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

李庆文, 才诗婷, 李涵静, 钟宇奇, 刘艺伟. 单裂隙岩石-混凝土组合体断裂特征颗粒流模拟[J]. 高压物理学报, 2024, 38(5): 054202. doi: 10.11858/gywlxb.20240723
引用本文: 李庆文, 才诗婷, 李涵静, 钟宇奇, 刘艺伟. 单裂隙岩石-混凝土组合体断裂特征颗粒流模拟[J]. 高压物理学报, 2024, 38(5): 054202. doi: 10.11858/gywlxb.20240723
LI Qingwen, CAI Shiting, LI Hanjing, ZHONG Yuqi, LIU Yiwei. Particle Flow Simulation of Fracture Characteristics of Rock-Concrete Combination with Single Crack[J]. Chinese Journal of High Pressure Physics, 2024, 38(5): 054202. doi: 10.11858/gywlxb.20240723
Citation: LI Qingwen, CAI Shiting, LI Hanjing, ZHONG Yuqi, LIU Yiwei. Particle Flow Simulation of Fracture Characteristics of Rock-Concrete Combination with Single Crack[J]. Chinese Journal of High Pressure Physics, 2024, 38(5): 054202. 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
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

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

  • 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。

     

  • 图  岩石-混凝土组合体混合接触模型

    Figure  1.  Hybrid contact model of rock-concrete combination

    图  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

    图  数值模拟与试验结果对比

    Figure  3.  Comparison of the test results with simulation results

    图  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

    图  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

    图  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

    图  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.)

    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

    图  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

    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
    β=0° β=30° β=60° β=90°
    10
    20
    30
    下载: 导出CSV

    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/(°) σp/MPa εp E/GPa σi/MPa σi/σp
    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
    下载: 导出CSV
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  • 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

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