搭接柱转换大底盘多塔楼结构抗震性能分析
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摘要
针对大底盘多塔楼复杂高层结构采用搭接柱进行竖向构件转换的特点,以一个14层的双塔楼采用搭接柱转换的实际工程为主要研究对象,采用缩尺比为1/15的模型,对其进行模拟地震整体结构振动台试验,依次对整体模型进行7度多遇,7度基本,7度罕遇以及8度罕遇地震输入,研究整体结构的破坏模式与抗震性能,并且采用MIDAS软件进行整体结构有限元对比分析研究。研究结果表明:本工程中的搭接柱以及与搭接柱相邻的楼板在7度罕遇地震作用下保持弹性工作状态,能满足整体结构大震不倒的要求;采取搭接柱转换的结构竖向刚度均匀,没有形成软弱层;大底盘与塔楼交界处的剪力突变,应采取适当措施予以加强;裙房底部柱出现破坏,对此应采取适当加强措施。
In order to evaluate the seismic performance of a large podium-multi-tower complex high-rise structure with vertical overlapping column transfer block,a 1/15-scaled model shaking table test to simulate a 14-story two-tower structure with overlapping transfer column was conducted under a series of loading cases to study the failure mode and seismic performance of the whole structure,including frequently occurred intensity 7,basic intensity 7,rarely occurred intensity 7 and rarely occurred intensity 8.A numerically comparative study was done using the software MIDAS in this paper.The results show that the overlapping column transfer block as well as the adjacent slab can maintain elastic after the case of rarely occurred intensity 7 and can meet the requirement of collapse prevention under strong earthquakes.The structure with overlapping column has uniform vertical stiffness and does not have any soft story.Measures should be taken to strengthen the roof of the podium due to the abrupt change of shear force.The columns of the podium should be strengthened properly to aviod the column damages from the shaking table test.
In order to evaluate the seismic performance of a large podium-multi-tower complex high-rise structure with vertical overlapping column transfer block,a 1/15-scaled model shaking table test to simulate a 14-story two-tower structure with overlapping transfer column was conducted under a series of loading cases to study the failure mode and seismic performance of the whole structure,including frequently occurred intensity 7,basic intensity 7,rarely occurred intensity 7 and rarely occurred intensity 8.A numerically comparative study was done using the software MIDAS in this paper.The results show that the overlapping column transfer block as well as the adjacent slab can maintain elastic after the case of rarely occurred intensity 7 and can meet the requirement of collapse prevention under strong earthquakes.The structure with overlapping column has uniform vertical stiffness and does not have any soft story.Measures should be taken to strengthen the roof of the podium due to the abrupt change of shear force.The columns of the podium should be strengthened properly to aviod the column damages from the shaking table test.
引文
[1]吕西林.复杂高层建筑结构抗震理论与应用[M].北京:科学出版社,2007.(LU Xilin.Seismic theoryand application of complex high-rise structures[M].Beijing:Science Press,2007.(in Chinese))
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[3]龚志国,吕西林,卢文胜,等.混合结构体系高层建筑模拟地震振动台试验研究[J].地震工程与工程振动,2004,24(4):99-105.(GONG Zhiguo,LU Xilin,LU Wensheng,et al.Shaking table model test of ahybrid high-rise building structure[J].EarthquakeEngineering and Engineering Vibration,2004,24(4):99-105.(in Chinese))
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[8]傅学怡,雷康儿,杨想兵,等.福建兴业银行大厦搭接柱转换结构研究应用[J].建筑结构,2003,33(12):8-12.(Fu Xueyi,Lei Kanger,Yang Xiangbing,et al.The research and application of structure withtransfer bracket in Fujian Industrial Bank[J].BuildingStructure,2003,33(2):8-12.(in Chinese))
[9]徐培福,傅学怡,耿娜娜,等.搭接柱转换结构的试验研究与设计要点[J].建筑结构,2003,33(12):3-7.(Xu Peifu,Fu Xueyi,Geng Nana,et al.Theresearch of experiment and design points of the structurewith transfer bracket[J].Building Structure,2003,33(12):3-7.(in Chinese))
