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Be am ID: 7 Section type:Douglas Fir-Larch No.1 Section name:6x10 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 70PLF =4 x (15+20)/2 @ 0' to 9.25' Load_Roof 122.5~35PLF =7~2 x (15+20)/2 @ 9.25' to 16.25' POINT supp#2 of Beam 6 @ 16.25ft, (D=282 Lr=300) SELF WEIGHT 12.25PLF From 0' to 16.25' Point Load Location Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1 Cfu = 1 Ci = 1 Cr = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 -123 0 -139 0 0 0 0 0 -123/-262 2 1118 0 1124 0 0 0 0 0 2242/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)5946 9.25 11634 51 1.25 Shear (lbs)659 9.25 7402 9 1.25 Live Deflection 0.274 16.25 0.467 59 - Total Deflection 0.542 16.25 0.7 77 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: 8 Section type:Douglas Fir-Larch No.1 Section name:6x10 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 590.625PLF =33.75 x (15+20)/2 @ 0' to 12' Load_Roof 0~87.5PLF =0~5 x (15+20)/2 @ 12' to 18.75' POINT supp#1 of Beam 6 @ 18.75ft, (D=282 Lr=300) SELF WEIGHT 12.25PLF From 0' to 18.75' Point Load Location Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1 Cfu = 1 Ci = 1 Cr = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 1363 0 1793 0 0 0 0 0 3156/0 2 2313 0 2726 0 0 0 0 0 5039/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)8260 5.28 11634 71 1.25 Shear (lbs)3877 12 7402 52 1.25 Live Deflection 0.182 5.76 0.4 46 - Total Deflection 0.312 5.64 0.6 52 - 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 10 1430 E Edinger Ave 3/27/2025