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768 VECUNA RD SOLR23-0004 ADAM MCQUISTON Structural Letter Rev. 11-3-23Patented. 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@iroofa.solar, web-site: www.iroofa.solar; tel: 908-507-5500. Trademark: iRooF® and iRooFA™. Instant Roof Framing Analysis www.iroofa.solar tel: 540.313.5317 - fax: 877.455.5641 - email: info@iRooFA.solar STRUCTURAL ANALYSIS for the ROOFTOP PV SOLAR INSTALLATION Project: Adam Mcquiston, 768 Vecuna Road, Atlantic Beach, FL 32233 Prepared for: Sunergy 7625 Little Rd Ste 200a - New Port Richey, FL 34654 Calculation Report Index Pages Description Pages Description 1 Cover 2-4 Loading Summary Roof Structural Calculations for PV Solar Installation Roof Structural Calculations for PV Solar Installation 5-9 Location: MP 1 10-14 Location: MP 2 15-19 Location: MP 3 20-24 Location: MP 4 20-27 Truss FEA Calculations Project Number: 66.2921.1, Rev. 0 Report Date: 09/15/2023 Report Prepared by: Richard Pantel, P.E. FL License No. 73222 Ver. 20230907 Sealed 09/15/2023 This item has been digitally signed and sealed by Richard Pantel, P.E. on the date adjacent to the seal. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. 1 of 24 By vangers at 3:06 pm, Nov 03, 2023 JOB COPY Loading Summary Exposure and Occupancy Categories B II Wind Loading: v 129 mph ASCE 7-16, Figure 26.5-1 A, B or C, pp 249-251. [(129 mph, 50 year wind MRI)] qz 25.28 psf pg 0 psf Ground Snow Load pg (ASCE 7-16 Table 7.2-1, Page 52-53) mm ft in 1,722 5.65 67.80 1,134 3.72 44.65 2.0 21.02 kg lb 20.70 45.64 Roof Panel (Cladding) Loading Summary Module Loading Summary Upward Upward Upward Downward 1,2e 2n,2r,3e 3r All lb -170 -250 -391 65 Positive values indicate net downward force Area (m^2, ft^2) Net total load / support point Weight Module 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] Module Data Mitrex: M405-I3H Dimensions Length Roof Zones Support Point Loads Width Loading Summary R iRooFATM Copyright © 2020 Richard Pantel. All Rights Reserved.2 of 24 JOB COPY Stanchion Fastener Pull-out and Spacing Calculations ft 2.00 ft 4.00 2 in 2 1.25 lb/in 141 lb 450 1,2e 2n,2r,3e 3r lb 170 250 391 Min depth of screw thread embedment rq'd in 0.76 1.11 1.74 Net uplift pressure 7. 0.60D - 0.6W psf -7.54 -11.07 -17.29 sf 59.65 40.63 26.00 ft 3.72 ft 4.00 4.00 4.00 sf 7.4 7.4 7.4 lb -56 -82 -129 ft 5.65 ft 4.00 4.00 4.00 sf 11.3 11.3 11.3 lb -85 -125 -195 Stanchion support Lag Bolts sizes are indicated in the Module Loading Summary table above. Lift forces were determined from GCp and other coefficients contained in the ASCE nomographs Maximum module area / support point Factored lift per support point Maximum module area / support point Factored lift per support point Portrait Modules Length along rafter Maximum stanchion EW spacing Safety Factor Lift Per Module Allowable lift area / fastener Landscape Modules Length along rafter Maximum stanchion EW spacing Roof Zones Pull-out for M5 fasteners Framing spacing # fasteners per stanchion Depth of screw thread embedment Factored max uplift capacity Max stanchion span Loading Summary R iRooFATM Copyright © 2020 Richard Pantel. All Rights Reserved.3 of 24 JOB COPY Conclusions Princeton Engineering was asked to review the roof of Adam Mcquiston, located