外挑式场馆建筑的动力性能
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摘要
通过世博会两个工程实例,建立外挑式场馆建筑非耦联系统的分布参数力学模型。它们的体型空旷而矮胖,质量大都分布在主体框架或剪力墙的外侧,具有相当大的转动惯量。无阻尼自由振动的分析结果表明,扭转往往为第一振型。进一步分析和论述了平扭耦联系统偏心率-e和频率比Ω对地震反应的影响。当Ω=1时,系统对扭转反应相当敏感。对于小偏心系统,当Ω≤0.75或Ω≥1.25时,扭转效应会显著减小。对外挑式场馆建筑,拘泥于限制扭转不为第一振型不一定是完全合适的。它们的抗震性能应该从振型、频率比、位移比、层间位移角等几个方面进行综合评价。
On basis of two EXPO engineering projects,the uncoupled model with distributed mass and stiffness is presented for stadium-type buildings with cantilever structures.The results of free vibration analysis show that torsion will be easy to be the first modal shape of the system,which has properties of the low ratio of building height to planar dimensions and the large gyration radius of mass.For the torsion-coupled system,both eccentricity and frequency ratio Ω are important design parameters.For the system with small eccentricity,whether Ω≤0.75 or Ω≥1.25,the seismic torsion responses will be greatly reduced.As the eccentricity being larger,the modal shape will be coupling each other,especially when Ω=1.It is reasonable for the tall buildings to stipulate that the torsional modal shape must not be the first one to reduce the torsion responses,because the first modal shape will be translational,when it is well designed.However,it may not be necessary to control the order of the modal shapes for the stadium-type buildings with outrigger structures.Their dynamic behavior should be estimated by using the design parameters,such as eccentricity,frequency ratio,lateral stiffness,torsion displacement ratio,and so on.
On basis of two EXPO engineering projects,the uncoupled model with distributed mass and stiffness is presented for stadium-type buildings with cantilever structures.The results of free vibration analysis show that torsion will be easy to be the first modal shape of the system,which has properties of the low ratio of building height to planar dimensions and the large gyration radius of mass.For the torsion-coupled system,both eccentricity and frequency ratio Ω are important design parameters.For the system with small eccentricity,whether Ω≤0.75 or Ω≥1.25,the seismic torsion responses will be greatly reduced.As the eccentricity being larger,the modal shape will be coupling each other,especially when Ω=1.It is reasonable for the tall buildings to stipulate that the torsional modal shape must not be the first one to reduce the torsion responses,because the first modal shape will be translational,when it is well designed.However,it may not be necessary to control the order of the modal shapes for the stadium-type buildings with outrigger structures.Their dynamic behavior should be estimated by using the design parameters,such as eccentricity,frequency ratio,lateral stiffness,torsion displacement ratio,and so on.
引文
[1]JGJ3—2002高层建筑混凝土结构技术规程[S].北京:中国建筑工业出版社,2002.
[2]CHOPRA A.K.Dynamics of structures:theory and application ofearthquake engineering[M].N.J.:Prentice-Hall,Englewood Cliffs,1971.
[3]扶长生.抗震设计中的平扭耦联问题[J].建筑结构学报,2006,27(2):40-46.
[4]TSO WK,DEMPSEY K M.Seismic torsional provisions for dynamiceccentricity[J].J.of Earthquake Engineering and StructuralDynamics,1980,8(3):275-289.
[5]TSO W K.Torsions in multistory buildings[C]//Proc.of the ThirdInternational Conference on Tall Buildings,Hongkong&Guangzhou,1984:1-7.
[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效应[J].建筑科学,2000,16(1):1-6.
[7]NEWMARK N M,ROSENBLUETH E.Fundamentals of earthquakeengineering[M].N.J.:Prentice-Hall,Englewood Cliffs,1971.
[8]陈以一,张大照,薛伟辰,等.承载开闭钢屋盖的预应力混凝土看台结构抗震性能研究[J].土木工程学报,2007,40(8):22-28.
[9]建设省住宅局建筑指标课,日本建筑主事会议.建筑物の构造规定晴建筑基准法施行第3章の解说と运用[M].日本建筑セソタ晴,平成6年.
[10]魏琏,王森.论水平地震作用下对称和规则结构的抗扭设计[J].建筑结构,2005,35(5):13-17.
[2]CHOPRA A.K.Dynamics of structures:theory and application ofearthquake engineering[M].N.J.:Prentice-Hall,Englewood Cliffs,1971.
[3]扶长生.抗震设计中的平扭耦联问题[J].建筑结构学报,2006,27(2):40-46.
[4]TSO WK,DEMPSEY K M.Seismic torsional provisions for dynamiceccentricity[J].J.of Earthquake Engineering and StructuralDynamics,1980,8(3):275-289.
[5]TSO W K.Torsions in multistory buildings[C]//Proc.of the ThirdInternational Conference on Tall Buildings,Hongkong&Guangzhou,1984:1-7.
[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效应[J].建筑科学,2000,16(1):1-6.
[7]NEWMARK N M,ROSENBLUETH E.Fundamentals of earthquakeengineering[M].N.J.:Prentice-Hall,Englewood Cliffs,1971.
[8]陈以一,张大照,薛伟辰,等.承载开闭钢屋盖的预应力混凝土看台结构抗震性能研究[J].土木工程学报,2007,40(8):22-28.
[9]建设省住宅局建筑指标课,日本建筑主事会议.建筑物の构造规定晴建筑基准法施行第3章の解说と运用[M].日本建筑セソタ晴,平成6年.
[10]魏琏,王森.论水平地震作用下对称和规则结构的抗扭设计[J].建筑结构,2005,35(5):13-17.
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