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HomeMy WebLinkAboutAPPROVED, StructuralAttn.: To Whom It May Concern re job: The following calculations are for the structural engineering design of the photovoltaic panels and are valid only for the structural info referenced in the stamped plan set. The verification of such info is the responsibility of others. All mounting equipment shall be designed and installed per manufacturer's approved installation specifications. Design Criteria: Current Renewables Engineering Inc. Professional Engineer info@currentrenewableseng.com 03-11-2022 Freedom Forever LLC 43445 Business Park Dr Suite 110, Temecula, CA 92590 Walker, Diane 7103 Pacific Ave, Fort Pierce, FL 34951, USA I certify that the roof structure has sufficient structural capacity for the applied PV loads. Code: 2020 FBC, ASCE 7-16, Live Load: 20 psf Ult Wind Speed: 157 mph Exposure Cat: C Ground Snow: 0 psf Min Snow Roof: 0 psf 1960 Chicago Ave Suite D15, Riverside, CA 92507 (951) 405-1733info@currentrenewableseng.com 2 of 7 Roof Properties: Roof Type = Roof Pitch (deg) = Mean Root Height (ft) = Attachment Trib Width (ft) = Attachment Spacing (ft) = Framing Type = Framing Size = Framing OC Spacing (in.) = Section Thickness, b (in) = Section Depth, d (in) = Section Modulus, Sx (in3) = Moment of Inertia, lx (in4) = Upper Chord Length (ft) = Framing Span (ft) = Deflection Limit D+L (in) = Deflection Limit S or W (in) = Attachments Pattern = Framing Upgrade = Sister Size = Wood Species = Wood Fb (psi) = Wood Fv (psi) = Wood E (psi) = CD (wind) = Cd (snow) = CLS = CM = Ct = CL = Ci = CF = Cfu = Cr = F'b wind (psi) = F'b snow (psi) = F'v wind (psi) = F'v snow (psi) = M allowable wind (lb-ft) = M allowable snow (lb-ft) = V allowable wind (lbs) = V allowable snow (lbs) = E' (psi) = Moment of Inertia, lx (in ) = Unsupported Span (ft) = Shingle 26.0 13.0 3.3 2.0 Truss 2x4 24.0 1.5 3.5 3.062 5.359 8.0 3.2 2.133 Fully Staggered No NA DF 900.0 180.0 1600000.0 1.6 1.15 1.0 1.0 1.5 1.0 1.15 2484.0 1785.37 288.0 207.0 633.94 455.64 1008.0 724.5 Roof 1 Shingle 14.0 13.0 3.3 2.0 Truss 2x4 24.0 1.5 3.5 3.062 5.359 8.0 4.8 3.2 Fully Staggered No NA DF 900.0 180.0 1600000.0 1.6 1.15 1.0 1.0 1.5 1.0 1.15 2484.0 1785.37 288.0 207.0 633.94 455.64 1008.0 724.5 Roof 2 1600000.0 1600000.0 16.0 24.0 Walker, Diane 3 of 7 Load Calculation: Dead Load Calculations: Ultimate Wind Speed (mph) = Directionality Facto r, kd = Topographic Factor, kzt = Velocity Press Exp Factor, kz = Velocity Pressure, qz (psf) = External Pressure Up, GCp_1 = External Pressure Up, GCp_2 = External Pressure Up, GCp_3 = External Pressure Down, GCp = Design Pressure Up, p_1 (psf) = Design Pressure Up, p_2 (psf) = Design Pressure Up, p_3 (psf) = Design Pressure Down, p (psf) = Panels Dead Load (psf) = Roofing Weight (psf) = Decking Weight (psf) = Framing Weight (psf) = Misc. Additional Weight (psf) = Existing Dead Load (psf) = Total Dead Load (psf) = Wind Load Calculations: Ground Snow Load, pg (psf) = Min Flat Snow, pf_min (psf) = Sloped Snow, ps_min (psf) = Snow Importance Factor, Ic = Exposure Factor, Ce = Thermal Factor, Ct = Flat Roof Snow, pf (psf) = Slope Factor, Cs = Sloped Roof Snow, ps (psf) = Snow Load Calculations: 3.0 3.0 2.0 0.602 1.0 6.602 9.602 156.902 0.85 1.0 0.849 45.474 -1.5 -2.167 -2.453 0.465 -57.944 -83.72 -94.759 17.946 3.0 3.0 2.0 0.602 1.0 6.602 9.602 156.902 0.85 1.0 0.849 45.474 -2.0 -2.569 -3.058 0.465 -77.259 -99.252 -118.135 17.946 Roof 1 Roof 2 0.0 0.0 0.0 1.0 0.9 1.2 0.0 