地铁车站中柱弹塑性地震时程分析精细化仿真
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摘要
为了研究地铁车站中柱在地震作用下的响应,运用先进截面整体分析,从中获取位移响应施加于构建精细构件模型的思路,实现了地铁车站中柱在地震作用下的三维弹塑性时程分析。首先对地铁车站进行截面弹塑性时程分析,获取中柱两端的相对位移时程响应,施加于中柱的精细模型两端,以达到模拟中柱在地震作用下的时程反应的目的。结果显示,在施加的罕遇地震作用下,3.94s时中柱产生大规模的塑性区,在4.60s和5.00s时,中柱端部的混凝土相继失效甚至脱落,完全形成塑性铰。中柱的精细模拟与地铁车站截面模拟的结果吻合,并且与实际震害非常相似。
The paper has analyzed the mid-column section and come up with the idea of displacement response which was applied on rigorous component model.Three-dimensional elastic-plastic time history analysis of subway station mid-column under earthquake action was achiered.The subway station was submitted to sectional elastic-plastic time history analysis,and relative displacement time history response of both ends of the mid-column was obtained.Then relative displacement time history response was applied to the both ends of elaborate model of mid-column to achieve the time history response in the earthquake action.The results showed that mid-column generated a largescale plastic zone when rare earthquake was applied at 3.94s.In addition,the concrete of the end portion of mid-column failed,even fell off,and the plastic hinge fully formed at 4.60s and 5.00s.The results of refinement simulation of mid-column was in accordance with that of section simulation of subway station.Moreover it was very similar to the actual earthquake damage.
The paper has analyzed the mid-column section and come up with the idea of displacement response which was applied on rigorous component model.Three-dimensional elastic-plastic time history analysis of subway station mid-column under earthquake action was achiered.The subway station was submitted to sectional elastic-plastic time history analysis,and relative displacement time history response of both ends of the mid-column was obtained.Then relative displacement time history response was applied to the both ends of elaborate model of mid-column to achieve the time history response in the earthquake action.The results showed that mid-column generated a largescale plastic zone when rare earthquake was applied at 3.94s.In addition,the concrete of the end portion of mid-column failed,even fell off,and the plastic hinge fully formed at 4.60s and 5.00s.The results of refinement simulation of mid-column was in accordance with that of section simulation of subway station.Moreover it was very similar to the actual earthquake damage.
引文
[1]中华人民共和国住房和城乡建设部,中华人民共和国国家质量监督检验检疫总局.GB50011—2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.Housing and Urban-rural Development of the People's Republic of China,The State Administration of Quality Supervision,Inspection and Quarantine of the People's Republic of China,GB50011—2010Code for seismic design of buildings[S].Beijing:China Architecture&Building Press,2010.
[2]郑永来,杨林德,李文艺,等.地下结构抗震[M].上海:同济大学出版社,2005.Zheng Yonglai,Yang Linde,Li Wenyi,et al.Anti-seismic of underground structures[M].Shanghai:Tongji University Press,2005.
[3]杨林德,杨超,季倩倩,等.地铁车站的振动台试验与地震响应的计算方法[J].同济大学学报,2003,31(10):1135-1140.Yang Linde,Yang Chao,Ji Qianqian,et al.Journal of Tongji University,2003,31(10):1135-1140.
[4]杨林德,王国波,郑永来,等.地铁车站接头结构振动台模型试验及地震响应的三维数值模拟[J].岩土工程学报,2007,29(12):1892-1898.Yang Linde,Wang Guobo,Zheng Yonglai,et al.Journal of Geotechnical Engineering,2007,29(12):1892-1898.
[5]左熹,陈国兴,王志华,等.近远场地震动作用下地铁车站结构地基液化效应的振动台试验[J].岩土力学,2010,31(12):3733-3740.Zuo Xi,Chen Guoxing,Wang Zhihua,et al.Journal of Rock and Soil Mechanics,2010,31(12):3733-3740.
[6]庄海洋,程绍革,陈国兴.阪神地震中大开地铁车站震害机制数值仿真分析[J].岩土力学,2008,29(1):245-250.Zhuang Haiyang,Chen Shaoge,Chen Guoxing.Journal of Rock and Soil Mechanics,2008,29(1):245-250.
[7]左熹,杨树才,陈国兴.地铁车站结构非线性地震损伤演化规律分析[J].工程抗震与加固改造,2010,32(1):110-116.Zuo Xi,Yang Shucai,Chen Guoxing.Journal of Earthquake Resistant Engineering and Retrofitting,2010,32(1):110-116.
[8]庄海洋,陈国兴,胡晓明.两层双柱岛式地铁车站结构水平向非线性地震反应分析[J].岩石力学与工程学报,2006,25(1):3074-3079.Zhuang Haiyang,Chen Guoxing,Hu Xiaoming.Chinese Journal of Rock Mechanics and Engineering,2006,25(1):3074-3079.
