摘要：为了比较节段拼装桥墩与整体现浇桥墩之间抗震性能的差异，以是否存在预应力钢筋、不同施工方法、预应力筋的位置和粘结状态、是否存在耗能钢筋等为试验参数，设计了一个包含五种不同构造类型混凝土桥墩的试验方案。采用拟静力试验方法比较分析了这五种不同构造类型混凝土桥墩的破坏形态、易损部位、荷载位移滞回曲线、节段拼装桥墩接缝的开展、拟静力残余位移、曲率分布、耗能能力、粘滞阻尼比等，得到了三种节段拼装桥墩、整体现浇钢筋混凝土桥墩和预应力混凝土桥墩之间拟静力行为的异同。试验结果表明：节段拼装桥墩在循环荷载作用下发生接缝的交替开闭，曲率变化集中在接缝附近，没有发生整体现浇混凝土桥墩通常出现的塑性铰现象。耗能钢筋的存在可以延缓接缝的张开，增加构件的极限弯矩和耗能能力，从而有利于增加抗震能力；采用无粘结预应力钢筋和有粘结预应力钢筋连接的节段拼装桥墩的拟静力残余位移比较小，而采用耗能钢筋的节段拼装桥墩的拟静力残余位移较大，基本上与整体现浇桥墩的拟静力残余位移相近。

Abstract: The similarities and differences of seismic performance between pre-cast segmental bridge column and cast-in-place bridge column were investigated with an experimental project including five kinds of concrete bridge columns. The existing of prestressing tendon, the construction method, the arrangement and the bonded state of prestressing tendons, and the existing of additional energy-dissipating bars were selected as experimental variables. Through the pseudo static test of the five kinds of concrete bridge columns, the development rule of failure mode, the failure area, the load-displacement hysteretic loops, the opening of the segmental joints, the residual displacement, the distribution of curvature, the energy dissipation ability, the viscous damping ratio, was gained. The experimental results show that the segmental column experiences opening-closing between the segmental interfaces under cyclic loading. The change of curvature is focus on the area of the segmental interfaces. The segmental bridge column has no plastic hinge mechanism at the bottom of the column, as commonly seen in conventional reinforced concrete bridge columns. The addition of energy dissipating bars crossing the joint could delay the gap opening, increase the strength and the hysteretic energy dissipation of the column, which will certainly help resist the earthquake. The residual displacement of segmental bridge columns with bonded or unbonded prestressing tendons is less, and the segmental bridge column with energy-dissipating bars exhibit bigger residual displacement, close to that of cast-in-place bridge column.