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Length = 7.7 ft, Unbraced Length = 7.7 ft
<br />Use (1) 4x10 Douglas Fir #2' Shear ratio = 89%' Bending Ratio = 53%, Beam is OK
<br />Distributed Loads:REACTIONS {D, L, Lr}:
<br />From 0' to 7.7': w1 = 0.225' Bm Wt + 3' Roof + 8.5' EW = {196.7 plf D, 0 plf L, 60 plf Lr} Ra = {758, 0, 231}, Rb = {757, 0, 231}
<br />Point Loads:
<br />At 0.5' : P1 = (1)2a = 1560 lb D, 0 lb L, 1980 lb Lr Ra = {1458, 0, 1851}, Rb = {102, 0, 129}
<br />Reaction 5a: Max brg = 4298 lb Min brg Length = 1.97 in Reaction 5b: Max brg = 1219 lb Min brg Length = 0.56 in
<br />Ra = {2216, 0, 2082} 12in ftg. OK Rb = {859, 0, 360} 12in ftg. OK
<br />Use (1) 4x10 Douglas Fir #2 5a 5b
<br />Geometry: b = 3.5 in, d = 9.25 in, A = 32.375 in^2, Sx = 49.91 in^3, Ix = 230.84 in^4
<br />Material Base Properties: E = 1.6x10^6 psi, Fb = 900 psi, Fv = 180 psi, Fc(perp) = 625 psi, Fc// = 0 psi, Ft = 575 psi
<br />Shear Stess Factors: Cm = 1, Ci = 1. Bending Stress Factors: Cf = 1.2, CL = 0.98, Ci = 1, Cm = 1, Cr = 1
<br />D:Vu = 2197 lb at 0', fv = 102, F'v = 162, ratio = 63 %, OK Main: max ∆ = -0.06 in at 3.754' = L/1656
<br />CD = 0.9 Mu = 1879 lb-ft at 3.369', fb = 452, F'b = 952.6, ratio = 48 %, OK
<br />D+L:NA Main: NA
<br />CD = 1 NA
<br />D+Lr:Vu = 4298 lb at 0', fv = 199, F'v = 225, ratio = 89 %, OK Main: max ∆ = -0.09 in at 3.658' = L/1075
<br />Cd = 1.25 Mu = 2898 lb-ft at 2.984', Mcant = 0 lb-ft , fb = 697, F'b = 1323, ratio = 53 %, OK
<br />D+.75L+.75Lr:NA Main: NA
<br />Cd = 1.25 NA
<br />L: Main: NA
<br />Lr:Main: max ∆ = -0.03 in at 3.561' = L/3059
<br />0.75L + 0.75Lr:Main: NA
<br />No roof live load reduction taken.
<br />Beam No. 5: LEFT OF LIVING
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<br />Deflection
<br />Page 1512/06/202424-0303-ST
<br />1925 E Fruit St
<br />2/26/2025
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