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Report (13) eots--_ 005-c3 5ç10ty 7G STRUCTURAL DESIGN CALCULATIONS oacu7, by YOO JIN KIM, P.E. PROJECT: Walmart (OR) - Store # 5935 - Tigard (SUP) Project # 9722646 351 .54 kW Roof Mount Solar PV System 7600 SW DARTMOUTH ST. Tigard , OR 97223 �g� GtNF�3,iP • - • si0 PROJECT DESIGNED BY: SolarCity, Inc. 3055 Clearview Way c San Mateo, CA. 94402 :44! CP 888-765-2489 • OWNER: Walmart (OR) - Store # 5935 - Tigard (SUP) 7600 SW DARTMOUTH ST. Tigard , OR 97223 479-273-8344 . ,00;„, ,4 ar 1 Calculations by: YK Reviewed by: YK Table of Contents 1 Cover Letter and Design Summary 2 Vicinity Map 3 USGS Site Data 4 Dead Load Summary 5 Gravity Load Analysis 6 Lateral Load Analysis 7 ZEP ZS Peak PV System Calculation 8 Roof Framing Analysis 9 Inverter Rack Anchorage Design Appendix - Wind Tunnel Test Report - Solar Panel Data Sheets - SolarCity Final Array Layout Drawings - Original Structural Drawings SolarCity June 26, 2015 SolarCity 3055 Clearview Way San Mateo, CA 94402 RE: Structural Analysis Report for Walmart(OR)-Store#5935-Tigard (SUP) Located at: 7600 SW DARTMOUTH ST. Tigard , OR 97223 To Whom It May Concern, This report summarizes the structural review for the proposed solar panels on the existing Walmart(OR)-Store#5935- Tigard(SUP)in Tigard , OR. The structural review of the building was based on original drawing from the building. The drawings are attached in the appendix of this report. The proposed solar panel array system is designed by ZEP and is also contained in this report. Design Criteria: 2014 Oregon Structural Specialty Code Roof Dead Load= 13 psf Wind Speed (3 Second Gust)= 120 mph Roof Live Load=20 psf Exposure Category=C Ground Snow Load=25 psf Risk Category= II Roof Snow Load=25 psf+ Drift Existing Building Design: The existing building is a Walmart(OR)-Store#5935-Tigard (SUP) located at 7600 SW DARTMOUTH ST., Tigard , OR. This building's main lateral system is comprised of special reinforced masonry shear wall. The exterior wall is 8"CMU wall. The roof structure is a metal deck over steel bar joist and girders. The existing roof structure plan dimensions are approximately 417 ft by 332 ft, resulting in a total roof area of 130171 square feet.The roof is considered to be a flexible diaphragm for lateral design purposes. Proposed Solar Panel Installation: The proposed PV system to be installed on the existing structure consists of (1134) Trina TSM-310PD14 modules attached to the existing roof with ZEP ZS Peak System. The total weight of the system is approximately 82932 lbs. The arrays will be dispersed roughly evenly throughout the roof in order to distribute the induced lateral forces more evenlythroughout the building. 9 9 Evaluation Process: An evaluation was performed based on the Existing Buildings provisions within Chapter 34 of the 2014 OSSC,which included a global check of both the gravity and lateral elements. To avoid a reevaluation of the building to current code _ requirements, the addition cannot result in an increase of gravity loads to any particular member of more than 5%, nor increase in the lateral forces to any element greater than 10%. If these triggers are exceeded, a more comprehensive reevaluation is required. Gravity Loading: Per the original structural drawings, the design roof dead load is 13 psf and the roof snow/live loads is 25 psf. The total gravity load on the roof is 38 psf and from this it was determined that an additional gravity loading of approx. 1.9 psf could be applied with no additional engineering review. Based on the amount and locations of the PV system, it was found that the dead load of the new system will exceed this limit. Since the exception criterion of Chapter 34 was not met, a full analysis of the supporting roof framing members was performed. Lateral Loading: The seismic load evaluation was based on the governing seismic forces transmitted through the roof diaphragm and was calculated to include participation of the roof system and perpendicular bearing walls (top half of wall and parapet). These seismic forces are directly related to the dead load only, as temporary live loads are not considered under lateral analysis. The dead load was calculated and then compared to the dead load of the solar array. Since the dead load of the proposed system was less than 10%, the increase in lateral loading due to seismic force meets the requirements of Chapter 34. The additional wind loading was also reviewed in accordance with Chapter 34.The projected area of the panels was directly compared to the wind receiving surface of the building and found to be less than 10% increase. Based on this result,the additional wind loading on the building due to the addition of solar array was determined to be less than the 10 % limit and no further review is required. Final Conclusion: The capacity of the existing roof structural framing to support the additional loading imposed by the addition of the solar modules, racking and ballasts has been reviewed and found to meet or exceed the requirements of the 2014 OSSC, and ASCE 7-10. Please contact our office should further questions or concerns arise, or if additional information is required. A set of final drawings has been prepared and structural calculations are attached for review. Sincrerely, � % O PROP Yoo Jin Kim, PE `ej G� N F Professional Engineer Qv�a F9 • - c • te O.- • x b ;\4 £j x,. r�� 1 n 1111, . r ! 1� 6/11/2015 Design Maps Summary Report Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43175°N, 122.75515°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III 2rni .. B a averton I saaom i 210 14570 9 \,� dl1Qt '' Lake Oswecio sce,00s 01 4ingLit E� rha " -1 Tit; atin a ltr4 gt t 02015 Map�a' 01112 =' "Alp # , MapQuest USGS-Provided Output SS = 0.978 g SMS = 1.084 g sos = 0.723 g S1 = 0.423 g SM1 = 0.667 g `SD1 = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. MCEA Response Spectrum Design Response Spectrum 0.89 1.10 0.80 0.9 0.72 0.88 0.64 0.77 0.56 E 0.66 0.48 4ni 0.55 i a 0.40 0.44 0.32 0.33 0.24 0.22 0.16 0.11 0.08 0.00 0.00 0.00 0.20 0.40 0.G0 0.80 1.00 1.20 1.40 1.60 1.90 2.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.50 1.80 2.00 Period, T(see) Period, T(see) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. http://ehp4-earthquake.cr.usgs.gov/designmaps/us/sum m ary.php?tem pl ate=mini mal&latitude=45.431751&longitude=-122.755145&siteclass=3&riskcategory=0... 