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HomeMy WebLinkAboutLA207027-APPROVED - Princeton Engineering - Karthik SinnakaruppanPatent Pending. Copyright © 2020 Richard Pantel. All Rights Reserved. Paper or PDF copies of this report may be distributed only to employees of the company listed below under "Prepared for", or to Authorities Having Jursidiction (AHJ's) for their review purposes. This document contains Intellectual Property (IP) created by the Author, and as such, no parts of this calculation report or related data input form(s) may be copied in format, content or intent without permission in writing from the Author. Dis-assembly or reverse engineering of this calculation report or related data input form is strictly prohibited. The Author's contact information is: RPantel@iroof.solar, web-site: www.iroof.solar; tel: 908-507-5500 Instant Roof Framing Analysis www.iroofa.solar iRooFA™Offered by Princeton Engineering, 35091 Paxson Road, Round Hill, VA 20141 Solar, Structural, Electrical and Site Engineering tel: 540.313.5317 - fax: 877.455.5641 - www.Princeton-Engineering.com STRUCTURAL ANALYSIS for the ROOFTOP PV SOLAR INSTALLATION Project: Karthik Sinnakaruppan; Location: 19180 Indora Tr, Lakeville, MN 55044 Solar Pod 1230 East 115th Street - Burnsville, MN 55337 Calculation Report Index Pages Description 1 Cover 2-3 Loading Summary Roof Structural Calculations for PV Solar Installation 4-6 Location: MP1 7-7 Snow Loading Calculations 8-9 Truss FEA Calculations Project Number: 9692.9, Rev. 0 Report Date: 10/04/2022 Report Prepared by: Josh Meade, P.E. MN License No. 90215 Ver. 20221002 Professional Certification: I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the laws of the state of Minnesota. Signature: Richard Pantel Date: License No.: 53966 Prepared for: 1 of 7 Loading Summary Exposure and Occupancy Categories B II Wind Loading: v 109 mph ASCE 7-16, Figure 26.5-1 A, B or C, pp 249-251. [(109 mph, 50 year wind MRI)] qz 18.11 psf pg 50 psf Ground Snow Load pg (ASCE 7-16 Table 7.2-1, Page 52-53) Total Snow Load ps 31.50 psf mm ft in 2,008 6.59 79.06 1,002 3.29 39.45 2.0 21.66 kg lb 22.50 49.60 Roof Panel (Cladding) Loading Summary Module Loading Summary Upward Upward Upward Downward 1,2e 2n,2r,3e 3r All lb 52 35 52 412 Positive values indicate net downward force Lift forces were determined from GCp and other coefficients contained in the wind tunnel report entitled: Final Report Wind Tunnel Tests and Load Analysis for MOULI SOLARPOD CROWN FLUSH MOUNT PV SYSTEMS, CPP Project 7544, dated 26 May 2015, Prepared for: Mouli Engineering, 655, Lexie Court,Eagan, MN 55123 , Prepared by: Tushar Kanti Guha, Ph.D.,Senior Engineer and David Banks, Ph.D., CPP, Inc., 2400 Midpoint Drive, Suite 190, Fort Collins, Colorado 80525 Note: No penetrating structural attachments are required based upon the calculations which used the referenced wind tunnel test GCp and other coefficients. Jinko Solar Co., Ltd: JKMS410M-72HL-V-TI Dimensions Length Roof Zone Support Point Loads Width Effective snow load on roof and modules Module Data Exposure Category (ASCE 7-16 Table 26.7.3, Page 266) Building Use Occupancy / Risk Category (ASCE 7-16 Table 1.5-1, Page 4) Snow Loading Velocity