大跨异形钢连廊连体结构振动台试验研究

为研究高烈度区大跨异形钢连廊连体结构的抗震性能，开展1/30缩尺模型的模拟地震振动台试验。通过33个工况，分析连体结构的破坏特征、动力特性、加速度、位移和应变响应。结果表明：8度多遇和设防地震作用下，连体结构未发生破坏，自振频率无明显改变，基本为弹性状态；随着地震动强度的增大，连体结构的损伤逐渐累积，自振频率逐渐下降，主楼和附楼I的加速度放大系数逐渐减小，钢连廊与附楼I连接处发生微小裂缝，钢连廊跨中的竖向加速度放大系数先减小后增大，同时钢连廊对竖向振动放大效应明显，且带有明显的扭转反应；8度罕遇地震作用下，主楼和附楼I的剪力墙、框架柱出现裂缝，钢连廊与附楼I连接处的破坏加剧，其竖向自振频率下降了3.37%。连体结构的薄弱处位于钢连廊与附楼I的连接处，该处发生局部锚固破坏。连体结构的层间位移角未超过抗震规范的限值，满足“小震不坏”和“大震不倒”的抗震设防要求。

Shaking table test of connected structure with large-span special-shaped#br#steel corridor

 In order to study the seismic performance of connected structures with large-span special-shaped steel corridor in high seismic intensity regions, one 1/30 scaled model structure was tested on the shaking tablet. The failure characteristics, dynamic properties, accelerations, displacements and the strains of the model structure were analyzed through 33 loading processes. The experimental results show that under the frequent and moderate intensity levels of degree 8, the connected structure suffers no significant damage and its natural frequency does not change obviously indicating it remains nearly elastic. As the increase of the ground motion intensity, damage gradually accumulated, the natural frequency descended, and the acceleration amplification factors of the main building as well as the affiliated building I decreased accordingly. And small cracks occurred at the junction of the steel corridor and the affiliated building I. The vertical acceleration amplification factor of the steel corridor in the mid-span first decreased and then increased. The vertical vibration of the steel corridor was amplified obviously with obvious torsion effect. Under the rare intensity level of degree 8, some cracks occurred in the shear wall and the frame columns of the main building and the affiliated building I. Damage at the junction between the steel corridor and the affiliated building I continued to aggravate. And the vertical frequency of the steel corridors decreased nearly 3.37%. The weak part of the connected structure exists at the junction between the steel corridor and the affiliated building I, in which anchoring damage occurs. The inter-story drift ratios of the connected structure do not exceed the limit of the current seismic code, and the requirements of no damage and no collapse can be met when under frequent and rare seismic intensity levels.