1/1 MPI-North-South Direction MPI-East-West Direction Roof Area 130,171 sf Roof Area 130,171 sf Average Roof Weight 13 psf Average Roof Weight 13 psf Total Roof Weight 1,692,223 lbs Total Roof Weight 1,692,223 lbs Wall Height(Top 1/2+Parapet) 10 ft Wall Height(Top 1/2+Parapet) 10 ft Effective Wall Length 664 ft Effective Wall Length 834 ft Effective Wall Area 6,640 sf Effective Wall Area 8,340 sf Average Wall Weight 55 psf Average Wall Weight 55 psf Total Wall Weight 365,200 lbs Total Wall Weight 458,700 lbs Total Roof Top Unit Weight 0 lbs Total Roof Top Unit Weight 0 lbs Total MP Roof Level Weight Z057,423 lbs Total MP Roof Level Weight 2,150,923 lbs 10%of Total Weight 205,742 lbs 10%of Total Weight 215,092 lbs Added Weight Since Original Structure 0 lbs Added Weight Since Original Structure 0 lbs Additional Weight Allowance 205,742 lbs Additional Weight Allowance 215,092 lbs Number of Modules 1134 Number of Modules 1134 Weight Per Module 60.8 lbs Weight Per Module 60.8 lbs Weight of Modules 68947.2 lbs Weight of Modules 68947.2 lbs Weight of Roof Mounting System 13984.8 lbs Weight of Roof Mounting System 13984.8 lbs Net Weight PV System 82932 lbs Net Weight PV System 82932 lbs PV Area 29,762 sf PV Area 29,762 sf Allowable Weight of PV System 6.91 psf Allowable Weight of PV System 7.23 psf Actual Average Weight of PV System 2.79 psf Actual Average Weight of PV System 2.79 psf 2.79 psf<6.91 psf; CHECK 2.79 psf<7.23 psf; CHECK -a SolarCity Zep Solar ZS Peak. for commercial flat roofs PROJECT INFORMATION PROJECT NAME Walmart(OR)-Store#5935-Tigard(SUP) ADDRESS 7600 SW DARTMOUTH ST CITY,STATE,ZIP Tigard,OR 97223 PV Module Manufacturer Trina Solar TSM-PA14.10(72C) SITE DETAILS Item Value Unit Code ASCE/SEI 7-10 Basic Wind Speed 120 mph Exposure Category Exp.C Risk Category II Seismic Design Category D Ground Snow Load 25 lbs SDS 0.723 (g) Seismic Site Soil Classification 40 BUILDING&ROOF DETAILS Item>, Value Unit Building Height 28 ft Parapet Height 4 ft Building Width(E-W) 417.09 ft Building Length(N-S) 342.44 ft Total Roof Area 142,828 sq ft Roof Slope 4 degrees Negligible Downhill-slope force? N Y/N Roof manufacturer 0 Roof Membrane EPDM Min Coefficient of Friction(COF) 0.43 BALLAST&ATTACHMENT DETAILS` Item Value Unit CMU Minimum Weight 16 lbs Roof Anchors Max Load-Uplift 500 Ibs Roof Anchors Max Load-Horizontal 450 Ibs Max Number of Blocks Per Pair 11 ARRAY SPECIFIC BALLAST AND ATTACHMENT SUMMARY Array Number 1 2 3 4 5 1 6 7 8 9 10 SYSTEM WEIGHT PROVIDED PSF 2.83 2.61 2.61 2.63 2.92 2.61 2.64 2.78 2.96 2.89 SYSTEM WEIGHT REQUIRED PSF 7.56 7.62 7.04 7.92 7.93 7.21 7.87 8.15 8.23 4.14 TOTAL SYSTEM WEIGHT LB 14,240.00 4,651.00 8,222.00 2,344.00 8,733.00 2,332.00 1,664.00 15,347.00 7,466.00 8,656.00 SUB ARRAY AREA SQ.FT 5,039.00 1,784.65 3,149.38 892.32 2,991.91 892.32 629.88 5,511.41 2,519.50 2,991.91 NUMBER OF MODULES # 192.00 68.00 120.00 34.00 114.00 34.00 24.00 210.00 96.00 114.00 IMPORTANCE FACTOR-BUILDING 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 IMPORTANCE FACTOR-PV 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 TOTAL WIND UPLIFT FORCE LB 14,918.77 5,181.88 9,171.74 2,855.50 9,366.29 2,771.36 2,190.43 17,391.10 8,325.22 7,317.01 TOTAL WIND LATERAL FORCE LB 14,167.73 5,060.50 8,222.27 2,628.44 8,856.99 2,387.12 1,839.21 16,763.28 7,725.36 4,420.85 [UPLIFT RESISTANCE] POSITIVE ATTACHMENT+BALLAST LB 38,316.00 14,685.90 23,399.80 7,609.60 26,359.70 7,098.80 4,997.60 47,312.30 21,219.40 13,790.40 [LHERAL STRENG POSITIVE ATTACHMENT±FRICTION LB 31,010.88 12,299.94 19,181.91 6,407.13 21,879.67 5,902.48 4,143.97 39,439.29 17,389.34 8,749.87 TOTAL SEISMIC FORCE LB 8,236.42 2,690.14 4,755.60 1,355.77 5,051.17 1,348.83 962.46 8,876.70 4,318.33 5,006.63 TOTAL FRICTION FORCE(SEAOC PV1) LB 3,237.83 1,057.52 1,869.48 532.97 1,985.67 530.24 378.35 3,489 53 1,697.58 1,968.16 SITIVE ATTACHMENT* m POSITIVE ATTACHMENTS REQUIRED? Y/N Y Y/ Y Y Y Y Y Y Y Y NUMBER OF ATTACHMENTS REQUIRED # 15.60 4.86 8.85 2.63 8.68 2.29 1.44 17.46 7.62 6.75 NUMBER OF ATTACHMENTS PROVIDED # 51.00 21.00 32.00 11.00 37.00 10.00 7.00 67.00 29.00 12.00 ATTACHMENT WEIGHT SAVINGS PSF 4.73 5.01 4.43 5.29 5.01 4.60 5.23 5.36 5.27 1.24 ARRAY SPECIFIC BALLAST AND ATTACHMENT SUMMARY Array Number 11 12 13 14 15 Total SYSTEM WEIGHT PROVIDED PSF 2.86 2.62 2.68 2.66 2.66 2.79 SYSTEM WEIGHT REQUIRED PSF 8.01 9.61 7.94 9.04 9.04 2.68 TOTAL SYSTEM WEIGHT LB 4,812.00 1,239.00 1,550.00 838.00 838.00 82,932 SUB ARRAY AREA SQ.FT 1,679.67 472.41 577.39 314.94 314.94 29,762 NUMBER OF MODULES # 64.00 18.00 22.00 12.00 12.00 1,134 IMPORTANCE FACTOR-BUILDING 1.00 1.00 1.00 1.00 1.00 IMPORTANCE FACTOR-PV 1.00 1.00 1.00 1.00 1.00 TOTAL WIND UPLIFT FORCE LB 5,944.32 1,678.27 1,949.99 1,258.01 1,258.01 91,578 TOTAL WIND LATERAL FORCE LB 5,003.75 1,700.86 1,704.45 1,060.16 1,060.16 82,601 [UPLIFT RESISTANCE] LB 13,830.80 4,615.10 4,895.00 2,754.20 2,754.20 233,639 POSITIVE ATTACHMENT+BALLAST [LATERAL STRENGTH] LB 11,362.24 3,979.49 4,099.85 2,324.31 2,324.31 190,495 POSITIVE ATTACHMENT+FRICTION TOTAL SEISMIC FORCE LB 2,783.26 716.64 896.52 484.70 484.70 47,968 TOTAL FRICTION FORCE(SEAOC PV1) LB 1,094.13 281.72 352.43 190.54 190.54 18,857 POSITIVE ATTACHMENTS POSITIVE ATTACHMENTS REQUIRED? Y/N Y Y Y Y Y NUMBER OF ATTACHMENTS REQUIRED # 4.66 1.32 1.36 0.74 0.74 85 NUMBER OF ATTACHMENTS PROVIDED # 19.00 7.00 7.00 4.00 4.00 318 ATTACHMENT WEIGHT SAVINGS PSF 5.14 6.99 5.26 6.38 6.38 Array Specific Ballast Block and Attachment Locations and Count Note: A single rectangle represents a module pair. 1 Numbers in the rectangles indicate the number of ballast blocks required for that module pair An astrisk(*)after the number indicates a positive attachment is required for that module pair Array 1 2 / 1 2/11T *0/0 *Ot, v.), ......, ... 1 `,1°,,,i iirii ,*tijooro 0/0 *1 4 ,11/2 .,,:l 0) 1,,,ow4)/0I,4, , *2/0 *2/0 0/0 0/0 *0/-04 !e,,pr ''()://,0: .00'/Ii0'11'4/1/c) -0/0 0/0 0/0 *0/0 0/0 q10010 0/0 0/0 0/0 ;2)0 0/0 0/0 sf, 0/0 *0t / 0 0/0 0/0 -0/0 r*0113 0/0 0/0 *0/0 *0/0 0/0 0/0 *0/0 *0/0, 0/0 *0/0 0/0 .,*0/0 0/0 0/0 ',,,v 0, 0/0 0/0 ,*0/0 *0/0 0/0 *0/0 *0/0 4/4 4/4 0/0 *9/0 0/0 *4/1) *4./Ct 0/0 0/0 .0 ,,,,, -0/0 0/0 *010 0/0 0/0 *0 1 4 '4•CO 0/0 -04 *010 4/4 4/4 0/0 *0/0 0/0 *4/0 *MI , 0/0 0/0 *010 *0/0 /0, 0 0/0 0/0 60 0/0 -0/0 0/0 0/0 0/0 0"; 0 4010 0/0 0/0 -0/0, .040) *0t0 0/0 0/0 0/0 -0/0 eV I 0 *4 Array 3-4 rkb/o, . 0/o e/-0 0/0 c/t,)0 0/0 *a/0 0/0 , tio,,Ital 0/0 0/0 I)19... 0/0 *0/0-1 , ,4 0/0 .011 0/0 0/0 .0,0 0/0 *0,0 0/0 0,0 0,0 `• I, 0/0 6., *0 N Cti 0 i, 0 * ,, 0,. t _ z o ,'riz , 0/0 tif) 0/0 0/0 0/0 6/‘ gm qo; 0/0 Fo/G 0/0 0/0 *0#4`‘ 4 *011$ 0/0 )4/0 0/0 0/0 0/0 *VO) *Olf*oro 0/0 ,v401 oro 0/0 ,*Aro 0/0 *0.rp )/P 0/0 0/0 z ,10 0/0,.. ilio ff. o/o I Arrays-8 'In; *4'/1' *411' o *(1/0117), 5/2 *1; ,,/2a 0/0 ' . 0/0 0/0 tI}T *011 ' 0/0 0/0 !*!10 *010 *411 r 0/0 ..,*010 0/0 *0 , i1;4 1 /0 *0/0 * 0, 0/0 0/0 *0/0 4/4 4/4 i91, *010 0/0 'i'1 i0. °.,,°1:(1 L11) 144,11..r, ', 0/0 *0/0 0, 0/0 „1 ,i'1' 0/0 *0/0 0/0 ",\--,7,';0 *01/0 *010 ENA 7;;' 0/5 0/0 / 0/0 .. 0 0/0 *D/0 0/0 0/0 0/0 LL(1 7571775/0LL( -o1; 0,10 *010 !- olo V *0/0 151E3 0/0 126:1 o/o *0/0 / 0/0 0/0 0/0 070/0\ 0/0 *00 *0/0 0/0 0/0 *0/: 0/0 *01 4 / : *01 *O F '. 0/0 *0.10 0/0 0/0 0/0 4/4 4/4 0/0 0/0 *0/ *01 *010 '* -4, N,/4,,, *0/4/100 0/0 *'C110 '" /0 0/0 *0/0' 0/0 *f/, 0/0 *010 *0/0 0/0 0/0 0/0 *00, ,e4°, 0/0 *010 *010 *0/0 0/0 *011 0/0 0/03e0/0 0/0 *0/0 *0/0' *0/ I1Q 4 0/0 *0/0 0/0 *0 /0 0/0 *0 0/0 0/0 0/0 I0, *0/0 0/0 *0/ 4, ,x)14,' 0/0 *0/tag 4/4 4/4 *0/0 *01 i *41+ 1, *0/0 0/0 *0!0 *0/0 Array 9"'10 *4/1 "411114/1 ' *,,,,/0 *#x/111 *0/5 x"14. T11 / T11 / 0/0 T11 /5 5/4 *0/0', 010i *0/4. 5/0 4/0 0/0 5/5 0/0 0/0 *0/0' *4 01*0/0- 0/0 0/0 0/0 0/2 5/3 0/0 0/0 0/0 * ,,0 *0/0 0/0 0/0 0/0 2/1 3/2 0/0 0/0 0/0 *0/0 *0/0� 0/0 1 /3 2/2 0/0 0/0 *0/0 0/0 0/0 0/0 0/0 3/2 2/3 0/0 0/0 0/0 *oar �'/; ''0/0' 0/0 0/0 0/0 2/3 3/3 0/0 0/0 0/0 0/0 ,+ 0/0 \ 10 r,�,. *0/0 *0/0 *0/0 0/0 0/0 *01 * 14 *0/0 4/4 4/4 0/3 1.410 * 1. /' 1041. 