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Length = 12 ft, Unbraced Length = 2 ft Use (1) 8x12 Douglas Fir #1' Shear ratio = 18%' Bending Ratio = 28%, Beam is OK Distributed Loads:REACTIONS {D, L, Lr}: From 0' to 12': w1 = 0.599' Bm Wt + 9.5' Roof = {161.668 plf D, 0 plf L, 190 plf Lr} Ra = {971, 0, 1140}, Rb = {970, 0, 1140} Point Loads: Reaction 3a: Max brg = 2111 lb Min brg Length = 0.46 in Reaction 3b: Max brg = 2110 lb Min brg Length = 0.46 in Ra = {971, 0, 1140} 12in ftg. OK Rb = {970, 0, 1140} 12in ftg. OK Use (1) 8x12 Douglas Fir #1 3a 3b Geometry: b = 7.5 in, d = 11.5 in, A = 86.25 in^2, Sx = 165.31 in^3, Ix = 950.55 in^4 Material Base Properties: E = 1.6x10^6 psi, Fb = 1350 psi, Fv = 170 psi, Fc(perp) = 625 psi, Fc// = 0 psi, Ft = 607.5 psi Shear Stess Factors: Cm = 1, Ci = 1. Bending Stress Factors: Cf = 1, CL = 0.99, Ci = 1, Cm = 1, Cr = 1 D:Vu = -970 lb at 0', fv = 17, F'v = 153, ratio = 12 %, OK Main: max ∆ = -0.05 in at 6' = L/2897 CD = 0.9 Mu = 2916 lb-ft at 6', fb = 212, F'b = 1203., ratio = 18 %, OK D+L:NA Main: NA CD = 1 NA D+Lr:Vu = 2111 lb at 0', fv = 37, F'v = 212.5, ratio = 18 %, OK Main: max ∆ = -0.11 in at 6' = L/1334 Cd = 1.25 Mu = 6336 lb-ft at 6', Mcant = 0 lb-ft , fb = 460, F'b = 1671., ratio = 28 %, OK D+.75L+.75Lr:NA Main: NA Cd = 1.25 NA L: Main: NA Lr:Main: max ∆ = -0.06 in at 6' = L/2471 0.75L + 0.75Lr:Main: NA Beam No. 3: NEW PURLIN OVER KITCHENLDINING No roof live load reduction taken. V M Deflection Page 1312/06/202424-0303-ST 1925 E Fruit St 2/26/2025