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Добірка наукової літератури з теми "HYDRAULICS JUMP"

Автор: Grafiati
Опубліковано: 11 вересня 2023

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Статті в журналах з теми "HYDRAULICS JUMP"

1

Heller, Valentin, Willi H. Hager, and Hans-Erwin Minor. "Ski Jump Hydraulics." Journal of Hydraulic Engineering 131, no. 5 (May 2005): 347–55. http://dx.doi.org/10.1061/(asce)0733-9429(2005)131:5(347).

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2

Steiner, Remo, Valentin Heller, Willi H. Hager, and Hans-Erwin Minor. "Deflector Ski Jump Hydraulics." Journal of Hydraulic Engineering 134, no. 5 (May 2008): 562–71. http://dx.doi.org/10.1061/(asce)0733-9429(2008)134:5(562).

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3

Hotchkiss, Rollin H., Patrick J. Flanagan, and Kevin Donahoo. "Hydraulic Jumps in Broken-Back Culverts." Transportation Research Record: Journal of the Transportation Research Board 1851, no. 1 (January 2003): 35–44. http://dx.doi.org/10.3141/1851-04.

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A broken-back culvert has one or more changes in grade within the prismatic barrel profile. One section of a broken-back culvert is usually steep, with the steep slope contributing to high outlet velocities unless a hydraulic jump forms upstream from the culvert outlet. Predictive equations have been published for a wide range of experimental conditions but still do not describe the hydraulics of a jump as it traverses the steeply sloped section and the most downstream section of a broken-back culvert. A computer program, the Broken-Back Culvert Analysis Program (BCAP), analyzes the hydraulics of circular or box-shaped broken-back culverts and provides a comprehensive design tool for engineers. It predicts whether a hydraulic jump will occur and, if so, where it begins and ends. Analyses are performed for 10 discharges. Outputs include rating curves for headwater and outlet depths and outlet velocity and tabulations of hydraulic parameters for each discharge. The water surface profiles throughout the culvert, except through the hydraulic jump, are computed and are plotted on the screen. Experiments were performed with model culverts to assess the accuracy of the predictive equations in BCAP for headwater depth, the location of a hydraulic jump, and the hydraulic jump length. The predictions for the headwater depth at the culvert inlet matched the experimental observations well, but predictions for hydraulic jump location and length were less satisfactory. BCAP has been used for hundreds of design projects in Nebraska and has been downloaded almost 300 times from at least 22 different states. It is recommended that BCAP be improved as better experimental data become available.
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4

Hager, Willi H. "Classical hydraulic jump: free surface profile." Canadian Journal of Civil Engineering 20, no. 3 (June 1, 1993): 536–39. http://dx.doi.org/10.1139/l93-068.

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Анотація:
Based on a large number of experiments, a simple formula is developed for the time-averaged free surface profile of a classical hydraulic jump. This novel approach is based on the length of the roller. The resulting surface profile fits the data well for usual inflow Froude numbers in the range of 2 to 10. Key words: backwater, channel flow, hydraulics, open channel, surface profile.
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5

Bayon-Barrachina, Arnau, and Petra Amparo Lopez-Jimenez. "Numerical analysis of hydraulic jumps using OpenFOAM." Journal of Hydroinformatics 17, no. 4 (March 13, 2015): 662–78. http://dx.doi.org/10.2166/hydro.2015.041.

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The present paper deals with a hydraulic jump study, characterization and numerical modeling. Hydraulic jumps constitute a common phenomenon in the hydraulics of open channels that increases the shear stress on streambeds, so promoting their erosion. A three-dimensional computational fluid dynamics model is proposed to analyze hydraulic jumps in horizontal smooth rectangular prismatic open-air channels (i.e., the so-called classical hydraulic jump). Turbulence is modeled using three widely used Reynolds-averaged Navier–Stokes (RANS) models, namely: Standard k − ɛ, RNG k − ɛ, and SST k − ω. The coexistence of two fluids and the definition of an interface between them are treated using a volume method in Cartesian grids of several element sizes. An innovative way to deal with the outlet boundary condition that allows the size of the simulated domain to be reduced is presented. A case study is conducted for validation purposes (FR1 ∼ 6.10, Re1 ∼ 3.5·105): several variables of interest are computed (sequent depths, efficiency, roller length, free surface profile, etc.) and compared to previous studies, achieving accuracies above 98% in all cases. In the light of the results, the model can be applied to real-life cases of design of hydraulic structures.
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6

Lauria, Agostino, and Giancarlo Alfonsi. "Numerical Investigation of Ski Jump Hydraulics." Journal of Hydraulic Engineering 146, no. 4 (April 2020): 04020012. http://dx.doi.org/10.1061/(asce)hy.1943-7900.0001718.

