外包UHPC加固长期荷载作用下CFST墩柱轴压力学性能

孔文渊; 邢智权; 陈力波; 郑立; 吴晓磊; 陈誉

doi:10.19818/j.cnki.1671-1637.2026.011

外包UHPC加固长期荷载作用下CFST墩柱轴压力学性能

doi: 10.19818/j.cnki.1671-1637.2026.011

孔文渊^1,,
邢智权^{2, 3},
陈力波¹,
郑立⁴,
吴晓磊⁵,
陈誉^{2, 3, ,}

1.
福州大学土木工程学院, 福建福州 350108
2.
北京工业大学城市与工程安全减灾教育部重点实验室, 北京 100124
3.
福州大学结构工程国际暨港澳台联合实验室, 福建福州 350116
4.
福建建工集团有限责任公司, 福建福州 350003
5.
中庆建设有限责任公司, 吉林长春 130000

基金项目:

福建省科技厅高校产学研合作项目 2024Y4013

福建省住房与城乡建设厅科学技术计划项目 2022-K-083

福建省住房与城乡建设厅科学技术计划项目 2023-K-65

福建省住房与城乡建设厅科学技术计划项目 2023-K-96

国家级大学生创新创业训练项目 202410386018

详细信息

作者简介:
孔文渊（1996-），男，安徽合肥人，博士研究生，E-mail：wenyuankong@163.com

通讯作者:
陈誉（1978-），男，湖北荆州人，教授，博士生导师，工学博士，E-mail：yuchen@bjut.edu.cn

中图分类号: U443.22
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- 文章访问数: 71
- HTML全文浏览量: 38
- PDF下载量: 17
- 被引次数: 0
出版历程
- 收稿日期: 2025-04-03
- 录用日期: 2025-08-22
- 修回日期: 2025-05-14
- 刊出日期: 2026-07-28

Axial compression performance of CFST pier column under long-term load reinforced by encased UHPC

KONG Wen-yuan^1
,,
XING Zhi-quan^{2, 3},
CHEN Li-bo¹,
ZHENG Li⁴,
WU Xiao-lei⁵,
CHEN Yu^{2, 3
, ,}

1.
College of Civil Engineering, Fuzhou University, Fuzhou 350108, Fujian, China
2.
Key Laboratory of Urban Security and Disaster Engineering of Ministry of Education, Beijing University of Technology, Beijing 100124, China
3.
International and Hong Kong, Macao and Taiwan Connection Laboratory of Structural Engineering, Fuzhou University, Fuzhou 350116, Fujian, China
4.
Fujian Construction Engineering Group Co., Ltd., Fuzhou 350003, Fujian, China
5.
Zhongqing Construction Co., Ltd., Changchun 130000, Jilin, China

Funds:

University Industry-study-research Cooperation Project of Fujian Province Science and Technology Department 2024Y4013

Science and Technology Plan Project of Housing and Urban-rural Construction Industry of Fujian Province 2022-K-083

Science and Technology Plan Project of Housing and Urban-rural Construction Industry of Fujian Province 2023-K-65

Science and Technology Plan Project of Housing and Urban-rural Construction Industry of Fujian Province 2023-K-96

National College Students Innovation and Entrepreneurship Training Project 202410386018

More Information

Corresponding author: CHEN Yu, professor, PhD, E-mail: yuchen@bjut.edu.cn

Article Text (Baidu Translation)

