山区铁路高墩大跨刚构-连续梁桥减震研究
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摘要
山区高墩大跨刚构-连续梁桥结构比较特殊,其地震反应复杂,合理的减震设置对控制地震反应尤为重要。以一座(78+3×134+78)m刚构-连续梁桥为研究对象,运用非线性时程分析法进行计算。通过在活动墩和桥台分别设置减震装置,探讨减震效果,基于最佳的减震设置,进行考虑桥台损伤对结构减震的影响分析。结果表明:桥台处设置粘滞阻尼器既可保证活动墩内力不增加,亦可显著降低刚构墩的内力;无论是桥墩还是桥台,布置摩擦摆支座的减震效果不及布置粘滞阻尼器;桥台损伤对减震有一定的影响,双侧桥台损伤和近刚构墩桥台损伤对刚构墩减震效果影响显著,使得地震内力放大3倍左右,近活动墩侧桥台破坏则对其影响较小;在刚构-连续梁桥的桥台减震设计中应重视刚构侧桥台的设计,确保近刚构墩侧桥台的线刚度达到10~6kN/m,远离刚构墩侧桥台线刚度达到10~5kN/m,实现桥台减震设计的可靠性。
The structure of high pier and large span rigid frame-continuous girder bridge in mountainous area is very special, and its seismic response is complex, so the reasonable isolation design is very important to control seismic response. Taking a(78+3×134+78)m rigid frame-continuous girder bridge as the research object, and the nonlinear time history analysis method is used to calculate response of the structure. By setting the isolating devices in the movable pier and abutment respectively, the effect of isolation is discussed in this paper, and the influence analysis of the bridge abutment damage on the structure damping is analyzed based on the optimum damping setting. The results show that: the setting of viscous damper at abutment can not only guarantee theinternal force of active pier, but also reduce the internal force of rigid frame pier; whether the bridge pier or abutment, the damping effect of the arrangement of friction pendulum is less than the arrangement of viscous damper; bridge abutment damage has certain influence on the isolation, the damage of two side abutment and the bridge abutment of the near rigid frame pier have obvious influence on the damping effect of the rigid frame pier, it can magnify the internal force of the earthquake about 3 times, and the damage of the bridge abutment on the near movable pier has little influence on it; in the design of bridge abutment of rigid frame-continuous girder bridge, one should focus on the design of rigid frame side abutment. It ensures that the line stiffness of the side abutment of the near rigid frame pier reaches 10~6 kN/m orders of magnitude, and the stiffness of the lateral abutment of the rigid frame pier reaches 10~5 kN/m orders of magnitude, so as to realize the reliability of the bridge abutment damping design.
The structure of high pier and large span rigid frame-continuous girder bridge in mountainous area is very special, and its seismic response is complex, so the reasonable isolation design is very important to control seismic response. Taking a(78+3×134+78)m rigid frame-continuous girder bridge as the research object, and the nonlinear time history analysis method is used to calculate response of the structure. By setting the isolating devices in the movable pier and abutment respectively, the effect of isolation is discussed in this paper, and the influence analysis of the bridge abutment damage on the structure damping is analyzed based on the optimum damping setting. The results show that: the setting of viscous damper at abutment can not only guarantee theinternal force of active pier, but also reduce the internal force of rigid frame pier; whether the bridge pier or abutment, the damping effect of the arrangement of friction pendulum is less than the arrangement of viscous damper; bridge abutment damage has certain influence on the isolation, the damage of two side abutment and the bridge abutment of the near rigid frame pier have obvious influence on the damping effect of the rigid frame pier, it can magnify the internal force of the earthquake about 3 times, and the damage of the bridge abutment on the near movable pier has little influence on it; in the design of bridge abutment of rigid frame-continuous girder bridge, one should focus on the design of rigid frame side abutment. It ensures that the line stiffness of the side abutment of the near rigid frame pier reaches 10~6 kN/m orders of magnitude, and the stiffness of the lateral abutment of the rigid frame pier reaches 10~5 kN/m orders of magnitude, so as to realize the reliability of the bridge abutment damping design.
引文
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[10]陈志刚,赵英策.采用拉索减震支座的刚构桥横向抗震性能研究[J].桥梁建设,2014,44(2):38-42.(CHEN Zhigang,ZHAOYingce.Study of transverse seismic performance of rigid-frame bridge using cable sliding friction aseismic bearings[J].Bridge construction,2014,44(2):38-42(in Chinese)).
