaking free from the roof, sliding oP the roofs edge, exceeding the downward load -carrying capacity of the roof, or damaging "ights, electrical systems, or other rooftop features or equipment in a way that threatens fife -safety. For lrfe-safety performance; damage, structural yiekfing, and movement are acceptable, as long as they do not pose a threat to human fife. Commentary: The Design Basis Earthquake ground motion in ASCE 7 has a return period of approximately 500 }ears, and design wind loads (considering load factors) equate to a return period of approximately 300'y -e us for Risk Category I structures. 700 years Risk Categary Ti and 1700 years Risk Category- W. (In ASCE 7-10, the importance factor is built into the a= period for .rind). For :more frequent events (e.g., events with a 50 -year retain period). it may be desirable to design the PV array, to remain operational ,these requirements do not cover but do not ;preclude using more stringent design criteria. These requirements are applicable to all Occupancy Categories. However if the PV array or any rooftop component adjacent to the array have Ip > 1.Ot post - earthquake 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 system shall be classified as follows: + Unattached (ballast -only) arrays are not attached to the root structure. Resistance to wind arxf 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 tear on the roof at support points that may or may not occur at the some locations as attachment points. The bad path for upward forces is different from that for Structural Seismic Requirements for Rooftop Solar Photovoltaic Arrays Report SEAOC PVI -2012 dowrmard forces. These systems may include additional veights (ballast) as well • Fully -framed arrays (stanchion system) are structural frames that are attached to the roof structure such that the load path is the same for both upward and downward forces. Commentary : Sections 1. 2. and 3 of this document are relevant to all rooftop arrays. Section 4 addresses attached arrays. Sections 5, 6, 7, and 9 address unattached arrays - Section 8 applies to attached or unattached roof -bearing arras. Attached arrays can include those vith flexible tethers as well as more rigid attachments. Both types of attachments are to be designed per Section 4. The documents AC 428 (IMES 2011b) and AC 365 (ICC -ES 2011a) provide criteria for other types of PV systems, which are not covered in the specific provisions herein. AC 428 addresses Miens flush -mounted on building roofs or .vats, and free-standing (ground -mounted) systems. AC 365 addresses building -integrated systems such as roofpaneis, shingles, or adhered modules. 3. Building seismic -force -resisting system For PV arrays added to an existing budding, the seisndc. force -resisting system of the building shall be checked per the requirements of Chapter 34 of IBC 2009. Commentary: Per Sections 3403.4 and 3404.4 of IDC 2009. if the added mass of the PV army does not increase the seismic mass tributary to any lateral -force -resisting stnuchiral element by more than 10°e. the seismic -force - resisting system of the building is permitted to remain unaltered. Sections 3403.3 and 3404.3 also require that the gravity structural system of the building be evaluated if the gravity load to any ecisting element is increased by more than 5%. August 2012 Page 1 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix B •a n e III CI 4. Attached arrays Pa/ support systems that are attached to the roof structure shall be designed to resist the lateral seismic force Fp specified in ASCE 7-10 Chapter 13. In the computation of Fp for attached PV arrays, an evaluation of the flexibility and ductility capacity of the PV support structure is permitted to be used to establish vakees of itp and Rp. If the lateral strength to resist Fp relies on attachments with low deformation capacity, Rp shall not be taken greater than I.S. For lour -profile arrays for which no part of the array extends more than 4 feet above the goof surface, the value of a, is permitted to be taken equal to 1.0, the value of Rp is permitted to be taken equal to 1.5, and the ratio adf?p need not be taken greater than 0.67. Commentary. In the computation of Fp for attached low - profile solar arrays, ap is commonly taken as 1.0 and 4 is commonly token as 1.5, which are the values prescnbed for "other mechanical or electrical components" in Table 13.6-1 of ASCE 7.10. An evaluation of the flexibility and ductility capacity of the PV support structure can be made according to the definitions in ASCE27 for rigid and flemble component-, and for high-, limited-, and low-defomtability 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 type structures on the roof of a building are to be designed per the applicable requirements of Sections 13.1.5 .and 15.3 of ASCE 7-10. For attached roof -bearing systems, friction is permitted to contribute in combination with the design lateral strength of attachments to resist the lateral force Fp when all of the following conditions are met • The maximum roof slope at the location of the array is less than or equal to 7 degrees (12.3 percent); • The height above the roof surface to the center of mass of the solar array is less than the smaller of 36 inches and hall the least plan dimension of the supporting base of the array; and • Rp shall not exceed 1.5 unless it is shown that the lateral displacement behavior of attachments is compatible math the simultaneous development of frictional resistance. The resistance of slack tether attachments shall not be com- bined vAth frictional resistance. Thecontribution of friction shall not exceed (0.9-0.2Sas)(0.7AWm, where W.- is the component weight providing normal force at the roof bearing locations, and 7r is the coefficient of friction at the bearing interface. The coefficient u shall be determined by friction testing per the requirements in Section 8, except that for Seismic Design Categories A, 8, or C, !J is pemnitted to be taken equal to 0.4 if the roof surface corrdsts of mineral -surfaced cap sheet, single-pty membrane, or sprayed foam membrane, and is not gravel, wood, or metal. Commentary- When frictional resistance is used to resist lateral seismic forces, the, applicable seismic load combination of ASCE 7 results in a normal force of (0.9- 02Scs)Wpe,. This normal force is multiplied .by the friction coefficient which is reduced by a 0.7 factor, based on the. consensus judgment of the committee to provide conservatism for frictional resistance. The factor of 0:7 does not need to be applied to the frictional properties used in evaluating unattached systems per Section 9. If the design lateral strength of attachments is less than 25% of Fp, the array shag meet the requirements of Section 6 with dmravtaken equal to 6 inches. Commentary: The. requirement above is intended to prevent a designer from adding relatively few attachments to an otherwise unattached array for the purpose of not pro- cidiag the minimum seismic design displacement. S. Unattached arrays Unattached (ballast -only) arrays are permitted when all of the follwtng conditions are met: • The maximum roof slope at the location of the array is fess than or equal to 7 degrees (12.3 percent). • The height above the roof surface to the center of mass of the solar army is less than the smaller of 36 inches and half the least plan dimension of the supporting base of the array. • The array is designed to accommodate the seismic displacement determined by one of the following pro- cedures: a Prescriptive design seismic displacement per Sections 6, 7, and 8; u Nonlirmear response history analysis per Sections 6, 8, and 9; or o Shake table testing per Sections 6, 8, and S. Structural Seismic Requirements for Rooftop Solar Photovoltaic Arrays August 2012 Repot SEAOC PVI -2012 Page 2 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax . www.paneiclaw.com Appendix B - pane000 clawe Commentraw'The provisions of Section 13.4 of ASCE 7 "C require that omponents and their supports shall be attached (or anchored) to the structure._:' and that "Component attachments shall be bolted, welded, or other- wise positively fastened without consideration of frictional resistance produced by the effects of g vity" This document recommends conditions for which exception can be taken to the above requirements. Appendix A indicates recommended changes to ASCE 7-10. Until such a change is made in ASCE 7, the provisions of this document can be considered an alternative method per IBC 2009 Section 103.11. G. Design of unattached arrays to accommodate seismic displacement For unattached (ballast -only) arrays, accommodation of seismic displacement shall be afforded by providing the foliaring minimum separations to alimv sliding: Condition Minimum Separation Between separate solar arrays of similar construction Between a solar array and a fixed object on the roof or solar array of different construction Between a solar array and a roof Y idary edge with a quaritying parapet Between a solar array and a roof 1_5(it) AwV ,edge without a qualifying parapet. Where 4 , is the design seismic displacement of the array relative to the roof, as computed per the requiirements herein, J. is the m3portance factor for the building, and f, is the component importance factor for the solar array or the component importance factor for other rooftop components adjacent to the solar array, whichever is greatest. For the purposes of this requirement, a parapet is'qualifying" if the top or the parapet is not less than 6 inches above the center of mass of the solar array, and also ,not less than 24 inches above the adjacent roof surface. Commentary: The factor of 0.5, based on judgment, accounts for the Ialelihood that movement of adjacent arrays will tend to be synchronous and that collisions between arrays do not necessarily represent a life -safety hazard. The factor of 1.5 is added, by judgment of the commi tee, to provide extra protection against the life safety hazard of an array sliding off the edge of a roof. A quahtf ing parapet (and the roof slope change that may be adjacent to it) is Structural Seismic Requirements for Rooftop Solar Photovoltaic Arrays Report SEAOC PV1-2012 assumed to partly reduce the probability of an array sliding off the roof justifying the use of 4,^;• rather than Calcuulation of the parapet's lateral strength to resist the array movement is not required by this docum4ent. Each separate army shalt be interconnected as an integral unit such that for any vertical section through the array, the members and connections shall have design strength to mist a total horizontal force across the section, in both tension and compression, equal to the larger of 0.133SasW7 and 0.1 W, Where W,= the weight of the portion of the array, including ballast, on the side of the section that has smaller weight. The horizontal force shall be applied to the array at the level of the roof surface, and shag be distributed in plan in proportion to the weight that makes up Vol,. The computation of strength across the section shall account for any eccentricity of forces. EJemenW of the army that are not interconnected as specified shalt be considered structurally separate and shall be provided with the required minimum separation. CommentarY.