9001cc金沙以诚为本

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

*论文版权归原作者和出书方所有，，本文仅为学习交流。。

以下是对这项效果的简要先容：

水库区大宗滑坡失稳事务归因于水位波动，，后者常在土体内部诱发循环转变的渗流压力。。在此类重大循环渗流条件下，，滑带土的水-力行为与稳固渗流情形显著差别，，然而其渗流特征与变形纪律尚未被充清楚确。。本研究在等向固结条件下开展循环渗压试验，，探讨滑带土渗透系数与体积应变的转变。。

效果批注：试样渗透系数在循环渗压作用下泛起波动，，波动幅度随渗压幅值增大而增强，，随围压升高而削弱；；；；；体积应变亦呈显著波动，，其幅值随渗压幅值增大而加剧，，累计体积应变与不可恢复体积应变均高于稳固渗流情形。。随后，，将滞回圈划分为三类，，划分对应差别的变形特征。。最后，，综合思量物化反应对孔隙结构的影响，，展现了循环渗压作用下滑带土的微观机制，，以更好地阐释其渗流特征与变形行为的内在机理。。研究效果为准确评估水位波动条件下水库滑坡稳固性提供了理论依据。。

*图表为论文截图，，版权归论文原作者和出书方所有，，本文仅为学习交流。。

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.

本研究定量剖析了循环渗压下滑带土的渗流特征与变形行为，，并展现了孔隙标准的微观机制。。主要结论如下：

(1) 通太过析渗透系数转变，，剖析了循环渗压下滑带土的渗流特征：渗透系数在循环渗压下显著波动，，且整体高于稳态渗压；；；；；循环加载历程中，，平均渗透系数随循环次数增添先降后稳。。

(2) 通过体应变演化与滞回曲线特征，，定量表征了循环渗压下滑带土的变形行为：体应变一连波动增添，，无稳固阶段，，幅度显著大于稳态渗压；；；；；依据滞回环形态划分为三类，，进一步展现了变形特征。。

(3) 提出了思量物化反应的滑带土孔隙结构微观机制：水化膨胀、颗粒群集、矿物消融与结构破损导致粒内孔隙与宏孔镌汰、粒间孔隙与团圆体孔隙增多，，这是渗流-变形特征转变的基础缘故原由。。

研究效果为展现库岸滑坡滑带土在库水运行循环渗压作用下的响应机制提供了新看法，，未来需进一步剖析重大应力状态下滑带土工程性子响应的深层机制。。