单裂隙岩石-混凝土组合体断裂特征颗粒流模拟

李庆文; 才诗婷; 李涵静; 钟宇奇; 刘艺伟

doi:10.11858/gywlxb.20240723

单裂隙岩石-混凝土组合体断裂特征颗粒流模拟

doi: 10.11858/gywlxb.20240723

李庆文^1,,
才诗婷^1,*, ,,
李涵静¹,
钟宇奇¹,
刘艺伟^{1, 2}

1.
辽宁工业大学土木建筑工程学院, 辽宁锦州　121001
2.
山东建筑大学土木工程学院, 山东济南　250101

基金项目: 辽宁省教育厅基本科研面上项目（JYTMS20230866）；辽宁省自然科学基金（2023-MS-298，20180550297）；辽宁省博士科研启动基金（2019-BS-120）

详细信息

作者简介:
李庆文（1987－），男，博士，副教授，主要从事岩石力学、新材料与新型组合结构、离散元-有限差分耦合细观模拟研究. E-mail：lgjzlqw@163.com

通讯作者:
才诗婷（1998－），女，硕士研究生，主要从事计算颗粒力学研究. E-mail：453964209@qq.com

中图分类号: O346.1; O521.9; TU45
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出版历程
- 收稿日期: 2024-02-01
- 修回日期: 2024-03-19
- 网络出版日期: 2024-07-24
- 刊出日期: 2024-09-29

Particle Flow Simulation of Fracture Characteristics of Rock-Concrete Combination with Single Crack

LI Qingwen^1
,,
CAI Shiting^{1,*
, ,},
LI Hanjing¹,
ZHONG Yuqi¹,
LIU Yiwei^{1, 2}

1.
School of Civil and Architectural Engineering, Liaoning University of Technology, Jinzhou 121001, Liaoning, China
2.
School of Civil Engineering, Shandong Jianzhu University, Jinan 250101, Shandong, China

摘要

摘要: 为了研究不同长度及倾角的裂隙对岩石-混凝土组合体强度和破坏模式的影响，基于颗粒流模拟软件（PFC），通过对比预置裂隙试样的室内试验结果，选取最接近室内试验结果的一组数据标定细观参数，由此对含预置裂隙的岩石-混凝土组合体数值模型进行单轴压缩试验。结果表明：单裂隙岩石-混凝土组合体的承载能力和弹性模量随裂隙倾角的增大整体呈增大趋势，建立了不同裂隙长度和裂隙倾角的增量函数；裂隙长度对岩石-混凝土组合体力学特性的影响显著；岩石界面的应力状态和混凝土界面附近的约束效应决定裂纹能否扩展通过界面，根据裂纹的分布情况，分析发现裂纹萌生与扩展的根本原因是应力场的变化和转移，破坏过程中岩石-混凝土组合体的破坏模式由拉伸破坏逐渐转变成宏观剪切破坏，揭示了单裂隙岩石-混凝土组合体单轴压缩的损伤演化规律。
- 单裂隙 /
- 岩石-混凝土组合体 /
- 单轴压缩试验 /
- 裂纹演化 /
- 颗粒流
Abstract: To study the influence of cracks with varying lengths and inclination angles on the strength and failure modes of rock-concrete combination, a numerical model of rock-concrete combination with pre-existing cracks was developed using the particle flow code (PFC). The model underwent calibration by comparing its results with indoor test data from prefabricated fractured specimens to select a set of microstructural parameters that closely align with the indoor test results. Subsequently, uniaxial compression tests were conducted on numerical models of rock-concrete composites containing pre-existing fractures. The results indicate that the bearing capacity and elastic modulus of fractured rock-concrete composites increase with the increase of fracture inclination angle. Moreover, functions were established to calculate the peak strength increment for fractures with varying lengths and inclination angles. The fracture length significantly influences the mechanical properties of composite models. The stress state at the rock interface and the confinement effect near the concrete interface determine whether cracks can extend through the interface. By analyzing the distribution of cracks, it was found that the fundamental reasons for crack initiation and propagation are the changes and transfers of the stress field. During the failure process, the failure mode gradually transitions from tension-dominated to macroscopic shear failure. The results reveal the damage evolution of uniaxial compression of single fissure rock-concrete combination material.
- single crack /
- rock-concrete combination /
- uniaxial compression test /
- crack evolution /
- particle flow