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7

Godo, Anna M., and J. A. McCorquodale. "Effect of diurnal temperature variation on the hydraulics of clarifiers." Canadian Journal of Civil Engineering 18, no. 6 (December 1, 1991): 1084–87. http://dx.doi.org/10.1139/l91-131.

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This study was carried out to obtain data on the behaviour of thermally induced density currents in primary rectangular clarifiers so that better models can be developed for these units. This note deals with the case when the influent is cooler than the ambient temperature in the tank. The experiments were made in a model with a scale of about 1:20 compared to the typical full-scale clarifier. Temperature surveys and dye tests were carried out for turbulent flow and temperature differences between influent and effluent that were equivalent to ±0.2 °C in the prototype on a diurnal basis. The results indicate six flow regimes that follow a decrease in influent temperature: (i) denser wall jet; (ii) splash at the end wall; (iii) moving internal hydraulic jump; (iv) submerged internal hydraulic jump; (v) splash at the influent baffle; and (vi) stratified flow. A comparison of the test data with those available in the literature showed that the entrainment equations involving the Richardson number are adequate for modelling, but the classical hydraulic jump equations need modifications for the effect of entrainment. Key words: clarifiers, rectangular, primary, model, density currents, internal hydraulic jumps, unsteady flow, denser wall jets.
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8

Dermawan, V., D. R. Dermawan, M. J. Ismoyo, and P. H. Wicaksono. "Investigation Of Hydraulic Flow Characteristics On Drop Structures." IOP Conference Series: Earth and Environmental Science 930, no. 1 (December 1, 2021): 012028. http://dx.doi.org/10.1088/1755-1315/930/1/012028.

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Abstract Drop structures are required if the slope of the ground level is steeper than the maximum allowable gradient channel. Drop structures become bigger as height increases. Its hydraulic capability may be reduced due to variations of jets falling on the stilling basin floor due to discharge changing. Drop structures should not be used if the change in energy level exceeds 1.50 m. The free-falling overflow on drop structures will hit the stilling basin and move downstream. As a result of overflows and turbulence in the pool below the nappe, some energy is dissipated at the front. The rest of the energy will be reduced downstream. The objectives of this study are to investigate the hydraulics flow behavior in straight and sloping drop structures and to investigate hydraulics flow behavior in a single and serial vertical drop (stepped drop). The hydraulic model results of single and stepped drop structures are compared to obtain flow behavior and energy dissipation information. The comparisons are specific to the flow parameters, including flow depth at the drop structures toe, flow depth after the jump, and hydraulic jump length.
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9

Stojnic, Ivan, Michael Pfister, Jorge Matos, and Anton J. Schleiss. "Plain Stilling Basin Performance below 30° and 50° Inclined Smooth and Stepped Chutes." Water 14, no. 23 (December 6, 2022): 3976. http://dx.doi.org/10.3390/w14233976.

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Анотація:
Energy dissipators, such as stilling basins, are usually required at the toe of stepped chutes to achieve adequate and safe operation of the spillway. Stepped chute hydraulics has been extensively studied in last several decades, however, only limited knowledge is available on the stilling basin performance below stepped chutes. In particular, the effect of the chute slope remains unknown, despite being a central design issue. Therefore, an experimental campaign was performed using a 30° or 50° inclined smooth or stepped chute with an adjacent conventional plain stilling basin. The experimental results indicated that, within the stilling basin, the surface characteristics and the roller as well as hydraulic jump lengths are practically independent of the chute slope. This further strengthens the previous findings that stepped chutes require 17% longer dimensionless jump lengths and consequently stilling basin lengths. The experimental results also confirmed that stepped chutes generated increased extreme and fluctuating bottom pressure characteristics at the stilling basin entrance area. With increasing chute slope, the latter were found to significantly magnify. However, such increased magnitudes were not expected to provoke cavitation damage as stepped chute inflows induced bottom aeration at the basin entrance, irrespective of the chute slope.
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10

