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Be am ID: 8A Section type:Douglas Fir-Larch No.1 Section name:6x6 Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170 E (psi): 1600000 Lu (ft): 6.25 Ignore shear within (d): True Repetitive member : False Applie d Loads: Wall_Ex 34PLF =2 x 17 @ 0' to 6.25' SELF WEIGHT 7.09PLF From 0' to 6.25' Factors: Ct = 1 Cm = 1 CL = 1.00 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) 1 128 0 0 0 0 0 0 0 128/0 2 128 0 0 0 0 0 0 0 128/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)201 3.12 2801 7 0.9 Shear (lbs)111 6.25 3086 4 0.9 Live Deflection 0.000 0 0.208 0 - Total Deflection 0.012 3.12 0.312 4 - Passe d Max Moment: D Max Shear: D Max Deflection: D Be am ID: 9 Section type:Douglas Fir-Larch No.1 Section name:6x6 Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 131.25~35PLF =7.5~2 x (15+20)/2 @ 0' to 6.25' SELF WEIGHT 7.09PLF From 0' to 6.25' Factors: Ct = 1 Cm = 1 CL = 1.00 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) 1 155 0 177 0 0 0 0 0 332/0 2 112 0 120 0 0 0 0 0 232/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)444 2.88 3899 11 1.25 Shear (lbs)270 0 4285 6 1.25 Live Deflection 0.013 3.06 0.208 6 - Total Deflection 0.025 3.06 0.312 8 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr vG23.06.30 : : : : Company CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 12/11/2023 Client 0 TIC Structure Design 2023 11 1430 E Edinger Ave 3/27/2025