波状床面综合式消力池的水力计算

分析了综合式消力池在消力坎计算中存在的问题,提出了计算消力坎高度和消力池深度总高度的估算方法。根据文献[6-7]对波状床面水跃共轭水深和水跃长度的研究成果以及综合式消力池的一般计算方法,给出了波状床面综合式消力池跃前水深的显式计算公式、跃后水深的迭代计算公式。在文献[11]对消力坎淹没系数研究的基础上,对于淹没度,在0.45≤h_s/H_(10)≤0.92范围内重新给出了精度更高的计算淹没系数的公式。通过算例给出了波状床面综合式消力池的水力计算过程和计算步骤,推荐在综合式消力池的水力计算中,先假设消力池的深度,再计算消力坎高度的简单计算方法。通过对比分析可以看出,波状床面综合式消力池与普通综合式消力池相比较,可以大幅度地减小消力池深度、消力坎高度、跃后水深和消力池长度,提高了消能效果,是一种值得推荐和研究的消力池形式。     

人工粗糙壁面的水跃特性研究

根据已有文献对密排加糙壁面水跃共轭水深、水跃旋滚长度、水跃长度的试验结果,分析了密排加糙壁面水跃的共轭水深、水跃旋滚长度、水跃长度、壁面平均切应力随弗劳德数、跃前和跃后断面水深、壁面粗糙度的变化规律;给出了人工粗糙壁面水跃共轭水深、水跃旋滚长度、水跃长度、壁面阻力系数、壁面平均切应力的计算公式;通过已有文献的试验结果对公式进行了验证,得到了水跃共轭水深的平均误差为4.06%,水跃旋滚长度和水跃长度的平均误差分别为4.25%和7.16%。研究表明:人工粗糙壁面水跃的共轭水深和水跃长度随着跃前断面弗劳德数的增大而增大,随着壁面粗糙度的增大而减小;壁面平均切应力随着壁面粗糙度和跃前断面弗劳德数的增大而增大,随着共轭水深比的增大而减小。     

矩形平底渠道淹没水跃区的水头损失

研究了矩形平底明渠淹没水跃区的水头损失。根据Rajaratnam对淹没水跃区的流速分布、壁面切应力、最大流速的试验成果和Verhoff附壁射流区断面流速分布的计算公式,应用紊流边界层理论研究了淹没水跃区的边界层发展和沿程水头损失的计算方法。根据动量方程和能量方程研究了淹没水跃区的跃前断面水深、总水头损失、局部水头损失、消能率的计算方法。给出了淹没水跃区最大流速、紊流边界层厚度、沿程水头损失、总水头损失、局部水头损失、局部阻力系数、消能率的计算方法。研究表明:淹没水跃区的总水头损失是跃前断面弗劳德数、跃前水深和淹没度的函数,沿程水头损失和局部水头损失与跃前断面流速、水深、水跃长度、跃前断面的特征雷诺数和消力池宽度有关。淹没水跃区的水头损失主要是局部水头损失,消能率随着弗劳德数的增加而增加。     

综合式消力池常用设计方法存在的问题和应用条件研究

综合式消力池第三种设计方法为常用设计方法,但在下游水深较大、弗劳德数较小时计算的消力坎高度较大,甚至出现消力坎高度远大于下游水深且消力池深度出现负值的不合理现象。分析综合式消力池常用设计方法存在的问题和应用条件对于工程设计具有重要的指导意义。根据综合式消力池的消力坎后可能发生的水跃现象,分析常用设计方法出现问题的原因,主要是假设消力坎后发生临界水跃与实际水流条件不符。常用设计方法应用的条件为消力坎后下游河床的水流弗劳德数Fr_t大于某一临界弗劳德数Fr_c、或下游水深h_th_k/Fr_c~(2/3),给出了消力坎流速系数ф=0.75~0.98时临界弗劳德数Fr_c的计算公式。探讨了消力坎的极限高度和最小坎高,消力坎的极限高度等于下游水深;给出了最小坎高的计算公式。通过与其它三种计算方法的比较,表明在符合综合式消力池应用条件的情况下,常用设计方法得出的计算结果与其它方法一样具有可靠性。     

