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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: (1-0a)FOR VIDEO SCREEN <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(0.1040) <br /> • <br /> W16x36 <br /> Span=50.0ft <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 =0.1040 ksf, Extent=9.0--»41.0 ft, Tributary Width= 1.0 ft, (Video Screen) <br /> DESIGN SUMMARY Desi i n OK <br /> Maximum Bending Stress Ratio = 0.282: 1 Maximum Shear Stress Ratio= 0.031 : 1 <br /> Section used for this span WI6x36 Section used for this span WI6x36 <br /> Ma:Applied 45.073 k-ft Va:Applied 2.923 k <br /> Mn/Omega:Allowable 159.681 k-ft Vn/Omega:Allowable 93.810 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 1.351 in Ratio= 444 >=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 axlVl Stress Ratios SummaryenfVaTues Summary of Shear Vaes <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 0.248 0.027 39.54 39.54 266.67 159.68 1.00 1.00 2.56 140.72 93.81 <br /> +0.60D <br /> Dsgn.L= 50.00 ft 1 0.149 0.016 23.72 23.72 266.67 159.68 1.00 1.00 1.54 140.72 93.81 <br /> +1.140D <br /> Dsgn.L= 50.00 ft 1 0.282 0.031 45.07 45.07 266.67 159.68 1.00 1.00 2.92 140.72 93.81 <br /> +1.105D <br /> Dsgn.L= 50.00 ft 1 0.274 0.030 43.69 43.69 266.67 159.68 1.00 1.00 2.83 140.72 93.81 <br /> +0.460D <br /> Dsgn.L= 50.00 ft 1 0.114 0.013 18.19 18.19 266.67 159.68 1.00 1.00 1.18 140.72 93.81 <br /> Overall Maximum Deflections <br /> Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span <br /> D Only 1 1.3512 25.084 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 2.564 2.564 <br /> Max Upward from Load Combinations 1.538 1.538 <br /> Max Upward from Load Cases 2.564 2.564 <br /> D Only 2.564 2.564 <br /> 5 I Lkc <br />