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Structural - Joseph Sharp - MA
RE:Structural Certification Letter Project Address:Joseph Sharp 56 Olive St Northampton, MA 01060 Design Codes:2015 International Building Code 2015 International Residential Code & 2015 International Existing Building Code ASCE 7-16 Minimum Design Loads for Associated Criteria for Buildings and Other Structures 2018 NDS - National Design Specification for Wood Construction Site Criteria:Risk Category II Exposure Category B Wind Speed 117 MPH Ground Snow Load 40 PSF To Whom It May Concern, MP1 MP2 MP3 Collar Ties Not Req'd Collar Ties Sincerely, Taqi Khawaja, PE Structural Engineering Manager MA PE #:56572 Digitally Signed by Taqi Khawaja Expiration Date: 06/30/24 Dated: 8/2/2023 Limits of Scope of Work and Liability The calculations produced are only for the roof framing supporting the proposed PV installation referenced in the stamped planset and were completed according to generally recognized structural analysis standards and procedures, professional engineering and design experience, opinions and judgements. This certification assumes that the existing structure is in overall good structural condition and originally constructed in accordance with all applicable codes and standards. All existing connections and structural members visible and not visible are assumed to be in good condition. Existing deficiencies which are unknown or were not observable during time of inspection are not included in this scope of work. It is assumed that the existing structure is free of construction flaws and defects. Vision Solar, LLC did not inspect the structure for wood damaging insects. This evaluation is not a home inspection. Where possible Framing sizes, spacings, and spans noted in this document and in the stamped plans were obtained through visual inspection. If no access to the attic was available, then the framing size, spacings, and span was assumed. Prior to commencement of work, the contractor shall verify the framing sizes, spacings, and spans noted in the stamped plans, calculations, and cert letter (where applicable) and notify the Engineer of Record of any discrepancies prior to starting construction. Contractor shall also verify that there is no damaged framing that was not addressed in stamped plans, calculations, and cert letter (where applicable) and notify the Engineer of Record of any concerns prior to starting construction. This documentation is null and void if any descrepancy between the assumptions made herein and field conditions are found. All PV modules, racking, and mounting equipment shall be designed and installed per manufacturer's approved installation specifications. If the Engineers calculations exceed the limitation of the PV Modules, racking and mounting equipment provided in manufacturers documentation, then the manufacturers documentation shall supersede this document. 