大跨屋盖隔震结构弹塑性分析
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摘要
盐城市金融服务中心结构由相距63.8m的两个高54.2m的主塔楼和连接两塔楼顶部的大跨度屋盖组成,大跨屋盖下设有两个高空连廊。主塔楼采用钢筋混凝土框架-剪力墙结构,大跨度屋盖及高空连廊采用钢桁架结构。经计算,当主塔楼与屋盖刚性连接时,结构顶部层间位移角超限。针对这种情况,采用了橡胶隔震垫连接主塔楼与大跨屋盖,使结构顶部的位移得到了有效控制。该结构体形特殊,存在大跨度连体、刚度不连续等多项超限情况,结构的地震响应复杂。在多遇地震下弹性分析基础上,采用基于纤维模型理论的PERFORM-3D软件对整体结构进行罕遇地震作用下弹塑性时程分析,并对隔震垫的受力及变形响应进行分析。多遇地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;罕遇地震作用下弹塑性分析的计算结果表明,构件非线性损伤在合理范围内,满足既定的变形性能目标;设置了隔震垫以后,整体结构的变形得到了控制。
Yancheng Financial Service Centre is composed of two 54.2m high towers which are 63.8m apart and a longspan roof linking the two towers.There are two high corridors under the long-span roof.Reinforced concrete frame-shear wall dual structure was selected for the two towers,and steel truss structure was selected for the corridor and the roof.According to the calculation,when the two towers and the long-span roof were rigidly connected,the drift angle of the top story would exceed the limitation of current design code.In view of this situation,the rubber isolator was used to connect the two towers and the roof,so that the displacement of the top of the structure was effectively controlled.The seismic behavior of the structure was 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.Based on the elastic analysis under frequent earthquake action,elasto-plastic tmie history analysis under rare earthquake was carried out using PERF0RM-3D.The stress and deformation responses of the isolator were also included.The structure and component can satisfy current design code according to the elastic analysis under frequent earthquake.The results of the elasto-plastic analysis under the rare earthquake indicate that the nonlinear damage of components is reasonable.It can also be concluded that the deformation of the structure is controlled after using the isolator.
Yancheng Financial Service Centre is composed of two 54.2m high towers which are 63.8m apart and a longspan roof linking the two towers.There are two high corridors under the long-span roof.Reinforced concrete frame-shear wall dual structure was selected for the two towers,and steel truss structure was selected for the corridor and the roof.According to the calculation,when the two towers and the long-span roof were rigidly connected,the drift angle of the top story would exceed the limitation of current design code.In view of this situation,the rubber isolator was used to connect the two towers and the roof,so that the displacement of the top of the structure was effectively controlled.The seismic behavior of the structure was 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.Based on the elastic analysis under frequent earthquake action,elasto-plastic tmie history analysis under rare earthquake was carried out using PERF0RM-3D.The stress and deformation responses of the isolator were also included.The structure and component can satisfy current design code according to the elastic analysis under frequent earthquake.The results of the elasto-plastic analysis under the rare earthquake indicate that the nonlinear damage of components is reasonable.It can also be concluded that the deformation of the structure is controlled after using the isolator.
引文
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[3]徐庆阳,李爱群,张志强,等.某大跨网架结构屋盖隔震整体分析[J].工程抗震与加固改造,2007,29(6):20-24.
[4]陈学伟,韩小雷,林生逸,等.中洲中心二期结构抗震性能分析[J].建筑结构学报,2010,31(1):101-109.
[5]林旭川,陆新征,缪志伟,等.基于分层壳单元的RC核心筒结构有限元分析和工程应用[J].土木工程学报,2009,42(3):49-54.
[6]PAULAY THOMAS,PRIESTLEY M J N.Seismic design of reinforced concrete and masonry buildings[M].New York:Wiley-Intersci-ence,1992.
[7]GB 50011—2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.
[8]GB 50010—2010混凝土结构设计规范[S].北京:中国建筑工业出版社,2011.
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[10]PERFORMED User Guide,CSI,2006.
[11]PERFORM-3D Components and Elements,CSI,2006.
[2]秦新刚.建筑物层间隔震的理论、试验和应用研究[D].南京:东南大学,1998.
[3]徐庆阳,李爱群,张志强,等.某大跨网架结构屋盖隔震整体分析[J].工程抗震与加固改造,2007,29(6):20-24.
[4]陈学伟,韩小雷,林生逸,等.中洲中心二期结构抗震性能分析[J].建筑结构学报,2010,31(1):101-109.
[5]林旭川,陆新征,缪志伟,等.基于分层壳单元的RC核心筒结构有限元分析和工程应用[J].土木工程学报,2009,42(3):49-54.
[6]PAULAY THOMAS,PRIESTLEY M J N.Seismic design of reinforced concrete and masonry buildings[M].New York:Wiley-Intersci-ence,1992.
[7]GB 50011—2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.
[8]GB 50010—2010混凝土结构设计规范[S].北京:中国建筑工业出版社,2011.
[9]ASCE/SEC 41-46 Seismic rehabilitation of existing buildings[S].Reston;American Society of Civil Engineers,2007.
[10]PERFORMED User Guide,CSI,2006.
[11]PERFORM-3D Components and Elements,CSI,2006.
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