qz, calculated at height z [ASD] Area (m^2, ft^2) Net total load / module Weight Module Loading Summary R iRooFATM Copyright © 2020 Richard Pantel. All Rights Reserved.2 of 7 Conclusions Princeton Engineering was asked to review the roof of Karthik Sinnakaruppan, located at 19180 Indora Tr, Lakeville, MN by Solar Pod, to determine its suitability to support a PV solar system installation. The referenced building's roof structure has been field measured by Solar Pod on 09/09/2022. The framing calculations we prepared reflect the results of those field measurements combined with the PV solar module locations shown on the construction PV solar roof layout design prepared by Solar Pod. Loads are calculated to combine the existing building and environmental loads with the proposed new PV array loads. Solar Pod has selected the Solar Pod Z Rack racking system with Chem Link E Curb stanchions. The racking shall be placed as shown on the plans prepared by Solar Pod, dated 09/23/2022. Note: No penetrating structural attachments are required based upon the calculations which used the referenced wind tunnel test GCp and other coefficients. 7-10 NE 03.jpg Google Location Map Framing Summary Based upon the attached calculations, the roof is capable of supporting the additional loading for the proposed Solar Pod PV system along with the existing building and environmental loads. No supplemental roof framing structural supports are required. References and Codes: 1) ASCE 7-16 Minimum Design Loads for Buildings and Other Structures 2) IBC 2018 3) 2018 International Residential Code, MN Edition 4) American Wood Council, NDS 2005,Table 11.2A, 11.3.2A. 5) American Wood Council, Wood Structural Design, 1992, Figure 6. 6) Final Report Wind Tunnel Tests and Load Analysis for MOULI SOLARPOD CROWN FLUSH MOUNT PV SYSTEMS, CPP Project 7544, dated 26 May 2015, Prepared for: Mouli Engineering, 655, Lexie Court,Eagan, MN 55123 , Prepared by: Tushar Kanti Guha, Ph.D.,Senior Engineer and David Banks, Ph.D., CPP, Inc., 2400 Midpoint Drive, Suite 190, Fort Collins, Colorado 80525 Loading Summary R iRooFATM Copyright © 2020 Richard Pantel. All Rights Reserved.3 of 7 Roof Structural Calculations for PV Solar Installation Array AR-1 Location: MP1 Member:Truss - Total Length 25 ft, Unsupported 25 ft deg.27.00 ft.60.00 ft.50.00 ft.30.00 Roof Wind Zone Width use, a =5.00 ft Wind Velocity Pressure, q z evaluated at the height z qz=18.11 psf Vasd q z=11.01 psf Basic wind pressure V=109 mph Framing Data 2 # Rafters / Rack Support Width 1 4.00 Rack Support Spacing (ft) in 24.00 48 Max. Rack Support Spacing (in) ft 25.00 3 Max # of mod's / Top truss chord Member * Mem properties based upon field measurements (1) 2x4 Top truss chord 1.15 Uphill Dist Between Mounting Holes (ft) Module Data Jinko Solar Co., Ltd: JKMS410M-72HL-V-TI kg lb psf load 22.50 49.60 2.29 3.99 8.8 0.41 26.49 58.4 2.70 Units Value Description psf 5.15 Truss members' self weight added to FEA analysis Rack Support Spacing and Loading ft 4.0 ft 6.6 sf 13.2 in 1.0 0.08 ft ft 25.00 ft 25.00 Member Total Length US Douglas-fir Along rafter slope Area / support point Weight Member Total Length Member Properties Name Existing Dead Loads Roof Deck & Surface