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Steel Beam <br />LIC# : KW-06015364, Build:20.22.8.17 KPFF CONSULTING ENGINEERS (c) ENERCALC INC 1983-2022 <br />DESCRIPTION:L6x6x3/8 Ledger <br />Project File: Santa Ana Zoo Ticket Booth.ec6 <br />Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />CODE REFERENCES <br />Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 <br />Load Combination Set : IBC 2018 <br />Material Properties <br />Analysis Method : <br />ksi <br />Bending Axis :Minor Axis Bending <br />Completely Unbraced <br />Load Resistance Factor Design Fy : Steel Yield :36.0 ksi <br />Beam Bracing :E: Modulus :29,000.0 <br />Vertical Leg Down <br />.Service loads entered. Load Factors will be applied for calculations.Applied Loads <br />Beam self weight calculated and added to loading <br />Load for Span Number 1 <br />Uniform Load : D = 0.770, Lr = 0.7150 k/ft, Tributary Width = 1.0 ft, ((E)BM-11 Distributed Load) <br />Load for Span Number 2 <br />Uniform Load : D = 0.770, Lr = 0.7150 k/ft, Tributary Width = 1.0 ft, ((E)BM-11 Distributed Load) <br />.Design OKDESIGN SUMMARY <br />Maximum Bending Stress Ratio =0.041 : 1 <br />Load Combination +1.20D+1.60Lr <br />Span # where maximum occurs Span # 1 <br />1.734 k <br />Mn * Phi : Allowable 11.372 k-ft Vn * Phi : Allowable <br />L6x6x3/8Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1 <br />Load Combination +1.20D+1.60Lr <br />43.740 k <br />Section used for this span L6x6x3/8 <br />Mu : Applied <br />Maximum Shear Stress Ratio =0.040 : 1 <br />1.330 ft <br />0.461 k-ft Vu : Applied <br />0 <360 <br />161031 <br />Ratio =0 <180 <br />Maximum Deflection <br />Max Downward Transient Deflection 0.000 in 0Ratio =<360 <br />Max Upward Transient Deflection 0.000 in Ratio = <br />Max Downward Total Deflection 0.000 in Ratio =>=180 <br />Max Upward Total Deflection 0.000 in <br />Span: 2 : Lr Only <br />Span: 2 : +D+Lr <br />.Maximum Forces & Stresses for Load Combinations <br />Span # <br />Summary of Moment Values Summary of Shear ValuesLoad Combination Max Stress Ratios <br />M V max Mu -max Mu +Rm VnyMu Max Phi*Mny Cb VuMaxMny Phi*VnySegment Length <br />+1.40D <br />Dsgn. L = 1.33 ft 1 0.021 0.021 0.14 -0.24 0.24 12.64 11.37 2.08 1.00 0.91 48.60 43.74 <br />Dsgn. L = 1.33 ft 2 0.021 0.021 0.14 -0.24 0.24 12.64 11.37 2.08 1.00 0.91 48.60 43.74 <br />+1.20D+0.50Lr <br />Dsgn. L = 1.33 ft 1 0.025 0.025 0.16 -0.29 0.29 12.64 11.37 2.08 1.00 1.08 48.60 43.74 <br />Dsgn. L = 1.33 ft 2 0.025 0.025 0.16 -0.29 0.29 12.64 11.37 2.08 1.00 1.08 48.60 43.74 <br />+1.20D <br />Dsgn. L = 1.33 ft 1 0.018 0.018 0.12 -0.21 0.21 12.64 11.37 2.08 1.00 0.78 48.60 43.74 <br />Dsgn. L = 1.33 ft 2 0.018 0.018 0.12 -0.21 0.21 12.64 11.37 2.08 1.00 0.78 48.60 43.74 <br />+1.20D+1.60Lr <br />Dsgn. L = 1.33 ft 1 0.041 0.040 0.26 -0.46 0.46 12.64 11.37 2.08 1.00 1.73 48.60 43.74 <br />Dsgn. L = 1.33 ft 2 0.041 0.040 0.26 -0.46 0.46 12.64 11.37 2.08 1.00 1.73 48.60 43.74 <br />+0.90D <br />Dsgn. L = 1.33 ft 1 0.014 0.013 0.09 -0.16 0.16 12.64 11.37 2.08 1.00 0.59 48.60 43.74 <br />Dsgn. L = 1.33 ft 2 0.014 0.013 0.09 -0.16 0.16 12.64 11.37 2.08 1.00 0.59 48.60 43.74 <br />. <br />Page 34