堤坝漫溃机理、模型及溃决洪水模拟技术与应用

doi:10.11988/ckyyb.20220979

摘要/Abstract

摘要：

为提升堤坝溃决险情处置和溃决灾害防御能力,多年来河流研究所采用物理模型试验、水槽试验、理论分析、数值模拟等方法研究了堤坝漫溢溃决的机理、模型与模拟技术。其主要成果包括:揭示了堤坝漫溢溃决机理,解析了“溯源陡坎冲刷”在堤坝溃决过程中的作用,提出了溯源陡坎冲刷模式和堤坝漫溢溃决模式;基于物理机制,研发了溯源陡坎冲刷二维数学模型和堤坝漫溢溃决数学模型;发展了适应溃坝水流急变特征的一、二、三维溃坝洪水运动模拟技术及地形处理方法,并初步探索了溃坝水流的三维流场与动压特性;总结评述了相关领域的研究进展。研究成果成功应用于唐家山、白格等历次堰塞湖溃决险情的应急处置和决策制定,并为今后堤坝(含堰塞坝)溃决险情的科学应对提供了技术参考和经验借鉴。

关键词: 堤坝, 堰塞湖, 溃决机理, 洪水演进, 应急处置

Abstract:

Over the years, researchers in the River Research Department of the Changjiang River Scientific Research Institute has conducted extensive studies on the mechanism, models, and simulation technologies of embankment breaches due to overflowing. These efforts were aimed at enhancing the ability to respond to embankment breach emergencies and to defend associated disasters. Through the use of physical model tests, flume tests, theoretical analysis, numerical simulation, and other methods, the department has made significant contributions to the field. Specifically, we have uncovered the mechanism of embankment breaches due to overflowing, analyzed the role of “headcut erosion” in the breaching process, and introduced patterns of headcut erosion and phases of embankment breaching due to overflowing. Additionally, we have developed a two-dimensional mathematical model of headcut erosion and a mathematical model of embankment breaching based on the physical mechanism. Furthermore, we have created one-, two-, and three-dimensional flood simulation technologies that are adapted to the characteristics of dam-breaking flow, along with a terrain processing method, and have preliminarily explored the three-dimensional flow field and hydrodynamic pressure characteristics of dam-breaking flow. Last, we made a review on the research progress in related fields and the achievements published in scientific journals. The accomplishments of the department have already proven to be highly effective in emergency response and decision-making, specifically during the Tangjiashan and Baige barrier lake breach emergencies. These achievements provide technical reference and experience for addressing embankment breach (including barrier lake burst) dangers in the future.

Key words: embankment, barrier lake, embankment breaching mechanism, flood evolution, emergency response

中图分类号:

TV641
X43

朱勇辉, 周建银. 堤坝漫溃机理、模型及溃决洪水模拟技术与应用[J]. 院报, 2023, 40(5): 1-8.

Yong-hui ZHU, Jian-yin ZHOU. Embankment Breach Due to Overflowing: Mechanism, Models, Flood Simulation Technologies, and Their Applications[J]. Journal of Yangtze River Scientific Research Institute, 2023, 40(5): 1-8.

图/表 15

图1 溯源陡坎冲刷试验

Fig.1 Physical model test of headcut erosion

图2 试验组次Tm1的“陡坎”壁面冲刷后退距离与时间的关系 [30]

Fig.2 Model calculation and experimental observation of the ‘headcut’ slope receding process for test Tm1[30]

图3 模型计算与试验观测的口门处堤(坝)高度与时间的关系[27]

Fig.3 Model calculation and experimental observation of the embankment height at the breach[27]

图4 溃坝流量模型计算结果与试验结果比较[27]

Fig.4 Comparison of embankment failure flood process between model calculation and experimental measurement[27]

图5 唐家山堰塞湖北川站流量过程[23]

Fig.5 Replaying the flood process at Beichuan station during Tangjiashan barrier lake breach[23]

图6 2018年“11·3”金沙江白格堰塞湖溃决洪水模拟中考虑河道基流的巴塘站流量过程[25]

Fig.6 Simulated and measured flood processes at Batang station in consideration of river base flow during the simulation of the “11·3” Baige Barrier Lake burst in Jinsha River [25]

表1 不同起溃水位溃坝洪水计算方案

Table 1 Calculation scheme of dam-breaking flood at different initial water levels

序号	方案编号	溃口最终高程/m	泄流渠底高程/m	起溃水位/ m	上游洪水频率/ %	溃决历时/ h
1	740-742.0-20y-1	720	740	742.0	5	1
2	740-740.2-20y-1	720	740	740.2	5	计算决定
3	740-752.0-20y-1	720	740	752.0	5	计算决定
4	740-742.0-20y-2	720	740	742.0	5	2
5	740-740.2-20y-2	720	740	740.2	5	计算决定
6	740-742.0-20y-3	720	740	742.0	5	3
7	740-740.2-20y-3	720	740	740.2	5	计算决定

图7 起溃水位分别为740.2、742.0、752.0 m时坝址处溃决洪水过程[24]

Fig.7 Breach flood process at dam site when the initial water levels are 740.2 m,742.0 m and 752.0 m respectively[24]

表2 不同溃决历时坝下游不同位置洪峰流量成果

Table 2 Flood peak flow at different stationsdownstream of the barrier lake

断面位置	距坝址距离/km	740-742.0-20y-2方案		740-742.0-20y-3方案
断面位置	距坝址距离/km	流量/ (m³·s^-1)	出现时间	流量/ (m³·s^-1)	出现时间
坝址	0	11 600	1 h 49 min	10 000	1 h 55 min
北川	4.64	11 500	2 h	9 900	2 h 5 min
通口电站	24.40	11 300	2 h 30 min	9 800	2 h 51 min
将军石水文站	36.10	11 100	2 h 55 min	9 700	3 h 22 min
永兴场	40.30	11 000	3 h 11 min	9 600	3 h 41 min
青莲场附近	46.51	10 300	3 h 51 min	9 400	4 h 27 min
通口河河口	50.20	10 000	4 h 14 min	300	4 h 50 min
涪江桥	68.88	8 200	6 h 5 min	7 900	6 h 42 min

图8 坝前水位过程和溃决流量过程计算值与实测值对比[22]

Fig.8 Calculated and measured water levels in front of the dam and dam-breaking discharge processes [22]

图9 堰塞湖下游通口站计算与实测流量过程对比[23]

Fig.9 Calculated and measured dam-breaking flood processes at Tongkou station downstream of the barrier lake[23]

图10 坝顶高程2 958 m溃决方案下泄流量过程

Fig.10 Dam breaking discharge process when dam crest elevation is set 2 958 m

图11 金沙江“11·3”白格堰塞湖溃决洪水过程复演

Fig.11 Replay of flood process of “11·3” Baige barrier lake breach in Jinsha River

图12 金沙江“11·3”白格堰塞湖溃决洪水沿程各站洪峰流量

Fig.12 Flood peak flow at each station downstream of the “11·3” Baige barrier lake breach in Jinsha River

图13 金沙江“11·3”白格堰塞湖溃决洪水沿程各站洪水过程

Fig.13 Flood process at stations downstream of the “11·3” Baige barrier lake breach in Jinsha River

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