剪力墙设置对带转换层双塔结构抗震性能影响的分析
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摘要
在经济高速发展的今天,高层建筑也得到了迅猛的发展,高度越来越高,结构体系也越来越复杂。在高层建筑结构中由于使用功能的要求,结构下部几层需要大空间,从而导致结构竖向抗侧刚度有较大的变化,为此常设置转换层进行结构转换。
这时底部落地剪力墙如何布置,剪力墙布置的不同导致转换层的上下的侧向刚度发生变化,如何控制这种变化,刚度变化对于结构抗震性能产生的影响,国内外目前的相关研究及工程实践经验尚不充分,因此成为结构设计的重点与难点。
本文以具有高位转换和多塔楼等特点的复杂高层建筑结构工程实例为背景,利用国内外著名工程分析软件PKPM中的SATWE模块及ANSYS对钢筋混凝土大底盘带转换层双塔结构进行了系统的分析研究。分析由于结构底部剪力墙布置的不同导致转换层上下刚度比发生变化,进而对复杂高层建筑结构地震反应的影响,比较不同方案的优缺点,给出该工程结构设计的具体建议,并总结出所研究问题的一般规律和结论。
通过对一实际带转换梁的框支剪力墙结构进行整体分析,表明:框支剪力墙结构是抗震不利的结构体系,但通过合理选择落地剪力墙数量,控制和转换层上下的刚度,也可以获得较好的动力特性。根据局部构件的有限元分析结果,转换层附近框支柱变形较大而集中,主应力也出现非常明显的集中,是抗震薄弱环节。设计中应当对转换层及其附近区域加强。有限元分析表明,转换梁下方框支柱有较大轴向力存在,设计中不容忽视。
In today's high-speed economic development, tall buildings have also been rapid development, the height of the structure is more and more high, and the system of the structure is more complex.
In the use of functional requirements, the lower layers of the building need large space, resulting in the lateral stiffness of the vertical structure a larger change. So people often set up the transfer story as structural transformation.
How to set the shear walls, control the stiffness of the upper and lower lateral stiffness of the transfer story, the influence of seismic response on the stiffness change of the structural , are the focus of structural design . The relative research and practical experiences are not sufficient and that is the object of this thesis.
In this Paper, taking complex tall building with high position transfer story and mutli-towers as a example, using domestic and foreign famous engineering analysis program pkpm and ansys, carry on systematic research.
The influences of the different upper and down stiffness on seismic response of complicated tall buildings are investigated, the advantages and disadvantages of each layout are compared, some suggestions to the building are given and some general rules and conclusions are summarized.
The analysis of a reality shear wall structure with transfer beam indicates that shear wall structure with supporting frame is a disadvantageous structure system to seismic action. But if the amount of the shear wall is under reasonable choice and the up and down stiffness of the transfer story is under well control, it can show good dynamic characteristics.
The results of the analysis of finite element method indicate that the supporting column nearby transfer story is an unsubstantial position to seismic because of its serious concentrations of deformation and major principle stress.
The transfer story and nearby area should be strengthened in principle design.
The analysis results of finite element method also show that the biggish axial force presence in the supporting column could not be neglected in design.
这时底部落地剪力墙如何布置,剪力墙布置的不同导致转换层的上下的侧向刚度发生变化,如何控制这种变化,刚度变化对于结构抗震性能产生的影响,国内外目前的相关研究及工程实践经验尚不充分,因此成为结构设计的重点与难点。
本文以具有高位转换和多塔楼等特点的复杂高层建筑结构工程实例为背景,利用国内外著名工程分析软件PKPM中的SATWE模块及ANSYS对钢筋混凝土大底盘带转换层双塔结构进行了系统的分析研究。分析由于结构底部剪力墙布置的不同导致转换层上下刚度比发生变化,进而对复杂高层建筑结构地震反应的影响,比较不同方案的优缺点,给出该工程结构设计的具体建议,并总结出所研究问题的一般规律和结论。
通过对一实际带转换梁的框支剪力墙结构进行整体分析,表明:框支剪力墙结构是抗震不利的结构体系,但通过合理选择落地剪力墙数量,控制和转换层上下的刚度,也可以获得较好的动力特性。根据局部构件的有限元分析结果,转换层附近框支柱变形较大而集中,主应力也出现非常明显的集中,是抗震薄弱环节。设计中应当对转换层及其附近区域加强。有限元分析表明,转换梁下方框支柱有较大轴向力存在,设计中不容忽视。
In today's high-speed economic development, tall buildings have also been rapid development, the height of the structure is more and more high, and the system of the structure is more complex.
