澜沧江某巨型堆积体蓄水失稳诱发涌浪预测

胡大儒; 吴述彧; 罗超鹏; 邓辉; 李鹏飞; 王照英

doi:10.19509/j.cnki.dzkq.tb20230598

澜沧江某巨型堆积体蓄水失稳诱发涌浪预测

doi: 10.19509/j.cnki.dzkq.tb20230598

1.
中国电建集团贵阳勘测设计研究院有限公司, 贵阳 550081
2.
成都理工大学地质灾害防治与地质环境保护国家重点实验室, 成都 610059
3.
华能澜沧江水电股份有限公司, 昆明 650214

基金项目:

国家重点研发计划项目 2017YFC1501100

详细信息

作者简介:
胡大儒, E-mail: hudaru@ghidri.com.cn

通讯作者:
罗超鹏, E-mail: luocp1997@163.com

中图分类号: P642.22
计量
- 文章访问数: 141
- PDF下载量: 26
- 被引次数: 0
出版历程
- 收稿日期: 2023-10-27
- 录用日期: 2024-07-01
- 修回日期: 2024-06-06

Prediction of the wave induced by a gaint accumulation impoundment instability in Lantsang River

1.
Power China Guiyang Engineering Corporation Limited, Guiyang 550081, China
2.
State Key Laboratory of Geohazard Prevention and Geoenvironment Protection, Chengdu University of Technology, Chengdu 610059, China
3.
Huaneng Lancang River Hydropower Inc., Kunming 650214, China

More Information

Author Bio:
HU Daru, E-mail: hudaru@ghidri.com.cn

Corresponding author: LUO Chaopeng, E-mail: luocp1997@163.com

摘要

摘要:
澜沧江上游拟建RM水电站, 其蓄水运行可能导致近坝左岸RS巨型堆积体发生变形失稳, 进而诱发滑坡涌浪灾害, 威胁枢纽建筑物和下游居民安全。结合前期大量地质勘察及物理力学试验资料, 采用大型离心机模型试验等方法, 进行了RS堆积体蓄水潜在失稳破坏模式研究。在此基础上, 建立了RS堆积体至大坝段全河道的三维数值模型, 开展了RS堆积体滑坡-涌浪链式灾害动力学灾变全过程数值分析, 对滑坡涌浪的首浪高度、对岸爬坡浪高、沿途传播特征、坝前浪高、沿大坝爬升高度等进行了预测分析。结果表明: 随着水库蓄水位逐步抬升至2 800 m高程, RS堆积体最可能发生较大规模的失稳破坏, 其后缘拉裂边界为蓄水位以上一定范围的堆积体碎石土层、前缘剪切边界为堆积体中下部细颗粒层。堆积体失稳破坏后诱发滑坡涌浪, 首浪高度在入水点附近达到峰值, 约为31.5 m, 历时约15 s。涌浪沿河道向下游传播通过①号河湾前后浪高衰减39.5%, 涌浪在约147 s时传至大坝处并沿坝坡继续爬升, 爬坡浪高约为2.6 m, 历时180 s, 首浪及后续小浪均无翻坝风险。首浪受大坝阻挡消能后, 随即向上游反向传播形成回涌现象, 回涌与后续涌浪撞击形成局部高浪区, 至P5监测点处回涌浪高达到最大, 约为4.56 m, 历时219 s。涌浪传播过程中, 河湾地形及回涌现象可大幅加速涌浪能量衰减, 有效降低涌浪冲击与次生灾害风险。
- 澜沧江 /
- 巨型堆积体 /
- 离心机模型试验 /
- 失稳模式 /
- 滑坡-涌浪链式灾害预测
Abstract: Objective
The RM hydropower station is proposed to be constructed in the upper reaches of the Lancang River. Its impoundment and operation might result in deformation and instability of the RS giant accumulation on the left bank near the dam, thereby triggering landslide-induced wave disasters and endangering the safety of the key hydraulic structures and the downstream residents.
Methods
This study combines extensive geological surveys and physical mechanics experiments to investigate the potential instability and failure modes of RS accumulation under reservoir filling. On this basis, a three-dimensional numerical model of the entire river channel from the RS accumlation to the dam section was established. An analysis of the dynamic evolution of landslide-wave chain disasters caused by RS accumulation was conducted, and parameters such as the initial wave height, wave height along the opposite bank, propagation characteristics, wave height at the dam front, and wave height climbing along the dam were predicted.
Results
The results indicate that as the reservoir water level is gradually elevated to an altitude of 2 800 meters, the RS accumulation is most likely to undergo a large-scale instability failure. The rear tensile fracture boundary is the crushed stone and soil layer of the accumulation within a certain range above the reservoir water level, and the front shear boundary is the fine-grained layer in the middle and lower parts of the accumulation. After the instability failure of the accumulation, it induces a landslide-induced wave. The height of the first wave peaks near the water entry point, approximately 31.5 meters, and lasts for about 15 seconds. As the wave propagates downstream, the wave height decreases by 39.5% at the No. 1 river bay, reaching the dam in approximately 147 s and continuing to climb along the dam slope. The climbing wave height is approximately 2.6 m and lasts for 180 s, with no risk of overtopping by the initial or subsequent smaller waves. After being impeded by the dam, the initial wave propagates upstream, creating a backflow phenomenon, which, combined with subsequent waves, forms a locally high wave area. At monitoring point P5, the maximum backflow wave height reaches approximately 4.56 m and lasts for 219 s.
Conclusion
During the wave propagation process, the topography of the river bay and backflow phenomena significantly accelerate the energy dissipation of the waves, effectively reducing the risk of wave impact and secondary disasters.
- Lantsang River /
- giant accumulation /
- centrifuge model test /
- instability mode /
- prediction of landslidewave chain disaster
注释:

