强震区多跨长联连续梁桥减隔震设计

为了给高烈度地区多跨长联连续梁桥抗震设计提供参考，以一座（55+4×90+55）m的连续梁桥为工程背景.采用ANSYS软件建立全桥分析模型，基于非线性时程分析方法，对比研究结构采用双曲面摩擦摆支座、黏滞阻尼器和速度锁定装置3种减隔震装置下的地震响应.结果表明：黏滞阻尼器在罕遇地震作用下形成了完整的滞回环，每个阻尼器耗能能力明显；采用双曲面摩擦摆支座、黏滞阻尼器和速度锁定装置时，结构的地震响应相对于传统抗震体系都有一定程度地降低，固定墩内力相对减震率分别为63.44%、6.90%、42.32%，位移相对减震率为65.70%、9.34%、43.77%；采用双曲面摩擦摆支座作为减隔震措施时，墩底内力和墩顶位移远小于黏滞阻尼器和速度锁定装置2种减隔震措施.
Abstract: In order to provide references for seismic design of multi-span and long-unit continuous beam bridge in high intensity area, a continuous girder bridge with a span (55+4×90+55) m was selected as anexample. Dynamic analysis model of the wholebridge was modeled by ANSYS.Then, the structural seismic response with 3 different seismic isolator such asthe hyperboloid surface friction pendulum bearings, viscous damper and speed locking device werecompared and studied based on nonlinear time history analysis method. All the results showed that:The complete hysteresis loops under rare earthquakeare formed in structures with viscous damper.And, this structures also have goodenergy dissipation capacity. Compared bridges with traditional seismic response systems, the seismic response of continuous beam bridges with hyperboloid friction pendulum bearings, viscous damper and speed locking device arereduced.And, the relative damping rate of fixed pier force was 63.44%,6.90%, 42.32%, 65.70% respectively. While relative displacement damping rate was 65.7%, 9.34%, 43.77% respectively. Ifthe hyperboloid friction pendulum bearings were selected as anisolation devices, the internal forcesinthe bottom of piers and the displacementsin the top of piers are far less than that of two other seismic isolation devices (viscous damper and speed locking device).