某高位转换框支剪力墙超限高层结构模拟地震振动台试验研究

Shaking table test of a high-rise frame-supported shear wall structure with a high transfer floor

某高位转换框支剪力墙超限高层结构,在5层设箱式转换层,其下为框支剪力墙结构,其上为剪力墙结构,因部分剪力墙结构不落地而形成竖向刚度不连续的结构体系。对该结构体系的特点、模拟地震振动台试验方案的设定、材料的选取、动力相似关系的确定以及模型结构的简化设计进行了介绍。测试了1/20整体模型模型结构的动力特性及其在8度多遇、基本和罕遇水准地震作用下的加速度、位移和应变反应等,研究了模型结构的破坏机理和破坏模式,并根据试验结果,用相似关系原理得到了原型结构的动力特性、层间位移、楼层剪力等动力反应。试验结果表明模型结构前3阶振型频率分别为5.101 Hz(X向平动)、5.466 Hz(Y向平动)和7.652 Hz(整体扭转),原型结构对应的前3阶振型周期分别为1.456 s、1.362 s和0.970 s,扭转为主第一周期与平动为主第一周期之比为0.66。在8度罕遇水准地震作用下,原型结构框支层、转换层和转换层以上结构的最大层间位移角分别1/805、1/317和1/145,框支柱及转换梁等构件完好,可见该结构布置合理,整体结构抗震性能较好,能满足"小震不坏,中震可修、大震不倒"之抗震设防要求。

A high-rise frame-supported shear wall structure with a high transfer floor at ~he fifth stopy was studied, its upper and lower were a shear wall structure and a frame-shear wall structure, respectively. Because of some transfer beam-supported shear walls, the vertical stiffness of this structure was discontinuous. The characteristics of the structural system, its material selection, the dynamic similitude relationship and the simplified design of the model structure were introduced. The dynamic responses of accelerations and displacements of a 1/20 scale model under different level of 8 degree earthquake were measured. Its cracking pattern and failure mechanism were studied as well. Then, the dynamic characteristics and the seismic responses of the original structure were obtained with the dynamic simulitude relationship according to the test results. It was shown that the first three modal frequencies of the tested model are 5. 101Hz ~ translation in X direction）, 5. 466 （translation in Y direction） and 7. 652Hz （overall torsion） ; the corresponding modal periods of the first original structure are 1. 456s, 1. 362s and 0. 970s; the ratio of the first torsional period to the first translation period is 0.66; the maximum inter-story drift ratios of the frame-supported floor, the transfer story and the upper structure of the transfer story of the original structure under rarely occmTed earthquake are 1/805, 1/317 and 1/ 145, respectively. The results mentioned above showed that the structure has a good anti-seismic behavior and a proper structural an＇angement, it meets the requirements of no damage under frequent earthquakes and no collapse under rare earthquakes.