中洲中心二期结构抗震性能分析
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摘要
中洲中心二期工程结构由相距120m的2个高86.5m的主塔楼和上下2个连廊组成,高空连廊跨度为120m,低空连廊跨度为90m。主塔楼采用带粘滞阻尼器的钢筋混凝土框架剪力墙结构,高空连廊采用带粘滞阻尼器的钢桁架结构,低空连廊采用纯钢桁架结构。该结构体形特殊、存在大跨度连体、刚度不连续等多项超限,结构的地震响应复杂。在小震和中震弹性分析基础上,采用基于纤维模型理论的PERFORM-3D软件对塔楼结构进行静力弹塑性分析,对整体结构进行大震作用下弹塑性时程分析。并参考美国基于性能抗震规程ASCE-41制定构件变形性能指标,对构件的变形响应进行评估。小震和中震作用下的结构弹性分析表明,结构与构件均满足我国现行抗震规范要求。静力弹塑性分析结果与整体结构大震弹性算得的基底剪力作对比,结果表明塔楼结构具有很好的抗侧性能。弹性分析以及弹塑性分析的计算结果对比表明分析结果合理,设置了粘滞阻尼器以后,构件非线性损伤减小,整体结构及构件满足既定的变形性能目标,且验证了设置阻尼器对结构抗震性能有着显著的提高效果。
The Zhongzhou Phrase II structure is composed of two 86.5m high towers which are linked by a 120m span higher corridor at the building top,and a lower corridor at a height of 16.5m with an angle of 45-degree to the higher one.Frame-shear wall dual structure with viscous dampers is selected for the two towers.Steel structure with viscous dampers is for the higher corridor and pure steel structure for the lower one.The seismic behavior of the structure is complex due to that several structural indexes exceed the limitation of current design code,such as long-span connected structure and abrupt change in stiffness etc.Elastic analysis under frequent and moderate earthquake action,static push-over analysis and inelastic time history analysis under rare earthquake are carried out using PERFORM-3D.To evaluate deformation performance of the components,a guideline is proposed in this paper based on ASCE-41.The elastic analysis under frequent and moderate earthquake show that,the behavior of the whole structure and the components satisfy the code requirement.The comparison between the result of static nonlinear analysis and the base shear of the whole structure under rare earthquake indicate the adequate lateral performance of the towers.The analytical results are reasonable by comparing the analysis of elastic and elasto-plasticity.It can also be concluded that the damper can effectively improve the seismic performance of structures and reduce the nonlinear damage of the components.
The Zhongzhou Phrase II structure is composed of two 86.5m high towers which are linked by a 120m span higher corridor at the building top,and a lower corridor at a height of 16.5m with an angle of 45-degree to the higher one.Frame-shear wall dual structure with viscous dampers is selected for the two towers.Steel structure with viscous dampers is for the higher corridor and pure steel structure for the lower one.The seismic behavior of the structure is complex due to that several structural indexes exceed the limitation of current design code,such as long-span connected structure and abrupt change in stiffness etc.Elastic analysis under frequent and moderate earthquake action,static push-over analysis and inelastic time history analysis under rare earthquake are carried out using PERFORM-3D.To evaluate deformation performance of the components,a guideline is proposed in this paper based on ASCE-41.The elastic analysis under frequent and moderate earthquake show that,the behavior of the whole structure and the components satisfy the code requirement.The comparison between the result of static nonlinear analysis and the base shear of the whole structure under rare earthquake indicate the adequate lateral performance of the towers.The analytical results are reasonable by comparing the analysis of elastic and elasto-plasticity.It can also be concluded that the damper can effectively improve the seismic performance of structures and reduce the nonlinear damage of the components.
引文
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[6]广州大学工程抗震研究中心.中洲中心二期项目模型模拟地震振动台试验研究报告[R].广州:广州大学工程抗震研究中心,2008.(Earthquake EngineeringResearch Technology Center.Research on shaking tableseismic simulated test of Zhongzhou Center(Phrase II)model[R].Guangzhou:Earthquake EngineeringResearch Technology Center,Guangzhou University,2008.(in Chinese))
[7]Powell G H.A state of the art educational eventperformance based design using nonlinear analysis[R].Berkeley:Computers and Structures Inc.,2007.
[8]Paulay Thomas,Priestley M J N.Seismic design ofreinforced concrete and masonry buildings[M].NewYork:Wiley-Interscience,1992.
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[2]GB 50011—2001建筑抗震设计规范[S].(GB50011—2001 Code for seismic design of buildings[S].(in Chinese))
[3]ASCE/SEC 41-46 Seismic rehabilitation of existingbuildings[S].Reston:American Society of CivilEngineers,2007.
[4]陈学伟,韩小雷,毛贵牛,等.粘滞阻尼器在连体高层结构中的抗震减振效果[J].土木建筑与环境工程,2009,31(5):74-80.(CHEN Xuewei,HAN Xiaolei,MAO Guiniu,et al.Wind-induced response analysis ona connected tall building structure with viscous damper[J].Journal of Civil,Architectural&EnvironmentalEngineering,2009,31(5):74-80.(in Chinese))
[5]广东省地震工程实验中心.广州市中洲广场二期工程场地地震安全性评价报告[R].广州:广东省地震工程实验中心,2007.
[6]广州大学工程抗震研究中心.中洲中心二期项目模型模拟地震振动台试验研究报告[R].广州:广州大学工程抗震研究中心,2008.(Earthquake EngineeringResearch Technology Center.Research on shaking tableseismic simulated test of Zhongzhou Center(Phrase II)model[R].Guangzhou:Earthquake EngineeringResearch Technology Center,Guangzhou University,2008.(in Chinese))
[7]Powell G H.A state of the art educational eventperformance based design using nonlinear analysis[R].Berkeley:Computers and Structures Inc.,2007.
[8]Paulay Thomas,Priestley M J N.Seismic design ofreinforced concrete and masonry buildings[M].NewYork:Wiley-Interscience,1992.
[9]韩小雷,陈学伟,吴培烽,等.OpenSees的剪力墙宏观单元的研究[J].世界地震工程,2008,24(4):79-81.(HAN Xiaolei,CHENXuewei,WUPeifeng,et al.Research on the shear wall macro-element of OpenSees[J].World Earthquake Engineering,2008,24(4):79-81.(in Chinese))
[10]Mander J B,Priestley M J N,Park R.Theoreticalstress-strain model for confined concrete[J].Journal ofStructural Engineering,1988,114(8):1804-1826.
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