- The interconnection force of 0.133Sa,rrra or 0.111°, accounts for the potential that fictional resistance to sliding mill be different under some portions of the array as a result of varying normal force and actual instantaneons values of/,r fora given roof surface material. The roof structure of the building shall be capable of supporting the factored gravity load of the PV array displaced from its original location up to duwv in any horizontal direction. Roof drainage snail not be obstructed by movement of the PV array and ballast up to dam, in any horizontal direction - Electrical systems and other items attached to arrays shall be flexible and designed to accommodate the required minimum separation in a manner that meets code life -safety per- formance requirements. Details a' providing sladness or movement capability to electrical wiring shall be included on the permit drawartgs for the solar installation Commentary: This document provides only structural requirements. The design must also meet applicable requirements of the governing electrical codes. The minimm clearance around solar arrays shag 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 • (978) 688.5100 fax • www.panelclaw.com Appendix B pane000 clawe CotumentaiT: Section 605 of the International Fire Code (ICC 2012) provides requirements for firefighting access pathways on rooftops with solar arrays: based4 on the recommendations in CAL FIRE -OSTM (2008). For commercial and large residential flat roofs (which are the roof type on which unattached arrays are feasible) requirements include 4 feet to 6 feet clearance around the perimeter of the roof. maximum array dimensions of 150 feet between access pathways, and minimum clearances around skylights, roof hatches, and standpipes_ Mote that the clearance around solar arrays is the larger of the two requirements for seismic and firefighting access. 7. Prescriptive design seismic displacement for unattached arrays of env rs permitted to be determined by the prescriptive pro- cedure belcm if all of the followfna conditions are mei: • I per ASCE 7-10 Chapter 13 is equal to 1.0 for the solar array and for all rooftop components adjacent to the solar array. • The ma)dnwm roof slope at the location of the array is less than or equal to 3 degrees (524 percent). • The manufacturer provides friction test results, per the requirements in Section 8, which establish a coefficient of friction behnen the PV support system and the roof surface of ,not less than 0.4. For Seismic Design Categories A, 8, or C, friction test results need not be Provided if the roof surface consists of mineraisurfaced cap sheet, single -ply membrane, or sprayed foam membrane, and Is not graved, wood, or metal. Ll 4a shaft be .taken as follows: Seismic Design dseav Category A, B, C 6 inches D, E, F I(S= - 0.#1' 60 inches, but not less than 6 inches Commenter y: The prescriptive design seismic displacement values conservatively- bound nonlinear analysis restilts for solar arrays on common roofing materials. The formula is based on empirically bounding applicable analysis results, not a theoretical development. The. PV Committee concluded that limits on S„5 or building height are not needed as a prerequisite to using the prescriptive design seismic displacement. Structural Seismic Requirements for Rooftop Solar Photovoltaic Arrays Report SE40C PVI -2012 S. Friction testing The coefficient of friction used in these requirements shall be detemlined by experimental testing of the interface between the PV support system and the roofing surface if bears on. Friction tests shall be carried out for the general type of roof bearing surface used for the project under the expected wont -case conditions, such as suet conditions versus dry conditions. The tests shall conform to applicable require- ments of ASTM G115, including the report format of section 11. An independent testing agency shall perform 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 ford scale, the PV panel support system, including materials of the friction interface and the flexibility of the support system under lateral sfrdng. The normal 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 placement controlled loading that adequately capture-- increases apturesincreases and decreases in resistive force. The loading velocity shall be between 0.1 and 10 inches per second. if stick -slip behavior is observed, the velocity shall be adjusted to minimize this behavior. Continuous electronic recording shall be used to measure the lateral resistance. A minimum of three tests shall be conducted, with each test moving the rled a minimum of three inches under confimicrus movement- The ovementThe force used to caltxlate the friction coefficient shall be the average force measured while the sled is under continuous movement. The friction tests shall be carried out for the general type of roofing used for the project. Commentary: Because friction coefficient is not necessarily constant with normal force or velocity, the normal force is to be representative o: typical installations and the velocity is to be less than or equal to that expected for earthquake movement. A higher velocity of loading could over -predict frictional resistance. Lateral force is to be applied under 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 and does not qualifg. Friction tests are to be applicable to the general type of roofing used for the project such as .a mineral -surfaced cap sheet or a type of single-pl}- membrane material such as EPDM, TPO, or PVC. Itis not envisioned that different tests would be required for different brands of roofing or for small differences in roofing type or condition. For solar arrays on buildings assigned to Seismic Design Category D, E, or F where rooftops are subject to significant potential for frost or ice that is likely to reduce friction August 2012 Page 4 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax * www.panelclaw.com Appendix B between the solar array and the roof, the building official at their discretion may require increased minimum separation, further analysis, or attachment to the roof. Commentary: A number of factors affect the potential that frost on a roof surface w l be present at the same timethat a rare earthquake occurs, and whether such frost increases the sliding displacement of an array. These factors include_ -the potential for frost to occur on a roof based on the climate at the site, whether the building is heated, and how well the roof is insulated -the number of hours per day and days per year that frost is present -whether solar modules occur above. and shield from frost, the roe. surface around the support bases of the: K! array 9. Nonlinear response history analysis 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 shall be determined by nonlinear response history analysis or shake table testing using input motionsconsistent with ASCE 7-10 Chapter 13 design forces for non-structural components on a roof. The analysis model or experimental test shall accouru for friction between the array and the roof surface, and the slope of the roof. The friction coefficient used in analysis stui1l be based on testing per the requirements in Section 8. For response tustorir an atysis or derivation of shake table test motions, either of the following input types are acceptable: (a) spectrally matched rooftop motions, or (b) rooftop response to appropriately scaled design bass -earthquake ground motions applied to the base of a dynamically repre- sentative model of the building supporting the PV army being considered. (a) Spectrally Matched Rooftop Motions: This method requires a suite of not bass than three appropriate roof motions, spectrally matched to broadband design spectra per AC 156 (!CC -ES 2010) Figure 1 and Section 6.5.1_ The spectrum shat) include the portion for T 5 0.77 seconds (frequency < 1.3 Hz) for which the spectrum is permitted to be proportional to 11T. (b) Appropriately Scaled Design Basis Earthquake Ground Motions Applied to Building Model: This method requires a suite of not less than three appropriate ground motions, scaled in conformance with the requirements of Chapter 16 of ASCE 7-10 over at least the range of periods from the Structural :Seismic Requirements tar Rooftop Solar Photovoltaic Arrays Report SF -40C P111•2012 initial building period, T, to a minimum of 2.0 seconds or 1.5T, whichever is greater_ The building is permitted to be modeled as linear elastic. The viscous damping used in the response history analysis shall not exceed 5 percent- Each ercentEach roof or ground motion shall have a total duration of at least 30 seconds and shall contain at least 20 seconds of strong shaking per AC 156 Section 65.2. For analysis, a three-dimensional analysis shelf beused, and the roof motions shall include two horizontal components and one vertical component applied concurrently. Cammneutary: lvonstructm -9 components on elevated floors or roofs of buildings experience earthquake shaking that is different from the corresponding ground -level shaking. Roof -level shaking is filtered through the building so it tends to cause greater horizontal spectral acceleration at the natural period(s) of cribration of the building and smaller accelerations at other periods_ For input method (a), AC 166 is referenced because it provides requirements for input motions to nonstructural elements consistent with ASCE 7 Chapter 13 design forces. The requirement added in this document to include the portion of the estrum with T> 0.77 seconds is necessary to make the motions appropriate for predicting sliding displacement, which can be affected by longer ,period motions. The target spectra define 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 range of different buildings where non- structural components could be located. Comparative analytical studies Naffei o: al 2012) have shown that the use of broadband spectra prcmdes a conservative estimate of the sliding displacement of solar arrays compared to munodifiea roofmotions. For input method (b), appropriately scaled Design Basis Earthquake ground motions are applied to the base of a building analysis model that includes the model of the solar array on Use roof In such a case: the properties of the building analysis model should be appropriately bracketed to cover a range of possible building dynamic properties (Walter-. 