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[13]赵继栋,张永亮,陈兴冲,等.基于粘滞阻尼器的高墩大跨铁路连续刚构桥减震研究[J].世界地震工程,2016,32(2):93-99.(ZHAOJidong,ZHANG Yongliang,CHEN Xingchong,et al.Research on seismic reduction of tall-pier and long-span railway continuous rigid-framed bridge based on viscous damper[J].World earthquake engineering,2016,32(2):93-99(in Chinese)).
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[15]中华人民共和国行业标准编写组.公路桥涵地基与基础设计规范:JTGD63-2007[S].北京:人民交通出版社,2007.(The Professional Standard Compilation Group of People’s Republic of China.Code for design of ground base and foundation of highway bridges and culverts:JTGD63-2007[S].Beijing:China Communications Press,2007(in Chinese)).
[16]刘正楠,陈兴冲,马华军,等.高速铁路大跨长联连续梁桥减隔方案优化研究[J].世界地震工程,2017,33(4),129-135.(LIUZhengnan,CHEN Xingchong,MA Huajun,et al.Optimization research on the seismic isolation schemes of a long unit and large span continuous bridge on high-speed railway[J].World earthquake engineering,2017,33(4),129-135(in Chinese)).
[17]张永亮,张跃进,王常峰.竖向地震动对摩擦摆支座隔震桥梁地震反应的影响[J].兰州交通大学学报,2012,31(2):18-22.(ZHANGYongliang,ZHANG Yuejin,WANG Changfeng.Effect of vertical ground motion on seismic response of an isolated bridge with FPS[J].Journal of Lanzhou Jiaotong university,2012,31(2):18-22(in Chinese)).
[18]彭钦帮,杨文涛.基于桥台损伤的桥墩地震响应分析[J].桥梁建设,2017,47(2):60-65.(PENG Qinbang,YANG Wentao.Analysis of seismic responses of piers based on damage of abutments[J].Bridge construction,2017,47(2):60-65(in Chinese)).
[2]宋福春,苏洪仁.单肋拱加劲V型撑刚构-连续梁桥稳定和动力性能研究[J].沈阳建筑大学学报(自然科学版),2010,26(5):849-854.(SONG Fuchun,SU Hongren.Research on the stability and dynamic characteristics of V-bracing rigid frame continuous beam bridge with single stiffener arch[J].Journal of Shenyang Jianzhu university(natural science),2010,26(5):849-854(in Chinese)).
[3]魏鑫,卫星,李明清.高烈度区大跨刚构-连续梁桥地震响应分析[J].地震工程学报,2017,39(6):1005-1010.(WEI Xin,WEI Xing,LI Mingqing.Seismic response analysis of long-span rigid frame-continuous girder bridges in high intensity[J].China earthquake engineering journal,2017,39(6):1005-1010(in Chinese)).
[4]李小珍,雷虎军.基于多点激励的刚构-连续组合梁桥行波效应分析[J].桥梁建设,2012,42(6):33-38.(LI Xiaozhen,LEIHujun.Analysis of traveling wave effect of hybrid bridge of rigid-frame and continuous girder based on multi-support excitation[J].Bridge construction,2012,42(6):33-38(in Chinese)).
[5]揭志羽,卫星,李亚东,等.大跨高墩小半径刚构-连续组合梁桥地震响应分析[J].桥梁建设,2013,43(1):52-58.(JIE Zhiyu,WEI Xing,LI Yadong,et al.Analysis of seismic response of long span,high-rise pier and short radius curved hybrid bridge of rigid frame and continuous girder[J].Bridge construction,2013,43(1):52-58(in Chinese)).
[6]揭志羽,卫星,李亚东,等.不同设计参数下刚构-连续组合曲线梁桥地震响应敏感性分析[J].铁道科学与工程学报,2013,10(2):80-86.(JIE Zhiyu,WEI Xing,LI Yadong,et al.The seismic response sensitivity analysis of rigid-frame continuous combined curve bridge with different design parameters[J].Journal of railway science and engineering,2013,10(2):80-86(in Chinese)).
