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Journal of Changjiang River Scientific Research Institute >

2025 , Vol. 42 >Issue 11: 96 - 102

DOI: https://doi.org/10.11988/ckyyb.20240904

Hydraulics

Effect of Adjustment Section Length on Hydraulic Characteristics of Side Inlet/Outlet in a Pumped Storage Power Station

  • LIU Shuai ,
  • LI Tian-guo ,
  • HUANG Xiao-long ,
  • LIU Zong-xian ,
  • WANG Peng-sheng
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  • Construction Administration Bureau of Yagen Stage-1 Hydropower Station, Yalong River Hydropower Development Company, Chengdu 610051, China

Received date: 2024-08-29

  Revised date: 2024-11-13

  Online published: 2025-01-02

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Abstract

[Objective] As an important part of the side inlet/outlet of a pumped storage power station, the length of the adjustment section directly affects the hydraulic characteristics of the inlet/outlet under bidirectional flow conditions as well as the project cost. This paper aims to investigate the effect of different adjustment section lengths on the hydraulic characteristics of side inlet/outlet, focusing on changes in head loss, velocity distribution, and discharge allocation, and to recommend an appropriate range of adjustment section lengths that meets design codes. [Methods] A three-dimensional mathematical model of the side inlet/outlet of the Lianghekou pumped storage power station was established. The Reynolds Stress Model (RSM) was adopted and validated against physical model test results. The velocity curves obtained from numerical simulation showed good agreement with the experimental measurements, confirming the applicability of the selected turbulence model to the study of inlet/outlet hydraulic characteristics. [Results] For the power generation condition (outflow), increasing the adjustment section length reduced inlet/outlet head loss, homogenized the velocity distribution at the trash rack section, and kept the discharge non-uniformity across openings within 5%. For the pumping condition (inflow), increasing the adjustment section length also reduced inlet/outlet head loss and maintained discharge non-uniformity within 10%. When the adjustment section length L relative to the diffusion section length T satisfied L≥0.3T, the bidirectional hydraulic characteristics of the inlet/outlet were favorable; when 0.1T≤L<0.3T, the bidirectional hydraulic characteristics were slightly poorer but still met code design requirements. [Conclusion] The research results provide support for the design and optimization of adjustment sections.

Key words： adjustment section length; pumped storage power station; side inlet/outlet; hydraulic characteristic; optimization of adjustment section

Cite this article

LIU Shuai , LI Tian-guo , HUANG Xiao-long , LIU Zong-xian , WANG Peng-sheng . Effect of Adjustment Section Length on Hydraulic Characteristics of Side Inlet/Outlet in a Pumped Storage Power Station[J]. Journal of Changjiang River Scientific Research Institute, 2025 , 42(11) : 96 -102 . DOI: 10.11988/ckyyb.20240904