2010. Walters 2012). Because friction resistance depends on normal force; vertical earthquake acceleration can also affect the horizontal movement of unattached component;, so inclusion of a vertical component is require. For shake table testing, if is permitted to conduct a three- dimensional 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 9 (978) 688.5100 fax • www.panelclaw.com Appendix B paneclaw"000 vertical component, o a tiro -dimensional tea with one horizontal component and one vertical component an all cases the components of motion shall be applied con- currently. Shake table tests shall apply the minimum of highHiass filtering to the input motions necessary for testing facility equipment capacities. Fttering Shad be such that the resulting PV army displacements are comparable to those analytically computed for unfiltered input motions. if the input notions are high-pass filtered or it two-dimensional tests are conducted, the tests shall be supplemented with analytical studies of the tests to calibrate the influential variables and three dimensional analyses to compute the seismic displacement for unfiltered input motiors- Commeutan-: For some input motions and shake table facilities, input records may need to be high-pass filtered (removing some of the loan -frequency content of the record) so that the shake -table movement does not exceed the table's displacement capacity. If filtering of motions is needed, it should be done in such a way as to have as little effect as possible on the resulting sliding displacement Comparative analyses should be conducted to determine the effect of filtering on sliding displacement, after which unfiltered motions should be used in the analysis to determine the desimn seismic displacement. If the shake table testas are two-dimensional, the tests should be used to calibrate comparable tiro -dimensional analyses= after which three-dimensional analyses should be used to If at least seven roof motions are used, the design seismic displacement is penni„ed to be taken as 1.1 times the average of the ,peak displacement values (in any direction) from the analyses or tests. t fewer than seven roof motions are used, the design seismic displacement shall be taken as 1.1 times the maximum of the peak displacement values from the analyses or tests. Resulting values for duw shall not be less than 50% of the values specified in Section 6, unless lover values are validated by independent Peer Review. Structural Seismic Requirements for Rooftop Solar Photovoltaic Arrays Report SEAOC PV1-2012 Commentary: The factor of 1.1 used in defining the design seismic displacement is to account for the random uncertainty of response fora single given roof motion, This uncertainty is assumed to be larger for stickingrsliding response than it is for other types of non-linear response considered in structural engineering. The factor is chosen by judgment Analytical and experimental studies of the seismic response of unattached solar arrays are reported by Schellenberg of aL 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) 10 = component importance factor (per ASCE 7) Ra = component response modifiption factor (per ASCE 7) Sas = design 5% -damped spectral acceleration parameter at short periods (per ASCE 7) T = fundamental period W. = total weight of the array, including ballast, on the side or the section (being checked for interconnection strength) that has smaller weight Wo = component weight providing normal force at the roof bearinglocations dvpv = design seismic displacement of the array relative to the roof err = coef dent of friction at the hearing interface between the roof surface and the solar array August 2012 Page 6 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix B 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 Job No. 17-242-1268 By AIUPGS CLIENT: panCIaw� 1570 Osgood Street Suite 2100 North Andover, MA 01845 PROJECT: RCG High Street Building 36 1/50 High Street Building 36 North Andover, MA 01845 GENERAL INFORMATION: Sheet No. Cover Date 1/31/17 OF SANDRA J. HERD - NoCn 7 5 na"TQ IONAL MA ST B.C. 8T" Ed., ASCE 7-05 BUILDING CODE: With SEAOC PV1-2012 and PV2-2012 Date: January 31, 2017 a. Mr. Peter Bannon Panel Claw 1570 Osgood Street, Ste 2100 North Andover, MA 01845 CARUSO RE: Evaluation of Panel Claw system TURLEY Project Name: RCG High Street Building 36 SCOTT CTS Job No.: 17-242-1268 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 VISION IS OUR MISSION PARTNERS The wind tunnel testing was performed per Method 3 in Chapter 6 of ASCE 7-05. The parameters of the testing were a flat roof system in both Exposure B and C Richard D. Turfy, PE on a building with and without parapets. The testing has resulted in pressure Sandra J. Herd, P , and/or force coefficients that were applied to the velocity pressure Sandra J. Herd, PE, SE Pp y p qZ in order to obtain the wind loads on the PV system. From the wind load results it is then Thrimas R. Atkinson, PE, SE possible to calculate the ballast loads required to resist the uplift and sliding Thomas R. Morris, PE forces. Richard A. Dahlmann, 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 - 0.14Sd5*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. 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. In addition, the system has been mechanically attached to the roof to increase the factor of safety. Please contact CTS with any questions regarding this letter or attachments. Respectfully, Andrew I. Luna Structural Designer OF SANDRA J. U HERD S L No.5 7 6 A O 9FG/ST EP�10' SSS/OW- Sandra J. Herd, PE, SE, LEEP AP Partner C Partner Name: SOLECT ENERGY DEVELOPMENT Project Name: RCG HIGH STREET BUILDING 36 Project Location: 1/50 HIGH STREET BUILDING 36 NORTH ANDOVER, MA, 01845 Racking System: Polar Bear III HD Structural Calculations for Roof -Mounted Solar Array Submittal Release: Rev 1 Engineering Seal ��H of Mq 1/31/17 q y SANDRA J. U HERD S L No.5 6 ,� /ST 1/27/2017 �___•���� ONAL � PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.paneiclaw.com 1/27/2017 • a n e ®z7z7 clawa Table of Contents: Section: Page # 1.0 Project Information 1 1.1 General 1 1.2 Building Information 1 1.3 Structural Design Information 1 2.0 Snow Load 2 2.1 Snow Load Data 2 2.2 Snow Load Per Module 2 3.0 Wind Load 3 3.1 Wind Load Data 3 3.2 Roof /Array Zone Map 3 3.3 Wind Design Equations 3 4.0 Design Loads - Dead 4 4.1 Dead Load of the Arrays 4 4.2 Racking System Dead Load Calculation 5 4.3 Module Assembly Dead Load Calculations Array 1 5 5.0 Design Loads - Wind 6 5.1.1 Global Wind Uplift Summary Table: 6 5.1.2 Global Wind Shear Summary Table: 7 6.0 Design Loads - Downward 8 6.1 Downward Wind Load Calculation 8 6.2 Racking Dimensions for Point Loads 8 6.3 Point Load Summary 9 7.0 Design Loads - Seismic 10 7.1 Seismic Load Data 10 7.2 Seismic Design Equations 10 7.3 Lateral Seismic Force Check 11 7.4 Vertical Seismic Force Check 12 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.paneiclaw.com 1/27/2017 pane��1,27,2017 clawe 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. 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: RCG HIGH STREET BUILDING 36 Project Locaton: 1/50 HIGH STREET BUILDING 36 NORTH ANDOVER, MA, 01845 Racking System: Polar Bear III HD Module: TATA SOLAR Module Tilt: 10.40 Module Width: 39.37 Module Length: 65.63 Module Area: 17.94 Ballast Block Weight = 32.60 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 = 50 252 96 5 0 Fully Adhered EPDM 0.54 MA ST B.C. 8th Ed. 11 100 C 1.00 50 1 D 0.33 0.075 1 1 TP260 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.panelclaw.com 1/27/2017 1 p anel000 c aw° 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 = 17.94 sq.ft. Module Tilt = 10.40 degrees Amp = 17.65 sq.ft. SLM = A„ip * SLA = 741.24 Ib 1/27/2017 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.paneiclaw.com 2 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, Figure 63) Exposure Category: C (ASCE, Sec 6.56.3) Topographic Factor (Kzt) = 1 (ASCE, Rg. 6.4) Directionality Factor (Kd) = 0.85 (ASCE Teble 6-4) Exposure Coefficient (Kz) = 1.09 (ASCE, Table 63) Iw= 1.00 49.21 MRI Reduction = 0.93 0.00 (Tobk 06-7) Velocity Pressure (gz)= 0.00256*Kz*Kzt*Kd*VA2*lw*MRIA2 =20.51 PSF (ASCE,E4n.6-15) 3.2 Roof / Array Zone Mao: setback a setback a 1/27/2017 H ( Height (ft) For westwinds with wind directions from 180' to 360*.. L2 (ft) L3 (it) L4 (ft) LS (ft) L6 (ft) L7 (ft) L8 (it) For east rantlraerr werr tlrrrFthm hem O' b 1HM roefmrw mappnp b aynrmetat 153.58 62.34 36.09 49.21 46.79 0.00 0.00 2051.PSF North edge WILrtrednodules': rrerrow islJ3h `rrrR row trtelbt raw,; NMiF4�3 I[mer:raW � 1fjeHar' row -Ysl-4th ux+er row trFerior les row �tterla 5'+ Im torr.-� baferiefr rrow 9ntetbr '(I Ilrrrlr'rOw Yr♦t-4 tfi eriaW Mtarmr rtWJ"-� Yrte1lal n3rr hterbr Inner row 1a44ih tnRer'lan. hl rlar. a - kateilar ides '. Omer tart lntMer. hrteriat _,`3 tOw. (Doryerrry At In eSiaW (-1Y 1F'®rraY t torr iNrlor rter row - Irtorbr ul flYw. (owy # aRalY Sarrta:raay - OndY R army " _ ail SbYUt tart (ordyt —ey - Soulh'raw.. (-1Y n artsy IM .^+aUV1 row.'.. (Only If'"Y N.arth rVrr NarN row Kr@rrr Y1nw rawQ00 anrrraw Netth— Ntrrth raw:_, — (n,!+b' Ir'arfaY (Only if array- tar.+tyr titarlor : -(arW a —Y 0a y IF array. '(orYy t( areaY A/ errs " (oalY Ir aanay YY .in enu Y bte . { .!Dory .tM ^m E e. royr 1stlth nrw row tnrerfor rrury row.'; ta44rtY inner Torr trterlof ts{-f11r es'ratr M[LFIIY". rm tpw: � sf:�kth tnner..row. IrHcrror inner row Inrarfot a. 8 -t trey, tour net row row net raw rw imp :' s L+ t'sl.strr.• Mteriw. YrrOrra+ FteAor Ysern 'interVar ..carr Yru#r'ArMmY fonyear�rmY. Aany rrar'a'raY t narrow .riser -raw wer'ror+:, rry row e g;19t.+rlh ;W Interior 1stArh hterAar' ,xti4Wr row rriECrter* .,rrm tow. '(oiYYgarhrY int row:. <onrYifarray"' .row tanyfranay' tea e d d ft`ow mw inner yew row xrrrer row carer rwr• ., tmer.ow . .-' ■rnerraw g -Yawtn r.,:ersw Yar-yes ntanoe isr-+ar auerbr- . astain Intarsar. lreavbr g e .. nnv row r.c. torr rrrrar raw ." nmr raw saw rrarermw lnrrn'row inner raw nrrerrwr e -1*1-0th Inti— MAW •: *.tedor Ys 16' -.e— rnierbr r .ow i ai4N nner mw - '. ttiagr rcrw - 1N^*Ml .. raw btertar raw -0at.+YM mw '- ' rkllrrrfar :',. row. - 'te(4t— ".r row .. r row rawbttrF ulrrn»dtllH_s s 1- N-dwF si*'.rt-+94Frtrdetlor 1eMifr. Mte�fui. 1s4�Mffi1iGrlaf'- ia4dihi tnlin raw"..t-4th arnawa Yst-4th. YYN�yt' htefbr motlrrias Yar.� hie4r tat.4ftr� :. ri as k krierior nod tmerbr South edge ar+rrtw.ar I.renreasa antrrraner r:rrmmvd .+r:t array - inarnveatl Ly t -o LT LC Typical Roof Zone Mapping for West Winds with Directions from 180° to 360° Roof Zone Map Dimenions per IFI Wind Tunnel Study Height (ft) I u (ft) L2 (ft) L3 (it) L4 (ft) LS (ft) L6 (ft) L7 (ft) L8 (it) Velocity Pressure (qz) 50.0 98.42 153.58 62.34 36.09 49.21 46.79 0.00 0.00 2051.PSF 3.3 Wind Design Equations: WLupliftfmodule — gzAmCfz,uplift WLslidingfmodu le = 9zAmCf=r.Yudi,rg 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.paneiclaw.com 3 Alk =0 a WOMAN There are two categories of dead load used to perform the structural analysis of the PanelClaw racking system, Dead Load of the Array (DLA) and Dead Load of the Components (DLC). DLA is defined as the weight of the entire array including all of the system components and total ballast used on the array. DLC is defined as the weight of the modules and the racking components within an array. The DLC does not include the ballast used to resist loads on this array. 4.1 Dead Load of the Arrays: Max. Allowable Pressure on Roof = Unknown Array Information Results u - rray oo Sub -Array Numbers of DLC Sub -Array Sub -Array Roof Pressure (DLA) No. modules DLC (lbs.) DLA(Ibs.) (lbs.)/module Area(FtA2) Pressure (DLC) (psf) (psf) Acceptable? 1 300 17,910 52,890 60 7,838 2.29 6.75 By others 2 300 17,933 56,335 60 7,850 2.28 7.18 By others Totals: 600 35,843 109,225 Table 4.1 Array Dead Loads and Roof Pressures 1/27/2017 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com 4 p anel000 claw" 4.0 Desien Load - Dead (Cont.l: RackinErSystem: Polar Bear III HD 4.2 Racking System Dead Load Calculation: The array dead load is made up of three components; the racking assembly, ballast and module weights. Array # 1 Component Weight: Quantity NORTH SUPPORT= 2.02 lbs. 42 SOUTH SUPPORT= 1.85 lbs. 42 STANDARD SUPPORT= 2.47 lbs. 558 LONG BALLAST TRAY = 7.14 lbs. 290 SHORT BALLAST TRAY = 3.99 lbs. 62 CLAWS(2)= 3.88 lbs. 300 MECHANICAL ATTACHMENT= 0.48 lbs. 21 MA Bracket = 2.32 lbs. 21 TATA SOLAR - TP260 = 42.77 lbs. 300 Ballast Weight: CMU Ballast Block = 32.60 lbs. 1073 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) = 17912 lbs. Module Assembly Dead Load (DLC) = Components Array Dead Load (DLC) / # Modules = 60 lbs. 1/27/2017 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.paneiclaw.com 5 5. 