不同含水率滑带土强度弱化特征及其对甘肃省舟曲县牙豁口滑坡稳定性的影响

张真源; 李金秋; 张永双; 任三绍; 王振兴; 孙建时; 宫敬新; 王彩霞

doi:10.19509/j.cnki.dzkq.tb20250207

不同含水率滑带土强度弱化特征及其对甘肃省舟曲县牙豁口滑坡稳定性的影响

doi: 10.19509/j.cnki.dzkq.tb20250207

张真源^{1, 2,},
李金秋^{1, 2, ,},
张永双¹,
任三绍¹,
王振兴²,
孙建时¹,
宫敬新¹,
王彩霞^{3, 4}

中国地质大学（北京）工程技术学院，北京 100083
中国地质科学院水文地质环境地质研究所，石家庄 050061
甘肃省地质矿产勘查开发局第一地质矿产勘查院，甘肃天水 741020
甘肃省矿产资源综合勘查利用与保护工程研究中心，甘肃天水 741020

基金项目: 国家自然科学基金项目（42307229）；中国地质调查局地质调查项目(DD20230539)；自然资源部部省合作试点项目（2023ZRBSHZ013）；甘肃省自然资源厅科技创新项目（202429）

详细信息

作者简介:
张真源：E-mail：zhangzy0101@email.cugb.edu.cn

通讯作者:
E-mail：316145333@qq.com

中图分类号: P642.22
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- 文章访问数: 293
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- 被引次数: 0
出版历程
- 收稿日期: 2025-05-09
- 录用日期: 2025-08-29
- 修回日期: 2025-08-21
- 网络出版日期: 2025-11-11

Strength degradation characteristics of slip zone soil under different water contents and their effects on stability of Yahuokou landslide in Zhouqu County, Gansu Province

School of Engineering and Technology, China University of Geosciences (Beijing), Beijing 100083, China
Institute of Hydrogeology and Environmental Geology, Chinese Academy of Geological Sciences, Shijiazhuang 050061, China
First Institute of Geological and Mineral Exploration, Gansu Provincial Bureau of Geology and Mineral Resources, Tianshui Gansu 741020, China
Gansu Provincial Engineering Research Center for Comprehensive Exploration, Utilization and Protection of Mineral Resources, Tianshui Gansu 741020, China