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0 引言

为加快我国能源的绿色低碳转型,保障电力系统安全稳定运行,抽水蓄能电站正加快建设[1]。侧式进/出水口由于能适应不同的地质条件,在实际抽水蓄能电站工程中运用较多[2]。调整段作为侧式进/出水口的重要组成部分,其长短直接影响到双向过流条件下进/出水口水力特性。因此,针对侧式进/出水口调整段进行研究具有重要工程意义。
侧式进/出水口双向过流条件下水力特性主要受自身体型参数的影响,影响因素包括分流隔墩布置及间距、扩散段长度、扩散段平面扩散角和顶板扩张角大小及调整段长度。为此,国内外学者开展了大量的研究工作。对于分流隔墩布置及间距,叶建军[3]指出分流墩布置方式对侧式进/出水口流量分配影响较为显著,同时也会影响进/出水口流速分布,建议分流墩凹型布置形式,此时进/出水口水力特性较优。顾莉等[4]指出边墩应与扩散段起始断面齐平,中墩应适当后移,此时进/出水口水力特性较好。章军军等[5]对分流隔墩、边墙形状及顶板型式进行优化,减小了水头损失和流速不均匀系数。孙双科等[6]指出中边隔墩后移均能消减拦污栅断面负流速,并改善流速分布,但中隔墩后移改善效果更明显。韩立[7]指出分流隔墙的布置对阻力系数的大小有重要影响。徐准等[8]指出中隔墩后移可均化进/出水口出流时拦污栅断面流速,同时还能降低进/出水口的水头损失。孟席等[9]指出中墩后移距离为边墩间距的0.8~1.1倍,且边墩间距为流道总宽的0.4~0.5倍时,侧式进/出水口双向过流条件下水力特性较好。任晓倩等[10]指出适当增加中隔墩间距可使孔口流量分配更均匀,并能减小发电工况时进/出水口的水头损失。梅家鹏等[11]指出增加中边墩间距可有效改善进/出水口流量分配及减小流速不均匀系数。Ye等[12]指出分流墩各流道断面面积比对侧式进/出水口流量分配有着重要影响,可为流量分配的优化提供参考。张兰丁[13]提出通过“单位流速法”(扩散段起始断面单位分流间距流速)对侧式进/出水口分流间距的调整,可获得较优的进/出水口体型。针对扩散段长度,叶建军[3]通过水工模型试验指出扩散段的长度必须适中,并建议扩散段长度与洞径比值的取值范围为4~8。刘殷竹等[14]采用雷诺应力模型(Reynolds Stress Model,RSM)研究了扩散段长度对无调整段侧式进/出水口水力特性的影响规律,发现扩散段长度为隧洞洞径的5.7~6.0倍时,各项水力学指标满足规范设计要求。对于扩散段平面扩散角和顶板扩张角大小,黄智敏等[15]指出侧式进/出水口顶板扩张角应以7°~10°为宜。李广宁[16]指出,减小扩散段顶板扩张角可有效改善出流条件下侧式进/出水口水力特性。王晨茜等[17]采用Realizable k-ε模型探究了发电工况时扩散段水平扩散角和顶板扩张角对流动分离的影响,结果表明,顶板扩张角对流动分离起着主导作用,且当顶板扩张角α≤2°时,扩散段无明显的流动分离现象。高学平等[18]系统性研究了扩散段不同顶板扩张角对拦污栅断面流速分布的影响规律,为侧式进/出水口的设计提供依据。针对调整段长度,叶飞[19]指出调整段应足够长以调整出流时在扩散段末端顶部形成的回流。刘际军[20]发现调整段不可或缺,可均化进/出水口内部流速。综上所述,侧式进/出水口自身体型参数对其水力特性影响的成果较为丰富,但关于调整段的研究较少,且尚未探究不同调整段长度对双向过流条件下水力特性的影响。
因此,本文采用数值模拟的手段研究不同调整段长度对侧式进/出水口水力特性的影响,分析不同调整段长度下进/出水口水头损失、流速分布及流量分配的变化规律,给出满足规范要求的调整段长度的推荐值,为侧式进/出水口调整段长度的选择提供依据。

1 研究对象

两河口抽蓄电站下水库侧式进/出水口总长47.2 m,包括扩散段和防涡梁段。其中,扩散段长35.0 m,防涡梁段长12.2 m,扩散段中间布置3个分流隔墩,平面扩散角α=34.3°,顶板扩张角β=4.1°,拦污栅设置在防涡梁段,本工程侧式进/出水口调整段长2.43 m,为扩散段末端至拦污栅起始端之间的长度。扩散段始端紧接闸门井段及渐变段,闸门井长12.0 m,渐变段长12.0 m。渐变段末端连接倾斜隧洞,隧洞直径7.0 m,长80 m,尾水隧洞设置对称的S弯道,两弯道曲率半径25 m,转角85.4 °,两弯道之间直线段长30.26 m。
死水位为电站运行时的最不利水位,该水位条件下对应的孔口中心距水面高度(即淹没深度)为12.25 m,发电工况双机运行(出流)流量为2×73.45 m3/s,抽水工况双机运行(进流)流量为2×77.17 m3/s。侧式进/出水口布置如图1所示。
图1 侧式进/出水口布置

Fig.1 Layout of side inlet/outlet structures

2 研究方法

2.1 控制方程及湍流模型

对于侧式进/出水口内部流动,其控制方程如下。
连续性方程
$\frac{\partial {\overline{u}}_{i}}{\partial {x}_{i}}=0　。$
雷诺方程
$\begin{array}{l}\frac{\partial {\overline{u}}_{i}}{\partial t}+{\overline{u}}_{j}\frac{\partial {\overline{u}}_{i}}{\partial {x}_{j}}=-\frac{1}{\rho }\frac{\partial \overline{p}}{\partial {x}_{i}}+\\ \frac{1}{\rho }\frac{\partial }{\partial {x}_{j}}\left(\mu \frac{\partial {\overline{u}}_{i}}{\partial {x}_{j}}-\rho \overline{u\text{'}{ }_{i}u\text{'}{ }_{j}}\right)+{f}_{i}　。\end{array}$
式中: ${\overline{u}}_{i}$为速度时均量;xi、xj为方向;ρ为液体密度;p为压强;-ρ $\overline{u\text{'}{ }_{i}u\text{'}{ }_{j}}$为雷诺应力;μ为动力黏度;fi表示作用于单位质量水体上的体积力。
湍流模型选用RSM模型,具体公式参见文献[21]。

