广州新电视塔结构模型振动台试验研究
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摘要
广州新电视塔高610m,由1座高达450m的主塔和1个高160m的天线桅杆构成,采用椭圆形钢结构外筒和椭圆形混凝土核芯筒组成筒中筒结构。其外框筒为由斜向立柱、水平斜向环梁和斜撑组成的中部纤细、中轴线倾斜的复杂结构体系,在高度、形体上均具有创新和突破。对这种特殊的结构,现行规范没有明确、统一的抗震设防标准。为研究它在地震作用下的抗震性能,广州大学工程抗震研究中心进行了1∶50比例模型的模拟地震振动台试验,同时采用大型三维有限元程序对模型进行了时程分析。研究了结构的自振特性、阻尼比、地震反应特征、扭转作用、内外筒协同工作等问题,并对整体结构的破坏形态和破坏机理进行了探讨。试验和分析结果均表明,结构总体上满足初步设计的抗震设防目标要求。
The Guangzhou New TV Tower is 610 meters high and consists of a 450-meter high Main Tower and a 160-meter high antenna.The tower structure is composed of an external triangular steel frame tube and an elliptic concrete core tube.The external frame assumes an irregular "free-form" elliptical shape,with a continuously varying cross-section throughout the height,and comprises three types of elements: columns,rings and diagonals.For this specific structure,there are no definite and unified seismic requirements in Chinese design codes.Based on the shaking table test of a 1∶50 scale model of the Guangzhou TV Tower,the dynamic properties,damping ratios,seismic responses,damage feature and cracking pattern are investigated.The seismic behavior is simulated through three dimensional finite element analysis.Test data and analysis results show that the structural dynamic responses are satisfied with the requirements of the initial design.
The Guangzhou New TV Tower is 610 meters high and consists of a 450-meter high Main Tower and a 160-meter high antenna.The tower structure is composed of an external triangular steel frame tube and an elliptic concrete core tube.The external frame assumes an irregular "free-form" elliptical shape,with a continuously varying cross-section throughout the height,and comprises three types of elements: columns,rings and diagonals.For this specific structure,there are no definite and unified seismic requirements in Chinese design codes.Based on the shaking table test of a 1∶50 scale model of the Guangzhou TV Tower,the dynamic properties,damping ratios,seismic responses,damage feature and cracking pattern are investigated.The seismic behavior is simulated through three dimensional finite element analysis.Test data and analysis results show that the structural dynamic responses are satisfied with the requirements of the initial design.
引文
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[2]GB 50135—2006高耸结构设计规范[S].北京:中国计划出版社,2006(GB 50135—2006 Code for design ofhigh-rising structures[S].Beijing:China Planing Press,2006(in Chinese)
[3]GY 5001—2004钢塔桅结构设计规范[S].北京:中国标准出版社,2004(GY 5001—2004 Code for structuredesign of steel tower and mast[S].Beijing:StandardsPress of China,2004(in Chinese))
[4]JGJ101—96建筑抗震试验方法规程[S].北京:中国建筑工业出版社,1997(JGJ101—96 Specification of testingmethods for earthquake resistant building[S].Beijing:China Architecture&Building Press,1997(in Chinese))
[5]吕西林,邹昀,卢文胜,等.上海环球金融中心大厦结构模型振动台抗震试验[J].地震工程与工程振动,2004,24(3):57-63(Lu Xilin,Zou Yun,Lu Wensheng,et al.Experimental study on Shanghai World Financial Center[J].Earthquake Engineering and Engineering Vibration,2004,24(3):57-63(in Chinese))
[6]Huang Xiangyun,Zhou Fulin,Jing Jianmin,et al.Study onseismic behavior of a high-rise building of frame-shear wallstructure with high transfer story[C]//Proceedings of 8thInternational Symposium on Structural Engineering forYoung Experts.Xi’an,2004:553-561
[7]徐培福.复杂高层建筑结构设计[M].北京:中国建筑工业出版社,2005:196-200
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