渠首引水隧洞洞内消能试验研究

doi:10.11988/ckyyb.20240304

摘要/Abstract

摘要：

洞内消能即在隧洞内布置消能工,可优化枢纽布置、降低造价,在引调水工程中应用较为广泛。然而洞内消能水流流态复杂,理论性计算无法满足设计要求。以某灌区渠首引水隧洞洞内消能工为研究对象,通过大比尺水工模型试验,验证渠首引水隧洞洞内消能设计参数的合理性;并通过优化试验,提出适用于洞内消能的“消力池+消波梁”组合消能布置型式,解决洞内波浪高、洞顶余幅不足、空蚀空化等问题。研究结果表明:①无压洞内最大波浪高度减小67%,洞顶余幅可满足安全输水条件;②工作闸门后底板堰面曲线段和边墙扩散段局部最小水流空化数约0.37,堰面出现空蚀空化的可能性较低;③消力池底板沿程测点水流脉动压力均方根均未超过1.0×9.81 kPa,满足结构设计要求。与传统下沉式消能工相比,本文提出的“消力池+消波梁”组合消能型式消能效率显著提高,具有更好的消能特性,水工模型试验验证了优化方案的可行性。消能方案对于解决类似工程洞内水面波动大、难以满足洞顶安全余幅的问题效果显著,消波梁作为洞内消能工,对隧洞过流能力几乎不构成影响,具有一定的普适性。研究成果可为大型灌区渠首消能设计提供参考和借鉴。

关键词: 引水工程, 消能型式, 隧洞, 消波梁, 模型试验

Abstract:

[Objective] The flow patterns of energy dissipation inside tunnels are complex, and theoretical calculations cannot meet design requirements. This research aims to: (1) verify the rationality of design parameters for energy dissipation in diversion tunnels at canal head based on hydraulic model tests; (2) propose an energy dissipation layout suitable for specific projects through model optimization to address high wave height inside the tunnel, insufficient clearance below the tunnel crown, and cavitation and erosion. [Methods] A hydraulic model test with a scale of 1∶1.5 was selected to simulate the diversion channel, pressurized tunnel, in-tunnel gate chamber, energy dissipation section, and a downstream section of free-flow tunnel. Additionally, an emergency gate shaft and the ventilation pipe behind the gate were simulated. A water tank was used as the model reservoir. The project involved three different discharge conditions, each with varying reservoir water levels, resulting in eight typical working conditions for testing. Then, based on the hydraulic model test results under different conditions, the downstream flow pressure characteristics, cavitation characteristics of the weir surface behind the operating gate, pressure characteristics of the gradually expanding stilling basin floor and sidewalls, flow connection patterns, and energy dissipation performance were obtained. Finally, the dimensions of the stilling basin section and the free-flow tunnel were improved, and wave suppression measures were optimized based on the test results. [Results] The hydraulic model test revealed shortcomings in the original energy dissipation scheme and proposed a combined layout of “stilling basin + wave suppression beam” suitable for in-tunnel energy dissipation. The test results showed: 1) the maximum wave height inside the free-flow tunnel was reduced by 67%, and the tunnel crown clearance met safe water conveyance requirements; 2) The local minimum cavitation number of the water flow at the curved section of the weir surface and the expanded section of the sidewalls behind the operating gate was about 0.37, indicating a low likelihood of cavitation erosion; 3) The root mean square of fluctuating pressure at measuring points along the stilling basin floor did not exceed 1.0×9.81 kPa, meeting structural design requirements. [Conclusion] This study proposes a combined energy dissipation method of “stilling basin + wave suppression beam” to address problems of high wave height and insufficient tunnel crown clearance in the original scheme. Compared with traditional submerged energy dissipators, the combined method significantly improves dissipation efficiency and has better energy dissipation characteristics. Hydraulic model tests verify the feasibility of the optimized scheme. The energy dissipation scheme is effective in solving the problems of large waves and insufficient tunnel crown clearance in similar projects. It is effective under multiple reservoir water levels and discharge conditions, and the wave suppression beam, as an in-tunnel energy dissipation structure, has little impact on tunnel flow capacity, demonstrating certain universality.

Key words: water diversion project, energy dissipation type, tunnel, wave-absorbing beam, model test

中图分类号:

TV671

钟坤, 闫福根, 郭建华, 易顺, 李民康. 渠首引水隧洞洞内消能试验研究[J]. raybet体育在线院报, 2025, 42(7): 119-125.

ZHONG Kun, YAN Fu-gen, GUO Jian-hua, YI Shun, LI Min-kang. Experimental Investigation on Energy Dissipation in Diversion Tunnel at the Head of Canal[J]. Journal of Changjiang River Scientific Research Institute, 2025, 42(7): 119-125.

