金沙江上游蚀变蛇绿岩型滑坡形成机制与稳定性分析−以堆绒通滑坡为例

冉丽娜; 张永双; 任三绍; 李金秋

doi:10.12090/j.issn.1006-6616.2024084

金沙江上游蚀变蛇绿岩型滑坡形成机制与稳定性分析−以堆绒通滑坡为例

doi: 10.12090/j.issn.1006-6616.2024084

冉丽娜^1,,
张永双^2, ,,
任三绍²,
李金秋^{1, 2}

1.
中国地质科学院水文地质环境地质研究所，河北石家庄 050061
2.
中国地质大学（北京）工程技术学院，北京 100083

基金项目: 国家自然科学基金项目（42472350，41941017）；中国地质调查局地质调查项目（DD20221816）

详细信息

作者简介:
冉丽娜（2000—），在读硕士，主要从事工程地质与地质灾害研究。Email：1801358314@qq.com

通讯作者:
张永双（1968—），博士，教授，博士生导师，主要从事工程地质与地质灾害教学和研究工作。Email：zhys100@cugb.edu.cn

中图分类号: P642.22
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- 被引次数: 0
出版历程
- 收稿日期: 2024-08-06
- 修回日期: 2025-02-07
- 录用日期: 2025-02-10
- 预出版日期: 2025-02-13
- 刊出日期: 2025-04-27

Formation mechanism and stability analysis of a landslide in altered ophiolite in the upper reaches of Jinsha River: A case study of the Duirongtong landslide

RAN Lina^1
,,
ZHANG Yongshuang^{2
, ,},
REN Sanshao²,
LI Jinqiu^{1, 2}

1.
Institution of Hydrogeology and Environmental Geology, Chinese Academy of Geosciences, Shijiazhuang 050061, Hebei, China
2.
School of Engineering and Technology, China University of Geosciences, Beijing 100083, China

Funds: This research is financially supported by the National Natural Science Foundation of China (Grant Nos. 42472350 and 41941017), and the China Geological Survey Project ( Grant No. DD20221816).

摘要

摘要: 青藏高原构造缝合带具有复杂的岩体结构和特殊的岩性组合，是特大滑坡易发带，但蚀变蛇绿岩型滑坡形成演化涉及的影响因素较多，目前对其孕生机制尚不明晰，制约了灾害隐患有效判识和风险防范。以金沙江构造缝合带堆绒通滑坡为例，基于现场调查、无人机测绘、年代学测试和环剪试验等方法，剖析了蚀变蛇绿岩型滑坡的发育特征和形成机制，并对滑坡堆积体的稳定性进行了模拟分析。结果表明：堆绒通滑坡是形成于晚更新世的巨型滑坡，所在斜坡岩性以基性−超基性岩为主，内部发育多条黏土化蚀变蛇绿岩条带，构成易滑地质结构；黏土化蚀变蛇绿岩在天然状态下具有较低的抗剪强度，遇水强度急剧下降，天然状态下的黏聚力（c）、内摩擦角（φ）值分别为67.0 kPa和20.3°，饱和状态下的c、φ值分别为39.8 kPa和13.8°，软化效应显著；堆绒通滑坡堆积体目前整体稳定，但在强降雨条件下滑坡体前缘可能出现局部失稳，基于滑坡稳定性数值模拟结果提出了灾害风险防范对策。综合分析认为，岩体结构与黏土化蚀变岩联合控制了堆绒通滑坡的形成演化。相关认识对青藏高原构造缝合带斜坡稳定性分析和防灾减灾具有较好的启示意义。
- 构造缝合带 /
- 滑坡 /
- 蛇绿岩 /
- 黏土化蚀变岩 /
- 易滑地质结构 /
- 稳定性分析
Abstract: Objective The tectonic suture zone of the Qinghai-Tibet Plateau has a complex rock mass structure and special lithology combination and is thus prone for large landslides. However, many factors influence the formation and evolution of landslides in altered ophiolite. Their formation mechanism is not clear at present, which restricts an effective identification and disaster risk prevention. Methods Taking the Duirongtong (DRT) landslide in the Jinsha River tectonic suture zone as an example, field investigations, UAV mapping, geochronological analysis, ring-shear testing, and numerical simulation were performed to analyze the formation mechanisms of the landslide and evaluate the stability of the landslide deposits. Results The results show that: (1) The DRT landslide is a giant landslide formed in the late Pleistocene. The slope is mainly composed of basic-ultrabasic rocks, and several clay-altered ophiolitic bands are developed, forming a sliding-prone geo-structure. (2) The clay-altered ophiolite has low shear strength under natural conditions, and its shear strength drops sharply when exposed to water. The natural values of c and φ are 67.0 kPa and 20.3°, and the water-saturated values of cohesion(c) and angle of internal friction(φ) are 39.8 kPa and 13.83°. The DRT landslide is currently stable as a whole, but the leading edge of the landslide may experience movement under heavy rainfall. Based on numerical simulation, some preventive recommendations are proposed. Conclusion The study suggests that the formation and evolution of the DRT landslide are controlled by the combination of geological structure and clay-altered rock. [ Significance ] These findings have important implications for the slope stability analysis and disaster prevention in the tectonic suture zone of the Qinghai-Tibet Plateau.
- tectonic suture zone /
- landslip /
- ophiolites /
- clay-altered rock /
- sliding-prone geo-structure /
- stability analysis

