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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 ps = 0 psf <br />p = 0 psf pfmin. = 0.0 psf 0 plf <br />Max Length, L = 10.2 ft <br />Tributary Width, WT = 24 in <br />RLL = 20 psf 18.91 plf <br />Dr = 10 psf 20 plf <br />PvDL =3 psf 6 plf <br />Load Case: DL w= 26 plf <br />M= 301 lb-ft <br />Mallowable = Sx x Fb'= 309 lb-ft > 301 lb-ft OK <br />Load Case: DL+RLL DL+Lr= 36 plf <br />Mdown= 415 lb-ft <br />Mallowable = Sx x Fb'= 429 lb-ft > 415 lb-ft OK <br />Load Case: DL+S DL+S= 26 plf <br />Mdown= 301 lb-ft <br />Mallowable = Sx x Fb'= 412 lb-ft > 301 lb-ft OK <br />Load Case: DL+0.6W w= 30.0 plf <br />Mu= 347 lb-ft <br />Mallowable = Sx x Fb' (wind)= 549 lb-ft > 347 lb-ft OK <br />Load Case: 0.6DL+0.6W w= 22.4 plf <br />Mu= 259 lb-ft <br />Mallowable = Sx x Fb' (wind)= 549 lb-ft > 259 lb-ft OK <br />DL+0.45W+0.75(RLL or S)31 plf <br />Mdown= 359 lb-ft <br />Mallowable = Sx x Fb'= 549 lb-ft > 359 lb-ft OK <br />Member Capacity <br />DF-L No.2 <br />2X4 CL CF Ci Cr <br />Fb = 900 psi 1.0 1.3 1.0 1.15 1346 psi <br />Fv = 180 psi N/A N/A 1.0 N/A 180 psi <br />E = 1600000 psi N/A N/A 1.0 N/A 1600000 psi <br />Emin = 580000 psi N/A N/A 1.0 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 in <br />Allowable Moment, Mall = Fb'Sxx = 343.4 lb-ft DCR=Mu/Mall = 0.97 < 1 Satisfactory <br />Allowable Shear, Vall = 2/3Fv'A = 630.0 lb DCR=Vu/Vall = 0.13 < 1 Satisfactory <br />Design Value Adjusted Value <br />projects@evengineersnet.com <br />http://www.evengineersnet.com <br />1504 S Parton St <br />5/8/2024