《火灾科学（中英文）》编辑部

陈祥花,徐炜圣,梁莹,吴逸冲,陈宗平.CFRP约束混凝土棱柱体受火高温后轴压性能试验及剩余承载力计算[J].火灾科学,2025,34(3):239-248.

CFRP约束混凝土棱柱体受火高温后轴压性能试验及剩余承载力计算

Experimental study on axial compression performance and residual bearing capacity calculation of CFRP-confined concrete prisms after fire

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DOI：10.3969/j.issn.1004-5309.2025.03.08

基金项目:国家自然科学基金项目(51578163);广西高校中青年教师科研基础能力提升项目(2023KY1225);广西农业职业技术大学科学研究与技术开发计划课题(YKJ2206)

作者	单位
陈祥花^^	1.广西农业职业技术大学城乡建设学院,南宁,530007
徐炜圣	2.广西大学土木建筑工程学院,南宁,530004
梁莹	3.南宁学院土木与建筑工程学院,南宁,530200
吴逸冲	2.广西大学土木建筑工程学院,南宁,530004
陈宗平	2.广西大学土木建筑工程学院,南宁,530004 3.南宁学院土木与建筑工程学院,南宁,530200

中文关键词: CFRP约束混凝土受火高温轴压性能承载力计算

英文关键词:CFRP-confined concrete Fire-induced high temperature Axial compression performance Bearing capacity calculation

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中文摘要:

以历经最高温度和恒温时长为变化参数模拟不同火灾环境,设计了23个CFRP约束混凝土试件进行轴压试验,研究了CFRP约束混凝土遭受火灾高温环境后的轴压性能和剩余承载力。试验分析了试件整体烧失率的变化以及高温后试件的破坏过程、破坏形态,分析历经最高温度和恒温时长对试件峰值应力、轴压刚度、延性和耗能的影响。结果表明,在350 ℃以下的试件中,破坏形态为CFRP在棱柱体转角撕裂并压碎混凝土,而400 ℃以上试件破坏形态则为CFRP搭接失效,相互脱落剥离。随着历经温度的升高,试件轴压性能下降明显,历经500 ℃的CFRP约束混凝土棱柱体试件与20 ℃试件相比其峰值应力、轴压刚度和耗能能力分别下降47.0%、52.4%和30.5%。温度对延性的影响不明显,恒温时长对轴压性能的影响幅度小于历经最高温度的影响。最后提出了高温后CFRP约束混凝土棱柱体的剩余承载力计算模型,计算值和试验值吻合较好。

英文摘要:

To investigate the axial compressive performance and residual bearing capacity of CFRP-confined concrete after exposure to high temperatures, 23 specimens were designed for axial compression tests in different fire environments with various maximum temperatures and constant durations. The change in ignition loss of the specimens, as well as their failure process and mode, was analyzed. The effects of the maximum temperature and constant duration on the ultimate stress, axial compressive stiffness, ductility, and energy dissipation of the specimens were evaluated. The results showed that before reaching 350 ℃, the failure of the specimens was attributed to the CFRP breaking at the corner of the prism and the crushing of concrete. After reaching 400 ℃, the CFRP peeled off each other at the overlap. As the maximum temperature increased, the axial compressive performance of the specimens significantly decreased. Compared with the specimens tested at 20 ℃, the ultimate stress, axial compressive stiffness, and energy dissipation capacity of the CFRP-confined concrete specimens subjected to 500 ℃ all decreased by approximately 47.0%, 52.4%, and 30.5%, respectively. However, the temperature had little effect on the ductility of the specimens, and the constant duration had less impact on the axial compressive performance than the maximum temperature. Finally, a residual bearing capacity calculation model for high-temperature CFRP-confined concrete prisms was proposed, and the calculated values agreed well with the test results.

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