This paper aims to study the cyclic inelastic behaviour of sti ened steel box columns failed by local and overall interaction instability under a constant compressive axial force and cyclic lateral loading. Such columns ÿnd broad application in steel bridge piers. The columns are of box sections with longitudinal sti eners. In the analysis, a modiÿed two-surface plasticity model developed at Nagoya University is employed to model material non-linearity. For comparison, analyses using classical isotropic-and kinematic-hardening models are also carried out. Hysteretic curves and buckling modes obtained from analysis using the two-surface model and classical models are compared with experimental results. Moreover, the progression of deformation from occurrence of local buckling to structural failure is discussed in detail. The comparisons show that the use of an accurate plasticity model is quite important in the prediction of both the cyclic inelastic behaviour and failure characteristic of steel box columns failed by coupled local and overall instability. It is found that the modiÿed two-surface model is a satisfactory model in predicting the cyclic hysteretic behaviour of both the thin-and thick-walled steel box columns.
The purpose of this study is to evaluate the ultimate strength and ductility capacity of sti ened steel box columns failed by local and overall interaction instability under a constant compressive axial force and cyclic lateral loading. In a companion paper, a ÿnite element formulation accounting for both geometrical and material non-linearity was developed to obtain cyclic hysteretic behaviour of such columns. In this paper, the e ect of loading patterns on the cyclic inelastic behaviour is ÿrst studied; then, a parametric study is carried out to investigate the e ects of ange plate width-thickness ratio parameter, column slenderness ratio parameter, sti ener's equivalent slenderness ratio parameter, magnitude of axial load, and material type of sti eners on the strength and ductility of the columns. Last but not least, empirical formulae of both the ultimate strength and ductility capacities are proposed for sti ened steel box columns, and the limit values of various parameters for the required ductility demand are also discussed.
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