钢管增强混凝土拱面内受力全过程试验

何福云; 李聪; 陈宝春; BRISEGHELLABruno

doi:10.19818/j.cnki.1671-1637.2026.040

钢管增强混凝土拱面内受力全过程试验

doi: 10.19818/j.cnki.1671-1637.2026.040

何福云^1,,
李聪^2, ,,
陈宝春^{1, 2},
BRISEGHELLABruno^{1, 3}

1.
福州大学土木工程学院，福建福州 350108
2.
福建理工大学土木工程学院，福建福州 350118
3.
摩德纳雷焦艾米利亚大学恩佐法拉利工程系，摩德纳 41125

基金项目:

国家自然科学基金项目 52078136

中国博士后基金 2023T160138

福建理工大学科研启动基金 GY-Z23239

福建省教育厅中青年教育科研项目(科技类)重点项目 JZ240040

详细信息

作者简介:
何福云(1998-)，男，湖南衡阳人，工学博士研究生，E-mail: 1304646273@qq.com

通讯作者:
李聪(1990-)，男，河南汝南人，教授，博士生导师，工学博士，博士后，E-mail: congli@fjut.edu.cn

中图分类号: U448.2
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- 文章访问数: 48
- HTML全文浏览量: 25
- PDF下载量: 13
- 被引次数: 0
出版历程
- 收稿日期: 2025-05-23
- 录用日期: 2025-09-26
- 修回日期: 2025-08-07
- 刊出日期: 2026-05-28

Full-process test of in-plane load-bearing of steel tube reinforced concrete arch

HE Fu-yun^1
,,
LI Cong^{2
, ,},
CHEN Bao-chun^{1, 2},
BRISEGHELLA Bruno^{1, 3}

1.
College of Civil Engineering, Fuzhou University, Fuzhou 350108, Fujian, China
2.
School of Civil Engineering, Fujian University of Technology, Fuzhou 350118, Fujian, China
3.
Engineering Department of Enzo Ferrari, University of Modena and Reggio Emilia, Modena 41125, Modena, Italy

Funds:

National Natural Science Foundation of China 52078136

China Postdoctoral Science Foundation 2023T160138

Start-up Fund of Fujian University of Technology GY-Z23239

Key Project of the Education and Scientific Research of Education Department of Fujian Province for Young Teachers JZ240040

More Information

Corresponding author: LI Cong, professor, PhD, E-mail: congli@fjut.edu.cn

Article Text (Baidu Translation)

摘要

摘要:
为研究钢管增强混凝土(STRC)拱面内受力性能及各组成组合作用机理，开展了STRC及其外包钢筋混凝土(RC)与内置钢管混凝土(CFST)等拱模型受力全过程对比试验及精细化有限元分析，测试了各模型拱破坏模式、荷载-挠度(应变)曲线与裂缝发展，揭示了STRC拱受力全过程中内置CFST与外包RC间的组合作用机理。试验结果表明：在1/4跨径截面集中力作用下，STRC拱分别在1/4跨径、3/4跨径和两拱脚等截面处形成4个塑性铰，表现为反对称破坏；其受力全过程分为弹性、裂缝开展和破坏等3个主要阶段；STRC拱受力全过程荷载-挠度曲线与RC拱基本一致，二者在达到极限承载力时对应的结构变形整体接近，而内置CFST仍处于弹塑性阶段，存在不同步受力状况；考虑不同步和同步时，STRC拱的承载力实测值分别是其外包RC拱与内置CFST拱叠加值的1.25倍和1.40倍，存在一定的组合正效应。有限元分析结果表明：STRC拱在外包混凝土开裂后，截面发生明显的应力重分布，外包RC与内置CFST间相互作用显著；内置CFST能有效抑制外包混凝土的裂缝开展，从而提高其裂后刚度和极限承载力。研究成果可为STRC拱承载力计算以及分析外包RC与内置CFST间的组合作用提供参考。
- 桥梁工程 /
- 钢管增强混凝土拱 /
- 破坏机理 /
- 组合作用 /
- 面内受力性能
Abstract:
To investigate the in-plane mechanical behavior of steel tube reinforced concrete (STRC) arch and the composite interaction mechanism of all components, comparative full-range loading tests and refined finite element (FE) analysis were conducted on STRC arch, as well as the corresponding outer reinforced concrete (RC) and inner concrete-filled steel tube (CFST) arches. The failure modes, load-deflection (strain) curves, and crack development of all specimens were tested. The composite interaction mechanism between the outer RC and inner CFST in STRC arches was elucidated. The experiment results show that under a concentrated load applied at the 1/4 span section, four plastic hinges formed at the 1/4 span, 3/4 span, and both arch springing sections, resulting in an anti-symmetric failure. The full-range loading process can be divided into three stages: elastic, cracking development, and failure. The load-deflection curve of the STRC arch is generally consistent with that of the RC arch, and both exhibit similar overall deformation at the ultimate load-bearing capacity. However, the inner CFST remains in the elastic-plastic stage, indicating asynchronous loading. Considering asynchronous and synchronous conditions, the measured load-bearing capacity of the STRC arch is approximately 1.25 and 1.40 times the sum of the capacities of the corresponding RC and CFST arches, respectively, demonstrating a positive composite effect. The FE results show that significant stress redistribution occurs in the section after cracking of the outer concrete, leading to pronounced interaction between the outer RC and inner CFST. The inner CFST effectively restrains crack development in the outer concrete, thereby enhancing both the post-cracking stiffness and ultimate load-bearing capacity. The findings provide a reference for the calculation of load-bearing capacity and the analysis of composite interaction between the outer RC and inner CFST in STRC arches.
- bridge engineering /
- steel tube reinforced concrete (STRC) arch /
- failure mechanism /
- composite action /
- in-plane mechanical behavior

