1402 W 10th St & Unit #2 - 101117923-24 - Plan

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Be am ID: 5 Section type:Douglas Fir-Larch No.2 Section name:2x6 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 0~65PLF =0~3.25 x (20+20)/2 @ 0' to 4' Load_Roof 0~65PLF =0~3.25 x (20+20)/2 @ 0' to 4' SELF WEIGHT 1.93PLF From 0' to 4' Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1.3 Cfu = 1 Ci = 1 Cr = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 47 0 43 0 0 0 0 0 91/0 2 91 0 87 0 0 0 0 0 177/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)137 2.32 922 15 1.25 Shear (lbs)120 4 1238 10 1.25 Live Deflection 0.006 2.08 0.133 5 - Total Deflection 0.012 2.08 0.2 6 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: 6 Section type:Douglas Fir-Larch No.1 Section name:6x8 Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170 E (psi): 1600000 Lu (ft): 16 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 100PLF =5 x (20+20)/2 @ 0' to 16' SELF WEIGHT 9.67PLF From 0' to 16' Factors: Ct = 1 Cm = 1 CL = 0.99 CF = 1 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 477 0 400 0 0 0 0 0 877/0 2 477 0 400 0 0 0 0 0 877/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)3509 8 7156 49 1.25 Shear (lbs)811 0 5844 14 1.25 Live Deflection 0.238 8 0.533 45 - Total Deflection 0.523 8 0.8 65 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr vG23.06.30 : : : : Com pany Project 1402 W 10th Job No.231014 Plan N/A : : : : Designed D.B. Checked P.P. Date 02/05/2024 Client N/A TIC Structure Design 2023 1402 W 10th St & Unit #2 - 101117923-245/8/2024