2.2 模型建立及验证

建立两河口抽蓄电站侧式进/出水口的三维数学模型,计算域包括部分库区、侧式进/出水口及部分输水隧洞。输水隧洞模拟至距S弯道20D(D为洞径),边界流速根据发电工况和抽水工况的运行流量按断面平均流速给出,固壁边界采用无滑移条件,库区边界按静水压强给出,其表面采用刚盖假定。对建立的三维模型进行网格划分,网格总数约1 000万,全局网格尺寸为0.3 m,分流墩附近网格尺寸0.1 m,三维模型的计算域及网格如图2所示。
图2 计算域及网格

Fig.2 Computational domain and grid

计算死水位条件下上述侧式进/出水口发电和抽水工况双机运行条件下拦污栅断面流速,发电工况双机运行流量为2×73.45 m3/s,抽水工况双机运行流量为2×77.17 m3/s,并与物理模型试验结果进行对比,对数学模型合理性进行验证。图3为2种运行工况下中、边孔拦污栅断面的流速分布情况。结果表明,数学模型计算值与试验量测值的流速曲线拟合较好,本文所选取的湍流模型对进/出水口水力特性的研究具有较好的适用性。
图3 发电工况和抽水工况下拦污栅断面中垂线流速

Fig.3 Velocity distribution along central vertical line in trash rack section under power generation condition and pumped storage condition

3 结果分析

3.1 计算条件

两河口抽蓄电站侧式进/出水口扩散段长度T=35 m,调整段长2.43 m,而抽水蓄能电站设计规范指出,调整段长度约相当于0.4倍的扩散段长度。为探求调整段长度的影响,降低工程造价,提高经济效益,在保证侧式进/出水口其它体型参数不变的前提下,改变调整段长度L分别为0T=0 m、0.1T=3.5 m、0.2T=7 m、0.3T=10.5 m、0.4T=14 m,分别建立连接平直隧洞(增强研究结果的适用性)的三维模型,对死水位发电工况双机运行和抽水工况双机运行进行数值模拟。

3.2 发电工况水力特性

3.2.1 水头损失系数

侧式进/出水口自进/出水口前缘至扩散段起始端,包括防涡梁段及扩散段。为保证0-0断面处的流速水头基本为0,将其布置在距进/出水口和明渠一定距离的库区内,同时考虑到提取断面应布置在流速分布较为均匀的断面,选定扩散段后1.5倍洞径处(1-1断面)作为典型断面,因此该侧式进/出水口水头损失是指库水位0-0断面和1-1断面间的水头损失。图4为侧式进/出水口水头损失提取的典型断面布置,由能量方程可以得到发电工况和抽水工况的水头损失计算公式分别为:
发电工况水头损失
${h}_{w}={H}_{1}-{H}_{0}+\frac{\alpha {v}^{2}}{2g}　。$
抽水工况水头损失
${h}_{w}={H}_{0}-{H}_{1}-\frac{\alpha {v}^{2}}{2g}　。$
水头损失系数
$\xi =\frac{2g{h}_{w}}{\alpha {v}^{2}}　。$
式中:hw为水头损失;H0为库水位;H1为1-1断面水位;v为隧洞平均流速;α为动能修正系数。
图4 典型断面布置

Fig.4 Typical section layout

表1给出了发电工况双机运行时不同调整段长度所对应的进/出水口水头损失系数。结果表明,随着调整段长度不断增大,进/出水口的水头损失系数由0.390减小到了0.351,调整段长度增加,水流在进入防涡梁段时流速分布更均匀,有利于减小发电工况下进/出水口水头损失。
表1 发电工况双机运行时不同调整段长度进/出水口水头损失

Table 1 Head loss at inlet/outlet for different lengths of adjustment section under power generation condition with double units in operation

调整段长度L 0T 0.1T 0.2T 0.3T 0.4T
水头损失系数 0.390 0.379 0.370 0.362 0.351

3.2.2 拦污栅流速及流态

图5给出了发电工况双机运行时不同调整段长度进/出水口中、边孔拦污栅断面中垂线流速分布。由图5可知,对于不同调整段长度,中孔中垂线流速分布均呈现“上小下大”的特点,主流位于孔口中下部,全程中孔拦污栅断面没有反向流速产生。随着调整段长度的不断增加,中孔中垂线底部及最大流速逐渐减小,顶部流速逐渐增大,当调整段长度L=0T时,顶部流速最大;边孔中垂线流速分布没有明显主流,流速分布较为均匀。
图5 发电工况不同调整段长度下拦污栅断面中垂线流速

Fig.5 Velocity distribution along central vertical line in trash rack section with varying L values under power generation condition

由上述分析可知,不同调整段长度对发电工况双机运行时中孔拦污栅断面流速分布影响较大。为更直观认识调整段长度的影响,提取了调整段及防涡梁段中孔的沿程流态,如图6所示。由图6可知,水流流至扩散段末端时主流位于孔口中下部,断面最大流速约1.5 m/s,随着调整段长度的增加,拦污栅断面最大流速逐渐减小,断面流速分布逐渐均匀,调整段长度的增加对发电工况侧式进/出水口拦污栅断面流速均化效果较好。
图6 出流工况调整段及防涡梁段流态

Fig.6 Flow patterns in adjustment section and anti-vortex beam section under outflow condition

此外,为研究调整段长度对拦污栅断面流速不均匀系数的影响规律,在拦污栅断面各个孔口分别布置3条测线(测线1、测线2、测线3),每条测线提取20个点的流速,共60个点,如图7所示。
图7 孔口流速测线布置

Fig.7 Arrangement of velocity measuring lines at orifice

流速不均匀系数是指断面最大流速与平均流速的比值。表2给出了发电工况双机运行时不同调整段长度进/出水口中、边孔拦污栅断面流速不均匀系数计算值。由此可知,调整段长度L由0T增加到0.4T,拦污栅断面中、边孔流速不均匀系数逐渐减小,边孔流速不均匀系数由1.81减小到了1.37,但全程<2,中孔流速不均匀系数由2.06减小到了1.46。当调整段长度L=0.3T时,边孔流速不均匀系数为1.38,中孔流速不均匀系数为1.58,各孔口流速分布较为均匀。当调整段长度L=0.1T时,边孔流速不均匀系数为1.56,中孔流速不均匀系数为1.87,中、边孔拦污栅断面流速不均匀系数虽有所增大,但均<2,满足规范要求。因此当调整段长度L≥0.3T时,进/出水口发电工况下的水力特性较好,中、边孔流速不均匀系数均<1.6,流速分布较为均匀;当调整段长度满足L≥0.1T时,中、边孔流速不均匀系数均<2,满足规范设计要求。
表2 发电工况不同调整段长度进/出水口流速不均匀系数

Table 2 Velocity unevenness coefficients at inlet/outlet for different lengths of adjustment section under power generation condition

调整段长度L 中孔流速不均匀系数 边孔流速不均匀系数
0T 2.06 1.81
0.1T 1.87 1.56
0.2T 1.71 1.44
0.3T 1.58 1.38
0.4T 1.46 1.37

3.2.3 流量分配

提取各孔口流量,得到各孔口流量分配及流量不均匀程度,流量不均匀程度的计算式为
${C}_{Q}=\frac{\left|{Q}_{r}-{Q}_{m}\right|}{{Q}_{m}}\times 100\%　。$
式中:CQ为孔口流量不均匀程度;Qr为孔口实际流量;Qm为孔口理论流量(总流量/孔口数)。
表3给出了发电工况双机运行时不同调整段长度所对应的进/出水口流量分配变化情况。结果表明,随着调整段长度的不断增加,各孔口流量分配变化很小,孔口流量不均匀程度维持在5%以内,孔口流量分配均匀。
表3 发电工况不同调整段长度进/出水口流量分配

Table 3 Flow distribution at inlet/outlet for different adjustment section lengths under power generation condition

调整段长度L 流量分配/% 流量不均匀程度/%
0T 24.36~25.64 2.54~2.57
0.1T 24.28~25.70 2.72~2.88
0.2T 24.31~25.68 2.64~2.76
0.3T 24.34~25.64 2.40~2.64
0.4T 24.39~25.60 2.28~2.44

3.3 抽水工况水力特性

3.3.1 水头损失系数

表4给出了抽水工况双机运行时不同调整段长度所对应的进/出水口水头损失,结果表明,随着调整段长度不断增大,进/出水口的水头损失系数由0.224减小到了0.182,调整段长度增加,水流在进入扩散段时流速分布更均匀,有利于减小抽水工况下进/出水口水头损失。
表4 不同调整段长度进/出水口水头损失

Table 4 Head loss at inlet/outlet for different adjustment section lengths

调整段长度L 0T 0.1T 0.2T 0.3T 0.4T
水头损失系数 0.224 0.212 0.201 0.193 0.182

3.3.2 拦污栅流速

图8给出了抽水工况双机运行时不同调整段长度进/出水口中、边孔拦污栅断面中垂线流速分布。由图8可知,对于不同调整段长度,中、边孔中垂线流速分布规律基本相同,均呈现“上小下大”的特点,且中孔流速整体小于边孔,但当调整段长度L=0时,中、边孔中垂线顶部流速较小,这是由于当调整段长度减小到0时,拦污栅断面位于扩散段末端,抽水工况下水流流经拦污栅断面(扩散段末端)后,顶部水流与扩散段顶部直接碰撞,导致顶部流速较小。
图8 抽水工况不同调整段长度下拦污栅断面中垂线流速

Fig.8 Velocity distribution along central vertical line in trash rack section with varying L values under pumped storage condition

由上述分析可知,不同调整段长度对抽水工况双机运行时拦污栅断面流速分布影响较小,且边孔较中孔显著。提取了调整段及防涡梁段边孔的沿程流态,如图9所示。由图9可知,水流流至拦污栅断面时主流位于孔口中下部,断面最大流速约1.0 m/s,调整段长度由0T增加到0.1T时流速分布逐渐均匀,此后持续增加调整段长度对抽水工况下拦污栅断面流速基本无影响。整体而言,调整段长度的增加对抽水工况侧式进/出水口拦污栅断面流速影响较小。
图9 进流工况调整段及防涡梁段流态

Fig.9 Flow patterns in adjustment section and anti-vortex beam section under inflow condition

表5给出了抽水工况双机运行时不同调整段长度进/出水口中、边孔拦污栅断面流速不均匀系数计算值。由此可知,调整段长度L由0.1T增加到0.4T,中、边孔流速不均匀系数基本维持不变,且均<1.5,此时断面流速分布非常均匀,不同调整段长度对抽水工况下进/出水口拦污栅断面流速不均匀系数影响较小。当调整段长度由0.1T缩短到0T时,边孔流速不均匀系数由1.46增大到了1.51,中孔流速不均匀系数由1.40增大到了1.42,这是由于此时顶部流速减小,导致中、边孔流速不均匀系数增大。因此调整段虽对抽水工况下拦污栅断面流速影响较小,但不可或缺。
表5 抽水工况不同调整段长度进/出水口流速不均匀系数

Table 5 Velocity unevenness coefficients at inlet/outlet for different adjustment section lengths under pumped storage condition

调整段长度L 中孔流速不均匀系数 边孔流速不均匀系数
0T 1.42 1.51
0.1T 1.40 1.46
0.2T 1.41 1.45
0.3T 1.41 1.46
0.4T 1.41 1.46

3.3.3 流量分配

表6给出了抽水工况双机运行时不同调整段长度所对应的进/出水口流量分配变化规律。结果表明,随着调整段长度的不断增加,各孔口流量分配变化很小,孔口流量不均匀程度维持在10%以内,孔口流量分配均匀。
表6 抽水工况不同调整段长度进/出水口流量分配

Table 6 Flow distribution at inlet/outlet for different adjustment section lengths under pumped storage condition

调整段长度L 流量分配/% 流量不均匀程度/%
0T 23.05~26.95 7.71~7.81
0.1T 23.01~26.99 7.88~7.96
0.2T 22.96~27.03 7.96~8.16
0.3T 23.04~26.95 7.60~7.84
0.4T 23.06~26.92 7.44~7.76

4 结论

本文研究了调整段长度对侧式进/出水口双向过流条件下水力特性的影响规律,得到以下结论:
(1)发电工况双机运行(出流),调整段长度的增加,可减小进/出水口水头损失系数,均化拦污栅断面流速,对孔口流量分配影响较小,孔口流量不均匀程度维持在5%之内。当调整段长度L与扩散段长度T满足L≥0.3T时,进/出水口水力特性较好,流速分布较为均匀;当0.1T≤L≤0.3T时,中、边孔流速不均匀系数略大,但满足<2的规范设计要求。
(2)抽水工况双机运行(进流),调整段长度的增加,可减小进/出水口水头损失系数,对拦污栅断面流速及孔口流量分配影响较小,孔口流量不均匀程度维持在10%之内。当调整段长度L与扩散段长度T满足L≥0.1T时,进/出水口水力特性较好,流速分布较为均匀。
(3)当调整段长度L与扩散段长度T满足L≥0.3T时,进/出水口双向过流的水力特性较好;当0.1T≤L<0.3T时,进/出水口双向过流水力特性略差但满足规范设计要求。

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