冻融循环对CFRP-烧结粘土砖界面粘结性能影响

靳文强; 赵建昌; 王琦; 郭乐乐; 聂丹

doi:10.13801/j.cnki.fhclxb.20200111.002

冻融循环对CFRP-烧结粘土砖界面粘结性能影响

doi: 10.13801/j.cnki.fhclxb.20200111.002

靳文强^{1, 2,},
赵建昌^{1, 2, ,},
王琦^3,,
郭乐乐^1,,
聂丹^1,

1.
兰州交通大学　土木工程学院，兰州 730070
2.
兰州交通大学　道桥工程灾害防治技术国家地方联合工程实验室，兰州 730070
3.
中国铁路设计集团有限公司，天津 300308

基金项目: 甘肃省教育厅项目(2016A-017)

详细信息

通讯作者:
赵建昌，博士，教授，博士生导师，研究方向为工程结构加固　E-mail：13609382011@163.com

中图分类号: TB332
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- 被引次数: 0
出版历程
- 收稿日期: 2019-10-30
- 录用日期: 2019-12-20
- 网络出版日期: 2020-01-13
- 刊出日期: 2020-09-15

Effects of freeze-thaw cycles on interfacial bonding property of CFRP-sintered clay brick

JIN Wenqiang^{1, 2
,},
ZHAO Jianchang^{1, 2
, ,},
WANG Qi^3
,,
GUO Lele^1
,,
NIE Dan^1
,

1.
School of Civil Engineering, Lanzhou Jiaotong University, Lanzhou 730070, China
2.
National and Provincial Joint Engineering Laboratory of Road Bridge Disaster Prevention and Control, Lanzhou Jiaotong University, Lanzhou 730070, China
3.
China Railway Design Corporation, Tianjin 300308, China

摘要

摘要: 为考察冻融循环对碳纤维增强聚合物复合材料(CFRP)-烧结粘土砖界面粘结性能的影响，通过模拟自然冻融环境，在试件经过不同次数的冻融循环后对其进行单面剪切试验。结果表明：在冻融循环作用下，CFRP-烧结粘土砖试件界面粘结性能发生了显著的退化，即随着冻融循环次数的增加，界面承载力和剪应力不断降低；界面剪应力在不同冻融次数下的分布具有相似性，均表现为随着荷载的增加剪应力逐渐由加载端向自由端传递，在传递过程中，有效传递长度变化不显著。在已有界面理论的基础上，根据试验提出了考虑冻融循环时间的界面粘结-滑移模型，通过对比分析，该模型能够很好地反映冻融循环作用下界面粘结性能退化规律。
- 冻融循环 /
- CFRP /
- 复合材料 /
- 粘土砖 /
- 粘结性能 /
- 耐久性
Abstract: In order to investigate the effects of freeze-thaw cycles on the interface bonding performance of carbon fiber reinforced polymer composite(CFRP)-sintered clay brick, a single-sided shear test was conducted on the test specimens after different times of freeze-thaw cycles by simulating the natural freeze-thaw environment. The test results show that under the action of freeze-thaw cycles, the bond performance of the CFRP-sintered clay brick has been obviously degraded. Therefore, as the number of freeze-thaw cycles increases, the interface bearing capacity and shear stress continuously decrease. The distribution of the interface shear stress under different freeze-thaw times is similar, and they all show that the shear stress gradually passes from the loading end to the free end, while the effective transfer length doesn’t change significantly. Based on the existing interface theory, the interface bond-slip model considering the freeze-thaw cycles was proposed according to the experiment. Through contrast analysis, the model can well reflect the degradation law of the interface bond performance under the action of freeze-thaw cycles.
- freeze-thaw cycle /
- CFRP /
- composite /
- clay brick /
- interfacial bond behavior /
- durability