1.0 0.0 0.0 0.0 0.0 1.0 0.9 1.2 0.0 1.0 0.0 Walker, Diane 4 of 7 Roof Framing Checks: LC1: D+S Force Checks: Applied Moment (lb-ft) = Applied Shear (lbs) = Allowable Moment (lb-ft) = Allowable Shear (lbs) = Moment DCR = Shear DCR = Hardware Checks: LC2: D+0.6W Applied Moment (lb-ft) = Applied Shear (lbs) = Allowable Moment (lb-ft) = Allowable Shear (lbs) = Moment DCR = Shear DCR = Ref. Withdrawal Value, W (lb/in) = (Cm = Ct = Ceg = 1.0) CD = Adjusted Withdrawal Value, W' (lb/in) = Lag Penetration, p (in.) = Allowable Withdrawal Force, W'p (lbs) = Applied Uplift Force (lbs) = Uplift DCR = Ref. Lateral Value, Z (lbs) = (Cm = Ct = CΔ = Ceg = 1.0) CD = Adjusted Lateral Value, Z' (lbs) = Applied Lateral Force (lbs) = Angle of Resultant Force, α (deg) = Adjusted Interaction Lateral Value, Z'α (lbs) = Lateral DCR = 153.608 95.213 455.643 724.5 0.337 0.131 122.887 91.373 455.643 724.5 0.27 0.126 Roof 1 Roof 2 Roof 1 Roof 2 450.592 279.297 633.938 1008.0 0.711 0.277 508.795 378.318 633.938 1008.0 0.803 0.375 266.0 0.9 243.0 8.68 1.548 1062.197 0.008 266.0 0.9 243.0 4.79 1.56 1063.611 0.005 266.0 1.6 425.6 2.5 1064.0 -387.16 0.364 266.0 1.6 425.6 2.5 1064.0 -460.118 0.432 Walker, Diane 5 of 7 LC2: S LC3: W (Down) Deflection Checks (Service Level): LC1: D+L LC4: W (Up) Deflection (in.) = Deflection Limit (in.) = Deflection DCR = Deflection (in.) = Deflection Limit (in.) = Deflection DCR = Deflection (in.) = Deflection Limit (in.) = Deflection DCR = Deflection (in.) = Deflection Limit (in.) = Deflection DCR = LC3: D+0.75(S+0.6W) LC4: 0.6D+0.6W Applied Moment (lb-ft) = Applied Shear (lbs) = Allowable Moment (lb-ft) = Allowable Shear (lbs) = Moment DCR = Shear DCR = Applied Moment (lb-ft) = Applied Shear (lbs) = Allowable Moment (lb-ft) = Allowable Shear (lbs) = Moment DCR = Shear DCR = 0.332 3.2 0.104 0.0 2.133 0.0 0.067 2.133 0.032 0.218 2.133 0.102 0.453 4.8 0.094 0.0 3.2 0.0 0.086 3.2 0.027 0.369 3.2 0.115 311.541 193.107 633.938 1008.0 0.491 0.192 492.837 305.483 633.938 1008.0 0.777 0.303 360.474 268.033 633.938 1008.0 0.569 0.266 542.591 403.447 633.938 1008.0 0.856 0.4 Walker, Diane 6 of 7 (Existing W + Additional W)/(Existing W) = Weight Increase: Existing Weight: Total Additional PV Weight (lbs) = Seismic Check: The increase in weight as a result of the solar system is less than 10% of the existing structure and therefore no further seismic analysis is required. Wall Weight (psf) = Tributary Wall Area (ft2) = Total Wall Weight (lbs) = Roof Weight (psf) = Roof Area (ft2) = Total Roof Weight (lbs) = Total Existing Weight (lbs) = 17.0 800.0 13600.0 6.602 1600.0 10562.5 24162.5 1994.85 1.083 Walker, Diane 7 of 7 Limits of Scope of Work and Liability: Existing structure is assumed to have been designed and constructed following appropriate codes at time of erection, and assumed to have appropriate permits. 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. Existing deficiencies which are unknown or were not observable during time of inspection are not included in this scope of work. All PV modules, racking, and mounting equipment shall be designed and installed per manufacturer's approved installation specifications. The Engineer of Record and the engineering consulting firm assume no responsibility for misuse or improper installation. This analysis is not stamped for water leakage. Framing was determined based on information in provided plans and/or photos, along with engineering judgement. 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. Walker, Diane