8/2/2023 For the project reference above, Vision Solar, LLC has performed an onsite visual inspection of the existing framing systems. All structural evaluation is based off the onsite visual inspection completed by Vision Solar, LLC. The existing roof structure has been reviewed for the additional loading due to the installation of PV Solar system. This structural review only applies to the sections of the roof which are directly supporting the PV Solar system. Based on this evaluation, all connections of the PV Solar system to the existing roof have been determined to have adequate structural capacity to support the PV Solar System. Additionally, the existing roof has been determined to have adequate structural capacity to support the installation of the PV Solar System, with the mounting planes requiring upgrades as stated below: Vision Solar, LLC 501 East Black Horse Pike Blackwood, NJ 08012 (877) 777-6527 Roof 1 August 02, 2023 Analysis By: TK Page | 2 I.MP1 Properties Design Method ASD Roof Type Structural Capacity Pass Roof Construction Composition Shingle 1 Layers Sheathing Type Solid Vaulted No Roof Pitch 33 deg Array Pitch 33 deg Mean Roof Height 30 ft Parapet Height 0 Normal Wind Depth, B (ft) 50 PV Attachment Type Ecofasten Rockit PV Attachment Spacing (in) 52 in Framing Type Rafter Framing Size 2x6 Rafter Upgrade Collar Ties Framing Spacing (C-C) (inch) 26 in II.Beam Section Properties Wood Species Spruce Pine Fir Classification No. 2 Beam Type Sawn Lumber Beam Depth 5.50 in Beam Width 1.50 in Total Beam Length (ft) 12.75 ft Maximum Unsupport Length 6.13 ft Number of Supports 0 Overhang Length (ft) 0.5 ft PV Start Distance from Ridge 3 ft PV End Distance from Ridge 12.25 ft Modulus of Elasticity E 1,400,000.00 psi Adjusted Modulus of Elasticity E' 1,197,000.00 psi Bending Stress Fb 875.00 ksi Adjusted Bending Stress Fb' 1,203.48 ksi Shear Parallel to Grain Fv 135.00 ksi Adjusted Shear Parallel to Grain, Fv' 104.76 ksi Compression Perpendicular to Grain Fc⊥425.00 ksi Adjusted Compression Perp. To Grain Fc⊥' 284.75 ksi Compression Parallel to Grain Fc 1,150.00 ksi Adjusted Compression Parallel to Grain Fc' 1,012.00 ksi Section Modulus S 7.56 in3 Moment of Inertia I 20.80 in4 Vision Solar, LLC 501 East Black Horse Pike Blackwood, NJ 08012 (877) 777-6527 Roof 1 August 02, 2023 Analysis By: TK Page | 3 III.Load Calculation Dead Loads Roof Dead Load 7.91 psf PV Dead Load (+10% Hardware) 2.30 psf Total Dead Load 10.22 psf Max DL Moment 157.11 lb-ft Max Shear 69.74 lbs Max Axial 443.28 lbs Total Dead Load Deflection 0.02 in Live Loads Roof Live Load 20.00 psf R1 1.00 R2 0.81 Reduced Live Load 16.21 psf Force (lbs)Moment (lb-ft) Normal Roof Live Load at Ridge 88.35 132.53 Normal Roof Live Load at Eave 0.00 0.00 Normal Roof Live Load at Overhang 14.73 184.06 Axial Roof Live Load 57.38 lbs Axial Roof Live Load at Overhang 9.56 lbs Reaction at Wall 25.84 lbs Reaction at Ridge 77.23 lbs Max Lr Moment 0.00 lb-ft Maximum Shear 0.00 lbs Live Load Deflection 0.00 in Snow Loads Ground Snow Load, pg 40.00 psf Flat Roof Snow Load, pf 30.80 psf Sloped Roof Factor, Cs1 0.94 Sloped Roof Snow Load, ps1 28.88 psf Sloped PV Roof Factor, Cs2 0.62 Sloped Roof PV Snow Load, ps2 18.99 psf Max SL Moment 459.41 lbs Maximum Shear 239.35 lbs Axial Load 400.31 lbs Snow Load Deflection -0.61 in Wind Load Positive Pressure Wind Length Wind Load (PSF) Zone 1 (γe = 