In the use of functional requirements, the lower layers of the building need large space, resulting in the lateral stiffness of the vertical structure a larger change. So people often set up the transfer story as structural transformation.
How to set the shear walls, control the stiffness of the upper and lower lateral stiffness of the transfer story, the influence of seismic response on the stiffness change of the structural , are the focus of structural design . The relative research and practical experiences are not sufficient and that is the object of this thesis.
In this Paper, taking complex tall building with high position transfer story and mutli-towers as a example, using domestic and foreign famous engineering analysis program pkpm and ansys, carry on systematic research.
The influences of the different upper and down stiffness on seismic response of complicated tall buildings are investigated, the advantages and disadvantages of each layout are compared, some suggestions to the building are given and some general rules and conclusions are summarized.
The analysis of a reality shear wall structure with transfer beam indicates that shear wall structure with supporting frame is a disadvantageous structure system to seismic action. But if the amount of the shear wall is under reasonable choice and the up and down stiffness of the transfer story is under well control, it can show good dynamic characteristics.
The results of the analysis of finite element method indicate that the supporting column nearby transfer story is an unsubstantial position to seismic because of its serious concentrations of deformation and major principle stress.
The transfer story and nearby area should be strengthened in principle design.
The analysis results of finite element method also show that the biggish axial force presence in the supporting column could not be neglected in design.
引文
[1]《建筑抗震设计规范》(GBJ11-89)条文说明[M],沈阳:辽宁科学技术出版社,1990
[2]高层建筑混凝土结构技术规程,JGJ 3-2002 J186-2002,[中华人民共和国行业标准],中国建筑工业出版社,北京,2002
[3]徐培福,王翠坤,郝锐坤,等.转换层设置高度对框支剪力墙结构抗震性能的影响[J].建筑结构,2000,30(1)
[4]Hamdan Mohamad,Tiam Choon etc."The Petronas Tower:The Tallest Building in the word" Habitat and High-Rise[C],Tradition and Innovation,Proceedings of the 5~(th)World Congress,CTUBH 1995.5,Amsterdam,The Netherlands
[5]包世华,新编高层建筑结构[M].北京:中国水利水电出版社,2001.9
[6]张相庭,高层建筑抗风抗震设计计算[M],同济大学出版社,1996
[7]张家华,王国俭,吕志涛.回形上墙下框剪板式转换层结构模型的动力分析及板厚影响[J].建筑结构,2000,30(6)
[8]赵西安.高层建筑结构实用设计方法[M],第三版.上海:同济大学出版社,1998
[9]Charles H.Thornton,Udom Hungspruke,Leonard M.Joseph.Design of the world's tallest buildings-petronas twin towers at Kuala Lumpup city center[J].The Structure of Tall Building,1997(6):245-262
[10]吕西林,施卫星,沈剑昊等.上海地区超高层建筑振动特性实测[C].第十六届全国高层建筑结构学术交流会议论文集,2000:379-385
[11]楼文娟,孙炳楠,傅国宏等.复杂体形高层建筑表面风压分布的特征[J]建筑结构学报,1995,16(6):38-44
[12]苏少军,门式高层建筑结构的抗震性能和振动控制同济大学[D]博士学位论文.北京:中国科技情报研究所,1996
[13]陈岱林,李云贵,魏文郎,多层及高层结构CAD软件高级应用[M],北京,中国建筑工业出版社,2005
[14]吕西林,金国芳,吴晓涵.钢筋混凝土结构非线性有限元理论与应用[M].同济大学出版社,1999
[15]龙驭球,新型有限元引论[M],清华大学出版社,1992
[16]董振祥,颜德妲,用有限元方法研究钢筋混凝梁的非线性性能[J],同济大学学报,1981年第4期
[17]朱伯龙,董振祥.钢筋混凝土非线性分析[J],同济大学出版社,1985
[18]Scordelis A.C.,Past,present and future development[J],Finite element analysis of reinforced concrete structures.ASCE,1986
[19]Inoue N.And Nuguchi H.,Finite element analysis of reinforced concrete in Japan[J],Finite element analysis of reinforced concrete structures,ASCE,1986
[20]Schnobrich W.C.,Behavior of reinforced concrete members by finite ele ment[J],Keynote Lecture,Proceedings of the third Asia-Pacific co nference on Computational Mechanics,Vol.1,Sept.1996,Seoul,Korea
[21]江见鲸,钢筋混凝土结构非线性有限元分析(M].西安:陕西科学技术出版社.1994.