所有作者声明不存在利益冲突。

HTML全文

图 1 RS堆积体地形地貌航拍图

Figure 1. Topographic map of RS accumulation by aerial photography

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图 2 RS堆积体工程地质平面图(a)和R2-R2′剖面图(b)

Figure 2. Engineering geological plan(a) and R2-R2′ profile (b) of RS accumulation

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图 3 离心试验设备(a)及模型(b)

Figure 3. Centrifuge test equipment(a) and model(b)

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图 4 RS堆积体模型失稳破坏过程

Figure 4. Instability failure process of RS accumulation model

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图 5 RS堆积体失稳破坏模式示意图

Figure 5. Schematic diagram of instability failure of RS accumulation

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图 6 RS堆积体至大坝段三维数值计算模型

Figure 6. Three-dimensional numerical calculation model of RS accumulation to dam

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图 7 RS堆积体失稳诱发涌浪传播过程(t为滑坡体开始失稳到各阶段经历的时间)

Figure 7. Wave propagation process induced by instability failure of RS accumulation

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图 8 堆积体失稳监测点(入水点)P1自由液面高程

Figure 8. Free liquid level elevation of the accumulation at instable monitoring point(water entry point) P1

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图 9 监测点P2、P3自由液面高程

Figure 9. Free liquid level elevation at monitoring points P2 and P3

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图 10 监测点P4、P5、P6自由液面高程

Figure 10. Free liquid level elevation at monitoring points P4, P5 and P6

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图 11 坝址处涌浪壅高

Figure 11. Backwater elevation of wave at the dam site

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图 12 河道两岸对涌浪传播的阻碍作用

Figure 12. Barriers to wave propagation on both sides of the river

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图 13 各监测点最大浪高

Figure 13. Maximum wave height at each monitoring point

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表 1 RS堆积体离心模型参数

Table 1. Parameters of RS accumulation centrifuge model

指标类别		碎石土层	细颗粒层	砂卵砾石层
容重/(kN·m^-3)		22	21	21.5
内摩擦角/(°)		34.5	33	35.5
黏聚力/kPa		10	50	20
w_B/ %	粒径(2, 5]mm	30	0	50
	粒径(1, 2]mm	10	0	30
	粒径(0.5, 1]mm	10	0	10
	粒径≤0.5 mm	50	100	10

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表 2 各监测点距RS堆积体中点距离

Table 2. Distance between each monitoring point and the midpoint of RS accumulation

监测点	P1	P2	P3	P4	P5	P6	P7
距离/km	0	0.6	1.5	4.1	4.9	5.5	6.0

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表 3 弹塑性体关键参数

Table 3. Key parameters of elastoplastic body

密度/ (kg· m^-3)	黏度/ (kg·m^-1· s^-1)	内摩擦角/ (°)	弹性模量/ GPa	泊松比	弹性-黏塑性特征
密度/ (kg· m^-3)	黏度/ (kg·m^-1· s^-1)	内摩擦角/ (°)	弹性模量/ GPa	泊松比	剪切模量/MPa	屈服模量/MPa
2 200	0.01	37.5	0.09	0.35	0.12	0.3

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表 4 滑坡涌浪预测结果对比

Table 4. Comparison of landslide-wave prediction results

计算方法	首浪高度/m	坝址爬高/m
美国土木工程协会推荐方法	34.5	6.4
FLOW-3D数值计算	31.5	2.6

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