FINITE ELEMENT MODELLING FOR COLD FORM STEEL COLUMN WITH THE WEB AND FLANGE STIFFENER
Main article
Abstract
Cold-formed steel sections are a cost-effective alternative to traditional wood sections, which are mostly utilized in residential structures, and employed in industrial applications. Several unique items have been produced from it. While experimental testing is presently the most reliable approach for studying the behaviour of CFS sections, its effectiveness is limited by the expense of research. There aren't enough studies that use laboratory testing or numerical analysis to investigate the behaviour of CFS sections. As a result, it is more important than ever to utilize Finite Element Modelling (FEM) to simulate the realistic behaviour of CFS sections, especially when longer spans are necessary. While conducted under concentrically applied load and pin-ended boundary conditions, 36 axial compression tests were performed on CFS channels of three different lengths (1 m, 1.5 m, and 2 m) and four different cross-sections to investigate the interaction of local and overall flexural buckling in plain and lipped cold-formed steel (CFS) channels under axial compression. One sample was chosen from the real experiment to confirm the validity of FEM based on a physical experiment for the columns with lipped stiffener using FEM software based on real conducted experimental and nonlinear FE models about the CFS columns with lipped stiffener under the effect of axial load. The obtained FEM results for the ultimate capacity was 120.337 kN, and the percentage error for the FEM 5.8%. Furthermore, a parametric study was conducted for 3 samples of cold-formed steel with intermediate stiffener in the web and lipped in the flange with different angles for the intermediate stiffener and the ultimate capacity was recorded for the three samples was between 200-211kN. Moreover, that present load vs. displacement for samples A, B, and C combined which had an ultimate strength of (1.09621, 211.069), (1.08838, 206.481), and (1.07742, 199.975) respectively.
