带可更换连梁的新型联肢剪力墙的设计与分析
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摘要
提出了一种新型可更换连梁,在连梁中部设置耗能部件,地震时塑形变形集中在耗能部件(可更换段),震后方便更换,非更换段在地震作用下不屈服.介绍了可更换连梁的设计方法,并对带有可更换连梁的新型联肢剪力墙和传统联肢剪力墙进行了时程分析和对比.分析结果表明:在小震作用下,可更换连梁没有屈服,对墙肢提供约束,在中震和大震作用下,可更换连梁屈服,其塑形变形集中在可更换段,非更换段保持弹性;与传统联肢剪力墙相比,新型联肢剪力墙的抗震性能显著改善.最后,提出了新型连梁变形与层间位移角的关系,为可更换段的设计提供依据.
In this study,a new kind of coupling beam is proposed,which is composed of non-replaceable part and replaceable part.During earthquakes,the replaceable parts yield first and the non-replaceable parts remain elastic.The design method of the new replaceable coupling beam is introduced.The numerical simulation and comparison analysis are carried out. The results show that under minor earthquakes,the replaceable parts remain elastic. Under moderate earthquakes and major earthquakes,the replaceable parts yield first and the damage of the new coupling beams concentrates on the replaceable part.Compared with the traditional reinforced concrete coupled shear wall,the seismic performance of the new coupled shear wall is improved significantly. Finally, the relationship between the deformation of the replaceable part and inter-story drift ratio is proposed,providing the basis for the design of the replaceable part.
In this study,a new kind of coupling beam is proposed,which is composed of non-replaceable part and replaceable part.During earthquakes,the replaceable parts yield first and the non-replaceable parts remain elastic.The design method of the new replaceable coupling beam is introduced.The numerical simulation and comparison analysis are carried out. The results show that under minor earthquakes,the replaceable parts remain elastic. Under moderate earthquakes and major earthquakes,the replaceable parts yield first and the damage of the new coupling beams concentrates on the replaceable part.Compared with the traditional reinforced concrete coupled shear wall,the seismic performance of the new coupled shear wall is improved significantly. Finally, the relationship between the deformation of the replaceable part and inter-story drift ratio is proposed,providing the basis for the design of the replaceable part.
引文
[1]CHAALLAL O,GAUTHIER D,MALENFANT P.Classification methodology for coupled shear walls[J].Journal of Structural Engineering,1996,122(12):1453.
[2]TAKAYANAGI T,SCHNOBRICH W C.Non-linear analysis of coupled wall systems[J].Earthquake Engineering&Structural Dynamics,1979,7(1):1.
[3]王社良,陈平,沈亚鹏.钢筋混凝土双肢剪力墙的抗震性能[J].西安建筑科技大学学报,1996,28(4):397.WANG Sheliang,CHEH Ping,SHEN Yapeng.On aseismic behavior of RC coupled shear walls[J].Journal of Xi’an University of Architecture and Technology,1996,28(4):397.
[4]王亚勇.汶川地震建筑震害启示——抗震概念设计[J].建筑结构学报,2008,29(4):20.WANG Yayong.Lessons learnt from building damages in the Wenchuan earthquake—seismic concept design of buildings[J].Journal of Building Structures,2008,29(4):20.
[5]WALLACE J W.Behavior,design,and modeling of structural walls and coupling beams—lessons from recent laboratory tests and earthquakes[J].International Journal of Concrete Structures and Materials,2012,6(1):3.
[6]KAM W Y,PAMPANIN S.The seismic performance of RC buildings in the 22 February 2011 Christchurch earthquake[J].Structural Concrete,2011,12(4):223.
[7]NIED and NEES Consortium.Report of the seventh joint planning meeting of nees/e:defense collaborative research on earthquake engineering[R].Berkeley:University of California at Berkeley,2010.
