Laserfiche WebLink
DI <br /> SIl 8thill Tac253-47oma4-9449,Washington Designed: OMA Date: 11/1/2022 Project Number: 19.933 <br /> Checked: CJT Date: 11/4/2022 21 <br /> Project: Emerald Court Carports <br /> MEMBER CHECKS,CONTINUED <br /> Steel Column Project File: 19933.ec6 <br /> LIC#:KW-06014086,Build:20.23.2.14 SITTS 8 HILL ENGINEERING,INC. (c)ENERCALC INC 1983-2022 <br /> DESCRIPTION: Copy of POST: HOLLOW STEEL SECTION <br /> Code References <br /> Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 <br /> Load Combinations Used :ASCE 7-16 <br /> General Information <br /> Steel Section Name : HSS6x4x3/16 Overall Column Height 8.0 ft <br /> Analysis Method: Allowable Strength Top&Bottom Fixity Top Free,Bottom Fixed <br /> Steel Stress Grade 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=8.0 ft, K=2.1 <br /> Y-Y(depth)axis: <br /> Unbraced Length for buckling ABOUT X-X Axis=8.0 ft, K=2.1 <br /> Applied Loads Service loads entered. Load Factors will be applied for calculations <br /> Column self weight included : 95.760 Ibs*Dead Load Factor <br /> AXIAL LOADS . . . <br /> Axial Load at 8.0 ft,Xecc=2.0 in, D=0.6652,S=8.10 k <br /> BENDING LOADS . . . <br /> Lat. Point Load at 8.0 ft creating My-y,W=0.3214, E=0.8232 k <br /> Moment acting about X-X axis at 8.0 ft,W=8.030 k-ft <br /> DESIGN SUMMARY <br /> Bending&Shear Check Results <br /> PASS Max.Axial+Bending Stress Ratio = 0.6007 : 1 Maximum Load Reactions.. <br /> Load Combination +D+0.750S+0.450W Top along X-X 0.0 k <br /> Location of max.above base 0.0 ft Bottom along X-X 0.8232 k <br /> At maximum location values are. .. Top along Y-Y 0.0 k <br /> Pa:Axial 6.836 k Bottom along Y-Y 0.0 k <br /> Pn/Omega:Allowabk 32.229 k <br /> Ma-x:Applied 3.614 k-ft Maximum Load Deflections... <br /> Mn-x/Omega:Allowable 15.150 k-ft Along Y-Y -0.9273 in at 8.0ft above base <br /> for load combination:W Only <br /> Ma-y:Applied -2.280 k-ft <br /> Mn-y/Omega:Allowable 11.477 k-ft Along X-X 0.9508 in at 8.0ft above base <br /> for load combination:E Only <br /> PASS Maximum Shear Stress Rati, 0.02881 : 1 <br /> Load Combination +D+0.70E <br /> Location of max.above base 0.0 ft <br /> At maximum location values are. .. <br /> Va:Applied 0.5762 k <br /> Vn/Omega:Allowable 20.003 k <br /> Load Combination Results <br /> Maximum Axial+Bending Stress Ratios Maximum Shear Ratios <br /> Load Combination Stress Ratio Status Location Cbx Cby KxLx/Ry KyLy/Rx Stress Ratio Status Location <br /> D Only 0.021 PASS 0.00 ft 1.00 1.47 123.68 90.40 0.000 PASS 0.00 ft <br /> +D+S 0.388 PASS 0.00 ft 1.00 1.47 123.68 90.40 0.000 PASS 0.00 ft <br /> +D+0.7505 0.299 PASS 0.00 ft 1.00 1.47 123.68 90.40 0.000 PASS 0.00 ft <br /> +D+0.60W 0.474 PASS 0.00 ft 1.00 1.47 123.68 90.40 0.010 PASS 0.00 ft <br /> +D+0.450W 0.361 PASS 0.00 ft 1.00 1.47 123.68 90.40 0.007 PASS 0.00 ft <br /> +D+0.750S+0.450W 0.601 PASS 0.00 ft 1.00 1.47 123.68 90.40 0.007 PASS 0.00 ft <br /> +0.60D+0.60W 0.465 PASS 0.00 ft 1.00 1.47 123.68 90.40 0.010 PASS 0.00 ft <br /> +D+0.70E 0.423 PASS 0.00 ft 1.00 1.47 123.68 90.40 0.029 PASS 0.00 ft <br /> +D+0.7505+0.5250E 0.567 PASS 0.00 ft 1.00 1.47 123.68 90.40 0.022 PASS 0.00 ft <br /> +0.60D+0.70E 0.415 PASS 0.00 ft 1.00 1.47 123.68 90.40 0.029 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 0.761 -0.111 <br /> +D+S 8.861 -1.461 <br />