Gama, Italon Rilson Vicente, André Luiz Andrade Simões, Harry Edmar Schulz, and Rodrigo De Melo Porto. "CÓDIGO LIVRE PARA SOLUÇÃO NUMÉRICA DAS EQUAÇÕES DE SAINT-VENANT EM CANAIS TRAPEZOIDAIS ASSIMÉTRICOS." Revista Eletrônica de Gestão e Tecnologias Ambientais 8, no. 2 (December 24, 2020): 145. http://dx.doi.org/10.9771/gesta.v8i2.38913.

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<p>Ondas de cheia em canais e ondas produzidas por manobras em comportas são alguns fenômenos simulados com as equações de Saint-Venant em aplicações de engenharia. Um novo código foi desenvolvido para a solução dessas equações aplicadas a um canal trapezoidal assimétrico, empregando o método de volumes finitos de Lax e Friedrichs. Foi adotada uma linguagem de programação reconhecida por um <em>software</em> livre. Três testes numéricos foram realizados. O primeiro, correspondente à passagem de uma onda de cheia em um canal retangular, apresentou aderência aos resultados obtidos com a solução calculada através do método implícito de Preissmann, com desvio relativo máximo de 1,4% para a velocidade e de 0,81% para a altura de escoamento. O segundo teste resolveu o escoamento em um canal de fundo variado que induz à formação de um ressalto hidráulico. As comparações dos presentes resultados com aqueles de simulações publicadas recentemente resultaram em um desvio máximo de 2,3% para as alturas de escoamento, a montante e a jusante do ressalto hidráulico. Para as posições médias do ressalto hidráulico, o desvio foi de 2,4%. Na terceira comparação, simulou-se um ressalto hidráulico em um canal trapezoidal assimétrico de forte declividade, tendo sido encontrada uma solução com desvios relativos menores que 1% para os escoamentos a montante e a jusante do ressalto, quando comparados aos resultados calculados com o método de MacCormack. A posição média do ressalto nesta terceira comparação apresentou um desvio de 5,5% em relação aos resultados anteriores. Os desvios calculados indicam que o código desenvolvido é capaz de resolver escoamentos variáveis em canais com e sem a formação de ressaltos hidráulicos. Este é um resultado de cunho prático, pois mostra que códigos livres podem ser usados na prática da hidráulica em geometrias não-convencionais.</p><p> </p><p align="center">OPEN SOURCE FOR NUMERICAL SOLUTION OF SAINT-VENAN EQUATIONS IN ASYMMETRIC TRAPEZOIDAL OPEN-CHANNELS</p><p>Flood waves in channels, positive waves produced when operating floodgates, and the hydraulic jump are some phenomena simulated with the Saint-Venant equations in practical engineering applications. A new code was developed to solve these equations applied to an asymmetric trapezoidal channel using the Lax-Friedrichs finite volumes method. A programming language recognized by a free software was used. Three numerical tests were performed. The first, corresponding to the passage of a flood wave in a rectangular channel, showed adherence to results of the solution calculated using the Preissmann implicit method, presenting a maximum relative deviation of 1.4% for the speed and 0.81% for the flow height. The second test solved the flow in a channel with a variable bed that induces the formation of a hydraulic jump. Comparisons of the present results with those of recently published simulations produced a maximum deviation of 2.3% for the flow heights, upstream and downstream of the hydraulic jump. For the mean positions of the hydraulic jump the deviation was 2.4%. In the third comparison a hydraulic jump was simulated in an asymmetric trapezoidal channel with a strong slope, obtaining a solution with relative deviations less than 1% for flows upstream downstream of the jump, when compared to the results calculated with the MacCormack method. The average position of the jump in this third comparison showed a deviation of 5.5% in relation to the former results. The calculated deviations indicate that the developed code is capable of solving variable flows in channels with and without the formation of hydraulic jumps. This is a practical result, because it shows that open codes can be used in the practice of hydraulics in nonconventional geometries.</p>
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Дисертації з теми "HYDRAULICS JUMP"

1

Gan, Jianping 1962. "Internal hydraulics, solutions and associated mixing in a stratified sound." Thesis, McGill University, 1990. http://digitool.Library.McGill.CA:80/R/?func=dbin-jump-full&object_id=60021.