[8]FORTNEY P J,SHAHROOZ B M,RASSATI G A.Seismic performance evaluation of coupled core walls with concrete and steel coupling beams[J].Steel and Composite Structures Journal,2007,7(4):279.
[9]FORTNEY P J,SHAHROOZ B M,RASSATI G A.Large-scale testing of a replaceable fuse steel coupling beam[J].Journal of Structural Engineering,2007,133(12):1801.
[10]KIM H J,CHOI K S,OH S H,et al.Comparative study on seismic performance of conventional RC coupling beams and hybrid energy dissipative coupling beams used for RC shear walls[C/CD]∥Proceedings of 15WCEE,Lisbon:[s.n.],2012.
[11]LYONS R M,CHRISTOPOULOS C,MONTGOMERY M S.Enhancing the seismic performance of RC coupled wall high-rise buildings with viscoelastic coupling dampers[C/CD]∥Proceedings of 15WCEE,Lisbon:[s.n.],2012.
[12]MONTGOMERY M,CHRISTOPOULOS C.Experimental validation of viscoelastic coupling dampers for enhanced dynamic performance of high-rise buildings[J].Journal of Structural Engineering,2014,141(5):04014145.
[13]滕军,马伯涛,李卫华,等.联肢剪力墙连梁阻尼器地震模拟试验研究[J].建筑结构学报,2010,31(12):101.TENG Jun,MA Botao,LI Weihua,et al.Seismic simulation test for coupling beam damper of coupled shear wall structure[J].Journal of Building Structures,2010,31(12):101.
[14]WANG T,GUO X,HE X K,et al.Experimental study on replaceable hybrid coupling beams[J].Applied Mechanics and Materials,2012,166:1779.
[15]吕西林,陈云,蒋欢军.可更换连梁保险丝抗震性能试验研究[J].同济大学学报(自然科学版),2013,41(9):1318.LU Xilin,CHEN Yun,JIANG Huanjun.Experimental study on seismic behavior of‘fuse’of replaceable coupling beam[J].Journal of Tongji University(Natural Science),2013,41(9):1318.
[16]武豪,郭子雄,刘阳.基于有限元方法的震损可替换钢连梁抗震性能研究[J].地震工程与工程振动,2014,34(2):41.WU Hao,GUO Zixiong,LIU Yang.Study on the seismic behavior of replaceable steel coupling beams with finite element method[J].Earthquake Engineering and Engineering Dynamics,2014,34(2):41.
[17]DUSICKA P,ITANI A,BUCKLE I.Cyclic behavior of shear links of various grades of plate steel[J].Journal of Structural Engineering,2009,136(4):370.
[18]中华人民共和国住房和城乡建设部.高层建筑混凝土结构技术规程:JGJ3—2010[S].北京:中国建筑工业出版社,2010.Ministry of Housing and Urban-Rural Construction of the People’s Republic of China.Technical specification for concrete structures of tall building:JGJ3—2010[S].Beijing:China Architecture and Building Press,2010.
[19]ANSI A.AISC 341-10(2010).Seismic provisions for structural steel buildings[S].Chicago:American Institute of Steel Construction,2010.
[20]ENGELHARDT M D,POPOV E P.On design of eccentrically braced frames[J].Earthquake spectra,1989,5(3):495.
[21]中华人民共和国住房和城乡建设部.混凝土结构设计规范:GB50010—2010[S].北京:中国建筑工业出版社,2010.Ministry of Housing and Urhan-Rural Construction of the People’s Republic of China.Code for design of concrete structures:GB50010—2010[S].Beijing:China Architecture&Building Press,2010.
[22]中华人民共和国住房和城乡建设部.建筑抗震设计规范:GB50011—2010[S].北京:中国建筑工业出版社,2010.Ministry of Housing and Urban-Rural Construction of the People’s Republic of China.Code for seismic design of buildings:GB50011—2010[S].Beijing:China Architecture and Building Press,2010.
