مقطع موثر ستون فولاد سرد شده تحت فشرده سازی محوری Effective Cross Section of Cold Formed Steel Column Under Axial Compression

Introduction Generally, basic types of buckling in thin-walled steel column is local, distorsion and overall. Based on the geometry of the cross section, slenderness ratio, end boundary condition and loading condition any one of the buckling modes or interaction of buckling modes may occur. For the structural applications in the construction industry, open and closed cold-formed steel sections are familiar. Moreover, open or closed profile, the width of the element increases local buckling effortlessly occurred and drastically affects the behaviour of the member. In such circumstances, intermediate or edge stiffener improves the behaviour of the member, related to this many of the researchers successfully completed the research and many articles available at global forum. To minimize the local buckling of the flat elements V, U and corrugated shape intermediate stiffeners are commonly used in the construction industry. Though many of the research had been fulfilled in the behaviour of cold-formed section with V, U and corrugated shape intermediate stiffener, but the results are speckled in the behaviour of cold-formed section with corrugated shape intermediate stiffener. Consequently, in this study, a new innovative stiffened CFS is considered and meticulous parametric study is carried out. Review of Literature Research into the buckling behaviour of cold-formed steel section has concerned significant awareness in recent years. The design specifications for an edge and intermediate stiffened elements was first to propose by the researchers [1]. Similarly, local and distortional buckling interaction of thin-walled sections was foremost to report by the researchers [2], similar studies were conducted by the literatures [3–5]. Recently, local/distortional/global interaction research carried out by the researchers [6–10]. Likewise, distortional buckling behaviour was conducted by the researchers [11–13]. Stub column tests of thinwalled complex section with intermediate stiffeners were discussed by the author [14], in continuation of this by author have again numerically studied by the author [15], using FEA, effect of intermediate stiffener on the flange and web, geometric imperfection, slenderness ratio and end boundary conditions on the distortional buckling strength of the complex thin walled section. They also evaluate the effectiveness of DSM equations and also provide the modifications of the same for the complex thin walled section. The author [16] evaluates the suitability of AISC, AISI and DSM equation for locally slender columns and gave the suitable recommendation for the design methods. Failure analysis of composite lipped channel columns under axial compression discussed by the author [17].