1.1 Global Wind Uplift Summary Table: 1/27/2017 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 = 300.00 lbs. fable 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 0.6 in ASCE 7-05 equation 7, BACK CALCLUATED SAFETY FACTOR= (DEAD LOAD.MECHANICAL ATTACHMENT)/WIND LOAD PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com Applied Load Resisting Load Code Check Sub -Array No. W=Total Wind Uplift (lb) DL=Total Dead Load (lb) Quantity MA Provided MA Capacity (lb) Calculated Factor of Safety* Check 1 2 34,960 134137 52,890 56,335 21 11 6,300 3,300 1.69 1.75 OK OK Totals: 69,Ot Z. 109,225 lb& 32 9,600 lb& fable 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 0.6 in ASCE 7-05 equation 7, BACK CALCLUATED SAFETY FACTOR= (DEAD LOAD.MECHANICAL ATTACHMENT)/WIND LOAD PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com p anclaw .0 Desien Loads - Wind (Cont.) 5.1.2 Global Wind Shear Summary Table: Assumed Allowable Mechanical Attachment Strength= 300.00lbs. Fable 5.2 Summary of Mechanical Attachment Requirements. * Back calculated factor of safety provided to determine factor of safety applied to dead load In lieu of 0.6 in ASCE 7-05 equation 7, BACK CALCLUATED SAFETY FACTOR= (DEAD LOAD+MECHANICAL ATTACHMENT(/((WIND LOAD/FRICTION)iWIND UPLIFT) 1/27/2017 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.paneiclaw.com 7 Applied Load Resisting Loads Code Check Sub -Array No. Wu = Wind Ws = Wind Uplift (lb) Shear (lb) DL=Total Dead Load (lb) MA Provided MA Capacity (Ib) Calculated Factor of Safety* Check 1 2 19,436 10,628 20,116 10,430 52,890 56,335 21 11 6300 3300 1.51 1.51 OK OK Totals: 39,5521bs. 21,058 lbs. 109,225 lbs. 32 9600 Fable 5.2 Summary of Mechanical Attachment Requirements. * Back calculated factor of safety provided to determine factor of safety applied to dead load In lieu of 0.6 in ASCE 7-05 equation 7, BACK CALCLUATED SAFETY FACTOR= (DEAD LOAD+MECHANICAL ATTACHMENT(/((WIND LOAD/FRICTION)iWIND UPLIFT) 1/27/2017 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.paneiclaw.com 7 6.0 Design Loads - Downward: 6.1 Downward Wind Load Calculation: WLin=qz*Am*Cf, * cos 0 Where: qz = 20.51 psf Am = 17.94 sq.ft. 8 = 10.40 deg. Cf, = 1.13 WLi, = 409 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 39.25 in. Spacing = Inter -Column Support 27.38 in. Spacing = (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) 1/27/2017 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 e z7/® clawn 6.0 Desien Loads - Downward (CONTJ: 6.2 Racking Dimensions for Point Loads (Cont.): Tray 1: 4 Tray 2: 0 Tray 3: 4 Tray 4: 4 Tray 5: 4 1/27/2017 19" X1 X3 X1 X3 t t tX2 17.5" 9.. A B c Distances Between Supports (Unless Noted): X1 = 34.25 in. X2 = 14.33 in. X3 = 21.77 in. 6.3 Point Load Summary: DLsys = 60 Total DL = (Varies on location and ballast quantity) SLm = 741 lbs./module WLin= 409 lbs./module D E F G H I Section A -A iaoie o.l-H txrreme vomr Looa 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) B Location Load DL+SLm DL+ Wlin DL+0.75XSLm+0.75XWLin Northern A '" 1441bs. 102 lbs. 159 lbs. „ Northern a B 1221bs. 801bs. 137 lbs. Interior C' 244 lbs. 161 lbs. 274 lbs. Interior D 22 11bs. 1391bs. 252 lbs. Interior E 2441bs. 161 lbs. 274 lbs. interior. F 222 lbs. 139 lbs. 252 lbs. Southern G 67 lbs. 39 lbs. 77 lbs. Southern H - 99 lbs. 72 lbs. 109 lbs. Southern 1 99 lbs. 72 lbs. 109 lbs. For Checking 1 1462 lbs. 964 lbs. 1645 lbs. iaoie o.l-H txrreme vomr Looa 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 B 5lbs. 16 lbs. Interior C 11 lbs. Interior D. 5lbs. Interior E 11 lbs. Interior F S lbs. Southern G Southern H ", 8lbs. Southern- I s; 8lbs. i aoie b.l-u smgie wocK Point Loaci summary PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.panelclaw.com 9 f 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: C Short Period Spectral Resp. (5%) (Ss): 0.33 1s Spectral Response (5%)(S1): 0.075 Bldg. Seismic Imp. Factor (le) = 1 Site Coefficient (Fa) = 1.536 Site Coefficient (Fv) = 2.4 Adj. MCE Spec. Resp. (Short) (SnI Fa*Ss = 0.50688 Adj. MCE Spec. Resp. (1 sec.)(Sm1) = Fv*S1= 0.18 Short Period Spectral Response (Sds) = 2/3(Sms) = 0.33 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) = 0.4ap SDSWp C1+2( - h) ) (Ip) 1/27/2017 (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) FPtmin = 0.3SDSIpWp (ASCE, Eqn. 13.3-3) FPL.ax = 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.panelclaw.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 = 300 Nomenclature: Wp = Sub -Array Weight FPL= Lateral Seismic Force FRL= Lateral Seismic Resisting Force Array Information Lateral Force Verification Results Sub -Array 0.7 FPL- FRL MA's MA's No. Wp (Ibs.) FPL (lbs.) FRL (Ibs.) (lbs.) Required Provided Acceptable 1 52,890 8,579 11,050 -5,044 0 21 Yes 2 56,335 9,138 11,769 -5,373 0 11 Yes totals] 109225 lbs. 1 17717 lbs. 1 22819 lbs. 1 -10417 lbs. 1 0 1 32 Table 7.1 -Summary of Mechanical Attachment Requirements MA's Required = 0.7 Fpl-FRI/MA strength 1/27/2017 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 - (978) 688.5100 fax - www.paneiclaw.com 11 p aneloao c avve 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 300 lbs. Array Information Vertical Force Verification Results 0.7 FPv - Fav Required Total MA's Array No. W (lbs.) FPv (Ibs.) Fav (lbs.) (lbs.) MA's Provided Acceptable 1 52,890 3,575 31,734 -29,232 0 21 Yes 2 56,335 3,807 33,801 -31,136 0 11 Yes Totals: 109225 lbs. 7382 lbs. 65535 Ibs. -60368 lbs. 0 32 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.paneiclaw.com 1/27/2017 12 LU I Vt jkTjT imm Appendix A 1/27/2017 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix A • a n e II/ 0 claw F'i"i"H kochscht� Aachen f:hr iki4l�itic:fSC#])ilatk'ik:. Gn'^,EH want,*at &=rtm tAntrhx4y 40Z r1m Wertz rdhff S:eP a 12n Pt'4Wr;'43M,r 2d595T3'rW rax ,4yfC,72a i:STYrJ:ka EzSF�f6: kea�;r:�[T'an Ae Client PanelClaw Inc.. North Andover, MA 01845, USA Report No,: PCM11-5 Date: 0212512016 Wind loads on the solar ballasted roof mount system „Polar Bear 10deg Gen III HD" of PaneiClaw Inc. Design wind loads for uplift and sliding according to the ASCE 7-05 Reviewed by. Dr. -Ing. 7h. Kray (Head of departmery ar P1rvvind bedaV) Prepared by: Dipl: ng. (FH) J. Paul (C*nsuNard for *Wnd kra&V) 7tatrC'F. m=Y &Frk;fisc Andw AMPl0*4;;em: ant. Ge-fts1m Eo;g� C#.-kri f.. F"ZVS'. 01, IM R. Z,UL3 "I s'S kuEM-1 amU0W711400 Exveaft" t9ea Ammm C'"Ic m SOV%ft Board: 8L;AAC.5003 - e01Y13MtyaMMrQVC R 'Fmm at'" monm3mom P40t.zt.-b2 ftFsaNr, .Amapateft.AaLbm L,ec4yew OMOI C1063C#-%M PML Ot.4M. M lt-pm W84SID LAG8SA Cued IaCwaET7r4W ksiti k ee FoiMa ttr VA?N0_'M12Ma7741 �e iWo;'iY 4W S4vdaes. -,t-aQ RW- 01.4V HACx<',wM FM Or -4V G_,Ktstw AWVY L2 -NMff bA M33 A0'7F+Vr*t Vi r2 k*4W.*,*MA YstliitFw[M1b+t�s+.n.MAnmj/UC PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com 1/27/2017 Appendix A pa n e z7.6z77 Claw Wind tunnel tests were conducted on the `Polar Bear 10deg Gen III HD' solar ballasted ;root mount system of Pane]Clawinc. The tests were perfGm-e-d M LF 1. Institut fUr Industrieaerodynamik GmbH (Institute for Industrial Aerodynarnics), Institute at the Aachen University of Applied Sciences in accords nDe with the test procedures described in ASCE 7-05. chapter 6.,6 and in. accordance vAth the specifications of ASCE 49-12. The stray assemblies of the solar ballasted roof mount system `Polar Bear 10deg Gen III HID' With tilt angles of 10deg are depicted In Figure 1,•and Figure 2. The systemis available in fully deflected and partially y deflected configurations. Figure 1: Array assembly C6 the fully deflected solar Wlarsted rod mount system *Pogar Bear 10deg Gen III Wylith a module tilt angle of 10&9 Testing was carried out (+vial a surface roughness of the fetch in the boundary layer wind tunnel equivalent to open country (Exposure C ac cording to ASCEISEI 7-05) and for a total ot 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. n Figure 4 a close-up of the Polar Beat 10deg Gen'111 HDI solar ballasted root mount system is Report No.: PCM10-2 Wind loads on the solar ballasted roof mount system ,,Polar Elear 10deg Gen Ill Wof PanelClaw Inc. Design wind loads for uplift and sliding according to the ASCE 7-05 1/27/2017 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.paneiclaw.com Appendix A pane.. clawa AMY RIB �,�.�. l.:F;l. Institut firr tndustrieaeradynarnik CamttH depicted. Pressure coefficients were providedfor normalized' loaded areas of varying size. seven roof zones and eight array zones. Loaded areas scale with building dimensions and are valid for flat -roofed buildings with.a minimum setback :of 1.0m; from the roof edges. The pressure coefficients may be multiplied by the des€gn. velocity pressure qt. determined depending on the wind zone; the exposure category and the roof height in accordance With the American standard ASCEMEI 7-05 to determine :the wind loads on the solar system. 'Figure 2: Array assembly or the! pa6aAy deflected solar ballasted roof mount sysien "Polar Bear tOdea flan nl liD- faith a module bit angle al ltadeg The test results are likely lobe appropriate for upwind Exposures S, C and D on flat` roofed buildings, assuming- use to compliance with ASCE/SEI7-05, Chapter 6.5.2. From these ;results 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 rroofs with pitch angles up to 7e. 'Report No.: PCM10 2 Wind toads on the solar ballasted roof mount system Polar Bear 1f�eg Gen Ill HD of ParrelClaw roc. Design wind loads for uplift and sliding according to the ASCE 7-05 ae4atn+r. 1/27/2017 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.paneiclaw.com Appendix A WERAM The pressure -coefficients were, determined for a set-up where wind direc0on 01 corresponded to vAnd bloveing an the north facade of the flat -roofed building. However, the results.may be applied if the main axis of the array Is not skewed more than 15' vAth the building edges.. Figure 3: Wind tunnel model of the flat -roofed bulking with tNe solar ballasted rod mount system 'PolaT Bear 40deg Gen ill HDr with a module tilt angle of 10deg mounted on the turntable inducing view of the fetch in the large I.F.I. boundary layer vMnd twinel; &.12 array in the south-east roof portion The present design loads for Vind actions apply without restriction to solar arrays deployed on low -wise building - s as defined in -section 6-2 of ASCE 7-05. The wind. tunnel testing also applies. to buildings higher. than 18.3 m (60 ft) which I are considered rigid. A building may always be assumed as rigid if it is at least as wide as .i} is high. The pressure, ooefficients deterTr1ined from the wind tunnel tests show that the system in question needs very little ballast in the array friterior- The sliding and uplift ;loads exerted by the vAnd on the modules are small due to the arrangement in rows. Higher loads were only observed in array corners and along exposed edges of the array; and these have to be taken into acoounL On; the basis of the measurements carried .o4this may be done directly I by increasing the ballast locally ocally on the array Wind loads on the solar ballasted roof mount system.,Polar Beer 10deg Gen III HD" of . PanelClaw Inc. Design wind loads for uplift and sliding aocording to the ASCE 7.05 1/27/2017 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 * (978) 688.5100 fax * www.panelclaw.com Appendix A Appendix B 1/27/2017 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax 9 www.paneiclaw.com Appendix B o WOMAN i Q Chapter 1 3 SEISMIC DESIGN REQUIREMENTS FOR NONSTRUCTURAL COMPONENTS 13.1 CrENEPIU 13.1.1 Smpe this chaptrr establishrs minimum design criteria ror nonstructural ccampunrais that are pctrrttttcrtily alrnched to slructurcc and far iltcir .supports and atlachmorrK, Where the wachtof a rwastructurul coropunrnt is gaoler thm or rtpuah to 25 penent of the effective seismic wright. W of the stna-twc as dirfened in Section L!37.2. the coento cnt stud) he classified as a arrm uildin; smsctutr and shall be desirned in accordance with Section 153- 13.:1.2 Seismic Desiptn Catcgory For the purposes of this chalat`r, non ttr tours! components shall he assigned to the sante seismic_ dcxlyn category asthe suwturc that they omupy at to which deer, arr at dict!.. }3.13 Component Importance Factor All evetpxirrmts shall hr assignrd a compoiarnl importlawc facts as indicated in this section. The component impomnice factor, is. shall be uLrn as 1.5 if any of the fnllowin,g canditi sr s app!