错位转换高层建筑结构扭转特性分析研究(英文)
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摘要
根据中国规范设计了1栋总数为40层的错位转换高层建筑结构,为对比分析需要另设计了两带单层转换层的高层建筑结构.采用Etabs和Satwe对比分析了3结构各层质量、转动惯量、回转半径、偏心率及有害偏心率、扭转刚度沿楼层高度分布特点;对比分析了3模型各阶扭转周期与平动周期比及平扭振型耦联情况.分析表明,错位转换高层建筑结构会在两转换层之间形成较大的偏心率及存在明显的平扭振型耦联.
In this paper,a 40-story high-rise building with stagger transfer structure has been designed according to China code,two other high-rise buildings with one transfer story have also been designed in comparison.Etabs and Satwe programs have been used,mass,moment of inertia,radius of gyration,eccentricity,harmful eccentricity and stiffness of torsion of each story of aforementioned buildings are analyzed.The ratio between torsion period and translation period of three buildings are compared,translation-torsion couple is also analyzed.The research results show that there is great eccentric in the two transfer stories of the high-rise building with stagger transfer structure,and there is also apparent translation-torsion couple.
In this paper,a 40-story high-rise building with stagger transfer structure has been designed according to China code,two other high-rise buildings with one transfer story have also been designed in comparison.Etabs and Satwe programs have been used,mass,moment of inertia,radius of gyration,eccentricity,harmful eccentricity and stiffness of torsion of each story of aforementioned buildings are analyzed.The ratio between torsion period and translation period of three buildings are compared,translation-torsion couple is also analyzed.The research results show that there is great eccentric in the two transfer stories of the high-rise building with stagger transfer structure,and there is also apparent translation-torsion couple.
引文
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[4]徐培福,王军却,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):37-43.
[5]JGJ 3-2002 J 186-2002.高层建筑混凝土结构技术规程[S].
[6]徐培福,黄吉锋,韦承基.高层建筑结构在地震作用下的扭转振动反应[J].建筑科学,2000,16(1):1-6.
[7]江宜城,唐家祥.单轴偏心的单层隔震框架结构地震扭转反应分析[J].世界地震工程,1999,15(4):57-61.
[8]GB 50011-2001建筑抗震设计规范[S].
[9]韦承基,史铁花,薛彦涛.合理振型数的确定及扭转振型判定[J].工程抗震,2002(4):1-2.
[2]CHANDLER A M,HUTCHINSON G L.Torsional coupling effects in the earthquake response of asymmetric buildings[J].Engineering Structures,1986,8(4):222-236.
[3]JEONG S H,ELNASHAI A S.Fragility relationships for torsionally-imbalanced buildings using three-dimensional damagecharacterization[J].Engineering Structures,2007,29(9):2172-2182.
[4]XU Pei-fu,WANG Jun-que,HAO Rui-kun,et al.Effect of the level of transfer story on aseismic behavior of shear wall struc-ture with some supporting frames[J].Building Structure,2000,30(1):37-43.(in Chinese)
[5]JGJ 3-2002 J 186-2002 Technical specification for concrete structures of tall buildings[S].
[6]XU Pei-fu,HUANG Ji-feng,WEI Cheng-ji.Response of torsional vibration of tall building structures induced by seismic ac-tion[J].Building Science,2000,16(1):1-6.(in Chinese)
[7]JIANG Yi-chen,TANG Jia-xiang.The torsional response analysis of base-isolated building[J].World Information aboutEarthquake Engineering.1999,15(4):57-61.(in Chinese)
[8]GB 50011-2001 Code of Seismic design for building[S].(in Chinese).
[9]WEI Cheng-ji,SHI Tie-hua,XUE Yan-tao.Decision of reasonable mode number and judgment of torsion mode[J].Earth-quake Resistant Engineering,2002(4):1-2.(in Chinese)
[4]徐培福,王军却,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):37-43.
[5]JGJ 3-2002 J 186-2002.高层建筑混凝土结构技术规程[S].
[6]徐培福,黄吉锋,韦承基.高层建筑结构在地震作用下的扭转振动反应[J].建筑科学,2000,16(1):1-6.
[7]江宜城,唐家祥.单轴偏心的单层隔震框架结构地震扭转反应分析[J].世界地震工程,1999,15(4):57-61.
[8]GB 50011-2001建筑抗震设计规范[S].
[9]韦承基,史铁花,薛彦涛.合理振型数的确定及扭转振型判定[J].工程抗震,2002(4):1-2.
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