Experiment study on shear-seepage coupling of clayey soil-structure interface considering contact deformation
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摘要: 针对高黏土心墙坝岸坡部位接触黏土与混凝土基座接触面的剪切渗流问题，研制了一整套可用于开展黏土与结构接触剪切力学特性和渗流特性研究的剪切–渗流耦合试验系统。该系统可实现接触面的大剪切变形，控制剪切变形与渗流方向正交，自动获取接触面力学特性与渗透特性的演化过程。通过开展接触黏土渗透试验及接触黏土–结构接触面力学特性试验，验证了该试验系统的可靠性。对某高心墙土石坝接触黏土料开展剪切–渗流耦合试验，结果表明：在低正应力下，试样整体渗透系数随剪切变形的增大先减小后增大，最后趋于稳定；在高正应力下，整体渗透系数随剪切变形的增大而不断减小并快速趋于稳定；探讨了不同正应力下土体剪胀性对接触黏土–结构接触面渗透性的影响机制。提出了结构粗糙度对接触面的渗透特性的影响有待进一步研究。Abstract: Aiming at the shear-seepage problem on the interface between the contact clayey soil and the concrete base at the bank slope of a high clay-core dam, a new complete set of shear-seepage test system for clayey soil-structure interface is developed to investigate the mechanical and seepage characteristics of the interface between clayey soil and structure. The test system can produce large shear deformation on the interface, control the orthogonality of the shear deformation and the seepage direction, and automatically obtain the evolution process of mechanical and seepage characteristics of the interface. The compacted clayey soil permeability tests and the mechanical tests on the contact clay-structure interface are carried out to verify the reliability of the test system. The shear-seepage coupling tests are conducted on the contact clayey soil materials of the core wall earth-rock dam. The results indicate that under low normal stress, the permeability coefficient decreases first and then increases with the increase of shear deformation, and finally stabilizes. The permeability coefficient at stability does not exceed the initial permeability coefficient. While under high normal stress, the permeability coefficient decreases continuously and reaches stability with the increase of shear deformation. The influence mechanism of soil dilatancy on the permeability of contact clayey soil-structure interface under different normal stresses is discussed. It is proposed that the influences of structure roughness on the permeability characteristics of the interface need further studies.
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图 2 黏土–结构接触剪切–渗流耦合试验系统
Figure 2. Rotational shear-seepage test system for clayey soil-structure interface
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图 5 压实黏土渗透系数随固结应力变化曲线
Figure 5. Relationship between permeability coefficient and consolidation stress
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图 6 不同法向应力下剪应力–剪切位移关系曲线
Figure 6. Relationship between shear stress and shear displacement under different normal stresses
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图 8 黏土–结构接触面渗流试验与压实黏土渗流试验结果
Figure 8. Comparison of permeability coefficient between soil- structure interface and compacted clayey soil
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图 9 100 kPa正应力下总出水量随时间变化曲线
Figure 9. Relationship between time and water output under normal stress of 100 kPa
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图 10 不同正应力下试样整体渗透系数随剪切位移的变化曲线
Figure 10. Relationship between permeability coefficient and shear displacement under different normal stresses
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图 11 不同正应力下接触剪切带导水系数变化量随剪切位移的变化曲线
Figure 11. Relationship between hydraulic transmissivity and shear displacement under different normal stresses
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图 12 试验过程中黏土–水泥砂浆接触状态变化示意图
Figure 12. Schematic diagram of change of clay-cement mortar contact state during tests
表 1 接触黏土基本物理参数
Table 1 Physical properties of contact clayey soil
液限wL/% 塑限wP/% 塑性指数Ip 土粒相对质量密度Gs 最优含水率wop/% 最大干密度ρdmax/(g·cm-3) 31.0 15.7 15.3 2.725 15.6 1.83 
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表 2 剪切-渗流试验方案
Table 2 Shear-seepage test schemes
编号 正应力/kPa 剪切位移停顿点/mm 水压力差/kPa #1 100 0, 0.2, 0.4, 0.8, 2, 12, 20 40 #2 200 0, 0.25, 0.5, 1, 2.5, 12, 20 80 #3 400 0, 0.4, 0.8, 1.6, 4, 12, 20 160 #4 800 0, 0.6, 1.2, 2.4, 6, 12, 20 320 #5 1600 0, 0.9, 1.8, 3.6, 9, 12, 20 640
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