1, γa= 0.5) 6.75 16.00 Zone 2e (γe = 1, γa= 0.5) 3.00 16.00 Zone 2r (γe = 1, γa= 0.5) 3.00 16.00 Max WL Moment 244.25 lb-ft Max WL Shear 159.38 lbs Positive Wind Deflection 0.03 in Negative Pressure Wind Length Wind Load Zone 1 (γe = 1, γa= 0.5) 6.75 -16.00 Zone 2e (γe = 1, γa= 0.5) 3.00 -16.00 Zone 2r (γe = 1, γa= 0.5) 3.00 -16.00 Max WL Moment -244.25 lb-ft Max WL Shear -159.38 lbs Negative Wind Deflection -0.03 in Vision Solar, LLC 501 East Black Horse Pike Blackwood, NJ 08012 (877) 777-6527 Roof 1 August 02, 2023 Analysis By: TK Page | 4 IV.Load Combinations ASCE 7-16 Basic Load Combinations Dead Load Roof Live Load Snow Load Wind Load Earthquake Load Cd 1 1 0 0 0 0 0.9 2 1 1 0 0 0 1 3 1 0 1 0 0 1.15 4 1 0.75 0 0 0 1 5 1 0 0.75 0 0 1.15 6 1 0 0 0.6 0 1.6 7 1 0 0 0 0.7 1.6 8 1 0.75 0 0.45 0 1.6 9 1 0 0.75 0.45 0 1.6 10 1 0 0.75 0 0.525 1.6 11 0.6 0 0 0.6 0 1.6 12 0.6 0 0 0 0.6 1.6 V.Analysis Dead Load Roof Live Load Snow Load Positive Wind Load Negative Wind Load Earthquake Load Bending 157.11 0.00 459.41 244.25 -244.25 0.00 Shear 69.74 0.00 239.35 159.38 -159.38 0.00 Axial 443.28 0.00 400.31 0.00 0.00 0.00 Load Combination Bending (lb-ft) Shear (lbs) Axial (lbs) 1 157.11 69.74 443.28 2 157.11 69.74 443.28 3 616.52 309.08 843.59 4 157.11 69.74 443.28 5 501.67 249.25 743.51 6 303.66 165.37 443.28 7 157.11 69.74 157.11 8 267.02 141.46 443.28 9 611.58 320.97 743.51 10 501.67 249.25 743.51 11 240.82 137.47 265.97 12 94.27 41.84 265.97 Load Combination Bending Stress (psi) Shear Stress (psi) Axial Stress (psi) 1 249.30 12.68 53.73 2 249.30 12.68 53.73 3 978.28 56.20 102.25 4 249.30 12.68 53.73 5 796.04 45.32 90.12 6 481.84 30.07 53.73 7 249.30 12.68 19.04 8 423.71 25.72 53.73 9 970.44 58.36 90.12 10 796.04 45.32 90.12 11 382.12 24.99 32.24 12 149.58 7.61 32.24 Load Combination Bending Stress (psi) Shear Stress (psi) Axial Stress (psi) 1 1,083.13 94.28 910.80 2 1,203.48 104.76 1,012.00 3 1,384.00 120.47 1,163.80 4 1,203.48 104.76 1,012.00 5 1,384.00 120.47 1,163.80 6 1,925.56 167.62 1,619.20 7 1,925.56 167.62 1,619.20 8 1,925.56 167.62 1,619.20 9 1,925.56 167.62 1,619.20 10 1,925.56 167.62 1,619.20 11 1,925.56 167.62 1,619.20 12 1,925.56 167.62 1,619.20 Ultimate Loads Applied Stress Allowable Stress Load Summary Vision Solar, LLC 501 East Black Horse Pike Blackwood, NJ 08012 (877) 777-6527 Roof 1 August 02, 2023 Analysis By: TK Page | 5 VI.Serviceability Requirements - Deflection Deflection, IBC Table 16034.3 Dead Load Roof Live Load Snow Load Wind Load 1 1 1 0 0 2 0 0 1 0 3 0 0 0 1 4 0 1 0 0 Actual Deflection Dead Load Roof Live Load Snow Load Wind Load 1 0.020 0.000 0.000 0.000 2 0.000 0.000 -0.614 0.000 3 0.000 0.000 0.000 0.028 4 0.000 0.000 0.000 0.000 Deflection Limits, IBC Table 16034.3 Limit Allowable (in) Actual (in) Deflection Check 1 120 0.613 0.020 3.34% 2 180 0.408666667 -0.614 -150.34% 3 180 0.408666667 0.028 6.82% 4 180 0.408666667 0.000 0.00% VII.Results Load Combination Bending Stress (psi) Shear Stress (psi) Axial Stress (psi) Combined Bending & Axial 1 23.02% 13.45% 5.90% 11.20% 2 20.72% 12.10% 5.31% 9.60% 3 70.69% 46.65% 8.79% 58.75% 4 20.72% 12.10% 5.31% 9.60% 5 57.52% 37.62% 7.74% 40.83% 6 25.02% 