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iRoofTM by Princeton Engineering 009675-0032-1630020861-6932.James Dimos MA binder sCopyright © 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@Princeton-Engineering.com, web-site: www.Princeton-Engineering.com; tel: 908-507-5500 iRoof™ Structural Analysis Software www.princeton-engineering.com/framinganalysis.html STRUCTURAL ANALYSIS for the Vision Solar ROOFTOP PV SOLAR INSTALLATION Project: James Dimos; Location: 140 Fair Street Extension, Northampton, MA 01060 Vision Solar 511 Route 168 - Blackwood, NJ 08021 VS Project 6932 Report Date: 08/26/2021 TectoniCorp, P.C. Princeton Engineering Solar, Structural, Electrical and Site Engineering 35091 Paxson Road - Round Hill, Virginia 20141 tel: 540.313.5317 - fax: 877.455.5641 - www.Princeton-Engineering.com Richard J. Pantel, P.E. MA License No. 49678 Structural PE Project Number: 9675.6932, Rev. 0 Prepared by: Prepared for: 1 of 23 Loading Summary Exposure and Occupancy Categories B II Wind Loading: v 117 mph Northampton, MA - 780 CMR: MA Wind / Snow / Seismic Amendment Values - IBC 2015 qz 20.85 psf pg 40 psf Ground Snow Load pg (ASCE 7-10 Table 7.1, Page 34-35) Total Snow Load ps 25.20 psf 2.3 psf 2.1 psf 4.4 psf mm ft in 1,755 5.76 69.09 1,038 3.41 40.87 1.8 19.61 kg lb 19.50 42.99 Roof Panel (Cladding) Loading Summary Module Loading Summary Upward Upward Upward Downward 1,2e 2n,2r,3e 3r All lb -39 -49 -49 163 Lag Bolt Data Size 5/16x3.00 Pre-drill 0.16" dia Material Stainless Rack Support Lag Bolt Pull-out Calculations in US Douglas-fir Roof Framing 1,2e 2n,2r,3e 3r lb 39 49 49 2 2 2 2.00 2.00 2.00 lb/in 283 283 283 in 0.14 0.18 0.18 in 1.50 1.50 1.50 in 3.00 3.00 3.00 Safety Factor Bolt Pullout Per Module Connection Area (m^2, ft^2) Net total load / support point Roof Zone Pull-out for 5/16 dia bolts Min threaded inches embedment required Min threaded Inches embedment provided Min Lag Bolt length to use Number of Pullout Loads / Support Exposure Category (ASCE 7-10 Table 26.7.3, Page 246) Building Use Occupancy / Risk Category (ASCE 7-10 Table 1.5-1, Page 2) Snow Loading Velocity qz, calculated at height z [ASD] Item Module Data Notes 1 Shingles, Asphalt, 3-Tab (Typical) 0.5" Plywood decking Effective snow load on roof and modules ROOF DEAD LOAD SUMMARY (exclusive of wood framing) Longi Solar: LR4-60HPH-355M Dimensions Length Roof Zone Roof surface Deck Material Total Loading Weight Module Support Point Loads Width Loading Summary R iRoof TM Copyright © 2020 Richard Pantel. All Rights Reserved.2 of 23 Conclusions 7-10 NE 03.jpg Framing Summary Bracket to Roof Framing Lag Bolts US Douglas-fir rafters have a bolt pullout strength of 283 lb / inch of thread using the 5/16" dia. fasteners. In order to maintain at least a 2X Safety Factor for pullout, 1.5 inches of THREAD embedment are required. Use a 3.00" x 5/16" stainless lag bolt, or larger, in order to achieve the above specified embedment into each joist at each rail support point. Predrill with a 0.16" dia pilot hole. Lag bolt/screws of a relatively small, 5/16 Inch diameter by 3 inches long can be embedded In the top 2x4 chord of a simple span member truss, with a required penetration minimum of 1.5" and a maximum of 2.5". References and Codes: 1) ASCE 7-10 Minimum Design Loads for Buildings and Other Structures 2) IBC 2015 including MA wind / snow amendment 3) 780 CMR: MA IBC Wind Amendment for wind and snow loads 4) American Wood Council, NDS 2005,Table 11.2A, 11.3.2A. Google Location Map Princeton Engineering was asked to review the roof of James Dimos, located at 140 Fair Street Extension, Northampton, MA by Vision Solar, to determine its suitability to support a PV solar system installation. The referenced building's roof structure has been field measured by Vision Solar on 08/18/2021. 