[23]邓明科,梁兴文,辛力.剪力墙结构基于性能抗震设计的目标层间位移确定方法[J].工程力学,2008,25(11):141.DENG Mingke,LIANG Xingwen,XIN Li.Determination of target story drift for RC shear wall structure in performancebased seismic design[J].Engineering Mechanics,2008,25(11):141.
[24]李坤,史庆轩,郭智峰,等.钢筋混凝土剪力墙结构受力层间位移计算及探讨[J].土木工程学报,2013(增2):86.LI Kun,SHI Anxuan,GUO Zhifeng,et al.Calculation and discussion of physical inter-story displacement for reinforced concrete shear wall structures[J].China Civil Engineering Journal,2013(S2):86.
[25]MANDER J B,PRIESTLEY M J N,Park R.Theoretical stress-strain model for confined concrete[J].Journal of Structural Engineering,1988,114(8):1804.
[26]BIRTEL V,MARK P.Parameterized finite element modeling of RC beam shear failure[C]∥2006 ABAQUS User’s Conference.Taiwan:[s.n.],2006:95-108.
[27]CHABOCHE J L.Time-independent constitutive theories for cyclic plasticity[J].International Journal of Plasticity,1986,2(2):149.
[2]TAKAYANAGI T,SCHNOBRICH W C.Non-linear analysis of coupled wall systems[J].Earthquake Engineering&Structural Dynamics,1979,7(1):1.
[3]王社良,陈平,沈亚鹏.钢筋混凝土双肢剪力墙的抗震性能[J].西安建筑科技大学学报,1996,28(4):397.WANG Sheliang,CHEH Ping,SHEN Yapeng.On aseismic behavior of RC coupled shear walls[J].Journal of Xi’an University of Architecture and Technology,1996,28(4):397.
[4]王亚勇.汶川地震建筑震害启示——抗震概念设计[J].建筑结构学报,2008,29(4):20.WANG Yayong.Lessons learnt from building damages in the Wenchuan earthquake—seismic concept design of buildings[J].Journal of Building Structures,2008,29(4):20.
[5]WALLACE J W.Behavior,design,and modeling of structural walls and coupling beams—lessons from recent laboratory tests and earthquakes[J].International Journal of Concrete Structures and Materials,2012,6(1):3.
[6]KAM W Y,PAMPANIN S.The seismic performance of RC buildings in the 22 February 2011 Christchurch earthquake[J].Structural Concrete,2011,12(4):223.
[7]NIED and NEES Consortium.Report of the seventh joint planning meeting of nees/e:defense collaborative research on earthquake engineering[R].Berkeley:University of California at Berkeley,2010.
[8]FORTNEY P J,SHAHROOZ B M,RASSATI G A.Seismic performance evaluation of coupled core walls with concrete and steel coupling beams[J].Steel and Composite Structures Journal,2007,7(4):279.
[9]FORTNEY P J,SHAHROOZ B M,RASSATI G A.Large-scale testing of a replaceable fuse steel coupling beam[J].Journal of Structural Engineering,2007,133(12):1801.
[10]KIM H J,CHOI K S,OH S H,et al.Comparative study on seismic performance of conventional RC coupling beams and hybrid energy dissipative coupling beams used for RC shear walls[C/CD]∥Proceedings of 15WCEE,Lisbon:[s.n.],2012.
[11]LYONS R M,CHRISTOPOULOS C,MONTGOMERY M S.Enhancing the seismic performance of RC coupled wall high-rise buildings with viscoelastic coupling dampers[C/CD]∥Proceedings of 15WCEE,Lisbon:[s.n.],2012.
[12]MONTGOMERY M,CHRISTOPOULOS C.Experimental validation of viscoelastic coupling dampers for enhanced dynamic performance of high-rise buildings[J].Journal of Structural Engineering,2014,141(5):04014145.
