钢管混凝土斜柱转换结构模型振动台试验研究

为了研究某超高层建筑的抗震表现，对其进行了比例为1:35的模型振动台试验研究，该建筑塔楼的部分框架结构由两根钢管混凝土越层巨型框支柱支承，在结构7～11层设有钢管混凝土斜柱转换结构. 通过试验研究了缩比模型的破坏模式、自振周期、层间位移、扭转响应等动力响应；采用PERFORM-3D软件进行原结构弹塑性地震响应数值分析. 研究结果表明:由于结构布置的不对称性，结构整体扭转效应明显，塔楼部分的结构抗扭刚度不足；在台面加速度峰值接近罕遇地震工况的设定值470 cm/s2时，塔楼部分发生扭转破坏，此时除个别楼层外，各楼层的层间位移角仍满足弹塑性层间位移角限值1/100的要求；在所有工况下，转换区域未见破坏，钢管混凝土框支柱、斜柱的应变均处于弹性工作状态；数值分析结果和试验结果吻合良好. 

Shaking Table Test for Structural Model with Inclined Column Transfer System

To study the seismic performance of a super high-rise building, a shaking table test with a geometrical scale of 1/35 was carried out. Part of frames in the tower structure of the building are supported by two concrete-filled steel tubular (CFST) mega frame columns with duplex-story height, which are not connected to the first 6 floors. The inclined CFST column transfer structure is arranged on the 7th to 11th floors. Through experiments, failure modes, natural vibration period, story drift, and torsional responses of the structural model were studied first. Then, a numerical analysis of the elastic-plastic seismic response of the original structure was carried out via PERFORM-3D software. Results show that torsion effects were significant because of the asymmetric plane arrangement and the inadequate torsional stiffness of the tower. When the actual peak acceleration on the shake table surface was close to the value of the rare earthquake condition (i.e., 470 cm/s2), the torsional failure occurred in the tower. In this condition, except for very few stories, the story-drift angle of each floor was still smaller the limit value 1/100 of the elastic-plastic story-drift angle. Under all load conditions, the strains of CFST frame columns and inclined ones of the transfer areas stayed elastic. The analysis results are in good agreement with those of experiments.