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Project: Keith Wolfe -- Job#: 19-11666 <br /> Date: 10/23/2019 Engineer: DW <br /> Framing Check <br /> ARRAY 1 PASS <br /> w=56 plf <br /> Dead Load 6.6 psf <br /> PV Load 3.0 psf <br /> Live Load 18.4 psf 2x4 Top Chords_@ 24"owc <br /> Member Span=5'-11" <br /> Governing Load Comb. DL+LL Note:Attachments shall be Staggered. <br /> Total Load 28.0 psf <br /> Member Properties <br /> Member Size S(inA3) I(in A4) Lumber Sp/Gr Member Spacing <br /> 2x4 3.06 5.36 SPF#2 @ 24"o.c. <br /> Check Bending Stress• <br /> Fb(psi)= f'b x Cd x Cf x Cr (NDS Table 4.3.1) <br /> 875 x 1.25 x 1.5 x 1.15 <br /> Allowed Bending Stress=1886.7 psi <br /> Maximum Moment = (wLA2)/8 <br /> = 245.086 ft# <br /> = 2941.04 in# <br /> Actual Sending Stress=(Maximum Moment)/S <br /> =960.4 psi <br /> Allowed>Actual--51%Stressed -- Therefore,OK <br /> Check Deflection _ <br /> Allowed Deflection(Total Load) = L/180 (E=1400000 psi Per NDS) <br /> = 0.394 in <br /> Deflection Criteria Based on - Continuous Span <br /> Actual Deflection(Total Load) _ (w*LA4)/(185*E*I) <br /> = 0.086 in <br /> = L/826 < L/180 Therefore OK <br /> Allowed Deflection(Live Load) = L/240 <br /> 0.295 in <br /> Actual Deflection(Live Load) _ (w*LA4)/(185*E*I) <br /> 0.057 in <br /> L/1246 < L/240 Therefore OK <br /> - - - - - - - ---- - <br /> -Cheek Shear - - <br /> Member Area= 5.3 inA2 Fv(psi)= 135 psi (NDS Table 4A) <br /> Allowed Shear = Fv*A = 709 lb Max Shear(V)=w*L/2 = 1661b <br /> Allowed>Actual•-23.4%Stressed -- Therefore,OK <br /> 4of5 <br />