HTML全文

图 1 堆绒通滑坡孕灾地质背景图

a—三江构造缝合带大型滑坡分布图；b—堆绒通滑坡及周边地质略图1—泥盆系下统格绒组灰岩夹砂岩、火山岩；2—泥盆系中统穷错组灰岩夹板岩；3—二叠系戛金雪山群石英片岩；4—二叠系戛金雪山群蚀变玄武岩；5—三叠系下统茨岗群板岩；6—三叠系中—下统中心绒群中−基性火山岩（绿片岩）；7—三叠系上统甲丕拉组砾岩、砂岩；8—早更新统红色黏土层、泥砾层；9—超基性岩；10—二长花岗岩；11—石英闪长岩；12—断层；13—河流

Figure 1. Geological background map of disaster-prone areas around the Duirongtong landslide

(a) Distribution map of large-scale landslides in the tectonic suture zone; (b) Geological sketch of the Duirongtong landslide and its surrounding 1—Lower Devonian Gerong Formation limestone with sandstone and volcanic rocks; 2—Middle Devonian Qiongcuo Formation limestone cleats; 3—Permian Gajinxueshan Group quartz schist; 4—Altered basalt of the Permian Gajinxueshan Group; 5—Lower Triassic Cigang Group slate; 6—Intermediate volcanic rocks (greenschist) in the Lower and Middle Triassic Zhongxinrong Group; 7—Conglomerate and sandstone of the Upper Triassic Jiapila Formation; 8—Early Pleistocene red clay layer, mud gravel layer; 9—Ultramafic rock; 10—Monzonitic granite; 11—Quartz diorite; 12—Fault; 13—River

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图 2 堆绒通滑坡发育特征

a—滑坡全景（底图来自google earth）；b—滑坡中部黏土化蚀变岩条带；c—滑坡左侧公路旁出露的黏土化蚀变岩条带；d —滑坡中部堆积块石特征（镜向北西）；e—滑坡前缘发育的冲洪积阶地及光释光（OSL）测年取样位置；f—滑坡左侧蛇绿岩中发育的黏土化蚀变岩滑带

Figure 2. Development characteristics of the Duirongtong landslide

(a) Landslide panorama (negative from google earth); (b) Strip of clay-altered rock in the middle of the landslide; (c) Strip of clay-altered rock on the road to the left of the landslide; (d) Characteristics of rock accumulation in the middle of landslide; (e) Alluvial terrace developed at the landslide front and sampling location of OSL dating; (f) Clay-altered rock slip zone developed in the ophiolite to the right side of the landslide

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图 3 堆绒通滑坡平面分区图

Figure 3. Plane zonation of the Duirongtong landslide

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图 4 堆绒通滑坡A-A′剖面图

1—砾岩；2—玄武岩；3—砂岩； 4—绿片岩； 5—石英片岩； 6—堆绒通滑坡光释光测年取样点；7—第四纪残坡积物；8—蚀变蛇绿岩条带；9—节理裂隙； 10—断层； 11—潜在滑动面；12—三叠系中下统中心绒群；13—二叠系戛金雪山群； 14—三叠系上统甲丕拉组

