深圳证交所大厦弹塑性动力分析
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摘要
深圳证交所大厦的结构总高度为236.95m,为超B级高度的超限高层建筑,存在侧向刚度不规则、竖向体型不规则和抗侧力构件不连续等3项结构不规则。为评估结构在罕遇地震作用下的性能,基于ABAQUS程序和混凝土塑性损伤模型,利用自行开发的前处理转换程序和材料用户子程序,对结构进行弹塑性动力时程分析,给出了在罕遇地震场地波和ElCentro波作用下结构变形、关键构件的塑性损伤以及结构整体弹塑性反应。结果表明:采取抗震加强措施后的结构能满足"大震不倒"的抗震性能要求。
Shenzhen Stock Exchange Building is a high-rise building with the structural height exceeding code limit of building class B. There also are three irregularities: lateral stiffness irregularity, vertical shape irregularity and lateral structural members discontinuity. In order to study the structural seismic behaviour under rare earthquake, dynamic elasto-plastic time-history analysis on the designed structure, using ABAQUS software and concrete plastic damage model and self-developed software, was conducted. In the analysis, the lateral structural deflection,plastic damage of key members and overall structural elasto-plastic behaviour under design rare earthquake action of a site specific event and El Centro event were presented. It showed that the structural seismic design with seismic strengthening measures could meet seismic performance objective of no collapse under rare earthquake.
Shenzhen Stock Exchange Building is a high-rise building with the structural height exceeding code limit of building class B. There also are three irregularities: lateral stiffness irregularity, vertical shape irregularity and lateral structural members discontinuity. In order to study the structural seismic behaviour under rare earthquake, dynamic elasto-plastic time-history analysis on the designed structure, using ABAQUS software and concrete plastic damage model and self-developed software, was conducted. In the analysis, the lateral structural deflection,plastic damage of key members and overall structural elasto-plastic behaviour under design rare earthquake action of a site specific event and El Centro event were presented. It showed that the structural seismic design with seismic strengthening measures could meet seismic performance objective of no collapse under rare earthquake.
引文
[1]Jeeho Lee,Geogory L,Fenves.Plastic Damage Model for Cy-clic Loading of Concrete Structures[J].Journal of Engineering Mechanics,1998,124(8):892-900.
[2]GB50010-2002混凝土结构设计规范[S].
[3]Mander J B,Priesley M J.Observed Stress-Strain Behaviour of Confined Concrete[J].Journal of Structural Engineering,114(8):1827-1849.
[4]广东省工程防震研究院.深圳证券交易所运营中心工程场地地震安全性评价报告[R].广州:广东省工程防震研究院,2007.
[5]JGJ3-2002高层建筑混凝土结构技术规程[S].
[2]GB50010-2002混凝土结构设计规范[S].
[3]Mander J B,Priesley M J.Observed Stress-Strain Behaviour of Confined Concrete[J].Journal of Structural Engineering,114(8):1827-1849.
[4]广东省工程防震研究院.深圳证券交易所运营中心工程场地地震安全性评价报告[R].广州:广东省工程防震研究院,2007.
[5]JGJ3-2002高层建筑混凝土结构技术规程[S].
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