摘要

摘要: 为研究长期荷载作用对墩柱加固后性能的影响，设计了20个不同长期荷载比和截面加固形式的轴压试验构件，采用预应力长期持荷加载装置对钢管混凝土（CFST）试件施加轴向压力，监测了试件应变变形发展情况；采用外包超高性能混凝土（UHPC）对试件进行扩大截面加固，形成组合墩柱构件，对加固后墩柱进行轴压极限加载，分析了长期荷载对加固后墩柱破坏特征和力学性能的影响；建立考虑核心混凝土收缩徐变的有限元模型，进一步开展了参数分析研究截面参数对加固效果的影响；基于试验和数值模拟结果，提出了考虑长期荷载影响的UHPC加固CFST墩柱轴压极限承载力预测公式。研究结果表明：低长期荷载比条件下加固后墩柱主要表现为加固层端部劈裂破坏，高长期荷载比作用下则表现为柱中截面加固层压溃破坏；长期荷载作用下因核心混凝土收缩徐变导致钢管承担更大荷载，柱脚发生局部变形并产生跨中附加挠度，降低变形协调性能，进而导致加固效果下降；加固层配筋率和长期荷载比对加固后墩柱承载力影响显著，低长期荷载比能够一定程度改善构件受力性能，当加固层配筋时能有效限制长期荷载的不利影响，使承载力折减系数降低到10%以内，建议实际应用中加固层配筋率达到1%以上。研究提出的极限承载力预测公式可为长期荷载作用下CFST构件的加固设计提供参考。
- 桥梁工程 /
- 墩柱承载力 /
- 轴压试验 /
- UHPC加固 /
- 长期荷载 /
- 约束效应
Abstract: To investigate the influence of long-term loading on the post-reinforcement performance of pier columns, 20 axial compression specimens were designed with varying long-term load ratios and section reinforcement configurations. A prestressed long-term loading device was employed to apply sustained axial compression to concrete-filled steel tube (CFST) specimens, and the evolution of strain and deformation was monitored. The specimens were subsequently reinforced by encasing ultra-high performance concrete (UHPC) to form composite pier columns, which were then tested under ultimate axial compression. The effects of long-term loading on failure modes and mechanical behavior were systematically analyzed. A finite element model incorporating core concrete shrinkage and creep was established, and parametric studies were conducted to evaluate the influence of sectional parameters on reinforcement efficiency. Based on experimental and numerical results, a predictive formula for the ultimate axial bearing capacity of UHPC-reinforced CFST pier columns accounting for long-term loading effects was proposed. The results indicate that under low long-term load ratios, splitting failure occurs at the ends of the reinforced layer, whereas under high ratios, crushing failure predominates at the mid-height section. Long-term loading induces additional load transfer to the steel tube due to concrete shrinkage and creep, leading to local deformation at the column base and increased mid-span deflection, which impairs deformation compatibility and reduces reinforcement effectiveness. The reinforcement ratio of the encased layer and the long-term load ratio significantly influence the ultimate capacity. A moderate long-term load ratio can moderately improve the mechanical response, while the inclusion of reinforcement in the UHPC layer effectively mitigates the adverse effects of long-term loading, limiting the capacity reduction coefficient to within 10%. A reinforcement ratio exceeding 1% is recommended for practical applications. The proposed formula offers a reliable reference for the design of CFST member reinforcements under long-term loading.
- bridge engineering /
- bearing capacity of pier column /
- axial compressive test /
- reinforced by UHPC /
- long-term load /
- confinement effect

HTML全文

图 1 墩柱试件

Figure 1. Pier column specimens

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图 2 长期荷载加载装置

Figure 2. Long-term loading application devices

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图 3 长期荷载下竖向应变随时间变化曲线

Figure 3. Longitudinal strain versus time curves under long-term load

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图 4 UHPC加固层浇筑与养护

Figure 4. Pouring and maintenance of UHPC reinforced layer

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图 5 轴压荷载加载装置

Figure 5. Axial compression loading device

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图 6 应变片布置

Figure 6. Arrangement of strain gauges

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图 7 试件破坏模式对比

Figure 7. Comparison of failure modes of specimens

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图 8 不同长期荷载比条件下荷载-轴向位移曲线试验结果和模拟结果

Figure 8. Test results and simulated results of load-axial displacement curves under different long-term loading ratios

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图 9 长期荷载比对极限承载力的影响

Figure 9. Influence of long-term loading ratio on ultimate bearing capacity

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图 10 长期荷载比对轴压刚度的影响

Figure 10. Influence of long-term loading ratio on axial stiffness

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图 11 不同长期荷载比下荷载-应变曲线

Figure 11. Load-strain curves under different long-term loading ratios

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图 12 有限元模型

Figure 12. Finite element model

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图 13 有限元模拟极限承载力对比

Figure 13. Comparison of ultimate bearing capacities in finite element simulation

