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Vertical Load Resisting System Design <br />Roof Framing Trusses <br />Snow Load Fully Exposed <br />pg= 0 psf Ct =1.1 <br />Ce = 0.9 Is =1.0 <br />pf = 0 psf <br />pfmin. = 0.0 psf <br />ps =0 psf Conservatively (Cs=1) 0 plf <br />Max Length, L = 10 ft (Rafter maximum Allowable Horizontal Span) <br />Tributary Width, WT = 34in <br />Dr = 10 psf 28.33 plf <br />PvDL = 3 psf 8.4 plf <br />Load Case: DL+0.75(0.6W+S) <br /> 0.75(Pnet+Ps)+ Ppvcos(θ)+PDL= 42 plf <br />Mdown= 354 lb-ft <br />Mallowable = Sx x Fb' (wind)= 1063 lb-ft > 354 lb-ft OK <br />Load Case: DL+S <br /> Ps+ Ppvcos(θ)+PDL= 37 plf <br />Mdown= 306 lb-ft <br />Mallowable = Sx x Fb' (wind)= 1063 lb-ft > 306 lb-ft OK <br />Load Case: DL+0.6W <br /> Pnet+ Ppvcos(θ)+PDL= 44.4 plf <br />Max Moment, Mu= 370 lb-ft <br />Mallowable = Sx x Fb' (wind)= 1479 lb-ft > 370 lb-ft OK <br />Pv max Shear= 57.6 lbs <br />Shear, Vu=wL/2+Pv Point Load = 241 lbs <br />Max Shear, Vu=wL/2+Pv Point Load = 241 lb <br />Member Capacity <br />DF-L No.2 <br />4X4 CL CF Ci Cr KF φ λ <br />Fb = 900 psi 1.0 1.5 1.0 1.15 2.54 0.85 0.8 1553 psi <br />Fv = 180 psi N/A N/A 1.0 N/A 2.88 0.75 0.8 180 psi <br />E = 1600000 psi N/A N/A 1.0 N/A N/A N/A N/A 1600000 psi <br />Emin = 580000 psi N/A N/A 1.0 N/A 1.76 0.85 N/A 580000 psi <br />Depth, d = 3.5 in <br />Width, b = 3.5 in <br />Cross-Sectonal Area, A = 12.25 in2 <br />Moment of Inertia, Ixx = 12.5052 in4 <br />Section Modulus, Sxx = 7.14583 in <br />Allowable Moment, Mall = Fb'Sxx = 924.5 lb-ft DCR=Mu/Mall = 0.33 < 1 Satisfactory <br />Allowable Shear, Vall = 2/3Fv'A = 1470.0 lb DCR=Vu/Vall = 0.16 < 1 Satisfactory <br />Design Value Adjusted Value <br />projects@evengineersnet.com <br />http://www.evengineersnet.com <br />606 W Park Ln <br />10/11/22