近场地震作用下斜拉桥黏滞阻尼器参数分析
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摘要
大跨度斜拉桥通常采用漂浮或半漂浮体系,易导致其在地震作用下梁端位移过大,可采用液压黏滞阻尼器等限位装置约束这种位移,目前阻尼器的设计多为针对远场地震作用而较少研究近场地震作用。但在实际工程中,经常会碰到近断层地质条件,这种近断层地质会引起近场地震。与远场地震相比,近场地震具有短持时、高能量脉冲运动的特征,对结构产生较强的破坏力,因此针对远场地震设计的阻尼器的工作性能,以及阻尼器参数调整等问题都值得研究。以榕江特大桥为工程背景,研究半漂浮体系斜拉桥在近远场地震作用下的地震响应;通过结构非线性时程分析,研究不同阻尼系数和速度指数对近场地震响应的控制效应;根据榕江桥伸缩缝型号以及阻尼器自身的地震响应特点,确定阻尼器设计参数。
The large displacement usually takes place at the end of the beam in the cable-stayed bridges because of the floating or semi-floating systems,and the viscous damper is used in the long-span bridges to limit the displacement.However,the damper is usually designed based on the far-field earthquake without taking into account the near-fault earthquake.In the actual project,we usually encountered the geological fault which could cause the near-fault earthquake.The near-fault earthquake is characterized by short duration,high-energy pulse movement and strongly destructive performance compared with the far-field earthquake.Issues that should be discussed are whether the working performance of the damper designed for the far-field earthquake is still good and the parameters should be adjusted in the near-fault earthquake.Rongjiang cable-stayed bridge in Guangdong was taken as an example to study the seismic response of cable-stayed bridge with semi-floating system in near-fault and far-field earthquake.Through the structural nonlinear time history analysis,we could study the response control effect when using different damper coefficients and velocity indexes in the near-fault earthquake.According to the expansion joints model and the damper response characteristics,the design parameters of the damper were determined.
The large displacement usually takes place at the end of the beam in the cable-stayed bridges because of the floating or semi-floating systems,and the viscous damper is used in the long-span bridges to limit the displacement.However,the damper is usually designed based on the far-field earthquake without taking into account the near-fault earthquake.In the actual project,we usually encountered the geological fault which could cause the near-fault earthquake.The near-fault earthquake is characterized by short duration,high-energy pulse movement and strongly destructive performance compared with the far-field earthquake.Issues that should be discussed are whether the working performance of the damper designed for the far-field earthquake is still good and the parameters should be adjusted in the near-fault earthquake.Rongjiang cable-stayed bridge in Guangdong was taken as an example to study the seismic response of cable-stayed bridge with semi-floating system in near-fault and far-field earthquake.Through the structural nonlinear time history analysis,we could study the response control effect when using different damper coefficients and velocity indexes in the near-fault earthquake.According to the expansion joints model and the damper response characteristics,the design parameters of the damper were determined.
引文
[1]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.
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[6]韩万水,黄平明,兰燕.斜拉桥纵向设置黏滞阻尼器参数分析[J].地震工程和工程振动,2005,25(6):147-151.
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[8]Jonathan D B,Adrian Rodriguez-Marek.Character-ization of forward-directivity ground motions in thenear-fault region[J].SOIL DYN EARTHQ ENG,2004,24(11):815-828.
[9]Hall J F,Heaton T H,Halling M W,et al.Near-sourceground motion and its effects on flexible buildings[J].Earthquake Spectra,1995,11(4):569-605.
[10]Loth C H,Wan S,Liao W I.Effects of hystereticmodel on seismic demands:Consideration of near-faultground motion[J].The Structure Design of TallBuildings,2002,11:155-169.
[2]陈永祈,马良喆.苏通长江大桥限位阻尼器的设计和测试[J].现代交通技术,2008,15(4):21-22.
[3]黄少文.上海长江大桥工程抗震设计[J].世界桥梁,2009(S1):38-40.
[4]奚灵智,李小刚,韦华.黏滞阻尼器在全漂浮体系斜拉桥抗震设计中的功效分析[J].中外公路,2012,32(2):103-110.
[5]陈永祈.工程结构用液体黏滞阻尼器的结构构造和速度指数[J].钢结构,2008,23(9):50-51.
[6]韩万水,黄平明,兰燕.斜拉桥纵向设置黏滞阻尼器参数分析[J].地震工程和工程振动,2005,25(6):147-151.
[7]杨喜文.宁波甬江铁路斜拉桥的地震位移控制[J].结构工程师,2011,27(6):80-82.
[8]Jonathan D B,Adrian Rodriguez-Marek.Character-ization of forward-directivity ground motions in thenear-fault region[J].SOIL DYN EARTHQ ENG,2004,24(11):815-828.
[9]Hall J F,Heaton T H,Halling M W,et al.Near-sourceground motion and its effects on flexible buildings[J].Earthquake Spectra,1995,11(4):569-605.
[10]Loth C H,Wan S,Liao W I.Effects of hystereticmodel on seismic demands:Consideration of near-faultground motion[J].The Structure Design of TallBuildings,2002,11:155-169.
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