法兰-套管组合连接的圆CFRP-钢管混凝土节点抗弯性能

吕柏行; 赵恒; 刘博; 咸贵军; 肖海荣; 郭志光; 何俊

法兰-套管组合连接的圆CFRP-钢管混凝土节点抗弯性能

1.
中国建筑土木建设有限公司, 北京 100071
2.
长安大学建筑工程学院, 西安 710064
3.
哈尔滨工业大学土木工程学院, 哈尔滨 150000

基金项目: 国家自然科学基金 (51808047)；陕西省自然科学基础研究项目(2020JQ-388)

详细信息

通讯作者:
何俊，博士，副教授，硕士生导师，研究方向为纤维增强复合材料(FRP)增强结构　E-mail：hejun@chd.edu.cn

中图分类号: TB332
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- 被引次数: 0
出版历程
- 收稿日期: 2024-05-14
- 修回日期: 2024-07-01
- 录用日期: 2024-07-12
- 网络出版日期: 2024-07-30

Flexural behavior of concrete-filled circular CFRP-steel tube with flange-sleeve joints

1.
China Construction Civil Engineering Co., LTD, Beijing 100071, China
2.
School of Civil Engineering, Chang’an University, Xi’an 710064, China
3.
School of Civil Engineering, Harbin Institute of Technology, Harbin 150000, China

Funds: National Natural Science Foundation of China (51808047); Natural Science Foundation of Shaanxi Province (2020JQ-388)

摘要

摘要: 在钢管混凝土外侧粘贴碳纤维增强复合材料(Carbon Fiber Reinforced Polymer，CFRP)形成的CFRP-钢管混凝土拱架具有高承载力与刚度的优点，用于高应力、极软岩、强采动和断层破碎带等不良地质条件下的大断面隧道支护。本文提出了一种新型法兰-套管组合连接形式，用于CFRP-钢管混凝土拱架的节点。通过四点弯曲试验研究了法兰厚度(20 mm、30 mm、40 mm)对CFRP-钢管混凝土节点破坏模式、抗弯承载力、刚度等弯曲性能的影响。试验结果表明：试件的破坏模式均为CFRP沿轴向剥离破坏，法兰-套管节点完好，该连接方式有效；法兰厚度为20 mm时，抗弯承载力和刚度与无节点试件的基本一致，且抗弯承载力和刚度随着法兰厚度的增加而增大。通过有限元分析，研究法兰厚度、套管长度和套管壁厚对CFRP-钢混凝土节点弯曲性能影响规律。有限元结果表明：内聚力模型能较好地模拟CFRP剥离过程；法兰厚度对节点力学特性影响显著，套管长度和壁厚对节点力学特性影响较小；对于工程中常用的直径为140 mm的CFRP-钢管混凝土拱架节点，建议法兰厚度取20 mm，套管长度取200 mm，套管壁厚取5.5 mm。
- 隧道工程 /
- CFRP-钢管混凝土 /
- 节点连接 /
- 弯曲性能 /
- 试验研究 /
- 数值模拟
Abstract: The concrete filled circular CFRP-steel tube arch formed by pasting carbon fiber reinforced polymer (CFRP) on the outer side of the concrete filled steel tube has higher bearing capacity and stiffness, and can be used for tunnel support under adverse geological conditions such as high stress, extremely soft rock, strong mining, and fault fracture zones. This article proposes a new type of flange-sleeve joint, which is used for concrete filled circular CFRP-steel tube arch in tunnel engineering. The influence of different flange thicknesses (20 mm, 30 mm, 40 mm) on the failure mode, flexural bearing capacity of concrete filled CFRP-steel tube joint under four-point bending was experimentally studied. The results show that the failure mode of the specimens is CFRP axial delamination, and the flange-sleeve joint is intact, indicating that this connection method is effective; When the flange thickness is 20 mm, the bending bearing capacity and stiffness of the specimen are basically the same as those of the node free specimen, and the bending bearing capacity and stiffness increase with the increase of flange thickness. Based on ABAQUS finite element analysis, a comparison was made with experimental results, and parameterized analysis was conducted using flange thickness, casing length, and casing wall thickness as variables. The finite element results indicate that the cohesive zone model can effectively simulate the delamination process of CFRP; The thickness of the flange has a significant influence on the mechanical properties of the joint, while the length and wall thickness of the sleeve have a relatively small influence on the mechanical properties of the joint; For specimens with a steel tube diameter of 140 mm and a CFRP thickness of 3 mm, it is recommended to take a flange thickness of 20 mm, a sleeve length of 200 mm, and a sleeve wall thickness of 5.5 mm.
- tunnel engineering /
- concrete-filled circular CFRP-steel tube /
- connection joint /
- flexural behavior /
- experimental study /
- numerical simulation

