Laserfiche WebLink
Steel Beam <br />LIC# : KW-06014491, Build:20.23.07.20 Melqart Inc (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:(E) W beam with (E)+(N) Loads ASD <br />Project File: saint andrew (Melqartengineer5@outlook.com).ec6 <br />Project Title:Saint Andrew <br />Engineer:LR <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 : 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 :36.0 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 = 0.0120, L = 0.020 ksf, Tributary Width = 28.0 ft, ((E) Dead and Live Loads) <br />Point Load : D = 3.699 k @ 14.0 ft, (From (N)B1) <br />.Design OKDESIGN SUMMARY <br />Maximum Bending Stress Ratio =0.984 : 1 <br />Load Combination +D+L <br />Span # where maximum occurs Span # 1 <br />14.918 k <br />Mn / Omega : Allowable 119.461 k-ft Vn/Omega : Allowable <br />W18x35Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1 <br />Load Combination +D+L <br />76.464 k <br />Section used for this span W18x35 <br />Ma : Applied <br />Maximum Shear Stress Ratio =0.195 : 1 <br />0.000 ft <br />117.545 k-ft Va : Applied <br />0 <360 <br />311 <br />Ratio =0 <180 <br />Maximum Deflection <br />Max Downward Transient Deflection 0.530 in 634Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 1.082 in Ratio =>=180 <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 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 />D Only <br />Dsgn. L = 28.06 ft 1 0.523 0.092 62.42 62.42 199.50 119.46 1.00 1.00 7.06 114.70 76.46 <br />+D+L <br />Dsgn. L = 28.06 ft 1 0.984 0.195 117.54 117.54 199.50 119.46 1.00 1.00 14.92 114.70 76.46 <br />+D+0.750L <br />Dsgn. L = 28.06 ft 1 0.869 0.169 103.76 103.76 199.50 119.46 1.00 1.00 12.95 114.70 76.46 <br />+0.60D <br />Dsgn. L = 28.06 ft 1 0.314 0.055 37.45 37.45 199.50 119.46 1.00 1.00 4.24 114.70 76.46 <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />+D+L 1 1.0823 14.031 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 14.918 14.909 <br />Max Upward from Load Combinations 14.918 14.909 <br />Max Upward from Load Cases 7.858 7.858 <br />D Only 7.060 7.052 <br />+D+L 14.918 14.909 <br />P1.21 <br />Service moment is needed <br />for deflection calculations. <br />B3 <br />P1.21 <br />1700 E St Andrew Pl - 101118387, <br />20182190, 30146952 & 40138878 <br />6/5/2024