Abstract
ABSTRACTThe use of deep column profiles in lateral force resisting systems is becoming increasingly commonplace for the purpose of providing sufficient stiffness to meet lateral drift limits. Existing research on the behaviour of connections to deep column profiles is limited, and consequently this study aims to explore potential issues with these configurations. A parametric analytical investigation was performed focusing on the behaviour of one‐sided reduced beam section connections to columns of variable depths. A total of forty assemblies were designed according to the 2010 AISC Specification. Four column sizes were considered, namely W14×426, W24×192, W27×194, and W30×191 (in metric designations, W360×634, W610×285, W690×289, and W760×284). Columns were subjected to five levels of axial load and were configured with either medium or weak panel zone strength. A common size beam was used for all configurations, namely a W36×150 (W920×223), so that the shear and bending moments transferred to the column were not a variable. Imperfections and second‐order geometric effects were considered as part of the parametric investigation which used geometry and material characteristics from a previous experimental study. The results of this study suggest that the use of doubler plates to strengthen column webs causes a larger twist of the column when the connection is loaded, leading to the recommendation of using heavier profiles instead of reinforcement plates when strength limit states govern. Finally, this study shows that the use of deeper columns does not have a negative impact on the behaviour of the connection as long as the axial loads in the column are relatively low. When column axial loads approach the stability limit of the member, the connection detail used does not perform as intended, as local buckling phenomena reduce the connection capacity before a plastic hinge can fully form in the connected beam.
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