Eleven interior polyvinyl chloride (PVC)–carbon fiber-reinforced polymer (CFRP)-confined concrete (PCCC) column–ring beam joints are fabricated and experimentally investigated. The impacts of axial compression ratio, frame beam reinforcement ratio, CFRP strips spacing, ring beam width and ring beam reinforcement ratio, on seismic behaviors are analyzed. All specimens show obvious failure signs, and the frame beam reinforcement ratio exerts a degree of effect on failure positions, exhibiting different failure modes, such as shear failure in the joint zone, shear-bending failure at the junction and bending failure at the frame beam. The experimental results show that the hysteresis curves are relatively full, which have roughly experienced four stages as elastic, elastic–plastic, stable and decline stages, reflecting that the interior joints have considerable seismic behavior. The increment of ring beam reinforcement ratio or ring beam width enhances the load capacity, mitigates degradation of strength and stiffness. The peak load increases by 38.63% as the ring beam reinforcement ratio increases from 0.88 to 1.5%. When the ring beam width increases from 75 to 125 mm, the peak load increases by 37.24%. Appropriately increasing axial compression ratio can raise the load capacity, alleviate strength degradation, and enhance the initial stiffness. As the axial compression ratio increases from 0.2 to 0.4, the peak load increases by19.41%. The joints with larger frame beam reinforcement ratio show higher load capacity, while the frame beam reinforcement ratio exerts marginal impacts on strength and initial stiffness degradation. The existing classical shear models and specification design formulae are used to evaluate the shear capacity of the interior joints, and the reasons for the deviations of prediction results are expounded, which provides the theoretical basis and useful reference for the subsequent establishment of a new shear capacity formula of the joints.

制造了 11 个内部聚氯乙烯 (PVC)-碳纤维增强聚合物 (CFRP)-约束混凝土 (PCCC) 柱-环梁接头并进行了实验研究。分析了轴压比、框架梁配筋率、碳纤维布条间距、圈梁宽度和圈梁配筋率对抗震性能的影响。所有试件均有明显的破坏迹象，框架梁配筋率对破坏位置有一定影响，表现出不同的破坏模式，如节点区剪切破坏、连接区剪弯破坏和框架梁弯曲破坏. 实验结果表明，滞后曲线比较饱满，大致经历了弹性、弹塑性、稳定和下降四个阶段，反映出内部接缝具有相当大的抗震性能。环梁配筋率或环梁宽度的增加提高了承载能力，减轻了强度和刚度的退化。环梁配筋率由0.88%提高到1.5%，峰值荷载增加38.63%。当圈梁宽度从75mm增加到125mm时，峰值荷载增加了37.24%。适当提高轴压比可以提高承载能力，缓解强度退化，提高初始刚度。随着轴压比从0.2增加到0.4，峰值载荷增加了19.41%。框架梁配筋率越大的节点承载能力越高，而框架梁配筋率对强度和初始刚度退化影响较小。