剪切屈服型新型混合联肢墙足尺节点抗震性能试验研究

Experimental study on hysteretic behavior of full-scale shear-critical steel coupling beam-column connection in innovative bybrid coupled wall system

为研究含型钢边缘构件新型混合联肢墙体系节点的破坏特征和抗震性能,进行3个剪切屈服型连梁的混合联肢墙足尺节点的低周往复加载试验。观察节点的受力过程及破坏形态,并对试件的破坏机理、滞回性能、承载能力、耗能能力、变形组成、节点区设置面承载板以及连梁跨高比的影响进行分析。试验结果表明:新型混合联肢墙节点滞回曲线呈纺锤形,通过合理设置加劲肋,能够较好地限制局部屈曲,使其剪切屈服耗能,具有良好的抗震性能;节点等效黏滞阻尼系数在0.33以上,延性系数在4.75以上,类似于偏心支撑钢框架耗能梁段的性能;面承载板的设置对节点受力性能影响不大;钢连梁在跨高比1.7到4.3之间时都具有优良的抗震性能,能较好地解决混凝土连梁配筋困难、小跨高比连梁延性不足的问题。成果可供混合联肢墙体系的工程设计参考。

To investigate the failure modes and seismic behaviors of the connections in innovative hybrid coupled wall systems with shape steel boundary elements,three full-scale shear-critical steel coupling beam-column connections in hybrid coupled shear wall systems were tested under cyclic loading. The failure process and patterns were obtained. The failure mechanism, load-displacement hysteretic response, load-carrying capacity, energy dissipation, deformation components and the influence of face bearing plate and span-to-depth ratios were analyzed. The experimental results indicate that all specimens show good seismic behavior with spindle-shaped load versus story drift response curves. The controlled web buckling indicates that the desired ductile shear yielding can be achieved over the entire clear span. The equivalent viscous damping coefficient and ductility factor are over 0. 33 and 4. 75,respectively. The responses are the same as those of ductile steel link beams in EBF. No obvious effects are observed due to the existence of face bearing plates. The steel coupling beams have good seismic behavior when the span-to-depth ratio is between 1. 7 and 4. 3. The problem that the reinforcement bars are difficult to set and the ductility is deficient in coupling beams of small span-todepth ratios can be well solved. The research results can provide reference for the engineering practice of innovative hybrid coupled wall systems with shape steel boundary elements.