中等跨径斜拉桥塔梁弹性约束装置的减震效应研究
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摘要
对于高烈度设防区的中等跨径斜拉桥,往往采用漂浮或半漂浮体系结构,为防止梁端位移过大,需在桥塔和主梁之间设置合理的弹性索约束。为了得到合理的弹性索刚度值,以一座中等跨径混凝土斜拉桥为例,首先推导了塔、梁之间弹性约束刚度值的估算公式,并建立桥梁的动力分析模型,利用反应谱方法分析了弹性约束装置刚度参数变化对桥梁动力特性、索塔内力和塔顶、梁端位移的影响规律,通过参数分析得到了与公式计算值相吻合的最优解。分析结果表明:本文的弹性索刚度估算公式可以较准确估算弹性索的刚度初始值;弹性索能有效地控制漂浮、半漂浮体系斜拉桥过大的梁端位移,并改善斜拉桥索塔的受力状况。
The floating and half-floating cable-stayed bridges are often designed in the zones with high seismic fortification intensity.However,in order to control the excessive displacement of girder,we used to set the elastic constraints or dampers between tower and beam.Based on a medium span concrete cable-stayed bridge,this paper proposes the reasonable elastic constraints,and presents the computing method of the elastic stiffness.Then,the dynamic analysis model of the example bridge is built and the response spectrum is used to analyze the effect on dynamic characteristics,the internal force of the tower and the girder displacement due to the varying of stiffness of elastic constraints.The parametric analysis is adopted to obtain the optimum value,which is coincident perfectly with the computing result.It has been observed that the computing method of the elastic stiffness in this paper can estimate the initial stiffness well,in other words,this stiffness can not only improve the seismic performance but also control the girder displacement in an appropriate range.
The floating and half-floating cable-stayed bridges are often designed in the zones with high seismic fortification intensity.However,in order to control the excessive displacement of girder,we used to set the elastic constraints or dampers between tower and beam.Based on a medium span concrete cable-stayed bridge,this paper proposes the reasonable elastic constraints,and presents the computing method of the elastic stiffness.Then,the dynamic analysis model of the example bridge is built and the response spectrum is used to analyze the effect on dynamic characteristics,the internal force of the tower and the girder displacement due to the varying of stiffness of elastic constraints.The parametric analysis is adopted to obtain the optimum value,which is coincident perfectly with the computing result.It has been observed that the computing method of the elastic stiffness in this paper can estimate the initial stiffness well,in other words,this stiffness can not only improve the seismic performance but also control the girder displacement in an appropriate range.
引文
[1]JTG/TB02-01-2008公路桥梁抗震设计细则[S].北京:人民交通出版社,2008.JTG/TB02-01-2008 Guidelines for Seismic Design of Highway Bridges[S].Beijing:China Communication Press,2008.(in Chinese)
[2]杨喜文,张文华,李建中.大跨度斜拉桥横桥向减震研究[J].地震工程与工程振动,2012,32(1):86-92.(in Chinese)YANG Xiwen,ZHANG Wenhua,LI Jianzhong.Seismic design for long-span cable-stayed bridges in transverse direction[J].Journal ofEarthquake Engineering and Engineering Vibration,2012,32(1):86-92.(in Chinese)
[3]陈圆圆.大跨径斜拉桥抗震动力性能分析[D].西安,长安大学.2009.CHEN Yuanyuan.A Research on seismic performance of the long span cable-stayed bridge[D].Xi’an:Chang an University,2009.(in Chinese)
[4]ZHU L D,XIANG H F,XU Y L.Triple-girder model for modal analysis of cable-stayed bridges with warping effect[J].Engineering Structures,2000,22(10):1313-1323.