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Observations of tidally forced flow in a constricted region of a highly stratified sound are examined as a problem of two-layer hydraulic exchange. It is shown that the narrowest section and the region downstream of the narrowest section were subject to internal hydraulic control. Bores moved upstream and evolved into packets of internal solitary waves with 3-6 minute period when the tide turned to ebb. Using results from different models of the solitary wave based on the KdV equation, it is shown that the second-order nonlinear term must be included in the two-layer model. The results from a first-order continuously stratified model gave similar good results. This implies that two-layer models may ignore some properties of the real fluid and that the internal solitons are also sensitive to the stratification characteristics of the water column. It is found that the mixing was related to both the vertical velocity shear, the hydraulic characteristics of the flow and the presence of solitary waves.
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2

Tabatabaian, M. (Mehrzad). "Depth-averaged recirculating flow in a square depth." Thesis, McGill University, 1986. http://digitool.Library.McGill.CA:80/R/?func=dbin-jump-full&object_id=65441.

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3

Hadjerioua, Boualem 1957. "Behavior of hydraulic jump basins." Thesis, The University of Arizona, 1990. http://hdl.handle.net/10150/291709.

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Анотація:
The goal of this project was to determine the performance of two types of stilling basins with varying tailwater elevation. The performance was evaluated in terms of scour at the toe of the stilling basin and containment of the jump in the basin. The investigation involved establishing the relationships for different flow rates, different velocities and depth of approach flow for the U.S. Bureau of Reclamation stilling basins III and IV. It is well known that the Bureau of reclamation stilling basins perform satisfactorily for design tailwater conditions. It is not clear how much higher or lower the tailwater can be and still have marginally acceptable performance in the basin. This research sought to establish: (1) the behavior changes with high and low tailwater, and (2) the limiting range of tailwater for acceptable performance.
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4

Simsek, Cagdas. "Forced Hydraulic Jump On Artificially Roughened Beds." Master's thesis, METU, 2007. http://etd.lib.metu.edu.tr/upload/12608038/index.pdf.

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Анотація:
In the scope of the study, prismatic roughness elements with different longitudinal spacing and arrangements have been tested in a rectangular flume in order to reveal their effects on fundamental characteristics of a hydraulic jump. Two basic roughness types with altering arrangements have been tested. Roughness elements of the first type extends through the channel width against the flow with varying length and pitch ratios for different arrangements. The second type is of staggered essence and produced by piecing the roughness elements defined in the initial type into three parts which are equal in length. The doublet formed from the pieces on the sides is shifted to the consequent row to make two successive roughness rows encapsulate the channel span completely. Staggered roughness type is formed with the repetition of this arrangement along the flume. Independent of their type and arrangement, the entirety of roughness elements are embedded in the channel bed in order to avoid their protuberance into the flow, based on the presumption that the crests of the roughness elements levelled with the channel inlet would be less exposed to caving effects of flow than the protruding elements. In the study, influence of the proposed roughness elements on the fundamental engineering concerns as the length, height (tail water depth) and energy dissipation capacity of hydraulic jumps has been questioned in the light of empirical work and related literature on forced and smooth hydraulic jumps. At the final stage of the study, it was concluded that both strip and staggered roughness have positive effects on the characteristics of hydraulic jump given above. 3-7% more energy dissipation was observed in jumps on rough beds compared to classical hydraulic jumps. For tailwater dept reduction, whereas strip roughness provided 5-13%, staggered roughness led to 7-15% tailwater depth reduction compared to classical hydraulic jump. While strip roughness reduced jump length around 40%, 35-55% reduction was observed with staggered roughness when compared to classical hydraulic jump.
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5

Evcimen, Taylan Ulas. "The Effect Of Prismatic Roughness Elemnts On Hydraulic Jump." Master's thesis, METU, 2005. http://etd.lib.metu.edu.tr/upload/12605792/index.pdf.

