“强梁弱柱”预制混凝土节点抗震性能和破坏模式研究

陈伟宏; 王晨阳; 曾俊煌; 李亮冰; 崔双双

doi:10.13204/j.gyjz202001005

“强梁弱柱”预制混凝土节点抗震性能和破坏模式研究

doi: 10.13204/j.gyjz202001005

1. 福州大学土木工程学院, 福州 350116;
2. 福建建超建设集团有限公司, 福建漳州 363900;
3. 福建工程学院土木工程学院, 福州 350118

基金项目:

国家自然科学基金项目（51508099）；福建省自然科学基金项目（2017J01672）；福州市科技局科技计划项目（2018-G-52）。

详细信息

作者简介:
陈伟宏,男,1980年出生,博士,副研究员。

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出版历程
- 收稿日期: 2019-07-16

RESEARCH ON SEISMIC BEHAVIOR AND FAILURE MODE OF “STRONG BEAM AND WEAK COLUMN” PC JOINTS

CHEN¹,
Weihong¹,
WANG²,
Chenyang²,
ZENG^{3
, ,}

1. College of Civil Engineering, Fuzhou University, Fuzhou 350116, China;
2. Fujian Jianchao Construction Group Co., Ltd., Zhangzhou 363900, China;
3. College of Civil Engineering, Fujian University of Technology, Fuzhou 350118, China

摘要

摘要: 为研究"强梁弱柱"型预制混凝土(PC)框架节点的抗震性能,设计并完成了不同轴压比的2个足尺"强梁弱柱"型PC框架节点和1个现浇混凝土(RC)节点对比试件的拟静力试验,获得了此类节点的滞回曲线及破坏模式。试验结果表明:PC节点柱端屈服后,节点核心区上部叠合面迅速出现水平剪切裂缝,随后套筒内柱筋被拉断,柱失去承载能力;而RC节点为柱端屈服后的节点核心区剪切破坏,柱端屈服后,结构仍具有一定的承载力和塑性变形能力。3个节点的初始刚度大致相同,RC节点抗震承载能力明显优于PC节点。RC节点的延性系数为3.23,而PC节点为脆性破坏。该类型的"强梁弱柱"型PC节点抗震性能差,其破坏模式为柱端剪切脆性破坏,设计施工中应避免出现这类节点。
- PC节点 /
- 强梁弱柱 /
- 抗震性能 /
- 破坏模式 /
- 拟静力试验
Abstract: To investigate the seismic behavior of the "strong beam and weak column" PC frame joints, the quasi-static test of two full-scale "strong beam and weak column" PC frame joints with different axial compression ratios and a cast-in-place comparison specimen were designed and completed. The hysteresis curves and failure modes of such joints were obtained. The test results showed that after the column end of the PC joints yielded, the horizontal shear cracks appeared on the composition plane of the upper part of joint core area, and then the tensile fracture of reinforcement bars of the column in sleeves occurred and the column lost its bearing capacity. The failure mode of the RC joint was shear failure of the core region after the column end yielded and the structure still had a certain bearing capacity and plastic deformability. The initial stiffness of each joint was approximately the same, and the seismic bearing capacity of the RC joint was significantly better than that of the PC joints. The ductility factor of the RC joint was 3.23, while the failure mode of PC joints was brittle failure. In conclusion, the "strong beam and weak column" PC joints showed poor seismic behavior, and its failure mode was column end shear brittle failure,which should be avoided in design and construction.
- PC joint /
- strong beam and weak column /
- seismic behavior /
- failure mode /
- quasi-static test

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