涪江源区韩家沟泥石流防治工程改进前后危险性分析

唐海兵; 吴建军; 张春山; 杨为民; 渠敬凯; 马思琦; 徐传成

doi:10.12090/j.issn.1006-6616.2023097

涪江源区韩家沟泥石流防治工程改进前后危险性分析

doi: 10.12090/j.issn.1006-6616.2023097

唐海兵^{1, 2, 3, 4,},
吴建军⁵,
张春山^{1, 2, 3, ,},
杨为民^{1, 2, 3},
渠敬凯^{1, 2, 4},
马思琦^{1, 2, 3},
徐传成^{1, 4}

1.
中国地质科学院地质力学研究所，北京 100081
2.
自然资源部活动构造与地质安全重点实验室，北京 100081
3.
中国地质调查局新构造与地壳稳定性研究中心，北京 100081
4.
中国地质大学（北京），北京 100083
5.
四川省地质矿产勘查开发局物探队，四川成都 610070

基金项目: 科技部基地与人才项目（2019QZKK0902）

详细信息

作者简介:
唐海兵（1999—），男，在读硕士，主要从事地质灾害方面的研究。Email：951891703@qq.com

通讯作者:
张春山（1964—），男，研究员，主要从事地质灾害、工程地质、地应力等方面研究工作。Email：zhangcs401@sina.com

中图分类号: P694；P642.5
计量
- 文章访问数: 319
- HTML全文浏览量: 37
- PDF下载量: 41
- 被引次数: 0
出版历程
- 收稿日期: 2023-06-14
- 修回日期: 2024-04-08
- 录用日期: 2024-04-16
- 预出版日期: 2024-06-05
- 刊出日期: 2024-08-28

Debris flow hazard analysis before and after improvement of Hanjia gully control engineering at the source area of the Fujiang River

TANG Haibing^{1, 2, 3, 4
,},
WU Jianjun⁵,
ZHANG Chunshan^{1, 2, 3
, ,},
YANG Weimin^{1, 2, 3},
QU Jingkai^{1, 2, 4},
MA Siqi^{1, 2, 3},
XU Chuancheng^{1, 4}

1.
Institute of Geomechanics, Chinese Academy of Geological Sciences, Beijing 100081, China
2.
Key Laboratory of Active Tectonics and Geological Safety, Ministry of Natural Resources, Beijing 100081, China
3.
Research Center of Neotectonism and Crustal Stability, China Geological Survey, Beijing 100081, China
4.
China University of Geosciences, Beijing 100083, China
5.
The Geological Prospecting Team of Sichuan Geological & Mineral Bureau, Chengdu 610070, Sichuan, China

Funds: This research is financially supported by the Base and Talent Project of the Ministry of Science and Technology (Grant No. 2019QZKK0902).

