HOLD- 315 & 317 N Maxine St - 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 : True Applie d Loads: Load_Roof 53.4PLF =2.67 x (20+20)/2 @ 0' to 11.25' SELF WEIGHT 2.55PLF From 0' to 11.25' Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1.2 Cfu = 1 Ci = 1 Cr = 1.15 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 165 0 150 0 0 0 0 0 315/0 2 165 0 150 0 0 0 0 0 315/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)885 5.62 1700 52 1.25 Shear (lbs)279 0 1631 17 1.25 Live Deflection 0.126 5.62 0.375 34 - Total Deflection 0.265 5.62 0.562 47 - 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: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 26.6PLF =1.33 x (20+20)/2 @ 0' to 8.2' Load_Ceiling 10.64PLF =1.33 x (6+10)/2 @ 0' to 8.2' SELF WEIGHT 4.51PLF From 0' to 8.2' 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 89 0 82 0 0 0 0 0 171/0 2 89 0 82 0 0 0 0 0 171/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)351 4.1 2151 16 1.25 Shear (lbs)153 8.2 2888 5 1.25 Live Deflection 0.026 4.1 0.273 10 - Total Deflection 0.055 4.1 0.41 13 - 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 16 of 24