Abstract
In this work, the experiment of welded cruciform-section columns fabricated from high strength steel (HSS) with the yield strength of 550 MPa subjected to axial compression is performed, and the local buckling behavior including failure modes, local buckling load, and the ultimate load is investigated. Two different failure modes, such as the local buckling of plates and the torsion of column, are found, and the width-to-thickness ratio (WTR) of the flange significantly affects the local buckling load and the stress ratio of σcr/fy. The ultimate stress of the cruciform-section column decreases as the WTR of plates increases. A finite element method for predicting the mechanical behavior of HSS welded cruciform-section columns is developed using ANSYS. New limit for the WTR of plates in HSS welded cruciform-section columns is suggested. AISC 360–16 is conservative for estimating for the ultimate load of HSS welded cruciform-section columns. A new model modified from AISC 360–16 is proposed, and it makes good agreement with experimental and numerical results. Reliability analysis for AISC 360–16 and the proposed model is carried out in accordance with EN 1990.
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