外包多腔钢板-混凝土组合剪力墙抗震性能试验研究

Experimental study on aseismic behavior of concrete filled double-steel-plate composite shear walls

以某超高层建筑核心筒剪力墙为原型,对外包多腔钢板-高强混凝土组合剪力墙进行试验研究。共进行8个1∶7模型和3个1∶12模型的拟静力试验,变化参数有含钢率、混凝土强度等级、暗柱与墙身钢板比例和剪跨比。试验研究发现:该种形式的组合剪力墙在较高轴压力水平下仍具有较好的变形能力,所有试件的极限位移角平均值为1/64。除采用3mm钢板的试件外,大部分试件的外包钢板均未发生明显的局部屈曲。由于墙底锚固措施的原因,有6个试件在墙体钢板与底板对接焊缝处发生了水平开裂,降低了试件的实际变形能力。提出的承载力计算方法能够较好地预测该种形式组合剪力墙的承载能力,且计算值偏于保守。对该种形式组合剪力墙的墙体锚固措施和连接构造进行了讨论,并提出设计建议。

The core tube of a super high-rise building is used to study the aseismic behavior of a new developed high- strength concrete filled double-steel-plate composite shear wall. Eight 1：7 scaled models and three 1：12 scaled models were tested under cyclic loading. The test parameters were steel content ratios, concrete strength, proportion of steel plates of boundary columns, wall body and shear span. The specimens exhibited high deformation capacities under high axial compressive forces. The average value of the ultimate drift ratios for all the specimens was 1/64. Local buckling of the steel plates was not evident for most specimens, except the specimens with 3ram steel plate. The horizontal welds between the surface steel plates and the end plates were fractured in the six specimens, which decreased the actual deformation capacities of the specimens. The proposed strength calculation method can give a good and conservative prediction. The anchorage method of the composite shear wall, the connecting configuration between the surface steel plates and the infill concrete are also discussed, and some design recommendations are given.