0/0 0/0 0/0 0/0 0/0 *010 *0/0' 0/0 0/0 lb/J o'; 0/0 *0/0 2t212.9211 km .tirepo/o rr/4 fffi 7X21 *QJ 6;r4t3 ETP1 3 I 0/0 E: 47; 0/0 g*.o/o 4/4 0/0 ,i/U1 0/0 0/0 0/0 1 /1 OIiI 0/0 0/0 0/0 Esig It ig ;;Fim 0/0 ,*1 0/0 .04 OIJJ 0/0 Es1 *vp *3/3 0/0 0/0 17T13 0/0 0/0 fr; 0/0 '*0 .00/0 //litt 0/0 L*3/0I 11/0‘ 0/0 0/0 *041*0/0 ./0 0/0 I*0 Roof Framing Analysis Joist Check for Additional PV Load Existing Joist Properties Existing Loading Joist Name 114-Typical DL = 13 psf Joist Manufacturer Existing 78.0 plf Joist Type 30KSP SL = 25 psf Maximum Span 60'-0" = 150 plf 60.0 ft Designed Total Load 258 plf Trib Width = 72" Total = 38 psf = 6.00 ft = 228 plf New Loading PV DL = 5.0 psf 30.0 plf ACSE 7-10 ASD Load Cominations Load Combination = DL+ LL = 228.0 plf Design Load = 228.0 plf Check Joist Capacity Existing Moment= 102.6 k-ft Existing Member Stress= 88.4 % Allowed Moment= wLA2/8 = 116.1 kft Actual Moment= 116.1 kft New Member Stress(With PV)= 100.0 % %Stress Change= 11.6 % Joist OK in Bending Allowed Shear= wL/2 7.7 k Actual Shear= 7.7 k Joist OK in Shear Existing 30KSP(J14-Typical)is OK for proposed PV loading Check Local Member-JG8, JG13, JG18, JG23, JG28 (Girder Located on Line 5) - Worst Case P allow= 15.48 k(Per Typ.Joist Girder Designation) P actual= Reactions of J14 and J14(Reference Joist Calculation) = 7.7 k+ 7.7 k = 15.48 k P max= 15.5 k 100% 15.48k< 15.48k Therefore,Joist Girder is OK Inverter Rack Anchorage Design Roof Mouted Inverter Rack Design Rack Parameters(provided by ZEP): Projected unit area= 7.8 ft2 (Side-Longitudinal) B= 27 in = 8.30 ft2 (Side-Transverse) H= 42 in = 9.88 ft2 (Top) L= 55 in Unit Weight= 164.4 lbs Friction Coefficient= 0.55 Roofing Type=TPO Design Parameters: Code= ASCE 7-10 Risk Category= II Wind Speed= 120 mph Wind Exposure= C Building Height= 20 ft F.= qh(GCf)Af qh= 0.00256 KZ K2 Kd V2 KZ= 0.90 = 28.3 psf KZt= 1.0 GCf= 1.9 Kd= 0.85 Inverter Weight= 96 lbs Inverter Model= Fronius Total Unit Weight= 260.4 lbs Side-Longitudinal Direction: Af= 7.8 ft2 FW= 418.8 lbs Sliding Check: Resisting Friction, Ff= µx( Unit Weight,W„+Ballast Weight,Wb) Load Comnibation= 0.6 WL+0.6 DL = 0.6 FW+0.6 Ff Req'd Wb= FW/µ-Wu la= 0.55 Wu= 260.4 lbs = 501.1 lbs Side-Transverse Direction: Af= 8.3 ft2 FW= 445.7 lbs Sliding Check: Resisting Friction,Ff= µx( Unit Weight,W„+Ballast Weight,Wb) Load Comnibation= 0.6 WL+0.6 DL = 0.6FW+0.6 Ff Req'd Wb= FW/µ-Wu µ= 0.55 Wu= 260.4 lbs = 549.9 lbs govern Overturning Check: Overturning, MOT= FM,x H/2 Resistance,MR= (Unit Weight,Wu+Ballast Weight,Wb)x B/2 Load Comnibation= 0.6 WL+0.6 DL = 0.6 MOT+0.6 MR Req'dWb= FN xH/B-Wu = 432.9 lbs Top-Wind Uplift: Af= 9.88 ft2 GCf= 1.5 F„P= 418.8 lbs Uplift Check: Load Comnibation= 0.6 WL+0.6 DL = 0.6 F„p+0.6(Unit Weight,W„+Ballast Weight,Wb) Req'dWb= F„p-W„ = 158.4 lbs Required Ballast Weight&Anchorage Total Anchorage No.= 2 Max.V/anchor= 222.8 lbs < 450.0 lbs (O.K) Max.T/anchor= 108.2 lbs < 500.0 lbs (O.K) T/anchor,due to Wind Uplift= 79.2 lbs MOT= 779.9 lbs-ft T/anchor,due to Overturning= 108.2 lbs MR= 293.0 lbs-ft allowable V= 450.0 lbs for OMG PowerGrip Plus allowable T= 500.0 lbs Use 2 OMG PowerGrip Plus Joist Check for Inverter Rack Load Existing Joist Properties Existing Loading Joist Name J14-Typical DL = 13 psf Joist Manufacturer Existing 78.0 plf Joist Type 30KSP SL = 25 psf Maximum Span 60'-0" = 150 plf 60.0 ft Designed Total Load 258 plf Total = 38 psf = 228 plf Trib Width = 72" = 6.00 ft New Loading PV DL = 5.0 psf 30.0 plf Inverter Rack = 260 lbs ACSE 7-10 ASD Load Cominations Load Combination = DL+LL = 228.0 plf Design Load = 228.0 plf Check Joist Capacity Existing Moment= 102.6 k-ft Existing Member Stress= 88.4 % Allowed Moment= wL12/8 = 116.1 kft Actual Moment(from Enercal)= 113.6 kft New Member Stress(With PV)= 97.8 % %Stress Change= 9.5 % Joist OK in Bending Allowed Shear= wL/2 7.7 k Actual Shear(from Enercal)= 7.7 k Joist OK in Shear Existing 30KSP(J14-Typical)is OK for Inverter Rack loading File=o:Il/serslykimlDesktoplWorkWDFM972264-1.EC6 General Beam Analysis ENERCALC,INC.19632015.Build:6.154.11,Vec6.14.12.31 Lic.#:KW-06009783 Licensee:SolarCity Description: Joist under Inverter Rack General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 60.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 D(0;31 i i + + + D(Q o3) V + 11 D(0.078)+S(0.15) 13(0.E0)) + i i + W Span=60.0 fl Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0130, S=0.0250 ksf, Tributary Width=6.0 ft,(Existing) Uniform Load: D=0.0050 ksf,Extent=0.0->>20.0 ft, Tributary Width=6.0 ft,(PV) Uniform Load: D=0.0050 ksf,Extent=35.0->>60.0 ft, Tributary Width=6.0 ft,(PV) Point Load: D=0.260 k @ 35.0 ft,(Inverter Rack) DESIGN SUAWARY Maximum Bending= 113.595 k-ft Maximum Shear= 7.685 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 30.600ft Location of maximum on span 60.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection _ Max Downward Transient Deflection 15.203 in 47 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 25.656 in 28 Max Upward Total Deflection 0.000 in 0 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn.L= 60.00 ft 1 113.60 113.60 7.69 +D-PH Dsgn.L= 60.00 ft 1 46.21 46.21 3.19 +D+L+H Dsgn.L= 60.00 ft 1 46.21 46.21 3.19 +D+Lr+H Dsgn.L= 60.00 ft 1 46.21 46.21 3.19 +D+S+H Dsgn.L= 60.00 ft 1 113.60 113.60 7.69 +D+0.750Lr+0.750L+H Dsgn.L= 60.00 ft 1 46.21 46.21 3.19 +D+0.750L+0.750S+H Dsgn.L= 60.00 ft 1 96.73 96.73 6.56 +D+0.60W+H Dsgn.L= 60.00 ft 1 46.21 46.21 3.19 +0+0.70E+H Dsgn.L= 60.00 ft 1 46.21 46.21 3.19 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 60.00 ft 1 46.21 46.21 3.19 +D+0.750L+0.750S+0.450W+H Dsgn.L= 60.00 ft 1 96.73 96.73 6.56 +D+0.750L+0.750S+0.5250E+4-1 Dsgn.L= 60.00 ft 1 96.73 96.73 6.56 +0.60D+0.60W+0.60H Dsgn.L= 60.00 ft 1 27.73 27.73 1.91 +0.60D+0.70E+0.60H Dsgn,L= 60.00 ft 1 27.73 27.73 1.91 Frle=c:tUserslykimlDeskbp\WodctPDFs1972264-1.EC6 General Beam Analysis ENERCALC,INC.1983-2015,Build 6.15.4.11,Ver.6.14.12.31 Lic.#:KW-06009783 Licensee:SotarCity Description: Joist under Inverter Rack Overall Maximum Deflections Load Combination Span Max."--Defl Location in Span Load Combination Max."+"Defl Location in Span +3+S4l 1 25.6559 30.300 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAMmum 7.605 7.685 Overall MINimum 1.863 1.911 +D+H 3.105 3.185 +D+L+H 3.105 3.185 +O+Lr+H 3.105 3.185 +D+$+H 7.605 7.685 +D+0.750Lr+0.750L+H 3.105 3.185 +D+0.750L+0.750541 6.480 6.560 +D+0.60W+H 3.105 3.185 +0+0.70E41 3.105 3.185 +D+0.750Lr+0.750L+0.450W+H 3.105 3.185 *0+0.750L+0.750S+0.450W+H 6.480 6.560 +0+0.750L+0.750S+0.5250E+H 6.480 6.560 +0.60D+0.60W+0.60H 1.863 1.911 +0.60D+0.70E+0.60H 1.863 1.911 D Only 3.105 3.185 Lr Only L Only S Only 4.500 4.500 W Only E Only H Only Appendix 2 /7 F H Hochschule Aachen I.F.I.Institut fur Industrieaerodynamik GmbH Institut an der Fachhochschule Aachen Welkenrather Slrah,e 120 D-52074 Aachen Telefon: +49 241/879708-0 Telefax: +49 241/879708-10 E-Mail: infotifi-aachen.de Akkreditierte Priif-u.Zertifizierungsstelle Europaisch notifizierte Produkt- zertifizierungsstelle 1368 nach BauPVO Client: Zep Solar, Inc., San Rafael, California Report No.: ZSS02-1 Date: 05/30/2014 Wind loads on the solar ballasted roof mount system Aero 8 E-W of Zep Solar, Inc. Design wind loads for uplift and sliding according to the American • standard ASCE/SEI 7-10 Reviewed by: Prepared by: ,/g-tyrA^- c) -(1127 /774eAlgee-i Dr.