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 Vision Solar. Loads are calculated to combine the existing building and environmental loads with the proposed new PV array loads. Vision Solar has selected the Ecolibrium Solar ECO-X racking system. The racking support brackets shall be placed as shown on the plans prepared by Vision Solar, dated 08/18/2021, and shall be fastened to the roof deck using lag bolt sizes as indicated in this report. Rack support spacing shall be no more than shown on each calcluation. Note that support points for alternating rows shall share the same rafter. Intermediate rows shall move the support points to laterally the next rafter. Notes: (1) Bolt threads must be embedded in the side grain of a rafter or other structural member integral with the building 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. Based upon the attached calculations, the roofs, as described above, ARE capable of supporting the additional loading for the proposed Vision Solar PV system along with the existing building and environmental loads. Loading Summary R iRoof TM Copyright © 2020 Richard Pantel. All Rights Reserved.3 of 23 5) American Wood Council, Wood Structural Design, 1992, Figure 6. Loading Summary R iRoof TM Copyright © 2020 Richard Pantel. All Rights Reserved.4 of 23 Roof Structural Calculations for PV Solar Installation Array AR-1 Location: MP1 Member:Truss - Total Length 17 ft, Unsupported 17 ft deg.38.00 ft.35.83 ft.17.83 ft.24.000 Roof Wind Zone Width use, a =3.00 ft Wind Velocity Pressure, q z evaluated at the height z q z=20.85 psf Vasd q z=12.61 psf Basic wind pressure V=117 mph Framing Data 2 # Rafters / Rack Support Width 1 4.00 Rack Support Spacing (ft) in 24.00 ft 17.00 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 Data Longi Solar: LR4-60HPH-355M kg lb psf load 19.50 42.99 2.19 0.91 2.0 0.10 20.41 45.0 2.29 psf psf 4.40 * Truss members' self weight added to FEA analysis psf 2.29 Landscape Rack Support Spacing and Loading ft 4.0 ft 3.4 sf 6.8 in 1.0 0.08 ft ft 17.00 ft 17.00 0.83 ft 3.58 ft . Eave Overhang Length past Rafter Plate Maximum member free span Top truss chord span PV Module + Stanchion 4 Stanchions Total Module and Support load Module 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 Coast 0.12% Module Orientation Uphill Distance from Eave to Lowest Support Uphill gap between modules US Douglas-fir Along rafter slope Area / support point Weight Member Total Length Member Properties Name Dead Load Summary Existing Roof Repetitive Member Factor (Cr) # Framing Members / Support Member Total Length Across rafters Array AR-1 iRoof TM Copyright © 2020 Richard Pantel. All Rights Reserved.5 of 23 ASCE 7-10 Chapter 2 Combinations of Loads, Table 2.4, Page 8 (in psf) 1 2 3 All Zones Module Upward Module Upward Module Upward Downward 2.29 2.29 2.29 2.29 25.20 25.20 25.20 25.20 -11.88 -14.40 -14.40 10.98 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: 27.49 27.49 27.49 27.49 187 187 187 187 163 163 163 163 Use this loading combination for UPWARD: -5.75 -7.26 -7.26 1.38 -39 -49 -49 9 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 Point Loading Comment Module Rotated 90 Degrees ft from left lb 1 2.75 163 Y 1 8.51 0 Support placed on adjoining truss Y 2 8.59 0 Support placed on adjoining truss Y 2 14.35 163 Y W = wind load Cr Factored Support point loading Support point loading 3. D + S 7. 0.6D + 0.6W Combination Formulae S = snow load D = dead load of PV Module + Stanchion Support point loading 2.2 SYMBOLS AND NOTATION Zones Array AR-1 iRoof TM Copyright © 2020 Richard Pantel. All Rights Reserved.6 of 23 Truss Data and Loading for MP1 38.00 Length of roof plane 17.00 Top ridge height above floor plane 10.47 Length of floor plane 13.33 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 & snow on exposed areas Truss Graphing Tools Roof slope (degrees) M1 M2 M3 M4 M5 M6 M7 P1 P2 -2 0 2 4 6 8 10 12 0 2 4 6 8 10 12 Array AR-1 iRoof TM Copyright © 2020 Richard Pantel. All Rights Reserved.7 of 23 Roof Structural Calculations for PV Solar Installation Array AR-2 Location: MP2 Member:Truss - Total Length 17.67 ft, Unsupported 17.67 ft deg.38.00 ft.35.83 ft.18.50 ft.24.000 Roof Wind Zone Width use, a =3.00 ft Wind Velocity Pressure, q z evaluated at the height z q z=20.85 psf Vasd q z=12.61 psf Basic wind pressure V=117 mph Framing Data 2 # Rafters / Rack Support Width 1 4.00 Rack Support Spacing (ft) in 24.00 ft 17.67 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 Longi Solar: LR4-60HPH-355M