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Be am ID: 2B 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 46.725PLF =2.67 x (15+20)/2 @ 0' to 3.75' POINT supp#1 of Beam 2A @ 0.25ft, (D=88 Lr=60) SELF WEIGHT 7.09PLF From 0' to 3.75' 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) 1 133 0 106 0 0 0 0 0 239/0 2 57 0 54 0 0 0 0 0 111/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)114 1.69 3899 3 1.25 Shear (lbs)216 0 4285 5 1.25 Live Deflection 0.001 1.84 0.125 1 - Total Deflection 0.002 1.84 0.188 1 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: 2 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 35PLF =2 x (15+20)/2 @ 0' to 5.75' Load_Roof 52.5PLF =3 x (15+20)/2 @ 5.75' to 20.25' POINT supp#2 of Beam 1 @ 0ft, (D=349 Lr=388) POINT supp#2 of Beam 2B @ 9.25ft, (D=57 Lr=54) POINT supp#2 of Beam 2B @ 17.25ft, (D=57 Lr=54) SELF WEIGHT 12.25PLF From 0' to 20.25' 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) 1 983 0 949 0 0 0 0 0 1931/0 2 141 0 97 0 0 0 0 0 238/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)5019 5.75 11634 43 1.25 Shear (lbs)979 5.75 7402 13 1.25 Live Deflection 0.195 0 0.383 51 - Total Deflection 0.368 0 0.575 64 - 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 7 1430 E Edinger Ave 3/27/2025