at 768 Vecuna Road, Atlantic Beach, FL, by Sunergy, to determine its suitability to support a PV solar system installation. The referenced building's roof structure was field measured by Sunergy. The attached framing analyses reflect the results of those field measurements combined with the PV solar module locations shown on the PV solar roof layout design prepared by Sunergy. Loads are calculated to combine the existing building and environmental loads with the proposed new PV array loads. Sunergy selected the K2-Systems CrossRail 44-X racking with K2-Systems Splice Foot XL w/2 bolts stanchions for this project. The racking and support stanchions shall be placed as shown on their plans, dated 09/14/2023, and shall be fastened to the roof framing using fastener sizes indicated in this report. Rack support spacing shall be no more than that shown above. Note that support points for alternating rows shall share the same truss. Intermediate rows shall move the support points laterally to the next truss. 7-10 NE 03.jpg Google Location Map Framing Summary Based upon the attached calculations, the existing roofs framing systems are capable of supporting the additional loading for the proposed PV solar system along with the existing building and environmental loads. No supplemental roof framing structural supports are required. Minimum required anchorage fastening is described above. References and Codes: 1) ASCE 7-16 Minimum Design Loads for Buildings and Other Structures 2) IBC 2018 3) FBC 2020 4) 2022 Florida Statues and 2023 Florida Administrative Codes 4) American Wood Council, NDS 2018,Table 12.2A, 12.3.3A. 5) American Wood Council, Wood Structural Design, 1992, Figure 6. Notes: (1) Bolt threads must be embedded in the side grain of a roof support structural member or other structural member integrated into the building's structure. (2) Lag bolts must be located in the middle third of the structural member. (3) Install lag bolts with head and washer flush to surface (no gap). Do not over-torque. Loading Summary R iRooFATM Copyright © 2020 Richard Pantel. All Rights Reserved.4 of 24 JOB COPY Roof Structural Calculations for PV Solar Installation Array AR-1 Location: MP 1 Member:Truss - Total Length 15 ft, Unsupported 15 ft deg.17.00 ft.28.17 ft.15.00 ft.15.00 Roof Wind Zone Width use, a =3.00 ft Wind Velocity Pressure, q z evaluated at the height z qz=25.28 psf Vasd q z=15.23 psf Basic wind pressure V=129 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 15.00 1 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 Physical Data kg lb psf load 20.70 45.64 2.17 1.27 2.8 0.13 21.97 48.4 2.30 Units Value Description psf 4.40 Truss members' self weight added to FEA analysis Rack Support Spacing and Loading ft 4.0 ft 5.6 sf 11.3 in 1.0 0.08 ft ft 15.00 ft 15.00Maximum member free span Top truss chord span White 0.12% 4 Stanchions Total Module and Support load Module Geometric Data Angle of roof plane from horizontal, in degrees Length of roof plane, in feet (meters) Plan view width of roof plane, in feet (meters) Average height of roof above grade, in feet (meters) Rafter / Truss OC Wood source, moisture content Wood type Ө L W h Across rafters Uphill gap between modules # Framing Members / Support US Spruce Along rafter slope Area / support point Weight Member Total Length Member Properties Name Existing Dead Loads Roof Deck & Surface Repetitive Member Factor (Cr) Member Total Length Array AR-1 iRooFATM Copyright © 2020 Richard Pantel. All Rights Reserved.5 of 24 JOB COPY ASCE 7-16 Method for Calculating Uplift on PV Modules Notation Lp = Panel chord length. p = uplift wind pressure γa = Solar panel pressure equalization factor, defined in Fig. 29.4-8. γE = Array edge factor as defined in Section 29.4.4. θ = Angle of plane of roof from horizontal, in degrees. 29.4.4 Rooftop Solar Panels Parallel to the Roof Surface on Buildings of All Heights and Roof Slopes. Ө >= 7 deg TRUE Exposed FALSE 1.5(Lp) = 5.58 γE = 1 γa = 0.67 p = qh(GCp) (γE) (γa) (lb ∕ft2) (29.4-7) Zones 1,2e 2n,2r,3e 3r p, Windload (psf)-19.97 -25.85 -36.22 Array AR-1 iRooFATM Copyright © 2020 Richard Pantel. All Rights Reserved.6 of 24 JOB COPY 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 2.30 2.30 2.30 2.30 -19.97 -25.85 -36.22 7.23W = wind load D = dead load of PV Module + Stanchion 2.2 SYMBOLS AND NOTATION Zones Array AR-1 iRooFATM Copyright © 2020 Richard Pantel. All Rights Reserved.7 of 24 JOB COPY 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 2.30 2.30 2.30 6.64 26 26 26 75 23 23 23 65 Use this loading combination for UPWARD for Proposed PV Dead Load -7.54 -11.07 -17.29 7.40 -85 -125 -195 84 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 0.67 65 Portrait 1 6.32 0 Support placed on adjoining truss Portrait 7. 0.60D - 0.6W Cr Factored Module Support point load (lb) Module Support point load (lb) 5. D - 0.6W Module Support point load (lb) Combination Formulae Array AR-1 iRooFATM Copyright © 2020 Richard Pantel. All Rights Reserved.8 of 24 JOB COPY Truss Data and Loading for MP 1 17.00 Length of roof plane 15.00 Top ridge height above floor plane 4.39 Length of floor plane 14.33 Truss Segments Roof Plane Floor Plane Diagonals Diagonals Mem #Mem Type Mem #Mem Type Mem #Mem Type Mem #Mem Type 1 2x4 3 2x4 5 2x4 7 2x4 2 2x4 4 2x4 6 2x4 2x4 * Loading includes member self weight & roofing materials. w loading = wind on exposed areas Truss Graphing Tools Roof slope (degrees) M1 M2 M3 M4 M5 M6 M7 P1 0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5 0 2 4 6 8 10 12 14 Array AR-1 iRooFATM Copyright © 2020 Richard Pantel. All Rights Reserved.9 of 24 JOB COPY Roof Structural Calculations for PV Solar Installation Array AR-2 Location: MP 2 Member:Truss - Total Length 15 ft, Unsupported 15 ft deg.17.00 ft.26.17 ft.15.00 ft.15.00 Roof Wind Zone Width use, a =3.00 ft Wind Velocity Pressure, q z evaluated at the height z qz=25.28 psf Vasd q z=15.23 psf Basic wind pressure V=129 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 15.00 2 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 Physical Data kg lb psf load 20.70 45.64 2.17 1.27 2.8 0.13 21.97 48.4 2.30 Units Value Description psf 4.40 Truss members' self weight added to FEA analysis Rack Support Spacing and Loading ft 4.0 ft 5.6 sf 11.3 in 1.0 0.08 ft ft 15.00 ft 15.00 Member Total Length Maximum member free span Top truss chord span Area / support point Uphill gap between modules Across rafters Along rafter slope Module 4 Stanchions Total Module and Support load Existing Dead Loads Roof Deck & Surface Weight Name Repetitive