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Loads <br />Wind Pressures qz =-47.08 psf <br />Tributary Length l =3.15 ft <br />Attachment Spacing w =6.00 ft <br />Tributary Area At =18.875 ft2 <br />Solar Panel Load QD =3 psf <br />Wind Load PW = qz * At =-889 lbs <br />Dead Load PD = QD * At =56.625 lbs <br />ASD Uplift Pa = 0.6PW + 0.6PD =-499 lbs <br />Screw to Plywoo # 1 Wood Scre <br />Plywood thickness t l =0.5 in <br />Screw Withdrawal Capacity Tu =350 lbs (Form No. E830E Group 1 Plywood, V.I.F.) <br />Factor of Safety F.O.S.=5 <br />Allowable Withdrawal Ts = Tu / F.O.S.=70.0 lbs <br />Number of Screws per Attachment ns =6 <br />Load Duration Factor CD =1.6 <br />Allowable Uplift per Attachment Ta = CD * Ts * ns =672 lbs <br />Demand Capacity Ratio DCR = Pa / Ta =0.74 < 1 OK <br />Screw Shear Capacity Vu =590 lbs (Form No. E830E Group 1 Plywood, V.I.F.) <br />Factor of Safety F.O.S.=6 <br />Allowable Withdrawal Vs = Vu / F.O.S.=98.3 lbs <br />Number of Screws per Attachment ns =6 <br />Allowable Shear per Attachment Va = CD * Vs * ns =944 lbs <br />Demand Capacity Ratio DCR = Va / Ta =0.53 < 1 OK <br />Plywood Bendin <br />APA Span Rating 32/16 <br />Rafter Spacing L =24 in <br />Tributary Width b =6 ft <br />Equivalent Uniform Load Qa = Pa / (L*b)=-42 psf <br />Plywood Nominal Bending Strength FbS =370 lb-in/ft <br />Load Duration CD =1.6 <br />Panel Size Factor Cs =1.00 <br />Adjusted Plywood Nominal Bending Strength FbS'=592.00 <br />Plywood Design Capacity wb = 96FbS' / L2 =98.67 psf <br />Demand Capacity Ratio DCR = wb / Qa =0.422 < 1 OK <br />Plywood Withdrawa <br />Nail Size 10d <br />Withdrawal Z =36 lbs/in <br />Number of nails per attachment n =4 <br />Embedment Length lem =2.50 in <br />Load Duration CD =1.6 <br />Plywood Design CapacityZ' = Z * n * lem * CD =576 lbs <br />Demand Capacity Ratio DCR = Z' / Pa =0.87 < 1 OK <br />1801 E Edinger Ave - <br />10111733312/7/2023