Experimental Investigation of the Buckling of Plates with Residual Stresses

Abstract

This report is a summary of local buckling tests of plate elements in square columns built-up by welding. The experiments were conducted to verify theories for the elastic and elastic-plastic buckling of plates with emphasis on the effect of residual stress. This was part of a general study on the strength of welded columns and the influence of residual stress on plate buckling $ Both ASTM A7 and A5l4 steels were used. The square section simulated plates simply supported at the unloaded edges, and the length of the column was chosen so that end conditions had no effect either on the residual stress distribution or on the local buckling strength of the columns e Short columns were tested in the nas-placed" condition in a mechanical-type testing machine. The transverse deflection (local buckling) of the plates was measured at a number of cross sections by a 1/10,000 inch dial gage fixed to a frame held manually. The "top of the knee" method was used to estimate the bifurcation load. The experimental results showed good correlation with theoretical predictions including the effect of residual stress for elastic buckling and for elastic-plastic buckling based on the total strain theoryo The results of experiments indicated that considerable postbuckling strength may be expected for elastic buckling of plates, although not for elastic-plastic bucklinge-1

Material properties and compressive local buckling response of high strength steel square and rectangular hollow sections

“…In Figure 9, the results from the tensile coupon tests carried out in the present study on both the flat (F) and corner (C) material have been combined with those collated from the literature, reported in references [11][12][13][27][28][29][30][31][32][33][34][35][36], and used to assess the variation of the f u /f y ratio with yield stress f y . The observed trend of decreasing values of f u /f y with increasing yield stress f y is in line with previous findings [8,10,37], and reflects the fact that strengthening mechanisms used in the production of high strength steels bring about significant increases in the yield strength, but have less influence on the ultimate tensile strength [1].…”

“…Test data on high strength steel stub columns have been collected and carefully analysed in this section to assess the suitability of the Class 3 [5] limit for internal elements in compression. Figure 13 compares the EN 1993-1-1 Class 3 limit for internal elements in compression (c/tε = 42) with the results of stub column test on high strength steels from this study and those collected from the literature [11][12][13][45][46][47][48][49][50][51][52]. Stub column test data on lower steel grades, with nominal yield strength between 260 N/mm 2 and 450 N/mm 2 , from [13,49,[53][54][55][56] have also been presented in Figure 13 for comparison purposes.…”

“…In addition, as part of this study, the tensile properties of the examined hot-finished high strength steel hollow sections were measured from full cross-section tensile tests, enabling comparisons with the results of tensile coupon tests to be made. Previous experimental studies on the cross-section behaviour of high strength steel sections, carried out in references [11][12][13], have focused on the local buckling behaviour of outstand and internal compression plate elements in welded and cold-formed sections. The stub column tests conducted in this study add to the existing database of experimental results, extending its range to hot-finished and cold-formed high strength steel hollow sections from a series of high strength steel grades.…”

The assessment of residual stresses in welded high strength steel box sections

“…In 1967, Nishino, Ueda [3] et al considered the effect of residual stress on local buckling of HSS stub columns. The work is mainly focusing on the magnitudes and distributions of HSS (yield strength 717 MPa, 800 MPa) welded box sections which has a thickness of plates of 6.5 mm and width-thickness ratios of 26.2 and 44.…”

Flexural behaviour of composite beams with high strength steel

“…However, most of this research has focused on the behaviour of bare steel structures, and only a few research findings are related to composite steel and concrete structures. Rasmussen and Hancock [6,7], Usami and Fukumoto [8], Nishino et al [9], McDermott [10] and Shi et al [11] investigated experimentally the buckling behaviour of 690 MPa HS steel columns under compression, Ban et al [12] and Wang et al [13] reported the overall buckling performance of 460 MPa HS steel pin-ended columns and proposed a design method on the basis of a number of parametric studies, while Ban et al [14] and Shi et al [15] investigated the overall and local buckling behaviour of 420 MPa steel angle columns, with design approaches being proposed. It was identified in this work that the buckling behaviour of HS steel columns is improved significantly due to the less-severe effects of residual stress in comparison to conventional mild steel columns.…”