Repetitive Member Factor (Cr) # Framing Members / Support Across rafters Uphill gap between modules Roof Data Angle of plane of roof from horizontal, in degrees Length of Building, in feet (meters). Width of Building, in feet (meters). Height of Building, in feet (meters). Rafter / Truss OC Wood source, moisture content Wood type Ө L W h Interior North 0.12% 2 Rackings Total Module and Support load Module Maximum member free span Top truss chord span Array AR-1 iRooFATM Copyright © 2020 Richard Pantel. All Rights Reserved.4 of 7 ASCE 7-16 Chapter 2 Combinations of Loads, Table 2.4, Page 8 (in psf) 1,2e 2n,2r,3e 3r All Zones Module Upward Module Upward Module Upward Downward 2.70 2.70 2.70 2.70 31.50 31.50 31.50 31.50 -4.17 -6.34 -4.18 3.99 2.4 Combining Nominal Loads Using Allowable Stress Design (in psf) 2.4.1 Basic Combinations. Loads listed herein shall be considered to act in the following combinations; whichever produces the most unfavorable effect in the building, foundation, or structural member being considered. Effects of one or more loads not acting shall be considered. Upward Upward Upward Downward Use this loading combination for DOWNWARD for Proposed PV Dead Load 34.20 34.20 34.20 35.99 451 451 451 474 392 392 392 412 Use this loading combination for UPWARD for Proposed PV Dead Load 3.92 2.62 3.91 8.81 52 35 52 116 DOWNWARD Presume loading directly over member. Combined Dead and Wind Pressure Downward Loading Top truss chord span PV Module Row Point load loc's from Left support Point Load #'s Module Support Point Load Comment Module Orientation ft from left lb 1 0.17 412 Portrait 1 6.76 0 Support placed on adjoining truss Portrait 2 6.84 0 Support placed on adjoining truss Portrait 2 13.43 412 Portrait 3 13.51 412 Portrait 3 20.10 0 Support placed on adjoining truss Portrait Combination Formulae Module Support point load (lb) 2.2 SYMBOLS AND NOTATION Zones D = dead load of PV Module + Racking S = snow load 7. 0.6D + 0.6W W = wind load Cr Factored Module Support point load (lb) Module Support point load (lb) 6. D + 0.75L - 0.75(0.60W) + 0.75(Lr or S or R) Array AR-1 iRooFATM Copyright © 2020 Richard Pantel. All Rights Reserved.5 of 7 Truss Data and Loading for MP1 27.00 Length of roof plane 25.00 Top ridge height above floor plane 11.35 Length of floor plane 22.00 Truss Segments Roof Plane Floor Plane Diagonals Diagonals Mem #Mem Type Mem #Mem Type Mem #Mem Type Mem #Mem Type 1 2x4 4 2x4 7 2x4 10 2x4 2 2x4 5 2x4 8 2x4 11 2x4 3 2x4 6 2x4 9 2x4 2x4 * Loading includes member self weight & roofing materials. w loading = wind & snow on exposed areas Truss Graphing Tools Roof slope (degrees) M1 M2 M3 M4 M5 M6 M7 M8 M9 M10 M11 P1 P2 P3 -2 0 2 4 6 8 10 12 14 0 2 4 6 8 10 12 14 16 18 20 22 Array AR-1 iRooFATM Copyright © 2020 Richard Pantel. All Rights Reserved.6 of 7 Snow Loading Analysis where: Fully Exposed Exposure category Ce =0.9 Exposure Factor, Ce (ASCE 7-16 Table 7.3-1, Page 58) Ct =1.0 Thermal Factor, Ct (ASCE 7-16 Table 7.3-2, Page 58) Is =1.0 Snow Importance Factor, Is (ASCE 7-16 Table 1.5-2, Page 5) pg =50 Ground Snow Load pg (ASCE 7-16 Table 7.2-1, Page 52-53) pf =0.7CeCtIsPg Flat Roof Snow Load, pf (ASCE 7-16 Table 7.3-1, Page 58) pf =31.5 psf but where Pf