Member Factor (Cr) Rafter / Truss OC Member Total Length Member Properties Wood type US Spruce Wood source, moisture content White 0.12% # Framing Members / Support h Average height of roof above grade, in feet (meters) Geometric Data Ө Angle of roof plane from horizontal, in degrees L Length of roof plane, in feet (meters) W Plan view width of roof plane, in feet (meters) Array AR-2 iRooFATM Copyright © 2020 Richard Pantel. All Rights Reserved.10 of 24 JOB COPY ASCE 7-16 Method for Calculating Uplift on PV Modules Notation Lp = Panel chord length. p = uplift wind pressure γa = Solar panel pressure equalization factor, defined in Fig. 29.4-8. γE = Array edge factor as defined in Section 29.4.4. θ = Angle of plane of roof from horizontal, in degrees. 29.4.4 Rooftop Solar Panels Parallel to the Roof Surface on Buildings of All Heights and Roof Slopes. Ө >= 7 deg TRUE Exposed FALSE 1.5(Lp) = 5.58 γE = 1 γa = 0.67 p = qh(GCp) (γE) (γa) (lb ∕ft2) (29.4-7) Zones 1,2e 2n,2r,3e 3r p, Windload (psf)-19.97 -25.85 -36.22 Array AR-2 iRooFATM Copyright © 2020 Richard Pantel. All Rights Reserved.11 of 24 JOB COPY 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 2.30 2.30 2.30 2.30 -19.97 -25.85 -36.22 7.23W = wind load Zones 2.2 SYMBOLS AND NOTATION D = dead load of PV Module + Stanchion Array AR-2 iRooFATM Copyright © 2020 Richard Pantel. All Rights Reserved.12 of 24 JOB COPY 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 2.30 2.30 2.30 6.64 26 26 26 75 23 23 23 65 Use this loading combination for UPWARD for Proposed PV Dead Load -7.54 -11.07 -17.29 7.40 -85 -125 -195 84 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 0.67 65 Portrait 1 6.32 0 Support placed on adjoining truss Portrait 2 6.40 0 Support placed on adjoining truss Portrait 2 12.05 65 Portrait Module Support point load (lb) Module Support point load (lb) Cr Factored Module Support point load (lb) 7. 0.60D - 0.6W Combination Formulae 5. D - 0.6W Array AR-2 iRooFATM Copyright © 2020 Richard Pantel. All Rights Reserved.13 of 24 JOB COPY Truss Data and Loading for MP 2 17.00 Length of roof plane 15.00 Top ridge height above floor plane 4.39 Length of floor plane 14.33 Truss Segments Roof Plane Floor Plane Diagonals Diagonals Mem #Mem Type Mem #Mem Type Mem #Mem Type Mem #Mem Type 1 2x4 3 2x4 5 2x4 7 2x4 2 2x4 4 2x4 6 2x4 2x4 * Loading includes member self weight & roofing materials. w loading = wind on exposed areas Truss Graphing Tools Roof slope (degrees) M1 M2 M3 M4 M5 M6 M7 P1 P2 0 1 2 3 4 5 6 7 0 2 4 6 8 10 12 14 Array AR-2 iRooFATM Copyright © 2020 Richard Pantel. All Rights Reserved.14 of 24 JOB COPY Roof Structural Calculations for PV Solar Installation Array AR-3 Location: MP 3 Member:Truss - Total Length 15 ft, Unsupported 15 ft deg.17.00 ft.32.33 ft.15.00 ft.15.00 Roof Wind Zone Width use, a =3.00 ft Wind Velocity Pressure, q z evaluated at the height z qz=25.28 psf Vasd q z=15.23 psf Basic wind pressure V=129 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 15.00 2 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 Physical Data kg lb psf load 20.70 45.64 2.17 1.27 2.8 0.13 21.97 48.4 2.30 Units Value Description psf 4.40 Truss members' self weight added to FEA analysis Rack Support Spacing and Loading ft 4.0 ft 5.6 sf 11.3 in 1.0 0.08 ft ft 15.00 