上海港温室主楼抗震性能分析
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摘要
上海港温室主楼建筑造型新颖、结构体系独特,使其结构动力特性和地震响应十分复杂。为了给结构抗震设计提供可靠的依据,主要研究了结构的自振特性,并应用有限元数值方法分别对结构在多遇和罕遇地震作用下的动力时程响应进行了分析。同时采用弹塑性静力(推覆)分析方法对结构在罕遇地震作用下的地震响应及推覆过程中塑性铰的分布状态进行了研究。结果表明,结构不存在明显的扭转不规则现象,且满足现行规范提出的各项抗震设防要求和既定的各项抗震性能指标,具有可靠的抗震承载力。
The peculiar building style and the special structural system of Winter Garden Building in Shanghai International Transportation Center induce complicated dynamic behaviour and earthquake responses of the structure.In order to provide reliable data for seismic design,the primary purpose of this paper is to present the earthquake response of the Winter Garden Building.The free vibration behaviour of the Building was studied at first.The response analyses of the structure under frequent and rare earthquakes were then conducted by using elastic finite element method,meanwhile,seismic response and the distribution of plastic hinges of the structure under the rare earthquakes are studied by nonlinear pushover analysis.It is shown that there is no obvious torsional irregularity phenomenon for the Winter Garden Building.The seismic performance of the building meets the certain seismic design requirements of Chinese code and every relevant seismic performance index.The seismic load-carrying capability of the building is also reliable.
The peculiar building style and the special structural system of Winter Garden Building in Shanghai International Transportation Center induce complicated dynamic behaviour and earthquake responses of the structure.In order to provide reliable data for seismic design,the primary purpose of this paper is to present the earthquake response of the Winter Garden Building.The free vibration behaviour of the Building was studied at first.The response analyses of the structure under frequent and rare earthquakes were then conducted by using elastic finite element method,meanwhile,seismic response and the distribution of plastic hinges of the structure under the rare earthquakes are studied by nonlinear pushover analysis.It is shown that there is no obvious torsional irregularity phenomenon for the Winter Garden Building.The seismic performance of the building meets the certain seismic design requirements of Chinese code and every relevant seismic performance index.The seismic load-carrying capability of the building is also reliable.
引文
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[2]奥雅纳工程顾问公司.上海港港温室结构分析和抗震设计报告[R].香港:奥雅纳工程顾问有限公司,2008.7.Ove Arup&Partners Hong Kong Ltd.Structural analysis and seismic design for shanghai international transportation center[R].Hong Kong:OveArup&Partners Hong Kong Ltd,July 2008.
[3]GB50223-2008建筑工程抗震设防分类标准[S].GB50223-2008 Standard for Classification of Seismic Protection of Building Constructions[S].
[4]GB50011-2001建筑抗震设计规范[S].GB50011-2001 Code for Seismic Design of Building[S].
[5]Clough R W.Dynamics of structure[M].Berkeley,CA,USA:Computers and Structures Inc.,2003.
[6]JGJ99-98高层民用建筑钢结构技术规程[S].JGJ99-98 Technical Specification for Steel Structure of Tall Buildings[S].
[7]DGJ08-9-2003建筑抗震设计规程[S].DGJ08-9-2003 Specification for Seismic Design of Building[S].
[8]邵永松,王晓东,谢礼立.半刚性连接空间钢框架在地震作用下的侧移分析[J].世界地震工程,2008,24(4):30-35.SHAO Yongsong,WANG Xiaodong,XIE Lili.Analysis on lateral displacement of semi-rigid connection space frame under earthquake motions[J].World Earthquake Engineering,2008,24(4):30-35.
[9]郭彦林,霍轶力.CCTV新台址主楼抗震性能研究[J].建筑结构学报,2008,29(3):10-23.GUO Yanlin,HUO Yili.Analysis on earthquake response and aseismic load-carrying capability of New CCTV Building[J].Journal of BuildingStructures,2008,29(3):10-23.
[10]钱稼茹,纪晓东,范重,等.国家体育场大跨度钢结构罕遇地震性能分析[J].建筑结构学报,2007,28(2):17-25.QIAN Jiaru,JI Xiaodong,FAN Zhong,et al.Seismic behavior analysis of large-span steel structure of the National Stadium under rare earthquake[J].Journal of Building Structures,2007,28(2):17-25.
[11]FEMA356.Seismic Rehabilitation Prestandard[R].Federal Emergency Management Agency,USA,2000.
[12]侯爱波,汪梦甫,周锡元.Pushover分析方法中各种不同的侧向荷载分布方式的影响[J].世界地震工程,2007,23(3):120-128.HOU Aibo,WANG Mengpu,ZHOU Xiyuan.The effect of many different lateral load patterns in the pushover analysis[J].World Earthquake En-gineering,2007,23(3):120-128.
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