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Length = 6.25 ft, Unbraced Length = 6.25 ft
<br />Use (1) 4x6 Douglas Fir #2' Shear ratio = 26%' Bending Ratio = 55%, Beam is OK
<br />Distributed Loads:REACTIONS {D, L, Lr}:
<br />From 0' to 6.25': w1 = 0.134' Bm Wt + 5.8' Roof + 1.4' EW = {115.088 plf D, 0 plf L, 116 plf Lr} Ra = {360, 0, 363}, Rb = {360, 0, 362}
<br />Ra = {21, 0, 0}, Rb = {10, 0, 0}
<br />Point Loads:
<br />Reaction 4a: Max brg = 744 lb Min brg Length = 0.35 in Reaction 4b: Max brg = 732 lb Min brg Length = 0.34 in
<br />Ra = {381, 0, 363} 12in ftg. OK Rb = {370, 0, 362} 12in ftg. OK
<br />Use (1) 4x6 Douglas Fir #2 4a 4b
<br />Geometry: b = 3.5 in, d = 5.5 in, A = 19.25 in^2, Sx = 17.65 in^3, Ix = 48.53 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 = 1.3, CL = 0.99, Ci = 1, Cm = 1, Cr = 1
<br />D:Vu = 371 lb at 0', fv = 29, F'v = 162, ratio = 18 %, OK Main: max ∆ = -0.05 in at 3.125' = L/1406
<br />CD = 0.9 Mu = 589 lb-ft at 3.125', fb = 400, F'b = 1042., ratio = 39 %, OK
<br />D+L:NA Main: NA
<br />CD = 1 NA
<br />D+Lr:Vu = 744 lb at 0', fv = 58, F'v = 225, ratio = 26 %, OK Main: max ∆ = -0.1 in at 3.125' = L/716
<br />Cd = 1.25 Mu = 1157 lb-ft at 3.125', Mcant = 0 lb-ft , fb = 787, F'b = 1448., ratio = 55 %, OK
<br />D+.75L+.75Lr:NA Main: NA
<br />Cd = 1.25 NA
<br />L: Main: NA
<br />Lr:Main: max ∆ = -0.05 in at 3.125' = L/1458
<br />0.75L + 0.75Lr:Main: NA
<br />No roof live load reduction taken.
<br />From 0' to 6.25': w5 = + 1.4' to 0' IW = 9.8 to 0 plf D, 0 to 0 plf L, 0 to 0 plf Lr
<br />Beam No. 4: LEFT FRONT OF DINETTE
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<br />Deflection
<br />Page 1412/06/202424-0303-ST
<br />1925 E Fruit St
<br />2/26/2025
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