超限高层建筑整体模型模拟地震振动台试验研究
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摘要
为对超限高层结构的破坏机理和抗震性能进行深入研究,对一高宽比超限的复杂高层建筑进行了1/15的模型模拟地震振动台试验。研究了模型结构的动力特性和不同烈度地震作用下模型的加速度反应、位移反应、应变反应和扭转效应,并根据模型试验结果和相似关系反推到原形结构,研究了原形结构的破坏机理和破坏形式。试验及分析结果表明,原形结构的前三阶振型周期分别为1.795 s(Y向平动),1.72 s(X向平动)和1.423 s(整体扭转),扭转与平动周期比为0.79;原形结构在7度多遇和罕遇地震动作用下弹性位移角和弹塑性位移角分别为1/798和1/163,基本满足抗震要求,但两种情况下最大水平位移与楼层两端水平位移平均值的比分别为1.61和2.71,扭转反应偏大,不满足所在地区抗震设防烈度要求。最后,对原形结构的设计提出建议。
A shaking table test of 1/15 scale model of a high-rise building was carried out in the Shaking Table Division of State Key Laboratory for Disaster Reduction in Civil Engineering at Tongji University.The model's dynamic characteristics and responses of acceleration,deformation,strain and torsion under different level earthquake were investigated.Then the seismic response of the prototype structure were deduced and analyzed.The dynamic behavior, failure mechanism and the cracking pattern of the prototype structure was studied.The test and analytical results show that the periods of the first three modes of the prototype are 1.975 seconds(Y translation),1.72 seconds(X translation) and 1.423 seconds(rotation) in turn,thus the ratio of the period of the first rotation mode to the first translation mode is 0.79.The maximum story drift angle of the prototype structure under frequent and rare earthquake is 1/798 and 1/163 respectively,which meet the earthquake-resistance requirement.But the torsion of the prototype structure does not satisfy the codes specification.Finally,some suggestions for the engineering design of the structure are put forward.
A shaking table test of 1/15 scale model of a high-rise building was carried out in the Shaking Table Division of State Key Laboratory for Disaster Reduction in Civil Engineering at Tongji University.The model's dynamic characteristics and responses of acceleration,deformation,strain and torsion under different level earthquake were investigated.Then the seismic response of the prototype structure were deduced and analyzed.The dynamic behavior, failure mechanism and the cracking pattern of the prototype structure was studied.The test and analytical results show that the periods of the first three modes of the prototype are 1.975 seconds(Y translation),1.72 seconds(X translation) and 1.423 seconds(rotation) in turn,thus the ratio of the period of the first rotation mode to the first translation mode is 0.79.The maximum story drift angle of the prototype structure under frequent and rare earthquake is 1/798 and 1/163 respectively,which meet the earthquake-resistance requirement.But the torsion of the prototype structure does not satisfy the codes specification.Finally,some suggestions for the engineering design of the structure are put forward.
引文
[1]徐正忠,王亚勇,王迪民,等.GB 50011-2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.
[2]徐培福,黄小坤,容柏生,等.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,2001.
[3]Lu X L,Zhang HY,Hu Z L,et al.Shaking table testingof a U-haped plan building model[J].Canadian Journal ofCivil Engineering.1999,26:746-759.
[4]Gong Zhiguo,Lu Xilin,Lu Wensheng,et al.Shaking tablemodel test of a hybrid high-rise building structure[J].Earthquake Engineering and Engineering Vibration,2004,24(4):99-105.[龚治国,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.]
[5]Zhou Ying,Lu Xilin,Lu Wensheng.Shaking table testand numerical analysis of a complex short-length shear wall-tube building structure with large opening in elevation[J].Journal of Building Structures,2004,25(5):10-16.[周颖,吕西林,卢文胜.立面开大洞短肢剪力墙-筒体结构的动力试验研究及有限元计算分析[J].建筑结构学报,2004,25(5):10-16.]
[6]朱伯龙.结构抗震试验[M].北京:地震出版社,1989.
[7]Harry G Harris,Gajanan M Sabnis.Structural modelingand experimental techniques[M].CRC Press,1999.
[8]Zou Yun,Lu Xilin,Lu Wensheng,et al.Shaking tablemodel test design for Shanghai World Financial Center[J].Earthquake Engineering and Engineering Vibration,2005,25(4):54-59.[邹昀,吕西林,卢文胜,等.上海环球金融中心大厦整体结构振动台试验设计[J].地震工程与工程振动,2005,25(4):54-59.]
[9]施卫星.超高层结构模拟地震振动台试验研究[C]//第五届高层建筑技术交流会论文集.桐庐,1995.
[10]Xu Lei,Shi Weixing,Zhang Jun.Simulated earthquakeexperiment study of a high-rise building structure model[J].Journal of Building Structures,2001,22(5):15-19.[徐磊,施卫星,张钧.超高层结构整体模型振动台试验研究[J].建筑结构学报,2001,22(5):15-19.]
[2]徐培福,黄小坤,容柏生,等.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,2001.
[3]Lu X L,Zhang HY,Hu Z L,et al.Shaking table testingof a U-haped plan building model[J].Canadian Journal ofCivil Engineering.1999,26:746-759.
[4]Gong Zhiguo,Lu Xilin,Lu Wensheng,et al.Shaking tablemodel test of a hybrid high-rise building structure[J].Earthquake Engineering and Engineering Vibration,2004,24(4):99-105.[龚治国,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.]
[5]Zhou Ying,Lu Xilin,Lu Wensheng.Shaking table testand numerical analysis of a complex short-length shear wall-tube building structure with large opening in elevation[J].Journal of Building Structures,2004,25(5):10-16.[周颖,吕西林,卢文胜.立面开大洞短肢剪力墙-筒体结构的动力试验研究及有限元计算分析[J].建筑结构学报,2004,25(5):10-16.]
[6]朱伯龙.结构抗震试验[M].北京:地震出版社,1989.
[7]Harry G Harris,Gajanan M Sabnis.Structural modelingand experimental techniques[M].CRC Press,1999.
[8]Zou Yun,Lu Xilin,Lu Wensheng,et al.Shaking tablemodel test design for Shanghai World Financial Center[J].Earthquake Engineering and Engineering Vibration,2005,25(4):54-59.[邹昀,吕西林,卢文胜,等.上海环球金融中心大厦整体结构振动台试验设计[J].地震工程与工程振动,2005,25(4):54-59.]
[9]施卫星.超高层结构模拟地震振动台试验研究[C]//第五届高层建筑技术交流会论文集.桐庐,1995.
[10]Xu Lei,Shi Weixing,Zhang Jun.Simulated earthquakeexperiment study of a high-rise building structure model[J].Journal of Building Structures,2001,22(5):15-19.[徐磊,施卫星,张钧.超高层结构整体模型振动台试验研究[J].建筑结构学报,2001,22(5):15-19.]
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