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RESEARCH ON ENGINEERING GEOMECHANICS AND STRUCTURAL EFFECT OF SOIL-ROCK MIXTURE
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摘要: 土石混合体是一种土-石混杂、分布广泛、性质特殊的地质体，也是众多山区滑坡的重要载体。复杂的土-石结构组成是此类介质物理力学特性复杂、难以把控的关键。本文通过多尺度宏-微观室内和现场物理力学试验与模拟，对土石混合体的强度特性、变形特性和渗透特性及其结构控制机理展开了深入研究，系统阐明了含石量、块石形状、基质组分、土-石级配等关键结构因子的制约规律，进一步揭示了土石混合体强度和变形特征随机性的土石结构控制规律，提出了不同结构状态下强度参数的正确获取方法；研究了不同含石量土石混合体的非线性渗透特性，获得了非线性渗流计算模型及其抗渗变形优化设计方法，为全面建立基于真实土石结构和非线性本构关系的新一代土石混合体滑坡预测预警体系提供一定的理论支撑。Abstract: Soil-rock mixture (S-RM) is one of the widely distributed and unique geological materials in China and around the world. It is composed of loose rocks and soil, and has become a key carrier for mountain geological hazards. The complex structure of S-RM is the key to evaluate its special physical and mechanical properties. In this paper, the strength, deformation and permeability characteristics of S-RM and its structural control mechanisms are thoroughly studied, based on the multi-scale macro and micro tests, physical and mechanical field tests, numerical simulation, in order to interpret the control mechanisms of crucial structure factors. The factors include rock proportion, soil-rock shape, matrix composition and internal soil-rock granularity composition. Furthermore, the soil-rock control laws of the randomness of the S-RM strength and deformation characteristics are determined. In addition, much more accurate acquisition methods of strength parameters in different structural states are also proposed. The nonlinear seepage calculation model and its optimal design method of anti-seepage deformation are obtained, through the study on the nonlinear permeability characteristics of S-RM with different stone contents. In summary, this study provides a certain theoretical support for the comprehensive establishment of new generation of S-MR landslide early-warning system, based on the real soil-rock structures and nonlinear constitutive relation.
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图 2 RSM1000型伺服控制土石混合体大型直剪仪
a.正视图；b.后视图
Figure 2. Large geotechnical shear strength test system RSM-1000 controlled by motor servo
图 3 块石含石量对剪切带厚度的影响
a. L1(9.5~19.0 mm)块石尺寸；b. L2(19.0~31.5 mm)块石尺寸；c. L3(31.5~53.0 mm)块石尺寸
Figure 3. The effect of rock size on shear band thickness
图 4 剪切后块石变形特征
a.剪切面布置单排块石；b.剪切后单排块石发生翻转；c.剪切后单排块石俯视图；d.剪切面上下布置双排块石；e.剪切后块石未发生明显翻转；f.剪切后剪切面块石俯视图
Figure 4. The deformation characteristics of rocks after shear
图 5 大型三轴剪切试验机
a.大型三轴剪切试验机主视图；b.大型三轴剪切试验机示意图
Figure 5. Large-scale triaxial shear test machine
图 6 不同围压下体应变随轴向应变关系曲线
a. 25%含石量；b. 35%含石量
Figure 6. Curves of volumetric strain variation with axial strain under different confining pressures
图 7 偏应力、孔压、体应变对应关系曲线
Figure 7. The one-in-one correspondence relationship curves of deviator stress, volumetric strain and pore water pressure
图 9 10#坑的三维剪切破坏面
a. 10#试样顶面破裂形态素描图；b.三维剪切破坏面Surfer图
Figure 9. Three-dimensional shear failure plane of No.10
图 10 不同块石含量时土石混合体直剪试验曲线成果图
Figure 10. The direct shear test curve of S-RM with different rock content
图 11 剪切带发育及内部块体运动示意图
A、B为预剪面；箭头表示块体运动方向；虚线表示实际剪切带
Figure 11. Schematic diagram of shear zone development and internal block movement
图 12 不同含石量下土石混合体剪切带发育状况
Figure 12. Development of shear zone of S-RM under different rock content
图 14 径向超声测试试验装置系统
整个系统的组成为：1.上横梁；2.刚性立柱；3.托盘；4.导向杆；5.底坐；6.电导线；7.力传感器；8.荷载控制器；9.液压千斤顶；10.百分表；11.刚性垫块；12.试样；13.橡皮条；14.发射换能器；15.接收换能器；16.超声波仪
Figure 14. Radial ultrasonic testing equipment system
图 15 土石混合体试样波速与密度的关系
Figure 15. Relationship between density and UPV for all specimens
图 17 典型试样裂纹总宽度与相对应力的关系曲线
Figure 17. The relationship between crack width and stress level
图 18 土石混合体试样应力-应变曲线实测与理论对比分析
Figure 18. Measurement and theoretical comparative analysis of stress-strain curve of S-RM
图 19 CT原理图(a)及450 kV射线源工业CT样机(b)
Figure 19. CT schematic diagram and 450 kV X-ray industrial CT machine
图 20 土石混合体试样中所用块石形态特征提取
Figure 20. Digital image feature extraction of rock blocks for S-RM
图 23 块石包裹体及附近土体CT数变化
Figure 23. CT number variation for stone inclusion and its nearby soil in different slice
图 24 土石混合体试样CT切片裂纹特征形态提取
