2331 N Benton Way Unit# 2 - Plan

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Be am ID: 2 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 275PLF =13.75 x (20+20)/2 @ 0' to 8.54' SELF WEIGHT 5.95PLF From 0' to 8.54' 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) 1 613 0 587 0 0 0 0 0 1200/0 2 613 0 587 0 0 0 0 0 1200/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)2561 4.27 3737 69 1.25 Shear (lbs)1016 0 3806 27 1.25 Live Deflection 0.093 4.27 0.285 33 - Total Deflection 0.189 4.27 0.427 44 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: 3 Section type:Ve rsa Lam 3100 Section name:3 1/2x11 7/8 Fb(+)/Fb(-) (psi): 3100/3100 Fv (psi): 285 E (psi): 2000000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 275PLF =13.75 x (20+20)/2 @ 0' to 18.06' SELF WEIGHT 9.74PLF From 0' to 18.06' Factors: Ct = 1 Cm = 1 CL = 1.00 Cr = 1 Cv = 1.00 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 1330 0 1242 0 0 0 0 0 2571/0 2 1330 0 1242 0 0 0 0 0 2571/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)11609 9.03 26563 44 1.25 Shear (lbs)2571 18.06 9871 26 1.25 Live Deflection 0.337 9.03 0.602 56 - Total Deflection 0.698 9.03 0.903 77 - 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 18/24 2331 N Benton Way Unit# 2 - 1011185346/4/2024