kg lb psf load 19.50 42.99 2.19 0.91 2.0 0.10 20.41 45.0 2.29 psf psf 4.40 * Truss members' self weight added to FEA analysis psf 2.29 Landscape Rack Support Spacing and Loading ft 4.0 ft 3.4 sf 6.8 in 1.0 0.08 ft ft 17.67 ft 17.67 0.83 ft 0.92 ft . Eave Overhang Length past Rafter Plate Uphill Distance from Eave to Lowest Support Member Total Length Maximum member free span Top truss chord span Area / support point Uphill gap between modules PV Module + Stanchion Module Orientation Across rafters Along rafter slope Module 4 Stanchions Total Module and Support load Dead Load Summary Existing Roof Weight Name Repetitive Member Factor (Cr) Rafter / Truss OC Member Total Length Member Properties Wood type US Douglas-fir Wood source, moisture content Coast 0.12% # Framing Members / Support h Height of Building, in feet (meters). Roof Data Ө Angle of plane of roof from horizontal, in degrees L Length of Building, in feet (meters). W Width of Building, in feet (meters). Array AR-2 iRoof TM Copyright © 2020 Richard Pantel. All Rights Reserved.8 of 23 ASCE 7-10 Chapter 2 Combinations of Loads, Table 2.4, Page 8 (in psf) 1 2 3 All Zones Module Upward Module Upward Module Upward Downward 2.29 2.29 2.29 2.29 25.20 25.20 25.20 25.20 -11.88 -14.40 -14.40 10.98 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: 27.49 27.49 27.49 27.49 187 187 187 187 163 163 163 163 Use this loading combination for UPWARD: -5.75 -7.26 -7.26 1.38 -39 -49 -49 9 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 Point Loading Comment Module Rotated 90 Degrees ft from left lb 1 0.09 163 Y 1 5.85 0 Support placed on adjoining truss Y 2 5.93 0 Support placed on adjoining truss Y 2 11.69 163 Y 3 11.77 163 Y 3 17.53 0 Support placed on adjoining truss Y Combination Formulae 3. D + S Support point loading Cr Factored Support point loading 7. 0.6D + 0.6W Support point loading S = snow load W = wind load Zones 2.2 SYMBOLS AND NOTATION D = dead load of PV Module + Stanchion Array AR-2 iRoof TM Copyright © 2020 Richard Pantel. All Rights Reserved.9 of 23 Truss Data and Loading for MP2 38.00 Length of roof plane 17.67 Top ridge height above floor plane 10.87 Length of floor plane 14.00 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 & snow on exposed areas Truss Graphing Tools Roof slope (degrees) M1 M2 M3 M4 M5 M6 M7 P1 P2 P3 -2 0 2 4 6 8 10 12 0 2 4 6 8 10 12 14 Array AR-2 iRoof TM Copyright © 2020 Richard Pantel. All Rights Reserved.10 of 23 Roof Structural Calculations for PV Solar Installation Array AR-3 Location: MP3 Member:Truss - Total Length 19 ft, Unsupported 19 ft deg.37.00 ft.20.33 ft.19.75 ft.12.000 Roof Wind Zone Width use, a =3.00 ft Wind Velocity Pressure, q z evaluated at the height z q z=20.85 psf Vasd q z=12.61 psf Basic wind pressure V=117 mph Framing Data 2 # Rafters / Rack Support Width 1 4.00 Rack Support Spacing (ft) in 24.00 ft 19.00 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 Longi Solar: LR4-60HPH-355M kg lb psf load 19.50 42.99 2.19 0.91 2.0 0.10 20.41 45.0 2.29 psf psf 4.40 * Truss members' self weight added to FEA analysis psf 2.29 Landscape Rack Support Spacing and Loading ft 4.0 ft 3.4 sf 6.8 in 1.0 0.08 ft ft 19.00 ft 19.00 0.83 ft 0.92 ft . Eave Overhang Length past Rafter Plate Uphill Distance from Eave to Lowest Support Member Total Length Maximum member free span Top truss chord span Area / support point Uphill gap between modules PV Module + Stanchion Module Orientation Across rafters Along rafter slope Module 4 Stanchions Total Module and Support load Dead Load Summary Existing Roof Weight Name Repetitive Member Factor (Cr) Rafter / Truss OC Member Total Length Member Properties Wood type US Douglas-fir Wood source, moisture content Coast 0.12% # Framing Members / Support h Height of Building, in feet (meters). Roof Data Ө Angle of plane of roof from horizontal, in degrees L Length of Building, in feet (meters). W Width of Building, in feet (meters). Array AR-3 iRoof TM Copyright © 2020 Richard Pantel. All Rights Reserved.11 of 23 ASCE 7-10 Chapter 2 Combinations of Loads, Table 2.4, Page 8 (in psf) 1 2 3 All Zones Module Upward Module Upward Module Upward Downward 2.29 2.29 2.29 