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The objective of this study is to determine the effect of different roughness types and arrangements on hydraulic jump characteristics in a rectangular channel. Three different types of roughness were used along experiments. All of them had rectangular prism shapes and that were placed normal to the flow direction. To avoid cavitation, height of roughness elements were arranged according to level of the channel inlet, so that the crests of roughness elements would not be protruding into the flow. The effects of roughness type and arrangement on hydraulic jump properties, i.e. energy dissipation, length of the jump and tail water depth were investigated. These properties were compared with the available data in literature and with the properties of hydraulic jump occurred on smooth bed.
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6

Evcimen, Taylan Ulas. "Effect Of Prismatic Roughness On Hydraulic Jump In Trapezoidal Channels." Phd thesis, METU, 2012. http://etd.lib.metu.edu.tr/upload/12614467/index.pdf.

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Анотація:
A study of the hydraulic jump on a trapezoidal prismatic channel and roughened beds is presented. Extensive measurements have been made regarding the characteristics of hydraulic jumps as sequent depths, wing fluctuations, energy dissipation and jump length on artificially roughened beds for Froude numbers between 4.16 and 14.58. Three different types of prismatic roughness elements and nine different roughness patterns were installed separately on channel bottom and side walls throughout the experiments to obtain rough surfaces. Strip roughness elements were built from fiberglass sheets and implemented perpendicular to the flow direction. To avoid cavitation, roughness elements were designed in that way that the crests of the elements are not protruding into the flow. The founded properties were compared with the available data in literature and with the properties of hydraulic jump occurred on smooth bed.
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7

Ogden, Kelly Anne. "Internal hydraulic jumps with upstream shear." Thesis, Massachusetts Institute of Technology, 2017. http://hdl.handle.net/1721.1/109055.

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Thesis: Ph. D., Joint Program in Physical Oceanography (Massachusetts Institute of Technology, Department of Earth, Atmospheric, and Planetary Sciences; and the Woods Hole Oceanographic Institution), 2017.
Cataloged from PDF version of thesis.
Includes bibliographical references (pages 233-237).
Internal hydraulic jumps in flows with upstream shear are investigated numerically and theoretically. The role of upstream shear has not previously been thoroughly investigated, although it is important in many oceanographic flows such as exchange flows and stratified flow over topography. Several two-layer shock joining theories, characterized by their distribution of dissipation in the jump, are considered and extended to include upstream shear, entrainment, and topography. Theoretical results are also compared to 2D and some 3D numerical simulations of the full Navier-Stokes equations, which allow continuous velocity and density distributions. The solution space of idealized jumps with small upstream shear is identified using two-layer theories, which shows that upstream shear allows larger jumps to form and allows jumps for a larger range of parameters. Numerical simulations reveal several jump structures that can occur in these flows, including an undular bore, a fully turbulent jump, and a smooth front turbulent jump. At low shear, the 2D mixing efficiency is constant across simulations. As shear increases, the basic two-layer theories no longer provide solutions. Numerical simulations show that entrainment becomes significant as the shear increases, and adding entrainment and shape parameters to describe the continuous velocity profiles is required to accurately describe the simulations using two-layered theory. The entrainment depends on the upstream shear and can be predicted with a modified theory. However, use of the theory is limited due to its sensitivity to the value of the shape parameters. The 2D mixing efficiency also decreases significantly as shear increases. Finally, more realistic 2D and some 3D simulations including topography bridge the gap between the highly idealized simulations and the very realistic work of others. Simulations with topography show additional jump types, including a higher mode jump with a wedge of homogeneous, stagnant fluid similar to a structure seen in Knight Inlet. In all cases, numerical simulations are used to identify trends in the mixing and jumps structures that can occur in internal hydraulic jumps.
by Kelly Anne Ogden.
Ph. D.
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8

MacDonald, R. G. "Flow and sediment transport at hydraulic jumps." Thesis, University of East Anglia, 2010. https://ueaeprints.uea.ac.uk/20506/.

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9

Larson, Emily Anne. "Energy dissipation in culverts by forcing a hydraulic jump at the outlet." Online access for everyone, 2004. http://www.dissertations.wsu.edu/Thesis/Summer2004/e%5Flarson%5F081604.pdf.

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10

THIN, THWE THWE. "FUNDAMENTAL STUDY ON UNDULAR AND DISCONTINUOUS HYDRAULIC JUMPS BY MEANS OF ＡSIMPLIFIED MOMENTUM EQUATION". Kyoto University, 2020. http://hdl.handle.net/2433/259024.

