HOLD- 315 & 317 N Maxine St - Plan

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Be am ID: 4 Section type:Ve rsa Lam 3100 Section name:3 1/2x9 1/2 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 225~0PLF =11.25~0 x (20+20)/2 @ 0' to 16.43' Load_Roof 230~0PLF =11.5~0 x (20+20)/2 @ 0' to 16.43' SELF WEIGHT 7.8PLF From 0' to 16.43' Factors: Ct = 1 Cm = 1 CL = 1.00 Cr = 1 Cv = 1.03 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 1310 0 1246 0 0 0 0 0 2556/0 2 687 0 623 0 0 0 0 0 1310/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)8135 6.9 17000 48 1.25 Shear (lbs)2556 0 7897 32 1.25 Live Deflection 0.374 7.89 0.548 68 - Total Deflection 0.773 7.89 0.821 94 - *Load combination with Over Strength Factor Ω = 2.5 is always considered but may not be a governing load case! Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: 5 Section type:Douglas Fir-Larch No.2 Section name:4x10 Fb(+)/Fb(-) (psi): 900/900 Fv (psi): 180 E (psi): 1600000 Lu (ft): 8.42 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 500PLF =25 x (20+20)/2 @ 0' to 8.42' Wall_Ex 34PLF =2 x 17 @ 0' to 8.42' SELF WEIGHT 7.59PLF From 0' to 8.42' Factors: Ct = 1 Cm = 1 CL = 0.98 CF = 1.2 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 1228 0 1053 0 0 0 0 0 2280/0 2 1228 0 1053 0 0 0 0 0 2280/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)4800 4.21 5510 87 1.25 Shear (lbs)1835 8.42 4856 38 1.25 Live Deflection 0.077 4.21 0.281 27 - Total Deflection 0.166 4.21 0.421 39 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr vG23.06.30 : : : : Com pany Project 231223 - 317 N Maxine St SA ADU Job No.231223 Plan N/A : : : : Designed T.D. Checked P.P. Date 12/28/2023 Client N/A TIC Structure Design 2023 Page 18 of 24