复杂退台高位转换高层建筑振动台试验与分析
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摘要
对一幢具有转换层的复杂退台式框架剪力墙高层建筑的1/35缩尺模型进行了模拟地震振动台试验,深入研究该结构的动力特性和地震反应特征。试验及理论分析表明:该结构的抗震性能基本满足现行规范要求;由于结构上部逐渐退台,因而结构顶部有较明显的鞭端效应;结构首层和结构转换层及其相邻层的剪力墙、转换层上下层柱是受力较大的区域,应当局部加强,避免应力突变引发的竖向构件破坏等安全隐患的出现,提高结构整体抗震能力。
Seismic behavior of a complex high-rise frame-shear wall structure with gradually decreasing stiffness and high transfer floor is studied on the shaking table.A 1:35 scaleed model of the building is constructed;the dynamic characteristics and earthquake responses of the model under three earthquake ground motions,which include one synthetic ground motion and two natural ground motions are researched.The results of test and finite element analysis of the model show that the seismic behavior of the buildings basically satisfies the requirements of the code for seismic design of the buildings;because of the gradually decreasing stiffness in the upper parts of the structure,the apparent seismic-whiplash-effect shows on the top of the structure;the first floor,the transfer floor and its adjacent floor are seismic weak floors of the building,which should be partially strengthened to avoid the potential seismic risk and to increase the seismic capacity of the building.
Seismic behavior of a complex high-rise frame-shear wall structure with gradually decreasing stiffness and high transfer floor is studied on the shaking table.A 1:35 scaleed model of the building is constructed;the dynamic characteristics and earthquake responses of the model under three earthquake ground motions,which include one synthetic ground motion and two natural ground motions are researched.The results of test and finite element analysis of the model show that the seismic behavior of the buildings basically satisfies the requirements of the code for seismic design of the buildings;because of the gradually decreasing stiffness in the upper parts of the structure,the apparent seismic-whiplash-effect shows on the top of the structure;the first floor,the transfer floor and its adjacent floor are seismic weak floors of the building,which should be partially strengthened to avoid the potential seismic risk and to increase the seismic capacity of the building.
引文
[1]夏鹏.建筑退台式的发展[J].华中建筑2,008,26(5):64-68.
[2]谢凌志,熊峰,冯远.复杂退台式高层建筑抗震性能研究[J].四川建筑科学研究,20103,6(2):168-172.
[3]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.
[4]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2,007:239-243.
[5]马玉宏,金建敏,韩小雷,等.高层钢-混凝土组合门式结构消能减震体系模拟地震振动台试验研究[J].振动与冲击,20102,9(6):134-139.
[6]黄襄云,金建敏,周福霖,等.高位转换框支剪力墙高层建筑抗震性能研究[J].地震工程与工程振动2,004,24(3):73-81.
[7]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]谢凌志,熊峰,冯远.复杂退台式高层建筑抗震性能研究[J].四川建筑科学研究,20103,6(2):168-172.
[3]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.
[4]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2,007:239-243.
[5]马玉宏,金建敏,韩小雷,等.高层钢-混凝土组合门式结构消能减震体系模拟地震振动台试验研究[J].振动与冲击,20102,9(6):134-139.
[6]黄襄云,金建敏,周福霖,等.高位转换框支剪力墙高层建筑抗震性能研究[J].地震工程与工程振动2,004,24(3):73-81.
[7]GB 50011-2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.
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