INVESTIGATION ON CONSOLIDATION CHARACTERISTICS OF SOIL-ROCK MIXTURES UPON MESOSCOPIC SIMULATIONS
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摘要:
土石混合体具有特殊的结构特性，当前数值模拟研究主要聚焦于强度和变形特征，较少从细观尺度探究其固结特性。该文引入无厚度单元法模拟土-石接触面并验证了其有效性，在此基础上构建了土石混合体结构随机分布模型，从细观尺度上探究了内部结构特征(土-石接触面参数、块石形状、含量及级配)对土石混合体固结特性的影响规律。结果表明：当块石含量不变时，含圆形块石的土石混合体固结沉降最小，其次为椭圆形，含多边形块石的土石混合体固结沉降最大；随着含石量的增加，土石混合体沉降和孔隙比均减小；当含石量一定时，含大尺寸块石较多的土石混合体发生的固结程度较高。
Abstract:Soil-rock mixture (SRM) exhibits distinct structural characteristics. Most of the existing studies are related to the strength and deformation behaviors of SRM; whereas, the studies on the consolidation behaviors of SRM are limited. In this study, the soil-rock interface is simulated by zero-thickness interface elements, and the effectiveness of the simulation method proposed is validated; then, the random aggregate model of the rock block within the soil matrix are constructed by Monte-Carlo simulation (MCS) method. Based on the mesoscopic simulations, the influences of the structural characteristics are investigated, including the rock proportion, shape, gradation, and soil-rock interface parameters, on the consolidation behaviors of SRM. The results indicate that the consolidation behavior of SRM can be strongly affected by the shape of rock. The consolidation settlement of SRM containing circular blocks is the smallest, followed by those containing elliptical blocks and polygonal blocks, respectively. With the increase of the rock proportion, the consolidation settlement, void ratio, and compressibility of SRM all decrease. And with respect to a specified proportion of rock, a higher degree of consolidation is presented for SRM containing larger rock blocks.
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图 3 固结数值模拟结果与现有解析解对比
Figure 3. Comparison between numerical results and analytical results in one-dimensional consolidation condition test
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图 4 土-石接触面数值模拟网格划分
Figure 4. Mesh adopted in the numerical model ofthe soil-rock interface
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图 5 土石混合体固结沉降模拟结果对比
Figure 5. Comparison of the consolidation settlements obtained with different methods
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图 6 土石混合体试样顶部沉降蒙特卡洛抽样模拟结果
Figure 6. Results of the settlement curve at the top surface of the soil-rock mixture obtained with Monte Carlo simulations
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图 7 不同接触面参数条件下固结沉降及孔隙比变化规律
Figure 7. Variations of settlement and void ratio of the soil-rock mixture obtained with different interface parameters
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图 8 不同块石形状条件下竖向应力和竖向位移云图
Figure 8. Variations of vertical stress and vertical displacement of the soil-rock mixture obtained with different rock shapes
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图 9 不同块石倾角条件下固结沉降和孔隙比变化规律
Figure 9. Variations of settlement and void ratio of the soil-rock mixture obtained with different aggregate directions
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图 10 不同块石含量条件下固结沉降及孔隙比变化规律
Figure 10. Variations of settlement and void ratio of the soil-rock mixture obtained with different rock contents
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图 12 不同块石级配条件下固结沉降及孔隙比变化规律
Figure 12. Variations of settlement and void ratio of the soil-rock mixture obtained with different rock particle size distributions
表 1 材料参数
Table 1 Material parameters
参数 数值 土体密度/(kg/m3) 2000 流体密度/(kg/m3) 1000 泊松比 0.4 弹性模量/MPa 6 渗透系数/(m/s) 4×10−6 
下载: 导出CSV
表 2 材料参数
Table 2 Material parameters
组分 密度/(kg/m3) 弹性模量/kPa 渗透系数/(m/s) 泊松比 土体 2100 1.5×104 5×10−9 0.36 块石 2850 2.35×107 1.5×10−12 0.25 接触面 1680 1.2×104 4×10−9 0.29
下载: 导出CSV
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