装配整体式混凝土框架梁柱组合体抗震性能试验研究

为研究基于GB/T 51231—2016《装配式混凝土建筑技术标准》改进的新型配筋构造的装配整体式混凝土框架梁柱组合体的抗震性能，进行了4个梁柱组合体试件的拟静力试验。试件的受力纵筋和箍筋均采用HRB500钢筋，且为满足易施工性的要求，试件中的预制柱采用大直径大间距纵筋，叠合梁采用大肢距组合封闭箍，后浇梁柱节点区则采用了并箍等配筋构造。研究了梁柱组合体的破坏形态、滞回曲线、骨架曲线、延性等抗震性能，并分析了各变形成分对柱顶侧移的贡献比例。结果表明：当层间侧移角为1/1800时，梁端接缝即出现开裂；组合体均发生梁端接缝受弯破坏，且破坏集中在接缝较小范围内；柱端荷载-位移滞回曲线形状均较为饱满，耗能能力较好；位移延性系数为3.04~3.91，极限侧移角为1/38~1/33，具有较好的延性；破坏时，梁端接缝滑移产生的侧移占总侧移的7%~12%，设计时需予以考虑；按梁端接缝受弯承载力确定的水平极限荷载计算值与试验值之比为0.83~0.89，仍具有一定的安全储备，但对弯剪复合受力下梁端接缝承载力的计算方法值得进一步研究；叠合梁和后浇节点区的配箍形式对试件的抗震性能及承载力影响不大，但梁腹接缝处配置附加抗剪纵筋可减小接缝滑移并提高试件的承载力。研究结果表明所采用的配筋构造能保证装配式梁柱组合体具有足够的抗震性能，可为工程应用提供参考。

Experimental study on seismic performance of beam-column sub-assemblage in monolithic precast concrete frame

To study the seismic performance of improved beam-column sub-assemblage based on code GB/T 51231—2016 in monolithic precast concrete frames with new reinforcement detailing, four specimens were tested under quasi-static loading. The HRB500 rebars were used for longitudinal reinforcement and stirrups. To meet the requirements of buildability, large-diameter rebars with large spacing were used in precast columns, large-spacing composite closed stirrups were used in composite beams, and coordinate stirrups were used in cast-in-situ joints. The failure modes, hysteretic curves, skeleton curves, and ductility of the specimens with these reinforcement configurations were studied, and the ratios of different deformation components to the column drift were analyzed. The results indicate that the interface of the beam end firstly cracks when the drift ratio is about 1/1800. The bending failure happens at the interface of the beam end, and the failure concentrates in a small region near the interface. The hysteretic loops are plump and the energy-dissipating capacity is good. The displacement ductility coefficient is 3.04-3.91, and the ultimate drift ratio is 1/38-1/33, which means that the ductility of the specimens is good. The drift caused by the sliding of the interface accounts for about 7%-12% of the whole drift when the specimens are destroyed, which should be considered in design. The ultimate horizontal load was calculated based on the flexural bearing capacity of the interface at the beam end, and the ratio of the calculated value to the test value is 0.83-0.89, which means that the design still has a certain safety reserve, but the calculation method of the load capacity at the interface of the beam end under combined bending moment and shear force requires further investigation. The configurations of the stirrups in the composite beams and the cast-in-situ joints have little influence on the seismic performance and the ultimate load. The additional shear reinforcement can reduce the sliding of the interface and thus improve the bearing capacity of the specimens. The research shows that the reinforcement details adopted in this study can ensure sufficient seismic performance of the precast concrete frame, which can provide a reference for engineering applications.