几何非线性对某大跨度斜拉桥动力响应影响分析
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摘要
分析了几何非线性对某混凝土斜拉桥时程动力分析的影响程度。建立主跨480m混凝土斜拉桥空间有限元模型,进行了成桥模态分析并分别计算了线性与几何非线性地震动力时程反应,比较了关键控制部位的响应,得到结论:考虑几何非线性影响时,斜拉桥主梁纵向位移幅值比线性时高出7%,右塔顶顺桥向位移幅值较线性时约大25%,几何非线性对大跨混凝土斜拉桥结构地震位移反应影响十分显著。塔底主压应力幅值高出4%,几何非线性对斜拉桥结构地震反应内力影响显著。
Analyzed geometric nonlinear influence on dynamic analysis response of long span concrete cable-stayed bridge.Built the pace finite element model of the bridge which has the main span of 480 meters long.Executed the modal analysis of the bridge model and calculated seismic dynamic time history response in linearity and geometric nonlinearity,the responses of the key control parts were compared and got the conclusion: when consider geometric nonlinear effect,bridge girder longitudinal displacement amplitude was 7% higher than in linear condition,the right bridge-tower top displacement amplitude was 25% higher than in linear condition,geometric nonlinearity has a significant effect on seismic displacement responses;main stress amplitude of the tower bottom was 4% higher than in linear condition,geometric nonlinearity has no a significant effect on seismic stress responses.
Analyzed geometric nonlinear influence on dynamic analysis response of long span concrete cable-stayed bridge.Built the pace finite element model of the bridge which has the main span of 480 meters long.Executed the modal analysis of the bridge model and calculated seismic dynamic time history response in linearity and geometric nonlinearity,the responses of the key control parts were compared and got the conclusion: when consider geometric nonlinear effect,bridge girder longitudinal displacement amplitude was 7% higher than in linear condition,the right bridge-tower top displacement amplitude was 25% higher than in linear condition,geometric nonlinearity has a significant effect on seismic displacement responses;main stress amplitude of the tower bottom was 4% higher than in linear condition,geometric nonlinearity has no a significant effect on seismic stress responses.
引文
1华孝良,徐光辉.桥梁结构非线性分析[M].北京:人民交通出版社,1997.
2杨佑发,白文轩,魏建东.采用Ernst公式计算斜拉桥拉索振动特性的精度分析[J].世界地震工程,2008,24(2):50-53.
3庞苗.结构动力实用数值分析[M].杭州:浙江大学出版社,2008.
4李传习,夏桂云.大跨度桥梁结构计算理论[M].北京:人民交通出版社,2002.
5韩振峰,叶爱君,范立础.千米级斜拉桥的动力几何非线性分析[J].土木工程学报,2010,43(6):67-73.
6王新敏.ANSYS工程结构数值分析[M].北京:人民交通出版社,2007.
7高振世.建筑结构抗震设计[M].北京:中国建筑工业出版社,1995.
8公路桥梁抗震设计细则JTGTB02-01-2008[S].北京:人民交通出版社,2008.
9张永康.高层建筑体系竖向地震作用下的动力特性研究(硕士学位论文)[D].西安:西北工业大学,2005.
2杨佑发,白文轩,魏建东.采用Ernst公式计算斜拉桥拉索振动特性的精度分析[J].世界地震工程,2008,24(2):50-53.
3庞苗.结构动力实用数值分析[M].杭州:浙江大学出版社,2008.
4李传习,夏桂云.大跨度桥梁结构计算理论[M].北京:人民交通出版社,2002.
5韩振峰,叶爱君,范立础.千米级斜拉桥的动力几何非线性分析[J].土木工程学报,2010,43(6):67-73.
6王新敏.ANSYS工程结构数值分析[M].北京:人民交通出版社,2007.
7高振世.建筑结构抗震设计[M].北京:中国建筑工业出版社,1995.
8公路桥梁抗震设计细则JTGTB02-01-2008[S].北京:人民交通出版社,2008.
9张永康.高层建筑体系竖向地震作用下的动力特性研究(硕士学位论文)[D].西安:西北工业大学,2005.
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