单塔部分斜拉桥顺桥向地震作用下主梁的易损性部位分析
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摘要
在已有的研究的基础上,针对单塔部分斜拉桥顺桥向地震作用下主梁的易损部位进行了研究.经分析,在顺桥向地震作用下,单塔部分斜拉桥易损性部位出现离塔第四根索到第五根索之间的近梁跨中段;地面运动加速度达到0.20g时,主梁有进入弹塑性阶段的概率,随地面运动加速度的增大,概率不断增大.
This thesis would,based on the existing studies,conduct specific study on the vulnerability of the single-tower extra-dosed PC bridge’s beam.It reveals that the fragility position of partially cable-stayed bridge with single tower is locked closely to the midspan between the fourth and fifth cable under the action of earthquake along the longitudinal direction of bridge.The main girder is likelihood to reach the elastoplastic phase when the peak ground acceleration is up to 0.2g and the probability will increase as the peak ground acceleration increases.
This thesis would,based on the existing studies,conduct specific study on the vulnerability of the single-tower extra-dosed PC bridge’s beam.It reveals that the fragility position of partially cable-stayed bridge with single tower is locked closely to the midspan between the fourth and fifth cable under the action of earthquake along the longitudinal direction of bridge.The main girder is likelihood to reach the elastoplastic phase when the peak ground acceleration is up to 0.2g and the probability will increase as the peak ground acceleration increases.
引文
[1]刘世忠,欧阳永金.独塔单索面部分斜拉桥力学性能及建设实践[M].北京:中国铁道出版社,2006.
[2]吴少峰,上官萍.横桥向地面运动作用下独塔部分斜拉桥易损性分析[J].地震工程与工程振动,2010,2:142-149.
[3]谢旭.桥梁结构地震响应分析与抗震设计[M].北京:人民交通出版社,2006.
[4]Priestley M J N,Seible F,Calvi G M.Seismic design and retrofit of bridge[M].New York:John Wiley and Sons,1997.
[5]倪永军.桥梁结构抗震设计的设计地震与基于位移的抗震方法设计[D].北京:北方交通大学,2001.
[6]李捷,杨智.桥梁动力分析中桩基础的模拟[J].青海交通科技,2006,2:18-20.
[7]范立础,聂利英,李建中.地震作用下板式橡胶支座滑动的动力性能分析[J].中国公路学报,2003,16(4):30-35.
[8]叶爱君,胡世德,范立础.桥梁支座抗震性能的模拟分析[J].同济大学学报,2001,29(1):6-9.
[9]Mander J B,Basoz N.Seismic fragility curve theory for highway bridges[C]//5th US Conference on Lifeline Earthquake Engi-neering.New York:American Society of Civil Engineers,1999:31-40.
[10]Vamvatsikos D,Cornell C A.Incremental dynamic analysis[J].Earthquake Engineering and Structural Dynamics,2002,31:491-514.
[11]Hwang H,Jernigan J B,Lin Yan-wei.Evaluation of seismic damage to memphis bridges and highway systems[J].Journal ofBridge Engineering,2000,5(4):322–330.
[2]吴少峰,上官萍.横桥向地面运动作用下独塔部分斜拉桥易损性分析[J].地震工程与工程振动,2010,2:142-149.
[3]谢旭.桥梁结构地震响应分析与抗震设计[M].北京:人民交通出版社,2006.
[4]Priestley M J N,Seible F,Calvi G M.Seismic design and retrofit of bridge[M].New York:John Wiley and Sons,1997.
[5]倪永军.桥梁结构抗震设计的设计地震与基于位移的抗震方法设计[D].北京:北方交通大学,2001.
[6]李捷,杨智.桥梁动力分析中桩基础的模拟[J].青海交通科技,2006,2:18-20.
[7]范立础,聂利英,李建中.地震作用下板式橡胶支座滑动的动力性能分析[J].中国公路学报,2003,16(4):30-35.
[8]叶爱君,胡世德,范立础.桥梁支座抗震性能的模拟分析[J].同济大学学报,2001,29(1):6-9.
[9]Mander J B,Basoz N.Seismic fragility curve theory for highway bridges[C]//5th US Conference on Lifeline Earthquake Engi-neering.New York:American Society of Civil Engineers,1999:31-40.
[10]Vamvatsikos D,Cornell C A.Incremental dynamic analysis[J].Earthquake Engineering and Structural Dynamics,2002,31:491-514.
[11]Hwang H,Jernigan J B,Lin Yan-wei.Evaluation of seismic damage to memphis bridges and highway systems[J].Journal ofBridge Engineering,2000,5(4):322–330.
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