} : I. Thr component is required la futiction for life-sardy pmrpt rsafter an earthquake. including fire protcetion spcirdilcr systems and rgrrss stairways. 1. Thr component ennvq s,. milxpurts. or rxhcmisr contains toxic., highly toxic. or explosive sub- iiances where t1w quantity of the material cxeertl_s a t.hirsiunld quainity cstahhslird by the authority having jurisdiction and is sufficient top athreat to the public if released'. s, Tlic component is in or attached to a Risk Cat- cgory IV #strrtrtum and it is needed Im continued operation of the faciGh, or its failure could impair the continued opu:mtion of the facility_ 4. Tlie comp Trent cone-c}s. supports. or otherwise contains hazardous substanoes and hs attached to a sirudam or pttadrin thereof classified by the authorityhieiigp? jitrisdictiem as a haxardnus -verip3ticy. All other compixicau shall he asshcaed it comm-nient. imporiancc fader, IP equal tet LAR 13.1.4Exemptions 111 follnwing nonmtxtural compsorms we rxevIrt from the rrquirrrnents of this section., I, Furniturr. tcxcrpt sun c cabinrts as noted in Tnblc ;I 5- I ➢- L TrnT"zn or movable cgWpmcni- 3. Architectural eunitwicats in Seismic Drsipn Category B tether than parapets supporxel by Learing walls or shear walls provided !stat, the component MqK tuner factor, 1, is equal to I.Q. 4. Mechanical and electrical components in Seismic Design Calc;nry I3. 5, Mcchinicul and electrical components in Sc ismic Desi,-nCategory C provided dw-t tate component Importance factor. f is equal to I.th. lig Mechanical and cketrical corn;%nrents in Seismic r5csip;n Categories D. T..crt F where all of the follpecine apply- -a. The comptuirat imporwacte facaur. T'. is equal to Via. b. The comprrient is, rwoitivrly attached to thr stnicture c.'f--lr„cobk conncetions are provided between the component and associated ductwvrfc. piping and conduit; and ci[her i, 'tire ccimpoornt weighs 4(s) rh 11.780 Ati or less and has a center of mass located q ft. 41.2-1 m; car less above the adjacent floor level• or ii- The component wcirhs zit alt (,4 lei or less or. in the case of a distributcil s-sicni. 5 ri m (73 Wien) or less; 13. 1 c Apptlical on er \onstruchrral Compone.ni. Requirements to \onbuilding Strutturts Nonbuilding sirtictunes (including storage racks and tank- si that arr ;suprwed by other suen_turn ssUl ae designed in aecodaricc with Chapter 13. Where Section 15-1 requires tlut srisnilc forces be determined in accordance with Chapxct B said vdoes for R, me not prtivide3 in Table 1.3.5-1 or 13.a-1, Rr shall be to xit as cgrtah to the value of R listed in Section 15. The value or q, shall be deter- mined.in ,aciarrdance with footnote a ofTahle 13.5-1 or 13.6-1. 1/27/2017 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.paneiclaw.com Appendix B p ane000 clawa shown that the component is inherently ro&-ed by comparison With similar seismically- qualified components, E'idrrtcc dcmanstrati ng compliance 'With this requirement shalt he submitted for appro'al 10 the autlnnnly having, }tuisdict on, W tr mvicts and acreptancc by a rrgistered design professional... 2. Componetris with hasardts <_ub%tancrs mid vsiped u corripcat unpartartee factor.. 1;: e 15 in aer adat= with Section 13:1: � shad bi rrniftrd by=the imnufacturer..as maimaining mmisinnornt fo(lottik thc-dcsign earthquake a.round motion ks (1) analysis. (27) approved sitakc table trstine in accordance with Section 112.5: or (3) experience cUz 3n aecondarce with Section 11 '2.i+, l,videtce tminAnat n_ compliance with this requireiuead shall be submitted for approval to the atithoritN hMrig, regi dictrun atter reAm, and acceptance by a registrTril desicn pmfcssionaL 13.23 Consrqumttut Damage Tile faactional and physical intenriaticonship or Components- their supports, and theireffecl an'each infirr-hail ,be considered so tdut the failiur a€alt essential or nonessential architectural. tarchamcal. or sloctrical component 41..111 tort rause the failure of an n essrntial.arrhiicciurd. mechanical: or e1wrical compoumt. 13.2A k1exibuity 11w design and evaluation of components, ikcir supports. and their auachnicnis shall consider their Rcxibility as wrll as their strength. 1125 Testing, Altarnatis-e for Seismic Capacity Ylettrminntlan As an alternative to the analytical requiremcats of Sections 13? thaiu;h 13.6. Icstine shaft he dccaird as an accrptahtc method 1u determinc the sd =n r capacity of comporrins and their supports and alt x hmems Seismic, rpuntifteation ivy lestin; based upon a natim ally rrcagrtixcd testing standard p1mc-. durc. such as ICC -ES AC 1.16a. acceptable to the authority having, junsdictirnt shall be dremed to satisfV the design owl ctiduatian iequi vinears ptattdcd that da: substantiated seismic caltaeities equal or execed the seismic demands determined in arcordartce uith Sections 13.3.1 anet 13JI, 13.2.6 F:xpaienre 1)atn Alternative for Seismic Capartly tMerminatlan As an alternative to (tic analytical rrqu[in-meats or Sccti ms 131 through 13.6, use ofcxpericncedats IVINI =as DC5110N LOADS rUl he, dermad as an ucceplable method to driaminc the seismic czrarityrof ciimponents and their supports aid attachments. Seismic qualification by experience data based upon oationslly.rccopfried procrdurrs acceptable tc the aatlitxity havmg juristic. tion shill be deemed to safisfy the dvayn and rsalua- tion ccquitrments pravtdrd that the suhstattt(ated Trismic capacities equal or rxccrd the Trismic demands deurrainactl in accucdance with scrticurs 1311.1 and 133-2. :13.2.7 ConsiruMan Documents Where design of nonstructurW compo vents or their supports and attachments is vrquired by Tahiti 13.2-1. ,such design shall be shown to r visttitMon dr-mments pirpvod ky aregisier d design proi'es- sional for use by the owner. authorities having jurisdiction. contWom and inspectors;. Such dein- mgnts shall include a quality assurance plan if acquired by Appendix I IA. 13.3 SF1SIMIC DFAFANDS ON' i:ON5M 1CTU A4 CY)) POINTE\"1'S 13-1.1 Seismic Design Foto The horiraintal seismic dcsign force drFj shall he applied at the component's Crnmr of *rat ity'°and distributed rrlathv to the cmnsrxswnl's:..macs distribu- fiat tnrl shall Ix determined inaccmdam with Fr=il (R 1' 1+2 tt3.31Y i4 ? at F, is notrequiredto fie taken assgr_ater than F,= IASwf,,W, (13.N-2) and F, shah am be u"o as less than Fa=tt.3Sx:t{" i113 -3t where F„ = scismk design force Sas = spectral acccleradrrn. stow foodod: xs determined from Section 11.4.4 n, = rornpanem amplification factor that %-dries from 1.110 to 2-59 (select appropriate value from Table 135.1 ire 116.1) 1 = cunrpkancnt importance factor that vales from Lush to 1,30 (ace Scrtion 111 i1 tl, = commurnt Operating ut -'ht 11.3 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com 1/27/2017 Appendix B pane000 claw@ The effects rf tscismic relat!m &I—Aaccrumts shall be considered in embination ctith ditplaceittcxxts caused by anther loads as appropriate. 13.4 ii?:\MUCT3 RAL C'fiiii'ONEN r A NCFi()i,,aiG Wonriructtrrrt components anti their support. slant lv attached (or anchored! to the strwium in atrtrttltnrc with the stguiremem of this scrtion and the attach• mrni shall satisfy the requirement_ for the pint material its set forth dscyAm : in this stzadv,l- Cmmpm ev aitachmacras shall be bolted;, neldatt.. or othermisr positiNcly fastenod ty'ribostt comideration or frictional rtsistancc produced by the efforts of. gravity. A cantinuotts herd path of sufricicat strrn'rth and stiffness between the component and the aatppcm in;: structmr shall be -provided. Local cicmenns of ,be simaure including connections shall be designed and constructed for the tonpottm fonts where they control the dcsien or the elemcnt-A or their connnectittric. Thc component forces strati be those detertninod in section 1I3.1: mcrpt that modifica- tions to r„ and Rr date It) onchorgc candiinoaa need net he crmsiderc& 171ac design documents shaff irrchn . sufficient inform ationrrlating to the :dutch- menta, to ,reify comphanct vt ith the tequitemenis or tiffs ;seciirni. 13.4.1 Design Forex in the Attnchmeni Thr .fart c in theattnchinent shall be determined based on the prtscribed Rocs and displacements for The component as dciecrnimt in Sections 13-1,11 awl except that Ri shall not be tabco as larger than h. 13.41 Anchors in Concrete or h1asnnry. 114.11 Anehoix in Canrretr Anchors in concrete shall be dcsimcd in.amar- danre rYiilr Appenais D ofA0 'alis, 13.4,L2 Anrhmrs fir Masonry Anrhors in masonry shall be dess`rncd in aeidr dance widr TMS 402fAC15031ASCE 5. Anchors shall he designed to be governed be the tensile or dwar strength or a dv-die, 'steel clement. EXC1 MON: Anchorssfeill lac pcmgttrd to he designed so that the amachrnont that the anchor is connecting to the strucont tcndergocs ductile yielding mt a'load lc rl ccm. nding to mclxrrforces tett.. greater than 1heir4m1Fn strength.. or the minimum 411mmum rm5mN- l.rr.;QS design strength of the ancburs shall IV- at lcavct 2-11 limes the Gulmtd ftrr:cstransmittrrl ky the component: 1.1.4 13 Pres-lttstaNd Anchors in Cmrnrfc and Alasnnry Post •insst al led awhom in tonere a shall bc prequalified fbr seismic .nppliratticA m in 3arindance c+iih AC1 7551 or atherappriawd # nilficatictn procedures. Pm-installrld anchhsaa in masonry slt:tll be pregaaliftcd far smismic applications in acxarcrdanec with. approved qwb icsitm, procedures. 43.43 Installation CRmdl7'iirns Deamination of torces, in attachrttems shall tale. into wcount the expzrlod conditions csf insiallation inchtding e centricitics azul prying cflects. :114A Multiple Attachments Reterntimnion of force disitiliviion of tmulrtpk attadurrms at cmc location shall true into sccPont the stiffness and ductility of lite cant aom, component supe ms. attachrurnts. and -#uie and thr ahility to redia ributc loads to other attarhtaents in the group. Designsof anchorage in comme ire accordance with .Appendix D of'ACI 318 shall tic considered to satisfy this requirmcm. i_►.*f -G Pen er Actuated fasteners Pc mTrrcfumed rastemirm in concrete syr steel shout stet !tit uvcd Torr stwaitned tension loads or for brace applications in Srismfc Design Categories p. E or F unlcss.appmi�rd for scistnic loading: Pineau actuated fasteners in mmoary are not perntirtrd unless approved for scilmic lootlina; EXCEPTION: liDwrta;:tuatrd fasteners in mneme ted for support or nonustimi We or lay -in pond susprwkd ecilin.g. mppl'scati tns'and dimribined sdstrtas witem the ssrt'ire kiad weeny Wividusl Poi ner dm trout exceed 90 lb 1,40(l N 1. Pithy artuxtd fasteners in steel vehm the scnim htatl cm any inmtMdual fm*urr docs oast exceed 250 lb 11.113 ti3 ,1JAAk Friction Clips Friction clips in Seisitur Design Csteguiies D. E OT F shall nor be used far supporting sustained loads in addition to crsimirtr seismic forces. C-type hmm tend large flange clamps aro permitted for hangers ptuvicicel they arc equipped with rrstreWn-,.