1925 E Fruit St - Plan - Laserfiche WebLink

Home Browse Search

Length = 12 ft, Unbraced Length = 1 ft Use (2 ply) 2x6 Douglas Fir #2' Shear ratio = 18%' Bending Ratio = 74%, Beam is OK Distributed Loads:REACTIONS {D, L, Lr}: From 0' to 12': w1 = 0.115' Bm Wt + 2' Roof = {33.68 plf D, 0 plf L, 40 plf Lr} Ra = {203, 0, 240}, Rb = {202, 0, 240} Point Loads: Reaction 6a: Max brg = 443 lb Min brg Length = 0.24 in Reaction 6b: Max brg = 442 lb Min brg Length = 0.24 in Ra = {203, 0, 240} Rb = {202, 0, 240} 12in ftg. OK Use (2 ply) 2x6 Douglas Fir #2 6a 6b Geometry: b = 3 in, d = 5.5 in, A = 16.5 in^2, Sx = 15.12 in^3, Ix = 41.6 in^4 Material Base Properties: E = 1.6x10^6 psi, Fb = 900 psi, Fv = 180 psi, Fc(perp) = 625 psi, Fc// = 0 psi, Ft = 575 psi Shear Stess Factors: Cm = 1, Ci = 1. Bending Stress Factors: Cf = 1.3, CL = 0.99, Ci = 1, Cm = 1, Cr = 1 D:Vu = -202 lb at 0', fv = 18, F'v = 162, ratio = 12 %, OK Main: max ∆ = -0.24 in at 6' = L/604 CD = 0.9 Mu = 612 lb-ft at 6', fb = 486, F'b = 1042., ratio = 47 %, OK D+L:NA Main: NA CD = 1 NA D+Lr:Vu = 443 lb at 0', fv = 40, F'v = 225, ratio = 18 %, OK Main: max ∆ = -0.52 in at 6' = L/278 Cd = 1.25 Mu = 1332 lb-ft at 6', Mcant = 0 lb-ft , fb = 1057, F'b = 1448., ratio = 74 %, OK D+.75L+.75Lr:NA Main: NA Cd = 1.25 NA L: Main: NA Lr:Main: max ∆ = -0.28 in at 6' = L/514 0.75L + 0.75Lr:Main: NA No roof live load reduction taken. Beam No. 6: RAFTERS V M Deflection Page 1612/06/202424-0303-ST 1925 E Fruit St 2/26/2025