MATEC Web of Conferences
Volume 40, 20162015 International Conference on Mechanical Engineering and Electrical Systems (ICMES 2015)
|Number of page(s)||5|
|Section||Material properties and processing technology|
|Published online||29 January 2016|
Experiment Study of Elasto-plastic Interactive Buckling of H-section Steel Beam-columns
Department of Structural Engineering, Tongji University, Shanghai 200092, China
Six welded H-section steel specimens subjected to the axial compressive load, the in-plane shear force and the resulting bending moment around the cross-section major axis are tested monotonically to investigate the elasto-plastic interactive buckling performances of beam-columns. The specimens are designed to fail due to local interactive buckling which is monitored by strain gauges and displacement meters. Strain curves and displacement curves varying with the shear force are illustrated, based on which the local interactive buckling is identified and the ultimate moment capacity of the specimen is extracted. The tests reveal that the local buckling of the web and flange in the compression zone occurs simultaneously resulting in the decrease of the ultimate moment capacity of the specimen. The normalized moment versus rotation curves are illustrated and compared in pairs to investigate the effects of the axial compression ratio, the flange width-thickness ratio and the web height-thickness ratio on the normalized ultimate moment capacity, which is defined as the ratio of the ultimate moment over the plastic moment. It is observed that the normalized ultimate moment capacity decreases remarkably as the axial compression ratio or the flange width-thickness ratio increases, but varies little as the web height-thickness ratio increases.
© Owned by the authors, published by EDP Sciences, 2016
This is an Open Access article distributed under the terms of the Creative Commons Attribution License 4.0, which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.
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