17.94% 3.32% 9.58% 7 12.95% 7.56% 1.18% 2.85% 8 22.00% 15.34% 3.32% 8.16% 9 50.40% 34.82% 5.57% 30.97% 10 41.34% 27.04% 5.57% 22.66% 11 19.84% 14.91% 1.99% 5.93% 12 7.77% 4.54% 1.99% 2.59% Maximum Bending Capacity 70.69%ASD Load Combination 3 Maximum Shear Capacity 46.65% Maximum Axial Capacity 8.79% Maximum Combined Stress 58.75% Maximum Deflection Limit 6.82%ASD Load Combination 3 VIII.Attachment Check PV Attachment Type Ecofasten Rockit Hardware Diameter 5/16 in Specific Gravity 0.5 Embedment Depth 2.5 in Attachment Tributary Area 12.48 ft2 Attachment Spacing Limit 48.00 in Attachment Downforce Limit 644.80 lbs Attachment Uplift Limit 644.80 lbs Attachment Downslope Limit 360.00 lbs Lag Withdrawal Limit 573.54 lbs Roof Zone Downforce (lbs) Uplift (lbs) Downslope (lbs) Zone 1 Forces Per Anchor 296.22 91.01 112.41 Zone 2e Forces Per Anchor 296.22 91.01 112.41 Zone 2r Forces Per Anchor 296.22 91.01 112.41 Withdrawal capacity 15.87% Downforce Capacity 45.94% Uplift Capacity 14.11% Downslope Capacity 31.23% Spacing Check NG Capacity Vision Solar, LLC 501 East Black Horse Pike Blackwood, NJ 08012 (877) 777-6527 Roof 1 August 02, 2023 Analysis By: TK Page | 6 Result OK OK OK OK OK OK OK OK OK NG Component Roof Check Attachment Check Rafter Bending Stress Rafter Shear Stress Rafter Axial Stress Rafter Combined Stress Rafter Deflection Lag Withdrawal Downforce Capacity Uplift Capacity Downslope Capacity Spacing Check Vision Solar, LLC 501 East Black Horse Pike Blackwood, NJ 08012 (877) 777-6527 Roof 2 August 02, 2023 Analysis By: TK Page | 7 I.MP2 Properties Design Method ASD Roof Type Structural Capacity Pass Roof Construction Composition Shingle 1 Layers Sheathing Type Solid Vaulted No Roof Pitch 33 deg Array Pitch 33 deg Mean Roof Height 30 ft Parapet Height 0 Normal Wind Depth, B (ft) 50 PV Attachment Type Ecofasten Rockit PV Attachment Spacing (in) 52 in Framing Type Rafter Framing Size 2x6 Rafter Upgrade Not Required Framing Spacing (C-C) (inch) 26 in II.Beam Section Properties Wood Species Spruce Pine Fir Classification No. 2 Beam Type Sawn Lumber Beam Depth 5.50 in Beam Width 1.50 in Maximum Unsupport Length 10.42 ft Number of Supports 0 Overhang Length (ft) 0.5 ft PV Start Distance from Ridge 3.25 ft PV End Distance from Ridge 10.16666667 ft Modulus of Elasticity E 1,400,000.00 psi Adjusted Modulus of Elasticity E' 1,197,000.00 psi Bending Stress Fb 875.00 ksi Adjusted Bending Stress Fb' 1,203.48 ksi Shear Parallel to Grain Fv 135.00 ksi Adjusted Shear Parallel to Grain, Fv' 104.76 ksi Compression Perpendicular to Grain Fc⊥425.00 ksi Adjusted Compression Perp. To Grain Fc⊥' 284.75 ksi Compression Parallel to Grain Fc 1,150.00 ksi Adjusted Compression Parallel to Grain Fc' 1,012.00 ksi Section Modulus S 7.56 in3 Moment of Inertia I 20.80 in4 Vision Solar, LLC 501 East Black Horse Pike Blackwood, NJ 08012 (877) 777-6527 Roof 2 August 02, 2023 Analysis By: TK Page | 8 III.Load Calculation Dead Loads Roof Dead Load 7.91 psf PV Dead Load (+10% Hardware) 2.30 psf Total Dead Load 10.22 psf Max DL Moment 245.22 lb-ft Max Shear 118.54 lbs Max Axial 443.28 lbs Total Dead Load Deflection 0.17 in Live Loads Roof Live