装配式型钢全再生混凝土框架结构抗震性能试验研究

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振动与冲击 ›› 2025, Vol. 44 ›› Issue (8) : 209-219.

地震科学与结构抗震

装配式型钢全再生混凝土框架结构抗震性能试验研究

陈宇良*1,2,3，王双翼1，刘杰1，姜锐1，叶培欢1,2

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Experimental study on seismic performance of assembled steel fully recycled concrete frame structure

CHEN Yuliang*1,2,3,WANG Shuangyi1,LIU Jie1,JIANG Rui1,YE Peihuan1,2

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摘要

为研究装配式型钢全再生混凝土框架-再生混凝土填充墙结构的抗震性能，设计了缩尺比为1:2.5的1榀现浇型钢混凝土框架（对照组）和2榀装配式型钢全再生混凝土框架。通过低周反复加载试验探究了装配式型钢全再生混凝土框架滞回曲线、骨架曲线、刚度退化、耗能能力、强度退化和层间位移角等力学性能。结果表明：装配式型钢全再生混凝土框架与现浇普通混凝土框架破坏形态相似，均表现为梁端和柱底塑性铰区破坏；装配式型钢全再生混凝土框架刚度退化相较于现浇普通混凝土框架更为明显，最大降低幅度约为62.54%；带填充墙装配式型钢全再生混凝土框架耗能能力最优，比现浇型钢混凝土框架提高了约22.22%；现浇普通型钢混凝土框架与装配式型钢再生混凝土框架的强度退化系数在0.89~0.91之间，带填充墙装配式型钢全再生混凝土框架的强度退化系数在0.77~0.82之间；装配式型钢全再生混凝土框架位移延性系数约为2.14~4.63，与现浇普通混凝土结构相比最大提高幅度约为118.40%；现浇型钢普通混凝土框架与装配式型钢再生混凝土框架的极限层间位移角介于1/39~1/28之间。应变测试结果表明，该结构承载力主要由截面上的正应力控制，塑性铰开始形成于梁端，最后在柱底形成塑性铰，其破坏属于梁铰机制，满足强柱弱梁的抗震要求。

Abstract

In order to study the seismic performance of the assembled steel fully recycled concrete frame-recycled concrete infilled wall structure, a cast-in-place steel reinforced concrete frame (control group) and two assembled steel reinforced recycled concrete frames with a scale ratio of 1:2.5 were designed. The mechanical properties such as hysteresis curve, skeleton curve, stiffness degradation, energy dissipation capacity, strength degradation and inter-story displacement angle of assembled steel reinforced fully recycled concrete were investigated by low cyclic loading test. The results show that the failure modes of the assembled steel fully recycled concrete frame and the cast-in-place ordinary concrete frame are similar, both of which are manifested as the failure of the plastic hinge zone at the beam end and the column bottom. The stiffness degradation of prefabricated steel reinforced recycled concrete frame is more obvious than that of cast-in-place ordinary concrete frame, and the maximum reduction is about 62.54 %. The energy dissipation capacity of the prefabricated steel reinforced recycled concrete frame with infill wall is the best, which is about 22.22 % higher than that of the cast-in-place steel reinforced concrete frame. The strength degradation coefficient of cast-in-place ordinary steel reinforced concrete frame and assembled steel reinforced recycled concrete frame is between 0.89 and 0.91, and the strength degradation coefficient of assembled steel reinforced recycled concrete frame with infilled wall is between 0.77 and 0.82. The displacement ductility coefficient of the assembled steel reinforced recycled concrete frame is about 2.14 ~ 4.63, which is about 118.40 % higher than that of the cast-in-place ordinary concrete structure. The ultimate inter-story displacement angle of cast-in-place steel ordinary concrete frame and assembled steel recycled concrete frame is between 1/39 and 1/28. The strain test results show that the bearing capacity of the structure is mainly controlled by the normal stress on the section. The plastic hinge begins to form at the beam end, and finally forms at the bottom of the column. The failure belongs to the beam hinge mechanism, which meets the seismic requirements of strong column and weak beam.

导出引用

陈宇良1, 2, 3, 王双翼1, 刘杰1, 姜锐1, 叶培欢1, 2. 装配式型钢全再生混凝土框架结构抗震性能试验研究[J]. 振动与冲击, 2025, 44(8): 209-219

CHEN Yuliang1, 2, 3, WANG Shuangyi1, LIU Jie1, JIANG Rui1, YE Peihuan1, 2. Experimental study on seismic performance of assembled steel fully recycled concrete frame structure[J]. Journal of Vibration and Shock, 2025, 44(8): 209-219

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