摘要

摘要: 为了降低涪江源区左岸韩家沟泥石流的危害，文章采用遥感解译、野外调查、FLO-2D数值模拟等手段，查清了韩家沟泥石流特征及其防治现状，认为现有防治工程不能满足防灾需求，并据此提出改进的防治工程，对不同降雨频率下防治工程改进前后的泥石流危险性进行了研究，并分析改进防治工程的有效性。结果表明：韩家沟位于“8·8”九寨沟地震扰动区，震后泥石流物源丰富，导致每逢强降雨时泥石流频发。在10年一遇降雨频率下，丰河村及平松路均处于低危险区，现有防治工程可有效防治泥石流灾害；在50年一遇降雨频率下，丰河村处于泥石流高危险区，泥石流冲出排导槽，冲毁平松路，现有防治工程不能满足要求。采用多级拦挡坝、排导槽截弯取直等改进的防治工程后，可有效预防泥石流对沟口下方承灾体的损害，泥石流堆积方量减少50.2%，堆积面积减少86%，高危险区均位于排导槽内，治理效果显著。
- 工程地质 /
- 泥石流 /
- 改进防治工程 /
- 治理效果 /
- 降雨 /
- 地质灾害
Abstract: Objective Debris flow from the Hanjia gully develops on the left bank of the source area of the Fujiang River, Fenghe Village, Xiaohe Town, Songpan County, China. In recent years, debris flows have occurred frequently, and the largest debris flow occurred in August 2022, which seriously threatened the lives and properties of villagers in the Hanjia gully. Existing prevention and control engineering methods have decreased in effectiveness or even become ineffective. Currently, researchers have set a variety of extreme rainfall conditions and used FLO-2D to analyze the hazards of debris flow, based on which the governance effect of debris flow prevention and control engineering can be evaluated. However, there are few reports on how to improve the prevention and control engineering and evaluate the effect of the improved prevention and control engineering when the existing prevention and control engineering is ineffective. Methods To reduce damage to the Hanjia gully, the characteristics as well as prevention and control status of the debris flow in/from this gully were determined using remote sensing interpretation, field investigation, and FLO-2D numerical simulation; subsequently, improved prevention and control engineering was proposed. The hazard of debris flow before and after the improvements in prevention and control engineering under different rainfall frequencies were studied to analyze the effectiveness of the improved prevention and control engineering. Results The results show that the Hanjia gully is located in the "8.8" Jiuzhaigou earthquake disturbance area, the static reserves of post-earthquake landslides and collapses are about 49.79 × 104 m³, and the debris flow sources are abundant, which leads to frequent debris flow during heavy rainfall. The high-hazard area is concentrated in the No. 1 retaining dam, and Fenghe Village and Pingsong Highway are in the low-hazard area under a rainfall event occurring every 10 years, and the existing prevention and control engineering can effectively prevent the debris flow disaster. Under a rainfall event occurring once in 50 years, Fenghe Village is in the high-hazard area of debris flow. The debris flow rushes out of the drainage channel and destroys the Pingsong Highway. The maximum mud depth in the accumulation area increases from 1.41 m to 3.14 m, the maximum velocity increases from 2.4 m/s to 3.65 m/s, and the accumulation area increases from 0.28 × 104 m² to 5.41 × 104 m2. However, the existing prevention and control engineering methods cannot meet these requirements. After adopting improved prevention and control engineering, such as multistage retaining dams and cutting and straightening of drainage channels, the flow velocity of the debris flow in front of the two additional retaining dams becomes lower than that before the improvement, and the depth of mud in front of the additional retaining dams becomes higher than that before the improvement. The maximum velocity of the debris flow within 100 m of Dam No. 3 decreases by 29%, and the maximum mud depth increases by 413%. The maximum flow velocity in the first 100 m of Dam No. 2 decreases by 21%, the maximum mud depth increases by 175%, the maximum mud depth in the accumulation area is 3.9 m, and the maximum flow velocity is 3.4 m/s. The accumulation volume of debris flows is reduced by 50.2%, and the accumulation area is reduced by 86%. Conclusion Improved prevention and control engineering can effectively reduce the solid mass of debris flows and guide debris flow to discharge along drainage channels. The high-hazard area of the debris flow is concentrated in the drainage channel, and the control effect of the debris flow is remarkable. Significance The research results provide a scientific method for evaluating the effectiveness of debris-flow control engineering improvements and offer technical support for local debris-flow early warning systems.
- engineering geology /
- debris flow /
- improving prevention and control engineering /
- governance effect /
- rainfall /
- geological hazards

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图 1 涪江源区地质略图

a—区域地质图；b—活动构造分布图

Figure 1. Geological sketch of the source area of the Fujiang River

(a) Regional geological map; (b) Active structure distribution map

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图 2 韩家沟泥石流流域崩滑体分布特征及“8·19”泥石流遗迹

a—韩家沟泥石流流域遥感影像及崩滑体分布；b—泥石流堆积区；c—泥石流淤埋公路；d—泥石流冲毁农田；e—排导槽拐弯处最高泥位；f—泥石流冲上排导槽；g—沟口拦挡坝淤满泥石流物质

Figure 2. Distribution characteristics of collapses and landslides and remains of the "8·19" debris flow in Hanjia gully debris flow watershed

(a) Remote sensing image and distribution of collapses and landslides in Hanjia Gully debris flow watershed; (b) Debris flow accumulation area; (c) Debris flow burying the highway; (d) Debris flow that washed away farmland; (e) The highest mud position at the bend of the drainage channel; (f) Debris flow that washed up the drainage channel; (g) The retaining dam at the mouth of the gully was filled with debris flow material

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图 3 韩家沟泥石流防治工程改进前后工程布置平面图

Figure 3. Plan of Hanjia gully debris flow prevention and control engineering before and after improvement

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图 4 韩家沟内集水点流量过程曲线

Figure 4. Flow curve of water collection point in the Hanjia gully

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图 5 涪江流域降雨量频率拟合曲线

Figure 5. Fitting curve of rainfall frequency in the Fujiang River basin

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图 6 10年一遇降雨频率下不同防治工程的泥石流泥深与流速

a—现有防治工程下泥深；b—现有防治工程下流速；c—防治工程改进后泥深；d—防治工程改进后流速

Figure 6. Mud depth and velocity of debris flow in different control engineering conditions under 10-year rainfall frequency

(a) Mud depth of debris flow under existing control engineering conditions; (b) Velocity of debris flow under existing control engineering conditions; (c) Mud depth of debris flow after improvement of control engineering; (d) Velocity of debris flow after improvement of control engineering

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图 7 50年一遇降雨频率下不同防治工程的泥石流泥深与流速

a—现有防治工程下泥深；b—现有防治工程下流速；c—防治工程改进后流速；d—防治工程改进后泥深

Figure 7. Mud depth and velocity of debris flow in different control engineering conditions under 50-year rainfall frequency

(a) Mud depth of debris flow under existing control engineering conditions; (b) Velocity of debris flow under existing control engineering conditions; (c) Velocity of debris flow after improvement in control engineering; (d) Mud depth of debris flow after improvement in control engineering

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图 8 10年一遇降雨频率下不同防治工程的泥石流危险性分区

a—现有防治工程；b—防治工程改进后

Figure 8. Hazard distribution of debris flow in different control engineering conditions under 10-year rainfall frequency

