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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 = 12%' 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 5.49' : P1 = (77)W + (8)SP = 24 lb D, 77 lb L, 0 lb Lr Ra = {4, 14, 0}, RB = {20, 63, 0}
<br />At 11.23' : P2 = (77)W + (8)SP = 24 lb D, 77 lb L, 0 lb Lr Ra = {-16, -52, 0}, RB = {40, 129, 0}
<br />Ra = {51, 2, 69}Ra = {50, 40, 39}, RB = {-96, -76, -73}
<br />Rb = {141, 116, 3}Reaction 2a: Max brg = 120 lb Min brg Length = 0.13 in Reaction 2b: Max brg = 257 lb Min brg Length = 0.28 in
<br />Rc = {46, 36, 34.7}
<br />Use (1) 2x6 Douglas Fir #2 2a 2b
<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 = -73 lb at 0', fv = 13, F'v = 162, ratio = 9 %, OK Main: max ∆ = 0 in at 2.7' = L/22460
<br />C D = 0.9 Mu = -100 lb-ft at 6.75', fb = 146, F'b = 1378.62, ratio = 11 %, OK Cant: max ∆ = -0.02 in at 10.8' = L/5172
<br />D+W (0.6W): Vu = -148 lb at 6.75', fv = 27, F'v = 288, ratio = 10 %, OK Main: max ∆ = 0 in at 2.7' = L/16672
<br />C D = 1.6 Mu = -181 lb-ft at 6.75', fb = 287, F'b = 2450.88, ratio = 12 %, OK Cant: max ∆ = -0.03 in at 0' = L/2660
<br />D+Lr: Vu = 120 lb at 0', Vcant = 121 lb, fv = 22, F'v = 225, ratio = 10 %, OK Main: max ∆ = 0 in at 5.7375'= L/55580
<br />Cd = 1.25 Mu = -100 lb-ft at 6.75', fb = 159, F'b = 1914.75, ratio = 9 %, OK Cant: max ∆ = -0.02 in at 0' = L/4207
<br />D+.75W+.75Lr: Vu = -127 lb at 6.75', fv = 25, F'v = 225, ratio = 12 %, OK Main: max ∆ = 0 in at 2.7' = L/35793
<br />CD = 1.6 Mu = -160 lb-ft at 6.75', fb = 254, F'b = 1914.75, ratio = 14 %, OK Cant: max ∆ = -0.03 in at 0' = L/2751
<br />W: Main: max ∆ = 0 in at 3.375' = L/61113 Notch at End:
<br />Cant: max ∆ = -0.02 in at 0' = L/5465 No Notch
<br />Lr: Main: max ∆ = 0 in at 2.7'= L/26617 Load Comb: D D+L D+Lr D+.75L+.75Lr
<br />Cant: max ∆ = 0 in at 10.7815' = L/22551 R2a: 51 53 120 104
<br />0.75W + 0.75Lr: Main: max ∆ = 0 in at 2.3625'= L/59766 Rallowable: 891 1584 1238 1238
<br />Cant: max ∆ = -0.02 in at 0' = L/4207 %6 3 10 8 OK
<br />Beam No. 2: CHECK EXISTING RAFTERS (WORST CASE LOADING)
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<br />Deflection
<br />22-0423-PV 4/26/2022 Page 4
<br />1920 S Kilson Dr
<br />05/31/22
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