足尺钢梁柱刚性连接节点抗震性能试验研究

Experimental study on full-scale steel beam-to-column moment connections

通过10个不同连接构造的足尺钢梁柱刚性连接节点的试验,研究了标准栓焊连接节点、标准全焊连接节点、梁翼缘加强型节点、梁翼缘局部削弱型节点以及梁贯通型节点在梁端往复荷载作用下的破坏过程、破坏形态、承载力和塑性变形能力等抗震性能。试验结果表明,梁翼缘局部切割削弱和梁翼缘加盖板节点的梁的极限塑性转角大于0.03,梁贯通型节点、梁下翼缘加腋节点和梁翼缘打孔节点的梁的极限塑性转角大于0.02,其余类型节点的都小于0.02。对实测的梁翼缘和腹板的应力分布的分析表明,梁根部翼缘处于三向应力状态,是其脆性断裂破坏的原因之一。建议钢框架梁柱连接优先采用梁翼缘加梯形盖板节点和梁下翼缘加腋节点。

Ten different full-scale steel beam-to-column moment connections used in moment-resisting frames （MRFs） were tested to study the failure process, failure mode, strength and plastic deformation capacity. The specimens consisted of one conventional welded flange-bolted web connection, one conventional fully welded connection, four beam flange strengthened connections, three beam flange weakened connections and one through-diaphragm connection. Test results show that the beam ultimate plastic rotation of connections with flange cover plates or with partial cut flanges is larger than 0.03, that of through - diaphragm connection and connections with bottom beam haunch or with perforated beam flanges is larger than 0.02, that of other type connections is less than 0.02. The measured stress profiles along the beam flange and the beam web depth show that the tri-direction stress state at the flange of beam end is one of the causes of brittle fracture occurred at the beam end. Beamto-column moment connections with beam flange cover plates or with bottom beam haunch are recommended first for steel MRFs.