Figure 4. A-A′ prof ile of the Duirongtong landslide

1—Conglomerate; 2—Basalt; 3—Sandstone; 4—Greenschist; 5—Quartz schist; 6—OSL dating sampling point of the DRT landslide; 7—Quaternary residual slope deposits; 8—Altered ophiolite bands; 9—Joint fissure; 10—Fault; 11—Potential slip surface; 12—Lower–Middle Triassic Zhongxinrong Group; 13—Permian Gajinxueshan Group; 14—Upper Triassic Jiapila Formation

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图 5 蚀变岩滑带土X-衍射鉴定与粒径分布曲线

Figure 5. X-ray diffraction identification and fractional curve of altered rock slip zone soil

(a) XRD quantitative test results of clay particles in altered rock slip zone soil; (b) Fractional curve of altered rock slip zone soil

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图 6 黏土化蚀变岩应力−位移关系曲线及强度包络线

Figure 6. Shear stress-displacement relationship curve and strength envelope of clay-altered rock

(a) 15% moisture content stress-displacement curve; (b) 40% moisture content stress-displacement curve; (c) 15% moisture content shear strength envelope; (d) 40% moisture content shear strength envelope

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图 7 堆绒通滑坡地质概化模型

Figure 7. Generalized geological model of the Duirongtong landslide

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图 8 不同工况下位移云图与应变增量云图

Figure 8. Displacement cloud images and shear strain increment cloud images for different working conditions

(a) Displacement cloud image for natural condition; (b) Displacement cloud image for heavy rainfall condition; (c) Shear strain increment cloud image for natural condition; (d) Shear strain increment cloud image for heavy rainfall condition

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图 9 不同工况下监测点位移曲线

Figure 9. Displacement curves of monitoring points for different working conditions

(a) Displacement curve of monitoring points under natural condition; (b) Displacement curve of monitoring point under heavy rainfall condition

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表 1 光释光样品年龄测定结果

Table 1. Results of OSL age determination

样品号	埋深/m	U/×10⁻⁶	Th/×10⁻⁶	K/%	等效剂量De(Gy)	年剂量Gy/ka	含水量/%	年龄/ka
DRT-01	0.5	1.58	6.69	2.40	254.04±8.03	3.45±0.16	7±5	73.7±4.2
DRT-02	0.5	1.05	9.95	1.55	281.41±1.31	2.75±0.12	7±5	102.4±4.6

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表 2 黏土化蚀变岩物质组成与滑带土粒度分析

Table 2. Material composition of clay-altered rock and particle size analysis of slip zone soil

天然含水率%	湿密度/（g·cm⁻³）	干密度/（g·cm⁻³）	塑限（W_P）/%	液限（W_L）/%	塑性指数（I_P）	颗粒级配/%		矿物含量检测结果/%
天然含水率%	湿密度/（g·cm⁻³）	干密度/（g·cm⁻³）	塑限（W_P）/%	液限（W_L）/%	塑性指数（I_P）	粒径大小/mm	%	矿物含量检测结果/%
15.0	2.1	1.8	19.9	62.4	42.5	<0.005 mm	16.0	蛇纹石	水菱镁矿	绿泥石
						0.005～0.075 mm	25.3	蛇纹石	水菱镁矿	绿泥石
						0.075～2 mm	39.0	88	10	2
						>2 mm	19.7	88	10	2

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表 3 岩土体物理力学参数取值表

Table 3. Values of physical and mechanical parameters of rock and soil mass

岩性	杨氏模量/MPa	泊松比	黏聚力/kPa		内摩擦角/（°）		天然密度/（g·cm⁻³）
岩性	杨氏模量/MPa	泊松比	天然	饱和	天然	饱和	天然密度/（g·cm⁻³）
滑坡堆积体	800	0.21	60.00	45.00	35.00	28.00	2.20
滑床	2810	0.20	460.00	400.00	40.00	30.00	2.50
蚀变岩条带	310	0.24	67.03	43.24	20.29	13.79	1.85

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