HOLD- 315 & 317 N Maxine St - Plan

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Be am ID: 2 Section type:Douglas Fir-Larch No.2 Section name:4x10 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 510PLF =25.5 x (20+20)/2 @ 0' to 6.76' Load_Ceiling 70PLF =8.75 x (6+10)/2 @ 0' to 6.76' SELF WEIGHT 7.59PLF From 0' to 6.76' 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) 1 976 0 1010 0 0 0 0 0 1986/0 2 976 0 1010 0 0 0 0 0 1986/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)3356 3.38 5615 60 1.25 Shear (lbs)1503 6.76 4856 31 1.25 Live Deflection 0.038 3.38 0.225 17 - Total Deflection 0.075 3.38 0.338 22 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: 3 Section type:Douglas Fir-Larch No.2 Section name:4x10 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_Ceiling 180PLF =22.5 x (6+10)/2 @ 0' to 13.27' SELF WEIGHT 7.59PLF From 0' to 13.27' 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) 1 498 0 746 0 0 0 0 0 1245/0 2 498 0 746 0 0 0 0 0 1245/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)4129 6.63 5615 74 1.25 Shear (lbs)1095 13.27 4856 23 1.25 Live Deflection 0.213 6.63 0.442 48 - Total Deflection 0.354 6.63 0.664 53 - 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 17 of 24