-Ing. Th. Kray Dipl.-Ing. (FH) J. Paul (Head of department of (Consultant wind loading) PV wind loading) Geschaftsfiihrung• Sparkasse Aachen Commerzbank AG Aachen Amtsgericht Aachen Dipl.-Ing.B.Konrath,Dr.-Ing R-D Lieb Kto-Nr 47 440 003 Klo-Nr.3 006 848 HRB 4518 Wissenschaftlicher Beirat: BLZ 390 500 00 BLZ 390 400 13 Prof.Dr.-Ing.H.J.Gerhardt,Prof.Dr.-Ing.R.Grundmann Prof.Or.-Ing.H.Funke,Prof.Dr.-Ing.Th.Heynen PAPV1Proiekte Z12SSO2t2 Schrihverkehrt24 eerichte\ASCE 1-1012SS02-1 report ASCE 7.10.docs timbal.*Masa I.F.I. Institut fur Industrieaerodynamik GmbH -2- Contents Details of the study 4 1 Introduction 5 1.1 Description of the solar ballasted roof mount system "Aero 8 E-W" with a module tilt angle of 8deg 5 2 Summary 10 3 Fundamentals 10 3.1 General 10 3.2 Method of analysis 11 3.3 Design velocity pressure 11 3.4 Force coefficients 12 3.5 Design wind forces and design ballast 12 4 Results 14 4.1 Analysis of the aerodynamic properties of the array of panels 14 4.2 Design force coefficients for the solar ballasted roof mount system 15 4.3 Requirements for the interconnected substructure 17 4.4 Effect of the static friction coefficient of the layers under the panels 18 4.5 Effect of the component of the weight which is parallel to the surface of a sloped roof 18 4.6 Effect of the building shape 18 4.7 EXCEL-tool for wind load design 20 5 Literature 20 Report No.:ZSS02-1 Wind loads on the solar ballasted roof mount system Aero 8 E-W of Zep Solar, Inc. Design wind loads for uplift and sliding according to the American standard ASCE/SEI 7-10 05!30/2014 FIN I.F.I. Institut fir Industrieaerodynamik GmbH -3- Annex A: Test methods Annex B: Wind load concepts and determination of the static equivalent loads Caution: The formulas given for the calculation of the ballast apply to flat roofs with sharp eaves. If the PV system is used on a roof with curved or mansard eaves or on a roof with a slope greater than 7°, ballast calculation must be carried out individually. This is also the case in the presence of significantly higher build- ings in the direct neighbourhood to the system. The given measurement results are not valid for PV systems installed on build- ings higher than 18.3 m(60 ft). Report No.:ZSS02-1 Wind loads on the solar ballasted roof mount system Aero 8 E-W of Zep Solar, Inc. Design wind loads for uplift and sliding according to the American standard ASCE/SEI 7-10 05/30/2014 ZePlaPie �'Atlas I.F.I.Institut fir Industrieaerodynamlk GmbH -4- Details of the study Project No.: ZSSO2 Project description: Determination of the pressure distribution on the solar ballast- ed roof mount system "Aero 8 E-W with a module tilt angle of 8deg of Zep Solar, Inc. The wind tunnel measurements were conducted with scaled models in the large boundary layer wind tunnel of I.F.I.. Measurements and evaluations are in ac- cordance with the American Standards ASCE 7-10 [1] and ASCE 49-12 [2]. Test set-up design: May 2014 Testing: May 2014 Test equipment: The test equipment used by I.F.I. for wind tunnel measure- ment of pressures is calibration-free. The pressure measure- ment system consists of the PSI DTC Initium Main Frame, the PSI 9IFC NetScanner System Interface and 8 PSI DTC ESP- 32HD Scanners. Additionally, a Pitot-static tube is used for measurement of the incident dynamic pressure. The measur- ing chain consists of pressure taps, brass tubes, flexible tubes, restrictors and pressure scanners. Report No.:ZSS02-1 Wind loads on the solar ballasted roof mount system Aero 8 E-W of Zep Solar, Inc. Design wind loads for uplift and sliding according to the American standard ASCE/SEI 7-10 05/30/2014 CeCFD H' I.F.I.Institut fur Industrieaerodynamik GmbH -5- 1 Introduction Zep Solar, Inc., San Rafael, California develops and manufactures mounting systems for photovoltaic panels on flat roofs. In this context, flat roofs are defined as roofs having a slope of less than ± 7° (cf. ASCE/SEI 7-10 [1]) so that with view to the wind flow over them it can be assumed that the flow separates on the roof edge or para- pet. Typical for the flow over flat roofs is the forming of edge vortices due to cornering flow. These forms of flow also called "delta wing vortices" present high local rotational speeds and create correspondingly high suction effects on the roof, especially in the corner and edge zones. The installation of PV systems leads to the problem of their securement, as these systems are mainly installed onto existing roofs and shall not or cannot be secured against sliding or uplift by the use of penetrating fasteners through the roof mem- brane. In the past, in order to protect the roof membranes and to increase friction, it was generally chosen to lay the PV elements on granular rubber tiles in combination with additional weights. However, as many flat roofs have only limited load bearing capabilities, people involved in the PV sector are trying to find systems which need as little ballast as possible or are secured by their dead load alone in situations of normal exposure. Today, these systems, described as "ballast-free" or more correctly "low ballast", are subject to controversial discussions in technical literature, as ac- cording to ASCE/SEI 7-10 there are no values for the pressure compensation mech- anisms used in these cases. Therefore, a model of the solar ballasted roof mount system "Aero 8 E-W' with a module tilt angle of 8deg of Zep Solar, Inc. was submitted to wind tunnel tests in compliance with the guidelines of the ASCE/SEI 7-10, Chapter 31. The aim of these tests was to correctly determine the wind loads which can be realistically expected and to calculate any resulting ballast requirements in accordance with the wind expo- sure of the site. I.F.I. Institut fur Industrieaerodynamik GmbH, Institute at the Aachen University of Applied Sciences (in the following I.F.I. for short) was commissioned by Zep Solar, Inc. to carry out these tests. 