新型墙板内置无黏结支撑钢框架滞回性能试验研究

通过墙板内置无黏结支撑钢框架结构的拟静力试验研究，考察了墙板内置支撑的构造、支撑与钢框架的连接、梁柱节点形式与节点区加强方式等对其滞回性能的影响。试验表明，总体上，采用组合墙板和组装墙板的两种新型墙板内置支撑均具有良好的延性，墙板无破坏时支撑的轴向累积非弹性变形能力均满足要求。钢板支撑端部焊接加劲肋后再与钢框架直接焊接连接是可行的，梁柱节点刚接时加强梁端的构造使钢框架和支撑均有稳定的受力性能。梁柱铰接节点因承受面内弯矩而使角钢出现裂纹并受拉断裂。支撑和钢框架分别在层间侧移角约1/355和1/75时进入屈服。总体上，梁柱铰接和刚接的结构在破坏前骨架曲线分别呈双折线和三折线。梁柱刚接的结构中，钢梁翼缘在侧移角约1/50时出现局部屈曲，并在随后更大幅值加载下出现裂纹和受拉断裂。试件最终因局部钢构件的断裂而破坏，破坏时侧移角远大于1/50，破坏前结构的滞回性能较稳定。

Tests on hysteretic behavior of steel frame with unbonded steel plate brace encased in new wall panel

Cyclic tests of steel frame with unbonded steel plate brace encased in wall panel, which is referred to as panel buckling restrained braced frame (panel BRBF), were carried out to investigate the effects of constructional details, including panel BRBs, connections, strengthening measures, etc., on hysteretic behavior of the panel BRBFs. The tests revealed that the two new type panel BRBs with composite panel and assembled panel have good ductility and qualified cumulative inelastic axial deformation capacity when the panels remain intact. It is feasible that the ends of brace with stiffeners were directly welded to the steel frames. The reinforcing ways at the ends of beams in the specimens with moment-resisting beam-to-column connections ensure stable working behavior for both panel BRBs and steel frames. For the specimen with non-moment-resisting beam-to-column connections, the cracks and tension fracture occurred on the steel angles because the non-moment connections have to bear some in-plane bending moments. Besides, it was found that yielding of panel BRBs and steel frames occurred at inter-story drifts of about 1/355 and 1/75, respectively. The specimen with either non-moment or moment beam-to-column connections before eventual failure shows bilinear and trilinear skeleton curves in general, respectively. Local buckling of flanges of beams in the specimens with moment-resisting beam-to-column connections occurred at the drift of about 1/50, and cracks and tension fracture of the buckled flanges occurred at the drifts far larger than 1/50. Eventual failure of specimens is due to tension fracture of steel components, which occurred at story drifts far larger than 1/50. All specimens exhibited stable behavior prior to final failure.