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Книги з теми "HYDRAULICS JUMP"

1

Hager, Willi H. Energy Dissipators and Hydraulic Jump. Dordrecht: Springer Netherlands, 1992. http://dx.doi.org/10.1007/978-94-015-8048-9.

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2

Hager, Willi H. Energy dissipators and hydraulic jump. Dordrecht: Kluwer Academic, 1992.

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3

Dodge, R. A. Model study of Roosevelt Diversion Weir. Denver, Colo: Hydraulics Branch, Resesarch and Laboratory Services Division, Denver Office, U.S. Dept. of Interior, Bureau of Reclamation, 1989.

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4

Gumkowski, Stanisław. Hydrodynamika i wymiana ciepła warstw cieczy powstałych na powierzchni ciała stałego z uderzających strug. Gdańsk: Wydawn. Politechniki Gdańskiej, 2007.

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5

Fan, Jerry Jie. Submerged hydraulic jumps at overflow structures. Ottawa: National Library of Canada, 1993.

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6

1968-, Liu Yakun, ed. Ji bo, shui yue, die shui, xiao neng: Shock wave, hydraulic jump, plunge, energy dissipation. Dalian Shi: Dalian li gong da xue chu ban she, 2008.

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7

Berger, Rutherford C. A finite element scheme for shock capturing. Vicksburg, Miss: U.S. Army Corps of Engineers, Waterways Experiment Station, 1993.

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8

Gunal, M. R. Numerical and experimental investigations of hydraulic jumps. Manchester: UMIST, 1996.

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9

Klumpp, Cassie C. Union Avenue Dam boatchute study. Denver, Colo: Hydraulics Branch, Resesarch and Laboratory Services Division, Denver Office, U.S. Dept. of the Interior, Bureau of Reclamation, 1989.

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10

Avedisian, C. T. The circular hydraulic jump in microgravity: Final report, Microgravity Science and Applications Division, Fluid Physics Program : NASA grant NAG 3-1627 : period--June 24, 1994 to June 23, 1996. [Washington, DC: National Aeronautics and Space Administration, 1996.

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Частини книг з теми "HYDRAULICS JUMP"

1

Hager, Willi H. "Hydraulic Jump and Stilling Basins." In Wastewater Hydraulics, 174–215. Berlin, Heidelberg: Springer Berlin Heidelberg, 2010. http://dx.doi.org/10.1007/978-3-642-11383-3_7.

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2

Ramarao, Vankayalapati S., and M. R. Bhajantri. "Modification of Spillway Ski Jump Bucket Subjected to Higher Tail Water Levels." In River Hydraulics, 181–90. Cham: Springer International Publishing, 2021. http://dx.doi.org/10.1007/978-3-030-81768-8_15.

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3

Kucukali, Serhat, and Sevket Cokgor. "An Experimental Investigation of Reaeration and Energy Dissipation in Hydraulic Jump." In Recent Trends in Environmental Hydraulics, 127–36. Cham: Springer International Publishing, 2020. http://dx.doi.org/10.1007/978-3-030-37105-0_11.

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Hager, Willi H. "Classical Hydraulic Jump." In Energy Dissipators and Hydraulic Jump, 5–40. Dordrecht: Springer Netherlands, 1992. http://dx.doi.org/10.1007/978-94-015-8048-9_2.

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Hager, Willi H. "Sloping Jump." In Energy Dissipators and Hydraulic Jump, 41–52. Dordrecht: Springer Netherlands, 1992. http://dx.doi.org/10.1007/978-94-015-8048-9_3.

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6

Hager, Willi H., Anton J. Schleiss, Robert M. Boes, and Michael Pfister. "Ski jump and plunge pool." In Hydraulic Engineering of Dams, 407–544. London, UK : CRC Press/Balkema is an imprint of the Taylor & Francis Group, an Informa Business, [2019] | Series: Technology—hydraulic engineering: CRC Press, 2020. http://dx.doi.org/10.1201/9780203771433-6.

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Hager, Willi H. "Introduction." In Energy Dissipators and Hydraulic Jump, 1–4. Dordrecht: Springer Netherlands, 1992. http://dx.doi.org/10.1007/978-94-015-8048-9_1.

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Hager, Willi H. "Expanding Channel." In Energy Dissipators and Hydraulic Jump, 151–74. Dordrecht: Springer Netherlands, 1992. http://dx.doi.org/10.1007/978-94-015-8048-9_10.

