Abstract
A novel steel box bridge pier with replaceable energy dissipation wall plates at the base was proposed. After moderate earthquakes, the damaged energy dissipation wall plates and constraining steel plates on the two sides could be rapidly replaced, while the entire energy‐dissipated column at the base can also be replaced after rare earthquakes. In this way, the seismic capacity of the new type of steel box bridge pier could be restored after earthquakes. For the purpose of discussing the seismic performance of this novel steel box‐shaped bridge pier, the pseudostatic test and numerical simulation were performed. The results showed that the failure of the specimens in the pseudostatic tests occurred predominantly in the energy dissipation zone at the base. After replacing the damaged energy‐dissipated column at the base, the seismic behavior of the proposed steel bridge pier can be recovered rapidly. Axial compression ratio is an important factor influencing the seismic behavior of the novel steel box bridge pier. The strength of the energy dissipation wall plates influences the novel steel box‐shaped bridge pier’s bearing capacity and deformation capacity. Spacing between the horizontal stiffening ribs had little impact on the bearing capacity and deformation capacity of the proposed steel bridge pier. The larger the thickness of the energy dissipation wall plate, the higher the bearing capacity and deformation capacity of the steel box bridge pier. Finally, an empirical equation for the design of this novel steel bridge pier under cyclic loading was proposed.
Highlights
Owing to rapid urban development, steel box bridge piers have been increasingly applied to overpass projects
We propose a novel steel box bridge pier with earthquake-resilient function, that is, a specific energy dissipation zone with replaceable components which installed at the bottom of box-shaped steel bridge piers. is energy dissipation zone was mainly composed of low-yield-point steel energy dissipation wall plates, surrounded by constraining steel plates
Failure Models. e final failure mode of the test specimens is shown in Figure 7. e damage is sustained by the energy dissipation zone at the base in all the specimens, and the upper pier column and rigid base can be used repeatedly. is indicates that by replacing the damaged energy dissipation zone at the base, the seismic design of a steel box bridge pier with earthquake-resilient function can be achieved. ere were two failure modes of specimens in the pseudostatic test: one was local buckling at the wall plate of the specimen and the predominant failure mode was plastic deformation; the other was weld failure or fracture of the wall plate at the corner in the energy dissipation zone at the base
Summary
Owing to rapid urban development, steel box bridge piers have been increasingly applied to overpass projects. Ey simulated the hysteretic performance of such steel box bridge piers and proposed simplified formula for the buckling bearing capacity and ductility. Chen et al [3] conducted a numerical simulation on the steel box bridge piers with stiffening ribs to discuss its hysteretic performance and proposed a hysteresis model considering the local buckling of steel plates. Hsu and Chang [5] proposed installing a steel frame on the base of the steel box bridge pier for seismic reinforcement and performed a pseudostatic test on 12 similar samples. Ge and Kang [9] studied the thick-walled steel box bridge piers without stiffening ribs and conducted the superlow cycle fatigue test under low-cyclic loading. Ge and Kang [9] studied the thick-walled steel box bridge piers without stiffening ribs and conducted the superlow cycle fatigue test under low-cyclic loading. ey further discussed the influence pattern of random cyclic loading on the evolution of plastic cracking
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