(a) Under existing control engineering conditions; (b) After improvements in control engineering

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图 9 50年一遇降雨频率下不同防治工程的泥石流危险性分区

a—现有防治工程；b—防治工程改进后

Figure 9. Hazard distribution of debris flow in different control engineering conditions under 50-year rainfall frequency

(a) Under existing control engineering conditions; (b) After improvements in control engineering

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图 10 50年一遇降雨频率下不同防治工程的泥石流泥深及流速变化曲线

Figure 10. Change curve of mud depth and velocity of debris flow in different control engineering conditions under 50-year rainfall frequency

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表 1 韩家沟流域崩滑体体积

Table 1. Static reserves of slumped masses in the Hanjia gully watershed

编号	崩滑体面积/×10⁴ m²	体积/×10⁴ m³	编号	崩滑体面积/×10⁴ m²	体积/×10⁴ m³
N1	2.29	6.66	S4	1.60	4.74
N2	0.69	2.13	S5	0.76	2.33
N3	0.24	0.78	S6	3.17	9.08
N4	0.63	1.95	W1	0.12	0.40
N5	0.26	0.84	W2	0.31	0.99
N6	0.50	1.57	W3	0.24	0.78
S1	0.17	0.56	W4	0.92	2.80
S2	3.69	10.49	W5	0.26	0.84
S3	0.62	1.92	W6	0.29	0.93
崩滑体总计					49.79
注：N、S、W分别为韩家沟流域内北侧、南侧、西侧

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表 2 不同防治工程下的泥石流模拟结果

Table 2. Simulation results of debris flow under different control engineering conditions

降雨频率	模拟情况	拦挡坝数量/座	坝前100 m内最大泥深/m	坝前100 m内最大流速/（m/s）	堆积面积/ ×10⁴ m²	泥石流堆积方量/ ×10⁴ m³	威胁民宅面积/ ×10⁴ m²
10年一遇	ⅠP₁₀	1	4.07（1号）	1.98（1号）	0.28	0.10	0
10年一遇	ⅡP₁₀	3	1.05（1号）5.23（2号）6.2（3号）	1.40（1号）2.07（2号）2.04（3号）	0	0	0
50年一遇	ⅠP₅₀	1	8.85（1号）	2.3（1号）	5.41	2.15	0.47
50年一遇	ⅡP₅₀	3	6.17（1号）6.07（2号）6.88（3号）	2.26（1号）2.56（2号）2.61（3号）	0.76	1.07	0
注：1号为原有拦挡坝；2号、3号为新建拦挡坝

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表 3 不同防治工程下堆积区的危险区面积、最大泥深与流速模拟结果

Table 3. Simulation results of hazardous area, maximum mud depth and velocity of accumulation area under different control engineering conditions

降雨频率	模拟情况	危险区面积/×10⁴ m²			最大流速/（m/s）	最大泥深/m
降雨频率	模拟情况	高危险	中危险	低危险	最大流速/（m/s）	最大泥深/m
10年一遇	ⅠP₁₀	0	0.11	0.17	2.40	1.41
10年一遇	ⅡP₁₀	0	0	0	0	0
50年一遇	ⅠP₅₀	0.44	1.43	3.54	3.65	3.14
50年一遇	ⅡP₅₀	0.35	0.12	0.29	3.40	3.90

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表 4 泥石流危险性分区标准

Table 4. Debris flow hazard zoning standards

危险性	堆积深度/m	逻辑关系	堆积深度与流速乘积
高	H≥1.5	OR	VH≥1.5
中	0.5<H<1.5	AND	0.5<VH<1.5
低	0.01≤H≤0.5	AND	0.1≤VH≤0.5

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表 5 不同防治工程下泥石流危险性分区统计

Table 5. Statistics of hazard zones of debris flow under different control engineering conditions

降雨频率	模拟情况	危险区总面积 /×10⁴ m²	高危险区		中危险区		低危险区
降雨频率	模拟情况	危险区总面积 /×10⁴ m²	面积 /×10⁴ m²	占总面积比例/%	面积 /×10⁴ m²	占总面积比例 /%	面积 /×10⁴ m²	占总面积比例 /%
10年一遇	ⅠP₁₀	29.22	0.64	2.19	1.91	6.54	26.67	91.27
10年一遇	ⅡP₁₀	28.79	0.62	2.15	1.83	6.36	26.34	91.49
50年一遇	ⅠP₅₀	36.08	1.83	5.07	5.01	13.89	29.24	81.04
50年一遇	ⅡP₅₀	31.56	1.99	6.31	3.99	12.64	25.58	81.05

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表 6 韩家沟泥石流数值模拟精度

Table 6. Numerical simulation accuracy of Hanjia gully debris flow

沟名	堆积扇面积/×10⁴ m²			$A_{\mathrm{c}} $
沟名	S_a	S_n	S₀	$A_{\mathrm{c}} $
韩家沟	5.15	5.41	4.57	75

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