悬挂建筑减振体系次结构的抗侧性能
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摘要
对悬挂建筑减振体系次结构的抗侧性能进行了静力和动力分析,结果表明:随着悬挂次结构转动刚度的增加,其弹性抗侧刚度将不断增加并趋于一个稳定值,因此只需在构造上使得次结构的抗转动刚度与侧移刚度之比的表征系数γ>10,则可得到次结构固结于悬挂端的效果;随着悬挂次结构质量的增加,次结构的抗侧刚度增加,因此次结构中的悬挂楼层数不应过少,以5~10层为宜;为使主、次结构的动力响应都达到优化要求,应合理选择地震波在结构中的衰减系数ζ,一般可以取0.5~1.0;悬挂建筑结构在地震动激励下不易发生共振;次结构摆动位移响应对等效悬挂长度的变化不敏感,但对激振频率的变化很敏感.
The lateral performance of substructure of suspended vibration Absorption system is analyzed in this paper.The results show that the elastic lateral stiffness of the suspended substructure will increase and approach an upper limit value when its rotational stiffness increases.Therefore,the suspended substructure can be considered being connected to the suspended transfer structure rigidly as long as the nominal coefficient γ is above 10.The lateral stiffness of suspended substructure increases with the increasing of its mass.Therefore,the storey number of the substructure should not be too small,and usually 5-10 being the best.If the attenuation coefficient ζ of the seismic wave in the major structure is appropriate,generally 0.5-1.0 is preferred,the dynamic responses of both the major structure and substructure will reach the optimum.The suspended vibration Absorption system under seismic excitation is of less possibility to resonate.The dynamic response of substructure is insensitive to the equivalent suspended length,but sensitive to the stimulation frequency.
The lateral performance of substructure of suspended vibration Absorption system is analyzed in this paper.The results show that the elastic lateral stiffness of the suspended substructure will increase and approach an upper limit value when its rotational stiffness increases.Therefore,the suspended substructure can be considered being connected to the suspended transfer structure rigidly as long as the nominal coefficient γ is above 10.The lateral stiffness of suspended substructure increases with the increasing of its mass.Therefore,the storey number of the substructure should not be too small,and usually 5-10 being the best.If the attenuation coefficient ζ of the seismic wave in the major structure is appropriate,generally 0.5-1.0 is preferred,the dynamic responses of both the major structure and substructure will reach the optimum.The suspended vibration Absorption system under seismic excitation is of less possibility to resonate.The dynamic response of substructure is insensitive to the equivalent suspended length,but sensitive to the stimulation frequency.
引文
[1]涂永明.CFRP索悬挂建筑结构静力和动力分析及研究[D].南京:东南大学土木工程学院,2005.
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[5]邓志恒,秦荣.巨型框筒部分悬挂结构控制体系地震反应特性及阻尼控制研究[J].地震工程与工程振动,2002,22(4):133-138.Deng Zhiheng,Qin Rong.Study on characteristics ofseismic response and damping control for mega-frametube with partial suspension systems[J].Earthquake En-gineering and Engineering Vibration,2002,22(4):133-138.(in Chinese)
[6]Zhang Y H,Liang Q Z.Asynchronous driving principleand its application to vibration control[J].EarthquakeEngineering and Structural Dynamics,2000,29(2):259-270.
[7]王肇民,邓洪洲,董军.高层巨型框架悬挂结构体系抗震性能研究[J].建筑结构学报,1999,20(1):23-30.Wang Zhaomin,Deng Hongzhou,Dong Jun.A study ofaseismic properties of huge frame suspended structure intall buildings[J].Journal of Building Structures,1999,20(1):23-30.(in Chinese)
[8]Feng M Q,Mita A.Vibration control of tall building u-sing mega subconfiguration[J].Journal of EngineeringMechanics,1995,121(10):1082-1088.
[9]Zhang W S,Xu Y L.Dynamic characteristics and seis-mic response of adjacent buildings linked by discretedampers[J].Earthquake Engineering and StructuralDynamics,1999,28(10):1163-1185.
[10]Clough R W,Penzien J.Dynamic of structures[M].3rd ed.Berkeley,CA:Computers and Structures,Inc,1995:234-242.
[2]Dunican Peter.The art of structural engineering[J].TheStructural Engineer,1966,44(3):97-108.
[3]涂永明,吕志涛,张继文,等.正六边形核筒悬挂结构中筒体受水平力作用的连续化分析[J].工业建筑,2008,38(S1):152-158.Tu Yongming,L櫣Zhitao,Zhang Jiwen,et al.Static be-havior of the hexagonal-core-tube suspended buildingstructure subjected to a horizontal force analyzed by thecontinuous method[J].Industrial Construction,2008,38(S1):152-158.(in Chinese)
[4]刘郁馨,吕志涛.单段悬挂结构随机动力参数优化解[J].南京建筑工程学院学报:自然科学版,2001,56(1):1-8.Liu Yuxin,L櫣Zhitao.Optimal solution of random dy-namic action for suspension building structures[J].Journal of Nanjing Architectural and Civil EngineeringInstitute:Natural Science Edition,2001,56(1):1-8.(inChinese)
[5]邓志恒,秦荣.巨型框筒部分悬挂结构控制体系地震反应特性及阻尼控制研究[J].地震工程与工程振动,2002,22(4):133-138.Deng Zhiheng,Qin Rong.Study on characteristics ofseismic response and damping control for mega-frametube with partial suspension systems[J].Earthquake En-gineering and Engineering Vibration,2002,22(4):133-138.(in Chinese)
[6]Zhang Y H,Liang Q Z.Asynchronous driving principleand its application to vibration control[J].EarthquakeEngineering and Structural Dynamics,2000,29(2):259-270.
[7]王肇民,邓洪洲,董军.高层巨型框架悬挂结构体系抗震性能研究[J].建筑结构学报,1999,20(1):23-30.Wang Zhaomin,Deng Hongzhou,Dong Jun.A study ofaseismic properties of huge frame suspended structure intall buildings[J].Journal of Building Structures,1999,20(1):23-30.(in Chinese)
[8]Feng M Q,Mita A.Vibration control of tall building u-sing mega subconfiguration[J].Journal of EngineeringMechanics,1995,121(10):1082-1088.
[9]Zhang W S,Xu Y L.Dynamic characteristics and seis-mic response of adjacent buildings linked by discretedampers[J].Earthquake Engineering and StructuralDynamics,1999,28(10):1163-1185.
[10]Clough R W,Penzien J.Dynamic of structures[M].3rd ed.Berkeley,CA:Computers and Structures,Inc,1995:234-242.
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