Abstract
The paper investigates the flexural performance of hollow structural section (HSS) steel corner column to H-beam joints, varying beam depth to width ratio, cyclic load paths, and weld leg size. Finite element analysis (FEA) models were successfully validated in the failure mode, hysteresis behavior, stress distribution, and shear deformation. Parametric analysis of 27 FEA models extended the test variables to the column width to thickness ratio (D/t), beam depth to width ratio (h/b), axial load ratio (n), loading ratio (Mw/Ms), and loading paths at beam ends. The analysis results indicated that the bending capacity of the corner column connections decreased with D/t and n increase but increased with h/b increase. In addition, the coupling effect degraded the bearing capacity of corner column joints, which was most significant at a loading ratio of 1:1. Finally, calculation formulae for the flexural capacity of corner joints were proposed for comparison with the FEA results.
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