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Project Title: <br /> Engineer: <br /> Project ID: <br /> Project Descr: <br /> Steel Beam Project File:Boeing Rail Girts.ec6 <br /> LIC#:KW-06018139,Build:20.23.05.25 KPFF CONSULTING ENGINEERS SEA (c)ENERCALC INC 1983-2023 <br /> DESCRIPTION: Header on door opening from wind(G11) <br /> CODE REFERENCES <br /> Calculations per AISC 360-16, IBC 2018,CBC 2019,ASCE 7-16 <br /> Load Combination Set: IBC 2018 <br /> Material Properties <br /> Analysis Method Load 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 /> W(1?.968) W(12.635) <br /> Wi9_31 10]44, _-. 1.. <br /> HSS20x12x3/8 j <br /> Span=40.0 ft <br /> Applied Loads Service loads entered.Load Factors will be applied for calculations. <br /> Beam self weight NOT internally calculated and added <br /> Load(s)for Span Number 1 <br /> Point Load : W= 12.968 k @ 10.50 ft, (Load from West opening) <br /> Uniform Load: W=0.3110 k/ft, Tributary Width= 1.0 ft <br /> Point Load : W= 12.635 k @ 38.50 ft, (Load from East opening) <br /> DESIGN SUMMARY Design OK <br /> Maximum Bending Stress Ratio = 0.319: 1 Maximum Shear Stress Ratio= 0.061 : 1 <br /> Section used for this span HSS20x12x3/8 Section used for this span HSS20x12x3/8 <br /> Mu:Applied 153.563 k-ft Vu:Applied 21.785 k <br /> Mn*Phi:Allowable 481.299 k-ft Vn*Phi:Allowable 357.188 k <br /> Load Combination W Only Load Combination W Only <br /> Location of maximum on span 40.000 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 <360.0 n/a <br /> Max Upward Transient Deflection 0 in Ratio= 0 <360.0 n/a <br /> Max Downward Total Deflection 0.739 in Ratio= 649 >=240. Span:1 :+0.60W <br /> Max Upward Total Deflection 0 in Ratio= 0 <240.0 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 /> Dsgn.L= 40.00 ft 1 0.000 534.78 481.30 1.00 1.00 -0.00 396.88 357.19 <br /> +0.50W <br /> Dsgn.L= 40.00 ft 1 0.160 0.030 76.78 76.78 534.78 481.30 1.00 1.00 10.89 396.88 357.19 <br /> W Only <br /> Dsgn.L= 40.00 ft 1 0.319 0.061 153.56 153.56 534.78 481.30 1.00 1.00 21.79 396.88 357.19 <br /> Overall Maximum Deflections <br /> Load Combination Span Max. '-"Defl Location in Span Load Combination Max."+"Defl Location in Span <br /> +0.60W 1 0.7391 19.086 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 16.258 21.785 <br /> Max Upward from Load Combinations 9.755 13.071 C009 <br /> Max Upward from Load Cases 16.258 21.785 <br />