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^ ^ ^ Project:�� : William VVulf �— <br /> � JUb#: 20-02920 <br /> ��� <br /> ' U—~ Date' 3/27/2O2O Engineer: TH <br /> U N00��� � <br /> Framing Check <br /> ARRAY 1 PASS'With Framing Upgrades <br /> xv=54plf <br /> Dead Load 42 psf <br /> PVLoad 3.0ps <br /> Live Load 19.9 pst <br /> Governing Load Comb. DL+LL Note:Attachments shall beStaggered. <br /> Total Load 27'1 psf <br /> F Member Properties <br /> Member Size S(in A3) I(in A 4) Lumber Sp/Gr Member Spacing <br /> Zx4 3.06 5.36 SPF#2 @ 24" o.c. <br /> Check Bending Stress <br /> 875 x 1.25 x 1.5 x 1.15 <br /> Allowed Bending Stress=1QO67psi <br /> / <br /> Maximum Moment = (xvL^2)/8 ` <br /> = 2O4.7O2 ft# <br /> = Z456.43 in# <br /> Actual Bending Stress (Maximum Moment)/S <br /> =802.1 psi <br /> Allowed>Actual—42.6Y6Stressed — Therefore,OK <br /> Check Deflection <br /> Allowed Deflection(Total Load) L/180 (E 1400000 psi Per NDS) <br /> = 0.366in <br /> Deflection Criteria Based nn = Continuous Span <br /> Actual Deflection(Total Load) = (w*L^4)/(185*E*|) <br /> = O.O6Zin <br /> = L/1065 < L/180 Therefore OK <br /> Allowed Deflection(Live Load) = L/240 <br /> O.27Sin <br /> Actual Deflection(Live Load) = (w*L^4)/(185*E*|) <br /> O.OSDin <br /> L/1320 < L/240 Therefore OK <br /> Check Shear <br /> Member Area 5.3 in A 2 Fv(psi)= 135 psi (NDS Table 4A) <br /> Allowed Shear = Fv*A = 7O9|b Max Shear(V)=w* L/Z = 149|b <br /> Allowed>Actual—21.1%Stressed -- Therefore,OK <br />