ft 15.00 Member Total Length Maximum member free span Top truss chord span Area / support point Uphill gap between modules Across rafters Along rafter slope Module 4 Stanchions Total Module and Support load Existing Dead Loads Roof Deck & Surface Weight Name Repetitive Member Factor (Cr) Rafter / Truss OC Member Total Length Member Properties Wood type US Spruce Wood source, moisture content White 0.12% # Framing Members / Support h Average height of roof above grade, in feet (meters) Geometric Data Ө Angle of roof plane from horizontal, in degrees L Length of roof plane, in feet (meters) W Plan view width of roof plane, in feet (meters) Array AR-3 iRooFATM Copyright © 2020 Richard Pantel. All Rights Reserved.15 of 24 JOB COPY ASCE 7-16 Method for Calculating Uplift on PV Modules Notation Lp = Panel chord length. p = uplift wind pressure γa = Solar panel pressure equalization factor, defined in Fig. 29.4-8. γE = Array edge factor as defined in Section 29.4.4. θ = Angle of plane of roof from horizontal, in degrees. 29.4.4 Rooftop Solar Panels Parallel to the Roof Surface on Buildings of All Heights and Roof Slopes. Ө >= 7 deg TRUE Exposed FALSE 1.5(Lp) = 5.58 γE = 1 γa = 0.67 p = qh(GCp) (γE) (γa) (lb ∕ft2) (29.4-7) Zones 1,2e 2n,2r,3e 3r p, Windload (psf)-19.97 -25.85 -36.22 Array AR-3 iRooFATM Copyright © 2020 Richard Pantel. All Rights Reserved.16 of 24 JOB COPY 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 2.30 2.30 2.30 2.30 -19.97 -25.85 -36.22 7.23W = wind load Zones 2.2 SYMBOLS AND NOTATION D = dead load of PV Module + Stanchion Array AR-3 iRooFATM Copyright © 2020 Richard Pantel. All Rights Reserved.17 of 24 JOB COPY 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 2.30 2.30 2.30 6.64 26 26 26 75 23 23 23 65 Use this loading combination for UPWARD for Proposed PV Dead Load -7.54 -11.07 -17.29 7.40 -85 -125 -195 84 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 3.67 0 Support placed on adjoining truss Portrait 1 9.32 65 Portrait 2 9.40 65 Portrait 2 15.05 0 Support outside of max stressed section Portrait Module Support point load (lb) Module Support point load (lb) Cr Factored Module Support point load (lb) 7. 0.60D - 0.6W Combination Formulae 5. D - 0.6W Array AR-3 iRooFATM Copyright © 2020 Richard Pantel. All Rights Reserved.18 of 24 JOB COPY Truss Data and Loading for MP 3 17.00 Length of roof plane 15.00 Top ridge height above floor plane 4.39 Length of floor plane 14.33 Truss Segments Roof Plane Floor Plane Diagonals Diagonals Mem #Mem Type Mem #Mem Type Mem #Mem Type Mem #Mem Type 1 2x4 3 2x4 5 2x4 7 2x4 2 2x4 4 2x4 6 2x4 2x4 * Loading includes member self weight & roofing materials. w loading = wind on exposed areas Truss Graphing Tools Roof slope (degrees) M1 M2 M3 M4 M5 M6 M7 P1 P2 0 1 2 3 4 5 6 0 2 4 6 8 10 12 14 Array AR-3 iRooFATM Copyright © 2020 Richard Pantel. All Rights Reserved.19 of 24 JOB COPY Roof Structural Calculations for PV Solar Installation Array AR-4 Location: MP 4 Member:Truss - Total Length 15 ft, Unsupported 15 ft deg.17.00 ft.48.33 ft.15.00 ft.15.00 Roof Wind Zone Width use, a =3.00 ft Wind Velocity Pressure, q z evaluated at the height z qz=25.28 psf Vasd q z=15.23 psf Basic wind pressure V=129 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 15.00 2 