为了研究沿程水头损失与局部水头损失的变化规律,根据沿程水头损失的基本定义,推求矩形明渠消力池水跃区沿程水头损失与床面阻力系数、水跃共轭水深比、跃前断面宽高比及跃前断面水深的理论关系,提出了矩形明渠水跃区沿程水头损失及其系数和局部水头损失系数的理论公式,给出了沿程水头损失系数、局部水头损失系数和总水头损失系数的简单拟合公式。研究表明:沿程水头损失随着跃前断面水深和床面阻力系数的增大而增大,随着水跃共轭水深比和跃前断面宽高比的增大而减小;局部水头损失系数随着跃前断面弗劳德数的增大而增大;水跃区局部水头损失占比随着弗劳德数的增加而增加,弗劳德数为3时的局部水头损失占比达到90%,弗劳德数为6时的局部水头损失占比已达到95%以上。研究成果可进一步完善并丰富水跃理论体系。

According to the definition of frictional head loss, the theoretical relations of frictional head loss with coefficient of bed resistance, conjugate depth ratio of hydraulic jump, ratio of width to height of initial section, and initial depth are deduced. The theoretical calculation equations of frictional head loss coefficient and the local head loss coefficient of free hydraulic jump in rectangular open channel are given, and the simple fitting formulas of frictional, local, and total head loss coefficients are put forward. It is shown that frictional head loss grows with the rise of the initial depth of hydraulic jump and the coefficient of bed resistance; but declines with the increase of the conjugate depth ratio and the ratio of width to height of initial section. Local head loss coefficient augments with the increasing of the Froude number of initial section. The proportion of local head loss in the total head loss becomes larger with the increase of Froude number. When Froude number is 3, the proportion of local head loss is 90%, and when Froude number is 6, the proportion of local head loss is over 95%. The research results could improve and enrich the theoretical system of hydraulic jump.

对于低水头、大单宽流量的泄水建筑物。泄水闸下游消力池在低佛氏数下的消能率低以及下游河床冲刷问题突出。本文结合新集大型水利枢纽工程和利用水工物理模型试验，通过对比分析原方案消力池和T型墩加尾槛联合消能工优化方案两种方案消力池段及海漫段的流速分布、消力池消能率、流场分布及下游河床冲刷情况，得到以下结论：T型墩加尾坎联合消能工有效的降低了出池流速，并在海漫段形成二次水跃，大幅提高了整个消能段消能率，下游河床冲刷明显降低。该消能工优化设计方案为工程的消能优化研究提供了强有力的依据。

对于低水头、大单宽流量的泄水建筑物。泄水闸下游消力池在低佛氏数下的消能率低以及下游河床冲刷问题突出。本文结合新集大型水利枢纽工程和利用水工物理模型试验，通过对比分析原方案消力池和T型墩加尾槛联合消能工优化方案两种方案消力池段及海漫段的流速分布、消力池消能率、流场分布及下游河床冲刷情况，得到以下结论：T型墩加尾坎联合消能工有效的降低了出池流速，并在海漫段形成二次水跃，大幅提高了整个消能段消能率，下游河床冲刷明显降低。该消能工优化设计方案为工程的消能优化研究提供了强有力的依据。

基于Navier-Stokes方程和RNG k-ε湍流模型,采用流体体积函数法(Volume of Fluid,VOF)追踪非线性自由界面,对比趾墩悬栅联合消能与单一悬栅消能2种方式的水力特性差异,模拟水跃过程产生的大尺度紊动及水汽两相的强烈掺混作用。获得消力池内精细流场结构及边壁所受压力变化,以此对紊动特性及压力分布规律进行研究。结果表明:趾墩悬栅联合消能结构显著增加了渥奇段内水体紊动强度与规模,其中0.4＜h^*＜0.8(h^*为相对水深)范围内紊动强度相较单一悬栅显著增加,沿程衰减显著;消力池底板动水压力呈现明显波动,其平均动水压力相比单一悬栅略有降低;压力脉动峰值位于0.3＜x_p＜0.4(x_p为沿程相对位置),其动压力系数为消力池底板最大动水压力系数的2.0~2.4倍。研究成果可为消能机理的研究提供可靠依据。

The differences in hydraulic characteristics between two energy dissipation approaches, combination of diversion pier and suspended grid and single suspended grid, were investigated by tracking the nonlinear free surface using the VOF method based on the Navier-Stokes equation. The large-scale turbulence and intensive air entrainment in the hydraulic jump were simulated. On this basis, the detained flow structure and wall pressure in the stilling pool were obtained for analyzing the turbulence and pressure distribution. Results illustrated that the joint energy dissipator significantly increased the turbulent intensity and fluctuating scale of water body in the paraboloid of stilling basin. The turbulence intensity, which decayed remarkably along the flow direction, was highly improved compared with the control scheme (single suspended grid) for relative depth h^* in the range from 0.4 to 0.8. Hydrodynamic pressure on the base slab of stilling pool fluctuated notably, and the average pressure reduced slightly compared with that in the control scheme. The peak of pressure fluctuation is located nearby 0.3＜x_p＜0.4(x_p is the relative location), and the dynamic pressure coefficient is 2.0~2.4 times of the maximum value on the base slab of the pool.

