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Steel Beam <br />LIC# : KW-06014491, Build:20.24.07.08 Melqart Inc (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:B1-Out of Plane Seismic <br />Project File: Probation St Andrew.ec6 <br />Project Title:Probation St Andrew <br />Engineer:NN <br />Project ID:23-12434 <br />Project Descr: <br />CODE REFERENCES <br />Calculations per AISC 360-16, IBC 2021, ASCE 7-16 <br />Load Combination Set : ASCE 7-22 / IBC 2024 (L<=100psf) <br />Material Properties <br />Analysis Method : <br />ksi <br />Bending Axis :Minor Axis Bending <br />Beam is Fully Braced against lateral-torsional buckling <br />Load Resistance Factor Design Fy : Steel Yield :46.0 ksi <br />Beam Bracing :E: Modulus :29,000.0 <br />.Service loads entered. Load Factors will be applied for calculations.Applied Loads <br />Beam self weight calculated and added to loading <br />Uniform Load : E = 0.01650 k/ft, Tributary Width = 1.0 ft <br />.Design OKDESIGN SUMMARY <br />Maximum Bending Stress Ratio =0.100 : 1 <br />Load Combination +1.20D+E <br />Span # where maximum occurs Span # 1 <br />0.7215 k <br />Mn * Phi : Allowable 50.332 k-ft Vn * Phi : Allowable <br />HSS12x6x1/4Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1 <br />Load Combination +1.20D+E <br />61.361 k <br />Section used for this span HSS12x6x1/4 <br />Mu : Applied <br />Maximum Shear Stress Ratio =0.012 : 1 <br />0.000 ft <br />5.050 k-ft Vu : Applied <br />0 <360.0 <br />893 <br />Ratio =0 <240.0 <br />Maximum Deflection <br />Max Downward Transient Deflection 0.152 in 2,206Ratio =>=360. <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.376 in Ratio =>=240. <br />Max Upward Total Deflection 0 in <br />Span: 1 : E Only <br />n/a <br />Span: 1 : +D+0.70E <br />n/a <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 = 28.00 ft 1 0.080 0.009 4.01 4.01 55.92 50.33 1.00 1.00 0.57 68.18 61.36 <br />+1.20D <br />Dsgn. L = 28.00 ft 1 0.068 0.008 3.43 3.43 55.92 50.33 1.00 1.00 0.49 68.18 61.36 <br />+0.90D <br />Dsgn. L = 28.00 ft 1 0.051 0.006 2.57 2.57 55.92 50.33 1.00 1.00 0.37 68.18 61.36 <br />+1.20D+E <br />Dsgn. L = 28.00 ft 1 0.100 0.012 5.05 5.05 55.92 50.33 1.00 1.00 0.72 68.18 61.36 <br />+0.90D+E <br />Dsgn. L = 28.00 ft 1 0.083 0.010 4.19 4.19 55.92 50.33 1.00 1.00 0.60 68.18 61.36 <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />+D+0.70E 1 0.3761 14.080 0.0000 0.000 <br />. <br />Load Combination Support 1 Support 2 <br />Vertical Reactions Support notation : Far left is #1 Values in KIPS <br />Max Upward from all Load Conditions 0.570 0.570 <br />Max Upward from Load Combinations 0.570 0.570 <br />Max Upward from Load Cases 0.409 0.409 <br />D Only 0.409 0.409 <br />+0.60D 0.245 0.245 <br />+D+0.70E 0.570 0.570 <br />+D+0.5250E 0.530 0.530 <br />P1.11 <br />1700 E St Andrew <br />Pl10/8/2024