Laserfiche WebLink
Steel Beam <br />LIC# : KW-06014491, Build:20.24.07.08 Melqart Inc (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:B1 <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 :Major 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 : D = 0.030, L = 0.130 k/ft, Tributary Width = 1.0 ft <br />.Design OKDESIGN SUMMARY <br />Maximum Bending Stress Ratio =0.255 : 1 <br />Load Combination +1.20D+1.60L <br />Span # where maximum occurs Span # 1 <br />3.906 k <br />Mn * Phi : Allowable 107.295 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+1.60L <br />130.814 k <br />Section used for this span HSS12x6x1/4 <br />Mu : Applied <br />Maximum Shear Stress Ratio =0.030 : 1 <br />0.000 ft <br />27.345 k-ft Vu : Applied <br />0 <360.0 <br />560 <br />Ratio =0 <240.0 <br />Maximum Deflection <br />Max Downward Transient Deflection 0.412 in 814Ratio =>=360. <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.600 in Ratio =>=240. <br />Max Upward Total Deflection 0 in <br />Span: 1 : L Only <br />n/a <br />Span: 1 : +D+L <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 VnxMu Max Phi*Mnx Cb VuMaxMnx Phi*VnxSegment Length <br />+1.40D <br />Dsgn. L = 28.00 ft 1 0.076 0.009 8.12 8.12 119.22 107.30 1.00 1.00 1.16 145.35 130.81 <br />+1.20D+1.60L <br />Dsgn. L = 28.00 ft 1 0.255 0.030 27.35 27.35 119.22 107.30 1.00 1.00 3.91 145.35 130.81 <br />+1.20D+0.50L <br />Dsgn. L = 28.00 ft 1 0.124 0.015 13.33 13.33 119.22 107.30 1.00 1.00 1.90 145.35 130.81 <br />+1.20D <br />Dsgn. L = 28.00 ft 1 0.065 0.008 6.96 6.96 119.22 107.30 1.00 1.00 0.99 145.35 130.81 <br />+0.90D <br />Dsgn. L = 28.00 ft 1 0.049 0.006 5.22 5.22 119.22 107.30 1.00 1.00 0.75 145.35 130.81 <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />+D+L 1 0.6002 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 2.649 2.649 <br />Max Upward from Load Combinations 2.649 2.649 <br />Max Upward from Load Cases 1.820 1.820 <br />D Only 0.829 0.829 <br />+D+L 2.649 2.649 <br />+D+0.750L 2.194 2.194 <br />+0.60D 0.497 0.497 <br />P1.9 <br />1700 E St Andrew <br />Pl10/8/2024