Load 20.00 psf R1 1.00 R2 0.81 Reduced Live Load 16.21 psf Force (lbs)Moment (lb-ft) Normal Roof Live Load at Ridge 95.71 155.53 Normal Roof Live Load at Eave 7.36 75.77 Normal Roof Live Load at Overhang 14.73 157.07 Axial Roof Live Load 66.94 lbs Axial Roof Live Load at Overhang 9.56 lbs Reaction at Wall 37.28 lbs Reaction at Ridge 80.52 lbs Max Lr Moment 0.00 lb-ft Maximum Shear 0.00 lbs Live Load Deflection 0.00 in Snow Loads Ground Snow Load, pg 40.00 psf Flat Roof Snow Load, pf 30.80 psf Sloped Roof Factor, Cs1 0.94 Sloped Roof Snow Load, ps1 28.88 psf Sloped PV Roof Factor, Cs2 0.62 Sloped Roof PV Snow Load, ps2 18.99 psf Max SL Moment 489.04 lbs Maximum Shear 178.97 lbs Axial Load 334.67 lbs Snow Load Deflection 0.45 in Wind Load Positive Pressure Wind Length Wind Load (PSF) Zone 1 (γe = 1, γa= 0.52) 4.92 16.00 Zone 2e (γe = 1, γa= 0.52) 3.00 16.00 Zone 2r (γe = 1, γa= 0.52) 3.00 16.00 Max WL Moment 705.75 lb-ft Max WL Shear 270.92 lbs Positive Wind Deflection 0.23 in Negative Pressure Wind Length Wind Load Zone 1 (γe = 1, γa= 0.52) 4.92 -16.19 Zone 2e (γe = 1, γa= 0.52) 3.00 -16.19 Zone 2r (γe = 1, γa= 0.52) 3.00 -16.19 Max WL Moment -713.96 lb-ft Max WL Shear -274.07 lbs Negative Wind Deflection -0.24 in Vision Solar, LLC 501 East Black Horse Pike Blackwood, NJ 08012 (877) 777-6527 Roof 2 August 02, 2023 Analysis By: TK Page | 9 IV.Load Combinations ASCE 7-16 Basic Load Combinations Dead Load Roof Live Load Snow Load Wind Load Earthquake Load Cd 1 1 0 0 0 0 0.9 2 1 1 0 0 0 1 3 1 0 1 0 0 1.15 4 1 0.75 0 0 0 1 5 1 0 0.75 0 0 1.15 6 1 0 0 0.6 0 1.6 7 1 0 0 0 0.7 1.6 8 1 0.75 0 0.45 0 1.6 9 1 0 0.75 0.45 0 1.6 10 1 0 0.75 0 0.525 1.6 11 0.6 0 0 0.6 0 1.6 12 0.6 0 0 0 0.6 1.6 V.Analysis Dead Load Roof Live Load Snow Load Positive Wind Load Negative Wind Load Earthquake Load Bending 245.22 0.00 489.04 705.75 -713.96 0.00 Shear 118.54 0.00 178.97 270.92 -274.07 0.00 Axial 443.28 0.00 334.67 0.00 0.00 0.00 Load Combination Bending (lb-ft) Shear (lbs) Axial (lbs) 1 245.22 118.54 443.28 2 245.22 118.54 443.28 3 734.26 297.51 777.95 4 245.22 118.54 443.28 5 612.00 252.77 694.29 6 668.67 281.10 443.28 7 245.22 118.54 245.22 8 562.81 240.46 443.28 9 929.58 374.69 694.29 10 612.00 252.77 694.29 11 570.58 233.68 265.97 12 147.13 71.13 265.97 Load Combination Bending Stress (psi) Shear Stress (psi) Axial Stress (psi) 1 32.43 21.55 53.73 2 389.11 21.55 53.73 3 1,165.10 54.09 94.30 4 389.11 21.55 53.73 5 971.10 45.96 84.16 6 1,061.03 51.11 53.73 7 389.11 21.55 29.72 8 893.05 43.72 53.73 9 1,475.04 68.12 84.16 10 971.10 45.96 84.16 11 905.38 42.49 32.24 12 233.46 12.93 32.24 Load Combination Bending Stress (psi) Shear Stress (psi) Axial Stress (psi) 1 1,083.13 94.28 910.80 2 1,203.48 104.76 1,012.00 3 1,384.00 120.47 1,163.80 4 1,203.48 104.76 1,012.00 5 1,384.00 120.47 1,163.80 6 1,925.56 167.62 1,619.20 7 1,925.56 167.62 1,619.20 8 1,925.56 167.62 1,619.20 9 1,925.56 167.62 1,619.20 10 1,925.56 167.62 1,619.20 11 1,925.56 167.62 1,619.20 12 1,925.56 167.62 1,619.20 Ultimate Loads Applied Stress Allowable Stress Load Summary Vision Solar, LLC 501 East Black Horse Pike Blackwood, NJ 08012 (877) 777-6527 Roof 2 August 02, 