The Interactive Buckling Of T-Section Columns With Axial Compress

According to the Code for Design of Steel Structure(GBJ 17-88),the ratio of h/tw of a unstiffened plate element of which one edge is free and another edge is connected toother plates is determined by the formula h/tw =10 + 0.1. When one applies thisregulation to columns with T-sections,which are cut from hot-rolled H-section,we find that many sections cannot meet this requirement. This makes it difficult to use H-section Steel widely as we expect. This paper firstly deals with the T-section columns' elastic local buckling,elastic overall buckling and elastic interactive buckling. After these,we use the FEM software ANSYS to do further research on T-section columns' inelastic local buckling,inelastic overall buckling and inelastic interactive buckling. The research is focused on the effect of local buckling on the load carrying capacity of overall buckling. According to Chinese Specification (GBJ17-8S),design requirement for the local buckling is that the local buckling should happen after the overall buckling has happened. In these paper we use the following rule to determine the width-to-thickness ratio:if the local buckling has visible effect on the overall buckling capacity,then this width-to thickness ratio should not be exceeded Based on the results obtained,we proposed a new formula for the limitation of the ratio of h/tw of the T-section columns' webs.