[10]全学友,孔志坚,邓凡,等.上部边框柱外移时搭接柱转换结构的试验研究[J].建筑结构,2006,36(2):25-28.(Quan Xueyou,Kong Zhijian,Deeng Fan,et al.Experimental study on vertical load conversionbracket of the upper column outsides the low column[J].Building Structure,2006,36(2):25-28.(inChinese))
[11]周颖,卢文胜,吕西林.模拟地震振动台模型实用设计方法[J].结构工程师,2003(3):30-38.(ZHOUYing,LU Wensheng,LU Xilin.Practical model designmethod of shaking table tests[J].Structural Engineers,2003(3):30-38.(in Chinese))
[12]JGJ 3—2002高层建筑混凝土结构技术规程[S].(JGJ 3—2002 Technical specification for concretestructures of tall building[S].(in Chinese))
[13]同济大学土木工程防灾国家重点实验室.上海黄浦区174街坊项目2#～3#楼模拟地震振动台试验研究报告[R].上海:同济大学,2010.(State KeyLaboratory of Disaster Reduction in Civil Engineering,Tongji University.Shaking table model test of buildingwith 2&3 towers of NO.174 block in Huangpu Districtof Shanghai City[R].Shanghai:Tongji University,2010.(in Chinese))
[2]王灵,吕西林.双塔楼弱连接连体高层建筑结构抗震性能研究[J].四川建筑科学研究,1999(,3):48-51.(WANG Ling,LU Xilin.Research on a seismicbehaviors weekly connected high-rise structure[J].Building Science Research of Sichuan1,999,(3):48-51.(in Chinese))
[3]龚志国,吕西林,卢文胜,等.混合结构体系高层建筑模拟地震振动台试验研究[J].地震工程与工程振动,2004,24(4):99-105.(GONG Zhiguo,LU Xilin,LU Wensheng,et al.Shaking table model test of ahybrid high-rise building structure[J].EarthquakeEngineering and Engineering Vibration,2004,24(4):99-105.(in Chinese))
[4]周颖,吕西林,卢文胜,等.双塔连体高层混合结构抗震性能研究[J].地震工程与工程振动,2008,28(5):71-78.(ZHOU Ying,LU Xilin,LU Wensheng,et al.Seismic performance of a multi-tower hybrid tallbuilding[J].Earthquake Engineering and EngineeringVibration,2008,28(5):71-78.(in Chinese))
[5]方鄂华,韦宇宁.大底盘多塔楼结构地震反应[J].建筑结构学报,1995,16(6):3-10.(FANG Ehua,WEIYuning.Earthquake responses of muti-tower structurewith a large podium at bottom[J].Journal of BuildingStructures,1995,16(6):3-10.(in Chinese))
[6]徐培福,傅学怡,王翠坤,等.复杂高层建筑结构设计[M].北京:中国建筑工业出版社,2005.(XU Peifu,FU Xueyi,WANG Cuikun,et al.Design of complexhigh-rise structures[M].Beijing:China Architecture&Building Press2,005.(in Chinese))
[7]顾磊,傅学怡.福建兴业银行大厦搭接柱转换结构有限元分析和预应力策略[J].建筑结构,2003,33(12):13-16.(Gu Lei,Fu Xueyi.The analysisi of theFEM and method of the pre-stressing of the lappingcolumn transfer structure in Fujian Industrial Bank[J].Building Structure,2003,33(12):13-16.(inChinese))
[8]傅学怡,雷康儿,杨想兵,等.福建兴业银行大厦搭接柱转换结构研究应用[J].建筑结构,2003,33(12):8-12.(Fu Xueyi,Lei Kanger,Yang Xiangbing,et al.The research and application of structure withtransfer bracket in Fujian Industrial Bank[J].BuildingStructure,2003,33(2):8-12.(in Chinese))
[9]徐培福,傅学怡,耿娜娜,等.搭接柱转换结构的试验研究与设计要点[J].建筑结构,2003,33(12):3-7.(Xu Peifu,Fu Xueyi,Geng Nana,et al.Theresearch of experiment and design points of the structurewith transfer bracket[J].Building Structure,2003,33(12):3-7.(in Chinese))
[10]全学友,孔志坚,邓凡,等.上部边框柱外移时搭接柱转换结构的试验研究[J].建筑结构,2006,36(2):25-28.(Quan Xueyou,Kong Zhijian,Deeng Fan,et al.Experimental study on vertical load conversionbracket of the upper column outsides the low column[J].Building Structure,2006,36(2):25-28.(inChinese))
[11]周颖,卢文胜,吕西林.模拟地震振动台模型实用设计方法[J].结构工程师,2003(3):30-38.(ZHOUYing,LU Wensheng,LU Xilin.Practical model designmethod of shaking table tests[J].Structural Engineers,2003(3):30-38.(in Chinese))
[12]JGJ 3—2002高层建筑混凝土结构技术规程[S].(JGJ 3—2002 Technical specification for concretestructures of tall building[S].(in Chinese))
[13]同济大学土木工程防灾国家重点实验室.上海黄浦区174街坊项目2#～3#楼模拟地震振动台试验研究报告[R].上海:同济大学,2010.(State KeyLaboratory of Disaster Reduction in Civil Engineering,Tongji University.Shaking table model test of buildingwith 2&3 towers of NO.174 block in Huangpu Districtof Shanghai City[R].Shanghai:Tongji University,2010.(in Chinese))
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