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Vertical Load Resisting System Design <br />Roof Framing Rafters <br />Snow Load Fully Exposed <br />pg= 3 psf Ct =1.1 <br />Ce =0.9 Is =1.0 <br />pf = 2 psf <br />pfmin. = 1.9 psf <br />ps = 2 psf Conservatively (Cs=1) 3.78 plf <br />Max Length, L =10.0 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+0.7S) <br /> 0.75(Pnet+Ps)+ Ppvcos(θ)+PDL= 45 plf <br />Mdown= 499 lb-ft <br />Mallowable = Sx x Fb' (wind)=975 lb-ft >499 lb-ft OK <br />Load Case: DL+0.7S <br /> Ps+ Ppvcos(θ)+PDL= 46 plf <br />Mdown= 515 lb-ft <br />Mallowable = Sx x Fb' (wind)=975 lb-ft >515 lb-ft OK <br />Load Case: DL+0.6W <br /> Pnet+ Ppvcos(θ)+PDL= 52.1 plf <br />Max Moment, Mu= 579 lb-ft <br />Mallowable = Sx x Fb' (wind)=1357 lb-ft >579 lb-ft OK <br />Pv max Shear=71.8 lbs <br />Shear, Vu=wL/2+Pv Point Load = 312 lbs <br />Max Shear, Vu=wL/2+Pv Point Load = 312 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, Ixx =20.7969 in4 <br />Section Modulus, Sxx =7.5625 in3 <br />Allowable Moment, Mall = Fb'Sxx =847.9 lb-ft DCR=Mu/Mall =0.53 < 1 Satisfactory <br />Allowable Shear, Vall = 2/3Fv'A = 990.0 lb DCR=Vu/Vall = 0.31 < 1 Satisfactory <br />Design Value Adjusted Value <br />projects@evengineersnet.com <br />http://www.evengineersnet.com