Abstract
Bridge collapse events are common in major earthquakes around the world, among which continuous girder bridges are the most involved. In order to explore the collapse mechanism of a continuous girder bridge in an earthquake, the collapse mode of a two-span continuous girder bridge specimen which had been studied by the shaking table test was analyzed. Then, on the basis of the conventional plate rubber bearing system, the collapse control strategies which were high damping rubber bearing, fluid viscous damper, lock-up clutch control methods were discussed. It is found that high damping rubber bearing can delay the collapse time but the collapse mode remains the same; lock-up clutch has the best displacement control effect for the superstructure, but its energy consumption performance is not as good as that of a fluid viscous damper; high damping rubber bearing is quite suitable for protecting the substructure under short-period ground motion to avoid the bridge collapse caused by the failure of piers; fluid viscous damper and lock-up clutch are suitable for protecting the superstructure under long ground seismic motion to avoid the bridge non-use resulted from girder lowering; three collapse control methods can improve the anti-collapse ability of the bridge specimen, although no matter which control method is used, the bridge specimen may still collapse under strong earthquakes, but the target of postponing collapse time can be realized by means of various effective control methods.
Highlights
Seismic damage to bridges can be divided into two categories, one is damage caused by foundation failure [1], the other is damage caused by the strong vibration of bridges [2]
A two-span continuous girder bridge specimen, which had been analyzed by a shaking table test, was discussed in terms of collapse mode and the collapse control strategy
Under the action of longitudinal unidirectional ground motion, two typical collapse modes of the two-span continuous girder bridge with ordinary plate rubber bearing (BC system) were obtained: in 1.2 g El Centro seismic wave case, the failure of the middle pier caused serious damage of the main girder, which was a V-shaped girder lowering; when the peak ground acceleration (PGA) of the Chi-chi seismic wave was 1.2 g, the main beam of the model bridge was damaged and deteriorated due to the separation of the left side pier from the girder, which resulted in the falling of the second span girder
Summary
Seismic damage to bridges can be divided into two categories, one is damage caused by foundation failure [1], the other is damage caused by the strong vibration of bridges [2]. The former is difficult to resist through man-made structures and should if possible be avoided by site selection. A highway reinforced concrete continuous T-girder bridge with 4 × 20 m spans was taken as the. The scale of the bridge was reduced considering the comprehensive factors as prototype test conditions bridge. Reduced a two-span considering continuous the comprehensive girder bridgefactors specimen such such asconditions test conditions and reliability ofmade test results
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