2.29 25.20 25.20 25.20 25.20 -11.88 -14.40 -14.40 10.98 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: 27.49 27.49 27.49 27.49 187 187 187 187 163 163 163 163 Use this loading combination for UPWARD: -5.75 -7.26 -7.26 1.38 -39 -49 -49 9 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 Point Loading Comment Module Rotated 90 Degrees ft from left lb 1 0.09 163 Y 1 5.85 0 Support placed on adjoining truss Y 2 5.93 0 Support placed on adjoining truss Y 2 11.69 163 Y 3 11.77 163 Y 3 17.53 0 Support placed on adjoining truss Y Combination Formulae 3. D + S Support point loading Cr Factored Support point loading 7. 0.6D + 0.6W Support point loading S = snow load W = wind load Zones 2.2 SYMBOLS AND NOTATION D = dead load of PV Module + Stanchion Array AR-3 iRoof TM Copyright © 2020 Richard Pantel. All Rights Reserved.12 of 23 Truss Data and Loading for MP3 37.00 Length of roof plane 19.00 Top ridge height above floor plane 11.43 Length of floor plane 15.33 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 & snow on exposed areas Truss Graphing Tools Roof slope (degrees) M1 M2 M3 M4 M5 M6 M7 P1 P2 P3 -2 0 2 4 6 8 10 12 14 0 2 4 6 8 10 12 14 Array AR-3 iRoof TM Copyright © 2020 Richard Pantel. All Rights Reserved.13 of 23 Roof Structural Calculations for PV Solar Installation Array AR-4 Location: MP4 Member:Truss - Total Length 18.17 ft, Unsupported 18.17 ft deg.37.00 ft.20.33 ft.18.92 ft.12.000 Roof Wind Zone Width use, a =3.00 ft Wind Velocity Pressure, q z evaluated at the height z q z=20.85 psf Vasd q z=12.61 psf Basic wind pressure V=117 mph Framing Data 2 # Rafters / Rack Support Width 1 4.00 Rack Support Spacing (ft) in 24.00 ft 18.17 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 Data Longi Solar: LR4-60HPH-355M kg lb psf load 19.50 42.99 2.19 0.91 2.0 0.10 20.41 45.0 2.29 psf psf 4.40 * Truss members' self weight added to FEA analysis psf 2.29 Landscape Rack Support Spacing and Loading ft 4.0 ft 3.4 sf 6.8 in 1.0 0.08 ft ft 18.17 ft 18.17 0.83 ft 3.17 ft . Eave Overhang Length past Rafter Plate Uphill Distance from Eave to Lowest Support Member Total Length Maximum member free span Top truss chord span Area / support point Uphill gap between modules PV Module + Stanchion Module Orientation Across rafters Along rafter slope Module 4 Stanchions Total Module and Support load Dead Load Summary Existing Roof Weight Name Repetitive Member Factor (Cr) Rafter / Truss OC Member Total Length Member Properties Wood type US Douglas-fir Wood source, moisture content Coast 0.12% # Framing Members / Support h Height of Building, in feet (meters). Roof Data Ө Angle of plane of roof from horizontal, in degrees L Length of Building, in feet (meters). W Width of Building, in feet (meters). Array AR-4 iRoof TM Copyright © 2020 Richard Pantel. All Rights Reserved.14 of 23 ASCE 7-10 Chapter 2 Combinations of Loads, Table 2.4, Page 8 (in psf) 1 2 3 All Zones Module Upward Module Upward Module Upward Downward 2.29 2.29 2.29 2.29 25.20 25.20 25.20 25.20 -11.88 -14.40 -14.40 10.98 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: 27.49 27.49 27.49 27.49 187 187 187 187 163 163 163 163 Use this loading combination for UPWARD: -5.75 -7.26 -7.26 1.38 -39 -49 -49 9 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 Point Loading Comment Module Rotated 90 Degrees ft from left lb 1 2.34 163 Y 1 8.10 0 Support placed on adjoining truss Y 2 8.18 0 Support placed on adjoining truss Y 2 13.94 163 Y Combination Formulae 3. D + S Support point loading Cr Factored Support point loading 7. 0.6D + 0.6W Support point loading S = snow load W = wind load Zones 2.2 SYMBOLS AND NOTATION D = dead load of PV Module + Stanchion Array AR-4 iRoof TM Copyright © 2020 Richard Pantel. All Rights Reserved.15 of 23 Truss Data and Loading for MP4 37.00 Length of roof plane 18.17 Top ridge height above floor plane 10.93 Length of floor plane 14.50 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 & snow on exposed areas Truss Graphing Tools Roof slope (degrees) M1 M2 M3 M4 M5 M6 M7 P1 P2 -2 0 2 4 6 8 10 12 0 2 4 6 8 10 12 14 Array AR-4 iRoof TM Copyright © 2020 Richard Pantel. All Rights Reserved.16 of 23 Roof Structural