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图 1 单剪试验试件

Figure 1. Single shear specimens

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图 2 CFRP-粘土砖试件示意图

Figure 2. Diagram of CFRP-clay bricks specimen

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图 3 CFRP-粘土砖试件纵向拉伸试验系统

Figure 3. Longitudinal tensile test system for CFRP-brick specimens

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图 4 不同冻融循环作用下CFRP-烧结粘土砖界面破坏情况

Figure 4. Interface failure modes of CFRP-sintered clay brick under different freeze-thaw cycles

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图 5 不同冻融循环作用下粘土砖孔隙度变化曲线

Figure 5. Change curve of clay brick porosity under different freezing-thawing cycles

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图 6 不同冻融循环作用下粘土砖的弛豫时间T2谱分布

Figure 6. Relaxztion time T2 distribution of clay bricks under different freezing-thawing cycles

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图 7 CFRP-粘土砖的界面承载力曲线

Figure 7. Interfacial capacity curves of CFRP-clay bricks

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图 8 CFRP-粘土砖界面平均粘结强度曲线

Figure 8. Average bonding strength curves of CFRP-clay brick interface

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图 9 CFRP-粘土砖界面单元体剪应力分布

Figure 9. Shear stress distribution of CFRP-clay brick interface

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图 10 不同冻融循环作用下CFRP-粘土砖界面剪应力分布

Figure 10. Shear stress distribution of CFRP-clay brick under different freeze-thaw cycles

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图 11 几种典型粘结-滑移关系模型曲线

Figure 11. Typical bond-slip relationship curves of CFRP-clay brick interface

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图 12 CFRP-粘土砖界面粘结-滑移关系

Figure 12. Bond-slip relationship curves of CFRP-clay brick interface

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表 1 碳纤维增强聚合物复合材料(CFRP)的性能

Table 1. Properties of carbon fiber reinforced polymer(CFRP)

Sample	Tensile strength/MPa	Modulus/ GPa	Elongation/ %	Thickness/ mm
CFRP	≥3 500	220	1.458	0.111

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表 2 粘结树脂的性能

Table 2. Properties of impregnation resin

Tensile shear strength/MPa	Tensile strength/GPa	Compressive strength/MPa	Bending strength/MPa	Positive tensile bond strength/MPa	Modulus/MPa	Elongation/%
24.29	40.12	73.62	72.95	4.44	2 605.7	2.45

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表 3 CFRP-粘土砖单剪试验试件参数

Table 3. Specimen parameters of CFRP-clay brick specimens for single shear test

CFRP size(Length×width)/mm	Number of CFRP-clay brick specimen
CFRP size(Length×width)/mm	0 cycle	20 cycles	40 cycles	60 cycles	80 cycles
80×50	5	5	5	5	5
100×80	5	5	5	5	5
80×80	5	5	5	5	5
100×80	5	5	5	5	5
80×100	5	5	5	5	5
100×100	5	5	5	5	5

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表 4 CFRP-粘土砖界面承载力平均值和降低幅度

Table 4. Average interfacial bearing capacity and reduction of CFRP-brick specimens

CFRP size(Length×width)/mm	Interfacial baring capacity/kN					Decrease of bearing capacity/%
CFRP size(Length×width)/mm	0 cycle	20 cycles	40 cycles	60 cycles	80 cycles	0 cycle	20 cycles	40 cycles	60 cycles	80 cycles
80×50	7.63	7.52	6.85	5.93	5.34	—	1.44	10.22	22.28	30.01
100×50	7.95	7.88	7.07	6.95	6.43	—	0.88	11.07	12.58	19.12
120×50	8.12	8.15	7.26	7.06	6.65	—	–0.37	10.59	13.05	18.10
80×80	12.40	12.00	11.40	11.00	10.30	—	3.23	8.06	11.29	16.94
100×80	13.00	12.80	12.30	11.60	10.50	—	1.54	5.38	10.77	19.23
120×80	13.50	13.20	12.50	11.70	11.00	—	2.22	7.41	13.33	18.52

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