[13]滕军,马伯涛,李卫华,等.联肢剪力墙连梁阻尼器地震模拟试验研究[J].建筑结构学报,2010,31(12):101.TENG Jun,MA Botao,LI Weihua,et al.Seismic simulation test for coupling beam damper of coupled shear wall structure[J].Journal of Building Structures,2010,31(12):101.
[14]WANG T,GUO X,HE X K,et al.Experimental study on replaceable hybrid coupling beams[J].Applied Mechanics and Materials,2012,166:1779.
[15]吕西林,陈云,蒋欢军.可更换连梁保险丝抗震性能试验研究[J].同济大学学报(自然科学版),2013,41(9):1318.LU Xilin,CHEN Yun,JIANG Huanjun.Experimental study on seismic behavior of‘fuse’of replaceable coupling beam[J].Journal of Tongji University(Natural Science),2013,41(9):1318.
[16]武豪,郭子雄,刘阳.基于有限元方法的震损可替换钢连梁抗震性能研究[J].地震工程与工程振动,2014,34(2):41.WU Hao,GUO Zixiong,LIU Yang.Study on the seismic behavior of replaceable steel coupling beams with finite element method[J].Earthquake Engineering and Engineering Dynamics,2014,34(2):41.
[17]DUSICKA P,ITANI A,BUCKLE I.Cyclic behavior of shear links of various grades of plate steel[J].Journal of Structural Engineering,2009,136(4):370.
[18]中华人民共和国住房和城乡建设部.高层建筑混凝土结构技术规程:JGJ3—2010[S].北京:中国建筑工业出版社,2010.Ministry of Housing and Urban-Rural Construction of the People’s Republic of China.Technical specification for concrete structures of tall building:JGJ3—2010[S].Beijing:China Architecture and Building Press,2010.
[19]ANSI A.AISC 341-10(2010).Seismic provisions for structural steel buildings[S].Chicago:American Institute of Steel Construction,2010.
[20]ENGELHARDT M D,POPOV E P.On design of eccentrically braced frames[J].Earthquake spectra,1989,5(3):495.
[21]中华人民共和国住房和城乡建设部.混凝土结构设计规范:GB50010—2010[S].北京:中国建筑工业出版社,2010.Ministry of Housing and Urhan-Rural Construction of the People’s Republic of China.Code for design of concrete structures:GB50010—2010[S].Beijing:China Architecture&Building Press,2010.
[22]中华人民共和国住房和城乡建设部.建筑抗震设计规范:GB50011—2010[S].北京:中国建筑工业出版社,2010.Ministry of Housing and Urban-Rural Construction of the People’s Republic of China.Code for seismic design of buildings:GB50011—2010[S].Beijing:China Architecture and Building Press,2010.
[23]邓明科,梁兴文,辛力.剪力墙结构基于性能抗震设计的目标层间位移确定方法[J].工程力学,2008,25(11):141.DENG Mingke,LIANG Xingwen,XIN Li.Determination of target story drift for RC shear wall structure in performancebased seismic design[J].Engineering Mechanics,2008,25(11):141.
[24]李坤,史庆轩,郭智峰,等.钢筋混凝土剪力墙结构受力层间位移计算及探讨[J].土木工程学报,2013(增2):86.LI Kun,SHI Anxuan,GUO Zhifeng,et al.Calculation and discussion of physical inter-story displacement for reinforced concrete shear wall structures[J].China Civil Engineering Journal,2013(S2):86.
[25]MANDER J B,PRIESTLEY M J N,Park R.Theoretical stress-strain model for confined concrete[J].Journal of Structural Engineering,1988,114(8):1804.
[26]BIRTEL V,MARK P.Parameterized finite element modeling of RC beam shear failure[C]∥2006 ABAQUS User’s Conference.Taiwan:[s.n.],2006:95-108.
[27]CHABOCHE J L.Time-independent constitutive theories for cyclic plasticity[J].International Journal of Plasticity,1986,2(2):149.