Calculations for PV Solar Installation Array AR-5 Location: MP5 Member:Truss - Total Length 15.5 ft, Unsupported 15.5 ft deg.21.00 ft.40.42 ft.16.33 ft.12.000 Roof Wind Zone Width use, a =3.00 ft Wind Velocity Pressure, q z evaluated at the height z q z=20.85 psf Vasd q z=12.61 psf Basic wind pressure V=117 mph Framing Data 2 # Rafters / Rack Support Width 1 4.00 Rack Support Spacing (ft) in 24.00 ft 15.50 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 Data Longi Solar: LR4-60HPH-355M kg lb psf load 19.50 42.99 2.19 0.91 2.0 0.10 20.41 45.0 2.29 psf psf 4.40 * Truss members' self weight added to FEA analysis psf 2.29 Landscape Rack Support Spacing and Loading ft 4.0 ft 3.4 sf 6.8 in 1.0 0.08 ft ft 15.50 ft 15.50 0.83 ft 2.58 ft . Eave Overhang Length past Rafter Plate Uphill Distance from Eave to Lowest Support Member Total Length Maximum member free span Top truss chord span Area / support point Uphill gap between modules PV Module + Stanchion Module Orientation Across rafters Along rafter slope Module 4 Stanchions Total Module and Support load Dead Load Summary Existing Roof Weight Name Repetitive Member Factor (Cr) Rafter / Truss OC Member Total Length Member Properties Wood type US Douglas-fir Wood source, moisture content Coast 0.12% # Framing Members / Support h Height of Building, in feet (meters). Roof Data Ө Angle of plane of roof from horizontal, in degrees L Length of Building, in feet (meters). W Width of Building, in feet (meters). Array AR-5 iRoof TM Copyright © 2020 Richard Pantel. All Rights Reserved.17 of 23 ASCE 7-10 Chapter 2 Combinations of Loads, Table 2.4, Page 8 (in psf) 1 2 3 All Zones Module Upward Module Upward Module Upward Downward 2.29 2.29 2.29 2.29 25.20 25.20 25.20 25.20 -10.98 -19.60 -30.58 5.57 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: 27.49 27.49 27.49 27.49 187 187 187 187 163 163 163 163 Use this loading combination for UPWARD: -5.21 -10.38 -16.97 1.38 -36 -71 -116 9 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 Point Loading Comment Module Rotated 90 Degrees ft from left lb 1 1.75 163 Y 1 7.51 0 Support placed on adjoining truss Y 2 7.59 0 Support placed on adjoining truss Y 2 13.35 163 Y Combination Formulae 3. D + S Support point loading Cr Factored Support point loading 7. 0.6D + 0.6W Support point loading S = snow load W = wind load Zones 2.2 SYMBOLS AND NOTATION D = dead load of PV Module + Stanchion Array AR-5 iRoof TM Copyright © 2020 Richard Pantel. All Rights Reserved.18 of 23 Truss Data and Loading for MP5 21.00 Length of roof plane 15.50 Top ridge height above floor plane 5.55 Length of floor plane 14.50 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 & snow 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 8 0 2 4 6 8 10 12 14 Array AR-5 iRoof TM Copyright © 2020 Richard Pantel. All Rights Reserved.19 of 23 Roof Structural Calculations for PV Solar Installation Array AR-6 Location: MP6 Member:Truss - Total Length 15.5 ft, Unsupported 15.5 ft deg.21.00 ft.40.42 ft.16.33 ft.12.000 Roof Wind Zone Width use, a =3.00 ft Wind Velocity Pressure, q z evaluated at the height z q z=20.85 psf Vasd q z=12.61 psf Basic wind pressure V=117 mph Framing Data 2 # Rafters / Rack Support Width 1 4.00 Rack Support Spacing (ft) in 24.00 ft 15.50 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 Data Longi Solar: LR4-60HPH-355M kg lb psf load 19.50 42.99 2.19 0.91 2.0 0.10 20.41 45.0 2.29 psf psf 4.40 * Truss members' self weight added to FEA analysis psf 2.29 Landscape Rack Support Spacing and Loading ft 4.0 ft 3.4 sf 6.8 in 1.0 0.08 ft ft 15.50 ft 15.50 0.83 ft 2.58 ft . Eave Overhang Length past Rafter Plate Uphill Distance from Eave to Lowest Support Member Total Length Maximum member free span Top truss chord span Area / support point Uphill gap between modules PV Module + Stanchion Module Orientation Across rafters Along rafter slope Module 4 Stanchions Total Module and Support load Dead Load Summary Existing Roof Weight Name Repetitive Member Factor (Cr) Rafter / Truss OC Member Total Length Member Properties Wood type US Douglas-fir Wood source, moisture content Coast 0.12% # Framing Members / Support h Height of Building, in feet (meters). Roof Data Ө Angle of plane of roof from horizontal, in degrees L Length of Building, in feet (meters). W Width of Building, in feet (meters). Array AR-6 iRoof TM Copyright © 2020 Richard Pantel. All Rights Reserved.20 of 23 ASCE 7-10 Chapter 2 Combinations of Loads, Table 2.4, Page 8 (in psf) 1 2 3 All Zones Module Upward Module Upward Module Upward Downward 2.29 2.29 2.29 2.29 25.20 25.20 25.20 25.20 -10.98 -19.60 -30.58 5.57 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: 27.49 27.49 27.49 27.49 187 187 187 187 163 163 163 163 Use this loading combination for UPWARD: -5.21 -10.38 -16.97 1.38 -36 -71 -116 9 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 Point Loading Comment Module Rotated 90 Degrees ft from left lb 1 1.75 163 Y 1 7.51 0 Support placed on adjoining truss Y 2 7.59 0 Support placed on adjoining truss Y 2 13.35 163 Y Combination Formulae 3. D + S Support point loading Cr Factored Support point loading 7. 0.6D + 0.6W Support point loading S = snow load W = wind load Zones 2.2 SYMBOLS AND NOTATION D = dead load of PV Module + Stanchion Array AR-6 iRoof TM Copyright © 2020 Richard Pantel. All Rights Reserved.21 of 23 Truss Data and Loading for MP6 21.00 Length of roof plane 15.50 Top ridge height above floor plane 5.55 Length of floor plane 14.50 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 & snow 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 8 0 2 4 6 8 10 12 14 Array AR-6 iRoof TM Copyright © 2020 Richard Pantel. All Rights Reserved.22 of 23 Snow Loading Analysis where: Fully Exposed Exposure category Ce =0.9 Exposure Factor, Ce (ASCE 7-10 Table 7-2, Page 30) Ct =1.0 Thermal Factor, Ct (ASCE 7-10 Table 7-3, Page 30) Is =1.0 Snow Importance Factor, Is (ASCE 7-10 Table 1.5-2, Page 5) pg =40 Ground Snow Load pg (ASCE 7-10 Table 7.1, Page 34-35) pf =0.7CeCtIspg Flat Roof Snow Load, pf (ASCE 7-10 Table 7-2, Page 30) pf =25.2 but where Pf is not less than either of the following: Minimum Snow Load pm (ASCE 7-10 Table 7.3.4, Page 29) pm =40 When Pg <=20 psf, then use Pf = Pg x Is OR pm =20 When Pg > 20 psf, then use Pf = 20 psf x Is <== Use this value pf =25.2 Resultant Snow pressure in psf to be used with Roof slope factor below ps =Cspf Sloped Roof Snow Load ps (ASCE 7-10 Table 7.4, Page 31) 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 7-10 Table 7-2a, Page 36) Total Snow Load ps =25.20 psf Roof snow load Snow Loading iRoof TM Copyright © 2020 Richard Pantel. All Rights Reserved.23 of 23 FEA Calculation Results for Roof Plane MP1 for Vision Solar Client James Dimos 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 1637 Total output reactions 0.00 -1637 Maximum Deflections Output error 4.55E-13 -4.55E-13 # of segments/beam 1 1.42E-02 -6.14E-03 * 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 -37 869 2641 0.00E+00 0.00E+00 3.59E-04 DX1 0.00E+00 -2064 1-1 -37 2641 869 1 8.48 132 1537 2510 -1.84E-03 -6.13E-03 1.23E-03 DY1 0.00E+00 -1622 1-2 186 2468 1247 2 0.00 -13944 12469 9671 -1.82E-03 -6.14E-03 1.43E-03 RZ1 3.59E-04 0 2-1 -13944 9671 12469 2 8.54 -13449 -96053 9280 1.35E-02 5.16E-04 -5.40E-02 DX2 -1.82E-03 0 2-2 -13054 8968 -105935 3 0.00 27 -869 0 0.00E+00 0.00E+00 3.59E-04 DY2 6.14E-03 0 3-1 27 0 -869 3 6.70 61 -498 0 0.00E+00 -7.84E-21 -1.63E-04 RZ2 1.43E-03 0 3-2 115 0 -785 4 0.00 0 0 0 0.00E+00 0.00E+00 0.00E+00 DX3 1.42E-02 0 4-1 0 0 0 4 6.70 0 0 0 0.00E+00 0.00E+00 0.00E+00 DY3 0.00E+00 15755 4-2 0 0 0 5 0.00 670 895 11107 0.00E+00 0.00E+00 0.00E+00 RZ3 0.00E+00 -100339 5-1 670 11107 895 5 5.20 670 4377 11093 -1.82E-03 -6.14E-03 1.38E-03 DX4 0.00E+00 -670 5-2 670 11088 4377 6 0.00 1066 -5596 20 0.00E+00 0.00E+00 0.00E+00 DY4 0.00E+00 -11222 6-1 1066 20 -5596 6 10.50 1066 5596 -36 1.42E-02 6.47E-07 1.64E-04 RZ4 0.00E+00 -1680 6-2 1066 -47 5596 7 0.00 1248 -3648 5777 0.00E+00 0.00E+00 0.00E+00 DX5 0.00E+00 2733 7-1 1248 5777 -3648 7 8.48 1219 6841 5755 -1.82E-03 -6.14E-03 1.56E-03 DY5 0.00E+00 -4548 7-2 1212 5750 6845 RZ5 0.00E+00 9244 Node Results * vertical deflections do not take into account any supporting intermediate walls Scaled 2X Deflected Truss Plot Roof Plane MP1 for Vision Solar Client James Dimos FEA Calculation