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图 1 钢管混凝土常用连接形式

Figure 1. Common connection forms of concrete-filled steel tube

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图 2 法兰-套管组合连接CFRP-钢管混凝土

Figure 2. Flange-sleeve combination connection of concrete-filled CFRP-steel tube

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图 3 加载测试装置

Figure 3. Loading and Testing System

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图 4 测点布置(单位：mm)

Figure 4. Measuring point arrangement (Unit: mm)

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图 5 试件B-1~B-4破坏形态

Figure 5. Failure mode of specimens B-1~B-4

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图 6 试件B-1~B-4荷载-跨中挠度曲线

Figure 6. Load-mid span deflection curves of specimens B-1~B-4

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图 7 试件B-1~B-3截面高度轴向应变分布

Figure 7. Axial strain distribution with cross-section height of specimens B-1~B-3

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图 8 圆CFRP-钢管混凝土梁有限元模型

Figure 8. Finite element model of concrete-filled circular CFRP-steel tube beam

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图 9 试件B-1~B-4有限元模型和试验荷载-跨中挠度曲线

Figure 9. Load-mid span deflection curve of finite element model and experiment of specimens B-1~B-4

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图 10 试件B-1~B-4有限元模型和试验荷载-轴向应变曲线

Figure 10. Load-axial strain curve of finite element model and experiment of specimens B-1~B-4

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图 11 峰值荷载时试件B-1和B-2的有限元模型应力云图

Figure 11. Stress nephogram of finite element model of specimens B-1 and B-2 under maximum load

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图 12 B-2套管内胶层损伤云图

Figure 12. damage nephogram of adhesive inside sleeve

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图 13 不同法兰厚度下试件的荷载-跨中挠度曲线

Figure 13. Load-mid span deflection curves of specimens under different flange thicknesses

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图 14 套管长度和厚度对试件荷载-跨中挠度曲线的影响

Figure 14. Influence of the length and thickness of sleeve on the Load-mid span deflection curves of specimens

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表 1 法兰-套管节点的主要参数

Table 1. Main parameters of flange-sleeve joints

Specimen	Thickness of flange/mm	Diameter of bolt/mm	Length of flange-sleeve/mm	Thickness of sleeve/mm
B-1	-	-	-	-
B-2	20	33	300	8
B-3	30	33	300	8
B-4	40	33	300	8

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表 2 碳纤维布力学性能

Table 2. Mechanical properties of CFRP sheet

Thickness/ mm	Tensile strength/MPa	Young’s modulus/GPa	Elongation rate/%
0.167	3400	240	1.6

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表 3 钢材力学性能

Table 3. Mechanical properties of steel

Yield strength/MPa	Tensile strength/MPa	Young’s modulus/GPa	Poisson’s rate
290	405	200	0.3

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表 4 环氧树脂胶力学性能

Table 4. Mechanical properties of epoxy resin adhesive

Tensile strength/MPa	Young’s modulus/MPa	Elongation rate
50	2500	4%

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表 5 试件B-1~B-4各阶段特征荷载与变形

Table 5. Characteristic loads and deformations at each stage of specimens B-1~B-4

Specimen	Eigenvalue	Point A	Point B	Point C	Point D	Load ratio of point C to point D
B-1	Load/kN	15.6	100.7	176.9	120.2	1.47
B-1	Deflection/mm	0.9	7.1	23.0	28.1	1.47
B-2	Load /kN	15.6	94.0	174.2	131.7	1.32
B-2	Deflection/mm	0.7	6.3	22.2	29.3	1.32
B-3	Load /kN	19.8	126.4	206.6	145.6	1.42
B-3	Deflection/mm	1.3	9.7	26.4	34.0	1.42
B-4	Load /kN	24.2	114.2	218.9	165.4	1.32
B-4	Deflection/mm	0.7	6.7	24.0	33.1	1.32

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表 6 有限元模型和试验极限荷载对比

Table 6. Comparison of ultimate load between finite element model and test

Specimen	Ultimate load of test P_T/kN	Ultimate load of simulation P_F/kN	Ratio of ultimate load P_T/P_F
B-1	176.9	160.3	0.91
B-2	174.2	198.9	1.14
B-3	206.6	210.0	1.02
B-4	218.9	211.8	0.97

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