=Ws equivalent to those specifiod in itiFPA 11 Section 9.17. i ocl. mss or eguirakat shall be provided to prevent low-ving of threaded ct morctis`ms.. 115 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.paneiclaw.com 1/27/2017 Appendix B laterally bmcrd in the building. structure. Such lnneing A.111.sac independent of anycrilinr lateral force 6ring. Bracing shall he spaced to limit ltoriz.ontal ddicrtimt ai the partition head to tv compatitdr with cril ng, deflection requiremcmts its dclantined in Section 13.5.6 for suspcxdixl cciiinr and clsewhM in this section for other: sfsacros, f,.XCF.l"f GN- Partitions that:mett all of :the folio xtittg, conditions: I. 11w partition height does nix excecd'9 tt ,J1740 2. 71 c linear rtright of the partirttan tags m- crer<rd tete product of 10 lb ((1.479 LN) times the herr, itt t r.m ) Pf the partition. 3. Tete partition horizontal 3cisrnic load does not exceed 5 Is f0214 Mtn'). 13.542 Glass Glass in glazed .pardiians shill be designed and installed in accordance with Secfion 135.9: USA A (slam in Glazed'Curtain Walls. Glazed Storefronts and Glazed Partitions 13.3;9) Grnrml G1acs hi glarcd voriain %•alis. -glazed stmrfrun x. and glazed partitions shall meet ithr :irlatire displace-. stent mquirememt of;e~q.'I3_4 I, - W A�. a 1 251117 , (115.1 t m fly im ( 1 i mm). whichc cz is piraitcr zt herr: A-.& r = the relative st"smlc dispi erarnt (drift), at which glass firkin from the curtain wal . storefront nail. or partition occurs (Section 1..S.M) Dr = the relative sel'srrtic d'rsplaecrneat &It the romponciit must be desigrtcsl to secommo air. Sr isiit I t 3.. 1). f7a shallt>C applied sealer the hc.+ghs of rhr glass component under Consideration = thein4iortuncx fk1cw determined in aecou- dance with Section 11.5.1' HXCEl'9 ONt 1. Glass with svtiic€cat clearances frow its frame : such that physical cont, -tat between the glass and frame will !n¢d occur at site design drift. as dram abated by Fq 1 5- need not comply w th'ibis requirement: 1),i„. a t.'251?e t13.5,21 here. D.-= rebaw horirxmutal (,drift displacement measured over the bright of tttc glass panel under eonsitterati n. which rauscs initial glass -to -frame,- For rectatipflm pfsssi aancLs within a rectangular call triune Lrs—=2J14. twhere I kci ) it, = the 6dg3n of the rwangullr giacs pane=l . b, = the roe idth o€ the. reetaogular glair. (tanrl e, = the amrarc of tic ciearanitm gaps) tnt ;boilt sidV-bCIvscen the icrtieat &sx ed,1e3 and the timile r2.= = the m -cm ,e of die Clearances (galiO iop and bott,im bovrerrt the hurizonial glass edgrs and the frame Fully tempered ratmohChie glass in Risk Categories L IL and III located no more than 10 A t3 ant above a walking surface need not comply trtth the£ rrquirgmr_nt .Annealed or licit-surng.thenrdJaminalcd glass In. s n;k thickness with imerlat-rr no less il€an it.fi..V in. M.76 mm) that is captured mcc6anically in a wall ^system -dazing prcl c : and whnur- prnrucicr is . secured to the frame by a wri ;{wird gunabh cm ng clastcmicric sealant;pccinuur brad eG 4 in. t13 ram) minimum glass contact width or other apprnsrd andwwage so ctcm need not comply with this requitrtnern. 13.3.9.2 Seirmr'r iiirffl Idmiu 1±or Glao CiAV arroulr Ilse drift causing gEsfis fallout f;itm tht. curtain wall. Oerefnma. or pnrtitkin shall be iglu mined in accordance with tlelMA.MiL a orb ell inreriag analysis. 43.6 hfiCHAN9fi.ALAND ELFCTli1C'ALCOMPONENTS 13AI General A7cchamical aM electrical car upitncnts andtheir supptrsts shall satisfy the requirmKmts of this section. ilrr attachment of mocharti H, and clectrical compo- armsstmd their�wpporis to the structure, shall meet the requirements of Section UA Appropriate coefiicirnts shall be sekctrd from Table 13,6-1. EXCF:f" ON. tight natures, lighted signs:.and wiling fans not connected to diets crr piping. which ser suppamcd by &-Ans or od rrwise suspended from the strucrurr. art nm requirrdro satisfy thc seismic 1N 1/27/2017 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax * www.panelclaw.com Appendix B C1f18lyTifll3 ±?£lSAfll:..15GSIti::R .ilaliti;til "7°�t'CARNClltSl•7i1" 7't,`R 1, tikC14F'-YSa Tahle 131,64 SeLan3C Coefficients ror lMwitkal and .Eledricmt Compoiwals M.-rhs doWt and l tcctti4ail Cmupattrsus: ,.:. A4 A:it�idc HVAC.. ram. air hsttifir x. ob rnWith aSns tcnitu enbhui lseaters, sir dimibutjil; boxes, and tither 25.. 60 twdianiml ClumMmcaUit"lructedaishece me7al3`raesiu;: 4t17t.si4k 3t YAC. kremler-: Carnaxex, ub mTheric tanks and hinr chifk¢ . -,am has rm Itcnt cx hvtcrm 0) I-4. er'apenntxns, air scpwatts's.maurraduring or kirixi`x*..rrjugencw',. nW other mcch�nicsi.chta�otysnt . ccroslnrctazi ixr�hrplt.ddlartulalaifvy ri�ersslx FAFill r; IlUhinl. pnrns}ts;. ernrrrecrt€n^s. aril ixrcxcart -Wei net .anfi .Oris On sitar un!! n?n +rtdtan ttr_ ssolte. l..Ili. 75 of C.'3ctt+Ier-1 i Sfdrt-sup7cYled,istrsxnric tcatsls rant Within the icorte ort-lwter tS 2:3 23 ,IlleVACK nW csrwatY euxrr mrots i,ll 2.5 Ger Alms, 1%.Mmitm„ in' -item Motorx, ttar aotrncrs.: and WWI ck%mri-al eam antmtscarnsarucaas3 nr high[Al dcfaerrrahijilp mattyfalr. ;limo, Crnrinrl crncerx.. pawl txrtteis,.: S NibA -gear.. intortanimtatinn "hineat,,. and cdhxr caaalxartcolr. ean.tracted 25 6'0 ,M strcta rtu'!x1 rrarwrr, Conunrm"k+h rrguii+xnmtcampti;rm, atr.>anraentnricn:and rontrtxti i.t1 - �•.3. Ros+f�mnuntaxf xiackA. coolcnir and ckx:ricai trrvsxrs their zcnter err mass 23 „l.,0 furor-rrrntnt.d. to cls,, w-Qovig -ai eksltrkai ae,werl hun- y Ixrccd sivw:t their ""ter or nw% 1.0 ?.S lighting irxtmra 0 9-5 t?thrt inerhankal at elmemal wraM, wrax Vlt 1-5 E slarttim lssalarxd Cccrrponcom and S-rstemf' CamF:rocnlantn'!sa'xtemti izaard arinr.. nt'Agn'rrrL elrnrraiu,. urmdtrerad+rora tisa7laPW t3r:.xts: r+iu't Ixai3t-iu rfr .52 i ,regaianeetaslonorth: snuTrfrinc decicrx tv te%lbeni imsatcoea afapa STratE es»lArd cwgn wMm3. wid synrmA and FtPtrntinn ism3ated w" cl.w:ly rrAmint d using build-in:or 2-15 - 2,t3 scparaae elastwottic siiiihhiinc dcsi.-es or wtxilisem, pwnsmim suar, lntcnrnall}- isrdated �anwat :ita nad x'^stxrvu $uspcvded: a•ihraom w4ai d "igtracrn iariecwinf", ilk fine darriAnior. anus f4peadrd instnully iscilam 15. 2.3. Dioritertiol']syiienra 1'tijinz irs aa'*nrdattrx st-6th.ASlad 1331.-indading hi-Ew cumr triad c�irh ousts made by u`i+hnj .or kmrirr,- 2.5 3211 ripinc in a ualtlt.ASMEE r131.. ineludiaig..: it -Jim t+nsaruneats. conAmcted of high m lytnieed. 25 r+.t} defor iu Mlity waterfall, nifh j ninia ti;sdc h..• thsradlns,. 1,ondinip,_ etamrretsion caapllrtxx, ra frrr', wd cnusifint , 1?iptkV and tuhinc tier inarra ydsor,.c with AShtly l33l., dncindiM in.Cm.corgioaena. crostrartcdof ?-e 4.tD 4tezh.dcrrrrmx3ti3itw ennteriafr, aiih joi Bit errrlc by us3diap cu brraring: 1?ipiac cru! n>lrinr. ural in ntcaxrtinm-r ar•irh r15;1d 'ffigV. iarc6ttiia_; ®_erre zranegvaTeyrats, ccu..s:More 0i reg% ar 2.5 43 ittuiteti.tirliirrn®l'tl'elp materials. w[h ininss rta& by ibroail1q. tnudins: cnmMsvkm mttlrlfryett, ar ;rorrtr d cnu3rt:irtrx Piping ani itchinp. owitantowd or lrrg-+itfonxmiztllty: r+ 'Icrxsic. swb as rata iris. Sum. and nrmdacalr. fiasiicz 24 M1.15. Oucaa-ar#..,inciudiop ki-licca c"rgmne. s, rmstructel of hlehdr[etrnaalx ky_muterrafc viih jtacni, made by Ls -9D w riding or brazing 11w as oris. arttletthagin-lim wrop moalt. rerewucted or high- tar 6r7titcii icfornra.3+.iliif-. rnnrrrials with joialn - .. 6.0 ardor by rroratl3: oth:r than weldtag at ltraxirte Daletwort. itrrludiag in -tits:: mtcttmmr gas. coostrtiewd:of 1mv-di:4minabilky it"wrials, such ss,c nu irart, €lacy, Z' _3..0 aetd`rtraadrtrs4lr [tlastiss M 1/27/2017 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax to www.panelclaw.com Appendix B STRUCTURAL ENGINEERS ASSOCIATION OF CALIFORNIA 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.paneiclaw.com Appendix B STRUCTURAL ENGINEERS ASSOCIATION OF CALIFORNIA Requirements and Commentary 1. <Structural performance objectives Consistent with the intent of the 18C 2005 (Section 101.3), PVarrays and their structural support systems shall be designed to provide fife -safety performance intheDesign Basis Earthquake ground motion and the design %rind event life -safety performance nreans that PV arrays, are expected not to create a hazard to life; for example as a result of breaking free from the roof, stiding.:off the roofs edge, exceeding the dovinwari;load-carrying capacity of the roof, or damaging skylights, electrical systems, or other rooftop features or equipment in a way that threatens life -safety. For fife -.safety perfomurnce, damage, structural yielding, , and movement are acceptable, as long as they do not pose a threat to human life. Commentarm: The Design Basis Earthquake ground motion in ASCE 7.1;w a return period of approcimately 500 years. and design mind loads (considering load factor) equate to a return period of approximately' 300 years for Risk Category I stntcturm 700 years Risk Category 1. and 1700 years Risk Category IV (In ASC£ 7-10, the importance factor is built into the return period for remand). For more frequent events (e.g.; events with a 50 -year return period); it may be desirable to design the PV army to remain operational; these requirements do not cover but do not preclude using more stringent design criteria. These requirements are applicable to all Occupancy: Categories. However if the PV array or any rooftop component adjacent to the array have.; In r 1:0; post - earthquake 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 -only) arrays are not attached to the roof structure. Resistance to wind and seismic forces is proved try weight and fiction. • Attached roof -bearing arrays are attached to the roof strucl ureat one or more attachment points„ but they also bear on the roof at support points that may or may not occur at the some tocatiors as attachn>rnt points. The toad path for upward forces Is different from that for dowirward forces. These systems may include additional weights (ballast) as well • Fully -framed arrays (stanchion systems) arestructural frames that are attached to the roof structure such that the load path is the same for both upward and downward farces. Commentary: Sections 1, 2_'and 3 of this document are relevant to all rooftop arrays. ;Section 4.addresses attached arrays. Sections 5, 6. 7. and 9 address unattached arrays. Section 8 applies to attached, or unattached roof -bearing; arrays. Attached arrays can include. those with .flexible tethers as well as more rigid attachments, Both types of attachments are to be designed per Section 4. The documents AC -428 (IMES 2011b) and AC 365 (ICC-ES'201a) provide criteria for other types of PV systems, which are not covered in the specific piomasions herein. AC 428 addresses. sycstems flush -mounted on building roofr or walls. and free-standine (ground -mounted) systems. AC 365 addresses building -integrated systems such as roof panels, shingles; or adhered modules.. 