Results for Roof Plane MP2 for Vision Solar Client James Dimos 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 2016 Total output reactions 0.00 -2016 Maximum Deflections Output error 5.68E-13 2.50E-12 # of segments/beam 1 6.07E-03 -1.49E-03 * 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 -1812 2171 3664 0.00E+00 0.00E+00 7.10E-04 DX1 0.00E+00 -1794 1-1 -1812 3664 2171 1 8.84 -1641 -12457 3531 3.07E-03 -1.48E-03 -4.17E-03 DY1 0.00E+00 -3409 1-2 -1583 3487 -12760 2 0.00 -3098 -37933 1938 3.09E-03 -1.49E-03 -3.92E-03 RZ1 7.10E-04 0 2-1 -3098 1938 -37933 2 8.82 -2366 -49612 1354 5.36E-03 5.66E-04 -4.97E-02 DX2 3.09E-03 0 2-2 -1931 1008 -60326 3 0.00 264 -2171 0 0.00E+00 0.00E+00 7.10E-04 DY2 1.49E-03 0 3-1 264 0 -2171 3 7.00 301 -112 0 0.00E+00 -2.12E-22 -1.08E-04 RZ2 -3.92E-03 0 3-2 358 0 -413 4 0.00 0 0 0 0.00E+00 0.00E+00 0.00E+00 DX3 6.07E-03 0 4-1 0 0 0 4 6.90 0 0 0 0.00E+00 0.00E+00 0.00E+00 DY3 0.00E+00 2088 4-2 0 0 0 5 0.00 -2471 -292 2601 0.00E+00 0.00E+00 0.00E+00 RZ3 0.00E+00 -58062 5-1 -2471 2601 -292 5 5.40 -2471 -13635 2586 3.09E-03 -1.49E-03 -3.90E-03 DX4 0.00E+00 2471 5-2 -2471 2581 -13635 6 0.00 415 -2264 21 0.00E+00 0.00E+00 0.00E+00 DY4 0.00E+00 -2959 6-1 415 21 -2264 6 10.90 415 2264 -39 6.07E-03 6.72E-07 6.40E-05 RZ4 0.00E+00 -120 6-2 415 -50 2264 7 0.00 -1639 2915 -1615 0.00E+00 0.00E+00 0.00E+00 DX5 0.00E+00 -677 7-1 -1639 -1615 2915 7 8.76 -1669 -11542 -1638 3.09E-03 -1.49E-03 -4.02E-03 DY5 0.00E+00 2264 7-2 -1676 -1644 -11538 RZ5 0.00E+00 -651 Node Results * vertical deflections do not take into account any supporting intermediate walls Scaled 2X Deflected Truss Plot Roof Plane MP2 for Vision Solar Client James Dimos FEA Calculation Results for Roof Plane MP3 for Vision Solar Client James Dimos 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 2073 Total output reactions 0.00 -2073 Maximum Deflections Output error 1.59E-12 4.55E-13 # of segments/beam 1 9.58E-03 -3.73E-03 * 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 -994 1577 3118 0.00E+00 0.00E+00 5.70E-04 DX1 0.00E+00 -1898 1-1 -994 3118 1577 1 9.50 -815 -6326 2984 1.00E-03 -3.72E-03 -1.90E-03 DY1 0.00E+00 -2517 1-2 -753 2937 -6656 2 0.00 -7527 -16312 4914 1.02E-03 -3.73E-03 -1.67E-03 RZ1 5.70E-04 0 2-1 -7527 4914 -16312 2 9.50 -6783 -71811 4356 8.85E-03 5.53E-04 -5.43E-02 DX2 1.02E-03 0 2-2 -6317 4007 -83358 3 0.00 150 -1577 0 0.00E+00 0.00E+00 5.70E-04 DY2 3.73E-03 0 3-1 150 0 -1577 3 7.60 192 -191 0 0.00E+00 4.70E-21 -1.43E-04 RZ2 -1.67E-03 0 3-2 254 0 -518 4 0.00 0 0 0 0.00E+00 0.00E+00 0.00E+00 DX3 9.58E-03 0 4-1 0 0 0 4 7.60 0 0 0 0.00E+00 0.00E+00 0.00E+00 DY3 0.00E+00 7404 4-2 0 0 0 5 0.00 -1108 352 6157 0.00E+00 0.00E+00 0.00E+00 RZ3 0.00E+00 -80024 5-1 -1108 6157 352 5 5.70 -1108 -5965 6140 1.02E-03 -3.73E-03 -1.69E-03 DX4 0.00E+00 1108 5-2 -1108 6135 -5965 6 0.00 585 -3334 23 0.00E+00 0.00E+00 0.00E+00 DY4 0.00E+00 -6411 6-1 585 23 -3334 6 11.40 585 3334 -42 9.58E-03 7.04E-07 9.02E-05 RZ4 0.00E+00 -870 6-2 585 -54 3334 7 0.00 -404 271 1416 0.00E+00 0.00E+00 0.00E+00 DX5 0.00E+00 790 7-1 -404 1416 271 7 9.50 -440 -3695 1388 1.02E-03 -3.73E-03 -1.68E-03 DY5 0.00E+00 -550 7-2 -448 1382 -3691 RZ5 0.00E+00 3063 Node Results * vertical deflections do not take into account any supporting intermediate walls Scaled 2X Deflected Truss Plot Roof Plane MP3 for Vision Solar Client James Dimos FEA Calculation Results for Roof Plane MP4 for Vision Solar Client James Dimos 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 1659 Total output reactions 0.00 -1659 Maximum Deflections Output error 1.82E-12 2.27E-12 # of segments/beam 1 1.75E-02 -8.75E-03 * 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 0.00 815 -71 2026 0.00E+00 0.00E+00 1.13E-04 DX1 0.00E+00 -2108 1-1 815 2026 -71 1 9.14 991 8555 1893 -4.23E-03 -8.73E-03 3.99E-03 DY1 0.00E+00 -705 1-2 1051 1848 8239 2 0.00 -18815 37614 12614 -4.21E-03 -8.75E-03 4.16E-03 RZ1 1.13E-04 0 2-1 -18815 12614 37614 2 9.00 -18334 -121707 12253 1.68E-02 5.03E-04 -5.87E-02 DX2 -4.21E-03 0 2-2 -17918 11941 -132214 3 0.00 -137 71 0 0.00E+00 0.00E+00 1.13E-04 DY2 8.75E-03 0 3-1 -137 0 71 3 7.30 -97 -701 0 0.00E+00 4.46E-20 -2.08E-04 RZ2 4.16E-03 0 3-2 -38 0 -1015 4 