Stiffened steel box columns. Part 1: Cyclic behaviour

Abstract

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.

Numerical Simulation of Hollow and Concrete-Filled Steel Columns

“…Moreover, concrete-filled steel columns can provide excellent seismic resistant behavior, such as high strength, high ductility, and large energy absorption capacity. As a result, various researches on these types of structures have been conducted in recent years (Gao et al [1]; Ge and Usami [2,3]; Ge et al [4,5]; Morino [6]; Schneider [7]; Susantha et al [8,9]; Hu et al [10]). Figure 1 shows a view of steel box-section bridge pier damaged during Hyogoken-nanbu earthquake near Kobe city in Japan on January 17, 1995.…”

“…The tested specimen KD-5 has a flange plate width-thickness ratio parameter of R f =0.45 and column slenderness ratio parameter of λ =0.30 (Nakamura et al [12]; Ge et al [5]). The dimensions of column KD-5 are: h=3303mm; flange and web width b=738mm; flange and web thickness t=12mm; stiffener width b s =90mm; stiffener thickness t s =9mm.…”

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“…Up to now, investigations on the strength and ductility of thin-walled steel bridge piers under cyclic and dynamic loading have been extensively carried out for evaluating their seismic performance, and a great deal of knowledge has been achieved (e.g. Usami and Ge [1], Ge et al [2], Usami et al [3], Susantha et al [4]). The local and overall interaction buckling of the thin-walled stiffened steel piers is regarded as one reason for the failure during the earthquake (Galambos [5]).…”

“…Gao et al [6], Goto et al [7]). Although the FE numerical approaches, employing the shell elements, can accurately simulate the buckling of the thin-walled box member, as given in the literature (Ge et al [2]), the FE models included the complex element grids, whose sizes remarkably affected the results. Besides, the FE model building is a complicated and time-consuming process, which cannot be accepted and popular for normal designers in engineering practice.…”

Seismic performance improvement of circular steel columns using precompressed concrete-filled steel tube

“…Concrete infilling, stiffened sections, double-skin tubes, shear walls, tapered plates, and low yield strength steels plates [1][2][3][4][5][6] are few techniques that have been so far proposed to this end. Among them, a concretefilled steel column has a wide application in both building and civil engineering structures.…”