3. Building seismic -forge -resisting system For PV arrays added to anexistingbuilding, the seismic force-resfirg system of the building shall be checked per the'requirements of Chapter 34 of IBC 2009. Commentary: Per Sections 3403.4 and' 3404:4 of IBC 2009. if the added mass of the FV array, does not increase: the seismic mass tributary to any ..latera) -forte -resisting structural element by more than 10°l, the seismic -force - res stmiz system of the building is permitted to remain unaltered Sections 34433 and 3404.3 also require that the ;gravity structural system of the building be evaluated if the gramaty load' to my ecisting; element is increased by more than 5%. Stni tura) Seismic Requirements for Rooftop Solar' Photovoltaic Arrays August 2012 Report St AOC PVI -2012 Pagel PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 9 (978) 688.5100 fax • www.panelclaw.com Appendix B h sTRUCTURAL ENGINEERS ASS CI TION QF I MT1 RN11 4. Attached arrays PV support systems that are attached to the roof structure shat) desk 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 1PV support structure is permitted to be used to establish values of ac and P.,;- It the lateral strength to resist F, relies on attachments with low deformation capacity, Rc shall not be taken greater than 1.5: . For low-profile.arrrays for which no pari of the airy extends more than 4 feet above the roof surface, the value of a, is Permitted to be taken equal to 1.0, the value of R. is pennitted to be taken equal to 1.5, and the ratio ad RF need not be taken greater than 0.67. Commentary In the computation of Fp for attached low - profile solar arrays_ a,,, is commonly taken as 1.0 and 4 is commonly--takett as I5, which are the values prescribed for 'other mechanical or electrical components' in Table 13.6-1 of ASCE 7-10. An evaluation of the flexibility and ductility capacity of the FV support structure can be made according to the. definitions in ASCE-7 for :rigid and flexible components, and for high -,limited-: and low -deformability elements and attachments. The provisions of this section focus on low -profile roof bearms systems. Other types of systems are to be designed by other code requirements that are applicable. Solar carport type structures on the roof of a building are to be designed per the applicable requirements -of'Seciions 13.1.5 and 153 of ASCE 7-10. For attached -roof-bearing systems, fiction is permitted to contribute in combination vnth the design lateral strength of attachments to resist the lateral force F. when all of the folEmisng conditions are met: • The maximum roof slope at the location of the array is less than or equal to 7 degrees (12:3 percent); • The heightabove the roof surface to the center of mass of the solar array is fess than the smaller of 36 inches and half the feast plan dimension of the supporting base of the army, and • A. shall not exceed 1.5 unless it is shown that the lateral displacement behavior of attachments Is compatible with the simultaneous development of frictional resistance. The resistance of slack tether attachments shall not be corn_ brined with frictional resistance. Structural Seismic Requirements for Rooftop Solar Photovoltaic Arrays Report SF -40C PVI -2012 The oontmnrtion of friction shall not exceed (0.9-�0.2S6:0.7prW/rr, where Wo is the component weight pmvidmg normal force at the roof bearing locations, and /r is the coefficient of friction at the bearing interface. The coeffrcient It shall be determined by friction testing per the requirements in Section 8, except that for Seismic Design Categories A, 8, or C, u is permitted to I— taken equal to 0.4 if the roof surface consists of mineral -surfaced cap sheet- single -ply membrane, or sprayed foam membrane, and is not gravel; wood, or metal. Commentary: When frictional resistance is used to resist lateral seismic forces. the applicable seismic load combination of ASCE ± results in a normal force of (0.9- 0.2Srs)YJg_This normal force is multiplied by the friction coefficient, which is reduced by a 0.7 factor.. based on the consensus judgment of the committee to provide toner adsmn for frictional resistance. The factor of i).7 does not .needto be applied to the frictional properties used in e;;aluatim unattached systems per Section 9. If the design lateral strength of attachments is less than 25% of Fo, the array shall meet, the requirements of Section 6 with Aupv taken equal to 6 ind . Commentary: The requirement above is intended to prevent a designer from adding relatively few attachments to an othervise unattached array for the purpose of not pro- viding the minimum seismic design displacement. . S. Unattached arrays Unattached (ballast -only) arrays are permitted when all ©f the following conditions are met'.° • The maximum roof ;slope at the location of the army is less than or equal to 7 degrees (12.3 percent): • The height above the roof surface to the center of mass of the solar array is less than the smaller of 36 inches and half the least plan dimension of the supporting base of the array. • The array is designed to accommodate the seismic displacement detemm'med by one of the following pro- cedures: u Prescriptive design setsmc displacement per Secti.ons6,7 and 8; o Nonlinear response history, analysis per Sections 6, 8. and 9; or o Shake table testing per Sections 6. a, and 9. August2012 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 0 ��-��,�-��,��. Ir►�G,����s ASSa��A��oly o� �AI_o�oRN�� Commentnry: The provisions of Section 13.4 of ASCE 7 require that "Componentsand their supports shall be attached (or anchored) to the structure..." and that "Componeat.attaclrments .shall be bolted melded, or other- wise positively fastened :without consideration: of frictional resistance produced by the effects of gravity This document recommends condition, for which exception can. be taker to the above requirements: Appendix A indicates recommended chances to ASCE 7-10. Until such a change is made in ASCE 7. le provisions of this document can be considered an alternative method per IBC 2004 Section 104.11. G. Design of unattached arrays to accommodate seismic displacement, For unattached ballast -only) arrays, accommodation of seismic displacement shall be afforded by providing the folkn-Ang minimum separations to allow sliding: Condition Vanimurn Separation Between separate solar arrays of limiter construction Between a solar arrayand a finned (f�) tarry object on the roof or solar array of different construction Between a:solar array and a roof edge with a qualifying parapet Between a solar array and a roof iS(7�)3uov edge without a qualifying parapet. Where 4 is the design seismic displacement of Nie array relative to the roof, as computed per the: requirements herein, 1, it the importance factor for the building, and 1, is the component importance factor for Me solar array or the component importance factor for other rooftop components adjacent to the solar array, whichever is greatest. For the purposes of this requirement, a parapet is `qualifying' if the top of the para pet is not less than 6 inches above the center of maw of the solar array, and also not less than 24 inches above the adjacent roof surface. Commentarw: Ther factor of 0:5, based on judgment, accounts for the lil elihood that movement of adjacent arrays will tend to be synchronous and that collisions between arrays do not necessarily represent a life -safety hazard. The. factor of 1.5 is added, by judgment of the connnittee- to provide extra protection against the life safety bazard of an army sliding off the edge of a roof. A quali4ing.parrapet (and the roof slope chance`that may be adjacent to it) is assumed to earth- reduce the probability of an arra} sliding off the roof justif,%* the use of v rather than Calculation of the parapet's lateral strength to resist the array-: movement is not:required by this document. Each separate array, shall be interconnected :as an integral unit such that for arty vertical section through array, the members 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 0.133sn,W;: and 0.1 Wr. Where W. = the weight of the poftn of the array, 'including beflast, on the side of the section that has srnafler weight. The horizontal force. shall be: applied to the array at the level of the roof surface, and shall be -distributed in plane in proportion to the weight that makes up W1. The computation of strength across the section shall account for any eccentricity of forms. Elements of the array that are not interconnectedas specified shall be considered structurally separate and shalt be provided with the required minimum separation, Commentary: The inteiconnection.force.of 0.133SmLW-, 0.1 TV, 'accounts for the potential that frictional resistance to sliding ii -W be different under some •portions of the anay as a result of varying normal force and actual instantaneous values of u for a given roof surface material. The roof structure, of the building shall be;capabte of supporting the factored gravity toad of the PV array displaced from its original location up to A, in any. horizontal direction. #goof drainage shallnot be obstructed by movement of the PRS array and baitastup to A,,mv in any horizontal direction. Electrical systems and other items attached to arrays shall be flexible and designed to accommodate the required minimum separation in a manner that meets code lifesafety per- formance requirements. Details of providing slackness or movement capability to electrical wiring shall be included on the permit drawings for the sotar 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 arrays shall be the larger or the: seismic separation defined., herein and minimum separation clearances required for 5refightiM access. Structural Seismic Requirements for Rooftop Solar Photovoltaic Arrays August 2012 Report SEAOG PVI -2012 Page 3 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix B III STRU4CTU,RAI2 ENGi EER s AssI c1AT10N of CAJ1F,0RN�A _left (ICC: 2012)provides requirements for firefighting access pathways on rooftops with solar arrays; based on the recommendations in CAL FIRE-OlSfM (2008). For 1 commercial and large residential flat roofs (cvlrich are the roof type on which unattached 'arrays are feamble) requirements include 4 feet to 6 feet clearance around the perimeter of the roof, maximum array dimensions of 150 feet between access_ pathways. and minimtuu clearances i around skylights, roof hatches, and standpipes. Note that the clearance around solar .ar ,s is the larger of the two requirements for seismic and firefighting access. 