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Vertical Load Resisting System Design <br />Roof Framing Rafters <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 = 8.0 ft (Rafter maximum Allowable Horizontal Span) <br />Tributary Width, WT = 24 in <br />Dr = 15 psf 30 plf <br />PvDL = 3 psf 18 plf <br />Load Case: DL+0.75(0.6W+S) <br /> 0.75(Pnet+Ps)+ Ppvcos(θ)+PDL= 57 plf <br />Mdown= 459 lb-ft <br />Mallowable = Sx x Fb' (wind)= 975 lb-ft > 459 lb-ft OK <br />Load Case: DL+S <br /> Ps+ Ppvcos(θ)+PDL= 48 plf <br />Mdown= 384 lb-ft <br />Mallowable = Sx x Fb' (wind)= 975 lb-ft > 384 lb-ft OK <br />Load Case: DL+0.6W <br /> Pnet+ Ppvcos(θ)+PDL= 60.6 plf <br />Max Moment, Mu= 485 lb-ft <br />Mallowable = Sx x Fb' (wind)= 1357 lb-ft > 485 lb-ft OK <br />Pv max Shear= 222.3 lbs <br />Shear, Vu=wL/2+Pv Point Load = 414 lbs <br />Max Shear, Vu=wL/2+Pv Point Load = 414 lb <br />Member Capacity <br />DF-L No.2 <br />2X6 CL CF Ci Cr KF φ λ <br />Fb = 900 psi 1.0 1.3 1.0 1.15 2.54 0.85 0.8 1346 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 = 5.5 in <br />Width, b = 1.5 in <br />Cross-Sectonal Area, A = 8.25 in2 <br />Moment of Inertia, I xx = 20.7969 in4 <br />Section Modulus, Sxx = 7.5625 in3 <br />Allowable Moment, M all = Fb'Sxx = 847.9 lb-ft DCR=Mu/Mall = 0.47 < 1 Satisfactory <br />Allowable Shear, Vall = 2/3Fv'A = 990.0 lb DCR=Vu/Vall = 0.42 < 1 Satisfactory <br />Design Value Adjusted Value <br />projects@evengineersnet.com <br />http://www.evengineersnet.com <br />1226 W River Ln - <br />2017666907/18/22