针对大单宽流量、低弗劳德数消力池内消能问题,通过物理模型试验方法,对比分析消力池内加设梯形墩和悬栅消能工后水力特性和消能效果,优化梯形墩-悬栅消力池布置形式。结果表明:在低弗劳德数水流条件下,梯形墩-悬栅联合消能工断面水深分布均匀,消力池底板沿程压力分布梯度和时均压力分布系数波动幅度较小,整体稳定性较优;动能修正系数基本保持在1＜α＜2的范围内,可有效改善入池断面流速分布;消能率由传统消力池的52.25%、70.37%、75.89%分别提升至56.74%、75.95%、79.22%;梯形墩-悬栅消力池内悬栅单排等间距、高度与尾坎同高布置时,梯形墩呈双排交错形式布置在距池首0.35L左右处对于整体流态改善明显,消力池出口流速可降至0.4 m/s,消能率提高至59.63%、76.12%、79.37%,研究结果可为同类工程的底流消能问题提供一种新思路。

The layout form of trapezoidal pier and suspension grid in stilling basin is optimized through comparative analysis of the hydraulic characteristics and energy dissipation effect in the presence and in the absence of trapezoidal pier and suspended grid in stilling basin via physical model test. Results show that under the condition of water flow of low Froude number, the trapezoidal pier-suspended grid joint energy dissipator could generate uniform water depth distribution, smaller fluctuation range of pressure distribution gradient along the stilling basin floor and time-averaged pressure distribution coefficient, and better overall stability. The kinetic energy correction coefficient basically maintained in the range of 1 < α< 2, which can effectively improve the velocity distribution at the section of pool entrance. The energy dissipation rate increased from 52.25%, 70.37% and 75.89% to 56.74%, 75.95% and 79.22%, respectively. With the trapezoidal pier at about 0.35 L away from the head of stilling basin with staggered double row when the height of suspension grid is the same as that of tail ridge and arranging in single rows at equal spacing in the trapezoidal pier-suspension grid stilling basin, the overall flow pattern improves obviously, the flow rate at the outlet of stilling basin reduces to 0.4 m/s, and the energy dissipation rate increases to 59.63%, 76.12% and 79.37%. The research results offer an idea for the underflow energy dissipation of similar projects.

通过1：60水力学整体模型，针对华阳河水库溢洪道除险加固初步设计方案进行了相关水力学问题的试验研究，并开展了进一步改善溢洪道消能防冲效果方案的优化试验。研究成果表明：在基本满足溢洪道泄流能力情况下，为改善原设计方案在二级消力池内水流流态紊乱消能效果差的情况，经多方案比选论证，建议采取在二级消力池内布置系列消能墩，实现消能率达69.9%以上，且增加工程投资不多。优化后的二级消力池体型已经运用到工程设计中。

Based on the hydraulic integrated physical model that has the geometrical scale of 1: 60, an experimental hydraulic study is of spillway danger control and reinforcement projects of Huayanghe Reservoir designed according to the primary program. Furthermore, optimization experiment on the program is carried out to improve the energy dissipation and erosion control effect of spillway. The research findings show that compared with other schemes, setting a series of energy dissipation piers in the second stilling pool is recommended because it can realize an energy dissipation ratio of over 69.9 % and the investment increases not too much. The new method can not only meet the flood discharge capacity but also improve the situation that the poor flow pattern comes into being in the second stilling pool. Optimized shape of the second stilling pool has been applied to engineering design.

通过新疆迪那河五一水库溢洪洞梯形墩消力池物理模型试验，对其梯形墩消力池消能结构形式进行了优化，提出采用悬栅---梯形墩联合运用的综合式消力池，解决了在校核流量下，消力池内单独设置梯形墩水流溢出池外，不能形成淹没水跃的问题。在不同流量下，对悬栅高度进行合理性验证。利用流体力学计算软件FLUENT，得到了悬栅&mdash;梯形墩消力池内详细的流场，对悬栅的体型及布置提出具体修改意见，为辅助消能工的结构设计和其它同类工程优化消力池提供参考。

The energy dissipation structure of trapezoidal pier stilling pool were optimized，through the spillway tunnel trapezoidal pier stilling pool physical model test of Wuyi Reservoir by Dina River in Xinjiang. The comprehensive type stilling pool of the joint use of suspended grid and trapezoidal pier was put forward，water overflow outside，and not form submerged hydraulic jump problem in the check flow were solved under the condition of separate seting trapezoidal piers in the stilling pool. The height rationality of suspended grid was Verified under different flow. By the use of Fluid dynamics calculation software FLUENT，the detailed flow field of the suspended grid and trapezoidal pier stilling pool was obtained，the modification proposal for the size and layout of the suspended grid were put forward，it provided the reference to auxiliary energy dissipater structure design and other similar engineering optimization stilling pool.

盲三通作为管网输配系统不可或缺的核心部件,对管道稳定运行具有重要的意义。利用Solidworks 2019软件、Fluent软件建立模型并进行三维流场计算,结合正交分析试验、SPSS软件讨论盲三通局部阻力系数各影响因子的显著性强弱,构建各影响因子与局部阻力系数经验公式,提出最佳流道结构模型。结果表明,局部阻力损失系数ζ随着雷诺数Re、支管直径d的增大呈二次多项式减小,随着支管夹角θ的增大呈二次多项式增大,随着盲端长度L₃的增大呈线性减小;利用多元非线性回归总结了盲三通局部阻力系数拟合关联式;支管近右壁处流体流速增大,分岔口及支管处湍动能分布较为剧烈;在模拟范围内,各影响因素对局部阻力损失系数ζ的影响显著性强弱为:雷诺数>夹角>支管管径>盲端长度;雷诺数为6.4×10⁵、夹角为π/6、盲端长度为4.0D、支管直径为0.9D,局部阻力损失系数最小,研究结果可为盲三通结构设计以及工程应用提供理论依据。