突然扩散水跃方程的近似解

突然对称扩散水跃被广泛地应用于实际工程。本文研究了突然扩散水跃方程及它的近似解特性,应用动量守恒原理推导了突然扩散水跃共轭水深关系式。通过级数展开处理,获得了突然扩散水跃方程的近似解,给出了确定有关参数的经验公式。不同突扩比时突然扩散水跃方程的近似解与实验结果的平均误差为5.642%,可见与实验结果吻合较好。另外,将近似解应用到矩形渠槽的水跃,结果说明与实验的平均误差为1.943%。在稳定水跃范围内,与矩形明渠水跃典型理论解的最大误差为1.2%。近似解能很好地与理论解及实验一致,这说明水跃方程近似解具有较高的精度,是可靠的。本文近似解可以应用到计算工程问题。     

标准Ⅰ型四圆弧蛋形断面的水力计算

提出了标准Ⅰ型四圆弧蛋形断面正常水深、临界水深、水跃共轭水深、水面曲线的计算方法。依据标准Ⅰ型四圆弧蛋形断面的形式,根据几何图形研究其水力参数的计算公式,包括断面面积、水面宽度、湿周、断面形心距水面距离的计算公式;根据明渠均匀流和明渠恒定非均匀流的基本理论,研究标准Ⅰ型四圆弧蛋形断面的正常水深、临界水深、水面曲线的计算方法;根据明渠水跃的基本方程研究标准Ⅰ型四圆弧蛋形断面水跃共轭水深计算方法;给出了标准Ⅰ型四圆弧蛋形断面水力参数的计算公式以及正常水深、临界水深、水跃共轭水深的简单计算公式和水面曲线的积分计算公式。通过三个算例进行验证,结果表明:本文提出的正常水深、临界水深、水跃共轭水深的简化计算公式与理论计算公式相比,误差分别为0.049%、0.0082%、0.35%;水面线的积分算法与步高为1mm的分段算法相比,误差为0.816%。表明了本文计算方法的准确性。     

90°锥头弹丸不同速度下垂直入水冲击引起的空泡特性

用高速摄像拍摄了90°锥头弹丸低速入水的空泡形态演变过程,全面讨论了不同入水冲击速度下空泡的闭合方式及其演变过程,分析了空泡闭合时间、闭合点水深和弹头空泡长度随入水速度的变化规律以及不同水深位置空泡直径的变化规律;研究了水幕闭合和近液面空泡收缩上升所形成的射流现象及其相互耦合作用过程,探讨了空泡深闭合后其壁面波动规律。结果表明:随着入水速度的增加,空泡分别发生准静态闭合、浅闭合、深闭合和表面闭合,每种闭合方式对应的一个速度区间;弹头产生空泡的临界入水速度为0.657 m/s;不同水深位置的空泡直径呈现非线性变化;随着水深的增加空泡扩张初速增大,空泡最大直径减小,扩张段缩短,收缩段延长;同一时刻水深越大空泡扩张收缩的加速度也越高;水幕闭合后会产生向上和向下两股射流,向下射流速度较大时会对弹丸运动产生影响;近液面空泡收缩上升时会产生强度正比于空泡体积大小和闭合点水深的射流,并与上两股射流相互耦合形成一股更强的向上射流;空泡深闭合后长度缩短和产生的向下射流使弹丸受力发生改变,弹丸速度因受力产生的变化带动了流体质点速度的波动,进而导致空泡壁面发生波动,壁面波动遵循空泡截面独立扩张原理。     

自由水跃区壁面阻力的研究

根据已有文献对附壁射流区流速分布和壁面阻力的试验成果,分析了自由水跃区断面流速分布和最大流速沿程分布规律;首次根据边界层的动量积分方程分析了水跃主体段的射流厚度、水跃区的壁面切应力系数、壁面阻力系数的变化规律;给出了边界层厚度、壁面局部阻力系数、壁面阻力系数、平均壁面阻力系数的计算方法,并将计算结果与已有文献的试验资料进行了比较。结果表明:由本文式(9)和式(26)得到的数据与文献中的试验数据吻合较好;在Fr1≥5.45时,式(29)的计算结果与试验较吻合,在Fr1?5.45时,其计算结果与试验偏差较大;采用本文公式(34)计算水跃的共轭水深,与文献所得结果的最大误差为3.643%。     