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 Physical Data kg lb psf load 20.70 45.64 2.17 1.27 2.8 0.13 21.97 48.4 2.30 Units Value Description psf 4.40 Truss members' self weight added to FEA analysis Rack Support Spacing and Loading ft 4.0 ft 5.6 sf 11.3 in 1.0 0.08 ft ft 15.00 ft 15.00 Member Total Length Maximum member free span Top truss chord span Area / support point Uphill gap between modules Across rafters Along rafter slope Module 4 Stanchions Total Module and Support load Existing Dead Loads Roof Deck & Surface Weight Name Repetitive Member Factor (Cr) Rafter / Truss OC Member Total Length Member Properties Wood type US Spruce Wood source, moisture content White 0.12% # Framing Members / Support h Average height of roof above grade, in feet (meters) Geometric Data Ө Angle of roof plane from horizontal, in degrees L Length of roof plane, in feet (meters) W Plan view width of roof plane, in feet (meters) Array AR-4 iRooFATM Copyright © 2020 Richard Pantel. All Rights Reserved.20 of 24 JOB COPY ASCE 7-16 Method for Calculating Uplift on PV Modules Notation Lp = Panel chord length. p = uplift wind pressure γa = Solar panel pressure equalization factor, defined in Fig. 29.4-8. γE = Array edge factor as defined in Section 29.4.4. θ = Angle of plane of roof from horizontal, in degrees. 29.4.4 Rooftop Solar Panels Parallel to the Roof Surface on Buildings of All Heights and Roof Slopes. Ө >= 7 deg TRUE Exposed FALSE 1.5(Lp) = 5.58 γE = 1 γa = 0.67 p = qh(GCp) (γE) (γa) (lb ∕ft2) (29.4-7) Zones 1,2e 2n,2r,3e 3r p, Windload (psf)-19.97 -25.85 -36.22 Array AR-4 iRooFATM Copyright © 2020 Richard Pantel. All Rights Reserved.21 of 24 JOB COPY 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 2.30 2.30 2.30 2.30 -19.97 -25.85 -36.22 7.23W = wind load Zones 2.2 SYMBOLS AND NOTATION D = dead load of PV Module + Stanchion Array AR-4 iRooFATM Copyright © 2020 Richard Pantel. All Rights Reserved.22 of 24 JOB COPY 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 2.30 2.30 2.30 6.64 26 26 26 75 23 23 23 65 Use this loading combination for UPWARD for Proposed PV Dead Load -7.54 -11.07 -17.29 7.40 -85 -125 -195 84 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 2.67 65 Portrait 1 8.32 0 Support placed on adjoining truss Portrait 2 8.40 0 Support placed on adjoining truss Portrait 2 14.05 65 Portrait Module Support point load (lb) Module Support point load (lb) Cr Factored Module Support point load (lb) 7. 0.60D - 0.6W Combination Formulae 5. D - 0.6W Array AR-4 iRooFATM Copyright © 2020 Richard Pantel. All Rights Reserved.23 of 24 JOB COPY Truss Data and Loading for MP 4 17.00 Length of roof plane 15.00 Top ridge height above floor plane 4.39 Length of floor plane 14.33 Truss Segments Roof Plane Floor Plane Diagonals Diagonals Mem #Mem Type Mem #Mem Type Mem #Mem Type Mem #Mem Type 1 2x4 3 2x4 5 2x4 7 2x4 2 2x4 4 2x4 6 2x4 2x4 * Loading includes member self weight & roofing materials. w loading = wind on exposed areas Truss Graphing Tools Roof slope (degrees) M1 M2 M3 M4 M5 M6 M7 P1 P2 0 1 2 3 4 5 6 7 0 2 4 6 8 10 12 14 Array AR-4 iRooFATM Copyright © 2020 Richard Pantel. All Rights Reserved.24 of 24 JOB COPY FEA Calculation Results for Roof Plane MP 1 for Sunergy Client ADAM MCQUISTON IDSPL - 2D Frame Analysis of a 2D frame subject to distributed