1.1 Description of the solar ballasted roof mount system "Aero 8 E-W" with a module tilt angle of 8deg The modules of the solar ballasted roof mount system "Aero 8 E-W' are installed on a substructure with a tilt angle of 8deg. On each side (west and east) of a row panels Report No.:ZSS02-1 Wind loads on the solar ballasted roof mount system Aero 8 E-W of Zep Solar, Inc. Design wind loads for uplift and sliding according to the American standard ASCE/SEI 7-10 05/30/2014 F'+�H I.F.I.Institut fur Industrieaerodynamik GmbH -6- are mounted. These two panels are referred to as a double module. Furthermore, these two modules are inclined towards one another and thus form a module unit. The modules are 1650 mm x 992 mm x 40 mm in size. Due to the gap between adja- cent modules of 10 mm the spacing of the columns is 1660 mm. The row spacing is 2477 mm. The module tilt angle, gap dimensions and row spacing may vary slightly as a function of varying module dimensions. Figure 1.1 shows the array assembly of the solar ballasted roof mount system "Aero 8 E-W with a module tilt angle of 8deg. A 4 x 3 partial configuration of the tested model is shown. Figure 1.2 shows the most important geometric dimensions of the array assembly. The solar panels are mounted on rails and supported by struts which provide the connection to the ballast trays. As a result, the gap between the lower panel edge and the roof membrane is 69.3 mm wide. In addition, the ridge gap of 406.7 mm provides pressure equalization. The system has a total height of 247.2 mm for the given module dimensions. All system dimensions and relevant venting gaps were reproduced to correct scale in the wind tunnel models. As ordered by Zep Solar, Inc. the representative 8x6 PV arrays studied in the wind tunnel test was placed at an offset distance of 1.83 m from the roof edges. In addition to the sharp-edged building configuration, the building was fitted with a parapet. For this purpose, two models of an industrial low-rise building were constructed on a scale of 1:40 with dimensions of 10.0 m x 30.8 m x 33.4 m. The parapet height was the roof height. ght. PVpanels were arranged on a flat roof in a configura- tionIn the wind tunnel scale model 9 of eight module units per row with panels in landscape orientation and six rows behind one another, the total length per row resulting in 13.6 m. Situations were modelled where the 8x6 PV array was set in the north-east and south-east roof cor- ner, respectively. In this way the effects of corner vortices and reattached flow were accounted for. The corresponding wind tunnel models with and without parapet are shown in Figure 1.3 to Figure 1.6. The upwind exposure category that can be seen in the fetch of the large boundary layer wind tunnel corresponded to open country exposure (Exp. C). Three rows of half of their total length with 4 double modules each were fitted with pressure taps. The other rows were designed as dummies without any pressure taps. The pressure tapped rows were moved across the roof and the arrays. Report No.:ZSS02-1 Wind loads on the solar ballasted roof mount system Aero 8 E-W of Zep Solar, Inc. Design wind loads for uplift and sliding according to the American standard ASCE/SEI 7-10 05/30/2014 FM MaNss.k N[1Nm I.F.I. Institut fur Industrieaerodynamik GmbH -7- AP—, _ / Ar sk. ______,, Alltr All a, _ 400r► /' 4 +11!® / / 40, i ,/ .,,P /7 AI p '''� ' .umri ► / , / /'41100rnmeir / 411 P AM lo. /-4111Mommift,..sr ,,` Figure 1.1: Array assembly of the solar ballasted roof mount system "Aero 8 E-W' with a module tilt angle of 8deg of Zep Solar Inc.; 3 rows with 4 double modules each zip ,,7 v92___— 1 { 0. I '2477 - ill 'J r '1' i .___• Figure 1.2: Geometric dimensions of the array assembly of the solar ballasted roof mount system "Aero 8 E-W'with a module tilt angle of 8deg of Zep Solar, Inc. _ Report No.:ZSS02-1 Wind loads on the solar ballasted roof mount system Aero 8 E-W of Zep Solar, Inc. Design wind loads for uplift and sliding according to the American standard ASCE/SEI 7-10 05/30/2014 .1Q F'i�H Xe H I.F.I. Institut fiir lndustrieaerodynamik GmbH -8- i Al Figure 1.3: Wind tunnel model of the large flat-roofed building without parapet and with the solar ballasted roof mount system "Aero 8 E-W mounted on the turntable; 8x6 array in the south-east roof corner y +c^ ,„A ` "1 ,gyp-.<i� ' ' e w Figure 1.4: Model of the large flat-roofed building without parapet and with the solar ballasted roof mount system "Aero 8 E-W' including view of the fetch in the large I.F.I. boundary layer wind tunnel;8x6 array in the north-east roof corner Report No.:ZSS02-1 Wind loads on the solar ballasted roof mount system Aero 8 E-W of Zep Solar, Inc. Design wind loads for uplift and sliding according to the American standard ASCE/SEI 7-10 05/30/2014 21U FAH LF.I. Institut fi r Industriieaerodynamik GmbH -9- � { -- Figure 1.5: Model of the large flat-roofed building with parapet and with the solar ballasted roof mount system "Aero 8 E-W" including view of the fetch in the large I.F.I, boundary layer wind tunnel;8x6 array in the south-east roof corner ,;,;;;*- 4111 Figure 1.6: Wind tunnel model of the large flat-roofed building with parapet and with the solar ballast- - ed roof mount system"Aero 8 E-W'mounted on the turntable; 8x6 array in the north-east roof corner Report No.: ZSS02-1 Wind loads on the solar ballasted roof mount system Aero 8 E-W of Zep Solar, Inc. Design wind loads for uplift and sliding according to the American standard ASCE/SEI 7-10 05/30/2014 ldlr"� F'H I.F.I.Institut fiir Industrieaerodynamik GmbH -10- 2 Summary The present report contains the design loads for wind actions on the solar ballasted roof mount system "Aero 8 E-W' with a module tilt angle of 8deg. The results are giv- en as dimensionless force coefficients for loaded areas of various sizes and shall be applied using the peak velocity pressure in accordance with ASCE/SEI 7-10 [1]. The module tilt angle, gap dimensions and row spacing may vary slightly as a function of varying module dimensions. The test results are likely to be appropriate for upwind Exposures B, C and D on flat- roofed buildings, assuming use in compliance with ASCE/SEI 7-10, Chapter 30.1.3. Force coefficients are given separately for different array and roof zones. These re- sults are only to be used for rows with a minimum setback of 1.83 m from the roof edges on flat roofs with heights up to 18.3 m (60 ft). The necessary ballast for the securement of the solar ballasted roof mount system depends on the stiffness of connecting members. Stiff members exploit the lack of the non-simultaneous action of building- or array-induced gusts on large loaded are- as. If wind forces on highly loaded zones of arrays can be largely redistributed by the interconnected substructure, the benefits of load sharing are applicable. Another element affecting the formation of edge vortices in the edge zones of the roof is the presence or rather the height (in relation to the building height) of a para- pet. This is explained by lifting of the vortices higher above the roof surface. As a re- sult the local wind-induced loads increase slightly, but wind loads on large arrays re- main largely unaffected. 3 Fundamentals 3.1 General The wind loads on solar roof mount systems are dependent upon the wind direction and the wind displacement due to the volume of the building. Wind speeds above flat roofs vary considerably with position on the roof. Modules installed close to the roof corners are subjected to higher wind loads than other roof locations due to the flow acceleration caused by the delta wing vortices. Conversely, solar arrays with a great- , Report No.:ZSS02-1 Wind loads on the solar ballasted roof mount system Aero 8 E-W of Zep Solar,Inc. Design wind loads for uplift and sliding according to the American standard ASCE/SEI 7-10 05/30/2014 D. Ff�H I.F.I. Institut fiir Industrieaerodynamik GmbH -11 - er offset from the roof edges than tested in the wind tunnel study generally see lower wind loads. 