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L1 = 6.75 ft, Unbraced Length = 1 ft, L2 = 7.33 ft No roof live load reduction taken.
<br />Use (1) 2x6 Douglas Fir #2' Shear ratio = 15%' Bending Ratio = 14%, Beam is OK
<br />Distributed Loads:REACTIONS {D, L, Lr}:
<br />From -1.5' to 1': w1 = 1.33' Roof 2 = {12.236 plf D, 0 plf L, 26.6 plf Lr}Ra = {32, 0, 69}, Rb = {-2, 0, -3}
<br />From 1.02' to 12.5': w2 = 1.33' Rafter DL = 12.236 plf D, 0 plf L, 0 plf Lr Ra = {-1, 0, 0}, RB = {142, 0, 0}
<br />From 12.5' to 14': w3 = 1.33' Roof 2 = 12.236 plf D, 0 plf L, 26.6 plf Lr Ra = {-18, 0, -39}, RB = {37, 0, 79}
<br />Point Loads:
<br />At 2.29' : P1 = (77)W + (8)SP = 24 lb D, 77 lb L, 0 lb Lr Ra = {15, 50, 0}, RB = {9, 27, 0}
<br />At 8.03' : P2 = (77)W + (8)SP = 24 lb D, 77 lb L, 0 lb Lr Ra = {-5, -15, 0}, RB = {29, 92, 0}
<br />Ra = {62, 39, 68}Ra = {39, 4, 38}, RB = {-74, -7, -72}
<br />Rb = {141, 112, 4}Reaction 1a: Max brg = 142 lb Min brg Length = 0.16 in Reaction 1b: Max brg = 253 lb Min brg Length = 0.27 in
<br />Rc = {35, 3, 34.5}
<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// = 0 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 = -62 lb at 0', fv = 11, F'v = 162, ratio = 7 %, OK Main: max ∆ = -0.01 in at 2.7' = L/10956
<br />C D = 0.9 Mu = -100 lb-ft at 6.75', fb = 152, F'b = 1378.62, ratio = 12 %, OK Cant: max ∆ = -0.01 in at 11.1' = L/6242
<br />D+W (0.6W): Vu = 101 lb at 0', fv = 28, F'v = 288, ratio = 10 %, OK Main: max ∆ = -0.02 in at 2.7' = L/4091
<br />C D = 1.6 Mu = -174 lb-ft at 6.75', fb = 276, F'b = 2450.88, ratio = 12 %, OK Cant: max ∆ = -0.02 in at 0' = L/5588
<br />D+Lr: Vu = 130 lb at 0', Vcant = 132 lb, fv = 24, F'v = 225, ratio = 11 %, OK Main: max ∆ = 0 in at 2.7' = L/23440
<br />Cd = 1.25 Mu = -106 lb-ft at 6.75', fb = 168, F'b = 1914.75, ratio = 9 %, OK Cant: max ∆ = -0.02 in at 0' = L/3999
<br />D+.75W+.75Lr: Vu = 142 lb at 0', fv = 32, F'v = 225, ratio = 15 %, OK Main: max ∆ = -0.01 in at 2.7' = L/5893
<br />CD = 1.6 Mu = -160 lb-ft at 6.75', fb = 254, F'b = 1914.75, ratio = 14 %, OK Cant: max ∆ = -0.02 in at 0' = L/4176
<br />W: Main: max ∆ = -0.01 in at 2.7' = L/6529 Notch at End:
<br />Cant: max ∆ = 0 in at 0'= L/36946 No Notch
<br />Lr: Main: max ∆ = 0 in at 3.0375'= L/20264 Load Comb: D D+L D+Lr D+.75L+.75Lr
<br />Cant: max ∆ = -0.01 in at 11.881' = L/10751 R1a: 62 101 130 142
<br />0.75W + 0.75Lr: Main: max ∆ = -0.01 in at 2.7' = L/1889 Rallowable: 891 1584 1238 1238
<br />Cant: max ∆ = -0.02 in at 0' = L/3999 %7 6 11 11 OK
<br />Beam No. 1: CHECK EXISTING RAFTERS (WORST CASE LOADING)
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<br />Deflection
<br />22-0423-PV 4/26/2022 Page 3
<br />1920 S Kilson Dr
<br />05/31/22
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