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DEM中砂土制样方法对浅基础承载力计算的影响

崔凯 慈伟 杨尚川

崔凯, 慈伟, 杨尚川. DEM中砂土制样方法对浅基础承载力计算的影响[J]. 西南交通大学学报, 2023, 58(3): 575-583. doi: 10.3969/j.issn.0258-2724.20210620
引用本文: 崔凯, 慈伟, 杨尚川. DEM中砂土制样方法对浅基础承载力计算的影响[J]. 西南交通大学学报, 2023, 58(3): 575-583. doi: 10.3969/j.issn.0258-2724.20210620
CUI Kai, CI Wei, YANG Shangchuan. Influence of Sand Sampling Method on Bearing Capacity Calculation of Shallow Foundation in Discrete Element Method[J]. Journal of Southwest Jiaotong University, 2023, 58(3): 575-583. doi: 10.3969/j.issn.0258-2724.20210620
Citation: CUI Kai, CI Wei, YANG Shangchuan. Influence of Sand Sampling Method on Bearing Capacity Calculation of Shallow Foundation in Discrete Element Method[J]. Journal of Southwest Jiaotong University, 2023, 58(3): 575-583. doi: 10.3969/j.issn.0258-2724.20210620

DEM中砂土制样方法对浅基础承载力计算的影响

doi: 10.3969/j.issn.0258-2724.20210620
基金项目: 国家自然科学基金(42177128,51808456)
详细信息
    作者简介:

    崔凯(1979—),男,教授,研究方向为特殊土力学,E-mail:cuikai@swjtu.edu.cn

    通讯作者:

    杨尚川(1987—),男,助理教授,研究方向为岩土与地下工程,E-mail:shangchuan.yang@swjtu.edu.cn

  • 中图分类号: TU43

Influence of Sand Sampling Method on Bearing Capacity Calculation of Shallow Foundation in Discrete Element Method

  • 摘要:

    离散元数值模拟中,不同的制样方法会导致土体孔隙比和均匀性存在差异,进而对浅基础承载力的模拟计算结果产生影响,因此需要分析不同制样对浅基础承载力影响的问题. 本文分别使用粒径放大法、Distribute法、GM (grid method)法和欠层压实法对无黏性砂土进行制样,且试样在10g的重力场下进行地应力平衡;利用测量圆对不同位置土体孔隙比、水平应力和竖直应力进行监测,得到试样平均孔隙比e和小于1的侧向土压力系数K0值;通过在试样表面放置刚性墙体并以相同的速度加载来模拟浅基础承载力试验,研究不同制样方法对浅基础承载力的影响. 研究结果表明:GM法与欠层压实法生成的试样,其孔隙比接近最初设置的目标孔隙比,误差约为3.5%;而粒径放大法与Distribute法生成的试样,其孔隙比会小于目标孔隙比,误差为20.0%左右;在试样整体均匀性方面,GM法得到的试样均匀性最好,随后依次是欠层压实法、Distribute法和粒径放大法;由于不同制样方法所得的试样孔隙比和K0不同,在浅基础承载力模拟计算中不同制样方法得到的承载力关系为:GM法 < 欠层压实法 < 粒径放大法 < Distribute法.

     

  • 图 1  DEM模型

    Figure 1.  Model of DEM

    图 2  位置1~3土体孔隙比随深度变化

    Figure 2.  Variation of soil void ratio with depth in location 1−3

    图 3  深度0.01 m时水平方向孔隙比

    Figure 3.  Horizontal porosity ratios at 0.01 m depth

    图 4  位置1~3土体平均水平应力与竖向应力分布

    Figure 4.  Distribution of average horizontal and vertical stresses of soil in location 1−3

    图 5  不同深度下试样K0分布

    Figure 5.  Distribution of K0 at different depths

    图 6  浅基础离散元模型

    Figure 6.  DEM model of shallow foundation

    图 7  荷载-位移曲线

    Figure 7.  Load-displacement curves

    图 8  加载过程中力链分布

    Figure 8.  Distribution of force chain during loading

    表  1  模型细观参数

    Table  1.   Microscopic parameters of the model

    参数
    粒径/mm0.8~1.2
    颗粒密度/(kg•m−32650
    初始孔隙比0.2
    颗粒法向刚度 kn/ (N•m−15 × 107
    颗粒切向刚度 ks/ (N•m−12.5 × 107
    墙体法向刚 knw/ (N·m−11 × 109
    墙体切向刚 ksw/ (N•m−11 × 109
    初始摩擦系数 μ18.7 × 10−4
    最终摩擦系数 μ20.839
    墙体与颗粒摩擦系数 μ30
    下载: 导出CSV

    表  2  试样的极限承载力

    Table  2.   Ultimate bearing capacity of samples

    制样方法试样e均匀性极限承载力/kPa
    GM 法G-S0.194112.00
    欠层压实法Q-S0.193212.50
    Distribute 法D-S0.157318.19
    粒径放大法L-S0.164414.30
    下载: 导出CSV
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出版历程
  • 收稿日期:  2021-08-03
  • 修回日期:  2021-11-16
  • 网络出版日期:  2022-10-25
  • 刊出日期:  2021-11-18

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