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Shutler Consulting Engineers,Inc. Project Title: <br /> 12503 Bel-Red Road Engineer: C .1 <br /> Suite 100 Project ID: <br /> Bellevue,WA 98005 Project Descr: i 11'' b <br /> (425)450-4075*Fax(425)450-4076 <br /> i <br /> " Printed:30 SEP 2020, 4:05PM S <br /> Steel Beam File:Baywood lndustnal ec6 <br /> � SafhvarecopyrightEP ,tom C,INC 1983.202(1 BuIId92.1U817 <br /> M -6600x' n ht� �" r fie: ': jVa.63 Z.;NL'r6 dam, At„ crt a 4}).LE, CONS(11- 1 091.4.ERsi <br /> DESCRIPTION: W-2(gravity only) <br /> ( <br /> CODE REFERENCES <br /> Calculations per AISC 360-16, IBC 2018,CBC 2019,ASCE 7-16 a <br /> G' <br /> Load Combination Set:ASCE 7-10 <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 /> D(9)S(15) D(9) (15) D(9) (15) D(9) (15) D(9) (15) 0(9) (15) <br /> 1 <br /> W33x141 1 <br /> rPTIT <br /> Tit Span=50.0 ft <br /> Applied Loads Service loads entered.Load Factors will be applied for calculations. 1f <br /> Beam self weight calculated and added to loading <br /> Load(s)for Span Number 1 <br /> Point Load: D=9.0, S=15.0 k @ 2.0 ft,(joist) <br /> ...... Point Load: D=9.0, S=15.0 k @ 12.0 ft,(joist) <br /> Point Load: D=9.0, S=15.0 k @ 22.0 ft,(joist) <br /> Point Load: D=9.0, S=15.0 k @ 32.0 ft,(joist) <br /> Point Load: D=9.0, S=15.0 k @ 42.0 ft,(joist) <br /> Point Load: 0=9.0, S=15.0 k @ 52.0 ft,(joist) <br /> DESIGN SUMMARY 'n >R iti.14K_1;7``'^r' <br /> Maximum Betiding Stress Ratio = 0.746: 1 Maximum Shear Stress Ratio= 0.187 1v <br /> Section used for this span W33x141 Section used for this span W33x141 <br /> Mu:Applied 1,437.087 k-ft Vu:Applied 112.866 k <br /> Mn*Phi:Allowable 1,927.500 k-ft Vn*Phi:Allowable 604.40 k <br /> Load Combination +1.20D+1.60S Load Combination +1.200+1.60S . <br /> Location of maximum on span 32.000ft 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 1.548 in Ratio= 433>=360 i <br /> Max Upward Transient Deflection 0.000 in Ratio= 0<360 't <br /> Max Downward Total Deflection 2.627 in Ratio= 256>=240. <br /> Max Upward Total Deflection 0.000 in Ratio= 0<240.0 <br /> Overall Maximum Deflections <br /> Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span <br /> +D+S 1 2.6269 28,160 0.0000 0.000 <br /> Vertical Reactions Support notation:Far lettis#1 Values in KIPS <br /> Load Combination Support 1 Support 2 <br /> Overall MAXimum 78.519 73.377 i <br /> Overall MINimum 19.147 17.990 . <br /> D Only 31.912 29.984 <br /> +0+S 78.519 73.377 <br /> +040,750S 66.868 62.528 <br /> 1( <br /> r <br />