[7]周勇军,于明策,陈群,等.双薄壁连续刚构桥基频的统一计算模式[J].应用力学学报,2016,33(6):1009-1015.(ZHOU Yongjun,YU Mingce,CHEN Qun,et al.Uniform calculation pattern for fundamental vibration frequency of continuous rigid frame bridge with double-thin-wall piers[J].Chinese journal of applied mechanics,2016,33(6):1009-1015(in Chinese)).
[8]王常峰,陈兴冲,夏修身.高墩大跨连续刚构桥抗震设计参数优化[J].公路交通科技,2006,23(4):80-83.(WANG Changfeng,CHEN Xingchong,XIA Xiushen.Optimization of design parameters of high-pier and long-span continuous frigid frame bridge[J].Journal of highway and transportation research and development,2006,23(4):80-83(in Chinese)).
[9]郝朝伟,陈彦江,何浩祥,等.耐震时程法在高墩刚构桥抗震分析中的应用[J].防灾减灾工程学报,2017,37(2):215-221.(HAOChaowei,CHEN Yanjiang,HE Haoxiang,et al.The endurance time method in the seismic analysis of the continual rigid-bridge with high piers[J].Journal of disaster prevention and mitigation engineering,2017,37(2):215-221(in Chinese)).
[10]陈志刚,赵英策.采用拉索减震支座的刚构桥横向抗震性能研究[J].桥梁建设,2014,44(2):38-42.(CHEN Zhigang,ZHAOYingce.Study of transverse seismic performance of rigid-frame bridge using cable sliding friction aseismic bearings[J].Bridge construction,2014,44(2):38-42(in Chinese)).
[11]ZONG Zhouhong,XIA Zhanghua,LIU Haihong,et al.Collapse failure of prestressed concrete continuous rigid-frame bridge under strong earthquake excitation:treating and simulation[J].Journal of bridge engineering,2016,21(9):04016047.
[12]YAN B,XIA Y,DU X.Numerical investigation on seismic performance of base-isolation for rigid frame bridges[J].Journal of vibroengineering,2013,15(1):395-405.
[13]赵继栋,张永亮,陈兴冲,等.基于粘滞阻尼器的高墩大跨铁路连续刚构桥减震研究[J].世界地震工程,2016,32(2):93-99.(ZHAOJidong,ZHANG Yongliang,CHEN Xingchong,et al.Research on seismic reduction of tall-pier and long-span railway continuous rigid-framed bridge based on viscous damper[J].World earthquake engineering,2016,32(2):93-99(in Chinese)).
[14]张敏,李阳.线性粘滞阻尼耗能框架结构地震反应分析与优化[J].应用力学学报,2016,33(6):1071-1078.(ZHANG Min,LIYang.Analysis and optimization of seismic response for linear viscous damping energy dissipation frame structure[J].Chinese journal of applied mechanics,2016,33(6):1071-1078(in Chinese)).
[15]中华人民共和国行业标准编写组.公路桥涵地基与基础设计规范:JTGD63-2007[S].北京:人民交通出版社,2007.(The Professional Standard Compilation Group of People’s Republic of China.Code for design of ground base and foundation of highway bridges and culverts:JTGD63-2007[S].Beijing:China Communications Press,2007(in Chinese)).
[16]刘正楠,陈兴冲,马华军,等.高速铁路大跨长联连续梁桥减隔方案优化研究[J].世界地震工程,2017,33(4),129-135.(LIUZhengnan,CHEN Xingchong,MA Huajun,et al.Optimization research on the seismic isolation schemes of a long unit and large span continuous bridge on high-speed railway[J].World earthquake engineering,2017,33(4),129-135(in Chinese)).
[17]张永亮,张跃进,王常峰.竖向地震动对摩擦摆支座隔震桥梁地震反应的影响[J].兰州交通大学学报,2012,31(2):18-22.(ZHANGYongliang,ZHANG Yuejin,WANG Changfeng.Effect of vertical ground motion on seismic response of an isolated bridge with FPS[J].Journal of Lanzhou Jiaotong university,2012,31(2):18-22(in Chinese)).
[18]彭钦帮,杨文涛.基于桥台损伤的桥墩地震响应分析[J].桥梁建设,2017,47(2):60-65.(PENG Qinbang,YANG Wentao.Analysis of seismic responses of piers based on damage of abutments[J].Bridge construction,2017,47(2):60-65(in Chinese)).