广州珠江新城东塔罕遇地震作用弹塑性分析
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摘要
广州珠江新城东塔为高530 m的复杂超高层建筑,设计采用了劲性钢筋混凝土核心筒+外围巨型框架+钢伸臂桁架的结构抗侧力体系。运用ABAQUS与BEPTA程序,考虑结构几何非线性,采用显式积分的方法,对该结构进行罕遇地震作用下的弹塑性时程分析,以检验结构在罕遇地震作用下的抗震性能。研究结果表明:通过在顶部收进较大的核心筒剪力墙内埋设钢板加强,错洞墙剪力墙内埋设钢骨桁架加强,与剪力墙连接的环桁架在剪力墙内贯通后,在罕遇地震作用下结构的层间位移角满足规范要求;首层剪力墙和巨型柱均具有较高的受拉承载力;各主承重构件均未出现明显损坏,结构抗震性能较好。
Guangzhou East Tower is a 530 meters high complex structure.Its lateral foce resisting system consists of composite steel concrete shear wall core,perimeter giant frame and belt truss.The explicit method was implemented to integrate the dynamic equations.ABAQUS and BEPTA were used to perform the elasto-plastic time-history analysis under rare earthquakes.The seismic performance of the structure was studied.By strengthening the fragile shear wall with steel plate,strengthening the irregular shear wall hole with steel truss,and connecting the belt truss and shear wall,the maximum inter-story drift could conform to relevant code requirements.The first story shear wall and perimeter giant frame column could resist the tensile force.The results show that the main load-bearing constructional members do not yield.The structure has sufficient seismic capacity.
Guangzhou East Tower is a 530 meters high complex structure.Its lateral foce resisting system consists of composite steel concrete shear wall core,perimeter giant frame and belt truss.The explicit method was implemented to integrate the dynamic equations.ABAQUS and BEPTA were used to perform the elasto-plastic time-history analysis under rare earthquakes.The seismic performance of the structure was studied.By strengthening the fragile shear wall with steel plate,strengthening the irregular shear wall hole with steel truss,and connecting the belt truss and shear wall,the maximum inter-story drift could conform to relevant code requirements.The first story shear wall and perimeter giant frame column could resist the tensile force.The results show that the main load-bearing constructional members do not yield.The structure has sufficient seismic capacity.
引文
[1]廖耘,黄忠海,黄远利,曹春华.广州珠江新城东塔项目第三方罕遇地震弹塑性时程分析报告[R].广州:广州数力工程顾问有限公司2010:1-56.
[2]李志山,容柏生.高层建筑结构在罕遇地震影响下的弹塑性时程分析研究[J].建筑结构,2006,36(S1):201-208.(Li Zhishan,Rong Baisheng.Researchon elastic-plastic time-history analysis of tall buildingunder expected rare earthquakes[J].BuildingStructure,2006,36(S1):201-208.(in Chinese))
[3]GB50011—2002混凝土结构设计规范[S].北京:中国建筑工业出版社,2002.(GB50011—2002Code for seismic design of buildings[S].Beijing:China Architecture&Building Press,2002.(inChinese))
[4]黄忠海,廖耘,李志山,等.深圳平安国际金融中心的罕遇地震弹塑性时程分析[J].建筑结构,2011,41(S1):47-52.(Huang Zhonghai,Liao Yun,WangYuanli.Elastic-plastic time-history analysis of PINGANIFG under rare earthquakes[J].Building Structure,2011,41(S1):47-52.(in Chinese))
[5]Dassault.ABAQUS user manual(v6.11)[M/OL].2010.[2010-05-10].http://hzh118:2080/v6.11/
[6]Ray W Clough,Joseph Renzien.Dynamics ofStructures[M].3rd ed.Berkeley:Computers andStructures Inc,1995.
[7]JGJ3—2002高层建筑混凝土结构技术规程[S].北京:中国建筑工业出版社,2002.(JGJ3—2002Technical specification for concrete structures of tallbuilding[S].(in Chinese))
[2]李志山,容柏生.高层建筑结构在罕遇地震影响下的弹塑性时程分析研究[J].建筑结构,2006,36(S1):201-208.(Li Zhishan,Rong Baisheng.Researchon elastic-plastic time-history analysis of tall buildingunder expected rare earthquakes[J].BuildingStructure,2006,36(S1):201-208.(in Chinese))
[3]GB50011—2002混凝土结构设计规范[S].北京:中国建筑工业出版社,2002.(GB50011—2002Code for seismic design of buildings[S].Beijing:China Architecture&Building Press,2002.(inChinese))
[4]黄忠海,廖耘,李志山,等.深圳平安国际金融中心的罕遇地震弹塑性时程分析[J].建筑结构,2011,41(S1):47-52.(Huang Zhonghai,Liao Yun,WangYuanli.Elastic-plastic time-history analysis of PINGANIFG under rare earthquakes[J].Building Structure,2011,41(S1):47-52.(in Chinese))
[5]Dassault.ABAQUS user manual(v6.11)[M/OL].2010.[2010-05-10].http://hzh118:2080/v6.11/
[6]Ray W Clough,Joseph Renzien.Dynamics ofStructures[M].3rd ed.Berkeley:Computers andStructures Inc,1995.
[7]JGJ3—2002高层建筑混凝土结构技术规程[S].北京:中国建筑工业出版社,2002.(JGJ3—2002Technical specification for concrete structures of tallbuilding[S].(in Chinese))
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