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i <br /> Shutter Consulting Engineers,Inc. Project Title: (Jr i <br /> 12503 Bel-Red Road Engineer: { � t, <br /> Suite 100 Project ID: I`` 1 q it <br /> Bellevue,WA 98005 Project Descr: I <br /> (425)450-4075*Fax(425)450-4076 <br /> Printed:15 OCT 2020, 1:16PM t. <br /> Steei g0at2t :.File:Baywood industrial ec6 . <br /> Software copyright ENERCALC,INC.1983-2020 Build 12.20 B 17 .. I <br /> g1'',Y3 .mK 0 a 6sg?u�.,..,h,.�'..'' ' si,...=:' 4'a t"m , .104 .F ;110.. as SF1uTLER CONSULTING aiiiN,FFB ` <br /> DESCRIPTION: W-3(gravity only) q <br /> s <br /> CODE REFERENCES <br /> Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 <br /> Load Combination Set:ASCE 7-10 t <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 /> 1 <br /> D(9)S(15) D(9) (15) D(9) (15) D(9)$(15) D(9) (15) <br /> W33x141 <br /> Span=56.0 ft <br /> • <br /> Applied Loads Service loads entered.Load Factors will be applied for calculations. <br /> Beam self weight calculated and added to loading i <br /> Load(s)for Span Number 1 <br /> Point Load: D=9.0, S=15.0 k @ 8.0 ft,(joist) <br /> k, __ Point Load: D=9.0, S=15.0 k @ 18.0 ft,(joist) <br /> II <br /> Point Load: D=9.0, S=15.0k@28.0ft,(joist) <br /> • <br /> Pant Load: D=9.0, S=15.0 k @ 38.0 ft,(joist) <br /> Pant Load: D=9.0, S=15.0 k @ 48.0 ft,(joist) <br /> DESIGN SUMMARY Design OK 1 2 <br /> Maximum Bending Stress Ratio = 0.757: 1 Maximum Shear Stress Ratio= 0.152 : 1 <br /> Section used for this span W33x141 Section used for this span W33x141 <br /> Mu:Applied 1,458.326 k-ft Vu:Applied 91.738 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 +1.20D+1.60S <br /> Location of maximum on span 28.000ft Location of maximum on span 0.000 ft <br /> Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 <br /> Maximum Deflection i <br /> Max Downward Transient Deflection 1.541 in Ratio= 435>=360 <br /> Max Upward Transient Deflection 0.000 in Ratio= 0<360 <br /> Max Downward Total Deflection 2,612 in Ratio= 257>=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 /> +0+S 1 2.6120 28.160 0.0000 0.000 <br /> Vertical Reactions Support notation:Far left is#1 Values in KIPS <br /> Load Combination Support 1 Support 2 <br /> Overall MAXimum 63.948 63.948 <br /> Overall MINimum 15.869 15.869 <br /> D Only 26.448 26.448 ;. <br /> +D+S 63.948 63.948 <br /> +0+0.7505 54.573 54.573 <br /> +0.60D 15,869 15.869 <br /> S Only 37.500 37,500 <br />