激光片光源技术在水垫塘流场显示中的应用

文中研制了一套以激光作片光源的流场显示装置，并对单股和双股射流水垫塘流场进行了可视化研究．流场显示表明：双股射流的水垫塘流动结构可划分为六个区域，比通常的单股射流塘内水流结构增加了股间混掺区和“动水垫”影响区两个流区．分析讨论指出，双股射流入塘后水舌扩散加快和产生动水垫效应是其流态优于单股射流的两个显著特征．本文成果将为以降低塘底动水压强和充分发挥水垫塘消能效率为目标的水垫塘优化设计与计算提供指导和依据     

橡胶复合靶板抗射流侵彻的理论和实验研究

根据射流侵彻橡胶复合靶板后射流变形情况,将橡胶复合靶板抗射流侵彻过程分为4个阶段。基 于应力波传播理论和开尔文-亥姆霍兹不稳定性对橡胶复合靶板抗射流侵彻过程进行了理论分析,得到射流 失稳时射流的速度区间及橡胶复合靶板对射流的干扰频率,并分析了射流侵彻橡胶复合靶板后的剩余侵彻 能力。分析了橡胶夹层厚度变化和橡胶复合靶板倾角对橡胶复合靶板抗射流干扰的影响,得到最佳橡胶夹层 厚度和倾角,并通过实验对理论结果进行了验证。结果表明,开尔文-亥姆霍兹不稳定性能很好地分析橡胶复 合靶板对射流的干扰作用。橡胶复合靶板在倾角为60、橡胶夹层厚度为3~3.5mm 时具有最佳防护性能。     

A multiphase model for the hydrodynamics and total dissolved gas in tailraces

Elevated supersaturation of total dissolved gas (TDG) has deleterious effects in aquatic organisms. To minimize the supersaturation of TDG at hydropower dams, spillway flow deflectors redirect spilled water horizontally forming a surface jet that prevents bubbles from plunging to depth in the stilling basin.     

Turbulence measurements in the bubbly flow region of hydraulic jumps

A hydraulic jump is characterized by a highly turbulent flow with macro-scale vortices, some kinetic energy dissipation and a bubbly two-phase flow structure. New air–water flow measurements were performed in a large-size facility using two types of phase-detection intrusive probes: i.e. single-tip and double-tip conductivity probes. These were complemented by some measurements of free-surface fluctuations using ultrasonic displacement meters. The void fraction measurements showed the presence of an advective diffusion shear layer in which the void fractions profiles matched closely an analytical solution of the advective diffusion equation for air bubbles. The free-surface fluctuations measurements showed large turbulent fluctuations that reflected the dynamic, unsteady structure of the hydraulic jumps. The measurements of interfacial velocity and turbulence level distributions provided new information on the turbulent velocity field in the highly-aerated shear region. The velocity profiles tended to follow a wall jet flow pattern. The air–water turbulent integral time and length scales were deduced from some auto- and cross-correlation analyses based upon the method of Chanson [H. Chanson, Bubbly flow structure in hydraulic jump, Eur. J. Mech. B/Fluids 26 (3) (2007) 367–384], providing the turbulent scales of the eddy structures advecting the air bubbles in the developing shear layer. The length scale L_xz is an integral air–water turbulence length scale which characterized the transverse size of the large vortical structures advecting the air bubbles. The experimental data showed that the dimensionless integral turbulent length scale L_xz/d₁ was closely related to the inflow depth: i.e. L_xz/d₁ = 0.2–0.8, with L_xz increasing towards the free-surface.     

Prediction of turbulence energy dissipation in flexible apron of barrages using numerical method

Barrages form an important component of hydraulic structures constructed to intercept and divert part of the available flow of a river and use it for purposes like irrigation, hydropower and domestic or industrial water supply. A flexible apron is a protection system provided in the barrage to prevent the possibility of the scour hole traveling close to the stilling basin. The turbulence kinetic energy is predicted using a 3D VOF (volume of fluid) realizable k ?? model for both horizontal and depressed flexible aprons placed downstream of the stilling basin of the barrage. The turbulence kinetic energy at the downstream end of the inclined flexible apron is comparably less compared with the horizontal flexible apron for all the cases. Copyright © 2011 John Wiley & Sons, Ltd.     

