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

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Be am ID: 7 Section type:Douglas Fir-Larch No.2 Section name:4x6 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 65PLF =3.25 x (20+20)/2 @ 0' to 5.25' Load_Roof 275PLF =13.75 x (20+20)/2 @ 0' to 5.25' POINT supp#2 of Beam 5 @ 2.75ft, (D=91 Lr=87) SELF WEIGHT 4.51PLF From 0' to 5.25' Point Load Location 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) 1 501 0 488 0 0 0 0 0 989/0 2 506 0 492 0 0 0 0 0 997/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)1416 2.75 2151 66 1.25 Shear (lbs)827 5.25 2888 29 1.25 Live Deflection 0.043 2.62 0.175 25 - Total Deflection 0.088 2.62 0.262 34 - 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 Be am ID: 8 Section type:Douglas Fir-Larch No.2 Section name:4x6 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 145PLF =7.25 x (20+20)/2 @ 0' to 7' SELF WEIGHT 4.51PLF From 0' to 7' Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1.3 Cfu = 1 Ci = 1 Cr = 1 Re actions: Suppor t D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 270 0 254 0 0 0 0 0 523/0 2 270 0 254 0 0 0 0 0 523/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)916 3.5 2151 43 1.25 Shear (lbs)451 7 2888 16 1.25 Live Deflection 0.050 3.5 0.233 21 - Total Deflection 0.104 3.5 0.35 30 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr 1402 W 10th St & Unit #2 - 101117923-245/8/2024