3.2 Method of analysis The wind tunnel models of the solar roof mount system were reproduced on a scale of M = 1:40. In order to calculate the design wind loads,the pressure distributions on the bottom and top surfaces of the panels were measured in a wind tunnel test in compli- ance with the guidelines of the ASCE/SEI 7-10 [1], Chapter 31 and ASCE/SEI 49-12 [2]. The upwind exposure category in the wind tunnel corresponded to Exposure C. The measurement values were processed under consideration of the spatio-temporal correlation in such a way that the pressure coefficients are in a form compatible with the ASCE/SEI 7-10. Descriptions of the boundary layer wind tunnel, of the model set- up and of the test methods can be found in annex A of this report. The literature presents different methods for the determination of wind loads on build- ings and structures (including the supporting structure and panels). One of the most common methods is the analysis of extreme values. This method is described in de- tail in annex B of this report. 3.3 Design velocity pressure In order to determine the wind loads, the force coefficients cf have to be multiplied with the peak velocity pressure qz. The following equation (1) gives the local peak velocity pressure: qz= 0.613 * Kz*Kn* Kd* ►r2 (1) where - qz is the local peak velocity pressure at roof height or at added height of roof and parapet z of the industrial building according to ASCE/SEI 7-10 - Kz velocity pressure exposure coefficient defined in ASCE/SEI 7-10, section 30.3.1 - Ke topographic factor (ASCE/SEI 7-10, section 26.8) . - Kd wind directionality factor, see ASCE/SEI 7-10, section 26.6 v basic wind speed [m/s] from ASCE/SEI 7-10, figure 26.5 • Report No.:ZSS02-1 Wind loads on the solar ballasted roof mount system Aero 8 E-W of Zep Solar, Inc. Design wind loads for uplift and sliding according to the American standard ASCE/SEI 7-10 05/30/2014 L FIHI.F.I. Institut fir Industrieaerodynamik GmbH -12- The ASCE/SEI 7-10 basic wind speed is based on 3-second gust at 10 m height, 50- year return and Exposure C. The reference height chosen for determining the design velocity pressure is the roof height or the added height of roof and parapet. The building modelled in the wind tunnel test had a height of zmof= 10.0 m (32.8 ft) with- _ out parapet and of z,00f+ ter= 11.0 m with parapet. 3.4 Force coefficients Non-dimensional force coefficients c,X, cry and crz were calculated by means of ex- treme value analysis with a subsequent conversion into the pseudo-steady format. The analysis was carried out in such a way that the force coefficients were calculated for loaded areas corresponding to single module units, 4 adjacent module units per row, columns of 3 module units and partial arrays of 3 rows with 4 module units each. Furthermore, non-dimensional force coefficients crX, cry and crz for loaded areas of 6 rows with 8 module units each were calculated. 3.5 Design wind forces and design ballast Figure 3.1 shows the definition of the wind directions and of the coordinate system, which is the basis for the design wind forces. Wind direction 0° corresponds to wind blowing on the north façade of the flat-roofed building. The wind forces as calculated from equations (2) to (4) include a load factor of 1.6. In opposition to earlier editions of the ASCE/SEI 7 the basic wind maps in ASCE/SEI 7- 10 include the importance and load factor, thus the wind load calculated according to ASCE/SEI 7-10 is directly applicable for strength design. Fx = qz*A *Cfx (2) Fy= qz*A * cry (3) Fz = qz*A* Crz (4) where: - FX is the sliding force per module unit in x-direction - Fy is the sliding force per module unit in y-direction - Fz is the uplift force per module unit in z-direction A is the module area per module unit Report No.:ZSS02-1 Wind loads on the solar ballasted roof mount system Aero 8 E-W of Zep Solar, Inc. Design wind loads for uplift and sliding according to the American standard ASCE/SEI 7-10 05/30/2014 0 I.F.I. Institut fiir Industrieaerodynamik GmbH -13- — qZ is the local peak velocity pressure at roof height or at added height of roof and parapet z of the industrial building according to ASCE/SEI 7-10 — cf,x is the coefficient for determining the force Fx — ciy is the coefficient for determining the force Fy — ct, is the coefficient for determining the force FZ E 0111111 9°. /0° ®105 N I�fi•fi•fi•��ii•�� I1•it•�fi•uj i i1•i1■ �fi■ii•�f��ii•fi•�; ��i•i•,f•-i•-- fi•f��fi•�fi■fi•fi• mommmumsommo �ii•��f��f�l fffi•fi•fimmagn fi•fi•fi•�fi■il��fi•I S X 30 210 SW N 300° 240 270 W Figure 3.1: Definition of the wind directions and of the coordinate system for the solar ballasted roof mount system"Aero 8 E-W" Report No.:ZSS02-1 Wind loads on the solar ballasted roof mount system Aero 8 E-W of Zep Solar, Inc. Design wind loads for uplift and sliding according to the American standard ASCE/SEI 7-10 05/30/2014 • Fr, 1.1 I.F.I. Institut fur Industrieaerodynamik GmbH -14- The following equations can be deduced from the friction: FR= (Fx2 + Fy2)'"=fIR,O* FN (5) FN= GDL - FZ+ GB (6) where: - FR is the static friction force - UR,o is the static friction coefficient - FN is the normal force - GDL is the dead load of the module unit with the mass mDL - GB is the additional weight with the mass mB("design ballast") Under consideration of the mass of a mounting unit mDL combined with a load factor SD= 0.9, the necessary additional mass mB ("design ballast") is calculated as follows: VF2 +F2 y Fz PR,0 F me,uplift.sndny = max 1 mDL; z - mDL 7 SD .g sD .g (7) The value of the acceleration due to gravity g used in equation (7) is 9.81 m/s2. 4 Results 4.1 Analysis of the aerodynamic properties of the array of panels The aerodynamic forces on the panels are the result of the local deflection of the wind on the panels. The acceleration of the reattached flow over the panels creates suction (negative pressure). Cornering wind leads to the peak loads for most of the modules placed in arrays. Because of the wind displacement due to the building on which the solar ballasted roof mount system was studied, the flow is not homogene- ous over all the panels on the roof, meaning that the critical wind directions vary from panel to panel. Conversely, this fact supports the effect of uplift securement in the array or its inter- connected panels, as there are always some zones which are submitted to smaller Report No.:ZSS02-1 Wind loads on the solar ballasted roof mount system Aero 8 E-W of Zep Solar, Inc. Design wind loads for uplift and sliding according to the American standard ASCE/SEI 7-10 05/30/2014 Manta Ana.F��H I.F.I. Institut fur Industrieaerodynamik GmbH -15- loads for a certain wind direction and therefore the simultaneity of maximum wind loading decreases as the length and the number of rows increase. As known from many wind tunnel studies, the wind loads on solar roof mount sys- tems need not be applied simultaneously to the roof components and cladding wind loads from ASCE/SEI 7-10. As recommended in [3], these design checks should be carried out separately. 