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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 = 12 ft (Rafter maximum Allowable Horizontal Span) <br />Tributary Width, WT =24 in <br />Dr = 10 psf 20 plf <br />PvDL =3 psf 18 plf <br />Load Case: DL+0.75(0.6W+S)  <br /> 0.75(Pnet+Ps)+ Ppvcos(θ)+PDL=40 plf <br />Mdown=725 lb‐ft <br />Mallowable = Sx x Fb' (wind)= 1564 lb‐ft > 725 lb‐ft OK <br />Load Case: DL+S  <br /> Ps+ Ppvcos(θ)+PDL=38 plf <br />Mdown=684 lb‐ft <br />Mallowable = Sx x Fb' (wind)= 1564 lb‐ft > 684 lb‐ft OK <br />Load Case: DL+0.6W  <br /> Pnet+ Ppvcos(θ)+PDL=41.0 plf <br />Max Moment, Mu=738 lb‐ft <br />Mallowable = Sx x Fb' (wind)= 2176 lb‐ft > 738 lb‐ft OK <br />Pv max Shear= 91.1 lbs <br />Shear, Vu=wL/2+Pv Point Load =319 lbs <br />Max Shear, Vu=wL/2+Pv Point Load =319 lb <br />Member Capacity <br />DF‐L No.2  <br />2X8 CL CF Ci Cr KF φ λ <br />Fb =900 psi 1.0 1.2 1.0 1.15 2.54 0.85 0.8 1242 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 = 7.25 in <br />Width, b = 1.5 in <br />Cross‐Sectonal Area, A = 10.875 in2 <br />Moment of Inertia, Ixx =47.6348 in <br />ec on Mo u us, Sxx =. <br />Allowable Moment, Mall = Fb'Sxx =1360.1 lb‐ft DCR=Mu Mall =0.46 < 1 Satisfactory <br />Allowable Shear, Vall = 2/3Fv'A =1305.0 lb DCR=Vu/Vall =0.24 < 1 Satisfactory <br />Design Value Adjusted Value <br />projects@evengineersnet.com <br />http://www.evengineersnet.com <br />300 W Carriage Dr Unit# <br />A - 201826746/12/2024