0.00 0 0 0 0.00E+00 0.00E+00 0.00E+00 DX3 1.75E-02 0 4-1 0 0 0 4 7.20 0 0 0 0.00E+00 0.00E+00 0.00E+00 DY3 0.00E+00 21449 4-2 0 0 0 5 0.00 2305 925 14956 0.00E+00 0.00E+00 0.00E+00 RZ3 0.00E+00 -125687 5-1 2305 14956 925 5 5.50 2305 13603 14941 -4.21E-03 -8.75E-03 4.11E-03 DX4 0.00E+00 -2305 5-2 2305 14935 13603 6 0.00 1198 -6528 21 0.00E+00 0.00E+00 0.00E+00 DY4 0.00E+00 -14918 6-1 1198 21 -6528 6 10.90 1198 6528 -39 1.75E-02 6.72E-07 1.85E-04 RZ4 0.00E+00 -1940 6-2 1198 -50 6528 7 0.00 2525 -6998 8990 0.00E+00 0.00E+00 0.00E+00 DX5 0.00E+00 4413 7-1 2525 8990 -6998 7 9.06 2492 15769 8965 -4.21E-03 -8.75E-03 4.40E-03 DY5 0.00E+00 -7485 7-2 2485 8959 15773 RZ5 0.00E+00 13526 Node Results * vertical deflections do not take into account any supporting intermediate walls Scaled 2X Deflected Truss Plot Roof Plane MP4 for Vision Solar Client James Dimos FEA Calculation Results for Roof Plane MP5 for Vision Solar Client James Dimos 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 1493 Total output reactions 0.00 -1493 Maximum Deflections Output error -4.55E-13 -3.87E-12 # of segments/beam 1 5.31E-03 -4.86E-03 * 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 17 760 759 0.00E+00 0.00E+00 3.38E-04 DX1 0.00E+00 -714 1-1 17 759 760 1 7.73 209 2035 684 -1.27E-03 -4.86E-03 1.28E-03 DY1 0.00E+00 -250 1-2 268 662 1725 2 0.00 -18421 16005 5317 -1.26E-03 -4.86E-03 1.50E-03 RZ1 3.38E-04 0 2-1 -18421 5317 16005 2 7.82 -17865 -116421 5104 4.90E-03 1.58E-04 -6.26E-02 DX2 -1.26E-03 0 2-2 -17434 4939 -127203 3 0.00 9 -760 0 0.00E+00 0.00E+00 3.38E-04 DY2 4.86E-03 0 3-1 9 0 -760 3 7.30 49 -464 0 0.00E+00 -2.22E-20 -1.73E-04 RZ2 1.50E-03 0 3-2 108 0 -777 4 0.00 0 0 0 0.00E+00 0.00E+00 0.00E+00 DX3 5.31E-03 0 4-1 0 0 0 4 7.20 0 0 0 0.00E+00 0.00E+00 0.00E+00 DY3 0.00E+00 18030 4-2 0 0 0 5 0.00 970 3792 16450 0.00E+00 0.00E+00 0.00E+00 RZ3 0.00E+00 -122633 5-1 970 16450 3792 5 2.80 970 6511 16445 -1.26E-03 -4.86E-03 1.09E-03 DX4 0.00E+00 -383 5-2 970 16443 6511 6 0.00 1632 -4570 6 0.00E+00 0.00E+00 0.00E+00 DY4 0.00E+00 -16582 6-1 1632 6 -4570 6 5.60 1632 4570 -10 5.31E-03 3.39E-07 2.52E-04 RZ4 0.00E+00 -4570 6-2 1632 -16 4570 7 0.00 1530 -4109 3509 0.00E+00 0.00E+00 0.00E+00 DX5 0.00E+00 1096 7-1 1530 3509 -4109 7 7.82 1501 7765 3498 -1.26E-03 -4.86E-03 1.67E-03 DY5 0.00E+00 -2691 7-2 1493 3495 7769 RZ5 0.00E+00 8680 Node Results * vertical deflections do not take into account any supporting intermediate walls Scaled 2X Deflected Truss Plot Roof Plane MP5 for Vision Solar Client James Dimos FEA Calculation Results for Roof Plane MP6 for Vision Solar Client James Dimos 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 1493 Total output reactions 0.00 -1493 Maximum Deflections Output error -4.55E-13 -3.87E-12 # of segments/beam 1 5.31E-03 -4.86E-03 * 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 17 760 759 0.00E+00 0.00E+00 3.38E-04 DX1 0.00E+00 -714 1-1 17 759 760 1 7.73 209 2035 684 -1.27E-03 -4.86E-03 1.28E-03 DY1 0.00E+00 -250 1-2 268 662 1725 2 0.00 -18421 16005 5317 -1.26E-03 -4.86E-03 1.50E-03 RZ1 3.38E-04 0 2-1 -18421 5317 16005 2 7.82 -17865 -116421 5104 4.90E-03 1.58E-04 -6.26E-02 DX2 -1.26E-03 0 2-2 -17434 4939 -127203 3 0.00 9 -760 0 0.00E+00 0.00E+00 3.38E-04 DY2 4.86E-03 0 3-1 9 0 -760 3 7.30 49 -464 0 0.00E+00 -2.22E-20 -1.73E-04 RZ2 1.50E-03 0 3-2 108 0 -777 4 0.00 0 0 0 0.00E+00 0.00E+00 0.00E+00 DX3 5.31E-03 0 4-1 0 0 0 4 7.20 0 0 0 0.00E+00 0.00E+00 0.00E+00 DY3 0.00E+00 18030 4-2 0 0 0 5 0.00 970 3792 16450 0.00E+00 0.00E+00 0.00E+00 RZ3 0.00E+00 -122633 5-1 970 16450 3792 5 2.80 970 6511 16445 -1.26E-03 -4.86E-03 1.09E-03 DX4 0.00E+00 -383 5-2 970 16443 6511 6 0.00 1632 -4570 6 0.00E+00 0.00E+00 0.00E+00 DY4 0.00E+00 -16582 6-1 1632 6 -4570 6 5.60 1632 4570 -10 5.31E-03 3.39E-07 2.52E-04 RZ4 0.00E+00 -4570 6-2 1632 -16 4570 7 0.00 1530 -4109 3509 0.00E+00 0.00E+00 0.00E+00 DX5 0.00E+00 1096 7-1 1530 3509 -4109 7 7.82 1501 7765 3498 -1.26E-03 -4.86E-03 1.67E-03 DY5 0.00E+00 -2691 7-2 1493 3495 7769 RZ5 0.00E+00 8680 Node Results * vertical deflections do not take into account any supporting intermediate walls Scaled 2X Deflected Truss Plot Roof Plane MP6 for Vision Solar Client James Dimos