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L1 = 6 ft, Unbraced Length = 1 ft, L2 = 6.7 ft No roof live load reduction taken.
<br />Use (1) 2x6 Douglas Fir #2' Shear ratio = 17%' Bending Ratio = 17%, Beam is OK
<br />Distributed Loads:REACTIONS {D, L, Lr}:
<br />From 0' to 5.7': w1 = 1.4' Roof 2 = {13.02 plf D, 0 plf L, 28 plf Lr}Ra = {39, 0, 84}, Rb = {36, 0, 76}
<br />From 5.7' to 11.2': w2 = 1.4' Rafter DL = 13.02 plf D, 0 plf L, 0 plf Lr Ra = {-30, 0, 0}, RB = {102, 0, 0}
<br />From 11.2' to 12.7': w3 = 1.4' Rafter DL = 13.02 plf D, 0 plf L, 0 plf Lr Ra = {-20, 0, 0}, RB = {40, 0, 0}
<br />Point Loads:
<br />At 9.95' : P1 = (148)W + (15)SP = 45 lb D, 148 lb L, 0 lb Lr Ra = {-30, -98, 0}, RB = {75, 246, 0}
<br />Ra = {24, -14, 75}Ra = {65, 84, -9}, RB = {-121, -159, 17}
<br />Rb = {132, 87, 93}Reaction 1a: Max brg = 99 lb Min brg Length = 0.11 in Reaction 1b: Max brg = 267 lb Min brg Length = 0.29 in
<br />Rc = {56.8, 75, -8}
<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 = -55 lb at 0', fv = 10, F'v = 162, ratio = 7 %, OK Main:max ∆ = 0 in at 1.8' = L/46371
<br />CD = 0.9 Mu = -91 lb-ft at 6', fb = 141, F'b = 1378.62, ratio = 11 %, OK Cant:max ∆ = -0.02 in at 9.7' = L/4962
<br />D+W (0.6W):Vu = -69 lb at 6', fv = 27, F'v = 288, ratio = 10 %, OK Main:max ∆ = 0.01 in at 3.9'= L/7033
<br />CD = 1.6 Mu = -175 lb-ft at 6', fb = 278, F'b = 2450.88, ratio = 12 %, OK Cant:max ∆ = -0.05 in at 0' = L/1766
<br />D+Lr:Vu = -140 lb at 6', Vcant = 171 lb, fv = 31, F'v = 225, ratio = 14 %, OK Main:max ∆ = -0.02 in at 2.7' = L/3745
<br />Cd = 1.25 Mu = -145 lb-ft at 6', fb = 230, F'b = 1914.75, ratio = 13 %, OK Cant:max ∆ = 0.01 in at 0.0129633982566707'= L/6142
<br />D+.75W+.75Lr:Vu = -129 lb at 6', fv = 37, F'v = 225, ratio = 17 %, OK Main:max ∆ = -0.01 in at 2.1' = L/9024
<br />CD = 1.6 Mu = -194 lb-ft at 6', fb = 308, F'b = 1914.75, ratio = 17 %, OK Cant:max ∆ = -0.03 in at 0' = L/2751
<br />W: Main: max ∆ = 0.01 in at 3.6'= L/7165 Notch at End:
<br />Cant: max ∆ = -0.03 in at 0' = L/2742 No Notch
<br />Lr:Main: max ∆ = -0.02 in at 3' = L/3973 Load Comb: D D+L D+Lr D+.75L+.75Lr
<br />Cant:max ∆ = 0.01 in at 9.685'= L/6719 R1a: 24 10 99 70
<br />0.75W + 0.75Lr:Main: max ∆ = -0.01 in at 2.4' = L/1814
<br />Rallowable:891 1584 1238 1238
<br />Cant: max ∆ = 0.01 in at 0.0129633982566707'= L/6142 % 3 1 8 6 OK
<br />Beam No. 1: CHECK EXISTING RAFTERS (WORST CASE LOADING)
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<br />Deflection
<br />Page 323-0816-PV 08/30/2023
<br />1005 N Evonda St
<br />#211/7/2023
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