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Steel Beam <br />LIC# : KW-06016298, Build:20.23.08.30 STEVE EKMEKJI (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:Fence Door Post <br />Project File: Calcs.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 2021 <br />Material Properties <br />Analysis Method : <br />ksi <br />Bending Axis :Major Axis Bending <br />Beam is Fully Braced against lateral-torsional buckling <br />Allowable Strength Design Fy : Steel Yield :50.0 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 NOT internally calculated and added <br />Load(s) for Span Number 1 <br />Point Load : L = 0.20 k @ 7.0 ft <br />.Design OKDESIGN SUMMARY <br />Maximum Bending Stress Ratio =0.593 : 1 <br />Load Combination L Only <br />Span # where maximum occurs Span # 1 <br />0.20 k <br />Mn / Omega : Allowable 2.363 k-ft Vn/Omega : Allowable <br />HSS2-1/2x2-1/2x1/8Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1 <br />Load Combination L Only <br />8.969 k <br />Section used for this span HSS2-1/2x2-1/2x1/8 <br />Ma : Applied <br />Maximum Shear Stress Ratio =0.022 : 1 <br />0.000 ft <br />1.400 k-ft Va : Applied <br />0 <120.0 <br />123 <br />Ratio =0 <120.0 <br />Maximum Deflection <br />Max Downward Transient Deflection 0 in 0Ratio =<120.0 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 1.362 in Ratio =>=120. <br />Max Upward Total Deflection 0 in <br />n/a <br />n/a <br />Span: 1 : L Only <br />n/a <br />.Maximum Forces & Stresses for Load Combinations <br />Span # <br />Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios <br />M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length <br />Dsgn. L = 7.00 ft 1 0.000 3.95 2.36 1.00 1.00 -0.00 14.98 8.97 <br />L Only <br />Dsgn. L = 7.00 ft 1 0.593 0.022 -1.40 1.40 3.95 2.36 1.00 1.00 0.20 14.98 8.97 <br />+0.750L <br />Dsgn. L = 7.00 ft 1 0.444 0.017 -1.05 1.05 3.95 2.36 1.00 1.00 0.15 14.98 8.97 <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />L Only 1 1.3623 7.000 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 0.200 <br />Max Upward from Load Combinations 0.150 <br />Max Upward from Load Cases 0.200 <br />L Only 0.200 <br />+0.750L 0.150 <br />Page 9 of 10 <br />1128 W Highland St <br />3/27/2025