岩石-混凝土界面拉伸断裂性能的率相关性研究

姚洁香; 董伟; 钟红

doi:10.6052/j.issn.1000-4750.2021.07.0532

岩石-混凝土界面拉伸断裂性能的率相关性研究

doi: 10.6052/j.issn.1000-4750.2021.07.0532

姚洁香^1,,
董伟^1, ,,
钟红^2,

1.
大连理工大学海岸和近海工程国家重点实验室，大连 116024
2.
中国水利水电科学研究院工程抗震研究中心，北京 100048

基金项目: 国家自然科学基金项目(52179123，51979292)

详细信息

作者简介:
姚洁香(1996−)，女，宁夏固原人，硕士生，主要从事混凝土断裂力学研究(E-mail: yaojiexiang@mail.dlut.edu.cn)

钟　红(1981−)，女，湖南湘潭人，高工，博士，主要从事混凝土结构静动力响应分析研究(E-mail: zhonghong@iwhr.com)

通讯作者:
董　伟(1978−)，男，辽宁盘锦人，教授，博士，博导，主要从事混凝土断裂力学研究(E-mail: dongwei@dlut.edu.cn)

中图分类号: TU528；TU45
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- HTML全文浏览量: 76
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- 被引次数: 0
出版历程
- 收稿日期: 2021-07-12
- 修回日期: 2021-11-22
- 录用日期: 2021-12-31
- 网络出版日期: 2021-12-31
- 刊出日期: 2022-12-01

RATE-DEPENDENCY OF TENSILE FRACTURE PROPERTIES OF ROCK-CONCRETE INTERFACE

YAO Jie-xiang^1
,,
DONG Wei^{1
, ,},
ZHONG Hong^2
,

1.
State Key Laboratory of Coastal and Offshore Engineering, Dalian University of Technology, Dalian 116024, China
2.
Seismic Engineering Research Center, China Institute of Water Resources and Hydropower Research, Beijing 100048, China

摘要

摘要: 该文弯曲断裂试验获得了不同应变率下界面的抗拉强度、荷载-加载点位移曲线、荷载-裂缝口张开位移曲线、起裂荷载和峰值荷载，通过夹式引伸计法和DIC法获得了临界裂缝扩展长度。并计算了界面断裂能及双K断裂参数，分析了不同应变率下界面断裂过程区演化规律及特征长度的变化。结果表明：随应变率的增大，断裂能和起裂韧度增大，临界裂缝长度和失稳韧度先增加后减小，断裂过程区长度及特征长度随应变率的提高而减小。该文从裂缝发展路径、自由水粘性、惯性效应三方面探讨了岩石-混凝土界面断裂参数的率效应。
- 应变率 /
- 岩石-混凝土界面 /
- 三点弯曲断裂试验 /
- DIC /
- 双K断裂韧度
Abstract: The effects of strain rates (10⁻⁵s⁻¹ to 10⁻²s⁻¹) on tensile strength and fracture properties of rock-concrete composite specimens were studied. The tensile strength, load versus loading point displacement curve (P-δ curve), load versus crack opening displacement curve, initial cracking load and peak load of the interface under different strain rates were obtained by axial tensile test and three-point bending test. The critical crack propagation length was obtained by clip-gauges method and DIC method. The P-δ curve was used to calculate the fracture energy and the displacement extrapolation method was used to calculate the double K fracture toughness. The length of fracture process zone under different strain rates was obtained by analyzing the data of crack opening displacement. In addition, the characteristic length was calculated by considering the fracture energy and tensile strength. The results show that the fracture energy and initial fracture toughness increase with the increase of strain rate, while the critical fracture length and unstable fracture toughness increase as the strain rate is no more than 10⁻⁴s⁻¹, and then decrease as the strain rate is greater than 10⁻⁴s⁻¹. The length of fracture process zone and characteristic length decrease with the increase of strain rate. The rate effects of rock-concrete interfacial fracture parameters were discussed in three aspects: crack development path, free water viscosity and inertia effect.
- strain rate /
- rock-concrete interface /
- three-point bending test /
- DIC /
- double-K fracture toughness

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图 1 岩石表面处理方式

Figure 1. Surface roughness characterization and pre-notch preparation

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图 2 三点弯曲断裂试验

Figure 2. Three-point bending test setup

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图 3 确定起裂荷载与裂缝扩展长度的方法

Figure 3. Determination of crack initiation load and crack propagation length

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图 4 DIC试验

Figure 4. DIC test

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图 5 复合试件断面图

Figure 5. Section view of composite specimen

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图 6 界面抗拉强度与应变率的关系

Figure 6. Relationship between interfacial tensile strength and strain rate

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图 7 不同应变率下的P-δ曲线

Figure 7. P-δ curves under different strain rates

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图 8 不同应变率下的断裂能

Figure 8. Fracture energy under different strain rates

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图 9 DIC法确定裂缝扩展长度

Figure 9. DIC method is used to determine the crack propagation length

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图 10 临界裂缝扩展长度与应变率的关系

Figure 10. Relationship between critical crack propagation length and strain rate

