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AOstructures Inc. <br />PO Box 413 <br />Carnelian Bay, CA 96140 <br />916.541.8586 <br />www.AOstructures.com <br />(Roof A)PASS <br />Dead Load 10.0 psf <br />PV Load 3.0 psf <br />Live Load 20.0 psf <br />Governing Load Combo = DL + LL <br />Total Load 33.0 psf <br />Fb (psi) =f'b x Cd x Cf x Cr (NDS Table 4.3.1) <br />1000 x 1.25 x 1.5 x 1.15 <br />Allowed Bending Stress = 2156.2 psi <br />(wL^2) / 8 <br />=528 ft# <br />= 6336 in# <br />Actual Bending Stress = (Maximum Moment) / S <br />= 2068.9 psi <br />L/120 (E = 1700000 psi Per NDS) <br />=0.8 in <br />Deflection Criteria Based on = <br />(5*w*L^4) / (384*E*I) <br />= <br />=L/144 >L/120 Therefore OK <br />Allowed Deflection (Live Load) =L/180 <br />0.533 in <br />(5*w*L^4) / (384*E*I) <br />L/238 >L/180 Therefore OK <br />Member Area =Fv (psi) =180 psi (NDS Table 4A) <br />Allowed Shear = Fv * A =Max Shear (V) = w * L / 2 =264 lb <br />Check Bending Stress <br />Simple Span <br />0.668 in <br />Note: Framing check conservatively assumes full roof live load and PV dead load. Framing checks out, therefore, no further analysis <br />is required. <br />0.405 in <br />Member Properties <br />Member Size <br />2x4 <br />S (in^3) <br />3.06 DF#1 <br />Member Spacing <br />@ 24"o.c. <br />Maximum Moment = <br /> <br />Check Deflection <br />I (in^4) <br />5.36 <br />Lumber Sp/Gr <br />Actual Deflection (Live Load) = <br />Allowed Deflection (Total Load) = <br />Actual Deflection (Total Load) = <br />Allowed > Actual -- 96% Stressed -- Therefore, OK <br />945 lb <br />Allowed > Actual -- 28% Stressed -- Therefore, OK <br />(True Dimensions) <br />5.3 in^2 <br />Check Shear <br />w = 66 plf <br />2x4 Sub-Purlins @ 24"o.c. <br />Member Span = 8' - 0" <br />FRAMING CHECK <br />1671 - Westridge Labs, Santa Ana, CA.xlsx 8