J9集团

https://doi.org/10.1016/j.jrmge.2025.01.059

*论文版权归原作者和出版方所有，本文仅为进建互换
。

以下是对这项成就的简要介绍：

水库区大量滑坡失稳事务归因于水位颠簸，后者常在土体内部诱发循环变动的渗流压力
。在此类复杂循环渗流前提下，滑带土的水-力行为与不变渗流情景显著分歧，然而其渗流个性与变形法规尚未被充分理解
。本钻研在等向固结前提下发展循环渗压试验，探求滑带土渗入系数与体积应变的变动
。

了局批注：试样渗入系数在循环渗压作用下出现颠簸，颠簸幅度随渗压幅值增大而加强，随围压升高而减弱；体积应变亦呈显著颠簸，其幅值随渗压幅值增大而加剧，累计体积应变与不成复原体积应变均高于不变渗流情景
。随后，将滞回圈划分为三类，别离对应分歧的变形特点
。最后，综合思考物化反映对孔隙结构的影响，揭示了循环渗压作用下滑带土的微观机造，以更好地阐释其渗流个性与变形行为的内涵机理
。钻研成就为正确评估水位颠簸前提下水库滑坡不变性提供了理论凭据
。

*图表为论文截图，版权归论文原作者和出版方所有，本文仅为进建互换
。

Fig. 1.Schematic illustration of reservoir landslide and stress condition of sliding-zone soil under periodic water fluctuations and seasonal rainfall in the TGRA.

Fig. 2.Study area: (a) Map of the TGRA; (b) Three-dimensional (3D) structure of Majiagou landslide; and (c) Vertical profile of landslide.

Fig. 3. Grain size distribution

Fig. 4. Diagram of (a) GDS triaxial system and (b) boundary conditions of the sample

Fig. 5. Loading process for consolidation tests under cyclic seepage pressure conditions.

Fig. 6. Correction of volume change during the loading stage.

Fig. 7. Changes in hydraulic conductivity with time for sliding-zone soil under cyclic seepage pressure and steady seepage pressure: (a) 100 kPa, (b) 150 kPa, (c) 200 kPa, and (d) 300 kPa.

Fig. 8. Change in average hydraulic conductivity with the number of cycles.

Fig. 9. Change in hydraulic conductivity with confining pressure.

Fig. 10. Variation in volumetric strain with time for sliding-zone soil under cyclic seepage pressure and steady seepage pressure: (a) 100 kPa, (b) 150 kPa, (c) 200 kPa, and (d) 300 kPa.

Fig. 11. Change in volumetric strain with time for sliding-zone soil at a confining pressure of 350 kPa.

Fig. 12. Variation in cumulative volumetric strain with confining pressure for sliding-zone soil: (a) Loading stage; and (b) Unloading stage.

Fig. 13. Change in irrecoverable volumetric strain with confining pressure for sliding-zone soil.

Fig. 14. Hysteresis loops under cyclic seepage pressure at a 350 kPa confining pressure for sliding-zone soil: (a) 100 kPa, (b) 150 kPa, (c) 200 kPa, and (d) 300 kPa.

Fig. 15. Change in the porosity with seepage pressure amplitude for sliding-zone soil samples.

Fig. 16. Change in the pore size distribution of sliding-zone soil samples. S – Steady seepage pressure; C – Cyclic seepage pressure; L – After seepage; B – Before seepage.

Fig. 17. Change in the percentage of pore volume.

Fig. 18. Schematic depicting (a) soil particle structure, (b) water types on the clay particle surface, and (c) particle association.

Fig. 19. Characteristics of mesostructure of sliding-zone soil samples.

Fig. 20. The physicochemical reactions in the microstructure of sliding-zone soil under cyclic seepage pressure.

本钻研定量阐了然循环渗压下滑带土的渗流个性与变形行为，并揭示了孔隙尺度的微观机造
。重要结论如下：

(1) 通过度析渗入系数变动，阐了然循环渗压下滑带土的渗流个性：渗入系数在循环渗压下显著颠簸，且整体高于稳态渗压；循环加载过程中，均匀渗入系数随循环次数增长先降后稳
。

(2) 通过体应变演化与滞回曲线特点，定量表征了循环渗压下滑带土的变形行为：体应变持续颠簸增长，无不变阶段，幅度显著大于稳态渗压；凭据滞回环状态划分为三类，进一步揭示了变形特点
。

(3) 提出了思考物化反映的滑带土孔隙结构微观机造：水化膨胀、颗粒荟萃、矿物溶化与结构粉碎导致粒内孔隙与宏孔削减、粒间孔隙与团圆体孔隙增多，这是渗流-变形个性变动的底子原因
。

钻研成就为揭示库岸滑坡滑带土在库水运行循环渗压作用下的响应机造提供了新见解，将来需进一步说明复杂应力状态下滑带土工程性质响应的深层机造
。