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
The torsional buckling strength of axially loaded H and cruciform columns is studied with particular attention given to the effect of residual stress. A. numerical approach was used in evaluating the torsional buckling strength so that columns with various patterns of residual stress distribution could be analysed. A series of five welded built-up cruciform columns of constructional alloy steel have been tested and compared with theoretical results.The results of this study indicate that the widththickness ratio of an outstanding flange made of constructional alloy steel should be limited to 7.5 in order to avoid premature torsional failure.
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