单轴压缩下裂隙倾角对花岗岩-混凝土力学行为及能量演化的影响

李庆文 李涵静 钟宇奇 李玲 才诗婷 刘艺伟

李庆文, 李涵静, 钟宇奇, 李玲, 才诗婷, 刘艺伟. 单轴压缩下裂隙倾角对花岗岩-混凝土力学行为及能量演化的影响[J]. 高压物理学报. doi: 10.11858/gywlxb.20240803
引用本文: 李庆文, 李涵静, 钟宇奇, 李玲, 才诗婷, 刘艺伟. 单轴压缩下裂隙倾角对花岗岩-混凝土力学行为及能量演化的影响[J]. 高压物理学报. doi: 10.11858/gywlxb.20240803
LI Qingwen, LI Hanjing, ZHONG Yuqi, LI Ling, CAI Shiting, LIU Yiwei. Influence of Crack Angles on the Mechanical Behavior and Energy Evolution of Granite-Concrete under Uniaxial Compression[J]. Chinese Journal of High Pressure Physics. doi: 10.11858/gywlxb.20240803
Citation: LI Qingwen, LI Hanjing, ZHONG Yuqi, LI Ling, CAI Shiting, LIU Yiwei. Influence of Crack Angles on the Mechanical Behavior and Energy Evolution of Granite-Concrete under Uniaxial Compression[J]. Chinese Journal of High Pressure Physics. doi: 10.11858/gywlxb.20240803

单轴压缩下裂隙倾角对花岗岩-混凝土力学行为及能量演化的影响

doi: 10.11858/gywlxb.20240803
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面上项目(2023-MS-298 );辽宁省博士科研启动基金(2019-BS-120);辽宁省自然科学基金指导项目(20180550297)
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-有限差分跨尺度耦合数值模拟研究. E-mail:lgjzlqw@163.com

    通讯作者:

    李涵静(1999-),女,硕士研究生,主要从事计算颗粒力学研究. E-mail:1965213088@qq.com

  • 中图分类号: O346.1; TU45

Influence of Crack Angles on the Mechanical Behavior and Energy Evolution of Granite-Concrete under Uniaxial Compression

  • 摘要: 为探究单轴压缩下不同裂隙倾角对花岗岩-混凝土组合体试件的强度及能量演化的影响,结合室内试验标定的细观参数,采用二维离散元颗粒流程序(PFC2D)对组合体试件开展了数值模拟研究。结果表明:花岗岩-混凝土的强度和变形特征受裂隙倾角影响,其强度和变形参数随裂隙倾角的增大呈逐渐增大趋势;在单轴压缩过程中,试样内部能量转化为宏观裂纹扩展,最终的破坏模式主要以拉伸失效断裂和剪切失效断裂为主;组合体试件的总能量和耗散能随裂隙倾角的增大而增大,试件破坏时总应变能大于耗散能。基于耗散能的计算,构建了损伤本构方程,当损伤因子为0.8时,试件接近极限状态,此时的能量消耗较大,显著降低了组合体试件的强度。

     

  • 图  单轴压缩试验装置

    Figure  1.  Testing machine of the uniaxial compression

    图  室内单轴压缩试验得到的应力-应变曲线

    Figure  2.  Stress-strain curves of indoor uniaxial compression tests

    图  接触模型[30]

    Figure  3.  Contact model[30]

    图  试验与数值模拟得到的应力-应变曲线及破坏形态对比

    Figure  4.  Comparison of stress-strain curves and failure modes between test and numerical simulation

    图  单裂隙花岗岩-混凝土试样的数值模型

    Figure  5.  Numerical model of granite-concrete specimen with single crack

    图  PFC2D的数值模拟结果

    Figure  6.  Numerical simulation results of PFC2D

    图  裂纹扩展路径

    Figure  7.  Propagation path of cracks

    图  一般岩石的弹性能与耗散能之间的关系[37]

    Figure  8.  Relationship between elastic energy and dissipated energy of general rock[37]

    图  不同裂隙倾角下花岗岩-混凝土试件的能量演化

    Figure  9.  Energy evolution of granite-concrete specimen under different fracture angles

    图  10  不同倾角下花岗岩-混凝土试件峰值时刻的能量演化

    Figure  10.  Energy evolution of granite-concrete specimen under different angles at the moment of peak strength

    图  11  考虑裂隙倾角的参数修正

    Figure  11.  Parameter correction considering crack dip angle

    图  12  本构模型的验证

    Figure  12.  Verification of constitutive model

    图  13  损伤因子演化曲线

    Figure  13.  Evolution curves of damage factor

    表  1  C40混凝土的配合比

    Table  1.   Mixture ratio of C40 concrete kg/m3

    CementMineral fillerFly ashSandAggregateAdmixture
    27075458608808.5
    下载: 导出CSV

    表  2  试验结果分析

    Table  2.   Analysis of test results

    Material Sample ID Compressive strength/MPa Elastic modulus/GPa
    Test data Average value Test data Average value
    Granite G-1 55.5 54.2 28.0 24.3
    G-2 55.5 22.1
    G-3 51.5 22.9
    Concrete C-1 39.4 39.3 16.1 18.7
    C-2 39.7 18.2
    C-3 38.9 21.8
    Granite-concrete GC-1 40.4 41.1 7.2 6.7
    GC-2 41.5 6.7
    GC-3 41.5 6.1
    Note: In sample ID, G represents the granite, C represents the concrete, GC denotes the granite-concrete, and 1, 2, 3 represents the sample number.
    下载: 导出CSV

    表  3  试验值与模拟值的比较

    Table  3.   Comparison between test and simulated value

    MaterialEffective modulusPeak stress
    Test/GPaSimulation/GPaError/%Test/MPaSimulation/MPaError/%
    Granite24.324.3054.255.32.0
    Concrete18.718.7039.340.12.0
    Granite-concrete6.76.7041.141.10
    下载: 导出CSV

    表  4  材料细观参数

    Table  4.   Microscopic parameters of materials

    Material Density/
    (kg·m−3)
    Tensile
    strength/MPa
    Cohesive
    strength/MPa
    Effective
    modulus/GPa
    Particle friction
    coefficient
    Stiffness
    ratio
    Friction
    angle/(°)
    Granite 2790 50 150 17.5 0.3 2.53 30
    Concrete 2360 51 50 8.0 0.2 1.33 70
    下载: 导出CSV

    表  5  界面细观参数

    Table  5.   Microscopic parameters of interfaces

    Normal stiffness/
    (N·m−1)
    Shear stiffness/
    (N·m−1)
    Cohesion/GPa Joint friction
    angle/(°)
    Frictional coefficient
    9×107 4.5×108 20 20 0.6
    下载: 导出CSV

    表  6  数值模拟方案

    Table  6.   Scheme of numerical simulation

    α/(°) Model L/mm H/mm v0/(mm·s−1) E/GPa σmax/MPa εi/10−3
    0 30 1 0.01 5.437 16.31 0.30
    30 30 1 0.01 5.872 27.60 0.47
    60 30 1 0.01 6.476 38.21 0.59
    90 30 1 0.01 6.464 42.66 0.66
    下载: 导出CSV
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出版历程
  • 收稿日期:  2024-04-26
  • 修回日期:  2024-05-23
  • 网络出版日期:  2024-09-02

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