loads, point loads and moments Equilibrium check FX FY 1.6E-05 Total applied forces 0.00 630 Total output reactions 0.00 -630 Maximum Deflections Output error 3.55E-15 -1.14E-13 # of segments/beam 1 5.38E-05 -8.89E-05 * 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 -113 21 15 0.00E+00 0.00E+00 1.29E-04 DX1 0.00E+00 19 1-1 -113 15 21 1 5.03 -30 -174 -11 -3.16E-05 -8.70E-05 -2.86E-05 DY1 0.00E+00 -239 1-2 7 -22 -369 2 0.00 -403 624 49 -2.54E-05 -8.89E-05 1.60E-04 RZ1 1.29E-04 0 2-1 -403 49 624 2 9.93 -250 -2156 3 1.81E-05 1.09E-05 -7.82E-04 DX2 -2.54E-05 0 2-2 -66 -53 -3308 3 0.00 -126 -21 0 0.00E+00 0.00E+00 1.29E-04 DY2 8.89E-05 0 3-1 -126 0 -21 3 6.60 -92 -670 0 0.00E+00 -2.03E-20 -1.88E-04 RZ2 1.60E-04 0 3-2 -40 0 -942 4 0.00 0 0 0 0.00E+00 0.00E+00 0.00E+00 DX3 5.38E-05 0 4-1 0 0 0 4 7.70 0 0 0 0.00E+00 0.00E+00 0.00E+00 DY3 0.00E+00 26 4-2 0 0 0 5 0.00 288 319 307 0.00E+00 0.00E+00 0.00E+00 RZ3 0.00E+00 -3211 5-1 288 307 319 5 2.34 286 992 305 -2.54E-05 -8.89E-05 1.18E-04 DX4 0.00E+00 7 5-2 285 304 993 6 0.00 26 -56 4 0.00E+00 0.00E+00 0.00E+00 DY4 0.00E+00 -414 6-1 26 4 -56 6 4.40 26 56 -6 5.38E-05 1.75E-07 3.96E-06 RZ4 0.00E+00 -1268 6-2 26 -10 56 7 0.00 -9 8 57 0.00E+00 0.00E+00 0.00E+00 DX5 0.00E+00 -26 7-1 -9 57 8 7 8.87 26 43 37 5.37E-05 8.89E-08 -8.67E-08 DY5 0.00E+00 -4 7-2 32 33 40 RZ5 0.00E+00 56 Node Results JOB COPY * vertical deflections do not take into account any supporting intermediate walls Scaled 2X Deflected Truss Plot Roof Plane MP 1 for Sunergy Client ADAM MCQUISTON JOB COPY FEA Calculation Results for Roof Plane MP 2 for Sunergy Client ADAM MCQUISTON IDSPL - 2D Frame Analysis of a 2D frame subject to distributed loads, point loads and moments Equilibrium check FX FY 1.7E-05 Total applied forces 0.00 800 Total output reactions 0.00 -800 Maximum Deflections Output error 4.97E-14 -1.14E-13 # of segments/beam 1 4.45E-05 -9.45E-05 * 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 -215 45 78 0.00E+00 0.00E+00 1.35E-04 DX1 0.00E+00 -10 1-1 -215 78 45 1 5.03 -132 -662 52 1.56E-06 -9.26E-05 -1.46E-04 DY1 0.00E+00 -350 1-2 -95 40 -858 2 0.00 -360 -493 49 7.76E-06 -9.45E-05 4.45E-05 RZ1 1.35E-04 0 2-1 -360 49 -493 2 9.93 -58 -1499 -43 6.93E-06 1.15E-05 -7.02E-04 DX2 7.76E-06 0 2-2 140 -104 -2709 3 0.00 -122 -45 0 0.00E+00 0.00E+00 1.35E-04 DY2 9.45E-05 0 3-1 -122 0 -45 3 6.60 -88 -665 0 0.00E+00 7.25E-21 -1.87E-04 RZ2 4.45E-05 0 3-2 -36 0 -936 4 0.00 0 0 0 0.00E+00 0.00E+00 0.00E+00 DX3 4.45E-05 0 4-1 0 0 0 4 7.70 0 0 0 0.00E+00 0.00E+00 0.00E+00 DY3 0.00E+00 -189 4-2 0 0 0 5 0.00 157 0 219 0.00E+00 0.00E+00 0.00E+00 RZ3 0.00E+00 -2625 5-1 157 219 0 5 2.34 154 364 218 7.80E-06 -9.45E-05 4.46E-05 DX4 0.00E+00 31 5-2 153 216 365 6 0.00 21 -47 4 0.00E+00 0.00E+00 0.00E+00 DY4 0.00E+00 -257 6-1 21 4 -47 6 4.40 21 47 -6 4.45E-05 1.75E-07 3.27E-06 RZ4 0.00E+00 -945 6-2 21 -10 47 7 0.00 -9 10 48 0.00E+00 0.00E+00 0.00E+00 DX5 0.00E+00 -21 7-1 -9 48 10 7 8.87 25 40 28 4.44E-05 8.89E-08 -1.68E-07 DY5 0.00E+00 -4 7-2 32 25 37 RZ5 0.00E+00 47 Node Results JOB COPY * vertical deflections do not take into account any supporting intermediate walls Scaled 2X Deflected Truss Plot Roof Plane MP 2 for Sunergy Client ADAM MCQUISTON JOB COPY FEA Calculation Results for Roof Plane MP 3 for Sunergy Client ADAM MCQUISTON