2331 N Benton Way Unit# 2 - Plan

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Be am ID: 8 Section type:Douglas Fir-Larch No.2 Section name:4x8 Fb(+)/Fb(-) (psi): 900/900 Fv (psi): 180 E (psi): 1600000 Lu (ft): 7.81 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 26.6PLF =1.33 x (20+20)/2 @ 0' to 7.81' SELF WEIGHT 5.95PLF From 0' to 7.81' Factors: Ct = 1 Cm = 1 CL = 0.99 CF = 1.3 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 75 0 52 0 0 0 0 0 127/0 2 75 0 52 0 0 0 0 0 127/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)248 3.9 3687 7 1.25 Shear (lbs)109 0 3806 3 1.25 Live Deflection 0.006 3.9 0.26 2 - Total Deflection 0.015 3.9 0.39 4 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: 9 Section type:Douglas Fir-Larch No.2 Section name:4x8 Fb(+)/Fb(-) (psi): 900/900 Fv (psi): 180 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 190PLF =9.5 x (20+20)/2 @ 0' to 6.34' SELF WEIGHT 5.95PLF From 0' to 6.34' Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1.3 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 320 0 301 0 0 0 0 0 621/0 2 320 0 301 0 0 0 0 0 621/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)985 3.17 3737 26 1.25 Shear (lbs)494 0 3806 13 1.25 Live Deflection 0.019 3.17 0.211 9 - Total Deflection 0.040 3.17 0.317 13 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr vG23.06.30 : : : : Com pany Project 2331 N BENTON WAY UNIT 2 Job No.231226 Plan N/A : : : : Designed T.M. Checked P.P. Date 12/27/2023 Client N/A TIC Structure Design 2023 21/24 2331 N Benton Way Unit# 2 - 1011185346/4/2024