[9]赵伯明,蒋英礼,陈靖.软土地铁车站结构在三维强地震动作用下的响应分析[J].中国铁道科学,2009,30(3):45-50.Zhao Boming,Jiang Yingli,Chen Jing.Journal of China Railway Science,2009,30(3):45-50.
[10]还毅,方秦,柳锦春,等.提高地铁车站结构抗震能力的理论及数值分析[J].振动与冲击,2011,30(3):253-257.Huan Yi,Fang Qin,Liu Jinchun,et al.Journal of Vibration and Shock,2011,30(3):253-257.
[11]Kaba S A,Mahin S A.Interactive computer analysis method for predicting the inelastic behavior of structural sections,UCB/EERC-83/18[R].Berkeley:University of California,1983.
[12]Lai S S,Will G T,Otani S.Model for inelastic biaxial bending of concrete members[J].Journal of the Structure Division,1984,110(11):2563-2584.
[13]中华人民共和国住房和城乡建设部.GB50010—2010混凝土结构设计规范[S].北京:中国建筑工业出版社,2011.Housing and Urban-rural Development of the People's Republic of China,GB50010—2010Code for design of concrete structures[S].Beijing:China Architecture&Building Press,2011.
[2]郑永来,杨林德,李文艺,等.地下结构抗震[M].上海:同济大学出版社,2005.Zheng Yonglai,Yang Linde,Li Wenyi,et al.Anti-seismic of underground structures[M].Shanghai:Tongji University Press,2005.
[3]杨林德,杨超,季倩倩,等.地铁车站的振动台试验与地震响应的计算方法[J].同济大学学报,2003,31(10):1135-1140.Yang Linde,Yang Chao,Ji Qianqian,et al.Journal of Tongji University,2003,31(10):1135-1140.
[4]杨林德,王国波,郑永来,等.地铁车站接头结构振动台模型试验及地震响应的三维数值模拟[J].岩土工程学报,2007,29(12):1892-1898.Yang Linde,Wang Guobo,Zheng Yonglai,et al.Journal of Geotechnical Engineering,2007,29(12):1892-1898.
[5]左熹,陈国兴,王志华,等.近远场地震动作用下地铁车站结构地基液化效应的振动台试验[J].岩土力学,2010,31(12):3733-3740.Zuo Xi,Chen Guoxing,Wang Zhihua,et al.Journal of Rock and Soil Mechanics,2010,31(12):3733-3740.
[6]庄海洋,程绍革,陈国兴.阪神地震中大开地铁车站震害机制数值仿真分析[J].岩土力学,2008,29(1):245-250.Zhuang Haiyang,Chen Shaoge,Chen Guoxing.Journal of Rock and Soil Mechanics,2008,29(1):245-250.
[7]左熹,杨树才,陈国兴.地铁车站结构非线性地震损伤演化规律分析[J].工程抗震与加固改造,2010,32(1):110-116.Zuo Xi,Yang Shucai,Chen Guoxing.Journal of Earthquake Resistant Engineering and Retrofitting,2010,32(1):110-116.
[8]庄海洋,陈国兴,胡晓明.两层双柱岛式地铁车站结构水平向非线性地震反应分析[J].岩石力学与工程学报,2006,25(1):3074-3079.Zhuang Haiyang,Chen Guoxing,Hu Xiaoming.Chinese Journal of Rock Mechanics and Engineering,2006,25(1):3074-3079.
[9]赵伯明,蒋英礼,陈靖.软土地铁车站结构在三维强地震动作用下的响应分析[J].中国铁道科学,2009,30(3):45-50.Zhao Boming,Jiang Yingli,Chen Jing.Journal of China Railway Science,2009,30(3):45-50.
[10]还毅,方秦,柳锦春,等.提高地铁车站结构抗震能力的理论及数值分析[J].振动与冲击,2011,30(3):253-257.Huan Yi,Fang Qin,Liu Jinchun,et al.Journal of Vibration and Shock,2011,30(3):253-257.
[11]Kaba S A,Mahin S A.Interactive computer analysis method for predicting the inelastic behavior of structural sections,UCB/EERC-83/18[R].Berkeley:University of California,1983.
[12]Lai S S,Will G T,Otani S.Model for inelastic biaxial bending of concrete members[J].Journal of the Structure Division,1984,110(11):2563-2584.
[13]中华人民共和国住房和城乡建设部.GB50010—2010混凝土结构设计规范[S].北京:中国建筑工业出版社,2011.Housing and Urban-rural Development of the People's Republic of China,GB50010—2010Code for design of concrete structures[S].Beijing:China Architecture&Building Press,2011.
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