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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: (1-0b) FOR SPEAKERS <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 is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi <br /> Bending Axis: Major Axis Bending <br /> D(0.250) D(0.250) <br /> . ,. W10x19 • <br /> Span=50.0 ft <br /> Applied Loads Service loads entered.Load Factors will be applied for calculations. <br /> Beam self weight calculated and added to loading <br /> Load(s)for Span Number 1 <br /> Point Load : D=0.250 k @ 9.0 ft, (Speaker) <br /> Point Load : D=0.250 k @ 41.0 ft, (Speaker) <br /> DESIGN SUMMARY Design O <br /> Maximum Bending Stress Ratio = 0.173: 1 Maximum Shear Stress Ratio= 0.016 : 1 <br /> Section used for this span W10x19 Section used for this span W10x19 <br /> Ma:Applied 9.334 k-ft Va:Applied 0.8265 k <br /> Mn/Omega:Allowable 53.892 k-ft Vn/Omega:Allowable 51.0 k <br /> Load Combination +1.140D Load Combination +1.140D <br /> Location of maximum on span 0.000 ft <br /> Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0 in Ratio= 0 <360 n/a <br /> Max Upward Transient Deflection 0 in Ratio= 0 <360 n/a <br /> Max Downward Total Deflection 1.382 in Ratio= 434 >=180 Span: 1 :D Only <br /> Max Upward Total Deflection 0 in Ratio= 0 <180 n/a <br /> Maximum Forces&Stresses for Load Combinations <br /> Load Combination Max Stresss Ratios Summary of 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 /> Dsgn.L= 50.00 ft 1 0.152 0.014 8.19 8.19 90.00 53.89 1.00 1.00 0.73 76.50 51.00 <br /> +0.60D <br /> Dsgn.L= 50.00 ft 1 0.091 0.009 4.91 4.91 90.00 53.89 1.00 1.00 0.44 76.50 51.00 <br /> +1.140D <br /> Dsgn.L= 50.00 ft 1 0.173 0.016 9.33 9.33 90.00 53.89 1.00 1.00 0.83 76.50 51.00 <br /> +1.105D <br /> Dsgn.L= 50.00 ft 1 0.168 0.016 9.05 9.05 90.00 53.89 1.00 1.00 0.80 76.50 51.00 <br /> +0.460D <br /> Dsgn.L= 50.00 ft 1 0.070 0.007 3.77 3.77 90.00 53.89 1.00 1.00 0.33 76.50 51.00 <br /> Overall Maximum Deflections <br /> Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span <br /> D Only 1 1.3820 25.200 0.0000 0.000 <br /> Vertical Reactions Support notation:Far left is#' Values in KIPS <br /> Load Combination Support 1 Support 2 <br /> Max Upward from all Load Conditions 0.725 0.725 13.659 <br /> Max Upward from Load Combinations 0.435 0.435 13.659 <br /> 1Lka <br />