某下承式钢管混凝土拱桥抗震分析
|
摘要
根据郑州黄河公路二桥的结构特点建立了桥梁空间有限元计算模型,计算了该桥考虑吊杆张力和拱肋初应力影响的动力特性和地震响应,并与不计吊杆张力和拱肋初应力影响的桥梁动力特性和地震响应进行了比较.计算结果表明,初应力对郑州黄河公路二桥的频率有一定的影响,但对各阶频率的影响程度不同,对第2阶频率影响最大,下降8.8%;水平地震作用下,初应力对主拱肋的轴力、剪力和弯矩影响不大;主拱肋的内力和变形都满足设计要求,说明该桥抗震性能良好.
The 2nd Yellow River highway bridge in Zhengzhou is a large-span concrete-filled steel tubular(CFST) arch bridge with tie bars.A three-dimension finite element model is established in terms of the structure characteristics of CFST arch bridge,and dynamic characteristics and the seismic responses derived from history analysis are analyzed and compared under initial stress or not.The results show that the initial stress affects the natural frequency to some extent,but their influence extent to each frequency is different,that the initial stress affects lesser the axis force,shear and moment of arch-ring under lever seismic wave.The anti-seismic capability of the bridge is all right,because the internal forces and displacement of arch-ring are less than design value.
The 2nd Yellow River highway bridge in Zhengzhou is a large-span concrete-filled steel tubular(CFST) arch bridge with tie bars.A three-dimension finite element model is established in terms of the structure characteristics of CFST arch bridge,and dynamic characteristics and the seismic responses derived from history analysis are analyzed and compared under initial stress or not.The results show that the initial stress affects the natural frequency to some extent,but their influence extent to each frequency is different,that the initial stress affects lesser the axis force,shear and moment of arch-ring under lever seismic wave.The anti-seismic capability of the bridge is all right,because the internal forces and displacement of arch-ring are less than design value.
引文
[1]陈宝春,郑皆连.钢管混凝土拱桥实例集[M].北京:人民交通出版社,2002:1-10.
[2]李玉亭,刘国杰,杨兴其.钢管混凝土系杆拱桥工程实践[J].青海交通科技,2003,增刊:9-11.
[3]Sun Zheng,Chen Huai.Dynamic characteristic analysis of the through CFST arch bridge with 100 Mspan[C]//TheThird International Conference in Earthquake Engineering:New Frontier and Research Transformation.Nanjing,2004.
[4]中国工程建设标准化协会.钢管混凝土结构设计与施工规程(CECS 28:90)[S].北京:中国计划出版社,1996.
[5]盛叶,陈宝春.钢管混凝土哑铃型梁试验[J].哈尔滨工业大学学报,2003,35(增刊):248-251.
[6]陈宝春.钢管混凝土拱桥的设计与施工[M].北京:人民交通出版社,2000:180-190.
[7]洪锦如.桥梁结构计算力学[M].上海:同济大学出版社,2000:143-147.
[8]殷学刚,陈淮,蹇开林.结构振动分析的子结构方法[M].北京:中国铁道出版社,1991:195-199.
[9]彭雪林.基于健康监测的大跨度斜拉桥基准有限元模型[D].福州:福州大学,2003:49-52.
[10]范立础.桥梁抗震[M].上海:同济大学出版社,1996:30-72
[11]郑史雄.大跨度钢管混凝土拱桥的地震反应性能[J].西南交通大学学报,1999,36(3):320-324.
[2]李玉亭,刘国杰,杨兴其.钢管混凝土系杆拱桥工程实践[J].青海交通科技,2003,增刊:9-11.
[3]Sun Zheng,Chen Huai.Dynamic characteristic analysis of the through CFST arch bridge with 100 Mspan[C]//TheThird International Conference in Earthquake Engineering:New Frontier and Research Transformation.Nanjing,2004.
[4]中国工程建设标准化协会.钢管混凝土结构设计与施工规程(CECS 28:90)[S].北京:中国计划出版社,1996.
[5]盛叶,陈宝春.钢管混凝土哑铃型梁试验[J].哈尔滨工业大学学报,2003,35(增刊):248-251.
[6]陈宝春.钢管混凝土拱桥的设计与施工[M].北京:人民交通出版社,2000:180-190.
[7]洪锦如.桥梁结构计算力学[M].上海:同济大学出版社,2000:143-147.
[8]殷学刚,陈淮,蹇开林.结构振动分析的子结构方法[M].北京:中国铁道出版社,1991:195-199.
[9]彭雪林.基于健康监测的大跨度斜拉桥基准有限元模型[D].福州:福州大学,2003:49-52.
[10]范立础.桥梁抗震[M].上海:同济大学出版社,1996:30-72
[11]郑史雄.大跨度钢管混凝土拱桥的地震反应性能[J].西南交通大学学报,1999,36(3):320-324.
版权所有：© 2023 中国地质图书馆 中国地质调查局地学文献中心