高层建筑结构扭转振动效应控制研究
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摘要
《高层建筑混凝土结构技术规程》限制高层建筑结构扭转不规则性的规定存在问题,控制扭转振动的措施需进一步讨论。规程为避免严重扭转不规则结构的出现,除对位移比进行限制外,还限制了扭转为主第一周期与平动为主的第一周期的比值,即高层结构设计应满足平扭耦联周期比的要求。通过改变结构的偏心率、扭转刚度和侧向刚度等因素,并分析耦联周期比和非耦联周期比的差别,发现规程在某些情况下并不能保证对扭转振动效应的控制效果。因此用耦联周期比限制结构扭转不规则性的措施不尽合理,设计中可采用平动变形能和扭转变形能的比值代替耦联周期比作为控制扭转振动的指标。
The provisions in Technical Specification for Concrete Structures of Tall Building on torsional irregularity are problematic and the specified measures for torsional vibration control need to be revisited. The ratio of torsion-controlled first period to translation-controlled first period (i.e. the coupled period ratio), combined with the drift ratio, is incorporated in the specification to exclude tall structures with severe torsional irregularity, and its limits should be satisfied in seismic design. By changing the magnitudes of the parameters (i.e. eccentricity, torsional stiffness, and lateral stiffness), the analysis of the difference between the coupled period ratio and uncoupled period ratio shows that the provisions cannot guarantee torsional vibration control in certain situations. In this respect, the coupled-period-ratio index is not well-founded and the ratio of lateral energy to torsional energy is proposed as an alternative.
The provisions in Technical Specification for Concrete Structures of Tall Building on torsional irregularity are problematic and the specified measures for torsional vibration control need to be revisited. The ratio of torsion-controlled first period to translation-controlled first period (i.e. the coupled period ratio), combined with the drift ratio, is incorporated in the specification to exclude tall structures with severe torsional irregularity, and its limits should be satisfied in seismic design. By changing the magnitudes of the parameters (i.e. eccentricity, torsional stiffness, and lateral stiffness), the analysis of the difference between the coupled period ratio and uncoupled period ratio shows that the provisions cannot guarantee torsional vibration control in certain situations. In this respect, the coupled-period-ratio index is not well-founded and the ratio of lateral energy to torsional energy is proposed as an alternative.
引文
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[2]Tso W K,Smith R S H.Re-evaluation of seismic torsional provisions[J].Earthquake Engineering and Structural Dynamics,1999,28:899～917.
[3]Humar J,Kumar P.A new look at the torsion design provisions in seismic building codes[A].In:Proceedings of the12th World Conference on Earthquake Engineering[C].2000.
[4]NBCC2005National building code of Canada[S].Ottawa:National Research Council of Canada,2005.
[5]Eurocode8Design provisions for earthquake resistance of structures[S].Brussels:European Committee for Standardization,1994.
[6]UBC97Uniform building code[S].Whittier,Calif.:Int.Conference of Building Officials,1997.
[7]GB50011-2001建筑抗震设计规范[S].北京:建筑工业出版社,2002.GB50011-2001Code for Seismic Design of Buildings[S].Beijing:China Architecture and Building Press,2002.(in Chinese)
[8]JGJ3-2002高层建筑混凝土结构技术规程[S].北京:建筑工业出版社,2002.JGJ3-2002Technical Specification for Concrete Structures of Tall Building[S].Beijing:China Architecture and Building Press,2002.(in Chinese)
[9]JGJ3-2002高层建筑混凝土结构技术规程条文说明[S].北京:建筑工业出版社,2002.JGJ3-2002Technical Specification for Concrete Structures of Tall building,Commentary[S].Beijing:China Architecture and Building Press,2002.(in Chinese)
[10]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效应[J].建筑科学,2000,16(1):1～6.Xu Peifu,Huang Jifeng,Wei Chengji.Response of torsional vibration of tall building structures induced by seismic action[J].Building Science,2000,16(1):1～6.(in Chinese)
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