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图 14 有限元模拟破坏模式

Figure 14. Failure modes in finite element simulation

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图 15 关键加固参数对极限承载力影响

Figure 15. Influence of key reinforcement parameters on ultimate bearing capacity

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图 16 长期荷载比和加固层配筋率对承载力折减系数的影响

Figure 16. Influence of long-term loading ratio and steel content of reinforced layer on strength reduction coefficient

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图 17 公式预测极限承载力

Figure 17. Ultimate bearing capacity predicted by formula

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表 1 试件设计参数及测试结果

Table 1. Design parameters and test results of specimens

试件编号	加固前截面尺寸/mm	加固后截面边长/mm	长期荷载比	极限承载力/kN	轴压刚度/（kN·mm^-1）	延性系数	承载力折减系数/%
SCFST-Lr0.0	边长为120		0.0	911.6	387.5	3.2	0.0
SCFST-Lr0.3	边长为120		0.3	897.4	390.0	2.5	1.6
SCFST-Lr0.5	边长为120		0.5	836.4	388.7	2.8	8.2
SCFST-Lr0.7	边长为120		0.7	819.2	389.1	3.1	10.1
SUC-SCFST-Lr0.0	边长为120	160	0.0	2 195.2	590.8	1.2	0.0
SUC-SCFST-Lr0.3	边长为120	160	0.3	2 314.6	425.4	1.1	-5.4
SUC-SCFST-Lr0.5	边长为120	160	0.5	1 935.2	355.0	1.3	11.8
SUC-SCFST-Lr0.7	边长为120	160	0.7	981.8	304.0	1.8	55.3
SUCR-SCFST-Lr0.0	边长为120	160	0.0	2 305.2	582.3	1.3	0.0
SUCR-SCFST-Lr0.3	边长为120	160	0.3	2 341.6	467.9	1.2	-1.6
SUCR-SCFST-Lr0.5	边长为120	160	0.5	2 290.6	446.1	1.1	0.6
SUCR-SCFST-Lr0.7	边长为120	160	0.7	2 216.2	433.2	0.9	3.9
CCFST-Lr0.0	半径为120		0.0	867.2	188.1	1.8	0.0
CCFST-Lr0.3	半径为120		0.3	825.9	187.6	1.6	4.8
CCFST-Lr0.5	半径为120		0.5	789.3	185.6	1.6	9.0
CCFST-Lr0.7	半径为120		0.7	727.7	178.0	2.4	16.1
SUC-CCFST-Lr0.0	半径为120	160	0.0	2 360.2	629.9	1.1	0.0
SUC-CCFST-Lr0.3	半径为120	160	0.3	2 304.6	546.2	0.8	2.4
SUC-CCFST-Lr0.5	半径为120	160	0.5	1 646.8	475.2	1.1	30.2
SUC-CCFST-Lr0.7	半径为120	160	0.7	973.0	386.8	1.9	58.8

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表 2 UHPC配合比

Table 2. Mix proportion of UHPC kg·m^-3

水泥	硅灰	石英砂			石英粉	减水剂	水	钢纤维
水泥	硅灰	40~70目	20~40目	10~20目	400目	减水剂	水	钢纤维
844.5	253.4	118.2	346.3	447.6	79.4	21.1	241.5	234

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表 3 网格尺寸敏感性分析

Table 3. Sensitivity analysis of mesh size

钢管网格尺寸/mm	内填混凝土网格尺寸/mm	加固层网格尺寸/mm	单元数量/个	计算时间/min	极限承载力模拟值/kN
5.0	5.0	5.0	113 504	392	2 315.3
7.5	7.5	7.5	527 724	136	2 315.3
10.0	10.0	10.0	29 264	33	2 298.2
12.5	12.5	12.5	26 240	30	2 288.4
13.5	13.5	13.5	23 008	24	2 426.7
15.0	15.0	15.0	21 296	20	2 029.2
20.0	20.0	20.0	19 256	14	1 924.0

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