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Length = 12 ft, Unbraced Length = 2 ft Use (1) 3 1/8" X 12" 24F-V4 GLB' Shear ratio = 25%' Bending Ratio = 32%, Beam is OK Distributed Loads:REACTIONS {D, L, Lr}: From 0' to 12': w1 = 0.26' Bm Wt + 9.5' Roof = {150.82 plf D, 0 plf L, 190 plf Lr} Ra = {905, 0, 1140}, Rb = {905, 0, 1140} Point Loads: Reaction 3a: Max brg = 2045 lb Min brg Length = 1.01 in Reaction 3b: Max brg = 2045 lb Min brg Length = 1.01 in Ra = {905, 0, 1140} 12in ftg. OK Rb = {905, 0, 1140} 12in ftg. OK Use (1) 3 1/8" X 12" 24F-V4 GLB 3a 3b Geometry: b = 3.125 in, d = 12 in, A = 37.5 in^2, Sx = 75 in^3, Ix = 450 in^4 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 Shear Stess Factors: Cm = 1, Ci = 1. Bending Stress Factors: Cf = 1, CL = 0.99, Ci = 1, Cm = 1, Cr = 1 D:Vu = -905 lb at 0', fv = 36, F'v = 238.5, ratio = 16 %, OK Main: max ∆ = -0.09 in at 6' = L/1658 CD = 0.9 Mu = 2715 lb-ft at 6', fb = 434, F'b = 2247., ratio = 20 %, OK D+L:NA Main: NA CD = 1 NA D+Lr:Vu = -2045 lb at 12', fv = 82, F'v = 331.3, ratio = 25 %, OK Main: max ∆ = -0.2 in at 6' = L/734 Cd = 1.25 Mu = 6135 lb-ft at 6', Mcant = 0 lb-ft , fb = 982, F'b = 3121., ratio = 32 %, OK D+.75L+.75Lr:NA Main: NA Cd = 1.25 NA L: Main: NA Lr:Main: max ∆ = -0.11 in at 6' = L/1316 0.75L + 0.75Lr:Main: NA Beam No. 3: NEW PURLIN OVER KITCHENLDINING No roof live load reduction taken. V M Deflection Page 1012/06/202424-0303-ST 1925 E Fruit St 2/26/2025