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Project Title: <br /> Engineer: <br /> Project ID: <br /> Project Descr: <br /> Steel Beam Project File:Everett Storage.ec6 <br /> LIC#:KW-06016450,Build:20.23.05.22 QUANTUM CONSULTING ENGINEERS (c)ENERCALC INC 1983-2023 <br /> DESCRIPTION: Beam <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 Load Resistance Factor Design Fy:Steel Yield: 50.0 ksi <br /> Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi <br /> Bending Axis: Major Axis Bending <br /> I <br /> D(o.01060)S(0.0250) <br /> W4x13 <br /> Span=30.0 ft <br /> Applied Loads Service loads entered.Load Factors will be applied for calculations. <br /> Beam self weight calculated and added to loading <br /> Uniform Load : D=0.0060, S=0.0250 k/ft, Tributary Width= 1.0 ft, (Roof Load) <br /> DESIGN SUMMARY • <br /> Maximum Bending Stress Ratio = 0.687: 1 Maximum Shear Stress Ratio= 0.027 : 1 <br /> Section used for this span W4x13 Section used for this span W4x13 <br /> Mu:Applied 7.070 k-ft Vu :Applied 0.9427 k <br /> Mn'Phi:Allowable 10.298 k-ft Vn'Phi:Allowable 34.944 k <br /> Load Combination +1.20D+1.60S Load Combination +1.20D+1.60S <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 1.396 in Ratio= 257 -0.0 Span: 1 :S Only <br /> Max Upward Transient Deflection 0 in Ratio= 0 -0.0 n/a <br /> Max Downward Total Deflection 2.460 in Ratio= 146 -0.0 Span: 1 :+D+S <br /> Max Upward Total Deflection 0 in Ratio= 0 -0.0 n/a <br /> Maximum Forces& Stresses for Load Combinations <br /> Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values <br /> Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi'Mnx Cb Rm VuMax Vnx Phi'Vnx <br /> +1.40D <br /> Dsgn. L= 30.00 ft 1 0.291 0.011 3.00 3.00 11.44 10.30 1.14 1.00 0.40 34.94 34.94 <br /> +1.20D <br /> Dsgn.L= 30.00 ft 1 0.250 0.010 2.57 2.57 11.44 10.30 1.14 1.00 0.34 34.94 34.94 <br /> +1.20D+0.50S <br /> Dsgn.L= 30.00 ft 1 0.386 0.015 3.98 3.98 11.44 10.30 1.14 1.00 0.53 34.94 34.94 <br /> +1.20D+1.60S <br /> Dsgn. L= 30.00 ft 1 0.687 0.027 7.07 7.07 11.44 10.30 1.14 1.00 0.94 34.94 34.94 <br /> +1.20D+0.70S <br /> Dsgn.L= 30.00 ft 1 0.441 0.017 4.54 4.54 11.44 10.30 1.14 1.00 0.61 34.94 34.94 <br /> +0.90D <br /> Dsgn.L= 30.00 ft 1 0.187 0.007 1.93 1.93 11.44 10.30 1.14 1.00 0.26 34.94 34.94 <br /> Overall Maximum Deflections <br /> Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span <br /> +D+S 1 2.4603 15.086 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 0.661 0.661 18.438 <br /> Max Upward from Load Combinations 0.661 0.661 18.438 <br /> Max Upward from Load Cases 0.375 0.375 18.438 <br />