HTML全文

图 1 岩石-混凝土组合体混合接触模型

Figure 1. Hybrid contact model of rock-concrete combination

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图 2 预置裂隙的岩石-混凝土组合体细观模型

Figure 2. Mesoscopic model of prefabricated crack rock-concrete combination

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图 3 数值模拟与试验结果对比

Figure 3. Comparison of the test results with simulation results

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图 4 单轴压缩下预置不同裂隙的岩石-混凝土组合体的应力-应变曲线

Figure 4. Stress-strain curves of rock-concrete combination with different pre-cracks under uniaxial compression

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图 5 预置裂隙岩石-混凝土组合体的弹性模量与各因素之间的关系

Figure 5. Elastic modulus of rock-concrete combination with different pre-crack

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图 6 单轴压缩下岩石-混凝土组合体预置裂隙破坏示意图

Figure 6. Failure diagram of pre-crack in the rock-concrete combination under uniaxial compression

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图 7 接触力链分布及颗粒位移（蓝色和黑色代表剪切裂纹，红色代表拉伸裂纹，灰色线代表压缩力链，橙色线代表拉伸力链）

Figure 7. Contact force chain distribution and particle displacement (Blue and black represent shear cracks, while red represents tensile cracks. The gray line represents the compression force chain, and the orange line represents the tensile force chain.)

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8 岩石-混凝土组合体模型的微裂纹数量演化曲线(左)和裂隙玫瑰图（右）

8. Evolution curves of microcrack quantity (left) and rose maps of microcracks (right) in rock-concrete combination model

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图 9 L=20 mm的岩石-混凝土组合试样的损伤演化规律

Figure 9. Damage evolution of rock-concrete combination samples with L=20 mm

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表 1 PFC模拟中的细观参数

Table 1. Mesostructure parameters in PFC simulation

Material	Particle density/ (kg·m⁻³)	Particle friction coefficient	Effective modulus/GPa	Stiffness ratio	Tensile strength/ MPa	Bonding strength/MPa
Granite	2790	0.3	17.5	2.53	50	150
Concrete	2360	0.2	8.0	1.33	51	50

Material	Normal stiffness/ (MN·m⁻¹)	Shear stiffness/ (MN·m⁻¹)	Frictional coefficient	Cohesion/ GPa	Joint friction angle/(°)	Friction angle/(°)
Granite	90	450	0.6	20	0.5	30
Concrete	90	450	0.6	20	0.5	70

下载: 导出CSV

表 2 数值模拟方案

Table 2. Numerical simulation scheme

L/mm	Rock-concrete combination model
L/mm	β=0°	β=30°	β=60°	β=90°
10
20
30

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表 3 岩石-混凝土组合体单轴压缩的数值计算结果

Table 3. Numerical results of rock-concrete combination under uniaxial compression

Sample	L/mm	β/(°)	σ_p/MPa	ε_p	E/GPa	σ_i/MPa	σ_i/σ_p
SR-C			41.48	0.61	7.180	25.47	0.614
SR-C-10-0°	10	0	38.90	0.59	6.644	23.51	0.604
SR-C-10-30°	10	30	44.01	0.68	6.500	19.52	0.444
SR-C-10-60°	10	60	43.41	0.66	6.614	18.87	0.435
SR-C-10-90°	10	90	40.37	0.61	6.671	18.87	0.467
SR-C-20-0°	20	0	31.85	0.52	6.137	20.32	0.638
SR-C-20-30°	20	30	34.06	0.56	6.112	20.24	0.594
SR-C-20-60°	20	60	40.90	0.64	6.390	26.10	0.638
SR-C-20-90°	20	90	43.23	0.68	6.376	12.25	0.283
SR-C-30-0°	30	0	18.18	0.33	5.516	12.65	0.696
SR-C-30-30°	30	30	19.53	0.37	5.222	14.30	0.732
SR-C-30-60°	30	60	28.13	0.46	6.159	19.84	0.705
SR-C-30-90°	30	90	42.54	0.71	6.791	19.75	0.464

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