2023 Analysis By: TK Page | 10 VI.Serviceability Requirements - Deflection Deflection, IBC Table 16034.3 Dead Load Roof Live Load Snow Load Wind Load 1 1 1 0 0 2 0 0 1 0 3 0 0 0 1 4 0 1 0 0 Actual Deflection Dead Load Roof Live Load Snow Load Wind Load 1 0.171 0.000 0.000 0.000 2 0.000 0.000 0.447 0.000 3 0.000 0.000 0.000 0.235 4 0.000 0.000 0.000 0.000 Deflection Limits, IBC Table 16034.3 Limit Allowable (in) Actual (in) Deflection Check 1 120 1.041666667 0.171 16.42% 2 180 0.694444444 0.447 64.33% 3 180 0.694444444 0.235 33.90% 4 180 0.694444444 0.000 0.00% VII.Results Load Combination Bending Stress (psi) Shear Stress (psi) Axial Stress (psi) Combined Bending & Axial 1 2.99% 22.86% 5.90% 5.99% 2 32.33% 20.57% 5.31% 15.76% 3 84.18% 44.90% 8.10% 78.97% 4 32.33% 20.57% 5.31% 15.76% 5 70.17% 38.15% 7.23% 56.46% 6 55.10% 30.49% 3.32% 33.68% 7 20.21% 12.86% 1.84% 5.92% 8 46.38% 26.08% 3.32% 24.83% 9 76.60% 40.64% 5.20% 63.88% 10 50.43% 27.42% 5.20% 30.63% 11 47.02% 25.35% 1.99% 24.10% 12 12.12%7.72%1.99%3.46% Maximum Bending Capacity 84.18%ASD Load Combination 3 Maximum Shear Capacity 44.90% Maximum Axial Capacity 8.10% Maximum Combined Stress 78.97% Maximum Deflection Limit 64.33% VIII.Attachment Check PV Attachment Type Ecofasten Rockit Hardware Diameter 5/16 in Specific Gravity 0.5 Embedment Depth 2.5 in Attachment Tributary Area 7.38 ft2 Attachment Spacing Limit 72.00 in Attachment Downforce Limit 644.80 lbs Attachment Uplift Limit 644.80 lbs Attachment Downslope Limit 360.00 lbs Lag Withdrawal Limit 573.54 lbs Roof Zone Downforce (lbs) Uplift (lbs) Downslope (lbs) Zone 1 Forces Per Anchor 175.20 54.65 66.49 Zone 2e Forces Per Anchor 175.20 54.65 66.49 Zone 2r Forces Per Anchor 175.20 54.65 66.49 Withdrawal capacity 9.53% Downforce Capacity 27.17% Uplift Capacity 8.48% Downslope Capacity 18.47% Spacing Check OK Capacity Vision Solar, LLC 501 East Black Horse Pike Blackwood, NJ 08012 (877) 777-6527 Roof 2 August 02, 2023 Analysis By: TK Page | 11 Result OK OK OK OK OK OK OK OK OK OK Component Lag Withdrawal Downforce Capacity Uplift Capacity Downslope Capacity Rafter Bending Stress Rafter Shear Stress Rafter Axial Stress Rafter Combined Stress Rafter Deflection Roof Check Attachment Check Spacing Check Vision Solar, LLC 501 East Black Horse Pike Blackwood, NJ 08012 (877) 777-6527 Roof 3 August 02, 2023 Analysis By: TK Page | 12 I.MP3 Properties Design Method ASD Roof Type Structural Capacity Pass Roof Construction Composition Shingle 1 Layers Sheathing Type Solid Vaulted No Roof Pitch 33 deg Array Pitch 33 deg Mean Roof Height 30 ft Parapet Height 0 Normal Wind Depth, B (ft) 50 PV Attachment Type Ecofasten Rockit PV Attachment Spacing (in) 52 in Framing Type Rafter Framing Size 2x6 Rafter Upgrade Collar Ties Framing Spacing (C-C) (inch) 26 in II.Beam Section Properties Wood Species Spruce Pine Fir Classification No. 2 Beam Type Sawn Lumber Beam Depth 5.50 in Beam Width 1.50 in Maximum Unsupport Length 6 ft Number of Supports 1 Overhang Length (ft) 0.5 ft PV Start Distance from Ridge 3.5 ft PV End Distance from Ridge 10.41666667 ft Modulus of Elasticity E 1,400,000.00 psi Adjusted Modulus of Elasticity E' 