4.2 Design force coefficients for the solar ballasted roof mount system The solar array tested in the wind tunnel is divided for the analysis into loaded areas of varying size, the force coefficients of which are given in Table 4.1 to Table 4.5. The selected loaded areas correspond to single module units, 4 adjacent module units per row, columns of 3 module units, partial arrays of 3 rows with 4 module units each and arrays of 6 rows with 8 module units each. Additionally, outer and inner array zones were delimited to reproduce the progression of the wind loads over the array. The array setback "a" from the roof edges has to be equal to or greater than 1.83 m. The array zones scale with building dimensions, as depicted in Figure 4.1. The length of the outer zone "L1" corresponds to 15.4 m or one and a half roof heights, whichever is greater, but not more than half of the building's length. Accord- ingly, the dimension "L2" corresponds to the building's length minus twice the dimen- sion "Li". The raw data of the array assemblies were analyzed. Force coefficients were calcu- lated separately for outer and inner rows. Two load cases, 'sliding' and 'uplift', were distinguished. A PV panel is always assigned to a zone as a whole. If a panel is situated in two zones, the more critical one has to be taken into account for wind load calculation. The ratio of row spacing to system height is a very important parameter. If it is in- creased with respect to the tested spacing, downwind rows will be less sheltered from wind attack. Therefore, it is recommended that outer row values may be used for all rows whose ratio of row spacing to system height is greater than the tested one. This may be the case if skylights are present or if there is a gap between a Report No.:ZSS02-1 Wind loads on the solar ballasted roof mount system Aero 8 E-W of Zep Solar, Inc. Design wind loads for uplift and sliding according to the American standard ASCE/SEI 7-10 05/3012011 I.F.I. Institut fur Industrieaerodynamik GmbH -16- group of modules. The system height corresponds to the vertical distance from the roof to the system's ridge. a 1st outer 2nd outer 2nd outer 1St outer X m Inner row Inner row Inner row hner row Inner row row row row row a S N setback a North edge Outer Outer Outer Outer Outer Outer Outer Outer Outer L1 zone zone zone zone zone zone zone zone zone. E • We a s S t t 12 e e d d 9 9 e e Outer Outer Outer Outer Outer Outer. . Outer Outer Outer zone zone zone zone zone zone zone zone zone L1 setback a South edge Figure 4.1: Definition of roof and array zones for the solar ballasted roof mount system "Aero 8 E-W' with a minimum offset "a" from the roof edges equal to or greater than 1.83 m; valid for flat-roofed buildings with heights lower than 18.3 m (60 ft) and for a maximum roof angle of 7° The wind directions were defined in such a way that the wind direction 0° corre- sponds to wind blowing on the north facade of the flat-roofed building. In this way, the defined zones adjust to the orientation of the rows to the edges of the building and may be applied to any geographical wind direction by means of rotation of the coor- dinate system. Design force coefficients were provided for array rows that are parallel Report No.: ZSS02-1 Wind loads on the solar ballasted roof mount system Aero 8 E-W of Zep Solar, Inc. Design wind loads for uplift and sliding according to the American standard ASCE/SEI 7-10 05/30/2014 FEI.F.I.Institut fir Industrieaerodynamik GmbH -17- to the building edges. However, they may be applied if the main axis of the array is not skewed more than 15° with the building edges. Table 4.1: Force coefficients for single module units with 8°tilt; load cases'sliding'and'uplift' Sliding Uplit cF,x[-] cF,y[-] cF,z(-J cF,z[-] tat and 2nd outer row Outer zone 0,17 0,01 0,22 0,36 Inner zone 0,13 0.01 0,17 0,28 Inner rows Outer zone 0.16 0,01 0,10 0,26 Inner zone 0.14 0,01 0,04 0,23 Table 4.2: Force coefficients for columns of 3 module units with 8°tilt;load cases'sliding'and'uplift' Sliding Uplit cF3x[-J cF3y f cF9[-] cF3z 1-1 1st and 2nd outer row Outer zone 0,07 0,01 0,18 0,21 Inner zone 0,08 0,01 0,14 0,17 Inner rows Outer zone 0,07 0,01 0,18 0,21 hnerzone 0,08 0,01 0,14 0,17 Table 4.3: Force coefficients for 4 module units per row with 8°tilt; load cases'sliding'and'uplift' Sliding Uplift cF4x[-I cF4y 1-] cF4z 1-1 cF4z[-1 1st and 2nd Outer row Outer zone 0,06 0,01 0,18 0,19 Inner zone 0,05 0,01 0,11 0,15 Inner rows Outer zone 0,10 0,01 0,03 0,14 Inner zone 0,10 0,01 0,01 0,11 Table 4.4: Force coefficients for 3 rows with 4 module units each and with 8°tilt; load cases'sliding' and'uplift' Sliding Witt cF4ox[-I cF4.3y[1 cF4.3z(-] cF4.3z[-] tat and 2nd outer row Outer zone 0,08 0,01 0,04 0,10 Inner zone 0,04 0,01 0,06 0,09 Outer zone 0,08 0,01 0,04 0,10 Inner rows Inner zone 0,04 0,01 0,06 0,09 Table 4.5: Force coefficients for 6 rows with 8 module units each and with 8°tilt; load cases'sliding' and'uplift' Sliding Uplift cFux 1-1 cFuy 1-1 cFuz I-I cFuz[-] 1 Large Arrays 0.02 0,01 0,05 0,06 4.3 Requirements for the interconnected substructure • Applying the force coefficients from Table 4.1 to Table 4.5 for large loaded areas re- quires statically connected rows and columns which are capable of load sharing. Report No.:ZSS02-1 Wind loads on the solar ballasted roof mount system Aero 8 E-W of Zep Solar, Inc. Design wind loads for uplift and sliding according to the American standard ASCE/SEI 7-10 05/30/2014 FSHI.F.I.Institut fur Industrieaerodynamik GmbH -18- For the solar ballasted roof mount system the force coefficients given from Table 4.1 to Table 4.5 may be interpolated depending on the loaded module area according to equations (B8) to (B13) in annex B. The minimum array size has to be comprised of two interconnected rows with at least two module units per row. Smaller arrays may require additional ballast. 4.4 Effect of the static friction coefficient of the layers under the panels For roofing materials such as bituminous roof membranes or plastic foils the static friction coefficient has to be determined according to the kind of material. In this context the effect of wet surfaces and protective layers which may be required by the manufacturer must also be taken into account, since accumulation of dirt com- bined with moisture as well as glass fibre may reduce friction considerably. The same applies for the imprint of a shape due to elements pressing into the roof de- pending on the resistance of the insulating materials. 