[22]宋彧,分层模型在钢筋混凝土非线性分析中的研究与应用[D].沈阳:东北大学,2002
[23]董哲仁,钢筋混凝土非线性有限元分析研究进展[J].水利水电技术,1998年第10期
[24]T.Paulay and M.J.N.Priestley,Seismic Design of Reinforced Concrete and Masonry Buildings[M],A Wiley-Interscience Publication,New York,1992
[25]沈蒲生,高层建筑结构设计[M],北京:中国建筑工业出版社,2005
[26]王森,魏琏,不同高位转换层对高层建筑动力特性和地震作用影响的研究[J],建筑结构,2002(8)
[27]A.S.Moghadam.Pushover analysis for asymmetrical multistory buildings[C],6thU.S.National Conferencee on Earthquake Engineering,1998
[28]Giuseppe Faella.Evaluation of the R/C structures seismic response by means of nonlinear static push-over analysis[J],11WCEE,1998
[29]Vojko Kilar,Peter Fajfar.Simplified Push-over Analysis of Buliding Structures[J],11WCEE,1998
[30]钱稼茹,静力弹塑性分析[M],建筑结构,2000.30(6):23-26
[31]叶献国,多层建筑结构抗震性能的近似评估—改进的能力谱方法[J],工程抗震,1998,77(4):10-14
[32]叶燎原,潘文,结构静力弹塑性分析(Push-over)的原理和计算实例[J],建筑结构学报,2000,21(1):3-745
[33]杨溥,李英民,王亚勇等.结构静力弹塑性分析(Push-over)方法的改进[J],建筑结构学报,2000,21(1):4550
[34]建筑物地震反应的push-over分析应用研究,大连理工大学硕士学位论文,谷滨,2002.6
[35]本格尼.S.塔拉纳特著,高层建筑钢、混凝土组合结构设计[M],第2版.罗福午,方鄂华等译.北京:中国建筑工业出版社,1999
[36]方鄂华,高层建筑钢筋混凝土结构概念设计[M],北京:机械工业出版社,2004.8
[37]Pushover分析及时程分析在实际结构工程中的应用与研究 西安建筑科技大学硕士学位论文 吴素静 2004.3
[38]包世华,方鄂华编著,高层建筑结构设计[M],第2版.北京:清华大学出版社,1990
[39]李刚,程耿东,基于可靠度和功能的框架-剪力墙结构抗震优化设计[J],计算力学学报,2001,18(3):290-294
[40]王松涛,曹资编著,现代抗震设计方法[M],北京:中国建筑工业出版社,1997
[41]李宏男,结构多维抗震理论设计方法[M],科学出版社,1998
[42]朱靖华,姚江峰 结构通用分析程序SAP95的自由式数据文件设计[J],苏州城建环保学院学报,1998.(3)
[43]汪梦甫,钢筋混凝土高层结构抗震分析与设计[M],湖南大学出版社,1999
[44]李培林,建筑抗震与结构选型构造[M],北京,中国建筑工业出版社,229-245,1990
[45]M.F.Giherson,TWO Nonlinear Beams with Definitions of Ductility,J.Stru ct.Div[J],ASCE,Vol.95,No.2,1969
[46]R.W.Clough,K.L.Benuska and E.L.Wilson,Inelastic Earthquake Respon se of Tall Building[J],Proc.Of 3rd.WCEE,Vol.2,1965
[47]H.Aoyoma,Inelastic Analysis of R/C Structures[M],Transaction of t he Architectural Institute of Japan,1967
[48]刘南科,钢筋混凝土框架考虑变刚度的弹塑性计算[J],重庆建筑工程学院科技情报科,1981
