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Be am ID: 1 Section type:Douglas Fir-Larch No.2 Section name:4x10 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 87.5PLF =5 x (15+20)/2 @ 0' to 15.5' SELF WEIGHT 7.59PLF From 0' to 15.5' Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1.2 Cfu = 1 Ci = 1 Cr = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 349 0 388 0 0 0 0 0 737/0 2 349 0 388 0 0 0 0 0 737/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)2856 7.75 5615 51 1.25 Shear (lbs)664 15.5 4856 14 1.25 Live Deflection 0.176 7.75 0.517 34 - Total Deflection 0.334 7.75 0.775 43 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: 2A 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_Trellis 30PLF =3 x (10+10)/2 @ 0' to 8' SELF WEIGHT 7.09PLF From 0' to 8' 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 88 0 60 0 0 0 0 0 148/0 2 88 0 60 0 0 0 0 0 148/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)297 4 3899 8 1.25 Shear (lbs)133 0 4285 3 1.25 Live Deflection 0.011 4 0.267 4 - Total Deflection 0.028 4 0.4 7 - 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 6 1430 E Edinger Ave 3/27/2025