More Information

Author Bio:
E-mail：zhangzy0101@email.cugb.edu.cn

Corresponding author: E-mail：316145333@qq.com

摘要

摘要:
甘肃舟曲牙豁口滑坡为白龙江断裂带典型大型蠕滑滑坡，2019 年强降雨诱发大规模滑动，造成重大经济损失。区内同类碳质板岩滑坡广泛发育，但现有研究多侧重宏观变形监测，缺少不同含水率下滑带土强度弱化的定量环剪试验支撑，贯通裂缝对降雨入渗、滑带软化的控制机理尚不明确，滑坡分区失稳演化规律未得到数值验证，制约滑坡精细化防控方案制定。综合无人机航测、现场分区精细地质调查，采集滑坡后缘泥化碳质板岩滑带土开展多组长距离环剪试验，设置 9%、12%、15%、18%（饱和）4 级含水率与 100，200，400 kPa 3级法向应力，同步采用三维激光扫描、扫描电子显微镜（SEM）观测剪切面细观形貌；依托 FLAC^3D 构建有、无裂缝2组对比数值模型，设置小、中、大雨3种降雨工况，布设 17 个监测点追踪饱和度、孔隙水压力、变形时序演化，综合揭示滑坡失稳机制。滑坡长期处于蠕滑状态，后缘源区变形剧烈，出露泥化碳质板岩滑带土黏粒为 26.4%，亲水黏土矿物为52%，水敏性极强；长距离剪切下土体呈显著应变软化，400 kPa 法向应力下，含水率由 9% 升至饱和时，软化比上升到 45.49%，剪切面粗糙度参数（相对起伏度均方根）Z₂最大下降量 0.24，黏土矿物呈面面叠置定向排布形成润滑结构；Z₂与残余摩擦系数皮尔逊相关系数为0.86755，含水率升高会通过 “抛光效应” 降低界面摩擦。数值模拟显示天然工况滑坡基本稳定，贯通裂缝大幅缩短滑带饱和时长；坡体变形较有效饱和度存在滞后效应，整体呈现源区先启动、逐级传递的变形特征。滑坡整体表现 “前拉−后推” 破坏模式，泥化碳质板岩滑带土强水敏性是内在控制因素，季节性强降雨为外部触发条件，贯通裂缝作为优势渗流通道加速滑带土软化。本研究定量阐明滑带土细观弱化机理，明确裂缝控渗失稳机制；建议采用分区差异化防治，优先封堵坡面张拉裂缝、配套排水工程与抗滑支护，为白龙江流域同类蠕滑滑坡防灾提供理论依据。
- 牙豁口滑坡 /
- 滑带土 /
- 强度弱化 /
- 滑坡渗流 /
- 失稳机制 /
- 含水率 /
- 甘肃舟曲
Abstract:
Objective
The Yahuokou landslide in Zhouqu County, Gansu Province, is a typical large creeping landslide distributed along the Bailong River fault zone. Heavy rainfall in 2019 triggered large-scale sliding, causing major economic losses. Similar carbonaceous slate landslides are widely developed in this area. However, previous studies have mainly focused on macroscopic surface deformation monitoring of local landslides, lacking quantitative ring shear tests on strength degradation of slip zone soil under different water contents. In addition, the control mechanism of through-going tensile fractures on rainfall infiltration and slip zone softening remains unclear, and the zoned evolution of landslide instability has not been verified numerically. This restricts the formulation of refined landslide prevention and control schemes. This study aims to clarify the instability mechanism of Yahuokou landslide.
Methods
Integrated UAV photogrammetry and field zoned detailed geological surveys were carried out. Argillized carbonaceous slate slip zone soil sampled from the rear edge of the landslide was subjected to multiple long-distance ring shear tests, with four water contents (9%, 12%, 15%, and 18% (saturated)) and three normal stress levels (100, 200, and 400 kPa). After shearing, three-dimensional laser scanning and scanning electron microscopy (SEM) were used to quantitatively calculate the root-mean-square relative roughness Z₂ and observe the micro-morphology of shear surfaces. Based on FLAC^3D, two numerical models with and without fractures were established. Three rainfall scenarios (light, moderate, heavy) were set, and 17 monitoring points were arranged to track the time-series evolution of saturation, pore water pressure, and slope displacement.
Results
Field investigation showed that the landslide was in a long-term creep state, with severe deformation occurring in the rear source zone. The exposed carbonaceous slate slip zone soil had a clay particle content of 26.4% and a hydrophilic clay mineral content of approximately 52%, indicating high water sensitivity. Under long-distance shearing, the soil exhibited significant strain-softening characteristics. When water content increased from 9% to saturated state, the softening ratio rises to 45.49%, and the maximum decrease in shear surface roughness Z₂ was 0.24 at a normal stress of 400 kPa. Clay minerals formed face-to-face aggregative orientation layers on shear surfaces, developing a lubricating structure. The Z₂ value was strongly positively correlated with the residual friction coefficient, with a Pearson correlation coefficient of 0.86755. Increasing water content reduced interface friction through the "polishing effect". Numerical simulation results showed that the landslide remained basically stable under natural conditions. Through-going fractures greatly shortened the saturation duration of slip zones. Slope deformation exhibited a time lag behind the rise of slip zone effective saturation. The overall deformation exhibited characteristics of initiation in the source zone followed by progressive transmission. The Yahuokou landslide showed an overall "front-pull and rear-push" failure mode. The strong water sensitivity of argillized carbonaceous slate slip zone soil was the internal controlling factor, seasonal heavy rainfall was the external triggering condition, and through-going fractures served as preferential infiltration channels to accelerate soil softening.
Conclusion
This study quantitatively elucidates the mesoscale mechanism of water-induced strength degradation of carbonaceous slate slip zone soil and clarifies the mechanism of fracture-controlled seepage-induced instability. Zoned differentiated prevention and control measures are recommended, with priority given to sealing slope surface tensile fractures and combining drainage engineering with anti-slide support. These findings provide a theoretical basis for disaster prevention of similar creeping landslides in the Bailong River basin.
- Yahuokou landslide /
- slip zone soil /
- strength degradation /
- landslide seepage /
- instability mechanism /
- water content /
- Zhouqu County, Gansu Province

HTML全文

图 1 牙豁口滑坡区域地质简图（据杨为民等^[24]修改）

1. 滑坡及其滑动方向；2. 中−上更新统；3. 全新统；4. 下石炭统；5. 上石炭统；6. 中泥盆统古道岭组下段；7. 中−上志留统白龙江群中段；8. 中−上志留统白龙江群上段；9. 活动断裂；10. 河流；11. 公路；12. 牙豁口滑坡及其滑动方向；13. 地名

