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Be am ID: 18 Section type:Douglas Fir-Larch No.1 Section name:6x6 Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170 E (psi): 1600000 Lu (ft): 6.75 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 205.625PLF =11.75 x (15+20)/2 @ 0' to 6.75' SELF WEIGHT 9.67PLF From 0' to 6.75' Factors: Ct = 1 Cm = 1 CL = 0.99 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) 1 330 0 397 0 0 0 0 0 727/0 2 330 0 397 0 0 0 0 0 727/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)1226 3.38 7214 17 1.25 Shear (lbs)590 0 5844 10 1.25 Live Deflection 0.018 3.38 0.225 8 - Total Deflection 0.033 3.38 0.338 10 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: 19 Section type:Ve rsa Lam 3100 Section name:5 1/4x11 1/4 Fb(+)/Fb(-) (psi): 3100/3100 Fv (psi): 285 E (psi): 2000000 Lu (ft): 22.5 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 223.125PLF =12.75 x (15+20)/2 @ 0' to 22.5' SELF WEIGHT 13.85PLF From 0' to 22.5' Factors: Ct = 1 Cm = 1 CL = 0.98 Cr = 1 Cv = 1.01 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 1232 0 1434 0 0 0 0 0 2666/0 2 1232 0 1434 0 0 0 0 0 2666/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)14996 11.25 34939 43 1.25 Shear (lbs)2666 22.5 14027 19 1.25 Live Deflection 0.590 11.25 0.75 79 - Total Deflection 1.097 11.25 1.125 98 - *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 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 16 1430 E Edinger Ave 3/27/2025