Wave structure in the radial film flow with a circular hydraulic jump

 A circular hydraulic jump is commonly seen when a circular liquid jet impinges on a horizontal plate. Measurements of the film thickness, jump radius and the wave structure for various jet Reynolds numbers are reported. Film thickness measurements are made using an electrical contact method for regions both upstream and downstream of the jump over circular plates without a barrier at the edge. The jump radius and the separation bubble length are measured for various flow rates, plate edge conditions, and radii. Flow visualization using high-speed photography is used to study wave structure and transition. Waves on the jet amplify in the film region upstream of the jump. At high flow rates, the waves amplify enough to cause three-dimensional breakdown and what seems like transition to turbulence. This surface wave induced transition is different from the traditional route and can be exploited to enhance heat and mass transfer rates. Received: 25 April 2000/Accepted: 1 June 2001     

Air entrainment in two-dimensional turbulent shear flows with partially developed inflow conditions

In plunging jet flows and at hydraulic jumps, large quantities of air are entrained at the intersection of the impinging flow and the receiving body of water. The air bubbles are entrained into a turbulent shear layer and strong interactions take place between the air bubble advection/diffusion process and the momentum shear region. New air-water flow experiments were conducted with two free shear layer flows: a vertical supported jet and a horizontal hydraulic jump. The inflows were partially developed boundary layers, characterized by the presence of a velocity potential core next to the entrapment point. In both cases, the distributions of air concentration exhibit a Gaussian distribution profile with an exponential longitudinal decay of the maximum air content. Interestingly, the location of the maximum air content and the half-value band width are identical for both flow situations, i.e. independent of buoyancy effects.     

Towards the numerical simulation of the horizontal slug front

Steps towards the numerical simulation of the flow behind the slug front in horizontal slug flow performed with a streamfunction-vorticity representation of the mean flow and an energy dissipation model for the turbulence are discussed. The flow field consists of two vortices, one saddle point and four stagnation regions. Attention is focused on the following boundary conditions: moving wall jet, moving wall, free jet velocity discontinuity and vertical liquid-gas open surface. A dissipation flux boundary condition is suggested to simulate the interaction of the turbulent eddies with the open surface. A method to assess the necessity to use a transport model equation for the dissipation rather than a geometric specification of a length is suggested. Three different ways to characterize the mixing zone length are proposed.     

Influence of a rectangular baffle on the downstream flow structure

An experimental study was conducted to investigate the impact of a rectangular baffle inside a square channel. PIV was used to measure the two-dimensional velocity fields. The measurements were conducted for two Reynolds numbers in the fully turbulent regime. The changes to the flow structure due to the insertion of a baffle were quantified by a direct comparison with the flow structure in the absence of a baffle, under similar conditions. Results show that the turbulent velocities are enhanced by a factor of two to three and the rates of energy production and dissipation are enhanced by more than an order of magnitude when a baffle is inserted in the channel. Significant enhancement of turbulence was observed in a region up to two times the baffle height immediately downstream of the baffle and the thickness of this layer increased to three times the baffle height further downstream of the baffle.     

Dam-break flows at a jump in the width of a rectangular channel

The problem of dam-break flow at a jump in the width of a rectangular channel is studied in the first shallow-water approximation. Two cases where the upstream channel width is greater or smaller than the downstream channel width are considered. It is shown that in the first case, the problem is uniquely solvable under the assumption that the total energy of the flow is conserved at the jump in the channel width, and in the second case, a solution of the problem for some initial data exists only provided that the total energy of the flow is lost at this jump.     

Experimental investigation flow structure and hydraulic resistance of a cylindrical duct with injection a fan slot jet

The paper describes results of an experimental study of pressure and velocity fields arising during normal injection of a radial slot jet into ducted flow. The experiments were carried out for slots of two different widths and for injection parameters varying in a broad range. The pressure profile along the duct length plotted in generalized coordinates was found to be quite a universal distribution. Experimental correlations for the minimum rarefaction in the separation region behind the injected jet were obtained, and comparison was made with the results of simplest numerical analysis. Results of measurements of local hydraulic losses are presented for the duct section where the normal injection of the slot jet was organized. The experimental data are shown to be underestimated compared with the results predicted by the theory of perfect mixing for a ducted flow with mass supply. The possible reasons of hydraulic losses coefficient behavior are discussed.