Figure 24. Extraction of the crakcs from the original CT images for typical slice of 20, 40, 60, and 80, respectively
图 25 土石混合体损伤变量与轴向应变的关系
Figure 25. Relationship between damage variable and axial strain
图 26 土石混合体试样应力-应变实测与理论对比
Figure 26. Stress-strain measurement and theoretical comparison of soil-rock mixture specimens
图 28 不同椭圆方位试样起裂、慢裂、快裂至破坏的过程(变形放大20倍)
Figure 28. Process of crack initiation, slow propagation, fast propagation and failure for samples in different elliptical azimuths(deformation amplified 20 times)
图 30 不同含石量土石混合体试样单轴压缩条件下的应力-时步曲线
a.含石量为20%；b.含石量为30%；c.含石量为40%；d.含石量为50%
Figure 30. Stress-strain curves for RSA specimens with different rock percentages
图 31 不同含石量土石混合体试样土石胶结强度计算结果
a.含石量为20%；b.含石量为30%；c.含石量为40%；d.含石量为50%
Figure 31. Stress-strain curves for S-RM specimens with different interface cement strengths
图 32 土石混合体试样单轴加载条件下渐进破坏过程
a.加载1步；b.加载8步；c.加载16步；d.加载24步；e.试样破坏
Figure 32. The progressive failure process of RSA specimen under unxial compressive test
图 36 不同块石含量下土石混合体抗剪强度-法向应力关系
Figure 36. Relationship between shear strength and normal stress of S-RM under different rock block percentages
图 37 土石混合体抗剪强度与块石含量关系
a.内摩擦角增量与块石含量关系；b.黏聚力与块石含量关系
Figure 37. Relationship between shear strength and rock block percentages of S-RM
图 38 自主研发的大尺度伺服控制土石混合体压力渗透仪
Figure 38. Structure scheme of the large-scale servo-controlled permeability testing system for permeability testing
图 41 黏土基质试样渗透流速与水力梯度的关系
a.含石量30%；b.含石量40%；c.含石量50%；d.含石量60%
Figure 41. Relationship between seepage velocity and hydraulic gradient for SRM specimens with clay matrix with different rock block percentages
图 42 黏土基质试样渗透系数与水力梯度的关系
a.含石量30%；b.含石量40%；c.含石量50%；d.含石量60%
Figure 42. Relationship between permeability coefficient and hydraulic gradient for SRM specimens with clay matrix with different rock block percentages
图 43 淤泥基质试样渗透速度与水力梯度的关系(a~d含石量分别为30% ~60%)
Figure 43. Relationship between seepage velocity and hydraulic gradient for SRM specimens with mucky soil matrix with different rock block percentages
图 44 淤泥基质试样渗透系数随水力梯度的变化关系(a~d含石量分别为30% ~60%)
Figure 44. Relationship between permeability coefficient and hydraulic gradient for SRM specimens with mucky soil matrix with different rock block percentages
图 45 采用Forchheimer方程拟合渗流速度与水力梯度的关系
Figure 45. Forchheimer equation fitting for typical SRM specimens with mucky soil matrix
图 46 砂土基质典型试样的渗透速率与水力梯度的关系曲线
Figure 46. Relationship between seepage velocity and hydraulic gradient for SRM specimens with fine sand matrix
图 47 所测试的砂土基质典型试样渗透速率的最大值、最小值和均值
Figure 47. The box chart figure for S-RM specimens with fine sand matrix
图 48 基质为黏土时不同含石量渗透特性的比较
a.渗透速率与水力梯度的关系；b.渗透系数与含石量的关系
Figure 48. Comparison of permeability characteristics of clay matrix with different rock block content
图 49 基质为淤泥时不同含石量渗透特性的比较
a.渗透速率与水力梯度的关系；b.渗透系数与含石量的关系
Figure 49. Comparison of permeability characteristics of muddy matrix with different rock block content
表 1 450 kV通用型工业CT的系统性能指标
Table 1. Performance index for 450 kV universal industrial computed tomography
项目 指标 有效扫描口径 φ800 mm 有效扫描高度 1000 mm 射线穿透最大厚度 等效50 mm Fe 工件最大重量 200 kg 空间分辨率 4 Lp/mm(最佳)0.125 mm×0.125 mm×0.125 mm 透视相对灵敏度 1%(10 mmFe后) 密度分辨率 0.1%(3σ) 扫描层厚 0.13 mm 扫描时间/每层 最快1 min 图像重建时间 30 sec 气孔分辨能力 φ 0.3 mm 夹杂物分辨能力 φ0.1 mm 裂纹分辨能力 0.05 mm×15 mm 工作台平移定位精度 ±0.02 mm 工作台旋转定位精度 ±5角秒 
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表 2 由Forchheimer方程表征黏土基质试样的渗流规律
Table 2. Curve fitting results of seepage velocity against hydraulic gradient for typical specimens using Forchheimer equation
含石量
/%-J=-aV+bV2(Equation(8)) K(×10-8m·s-1) R2 a b 30 4.205 0.590 3.513 0.998 40 4.824 0.274 2.097 0.958 50 7.405 0.289 1.363 0.928 60 3.603 0.285 3.881 0.969
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表 3 由Forchheimer方程表征淤泥基质试样的渗流规律
Table 3. Curve fitting results of seepage velocity against hydraulic gradient for typical specimens with mucky matrix using Forchheimer equation
含石量
/%-J=-aV+bV2(Equation(8)) K(×10-8m·s-1) R2 a b 30 10.110 1.120 0.999 0.905 40 14.695 2.454 0.687 0.912 50 7.284 0.556 1.386 0.892 60 4.945 0.425 2.042 0.913
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