[49]张新培,钢筋混凝土抗震结构非线性分析[M],北京:科学出版社,2003
[51]李云贵,邵弘,田志昌等,多层、高层建筑结构弹塑性动力、静力分析[M],中国建筑科学研究院,北京,100013
[52]刘杨,沈蒲生,地震作用下转换层上、下结构侧向刚度对框支剪力墙受力性能的影响[J],工程抗震与加固改造 第27卷第3期
[2]高层建筑混凝土结构技术规程,JGJ 3-2002 J186-2002,[中华人民共和国行业标准],中国建筑工业出版社,北京,2002
[3]徐培福,王翠坤,郝锐坤,等.转换层设置高度对框支剪力墙结构抗震性能的影响[J].建筑结构,2000,30(1)
[4]Hamdan Mohamad,Tiam Choon etc."The Petronas Tower:The Tallest Building in the word" Habitat and High-Rise[C],Tradition and Innovation,Proceedings of the 5~(th)World Congress,CTUBH 1995.5,Amsterdam,The Netherlands
[5]包世华,新编高层建筑结构[M].北京:中国水利水电出版社,2001.9
[6]张相庭,高层建筑抗风抗震设计计算[M],同济大学出版社,1996
[7]张家华,王国俭,吕志涛.回形上墙下框剪板式转换层结构模型的动力分析及板厚影响[J].建筑结构,2000,30(6)
[8]赵西安.高层建筑结构实用设计方法[M],第三版.上海:同济大学出版社,1998
[9]Charles H.Thornton,Udom Hungspruke,Leonard M.Joseph.Design of the world's tallest buildings-petronas twin towers at Kuala Lumpup city center[J].The Structure of Tall Building,1997(6):245-262
[10]吕西林,施卫星,沈剑昊等.上海地区超高层建筑振动特性实测[C].第十六届全国高层建筑结构学术交流会议论文集,2000:379-385
[11]楼文娟,孙炳楠,傅国宏等.复杂体形高层建筑表面风压分布的特征[J]建筑结构学报,1995,16(6):38-44
[12]苏少军,门式高层建筑结构的抗震性能和振动控制同济大学[D]博士学位论文.北京:中国科技情报研究所,1996
[13]陈岱林,李云贵,魏文郎,多层及高层结构CAD软件高级应用[M],北京,中国建筑工业出版社,2005
[14]吕西林,金国芳,吴晓涵.钢筋混凝土结构非线性有限元理论与应用[M].同济大学出版社,1999
[15]龙驭球,新型有限元引论[M],清华大学出版社,1992
[16]董振祥,颜德妲,用有限元方法研究钢筋混凝梁的非线性性能[J],同济大学学报,1981年第4期
[17]朱伯龙,董振祥.钢筋混凝土非线性分析[J],同济大学出版社,1985
[18]Scordelis A.C.,Past,present and future development[J],Finite element analysis of reinforced concrete structures.ASCE,1986
[19]Inoue N.And Nuguchi H.,Finite element analysis of reinforced concrete in Japan[J],Finite element analysis of reinforced concrete structures,ASCE,1986
[20]Schnobrich W.C.,Behavior of reinforced concrete members by finite ele ment[J],Keynote Lecture,Proceedings of the third Asia-Pacific co nference on Computational Mechanics,Vol.1,Sept.1996,Seoul,Korea
[21]江见鲸,钢筋混凝土结构非线性有限元分析(M].西安:陕西科学技术出版社.1994.