Figure 1. Regional geological map of Yahuokou landslide

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图 2 牙豁口滑坡工程地质剖面图

Figure 2. Engineering geological profile of Yahuokou landslide

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图 3 牙豁口滑坡宏观变形破坏特征

a. 牙豁口滑坡平面图（位置见图1）；b. 滑坡后缘变形强烈（滑带出露）；c. 坡表道路裂缝；d. 滑坡中前部泉水出露；e. 滑坡前部下挫陡坎。Ⅰ区、Ⅱ区和Ⅲ区分别为滑坡沿主滑方向划分的3个区域：源区、次级流通区和稳定区

Figure 3. Macroscopic deformation and failure characteristics of Yahuokou landslide

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图 4 不同含水率滑带土剪切应力−位移关系曲线

Figure 4. Shear stress–displacement curves of slip zone soil under different water content conditions

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图 5 滑带土剪切强度与含水率关系曲线

Figure 5. Relationship curves between shear strength and water content of slip zone soil

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图 6 环剪试验试样破坏特征

Figure 6. Failure characteristics of specimens in ring shear tests

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图 7 不同含水率条件剪切面三维扫描形貌图

法向应力400 kPa。蓝色和红色环形圈箭头均为剪切方向

Figure 7. Three-dimensional scanning morphology of shear surfaces under different water content conditions

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图 8 剪切面相对起伏度均方根Z₂与含水率(a)、残余摩擦系数(b)关系曲线

Figure 8. Relationship curves of root-mean-square relative roughness of shear surface Z₂, and water content (a), residual friction coefficient (b)

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图 9 滑带土 SEM 微观结构特征

Figure 9. SEM microscopic characteristics of slip zone soil

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图 10 滑坡数值模拟概化模型

Figure 10. Simplified model of landslide numerical simulation

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图 11 有无裂缝坡体降雨 48 h 后有效饱和度等值云图

虚线框是为了对比相同雨强下有无裂缝饱和度变化范围

Figure 11. Contour maps of effective saturation of slopes with and without fractures after 48 h rainfall

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图 12 不同降雨工况下有无裂缝边坡监测点有效饱和度(a, d)、孔隙水压力(b, e)、位移(c, f)变化曲线

Figure 12. Variation curves of effective saturation (a, d), pore water pressure (b, e), and displacement (c, f) at monitoring points of slopes with and without fractures under different rainfall conditions

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图 13 天然条件下有无裂缝边坡位移云图

Figure 13. Displacement contour maps of slopes with and without fractures under natural conditions

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图 14 监测点有效饱和度与坡体位移响应关系曲线（图a中4条竖直线表示位移变化滞后于有效饱和度）

Figure 14. Response curves between effective saturation and slope displacement at monitoring points

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图 15 牙豁口滑坡位移形变图

Figure 15. Displacement deformation map of Yahuokou landslide

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表 1 滑带土基本物性指标

Table 1. Basic physical properties of slip zone soil

取样位置	岩性	天然含水率/%	天然干密度/(g·cm⁻³)	液限/%	塑限/%	w(亲水性黏土矿物)/%	w(黏粒(粒径<0.005 mm))/%
滑坡后缘滑带	灰黑色泥化碳质板岩	14.7	1.82	27.1	12.6	52	26.4

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表 2 滑带土环剪试验抗剪强度值

Table 2. Shear strength values of slip zone soil from ring shear tests

序号	含水率 w_B/%	峰值强度		残余强度
序号	含水率 w_B/%	内摩擦角φ/(°)	黏聚力c/kPa	内摩擦角φ/(°)	黏聚力c/kPa
1	9	19.98	60.7	15.6	28.2
2	12	13.22	48.7	10.1	26.8
3	15	12.95	28.4	4.7	15.6
4	18	10.45	27.2	4.3	14.8

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表 3 滑坡数值模型关键区域参数

Table 3. Parameters of landslide numerical model for critical areas

模型地层		杨氏模量/Pa	饱和渗透系数/(m·s⁻¹)	黏聚力/kPa	内摩擦角/(°)	泊松比
滑体	上层	8.00×10⁸	1.00×10⁻⁵	33.2	28.3	0.2
滑体	下层	1.00×10⁹	1.00×10⁻⁵	37.5	30.4	0.2
滑带	上层	2.00×10⁷	1.00×10⁻⁷	28.4	12.9	0.2
滑带	下层	2.00×10⁷	1.00×10⁻⁷	30.4	17.8	0.2
滑床		2.00×10¹⁵	1.00×10⁻⁸	8.00×10⁵	42.5	0.1

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