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L1 = 4 ft, Unbraced Length = 1 ft, L2 = 12 ft No roof live load reduction taken.
<br />Use (1) 2x6 Douglas Fir #2' Shear ratio = 49%' Bending Ratio = 91%, Beam is OK
<br />Distributed Loads:REACTIONS {D, L, Lr}:
<br />From 0' to 14.5': w1 = 2' Rafter DL = {17 plf D, 0 plf L, 0 plf W}Ra = {-201, 0, 0}, Rb = {448, 0, 0}
<br />From 14.5' to 16': w2 = 2' Roof 2 = 17 plf D, 0 plf L, 40 plf W Ra = {-72, 0, -169}, RB = {98, 0, 229}
<br />Point Loads:
<br />At 1.2' : P1 = (178)W + (19)SP = 57 lb D, 178 lb L, 0 lb W Ra = {39, 124, 0}, RB = {18, 54, 0}
<br />At 3.88' : P2 = (178)W + (19)SP = 57 lb D, 178 lb L, 0 lb W Ra = {1, 5, 0}, RB = {56, 173, 0}
<br />At 7.18' : P3 = (178)W + (19)SP = 57 lb D, 178 lb L, 0 lb W Ra = {-46, -142, 0}, RB = {103, 320, 0}
<br />At 9.86' : P4 = (178)W + (19)SP = 57 lb D, 178 lb L, 0 lb W Ra = {-84, -261, 0}, RB = {141, 439, 0}
<br />At 13.16' : P5 = W(178)SP + (19) = 57 lb D, 178 lb L, 0 lb W Ra = {-131, -408, 0}, RB = {188, 586, 0}
<br />Ra = {-50, -67, -4}Ra = {444, 615, 165}, RB = {-592, -820, -220}
<br />Rb = {460, 752, 9}Reaction 1a: Min brg Length = -0.06 in Reaction 1b: Max brg = 1212 lb Min brg Length = 1.3 in
<br />Rc = {148, 205, 55}
<br />Use (1) 2x6 Douglas Fir #2 1a 1b
<br />Geometry: b = 1.5 in, d = 5.5 in, A = 8.25 in^2, Sx = 7.56 in^3, Ix = 20.8 in^4
<br />Material Base Properties: E = 1.6x10^6 psi, Fb = 900 psi, Fv = 180 psi, Fc(perp) = 625 psi, Fc// = 178 psi, Ft = 575 psi
<br />Shear Stess Factors: Cm = 1, Ci = 1. Bending Stress Factors: Cf = 1.3, CL = 0.99, Cb = 1.15, Ci = 1, Cm = 1, Cr = 1.15
<br />D:Vu = -232 lb at 0', fv = 42, F'v = 162, ratio = 27 %, OK Main:max ∆ = 0.02 in at 2.4'= L/2350
<br />CD = 0.9 Mu = -496 lb-ft at 4', fb = 770, F'b = 1378.62, ratio = 56 %, OK Cant:max ∆ = -0.27 in at 10.6' = L/537
<br />D+W (0.6W):Vu = -655 lb at 4', fv = 119, F'v = 288, ratio = 42 %, OK Main:max ∆ = 0.05 in at 2.4'= L/921
<br />CD = 1.6 Mu = -1280 lb-ft at 4', fb = 2032, F'b = 2450.88, ratio = 83 %, OK Cant:max ∆ = -0.7 in at -0.3' = L/206
<br />D+Lr:Vu = -236 lb at 4', Vcant = 319 lb, fv = 58, F'v = 225, ratio = 26 %, OK Main:max ∆ = 0.02 in at 2.4'= L/2256
<br />Cd = 1.25 Mu = -512 lb-ft at 4', fb = 813, F'b = 1914.75, ratio = 43 %, OK Cant:max ∆ = -0.28 in at -0.3' = L/515
<br />D+.75W+.75Lr:Vu = -552 lb at 4', fv = 110, F'v = 225, ratio = 49 %, OK Main:max ∆ = 0.04 in at 2.4'= L/1070
<br />CD = 1.6 Mu = -1096 lb-ft at 4', fb = 1740, F'b = 1914.75, ratio = 91 %, OK Cant:max ∆ = -0.6 in at -0.3' = L/240
<br />W: Main: max ∆ = 0.03 in at 2.4'= L/1514 Notch at End:
<br />Cant: max ∆ = -0.43 in at -0.3' = L/335 No Notch
<br />Lr:Main: max ∆ = 0 in at 2.4'= L/56424 Load Comb: D D+L D+Lr D+.75L+.75Lr
<br />Cant: max ∆ = -0.01 in at 11.2' = L/12048 R1a: -50 -117 -54 -103
<br />0.75W + 0.75Lr:Main: max ∆ = 0.02 in at 2.4'= L/1966 Rallowable:891 1584 1238 1238
<br />Cant: max ∆ = -0.28 in at -0.3' = L/515 % -6 -7 -4 -8 OK
<br />Beam No. 1: CHECK EXISTING RAFTERS (WORST CASE LOADING)
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<br />Deflection
<br />23-1022-PV Page 311/1/2023
<br />929 E Jonquil Rd -
<br />2018144011/27/2023
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