7. . prescriptive design seismic dispfacemeM:ior unattached arrays A, is permitted to be determined by the. prescriptive pro- cedure below if all of the following conditions are met. • 4 per ASCE 7-10 Chapter 13 is equal to 1:0 for the solar array and for all rooftop components adjacent to the solar array: • The max''ntum roof slope at the location of the army is less than or equal to 3 degrees (524 percent). • The manufacturer provides friction test_nesults, per the requirements in Section &, which establish a coefficient of friction between the PV support system and the roof surface of not fess than 0.4. For Seismic design Categories A, ti, or C, friction test results need not be provided if the roof surface consists of rnineralsurfaced cap sheet, single -ply membrane, or sprayed foam membrane, and is not gravel, woof, or metal. dwv shag be taken as follows: Seismic Design vYp,v Category A, 0, C 6 inches D, E. F l(Sm — OAfj'* Winches, but not less than 6 inches Commentarzy: The prescriptive design seismic displacement values conservatively bound nonlinear analysis results for solar arrays on common roofing materials. The formula is based on empirically bounding applicableanalysis results, not. a theoretical development. The FV Committee concluded that limits- on S„s or building height are not needed as a prerequisite to using the prescriptive design seismic displacement. S. Friction testing The coefficient of friction used in these requirements shall be determined by experimental testing of the interface between the PV support systern and the roofing surface it bears on. Friction tests shag be 'carried out for the general type of roof gearing surface usedfor the .project under the expected worst-case conditions, such as wet conditions versus dry conditions. The tests shag conform to applicable require merits of ASTM Gil 5, including the report format of section' 11. An independent testing agency Shall perform or validate the friction tests and provide a repent with the results_ The friction tests shall to conducted using a sled that realistically represents, at full scale, the PV panel support system, including materials of the fiction interface and the flexibility of the support system under lateral sliding. The normalforceon the friction surface shall be representative of that in typical installations. Lateral force shag be applied to the sled at the approximate location of the army mass, using displacement controlled loading that adequately. captures: increasesand. decreases in resistive force. The loading velocity shag be behveen 0.1 and 10 inches per second. C. stick -slip behavior isobserved, the velocity small be adjusted to minimize this behavior. Continuous electronic recording shall be used to measure the lateral resistance. A: minimum of three tests shall be conducted, with each test moving the sled:a minimum of three inches under confintmx s movement. The force used to calculate the friction coefficient shall be the average force measured while the sled is under continuous movement. The friction tests shall be carried out for the general type of roofing used for the project. Commentary: Beczuse friction coefficient is not necessarily constant with normal force or velocity. the normal force is to be representative of typical installations and the velocity is to be fess than or equal to that expected for earfhqutke movement. A higher velocity of loading could over -predict frictional resistance. Lateral force is to be applied under displacement control to be able to measure time effective dynamic friction under movement. Force -controlled loading. including inclined plane tests, only captures the static, friction coefficient and does not qualify. Friction tests are to be :applicable to the general tape of roofing used for the project such as a mineral -surfaced cap sheet ora type of single -ply- membrane material such as €PDA3. TPU. or PVC. It is not envisioned that different tests would be requiredfordifferent brands of roofing or for For solar ,arrays on buildings assigned to Seismic Design Category D, E, or F where rooftops are subject to sigrtiticant ,potential for frost or'ice - that, is likely to reduce friction Structural Seismic Requirements for Rooftop Solar Photovoltaic Arrays August 2012 Report SE40C PVI -2012 Page 4 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax * www.panelclaw.com Appendix B STRUCTURAL ENGINEERS ASSE]CIATIQN O,F CALIFORNIA&SA between :the solar array and the roof, the building official at their discretion may require increased ,minimum separation, further analysis, or attachment to the roof. Commentary: A number of factors affect the potential that frost on .a roof surlsace will be present at the same time that a . rare earthquake occurs, and whether such frost increases the sliding displacement of an array. These factors include. -the potential for frost to occur on a roof based on the climate at the site, whether:the building is heated and hog= well the roof is insulated -fie number of hours per day and days per year that frost is present -whether solar modules occur above, and shield from frost the roof surface around the support bases of the Pi= array 9. Nonlinear response history analysis 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 Basi Earthquake shall be determined by nonlinear response history analysis or shake table testing using input motions consistent with ASCE 7-10 Chapter 13 design forces for non-structural components on a roof. The analysis model or experimental test shall account for friction between the array and the roof surface, and the slope of the roof. The friction coefficient used in analysis shall be based on testing per the requirements in Section 8. For response history analysis or derivation of shake table test motions, either of the following input types are acceptable: (a) spectrally matched rooftop motions, or (b) rooftop response to appropriately scaled design 'bash earthquake ground motions applied to the hese of a dynamically repre- sentative model of the building supporting the PV array being considered. (a) Spectmity Matched Rooftop Motions: This method requires a suite of not less than three appropriate roof motions, spectrally matched to broadband design spectra per AC 156 (1C.0 -ES 2010) Figure 1 and Section 6.5.1. The spectrum shall include the portion for T > 0.77 seconds (frequency < 13 Hz) for which the spectrum is permitted to be proportional to 1/T. (b) Appropriately Scated Design Basis Earthquake Ground Motions Applied to Building IJdrdel: This method requires a suite of not less than three appropriate. ground motions, scaled lin conformance with the requirements of Chapter 16 of ASCE 7-10 over at least the range of periods from the initial building period, T, to a minimum of 2.0 seconds or t.ST, whichever is greater. The building is permitted to be modeled as linear elastic. The viscous damping used in the response history analysis shall not exceed 5 percent. Each roof or ground motion shall have a total duration of at least 30 seconds and shall contain at least 20 seconds of strong shaking per AC 156 Section 6.5.2. ,For analysis, a three-dimensional analyses sttail be used, and the roof motions shall include two horizontal components and one vertical component applied concurrently. Commentary: Nonstructural components on elevated floors 1 or roofs of brtildings experience earthcrdake shaking that is different from the corresponding ground -level shaking. Roof -level shaking is filtered through the building so it tends to rause. 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 nonstructural' elements consistent with ASCE 7 Chapter 13 design forces. The requirement added in this document to include the portion of the spectrum with T > 0.7x7 seconds is necessary to make the motions appropriate for predicting sliding displacement, which can be affected by longer period motions. 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 range of different buildings where non- structural components could be 'located. Comparative analytical studies Olaffei et al 2012). have shown that the use of broadband spectra provides a conservative estimate of the sliding.displacement of solar arrays compared to unmodified roof motions. For input method (b), appropriately scaled Design Basis Earthquake ground motions are applied to the base of a building analysis model that includes the model of the solar array on the roof In such a rase; the, properties of the building.analysis modelshould be appropriately bracketed to cover a range ofpossible building dynamic properties OValters 2010, Walters 2012). Because friction resistance depends on normal force, vertical earthquake acceleration can also affect the horizontal movement of unattached components, so inclusion of a verticalcomponent is required. For shake table testing, it is permitted to conduct a three- dimensional test using two horizontal components and one Structural Seismic Requirements for Rooftop Solar Photovoltaic Arrays August 2012 Report SEAOCPV1.2011 Page 5 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.paneiclaw.com Appendix B 4� y� STRUC. URAI23ENG1NEEF2S AS tJGIATION (?F GAI_IFORNI/�1 s vertical component; or a two-dimensional test :with one horizontal component and one vertical comtronent. In an cases the compa;tents,, of motion shall be applied can - currently.' Shake table tests shall apply- the minimum of digiti -pass filtering ;to the input motions necessary for tesfing facility equipment capacities. Filtering shall be such that the resulting PV array displacent=nts are comparable to three analytically computed for unfiltered input'motions. If the input motions are high-pos s filtered or if two-dimensional tests are conducted, the tests shall be supplemented with analytical studies of the tests to calibratetheinfluential variables and three dimensional" analyses to compute the. seismic displacement for unfiltered input motions. Commentary: For some input motions and shale. table facilities: input records may need to be high-pass filtered (-01-ing some of the low-fregttency content of.the record) so that the shake -table movement does not exceed .the table's displacement capacity. If filtering of motions is needed, it should be done in such a way as to have as little effect as possible on the. resulting sliding displacement. Comparative analyses should be conducted to determine the effect of filtering on sliding displacement. after which unfiltered motions should be used in the anal-mis to determine the design seismic displacement. If the shake table tests are taro -dimensional, the tests should beused to calibrate comparable two-dimensional analyses, after which three-dimeusiona) analyses. should be used to If at Least seven roof motions are used, the design seismic displacement is permuted to be taken as 1.1 times the average of the peak displacement values' (in any direction) from the analyses or tests. If fewer than :seven roofmotions are used, the design seismic displacement shag be taken as 1.1 times the; maximum of the peak displacement values from the analyses or tests. Resulting values for Are shall not 'be less than 5V16 of the values specified in Section 6„ unless lower values are validated by independent Peer Review, Commentary-: The factor of l.l'used in defining the design. seismic -displacement: is to account for the. .random uncertainty of response for a single given roof motion. This uncertainty is assumed to be lareer for-stickinglsliding response than it is for other types of non-linear response considered in sttuchira) engineering. The factor is chosen by Analytical and experimental studies of the seismic response of unattached solar arrays are reported by: Schelleaberg ei al. f�4121. _ Notation Ao = component amplification factor (per ASCE 7) F. , = component horizontal seismic design force aper ASCE 7) 4 = seismic importance factor for the bung (per ASCE 7) 1; = component importance factor (per ASCE 7) Ro = component response modification factor (per ASCE 7) SDz design 546 -damped spectral acceleration parameter at short periods (per ASCE 7) T = . fundamental period W4 = total weight of the array, .including baflast, on the side of the section (being checked for interconnection strength) that has smaller weigh W>~ = component weight providing normal force at the roof bearing locations. /.lir°- v = design seismic displacement of array relative to. the roof Jr = coefficient of friction at the bearing interface between the roof surface and the solar array Structural Seismic Requirements for Rooftop Solar Photovoltaic Arrays August 2012 Report SEAOC PVI -2012 Page 6 PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 * (978) 688.5100 fax • www.paneiclaw.com Appendix B