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Shutler Consulting Engineers,Inc. Project Title: u( <br /> 12503 Bel-Red Road Engineer: <br /> Suite 100 Proect Project ID: tofjl let, <br /> WA 98005 <br /> (425)450-4075*Fax(425)450-4076 <br /> Printed:16 OCT 2020, 3:13PM <br /> Steel Column l c BayWood lnduslrial ec6 <br /> Software copyright ENERCA LC,INC 1983-2020 Build 12.20 817 <br /> L,g3dfi iISX 0 G:„-,a_.,a a n �^s�, .. ,' -�v fN..�r :,• '" ...�.. �srG,`s'•��,��w}�'� _ .. _ <�?� t :. �'" �. .� SHU�R(i S,_LTING,E�iv1N��R5� �� <br /> DESCRIPTION: Typical Interior Column <br /> Code References <br /> Calculations per AISC 360-16,IBC 2018,CBC 2019,ASCE 7-16 <br /> Load Combinations Used:ASCE 7-10 <br /> General Information <br /> Steel Section Name: HSS12x12x5/16 Overall Column Height 33,670 ft <br /> Analysis Method: Load Resistance Factor Top&Bottom Fixity Top&Bottom Pinned <br /> Steel Stress Grade ,A500,Grade B, Fy=46 ksi, Carbon Brace condition for deflection(buckling)along columns: <br /> Fy:Steel Yield 46.0 ksi X-X(width)axis: <br /> E:Elastic Bending Modulus 29,000,0 ksi Unbraced Length for buckling ABOUT Y-Y Axis=33.670 ft K=1.0 <br /> Y-Y(depth)axis: <br /> Unbraced Length for buckling ABOUT X-X Axis=33.670 ft,K=1.0 <br /> Applied Loads Service loads entered.Load Factors will be applied for calculations. <br /> Column self weight included:1,645.12 lbs*Dead Load Factor <br /> AXIAL LOADS <br /> w-2:Axial Load at 33.670 ft,Xecc=12.0 in,D=31.90,S=46.60 k <br /> w-3:Axial Load at 33.670 ft,Xecc=-12.0 in,D=26.50,S=37.50 k <br /> DESIGN SUMMARY <br /> Bending&Shear Check Results If <br /> PASS Max.Axial+Bending Stress Ratio = 0.7150 :1 Maximum Load Reactions.. <br /> Load Combination +1.20D+1.60S Top along X-X 0.4307 k <br /> Location of max.above base 33.444 ft Bottom along X-X 0.4307 k <br /> At maximum location values are... Top along Y-Y 0.0 k <br /> s Pu 206.614 k Bottom along Y-Y 0.0 k <br /> 0.9*Pn 341.678 k <br /> Mu-x 0.0 k-ft Maximum Load Deflections,.. <br /> 0.9*Mn-x: 168.381 k-ft Along Y-Y 0.0 in at 0.0ft above base <br /> for load combination: <br /> Mu-y -20.899 k-ft <br /> 0.9*Mn-y: 168.381 k-ft Along X-X -0.2085 in at 19.660ft above base <br /> for load combination:+D+S <br /> PASS Maximum Shear Stress Ratio= 0.004662 :1 <br /> Load Combination +1.20D+1.60S <br /> Location of max.above base 0.0 ft <br /> At maximum location values are... <br /> Vu:Applied 0.6249 k <br /> Vn*Phi:Allowable 134.051 k <br /> Load Combination Results <br /> Maximum Axial+Bending Stress Ratios Maximum Shear Ratios <br /> Load Combination Stress Ratio Status Location Cbx Cby KxLx/Rx KyLy/Ry Stress Ratio Status Location <br /> +1.40D 0.286 PASS 33.44 ft 1.00 1.00 84.88 84.88 0.002 PASS 0.00 ft <br /> +1.20D 0.245 PASS 33.44 ft 1.00 1.00 84.88 84.88 0.001 PASS 0.00 ft <br /> +1.20D+0.50S 0.392 PASS 33.44 ft 1.00 1.00 84.88 84.88 0.002 PASS 0.00 ft <br /> +1.20D+1.60S 0.715 PASS 33.44 ft 1.00 1.00 84.88 84.88 0.005 PASS 0.00 ft <br /> +1.20D+0.20S 0.304 PASS 33.44 ft 1.00 1.00 84.88 84.88 0.002 PASS 0.00 ft <br /> +0.90D 0.158 PASS 0.00 ft 1.00 1.00 84.88 84.88 0.001 PASS 0.00 ft <br /> Maximum Reactions Note:Only non-zero reactions are listed. <br /> Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments <br /> Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top <br /> D Only 60.045 0.160 0.160 <br /> +p+S 144.145 0.431 0.431 <br /> +0+0.7508 123.120 0.363 0.363 <br /> +0.60D 36.027 0.096 0.096 <br /> S Only 84.100 0.270 0.270 <br /> 1 <br /> 4 <br />