4.5 Effect of the component of the weight which is parallel to the surface of a sloped roof The results such as given in Section 4.2 also apply to flat-roof buildings with a slope of up to 7°. However, in this case the roof pitch angle a must be taken into account in the calculation of the necessary ballast, since the component of the weight which is parallel to the sloped roof has to be compensated for by the static friction force. The correction coefficient ka for the necessary additional mass me against sliding can be conservatively calculated using equation (8): ka=NoI[Po*cosa—sin a] (8) 4.6 Effect of the building shape The design force coefficients and their progression into loads apply to flat roofs as well as free-standing buildings and halls with closed walls and with a maximum build- ing height of 18.3 m (60 ft). Flat roofs in this context can be regarded as all roofs which normally do not have more than a 7° slope and, therefore, with view to the wind flow over them, have a uniform boundary layer separation zone on the wind- ward roof edge. Report No.:ZSS02-1 Wind loads on the solar ballasted roof mount system Aero 8 E-W of Zep Solar, Inc. Design wind loads for uplift and sliding according to the American standard ASCE/SEI 7-10 05/30/2014 'doze I.F.I. Institut fur Industrieaerodynamik GmbH -19- In opposition to sharp-edged roofs, the use of the force coefficients for the studied PV roofing system on a roof with curved or mansard eaves requires an individual ex- amination. As shown in Table 4.6, due to the presence of a parapet the resulting local wind loads increase slightly, but for large arrays no corrections are required. The parapet correc- tion coefficient kp may be interpolated linearly for ratios of parapet to building height hp/h between hp/h =0 and hp/h =0.1. For ratios of hp/h > 0.1 kp hpi,_p.i may be ap- plied. The parapet correction shall also be interpolated linearly as a function of the number of modules per array which share loads. For arrays equal to or larger than 48 double modules no corrections are required. Table 4.6: Parapet correction coefficient kp depending on hp/h and depending on the number of double modules per array which share loads(loaded module area) Number of double kp modules per array: hp/h=0 hp /h = 0,1 1 1,0 1,2 a 48 1,0 1,0 Therefore, the necessary additional mass mB is calculated with the force coefficients from Table 4.1 to Table 4.5 as follows: load case"Sliding" [1,1Fx2 +Fy +F FIR,O ka •kp - am , /9 mB,upliR+sliding -max Sp.g \ ) [ ]F So•cos a•g kp -m°C load case-UpER" However, these values do not apply if other, taller structures are present in the neighborhood and if the displacement significantly influences the wind field on the building, a situation which must always be assumed if these buildings are directly adjacent or influence the wind flow in direct vicinity. In these cases, a wind engi- neer must be consulted to evaluate the velocities which are to be expected on the roof in order to make sure that the local wind action on the roof is not higher than foreseen by the standard and that the measurement results are still transferable to the particular situations. Report No.:ZSS02-1 Wind loads on the solar ballasted roof mount system Aero 8 E-W of Zep Solar,Inc. Design wind loads for uplift and sliding according to the American standard ASCE/SEI 7-10 05/3012014 F��Anima H I.F.I.Institut far Industrleaerodynamik GmbH -20- As stated in the ASCE/SEI 7-10 section C26, for some projects with irregular or unusual site locations or buildings or structures differing from the provisions given under ASCE/SEI 7-10 section 26.1.2, a wind engineer must be consulted to evalu- ate the upwind situation and the applicability of the wind tunnel results. For example unusual building shapes, neighboring tall buildings and irregular topo- graphic features such as mountain gorges require a statement of a wind expert. 4.7 EXCEL-tool for wind load design The physical and normative explanations and equations given in the previous sec- tions of this report are summarized in an EXCEL-tool for wind load calculation which was provided to Zep Solar, Inc. 5 Literature [1] American Society of Civil Engineers: Minimum design loads for buildings and other structures, ASCE 7-10, 2010 [2] American Society of Civil Engineers, Wind tunnel testing for buildings and oth- er structures, ASCE 49-12, 2012 [3] Structural Engineers Association of California (SEAOC), Wind design for low- profile solar photovoltaic arrays on flat roofs, Report SEAOC PV2-2012, SEAOC Solar Photovoltaic Systems Committee, Sacramento, CA, August 2012 Report No.:ZSS02-1 Wind loads on the solar ballasted roof mount system Aero 8 E-W of Zep Solar, Inc. Design wind loads for uplift and sliding according to the American standard ASCE/SEI 7-10 05/30/2014 Mono Multi Solutions Tsm pum, THE UTILITY MODULE 72 CELL MULTICRYSTALLINE MODULE 290-310W POWER OUTPUT RANGE , . 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Zt Smart Energy Together Years 5 10 15 20 25 ISM -P D 1 4 TH E UJrHH._iTY MODULE e.,?.t,-.,,-C,"'s.,,, r I,,,,..,,,u,E"S M.•P:x14 __ ..v,-a.,w..., -..._., »,.».,.,a,...,, -----.„,.,,. .�.- - --- LEC TP.If AL DATA, STC 15r1125/0 TSt1' 9, ISM-300 1SM 3U5 1.524-31n t"D.4 Pm/ P014 r_Rs 9014 941mm 1 Peak Power Watts-PMAx(Wp) 290 295 300 305 310 O • A .....Vox Power Output Tolerance-PAux(%) 0/+3 0/+3 0/+3 0/+3 0/+3 t _ Maximum Power Voltage-VMrr(V) 36.1 36.6 36.9 37.0 37.0 - NAMEPLATE 1 O, o Maximum Power Current-lure(A) 8.04 8.07 8.13 8.25 8.38 `.40 9 11 INSTALLING HOLEOpen Circuit Voltage-Voc(V) 44.9 45.2 45.3 45.4 45.5 Short Circuit Current-Isc(A) 8.53 8.55 8.60 8.75 8.85 Module Efficiency nn,(%) 14.9 15.2 15.5 15.7 16.0 E N SIC:Irradiance 1000 W/m',Cell Temperature 25°C,Air Mass AM1.5 according to EN 60904-3. ON Average efficiency reduction of 4.5%at 200 W/m'according to EN 60904-1. 3 S.M-290 1SM-2'4 TSM-305 rS d I05 t5 t-310 -LECTRiCAL CATA II,NOCT 10 4 5014 U14 P014 2074 Maximum Power-PMAx(Wp) 211 214 218 222 226 Maximum Power Voltage-Vuee(V) 32.6 33.0 33.3 33.7 33.8 6-0 4J GROUNDING HOLE Maximum Power Current-lure(A) 6.47 6.48 6.55 6.59 6.68 i12 DRAIN HOLE A A _A Open Circuit Voltage(V)-Voc(V) 40.9 41.2 41.3 41.4 41.5 4_.d_ \ Short Circuit Current(A)-Isc(A) 6.97 7.00 7.04 7.06 7.16 812mm 180 NOCT:Irradiance at 800 W/m',Ambient Temperature 20°C,Wind Speed 1 m/s. Back View MECHANICAL DATA Solar cells Multicrystalline 156 x 156 mm(6 inches) '.1_1r1 Cell orientation 72 cells(6 x 12) Module dimensions 1956 a 992 x 40 mm(77 039.050 1.57 inches) Weight 27.6 kg(60.8 Ib) 35mm I A-A Glass High transparency solar glass 4.0 mm(0.16 inches) Frame Anodized aluminium alloy J-Box IF'65 or IP 67 rated i-V CURVES OS Py MODl„i.r ISM-2 s0 8015 Cables Photovoltaic Technology cable 4.0 mm'(0.006 inches'), 1200 mm(47.2 inches) 9.m. '-"L/ Connector MC4-EVO 3 8.m 7m:. _800W/m°. -_... .. __._ .. ....... Q Emir. 600W/m' m TEMPERATURE RAi.4Gl MAXIMUM'RATINGS 4.'' 400W/m' U am, ------- Nominal Operating Cell 45°C(±2°C) Operational Temperature -40-+85°C 2m' 200W/m' Temperature(NOCT) i' Maximum System 1000V DC(IEC)/ • 1.m. t. I. Temperature Coefficient of Pea -0.44%/°C Voltage 1000V DC(UL) 0.m. - Temperature Coefficient of Voc -0.33%/°C Max Series Fuse Rating 15A 0.00 10.40 20.m 30.00 40. 50.m Voltage(V) Temperature Coefficient of Isc 0.046%/°C WARRANTY 10 year Product Workmanship Warranty 25 year Linear Power Warranty '.. LI (Please refer to product warranty for details) d rx 1 CERTIFICATION R PACKAGING CONFIGURATION d I,SQ 4 ri Modules per box:25 pieces 'X00 Modules per 40'container:550 pieces tn. (E PirtlYCLE eilDus _ •- P44,40.4 MEI ' CAUTION:READ SAFETY AND INSTALLATION INSTRUCTIONS BEFORE USING THE PRODUCT. 02013 Trina Solar Limited.All rights reserved.Specifications included in this datasheet are subject to Tr inasolar change without notice. Smart,Erorq j-for e012: