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Study on hydraulic characteristics simulation and optimal layout of open-wide single chute spillway
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摘要: 开敞式宽大单泄槽溢洪道与一般溢洪道相比易发生水流流态复杂、掺气效果差等工程安全问题。以马来西亚Baleh水电工程为例，采用VOF法与RNG k-ε双方程紊流模型对溢洪道流场进行三维数值模拟。计算分析了不同工况下溢洪道流态、流速、沿程压强等水力特性的分布规律。同时开展1∶50物理模型试验，对比分析数值模拟结果与模型试验结果发现，两者基本一致，验证了开敞式宽大单泄槽溢洪道水力特性数值模拟的准确性与可行性。进而利用紊流模型计算分析了溢洪道掺气坎的优化布置方案，结果表明：1#掺气坎抬高20 cm后，坎后掺气空腔长度由11.03 m增大至19.84 m，消能率提高了6.11%；3#掺气坎沿泄槽陡坡上移15 m后，挑流水舌冲击位置上移，减轻了对挑流鼻坎段水流流态的影响。研究结果对同类工程的优化设计有一定的借鉴作用。Abstract: Compared with the general spillway, the open spillway with a wide single chute is prone to complicated flow pattern and poor aeration effect. Taking the Baleh Hydropower Project in Malaysia as an example, this study uses the VOF method and the RNG k-ε two-equation turbulence model to carry out a three-dimensional numerical simulation of the spillway flow field. The calculation and analysis of the distribution law of the hydraulic characteristics of the spillway were made under different working conditions, such as flow pattern, velocity, and pressure along the way. At the same time, a 1∶50 physical model test was carried out. After comparative analysis, the model test results were basically consistent with the numerical simulation results, which verified the accuracy and feasibility of the numerical simulation of the hydraulic characteristics of the spillway with an open-wide single chute. Then the turbulence model was used to calculate and analyze the optimized layout of the spillway aeration sill in detail. The results show that: after the 1# aeration sill is raised by 20 cm, the length of the aeration cavity behind the sill increases from 11.03 m to 19.84 m, Energy dissipation rate increased by 6.11%; after 3# aeration sill moves up 15 m along the steep slope of the chute, the impact position of the tipping water tongue moves upward, reducing the impact on the flow pattern of the tipping nose sill section. The research results have a certain reference for the optimization design of similar projects.
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Key words:
- spillway /
- hydraulic characteristics /
- numerical simulation /
- physical model /
- optimal layout
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图 4 沿程流态模型试验与数值模拟对比
Figure 4. Comparison of flow patterns between physical model and numerical model
图 6 沿程流速模型试验与数值模拟对比
Figure 6. Comparison between simulated and experimental flow velocities
图 8 沿程底板压强模型试验与数值模拟对比
Figure 8. Comparison of simulated and experimental pressure values
图 10 沿程消能率模拟值与试验值对比
Figure 10. Comparison of simulated and experimental energy dissipation rates
图 11 1#掺气坎优化体型示意（单位：mm）
Figure 11. Schematic diagram of optimized shape of 1# aerator (unit: mm)
图 12 优化前后溢洪道水面线分布对比
Figure 12. Comparison of spillway water surface profile distribution before and after optimization
表 1 试验及数值模拟工况
Table 1. Test and numerical simulation conditions
组次 洪水
频率/%溢洪道
泄水量/(m3·s−1)库水位/
m下游
水位/m溢洪道闸门 Z1 20 2 442.2 221.24 47.392 5孔局开 Z2 10 2 701.6 221.32 48.010 5孔局开 Z3 1 3 153.1 221.45 49.049 5孔局开 Z4 0.2 3 384.4 221.52 49.547 5孔局开 Z5 0.1 3 842.2 221.65 50.531 5孔局开 Z6 0.01 12 014.1 223.42 64.080 4孔全开，关右孔 Z7 0.01 12 014.1 223.42 64.080 4孔全开，关中孔 Z8 0.01 13 546.9 223.11 66.135 5孔全开 Z9 PMF 16 353.0 224.83 69.536 5孔全开 
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表 2 沿程泄槽段消能率
Table 2. Energy dissipation rate of chute section along the ways
工况 断面1（CH0.000） 断面2（CH248.000） 总能差/m 消能率/% 断面总能/m 平均水深/m 平均流速/(m·s−1) 断面总能/m 平均水深/m 平均流速/(m·s−1) Z5物模 221.72 31.65 1.18 75.96 1.75 35.55 145.76 65.74 Z5数模 221.26 31.20 1.09 82.00 6.37 35.94 139.26 62.94 Z8物模 223.48 33.11 2.69 136.45 3.13 49.23 87.03 38.94 Z8数模 222.91 32.59 2.50 133.55 7.93 47.67 89.36 40.08
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表 3 掺气坎下游沿程掺气浓度物理模型量测结果
Table 3. Aeration concentration along downstream aerators
1#掺气槽 2#掺气槽 3#掺气槽 桩号 掺气浓度/% 桩号 掺气浓度/% 桩号 掺气浓度/% Z5工况 Z8工况 Z5工况 Z8工况 Z5工况 Z8工况 CH100.929 39.0 5.0 CH175.480 89.5 85.8 CH227.682 82.0 92.9 CH110.439 31.0 1.8 CH183.162 78.5 73.5 CH235.364 76.0 83.5 CH119.825 27.0 1.5 CH190.845 67.0 39.0 CH248.000 89.0 59.0 CH129.236 19.5 1.4 CH198.527 63.0 22.0 CH261.382 83.0 15.7
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表 4 优化前后沿程泄槽段消能率
Table 4. Energy dissipation rate of chute section before and after optimization
工况 断面1（CH0.000） 断面2（CH248.000） 总能差/m 消能率/% 断面总能/m 平均水深/m 平均流速/(m·s−1) 断面总能/m 平均水深/m 平均流速/(m·s−1) Z8 222.91 32.59 2.50 133.55 7.93 47.67 89.36 40.08 Z8优化方案 223.59 33.20 2.77 120.32 4.77 45.55 103.27 46.19
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