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r' Project: Davion Washington -- Job#: 19-11838 <br /> J I`)l1 Date: 10/29/2019 Engineer: DW <br /> Framing Check <br /> ARRAY 1 PASS <br /> w=57 plf <br /> Dead Load 6.5 psf <br /> PV Load 3.0 psf __ <br /> Live Load 18.9 psf 2x4 Rafters @ 24"o.c. <br /> Member Span=4'-4" <br /> Governing Load Comb. DL+ILL Note:Attachments shall be Staggered. <br /> Total Load 28.4 psf <br /> I Member Properties. <br /> Member Size S(in A3) 1(in^4) 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 = (wL^2)/8 <br /> = 133.352 ft# <br /> = 1600.22 in# <br /> Actual Bending Stress=(Maximum Moment)/S <br /> =522.6 psi <br /> Allowed>Actual--27.7%Stressed -- Therefore,OK <br /> Check Deflection . <br /> Allowed Deflection(Total Load) = L/120 (E=1400000 psi Per NDS) <br /> = 0.433 in <br /> Deflection Criteria Based on = Simple Span <br /> Actual Deflection(Total Load) _ (5*w*L^4)/(384*E*I) <br /> = 0.061 in <br /> = L/853 < L/120 Therefore OK <br /> Allowed Deflection(Live Load) = L/180 <br /> 0.288 in <br /> Actual Deflection(Live Load) _ (5*w*L^4)/(384*E*I) <br /> 0.050 in <br /> L/1040 < L/180 Therefore OK <br /> Check Shear - - <br /> Member Area= 5.3 in^2 Fv(psi)= 135 psi (NDS Table 4A) <br /> Allowed Shear = Fv*A = 709 lb Max Shear(V)=w* L/2 = 123 lb <br /> Allowed>Actual--17.4%Stressed -- Therefore,OK <br /> 4 of 5 <br />