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Project Title: <br /> Engineer: <br /> Project ID: <br /> Project Descr: <br /> Steel Beam Project File:230803_enercalc trib_210208_s2306010.ec6 <br /> LIC#:KW-06017385,Build:20,23.08.30 SOUND STRUCTURAL SOLUTIONS (c)ENERCALC INC 1983-2023 <br /> DESCRIPTION: (1-1) <br /> CODE REFERENCES <br /> Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 <br /> Load Combination Set:ASCE 7-16 <br /> Material Properties <br /> Analysis Method Allowable Strength Design Fy:Steel Yield: 50.0 ksi <br /> Beam Bracing: Beam bracing is defined Beam-by-Beam E:Modulus: 29,000.0 ksi <br /> Bending Axis: Major Axis Bending <br /> Unbraced Lengths <br /> Span#1,Defined Brace Locations,First Brace at ft,Second Brace at ft,Third Brace at ft <br /> Span#2,Braced @ Mid Span <br /> D(2.564) D(0.250) D(1 13(1)6.005),S(32.970) D(0.150) <br /> D(0 010)S(0.0250) D(0 010)S(0.0250) <br /> 1 <br /> x — --. x <br /> x x x <br /> W30x108 W30x108 <br /> Ir Span=7.750 ft Span=42.0 ft <br /> 1 <br /> Applied Loads Service loads entered.Load Factors will be applied for calculations. <br /> Beam self weight calculated and added to loading <br /> Load for Span Number 1 <br /> Uniform Load : D =0.010, S= 0.0250 k/ft, Tributary Width= 1.0 ft, (ROOF) <br /> Point Load : D=2.564 k @ 1.0 ft, ((0-1a)Video Screen Rigging) <br /> Load for Span Number 2 <br /> Uniform Load : D=0.010, S= 0.0250 k/ft, Tributary Width= 1.0 ft, (ROOF) <br /> Point Load : D= 16.005, S= 32.979 k @ 16.750 ft, (Cantilevered GluLam) <br /> Point Load : D= 1.150 k© 12.750 ft, ((0-1)) <br /> Point Load : D=0.250 k @ 7.0 ft, (Speaker) <br /> Point Load : D=0.150 k @ 28.0 ft, (Lighting Truss) <br /> DESIGN SUMMARY ::Design OK <br /> Maximum Bending Stress Ratio = 0.662: 1 Maximum Shear Stress Ratio= 0.105 : 1 <br /> Section used for this span W30x108 Section used for this span W30x108 <br /> Ma:Applied 520.286 k-ft Va:Applied 34.025 k <br /> Mn/Omega:Allowable 786.124 k-ft Vn/Omega:Allowable 324.820 k <br /> Load Combination +D+S Load Combination +D+S <br /> Location of maximum on span 7.750 ft <br /> Span#where maximum occurs Span#2 Span#where maximum occurs Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.659 in Ratio= 764 >=360 Span:2:S Only <br /> Max Upward Transient Deflection -0.391 in Ratio= 475 >=360 Span:2:S Only <br /> Max Downward Total Deflection 1.030 in Ratio= 489 >=180 Span:2:+D+S <br /> Max Upward Total Deflection -0.596 in Ratio= 312 >=180 Span:2:+D+S <br /> Maximum Forces &Stresses for Load Combinations <br /> Load Combination ax ressRatios ummary o Moment Values Summary of Shear Values <br /> Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega <br /> D Only <br /> 61 <br /> Iaot <br />