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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: Girder <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 toad Resistance Factor 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 S 0.6250 D 0.250 S 0.6250 D 0.250 S(0.6250) <br /> I ' <br /> W21 x48 W21 x48 21 x48 <br /> Span=4.50 ft Span=50.0 ft Sran=4.50 ft <br /> Il f � <br /> Applied Loads Service loads entered.Load Factors will be applied for calculations. <br /> Beam self weight NOT internally calculated and added <br /> Load for Span Number 1 <br /> Uniform Load : D=0.010, S=0.0250 ksf, Tributary Width=25.0 ft, (Roof Load) <br /> Load for Span Number 2 <br /> Uniform Load : D=0.010, S=0.0250 ksf, Tributary Width=25.0 ft,(Roof Load) <br /> Load for Span Number 3 <br /> Uniform Load : D=0.010, S=0.0250 ksf, Tributary Width=25.0 ft,(Roof Load) <br /> DESIGN SUMMARY • <br /> Maximum Bending Stress Ratio = 0.988: 1 Maximum Shear Stress Ratio= 0.150 : 1 <br /> Section used for this span W21 x48 Section used for this span W21 x48 <br /> Mu:Applied 393.088 k-ft Vu:Applied 32.50 k <br /> Mn`Phi:Allowable 397.951 k-ft Vn" Phi:Allowable 216.30 k <br /> Load Combination +1.20D+1.60S Load Combination +1.20D+1.60S <br /> Location of maximum on span 4.500 ft <br /> Span#where maximum occurs Span#2 Span#where maximum occurs Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 3.062 in Ratio= 195 - Span:3:S Only <br /> Max Upward Transient Deflection -0.864 in Ratio= 125 - Span:3:S Only <br /> Max Downward Total Deflection 4.297 in Ratio= 140 - Span:3:+D+S <br /> Max Upward Total Deflection -1.210 in Ratio= 89 - Span:3:+D+S <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= 4.50 ft 1 0.009 0.040 -3.54 3.54 442.17 397.95 1.00 1.00 8.75 216.30 216.30 <br /> Dsgn.L= 50.00 ft 2 0.266 0.040 105.83 -3.54 105.83 442.17 397.95 1.00 1.00 8.75 216.30 216.30 <br /> Dsgn.L= 4.50 ft 3 0.009 0.007 -3.54 3.54 442.17 397.95 1.00 1.00 1.57 216.30 216.30 <br /> +1.20D <br /> Dsgn.L= 4.50 ft 1 0.008 0.035 -3.04 3.04 442.17 397.95 1.00 1.00 7.50 216.30 216.30 <br /> Dsgn.L= 50.00 ft 2 0.228 0.035 90.71 -3.04 90.71 442.17 397.95 1.00 1.00 7.50 216.30 216.30 <br /> Dsgn.L= 4.50 ft 3 0.008 0.006 -3.04 3.04 442.17 397.95 1.00 1.00 1.35 216.30 216.30 <br /> +1.20D+0.50S <br /> Dsgn. L= 4.50 ft 1 0,016 0.071 -6.20 6.20 442.17 397.95 1.00 1.00 15.31 216.30 216.30 <br /> Dsgn. L= 50.00 ft 2 0.465 0.071 185.20 -6.20 185.20 442.17 397.95 1.00 1.00 15.31 216.30 216.30 <br /> Dsgn. L= 4.50 ft 3 0.016 0.013 -6.20 6.20 442.17 397.95 1.00 1.00 2.76 216.30 216.30 <br /> +1.20D+1.60S <br /> Dsgn. L= 4.50 ft 1 0.033 0.150 -13.16 13.16 442.17 397.95 1.00 1.00 32.50 216.30 216.30 <br />