HTML全文

图 1 模型拱截面信息(单位：mm)

Figure 1. Section information of model arch (unit: mm)

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图 2 加载装置(单位：mm)

Figure 2. Test set-up (unit: mm)

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图 3 测点布置

Figure 3. Layouts of measuring points

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图 4 各模型拱荷载-L/4截面挠度曲线

Figure 4. Load-deformation curves at the L/4 section of various model arches

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图 5 各模型拱的截面挠度

Figure 5. Sectional deformations of each model arch

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图 6 各模型拱整体破坏模式

Figure 6. Global failure modes of various model arch

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图 7 STRC拱各关键截面处的裂缝照片

Figure 7. Crack photos at critical sections of STRC arch

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图 8 STRC拱各截面荷载

Figure 8. Load-strain curves at various sections of STRC arch

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图 9 STRC模型拱裂缝发展与分布

Figure 9. Crack development and distribution in STRC arch

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图 10 STRC拱与RC拱裂缝分布对比

Figure 10. Comparison of crack distributions between STRC arch and RC arch

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图 11 荷载-最大裂缝宽度曲线

Figure 11. Load-maximum crack width curves

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图 12 组合作用分析

Figure 12. Analysis of composite action

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图 13 STRC拱的有限元模型

Figure 13. Finite element model of STRC arch

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图 14 试验与有限元结果对比

Figure 14. Comparison between experimental and finite element results

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图 15 试验观察与有限元模拟的变形以及裂缝分布对比

Figure 15. Comparison of deformations and crack distributions between experimental and finite element simulations

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图 16 外包RC组分与内置CFST组分间的接触应力

Figure 16. Contact stress between the externally wrapped RC component and the internally embedded CFST component

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表 1 模型拱参数信息

Table 1. Parameters information of model arch

类型计算跨径/m 计算矢高/m 横截面

STRC拱 7.5 1.5

RC拱 7.5 1.5

CFST拱 7.5 1.5

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表 2 混凝土材料性能

Table 2. Material properties of concrete

强度等级 f_cu/MPa f_c/MPa E_c/GPa ε_c/10^-3

C50 56.9 34.2 32.8 2.255

C140 141.0 126.0 47.8

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表 3 钢管与钢筋材料性能

Table 3. Material properties of steel tubes and rebars

类型规格/mm f_y/MPa f_u/MPa E_s/GPa ε_y/10^-3

钢管 108×4.5 461.6 671 198 2.675

钢筋 8 443.2 639 206 2.262

12 465.3 626 197 2.480

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