is not less than the following: Minimum Snow Load pm (ASCE 7-16 Table 7.3.4, Page 53) pm =20 psf. When Pg > 20 psf, then use Pf = 20 psf x Is pf =31.5 psf. Resultant Snow pressure to be used with Roof slope factor below ps =Cspf Sloped Roof Snow Load ps (ASCE 7-16 Table 7.4, Page 54) Roof Type Warm Roofs Roof slope factor Cs for Warm Roofs, where Ct = 1.0 Roof surface condition = Slippery Roof Cs =1.00 Roof Slope Factor, Cs (ASCE 7-16 Table 7-2a, Page 36) Total Snow Load ps =31.50 psf Roof snow load Snow Loading iRooFATM Copyright © 2020 Richard Pantel. All Rights Reserved.7 of 7 FEA Calculation Results for Roof Plane MP1 for Solar Pod Client Karthik Sinnakaruppan IDSPL - 2D Frame Analysis of a 2D frame subject to distributed loads, point loads and moments Equilibrium check FX FY Total applied forces 0.00 2885 Total output reactions 0.00 -2885 Maximum Deflections Output error 0.00E+00 -9.09E-13 # of segments/beam 1 -7.85E-02 -6.71E-02 * vertical deflections do not take into account any supporting intermediate walls Beam End Results Beam X Shear Mom Ax DX DY RZ Direction Deflection Reaction Beam Shear Ax BM 1 0.00 402 -72 -17694 0.00E+00 0.00E+00 1.98E-04 DX1 0.00E+00 19801 1-1 402 -17694 -72 1 8.54 817 6751 -17907 -1.77E-02 1.21E-03 3.04E-03 DY1 0.00E+00 8228 1-2 888 -17943 6317 2 0.00 5035 5961 -26136 -1.76E-02 1.20E-03 3.35E-03 RZ1 1.98E-04 0 2-1 5035 -26136 5961 2 8.41 5450 49888 -26346 -7.85E-02 -6.71E-02 2.72E-02 DX2 -1.76E-02 0 2-2 5520 -26381 49460 3 0.00 -50368 141282 9134 -7.85E-02 -6.71E-02 2.77E-02 DY2 -1.20E-03 0 3-1 -50368 9134 141282 3 8.05 -49641 -248285 8770 -2.44E-02 2.56E-02 -1.28E-01 RZ2 3.35E-03 0 3-2 -49133 8516 -265440 4 0.00 -208 72 -4242 0.00E+00 0.00E+00 1.98E-04 DX3 -7.85E-02 0 4-1 -208 -4242 72 4 7.00 -168 -1138 -4242 -3.16E-03 2.71E-20 -3.28E-04 DY3 6.71E-02 0 4-2 -103 -4242 -1534 5 0.00 0 0 3960 -3.16E-03 0.00E+00 0.00E+00 RZ3 2.77E-02 0 5-1 0 3960 0 5 7.50 0 0 3960 0.00E+00 0.00E+00 0.00E+00 DX4 -2.36E-02 0 5-2 0 3960 0 6 0.00 0 0 0 0.00E+00 0.00E+00 0.00E+00 DY4 -2.52E-02 0 6-1 0 0 0 6 7.80 0 0 0 0.00E+00 0.00E+00 0.00E+00 RZ4 5.18E-02 0 6-2 0 0 0 7 0.00 -4304 16626 -8059 -3.16E-03 0.00E+00 0.00E+00 DX5 -3.16E-03 0 7-1 -4304 -8059 16626 7 3.95 -4303 -356 -8067 -1.76E-02 1.20E-03 2.05E-03 DY5 0.00E+00 14781 7-2 -4302 -8071 -357 8 0.00 3669 20223 73971 0.00E+00 0.00E+00 0.00E+00 RZ5 0.00E+00 -22522 8-1 3669 73971 20223 8 7.72 3672 48568 73941 -7.85E-02 -6.71E-02 2.69E-02 DX6 0.00E+00 -2987 8-2 3672 73933 48567 9 0.00 16814 -50990 -20927 0.00E+00 0.00E+00 0.00E+00 DY6 0.00E+00 -46820 9-1 16814 -20927 -50990 9 11.30 16814 139014 -20991 -2.36E-02 2.52E-02 5.32E-02 RZ6 0.00E+00 33644 9-2 16814 -21003 139014 10 0.00 3464 4362 -7049 -3.16E-03 0.00E+00 0.00E+00 DX7 0.00E+00 -16814 10-1 3464 -7049 4362 10 11.18 3509 43259 -7092 -7.85E-02 -6.71E-02 2.76E-02 DY7 0.00E+00 20927 10-2 3518 -7100 43254 11 0.00 13112 -53866 -23323 0.00E+00 0.00E+00 0.00E+00 RZ7 0.00E+00 50990 11-1 13112 -23323 -53866 11 13.73 13165 126430 -23401 -2.36E-02 2.52E-02 5.31E-02 11-2 13174 -23413 126426 Node Results * vertical deflections do not take into account any supporting intermediate walls Scaled 2X Deflected Truss Plot Roof Plane MP1 for Solar Pod Client Karthik Sinnakaruppan