1,197,000.00 psi Bending Stress Fb 875.00 ksi Adjusted Bending Stress Fb' 1,203.48 ksi Shear Parallel to Grain Fv 135.00 ksi Adjusted Shear Parallel to Grain, Fv' 104.76 ksi Compression Perpendicular to Grain Fc⊥425.00 ksi Adjusted Compression Perp. To Grain Fc⊥' 284.75 ksi Compression Parallel to Grain Fc 1,150.00 ksi Adjusted Compression Parallel to Grain Fc' 1,012.00 ksi Section Modulus S 7.56 in3 Moment of Inertia I 20.80 in4 Vision Solar, LLC 501 East Black Horse Pike Blackwood, NJ 08012 (877) 777-6527 Roof 3 August 02, 2023 Analysis By: TK Page | 13 III.Load Calculation Dead Loads Roof Dead Load 7.91 psf PV Dead Load (+10% Hardware) 2.30 psf Total Dead Load 10.22 psf Max DL Moment 49.19 lb-ft Max Shear 161.61 lbs Max Axial 443.28 lbs Total Dead Load Deflection 0.01 in Live Loads Roof Live Load 20.00 psf R1 1.00 R2 0.81 Reduced Live Load 16.21 psf Force (lbs)Moment (lb-ft) Normal Roof Live Load at Ridge 103.08 180.38 Normal Roof Live Load at Eave 46.63 522.64 Normal Roof Live Load at Overhang 14.73 180.38 Axial Roof Live Load 97.22 lbs Axial Roof Live Load at Overhang 9.56 lbs Reaction at Wall 73.62 lbs Reaction at Ridge 90.81 lbs Max Lr Moment 0.00 lb-ft Maximum Shear 0.00 lbs Live Load Deflection 0.00 in Snow Loads Ground Snow Load, pg 40.00 psf Flat Roof Snow Load, pf 30.80 psf Sloped Roof Factor, Cs1 0.94 Sloped Roof Snow Load, ps1 28.88 psf Sloped PV Roof Factor, Cs2 0.62 Sloped Roof PV Snow Load, ps2 18.99 psf Max SL Moment 123.23 lbs Maximum Shear 404.82 lbs Axial Load 209.02 lbs Snow Load Deflection 0.03 in Wind Load Positive Pressure Wind Length Wind Load (PSF) Zone 1 (γe = 1, γa= 0.5) 6.50 16.00 Zone 2e (γe = 1, γa= 0.5) 3.00 16.00 Zone 2r (γe = 1, γa= 0.5) 3.00 16.00 Max WL Moment 123.82 lb-ft Max WL Shear 406.77 lbs Positive Wind Deflection 0.01 in Negative Pressure Wind Length Wind Load Zone 1 (γe = 1, γa= 0.5) 6.50 -16.00 Zone 2e (γe = 1, γa= 0.5) 3.00 -16.00 Zone 2r (γe = 1, γa= 0.5) 3.00 -16.00 Max WL Moment -123.82 lb-ft Max WL Shear 406.77 lbs Negative Wind Deflection -0.01 in Vision Solar, LLC 501 East Black Horse Pike Blackwood, NJ 08012 (877) 777-6527 Roof 3 August 02, 2023 Analysis By: TK Page | 14 IV.Load Combinations ASCE 7-16 Basic Load Combinations Dead Load Roof Live Load Snow Load Wind Load Earthquake Load Cd 1 1 0 0 0 0 0.9 2 1 1 0 0 0 1 3 1 0 1 0 0 1.15 4 1 0.75 0 0 0 1 5 1 0 0.75 0 0 1.15 6 1 0 0 0.6 0 1.6 7 1 0 0 0 0.7 1.6 8 1 0.75 0 0.45 0 1.6 9 1 0 0.75 0.45 0 1.6 10 1 0 0.75 0 0.525 1.6 11 0.6 0 0 0.6 0 1.6 12 0.6 0 0 0 0.6 1.6 V.Analysis Dead Load Roof Live Load Snow Load Positive Wind Load Negative Wind Load Earthquake Load Bending 49.19 0.00 123.23 123.82 -123.82 0.00 Shear 161.61 0.00 404.82 406.77 406.77 0.00 Axial 443.28 0.00 209.02 0.00 0.00 0.00 Load Combination Bending (lb-ft) Shear (lbs) Axial (lbs) 1 49.19 161.61 443.28 2 49.19 161.61 443.28 3 172.42 566.43 652.31 4 49.19 161.61 443.28 5 141.62 465.22 600.05 6 123.49 405.67 443.28 7 49.19 161.61 49.19 8 104.91 344.65 443.28 9 197.34 648.27 600.05 10 141.62 465.22 600.05 11 103.81 341.03 265.97 12 29.52 96.96 265.97 Load Combination Bending Stress (psi) Shear Stress (psi) Axial Stress (psi) 1 6.50 29.38 53.73 2 78.06 