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Length = 18 ft, Unbraced Length = 2 ft <br />Use (1) 3 1/8" X 12" 24F-V4 GLB' Shear ratio = 43%' Bending Ratio = 82%, Beam is OK <br />Distributed Loads:REACTIONS {D, L, Lr}: <br />From 0' to 18': w1 = 0.26' Bm Wt + 11' Roof = {173.32 plf D, 0 plf L, 220 plf Lr} Ra = {1560, 0, 1980}, Rb = {1560, 0, 1980} <br />Point Loads: <br />Reaction 2a: Max brg = 3540 lb Min brg Length = 1.75 in Reaction 2b: Max brg = 3540 lb Min brg Length = 1.75 in <br />Ra = {1560, 0, 1980} Rb = {1560, 0, 1980} 12in ftg. OK <br />Use (1) 3 1/8" X 12" 24F-V4 GLB 2a 2b <br />Geometry: b = 3.125 in, d = 12 in, A = 37.5 in^2, Sx = 75 in^3, Ix = 450 in^4 <br />Material Base Properties: E = 1.8x10^6 psi, Fb = 2521.7 psi, Fv = 265 psi, Fc(perp) = 650 psi, Fc// = 0 psi, Ft = 1100 psi <br />Shear Stess Factors: Cm = 1, Ci = 1. Bending Stress Factors: Cf = 1, CL = 0.99, Ci = 1, Cm = 1, Cr = 1 <br />D:Vu = -1560 lb at 0', fv = 62, F'v = 238.5, ratio = 27 %, OK Main: max ∆ = -0.51 in at 9' = L/427 <br />CD = 0.9 Mu = 7021 lb-ft at 9', fb = 1123, F'b = 2247., ratio = 50 %, OK <br />D+L:NA Main: NA <br />CD = 1 NA <br />D+Lr:Vu = -3540 lb at 18', fv = 142, F'v = 331.3, ratio = 43 %, OK Main: max ∆ = -1.15 in at 9' = L/188 <br />Cd = 1.25 Mu = 15931 lb-ft at 9', Mcant = 0 lb-ft , fb = 2549, F'b = 3121., ratio = 82 %, OK <br />D+.75L+.75Lr:NA Main: NA <br />Cd = 1.25 NA <br />L: Main: NA <br />Lr:Main: max ∆ = -0.64 in at 9' = L/337 <br />0.75L + 0.75Lr:Main: NA <br />Beam No. 2: NEW RIDGE BEAM <br />No roof live load reduction taken. <br />V <br />M <br />Deflection <br />Page 912/06/202424-0303-ST <br />1925 E Fruit St <br />2/26/2025