图/表 13

图1 1#隧洞竖井式取水塔示意图

Fig.1 Schematic diagram of vertical well type water intake tower in tunnel 1#

表1 模型主要比尺关系

Table 1 Main scale relationship of the model

物理量	长度	流速	时间	流量	糙率
比尺关系	λ_L	λ_V= $λ L 1 / 2$	λ_t= $λ L 1 / 2$	λ_V= $λ L 5 / 2$	λ_Q= $λ L 1 / 6$
比尺数值	15	3.87	3.87	871.4	1.57

表1 模型主要比尺关系

Table 1 Main scale relationship of the model

物理量	长度	流速	时间	流量	糙率
比尺关系	λ_L	λ_V= $λ L 1 / 2$	λ_t= $λ L 1 / 2$	λ_V= $λ L 5 / 2$	λ_Q= $λ L 1 / 6$
比尺数值	15	3.87	3.87	871.4	1.57

图2 渠首引水工程水工模型

Fig.2 Hydraulic model of canal head diversion project

图3 压力测点布置

Fig.3 Layout of pressure measurement points

表2 模型试验工况

Table 2 Model test conditions

工况编号	库水位/ m	输水流量/ (m³·s^-1)	下游无压隧洞进口水深/m	闸门开度/m
1	110.26	9.2	2.76	0.23
2		7.3	2.32	0.18
3		5.5	1.85	0.13
4	105.85	9.2	2.76	0.27
5		7.3	2.32	0.20
6		5.5	1.85	0.15
7	80.85	7.3	2.32	1.13
8	80.85	5.5	1.85	0.55

表3 闸门井水位及波动情况

Table 3 Water level and fluctuation of gate shaft

工况编号	库水位/m	输水流量/ (m³·s^-1)	闸门内水位/m
1	110.26	9.2	108.87	0.09
2		7.3	109.35	0.06
3		5.5	109.69	0.05
7	80.85	7.3	80.85	0.08
8	80.85	5.5	80.36	0.05

图4 工况1消能段流态

Fig.4 Flow state of energy dissipation section under the first working condition

图5 工况1沿程水面线及波幅

Fig.5 Waterline and wave amplitude under the first working condition

图6 优化方案及消波梁尺寸

Fig.6 Optimization scheme and dimensions

图7 优化方案工况1典型部位流态

Fig.7 Flow pattern at typical locations under the first condition in the optimized scheme

图8 优化方案工况1沿程水面线及波幅

Fig.8 Waterline and wave amplitude under the first condition in the optimized scheme

表4 工作闸门控泄运行时均压力成果

Table 4 Time-averaged pressure during control and relief operation of working gate ×9.81 kPa

区域	桩号/m	工况1	工况2	工况3	工况4	工况5	工况6
底板中轴线	0+168.0	31.41	31.64	32.43	27.18	27.63	28.14
	0+173.0	31.52	31.92	32.60	27.57	27.83	28.26
	0+175.3	31.61	31.88	32.55	27.57	27.86	28.28
	0+179.0	30.77	31.49	32.33	27.00	28.41	28.26
	0+181.7	0.38	0.34	0.17	0.64	0.41	0.17
	0+183.8	-0.75	-0.93	-1.01	0.61	0.34	0.27
	0+187.6	1.57	2.25	1.24	2.35	1.80	1.42
	0+191.2	3.49	2.97	2.53	3.58	3.04	2.59
	0+191.5	2.46	2.27	2.20	3.28	2.77	2.33
	0+203.6	4.10	3.38	3.36	4.36	3.93	3.41
	0+214.2	2.69	2.10	1.90	2.66	2.29	1.83
底板近边墙	0+175.3	31.61	31.98	32.58	27.60	27.80	28.28
	0+177.2	31.46	31.88	32.55	27.50	28.01	28.44
	0+179.0	30.78	31.34	32.36	27.02	27.45	28.07
	0+181.7	0.36	0.31	0.24	0.89	0.34	0.29
	0+183.8	-0.90	-1.02	-1.13	0.01	-0.21	-0.36
	0+186.1	0.97	1.00	0.72	1.95	1.50	1.17
	0+189.5	2.42	2.09	1.84	2.92	2.48	2.03
陡坡段侧边墙	0+181.7	0.25	0.13	0.07	0.41	0.22	0.08
	0+183.8	0.06	-0.10	-0.18	0.48	0.31	0.25
	0+187.6	1.85	1.46	1.27	2.35	1.90	1.49
	0+191.2	3.32	2.86	2.48	3.41	2.96	2.50
顶部中心线	0+168.0	29.55	29.84	30.48	25.46	25.80	26.34
	0+173.0	29.62	30.05	30.78	25.73	27.36	26.46
	0+175.3	29.65	29.03	30.78	25.76	26.01	26.46
	0+179.0	29.94	30.35	31.01	26.01	26.25	26.66

图9 水流脉动压力成果

Fig.9 Result of water flow pulsation pressure

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