Experimental and numerical study on the behavior of axially compressed high strength steel box-columns

The establishment of current design curves for predicting the maximum strengths of centrally loaded columns was mostly based on the experimental and analytical studies of mild carbon steels. In order to study the overall buckling behavior of welded high strength steel (HSS) box-columns, an experimental study on the ultimate strength of welded box-columns with a nominal yield strength of 460 MPa under axial compression was conducted. This experiment program includes six welded box-columns with slenderness varying from 38 to 80. A nonlinear finite element model considering the actually measured geometric imperfections and residual stresses was developed and verified in order to perform an extensively parametric study. The effect of residual stresses on the ultimate bearing capacity and the sensitivity of yield strength to initial geometric imperfections were investigated and discussed. The purpose of the parametric study is to select an appropriate design curve for welded 460 MPa HSS box-columns. By comparing the theoretical curves with the design curves specified in Eurocode3 and GB 50017-2003, it is found that the currently adopted design curves underestimate the ultimate bearing capacity of the welded box-columns fabricated from 460 MPa HSS plates by 18.7% and 23.2% in average, respectively. The curves b in both Eurocode3 and GB 50017-2003 show a good agreement with the generated theoretic curve for the welded box-columns with the nominal yield strength of 460 MPa buckling about both principle axes.

[1]  D. A. Nethercot,et al.  Designer's guide to EN 1993-1-1 : Eurocode 3: Design of Steel Structures : General Rules and Rules for Buildings /L. Gardner and D. A. Nethercot , 2005 .

[2]  Yuhshi Fukumoto,et al.  New constructional steels and structural stability , 1996 .

[3]  Kim J.R. Rasmussen,et al.  Tests of high strength steel columns , 1995 .

[4]  Chen Ji,et al.  Recommendation of Revisions on Code for Design of Steel Structures GB 50017-2003 , 2010 .

[5]  F. Nishino,et al.  Residual stresses in welded built-up T-1 shapes, October 1965, Reprint No. 320 (67-3) , 1965 .

[6]  Richard Sause,et al.  High-strength steel: implications of material and geometric characteristics on inelastic flexural behavior , 1998 .

[7]  Gregory J. Hancock,et al.  Compression Tests of High Strength Steel Channel Columns with Interaction between Local and Distortional Buckling , 2004 .

[8]  Dinar Camotim,et al.  Post-buckling behaviour and direct strength design of lipped channel columns experiencing local/distortional interaction , 2012 .

[9]  Tsutomu Usami,et al.  Welded Box Compression Members , 1984 .

[10]  Guo-Qiang Li,et al.  Experimental and numerical study on the behavior of axially compressed high strength steel columns with H-section , 2012 .

[11]  Ronald D. Ziemian,et al.  Guide to stability design criteria for metal structures , 2010 .

[12]  Yuanqing Wang,et al.  Overall buckling behavior of 460 MPa high strength steel columns: Experimental investigation and design method , 2012 .

[13]  Gregory J. Hancock,et al.  Numerical Simulation of High-Strength Steel Box-Shaped Columns Failing in Local and Overall Buckling Modes , 2006 .

[14]  Gregory J. Hancock,et al.  Stability of high strength G550 steel compression members , 2002 .

[15]  Primož Može,et al.  Investigation of high strength steel connections with several bolts in double shear , 2011 .

[16]  Guo-Qiang Li,et al.  The assessment of residual stresses in welded high strength steel box sections , 2012 .

[17]  Tsutomu Usami,et al.  Local and Overall Buckling of Welded Box Columns , 1981 .

[18]  Primož Može,et al.  High strength steel tension splices with one or two bolts , 2010 .

[19]  Frans S.K. Bijlaard,et al.  Experimental behaviour of high-strength steel web shear panels , 2009 .

[20]  Kim J.R. Rasmussen,et al.  Plate slenderness limits for high strength steel sections , 1992 .

[21]  Luís Simões da Silva,et al.  Design of Steel Structures: Eurocode 3: Design of Steel Structures, Part 1-1: General Rules and Rules for Buildings , 2010 .

[22]  Luís Simões da Silva,et al.  Experimental assessment of the ductility of extended end plate connections , 2004 .