IDSPL - 2D Frame Analysis of a 2D frame subject to distributed loads, point loads and moments Equilibrium check FX FY 1.6E-05 Total applied forces 0.00 856 Total output reactions 0.00 -856 Maximum Deflections Output error 1.42E-14 0.00E+00 # of segments/beam 1 2.73E-05 -5.06E-05 * 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 -303 219 32 0.00E+00 0.00E+00 1.74E-04 DX1 0.00E+00 60 1-1 -303 32 219 1 5.03 -281 -1199 25 -1.78E-07 -4.61E-05 -2.84E-04 DY1 0.00E+00 -387 1-2 -182 -6 -1661 2 0.00 -326 -1259 62 1.45E-05 -5.06E-05 5.82E-05 RZ1 1.74E-04 0 2-1 -326 62 -1259 2 9.93 21 -1159 -44 -1.13E-05 1.18E-05 -6.58E-04 DX2 1.45E-05 0 2-2 225 -106 -2399 3 0.00 -89 -219 0 0.00E+00 0.00E+00 1.74E-04 DY2 5.06E-05 0 3-1 -89 0 -219 3 6.60 -54 -615 0 0.00E+00 4.35E-20 -1.78E-04 RZ2 5.82E-05 0 3-2 -2 0 -887 4 0.00 3 -19 0 0.00E+00 0.00E+00 0.00E+00 DX3 2.73E-05 0 4-1 3 0 -19 4 7.70 3 10 0 0.00E+00 7.57E-22 1.62E-06 DY3 0.00E+00 -279 4-2 3 0 9 5 0.00 141 74 86 0.00E+00 0.00E+00 0.00E+00 RZ3 0.00E+00 -2338 5-1 141 86 74 5 2.34 138 402 84 1.45E-05 -5.06E-05 4.85E-05 DX4 0.00E+00 -47 5-2 137 83 402 6 0.00 13 -29 4 0.00E+00 0.00E+00 0.00E+00 DY4 0.00E+00 -183 6-1 13 4 -29 6 4.40 13 29 -6 2.73E-05 1.75E-07 2.01E-06 RZ4 0.00E+00 -957 6-2 13 -10 29 7 0.00 -10 14 32 0.00E+00 0.00E+00 0.00E+00 DX5 0.00E+00 -13 7-1 -10 32 14 7 8.87 24 36 12 2.71E-05 8.89E-08 -3.18E-07 DY5 0.00E+00 -7 7-2 31 9 33 RZ5 0.00E+00 38 Node Results JOB COPY * vertical deflections do not take into account any supporting intermediate walls Scaled 2X Deflected Truss Plot Roof Plane MP 3 for Sunergy Client ADAM MCQUISTON JOB COPY FEA Calculation Results for Roof Plane MP 4 for Sunergy Client ADAM MCQUISTON IDSPL - 2D Frame Analysis of a 2D frame subject to distributed loads, point loads and moments Equilibrium check FX FY 1.7E-05 Total applied forces 0.00 836 Total output reactions 0.00 -836 Maximum Deflections Output error -1.07E-14 -1.14E-13 # of segments/beam 1 4.38E-05 -1.04E-04 * 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 -227 60 100 0.00E+00 0.00E+00 1.39E-04 DX1 0.00E+00 -27 1-1 -227 100 60 1 5.03 -144 -831 74 1.52E-05 -1.02E-04 -1.92E-04 DY1 0.00E+00 -365 1-2 -106 62 -1027 2 0.00 -331 -910 41 2.15E-05 -1.04E-04 -2.69E-06 RZ1 1.39E-04 0 2-1 -331 41 -910 2 9.93 1 -1352 -60 5.54E-06 1.17E-05 -6.75E-04 DX2 2.15E-05 0 2-2 203 -122 -2582 3 0.00 -119 -60 0 0.00E+00 0.00E+00 1.39E-04 DY2 1.04E-04 0 3-1 -119 0 -60 3 6.60 -85 -661 0 0.00E+00 -1.07E-20 -1.86E-04 RZ2 -2.69E-06 0 3-2 -33 0 -932 4 0.00 0 0 0 0.00E+00 0.00E+00 0.00E+00 DX3 4.38E-05 0 4-1 0 0 0 4 7.70 0 0 0 0.00E+00 0.00E+00 0.00E+00 DY3 0.00E+00 -255 4-2 0 0 0 5 0.00 110 -139 202 0.00E+00 0.00E+00 0.00E+00 RZ3 0.00E+00 -2499 5-1 110 202 -139 5 2.34 107 116 200 2.15E-05 -1.04E-04 1.56E-05 DX4 0.00E+00 48 5-2 106 199 117 6 0.00 21 -46 4 0.00E+00 0.00E+00 0.00E+00 DY4 0.00E+00 -212 6-1 21 4 -46 6 4.40 21 46 -6 4.38E-05 1.75E-07 3.22E-06 RZ4 0.00E+00 -803 6-2 21 -10 46 7 0.00 -9 10 47 0.00E+00 0.00E+00 0.00E+00 DX5 0.00E+00 -21 7-1 -9 47 10 7 8.87 25 40 28 4.36E-05 8.89E-08 -1.74E-07 DY5 0.00E+00 -4 7-2 32 24 37 RZ5 0.00E+00 46 Node Results JOB COPY * vertical deflections do not take into account any supporting intermediate walls Scaled 2X Deflected Truss Plot Roof Plane MP 4 for Sunergy Client ADAM MCQUISTON JOB COPY