高强钢芯筒-螺栓连接钢管柱框架节点抗震性能试验研究

为解决现有单边螺栓容易拔出、钢管柱壁板撕裂等锚固不足问题，提出高强钢板-螺栓组合连接副，用于钢管柱框架节点。为研究该类节点的抗震性能和破坏模式，设计4个足尺比例的高强钢芯筒-螺栓连接钢管柱框架节点试件，变化参数为螺栓规格和钢梁端板厚度，分别进行单调加载静力试验和循环加载拟静力试验，考察节点破坏模式、转动能力、连接系数、耗能能力及螺栓拉力。研究表明:M20-20、M24-25两种钢板螺栓组合连接节点可达到抗震规范的节点承载力连接系数限值要求，为半刚性节点；单调和循环两种加载方式下节点的破坏模式相近，节点域应变和变形都较小，对节点转动角度影响可以忽略；循环加载下节点的破坏位移明显较单调加载的小，梁端受弯承载力略有提高，芯筒端部钢管柱应变显著增长，M24-25节点的耗能能力较M20-20的高约10%；循环荷载作用下的螺栓最大实测拉力大于单调荷载作用下的螺栓最大拉力，组合连接副承载力的设计方法有待进一步研究。

Experimental study on seismic behavior of steel tubular column frame joint assembled by high strength steel core tube-bolts

In order to solve the insufficient anchorage problem of the blind bolt, such as the pulling out of blind bolt and the tearing of steel tube column corner plate, the high strength steel plate-bolt combined connection assemblies for steel tube column frame joint were proposed. To study the seismic behavior and the failure modes of the new frame joints, four 1∶1 full scaled high strength steel tube-bolt steel pipe column frame joint specimens were designed. The parameters studied included bolt specification and end plate thickness. The monotonic and cyclic tests were conducted respectively. The failure mode, rotation capacity, connection coefficient, energy dissipation capacity and bolt tension of the joint were studied. The research shows that both M20-20 and M24-25 bolts meet the connection coefficient requirement of the ultimate capacity in Chinese seismic code. All the specimens are semi-rigid joints. The failure modes under the monotonic test are similar to those of the cyclic test. In the joint panel zone, the strain and deformation are both small, where the rotation can be ignored for the joint rotation. For the cyclic and monotonic tests, the failure displacement of the former is smaller than that of the latter, and the ultimate bearing capacity is a little bigger than that of the latter, and the strain of column at the steel tube end increases rapidly under the cyclic loading. The energy dissipation capacity of the M24-25 assembled joint is about 10% higher than that of the M20-20. The maximum bolt tension tested under the cyclic loading is bigger than that under monotonic loading. The design method of bearing capacity for the high strength steel plate-bolt assemblies need to be further studied.