[5]李立峰,黄佳梅,吴文朋,等.基于IDA的高墩大跨桥梁抗震性能评估[J].地震工程与工程振动.2012,32(1):68-77.LI Lifeng,HUANG Jiamei,WU Wenpeng.Research on the seismic evolution of bridge with tall pier and long span using Incremental DynamicAnalysis[J].Journal of Earthquake Engineering and Engineering Vibration,2012,32(1):68-77.(in Chinese)
[6]范立础,胡世德,叶爱君.大跨度桥梁抗震设计[M].北京:人民交通出版社,2001.FAN Lichu,HU Shide,YE Aijun.Seismic design of long-span bridges[M].Beijing:China Communication Press,2001.(in Chinese)
[7]Eurocode 8:Structures in Seismic Regions Design,Part 2:Bridges(draft).April 1993.
[8]项海帆,李瑞森,杨昌众.悬浮体系斜张桥的近似抗震计算[J].结构工程师,1986(1):64-69.XIANG Haifan,LI Ruisen,YANG Changzhong,The approximate aseismatic calculation of floating cable-stayed bridges[J].Structural Engineers,1986(1):64-69.(in Chinese)
[9]蒋伟,李洞明,李杨.塔梁间纵向弹性约束对斜拉桥抗震性能的影响[J].现代交通科技,2004,4(5):50-52.JIANG Wei,LI Dongming,LI Yang.The influence of longitudinal elastic constraints between the tower and beam on the seismic performance ofcable-stayed bridges[J].Modern Transportation Technology,2004,4(5):50-52.(in Chinese)
[10]李龙安,何友娣,屈爱平.基于地震作用下的大跨斜拉桥纵桥向弹性约束索减震体系的研究[C]//第六届全国结构减震控制学术研会,2007:242-247.
[2]杨喜文,张文华,李建中.大跨度斜拉桥横桥向减震研究[J].地震工程与工程振动,2012,32(1):86-92.(in Chinese)YANG Xiwen,ZHANG Wenhua,LI Jianzhong.Seismic design for long-span cable-stayed bridges in transverse direction[J].Journal ofEarthquake Engineering and Engineering Vibration,2012,32(1):86-92.(in Chinese)
[3]陈圆圆.大跨径斜拉桥抗震动力性能分析[D].西安,长安大学.2009.CHEN Yuanyuan.A Research on seismic performance of the long span cable-stayed bridge[D].Xi’an:Chang an University,2009.(in Chinese)
[4]ZHU L D,XIANG H F,XU Y L.Triple-girder model for modal analysis of cable-stayed bridges with warping effect[J].Engineering Structures,2000,22(10):1313-1323.
[5]李立峰,黄佳梅,吴文朋,等.基于IDA的高墩大跨桥梁抗震性能评估[J].地震工程与工程振动.2012,32(1):68-77.LI Lifeng,HUANG Jiamei,WU Wenpeng.Research on the seismic evolution of bridge with tall pier and long span using Incremental DynamicAnalysis[J].Journal of Earthquake Engineering and Engineering Vibration,2012,32(1):68-77.(in Chinese)
[6]范立础,胡世德,叶爱君.大跨度桥梁抗震设计[M].北京:人民交通出版社,2001.FAN Lichu,HU Shide,YE Aijun.Seismic design of long-span bridges[M].Beijing:China Communication Press,2001.(in Chinese)
[7]Eurocode 8:Structures in Seismic Regions Design,Part 2:Bridges(draft).April 1993.
[8]项海帆,李瑞森,杨昌众.悬浮体系斜张桥的近似抗震计算[J].结构工程师,1986(1):64-69.XIANG Haifan,LI Ruisen,YANG Changzhong,The approximate aseismatic calculation of floating cable-stayed bridges[J].Structural Engineers,1986(1):64-69.(in Chinese)
[9]蒋伟,李洞明,李杨.塔梁间纵向弹性约束对斜拉桥抗震性能的影响[J].现代交通科技,2004,4(5):50-52.JIANG Wei,LI Dongming,LI Yang.The influence of longitudinal elastic constraints between the tower and beam on the seismic performance ofcable-stayed bridges[J].Modern Transportation Technology,2004,4(5):50-52.(in Chinese)
[10]李龙安,何友娣,屈爱平.基于地震作用下的大跨斜拉桥纵桥向弹性约束索减震体系的研究[C]//第六届全国结构减震控制学术研会,2007:242-247.
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