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图 11 双K断裂韧度与应变率的关系

Figure 11. Relationship between double K fracture toughness and strain rate

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图 12 不同应变率下的粘聚韧度

Figure 12. Cohesive toughness at different strain rates

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图 13 不同应变率下的断裂过程区长度

Figure 13. Length of fracture process zone at different strain rates

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图 14 不同应变率下的特征长度

Figure 14. Characteristic lengths at different strain rates

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图 15 水的“双重作用”

Figure 15. 'two different effects' of water

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表 1 岩石与混凝土的材料参数

Table 1. The material properties of concrete and rock

材料	密度/ (kg/m³)	弹性模量/ GPa	泊松比	抗压强度/ MPa	抗拉强度/ MPa
混凝土(28 d)	2400	26.00	0.238	38.73	3.42
混凝土(90 d)	2400	37.81	0.238	46.66	4.23
岩石	2668	43.00	0.170	142.72	8.21

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表 2 试验方案

Table 2. Test plan

试件形式	长×宽×高/ (mm×mm×mm)	应变率/ s⁻¹	加载速率/ (mm/s)	试件数量/ 个
轴拉试件	200×100×100	10⁻⁵	2×10⁻³	3
		10⁻⁴	2×10⁻²	3
		10⁻³	2×10⁻¹	3
		10⁻²	2	3
三点弯曲断裂试件	500×100×100	10⁻⁵	10⁻³	3
		10⁻⁴	10⁻²	3
		10⁻³	10⁻¹	3
		10⁻²	1	3

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表 3 轴拉试验结果

Table 3. The result of axial tensile test

应变率/s⁻¹	界面抗拉强度f_t/MPa
应变率/s⁻¹	试件1	试件2	试件3	平均值
10⁻⁵	0.963	1.228	0.755	0.982
10⁻⁴	1.310	1.666	−	1.488
10⁻³	1.615	1.312	2.134	1.687
10⁻²	1.955	2.355	3.049	2.453

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表 4 复合试件三点弯曲断裂试验结果

Table 4. Three-point bending test result of composite spesimens

试件编号	起裂荷载/ kN	峰值荷载/ kN	起裂韧度 $K_{\rm{IC}}^{\rm{ini}} $/(MPa·m^1/2)	临界裂缝扩展长度/ mm	失稳韧度 $K_{\rm{IC}}^{\rm{un}} $/(MPa·m^1/2)	起裂荷载/ 峰值荷载	粘聚韧度 $K_{\rm{IC}}^{\rm{c}} $/(MPa·m^1/2)	断裂能/ (N/m)
TPB-5-1	1.492	1.516	0.295	41.330	0.404	0.984	0.109	12.320
TPB-5-2	1.569	2.032	0.309	45.833	0.611	0.772	0.302	35.302
TPB-DIC-5-3	1.034	1.149	0.207	48.670	0.383	0.900	0.176	26.301
均值	1.365	1.566	0.270	45.000	0.466	0.885	0.196	24.641
TPB-4-1	1.399	1.766	0.277	52.540	0.656	0.792	0.379	19.873
TPB-4-2	1.515	1.851	0.299	47.346	0.584	0.818	0.285	30.518
TPB-DIC-4-3	1.846	1.963	0.362	49.050	0.651	0.940	0.289	31.174
均值	1.587	1.860	0.313	49.645	0.630	0.850	0.317	27.188
TPB-3-1	2.034	2.064	0.398	40.282	0.529	0.985	0.131	27.973
TPB-3-2	1.507	2.012	0.298	45.160	0.593	0.749	0.295	28.273
TPB-DIC-3-3	2.301	2.334	0.449	42.576	0.636	0.986	0.187	39.498
均值	1.947	2.137	0.382	42.673	0.586	0.907	0.204	31.915
TPB-2-1	1.951	2.218	0.382	39.256	0.552	0.880	0.170	32.268
TPB-2-2	1.774	2.185	0.349	39.580	0.549	0.812	0.200	33.049
TPB-DIC-2-3	2.340	2.423	0.456	37.438	0.573	0.966	0.117	49.108
均值	2.022	2.275	0.396	38.758	0.558	0.886	0.162	38.141

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