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Numerical simulation of split grouting of heterogeneous clay with different permeability coefficient
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摘要: 针对地下工程中软弱黏土地层病害治理问题，考虑黏土材料的非均质性与低渗透性，对黏土进行劈裂注浆加固特性分析。基于Weibull分布函数理论构建非均质黏土地层模型，对黏土进行劈裂注浆加固模拟；基于注浆模拟计算结果，分析不同均质度与渗透系数对黏土劈裂注浆效果的影响。结果表明：土体劈裂注浆难度随均质度的增大而增加，均质度较高土体劈裂后产生的裂缝较为单一，裂缝分布范围较小；均质度较低土体劈裂产生的裂缝宽度较大，裂缝影响范围更广。浆脉扩展的长度及增长幅度随土体渗透系数的增大而减小，高渗透系数土体的劈裂浆脉宽度要大于低渗透系数的土体，渗透系数较小土体的浆脉长度始终比较大，浆脉距注浆孔越远，其宽度越小。研究可为软弱黏土地层劈裂注浆的工程应用提供指导。Abstract: Considering the heterogeneity and low permeability of the clay materials, the fracture grouting reinforcement characteristics of the clay are analyzed in view of the disease treatment of soft clay stratum in underground engineering. Based on Weibull distribution function theory, a heterogeneous clay formation model was constructed, and the clay was simulated by splitting grouting. Based on the results of grouting simulation, the influence of different uniformity and permeability coefficients on the grouting effect of clay splitting was analyzed. The results show that the difficulty of splitting grouting increases with the increase of the uniformity of soil mass, and the crack produced by splitting of soil mass with higher uniformity is relatively single and the distribution range of crack is smaller. The crack width is larger and the influence range is wider when the soil is less homogeneous. The length and growth amplitude of slurry vein expansion decrease with the increase of soil permeability coefficient. The width of slurry vein in the soil with a large permeability coefficient is larger than that in the soil with a low permeability coefficient. The length of slurry vein in the soil with a small permeability coefficient is always larger, and the farther the slurry vein is from the grouting hole, the smaller the width. The research has important guiding significance for the engineering application of fracture grouting in soft clay stratum.
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图 2 模拟地层孔隙率的非均质分布
Figure 2. Heterogeneous distribution of simulated formation porosity
图 3 不同均质度条件下土体的弹性模量分布（单位：Pa）
Figure 3. Elastic modulus distribution of soil under different homogeneities (unit: Pa)
图 5 劈裂注浆过程中浆液压力变化云图（单位：Pa）
Figure 5. Nephogram of slurry pressure change during splitting grouting (unit: Pa)
图 6 劈裂注浆过程中最大主应力变化云图 （单位：Pa）
Figure 6. Nephogram of maximum principal stress change during splitting grouting (unit: Pa)
图 7 劈裂注浆过程中最小主应力变化云图（单位：Pa）
Figure 7. Nephogram of minimum principal stress change during splitting grouting (unit: Pa)
图 8 不同均质度条件下土体裂缝状态
Figure 8. State diagram of soil cracks under different homogeneities
图 9 不同均质度条件下土体浆液压力分布（单位：Pa）
Figure 9. Pressure diagram of soil slurry under different homogeneities (unit: Pa)
图 11 不同渗透系数下黏土劈裂注浆浆脉宽度
Figure 11. Width of clay split grouting veins under different permeability coefficients
图 12 距注浆孔100 cm处浆脉宽度随时间变化
Figure 12. Width of grouting veins at 100 cm away from the grouting hole changing with time
表 1 现场孔隙率勘探值
Table 1. Field porosity exploration value
TK1 TK2 TK3 TK4 TK5 TK6 勘探深度/m 孔隙率 勘探深度/m 孔隙率 勘探深度/m 孔隙率 勘探深度/m 孔隙率 勘探深度/m 孔隙率 勘探深度/m 孔隙率 0 0.45 0 0.44 0 0.46 0 0.50 0 0.40 0 0.46 1.20 0.26 0.55 0.41 0.40 0.48 1.11 0.49 0.96 0.36 0.46 0.26 1.53 0.28 1.57 0.39 1.21 0.31 1.56 0.38 1.58 0.44 2.29 0.39 3.19 0.26 1.75 0.28 2.66 0.40 1.98 0.25 2.68 0.33 2.29 0.36 3.81 0.45 3.18 0.25 3.30 0.43 2.89 0.35 3.11 0.42 2.93 0.25 4.80 0.38 3.61 0.27 3.61 0.30 3.21 0.35 3.26 0.25 3.06 0.33 5.35 0.49 4.25 0.35 3.92 0.35 3.84 0.37 4.88 0.29 3.72 0.44 5.71 0.47 5.28 0.39 4.09 0.43 4.91 0.29 5.19 0.34 3.84 0.48 6.24 0.39 6.30 0.48 4.30 0.27 5.98 0.45 5.78 0.35 4.36 0.31 6.53 0.26 6.35 0.34 5.28 0.45 6.63 0.39 6.58 0.32 5.66 0.39 
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表 2 土体物理指标参数
Table 2. Physical index parameters of soil
力学参数 参数值 力学参数 参数值 均质度 1, 2, 4, 6, 8 泊松比 0.35 弹性模量/Pa 由地层不同孔隙率
参数值确定孔隙水压力系数 0.5 黏聚力/MPa 0.02 细观抗压强度/MPa 0.5 内摩擦角/° 22 初始有效压力/MPa 0 渗透系数/(m·d−1) 0.50, 0.05 单步增量/MPa 0.01
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