2331 N Benton Way Unit# 2 - Plan

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Be am ID: RR1 Section type:Douglas Fir-Larch No.2 Section name:2x8 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 53.4PLF =2.67 x (20+20)/2 @ 0' to 8.5' SELF WEIGHT 2.55PLF From 0' to 8.5' Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1.2 Cfu = 1 Ci = 1 Cr = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 124 0 113 0 0 0 0 0 238/0 2 124 0 113 0 0 0 0 0 238/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)505 4.25 1478 34 1.25 Shear (lbs)202 0 1631 12 1.25 Live Deflection 0.041 4.25 0.283 14 - Total Deflection 0.086 4.25 0.425 20 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: 1 Section type:Douglas Fir-Larch No.2 Section name:4x8 Fb(+)/Fb(-) (psi): 900/900 Fv (psi): 180 E (psi): 1600000 Lu (ft): 8.54 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 145PLF =7.25 x (20+20)/2 @ 0' to 8.54' Load_Ceiling 58PLF =7.25 x (6+10)/2 @ 0' to 8.54' SELF WEIGHT 5.95PLF From 0' to 8.54' 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) 1 428 0 464 0 0 0 0 0 892/0 2 428 0 464 0 0 0 0 0 892/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)1905 4.27 3681 52 1.25 Shear (lbs)757 0 3806 20 1.25 Live Deflection 0.073 4.27 0.285 26 - Total Deflection 0.141 4.27 0.427 33 - 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 17/24 2331 N Benton Way Unit# 2 - 1011185346/4/2024