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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 =8.0 ft (Rafter maximum Allowable Horizontal Span) <br />Tributary Width, WT =24 in <br />Dr =10 psf 20 plf <br />PvDL =3 psf 12 plf <br />Load Case: DL+0.75(0.6W+S) <br /> 0.75(Pnet+Ps)+ Ppvcos(θ)+PDL=39 plf <br />Mdown=207 lb-ft <br />Mallowable = Sx x Fb' (wind)=456 lb-ft >207 lb-ft OK <br />Load Case: DL+S <br /> Ps+ Ppvcos(θ)+PDL=32 plf <br />Mdown=171 lb-ft <br />Mallowable = Sx x Fb' (wind)=456 lb-ft >171 lb-ft OK <br />Load Case: DL+0.6W <br /> Pnet+ Ppvcos(θ)+PDL=41.0 plf <br />Max Moment, Mu=219 lb-ft <br />Mallowable = Sx x Fb' (wind)=634 lb-ft >219 lb-ft OK <br />Pv max Shear=115.9 lbs <br />Shear, Vu=wL/2+Pv Point Load =244 lbs <br />Max Shear, Vu=wL/2+Pv Point Load =244 lb <br />Member Capacity <br />DF-L No.2 <br />2X4 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 =1.5 in <br />Cross-Sectonal Area, A =5.25 in2 <br />Moment of Inertia, Ixx =5.35938 in4 <br />Section Modulus, Sxx =3.0625 in3 <br />Allowable Moment, Mall = Fb'Sxx =396.2 lb-ft DCR=Mu/Mall =0.45 < 1 Satisfactory <br />Allowable Shear, Vall = 2/3Fv'A =630.0 lb DCR=Vu/Vall =0.39 < 1 Satisfactory <br />Design Value Adjusted Value <br />projects@evengineersnet.com <br />http://www.evengineersnet.com <br />2002 N Victoria Dr - <br />2018116310/24/2023