立面开大洞复杂高层结构的整体抗震性能评价
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摘要
本文针对某平面不规则、立面开大洞、带高位转换层的超限复杂高层结构,首先建立了整体模型结构的非线性计算模型,根据振动台试验结果选择了材料非线性参数,进行了弹塑性时程分析,并对模型结构及参数进行了验证。用验证过的模型和参数对原型结构进行了弹塑性时程分析,并对该结构作出整体抗震性能评价。通过本文分析表明,按照试验微粒混凝土材性试验数据,考虑附加质量建立的计算模型,能较好地捕捉到整体结构初始时的频率、振型等动力特性;选择现有的软件确定构件的本构关系,将其输入通用程序进行弹塑性时程分析,能够获得结构的非线性动力反应;通过模型乃至原型结构的弹塑性时程分析,可以对该立面开大洞复杂结构整体抗震性能作出合理评价。
In this paper,elasto-plastic timehistory analysis of a complex high-rise building model with irregularity in the plan and large openings in the elevation was first carried out and compared with the results of the shaking table model test.The analytical nonlinear parameters of the model structure were thus validated.Elasto-plastic time-history analysis of the prototype structure was accomplished using the validated parameters and model.Then the seismic performance of the complex building was evaluated.It was concluded that from the analytical model the accurate dynamic property of the complex structure with large openings in the elevation could be known.The nonlinear structural responses were accurately interpreted by the calculation of member skeleton curve in the specified software in conjunction with the finite element program.The structural seismic performance could be rationally evaluated on the basis of the analytical results of the model and prototype structures.
In this paper,elasto-plastic timehistory analysis of a complex high-rise building model with irregularity in the plan and large openings in the elevation was first carried out and compared with the results of the shaking table model test.The analytical nonlinear parameters of the model structure were thus validated.Elasto-plastic time-history analysis of the prototype structure was accomplished using the validated parameters and model.Then the seismic performance of the complex building was evaluated.It was concluded that from the analytical model the accurate dynamic property of the complex structure with large openings in the elevation could be known.The nonlinear structural responses were accurately interpreted by the calculation of member skeleton curve in the specified software in conjunction with the finite element program.The structural seismic performance could be rationally evaluated on the basis of the analytical results of the model and prototype structures.
引文
[1]徐培福,傅学怡,王翠坤,等.复杂高层建筑结构设计[M].北京:中国建筑工业出版社,2005.
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[3]周颖,吕西林,卢文胜.立面开大洞口短肢剪力墙-筒体结构整体模型振动台试验研究[J].建筑结构学报,2004,25(5):10-16.
[4]Lu X L,Zhou Y,Lu WS.Shanking table test and numerical analysis of a complexhigh-rise building[J].The Structural Design of Tall and Spe-cial Buildings,2007,16(2):131-164.
[5]GB 50011-2001,建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.
[6]DGJ08-9-2003,建筑抗震设计规程[S].上海:上海市建设和管理委员会,2003.
[7]JGJ 3-2002,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.
[8]陆浩亮,李思明,金国芳,等.高层建筑转换梁上短肢剪力墙抗震试验和分析[J].地震工程与工程振动,2005,25(2):77-81.
[9]Strand7 Software Theoretical Manual(Edition 1)[M].Strand7 Pty Limited,2005.
[10]周颖.复杂高层结构的整体抗震试验与非线性分析[D].上海:同济大学工学博士学位论文,2005.
[11]卢文生,吕西林.模态静力非线性分析中模态选择的研究[J].地震工程与工程振动,2004,24(6):32-38.
[12]Section Builder User’s Manual and Technical Reference(v.8.0.1)[M].Computers and Structures,Inc.(CSI)Berkeley,California,2002.
[13]Mander J B,Priestley MJ N,Park R.Theoretical Stress-Strain Model for Confined Concrete[J].Journal of Structural Engineering,ASCE,1988,103(8):1804-1826.
[14]Eto H,Takeda T.Elastoplastic earthquake response analysis of reinforced concrete frame structures[R].Report,Annual Meeting,ArchitecturalInstitute of Japan,1973:1261-1262.
[15]Hwang HM,Jaw J W.Probabilistic damage analysis of structure[J].Journal of Structure Engineering,ASCE,1990,116(7):1992-2007.
[16]张宪丽,江近仁,孙景江,等.钢筋混凝土框架-剪力墙结构拟三维非线性地震反应分析[J].世界地震工程,2001,17(2):22-28.
[2]Ye X G,Qian J R,Li KN.Shaking table test and dynamic response prediction on an earthquake?damaged RC building[J].Earthquake En-gineering and Engineering Viberation,2004,3(2):205-214.
[3]周颖,吕西林,卢文胜.立面开大洞口短肢剪力墙-筒体结构整体模型振动台试验研究[J].建筑结构学报,2004,25(5):10-16.
[4]Lu X L,Zhou Y,Lu WS.Shanking table test and numerical analysis of a complexhigh-rise building[J].The Structural Design of Tall and Spe-cial Buildings,2007,16(2):131-164.
[5]GB 50011-2001,建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.
[6]DGJ08-9-2003,建筑抗震设计规程[S].上海:上海市建设和管理委员会,2003.
[7]JGJ 3-2002,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.
[8]陆浩亮,李思明,金国芳,等.高层建筑转换梁上短肢剪力墙抗震试验和分析[J].地震工程与工程振动,2005,25(2):77-81.
[9]Strand7 Software Theoretical Manual(Edition 1)[M].Strand7 Pty Limited,2005.
[10]周颖.复杂高层结构的整体抗震试验与非线性分析[D].上海:同济大学工学博士学位论文,2005.
[11]卢文生,吕西林.模态静力非线性分析中模态选择的研究[J].地震工程与工程振动,2004,24(6):32-38.
[12]Section Builder User’s Manual and Technical Reference(v.8.0.1)[M].Computers and Structures,Inc.(CSI)Berkeley,California,2002.
[13]Mander J B,Priestley MJ N,Park R.Theoretical Stress-Strain Model for Confined Concrete[J].Journal of Structural Engineering,ASCE,1988,103(8):1804-1826.
[14]Eto H,Takeda T.Elastoplastic earthquake response analysis of reinforced concrete frame structures[R].Report,Annual Meeting,ArchitecturalInstitute of Japan,1973:1261-1262.
[15]Hwang HM,Jaw J W.Probabilistic damage analysis of structure[J].Journal of Structure Engineering,ASCE,1990,116(7):1992-2007.
[16]张宪丽,江近仁,孙景江,等.钢筋混凝土框架-剪力墙结构拟三维非线性地震反应分析[J].世界地震工程,2001,17(2):22-28.
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