[22]宋彧,分层模型在钢筋混凝土非线性分析中的研究与应用[D].沈阳:东北大学,2002
[23]董哲仁,钢筋混凝土非线性有限元分析研究进展[J].水利水电技术,1998年第10期
[24]T.Paulay and M.J.N.Priestley,Seismic Design of Reinforced Concrete and Masonry Buildings[M],A Wiley-Interscience Publication,New York,1992
[25]沈蒲生,高层建筑结构设计[M],北京:中国建筑工业出版社,2005
[26]王森,魏琏,不同高位转换层对高层建筑动力特性和地震作用影响的研究[J],建筑结构,2002(8)
[27]A.S.Moghadam.Pushover analysis for asymmetrical multistory buildings[C],6thU.S.National Conferencee on Earthquake Engineering,1998
[28]Giuseppe Faella.Evaluation of the R/C structures seismic response by means of nonlinear static push-over analysis[J],11WCEE,1998
[29]Vojko Kilar,Peter Fajfar.Simplified Push-over Analysis of Buliding Structures[J],11WCEE,1998
[30]钱稼茹,静力弹塑性分析[M],建筑结构,2000.30(6):23-26
[31]叶献国,多层建筑结构抗震性能的近似评估—改进的能力谱方法[J],工程抗震,1998,77(4):10-14
[32]叶燎原,潘文,结构静力弹塑性分析(Push-over)的原理和计算实例[J],建筑结构学报,2000,21(1):3-745
[33]杨溥,李英民,王亚勇等.结构静力弹塑性分析(Push-over)方法的改进[J],建筑结构学报,2000,21(1):4550
[34]建筑物地震反应的push-over分析应用研究,大连理工大学硕士学位论文,谷滨,2002.6
[35]本格尼.S.塔拉纳特著,高层建筑钢、混凝土组合结构设计[M],第2版.罗福午,方鄂华等译.北京:中国建筑工业出版社,1999
[36]方鄂华,高层建筑钢筋混凝土结构概念设计[M],北京:机械工业出版社,2004.8
[37]Pushover分析及时程分析在实际结构工程中的应用与研究 西安建筑科技大学硕士学位论文 吴素静 2004.3
[38]包世华,方鄂华编著,高层建筑结构设计[M],第2版.北京:清华大学出版社,1990
[39]李刚,程耿东,基于可靠度和功能的框架-剪力墙结构抗震优化设计[J],计算力学学报,2001,18(3):290-294
[40]王松涛,曹资编著,现代抗震设计方法[M],北京:中国建筑工业出版社,1997
[41]李宏男,结构多维抗震理论设计方法[M],科学出版社,1998
[42]朱靖华,姚江峰 结构通用分析程序SAP95的自由式数据文件设计[J],苏州城建环保学院学报,1998.(3)
[43]汪梦甫,钢筋混凝土高层结构抗震分析与设计[M],湖南大学出版社,1999
[44]李培林,建筑抗震与结构选型构造[M],北京,中国建筑工业出版社,229-245,1990
[45]M.F.Giherson,TWO Nonlinear Beams with Definitions of Ductility,J.Stru ct.Div[J],ASCE,Vol.95,No.2,1969
[46]R.W.Clough,K.L.Benuska and E.L.Wilson,Inelastic Earthquake Respon se of Tall Building[J],Proc.Of 3rd.WCEE,Vol.2,1965
[47]H.Aoyoma,Inelastic Analysis of R/C Structures[M],Transaction of t he Architectural Institute of Japan,1967
[48]刘南科,钢筋混凝土框架考虑变刚度的弹塑性计算[J],重庆建筑工程学院科技情报科,1981
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