29.38 53.73 3 273.60 102.99 79.07 4 78.06 29.38 53.73 5 224.71 84.59 72.73 6 195.95 73.76 53.73 7 78.06 29.38 5.96 8 166.47 62.66 53.73 9 313.13 117.87 72.73 10 224.71 84.59 72.73 11 164.72 62.00 32.24 12 46.84 17.63 32.24 Load Combination Bending Stress (psi) Shear Stress (psi) Axial Stress (psi) 1 1,083.13 94.28 910.80 2 1,203.48 104.76 1,012.00 3 1,384.00 120.47 1,163.80 4 1,203.48 104.76 1,012.00 5 1,384.00 120.47 1,163.80 6 1,925.56 167.62 1,619.20 7 1,925.56 167.62 1,619.20 8 1,925.56 167.62 1,619.20 9 1,925.56 167.62 1,619.20 10 1,925.56 167.62 1,619.20 11 1,925.56 167.62 1,619.20 12 1,925.56 167.62 1,619.20 Ultimate Loads Applied Stress Allowable Stress Load Summary Vision Solar, LLC 501 East Black Horse Pike Blackwood, NJ 08012 (877) 777-6527 Roof 3 August 02, 2023 Analysis By: TK Page | 15 VI.Serviceability Requirements - Deflection Deflection, IBC Table 16034.3 Dead Load Roof Live Load Snow Load Wind Load 1 1 1 0 0 2 0 0 1 0 3 0 0 0 1 4 0 1 0 0 Actual Deflection Dead Load Roof Live Load Snow Load Wind Load 1 0.013 0.000 0.000 0.000 2 0.000 0.000 0.030 0.000 3 0.000 0.000 0.000 0.011 4 0.000 0.000 0.000 0.000 Deflection Limits, IBC Table 16034.3 Limit Allowable (in) Actual (in) Deflection Check 1 120 1.2 0.013 1.10% 2 180 0.8 0.030 3.75% 3 180 0.8 0.011 1.33% 4 180 0.8 0.000 0.00% VII.Results Load Combination Bending Stress (psi) Shear Stress (psi) Axial Stress (psi) Combined Bending & Axial 1 0.60% 31.16% 5.90% 5.90% 2 6.49% 28.05% 5.31% 5.73% 3 19.77% 85.48% 6.79% 10.70% 4 6.49% 28.05% 5.31% 5.73% 5 16.24% 70.21% 6.25% 8.89% 6 10.18% 44.00% 3.32% 4.35% 7 4.05% 17.53% 0.37% 0.53% 8 8.65% 37.39% 3.32% 4.07% 9 16.26% 70.32% 4.49% 7.14% 10 11.67% 50.46% 4.49% 5.85% 11 8.55% 36.99% 1.99% 2.72% 12 2.43%10.52%1.99%2.05% Maximum Bending Capacity 19.77% Maximum Shear Capacity 85.48%ASD Load Combination 3 Maximum Axial Capacity 6.79% Maximum Combined Stress 10.70% Maximum Deflection Limit 3.75% VIII.Attachment Check PV Attachment Type Ecofasten Rockit Hardware Diameter 5/16 in Specific Gravity 0.5 Embedment Depth 2.5 in Attachment Tributary Area 7.38 ft2 Attachment Spacing Limit 72.00 in Zone 1 Downforce Per Anchor Attachment Downforce Limit 644.80 lbs Zone 2e Downforce Per Anchor Attachment Uplift Limit 644.80 lbs Zone 2r Downforce Per Anchor Attachment Downslope Limit 360.00 lbs Attachment Downforce Capacity Lag Withdrawal Limit 573.54 lbs Roof Zone Downforce (lbs) Uplift (lbs) Downslope (lbs) Zone 1 Forces Per Anchor 175.20 53.83 66.49 Zone 2e Forces Per Anchor 175.20 53.83 66.49 Zone 2r Forces Per Anchor 175.20 53.83 66.49 Withdrawal capacity 9.39% Downforce Capacity 27.17% Uplift Capacity 8.35% Downslope Capacity 18.47% Spacing Check OK Capacity Vision Solar, LLC 501 East Black Horse Pike Blackwood, NJ 08012 (877) 777-6527 Roof 3 August 02, 2023 Analysis By: TK Page | 16 Result OK OK OK OK OK OK OK OK OK OK Component Lag Withdrawal Downforce Capacity Uplift Capacity Downslope Capacity Rafter Bending Stress Rafter Shear Stress Rafter Axial Stress Rafter Combined Stress Rafter Deflection Roof Check Attachment Check Spacing Check Vision Solar, LLC 501 East Black Horse Pike Blackwood, NJ 08012 (877) 777-6527