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浙江大学学报(工学版)  2018, Vol. 52 Issue (5): 886-895    DOI: 10.3785/j.issn.1008-973X.2018.05.008
土木与交通工程     
强震区多跨长联连续梁桥减隔震设计
赵人达1, 贾毅1, 占玉林1,2, 王永宝1, 廖平1, 李福海1,2, 庞立果3
1. 西南交通大学 土木工程学院, 四川 成都 610031;
2. 陆地交通地质灾害防治技术国家工程实验室, 四川 成都 610031;
3. 广东省南粤交通潮漳高速公路管理中心, 广东 广州 510101
Seismic mitigation and isolation design for multi-span and long-unit continuous girder bridge inmeizoseismal area
ZHAO Ren-da1, JIA Yi1, ZHAN Yu-lin1,2, WANG Yong-bao1, LIAO Ping1, LI Fu-hai1,2, PANG Li-guo3
1. School of Civil Engineering, Southwest Jiaotong University, Chengdu 610031, China;
2. National Engineering Laboratory for Technology of Geological Disaster Prevention in Land Transportation, Chengdu 610031, China;
3. Chaozhang Expressway Management Center of Guangdong Province Nanyue Communication, Guangzhou 510101, China
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摘要:

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).

收稿日期: 2017-03-19 出版日期: 2018-11-07
CLC:  U448.215  
基金资助:

国家自然科学基金资助项目(51308471);国家重点研发计划资助项目(2016YFB1200401);广东省交通厅科技计划资助项目(2014-02-015).

通讯作者: 李福海,男,高级工程师.orcid.org/0000-0003-3177-6066.     E-mail: qixingye2003@163.com
作者简介: 赵人达(1961-),男,教授,博导,从事大跨度桥梁抗震等研究.orcid.org/0000-0002-8251-4755.E-mail:rendazhao@163.com
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引用本文:

赵人达, 贾毅, 占玉林, 王永宝, 廖平, 李福海, 庞立果. 强震区多跨长联连续梁桥减隔震设计[J]. 浙江大学学报(工学版), 2018, 52(5): 886-895.

ZHAO Ren-da, JIA Yi, ZHAN Yu-lin, WANG Yong-bao, LIAO Ping, LI Fu-hai, PANG Li-guo. Seismic mitigation and isolation design for multi-span and long-unit continuous girder bridge inmeizoseismal area. JOURNAL OF ZHEJIANG UNIVERSITY (ENGINEERING SCIENCE), 2018, 52(5): 886-895.

链接本文:

http://www.zjujournals.com/eng/CN/10.3785/j.issn.1008-973X.2018.05.008        http://www.zjujournals.com/eng/CN/Y2018/V52/I5/886

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