Unsaturated seepage and stress coupling of reservoir landslides considering the water-induced deterioration effect
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摘要:
水对岩土体的力学参数存在明显的劣化效应。开展了不同含水率条件下滑坡堆积体三轴力学试验, 建立了饱和度和力学参数之间的经验方程; 对建立的经验方程进行了二次开发, 通过饱和度和力学参数的耦合, 实现了库水位实时变动过程中考虑岩土体力学参数变化对滑坡稳定性的影响, 克服了库水位变动过程中岩土体物理力学参数不能随库水入渗变化的局限性。通过云南省兰坪县大华滑坡在库水位变动环境下的模拟结果和现场监测数据的比对, 验证了考虑岩土体力学参数水致劣化效应的合理性, 并对大华滑坡考虑水致劣化效应的变形演化规律进行了工程应用。
Abstract:Water has an obvious degrading effect on the mechanical parameters of rock and soil.In this paper, triaxial tests of landslide deposits under different water content conditions were carried out, and empirical equations between saturation and mechanical parameters were established. Besides, secondary development on the established empirical equation was also carried out. Based the coupling of saturation and mechanical parameters, the influence of sliding body mechanical parameter changes on the landslide stability can then be considered in the process of real-time changes in reservoir water level.By comparing the simulation results of the Dahua landslide in Lanping County, Yunnan Province during the rise of the reservoir water level with the field monitoring data, the rationality of considering the water-induced deterioration effect of the mechanical parameters of the sliding body was verified.In the end, the engineering application of the deformation evolution law of the Dahua landslide considering water-induced deterioration was carried out.
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图 1 云南省兰坪县大华滑坡位置
Figure 1. Location of the Dahua landslide in Lanping County, Yunnan Province
图 3 大华滑坡典型钻孔照片
a.上覆堆积体碎石夹土; b.下部紫红色板岩
Figure 3. Typical drilling pictures of the Dahua landslide
图 4 大华滑坡1-1′工程地质剖面图
Figure 4. Engineering geological profile map 1-1′ of the Dahua landslide
图 5 大华滑坡1-1′剖面两测点孔深-位移分布曲线
Figure 5. Hole depth-displacement distribution curve of two measuring points at 1-1′ profile of the Dahua landslide
图 6 大华滑坡1-1′剖面土样试样颗粒级配曲线
Figure 6. Particle distribution of the soil sample at 1-1′ profile of the Dahua landslide
图 8 大华滑坡1-1′剖面试样土-水特征曲线
Figure 8. Soil-water characteristic curve of the soil sample at 1-1′ profile of the Dahua landslide
图 9 大华滑坡1-1′剖面Ⅰ区试样应力应变曲线(Pc为围压)
Figure 9. Stress-strain curve of the soil sample zone Ⅰ at 1-1′ profile of the Dahua landslide
图 10 大华滑坡1-1′剖面典型试样及破坏形态(含水率为13.9%)
Figure 10. Typical sample and failure form at 1-1′ profile of the Dahua landslide(w=13.9%)
图 11 黏聚力、内摩擦角随饱和度的变化规律
Figure 11. Cohesion and internal friction angle change with saturation
图 12 考虑水致劣化效应有限元计算求解流程图
Figure 12. Calculation flowchart of finite element considering water-induced deterioration effect
图 13 大华滑坡1-1′剖面单元网格数值计算模型及测点布置
Figure 13. Numerical calculation model of the section element grid and arrangement of measuring points at 1-1′ profile of the Dahua landslide
图 14 浸润线位置变化规律(Pore为孔隙水压力)
Figure 14. Change law of the position of the infiltration line
图 18 现场监测位移与模拟结果的对比
Figure 18. Comparison of field monitoring displacement and simulation results
图 19 云南省兰坪县多年平均月降雨量
Figure 19. Annual average monthly rainfall of Lanping County, Yunnan Province
表 1 大华滑坡1-1′剖面土样物理力学参数
Table 1. Physical and mechanical parameters of the soil sample at 1-1′ profile of the Dahua landslide
Ⅰ区 Ⅴ区 基岩 天然 饱和 天然 饱和 天然 饱和 密度/(kg·m-3) 2 200 2 300 2 200 2 300 2 730 2 780 渗透系数/(m·s-1) — 6.63×10-5 — 6.63×10-5 — 9.26×10-9 弹性模量/MPa 36.8 30.2 53.5 47.6 31 907.9 30 302.6 泊松比 0.35 0.37 0.34 0.36 0.22 0.23 黏聚力/kPa
内摩擦角/(°)按照公式(2)取值 按照公式(3)取值 620
42590
41
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表 2 大华桥库区蓄水工况
Table 2. Reservoir water storage conditions of the Dahuaqiao reservoir
蓄水阶段 起蓄日期 起蓄水位高程/m 阶段限制水位高程/m 蓄至限制水位高程日期 1 2018-2-2 1 408.3 1 436.0 2018-2-3 2 2018-4-9 1 435.7 1 477.0 2018-6-19
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