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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 <br />Tributary Width, WT =24 in <br />Dr =10 <br />Load Case: DL+0.75(0.6W+S) <br /> 0.75(Pnet+Ps)+ Ppvcos(θ)+PDL=36 plf <br />Mdown=648 lb-ft <br />OK <br />Load Case: DL+S <br /> Ps+ Ppvcos(θ)+PDL=32 plf <br />Mdown=576 lb-ft <br />OK <br />Load Case: DL+0.6W <br /> Pnet+ Ppvcos(θ)+PDL=37.3 plf <br />Max Moment, Mu=672 lb-ft <br />OK <br />Shear, Vu=wL/2+Pv Point Load =274 lbs <br />Max Shear, Vu=wL/2+Pv Point Load =274 lb <br />Member Capacity <br />2X10 CL CF Ci Cr KF φ λ <br />b =900 psi 1.0 1.1 1.0 1.15 2.54 0.85 0.8 1139 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 =9.25 in <br />Width, b =1.5 in <br />Cross-Sectonal Area, A =13.875 in <br />Moment of Inertia, Ixx =98.9316 in <br />Section Modulus, Sxx =21.3906 in <br />Allowable Moment, Mall = Fb'Sxx =2029.4 lb-ft DCR=Mu/Mall =0.28 < 1 Satisfactory <br />Allowable Shear, Vall = 2/3Fv'A =1665.0 lb DCR=Vu/Vall =0.16 < 1 Satisfactory <br />Design Value Adjusted Value <br />projects@evengineersnet.com <br />http://www.evengineersnet.com <br />Signed: 09/18/2024 <br />Exp: 06/30/2026 <br />3902 S Alder St <br />4/30/2025