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Hager, Willi H. "Bucket-Type Energy Dissipator." In Energy Dissipators and Hydraulic Jump, 175–84. Dordrecht: Springer Netherlands, 1992. http://dx.doi.org/10.1007/978-94-015-8048-9_11.

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Hager, Willi H. "Various Aspects of Stilling Basins." In Energy Dissipators and Hydraulic Jump, 185–212. Dordrecht: Springer Netherlands, 1992. http://dx.doi.org/10.1007/978-94-015-8048-9_12.

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Тези доповідей конференцій з теми "HYDRAULICS JUMP"

1

Pineda, Saira F., Armando J. Blanco, and Luis Rojas-Solo´rzano. "CFD Software Applications for Transcritical Free Surface Flow." In ASME 2009 Fluids Engineering Division Summer Meeting. ASMEDC, 2009. http://dx.doi.org/10.1115/fedsm2009-78075.

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Анотація:
Open flow channel is very common in engineering applications. Traditional approaches solve shallow-water flow equations, known as Saint-Venant equations, when one or two dimension solutions can be adequate for obtaining most of the important flow characteristics. However, complex situations can require solving Navier-Stokes equations. The arrival of high performance computers and commercial software packages offers new possibilities in the field of numerical hydraulics. However, commercial software packages should be tested on some specific cases; so that these can be used with confidence. In this paper we solve several cases of free surface flow that consider subcritical, supercritical, critical, oscillatory depth profiles and hydraulic jumps using a commercial package, CFX™. Most of these cases are proposed as benchmark solutions for non-prismatic cross section, non-uniform bed slope and transition between subcritical and supercritical flow. Other cases as Hydraulic jump consist of experimental data of hydraulics jumps for incident flow with Froude numbers up to 4.23. Both types of cases allow us to perform the verification and validation of the commercial package used. Results obtained with CFX™ show excellent agreement with analytical solutions, for subcritical, supercritical, transitional and hydraulic jump cases. Special care with grid selection and entrance boundary condition is crucial to simulate with accuracy these types of flows. In particular, when a proper structured mesh is used, quality results are highly improved. Finally, results show to be insensitive to entrance turbulence conditions.
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2

Mouaze, D., F. Murzyn, and J. R. Chaplin. "Turbulence at Free Surface in Hydraulic Jumps." In ASME 2004 Heat Transfer/Fluids Engineering Summer Conference. ASMEDC, 2004. http://dx.doi.org/10.1115/ht-fed2004-56077.

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In the context of recent work by Brocchini & Peregrine [1,2], this paper aims to document free surface profiles, and turbulence length scales in hydraulic jumps with Froude numbers between 1.98 and 4.82. Although information on bubble size, frequency and velocities in hydraulic jumps is available in the literature, there is not much data on the features of the free surface, or on mixing layer thickness. In the present case, measurements at the free surface have been realized with two miniature resistive wire gauges each comprising two parallel 50 micron diameter wires with a separation of 1mm. These instruments were calibrated dynamically over a range of frequencies up to 20 Hz. Furthermore optical probes were used to measure properties of the air phase within the jump, including void fractions (up to 98%). The present results extend the range of Froude numbers for which two-phase measurements in hydraulic jumps are available, and, in most respects, confirm earlier results obtained with different experimental techniques. Length scales at the free surface are deduced from cross-correlation analysis of wire gauge measurements, and are compared with similar data obtained from images of the surface.
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3

McDuffee, Joel L. "Heat Transfer Through Small Moveable Gas Gaps in a Multi-Body System Using the ANSYS Finite Element Software." In ASME 2013 Heat Transfer Summer Conference collocated with the ASME 2013 7th International Conference on Energy Sustainability and the ASME 2013 11th International Conference on Fuel Cell Science, Engineering and Technology. American Society of Mechanical Engineers, 2013. http://dx.doi.org/10.1115/ht2013-17783.

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The Thermal Hydraulics and Irradiation Engineering (THIE) Group at Oak Ridge National Laboratory (ORNL) designs and builds capsules in which to irradiate advanced fuels and materials that are typically inserted into ORNL’s High Flux Isotope Reactor. Experiments are designed to achieve a target temperature that ranges from 250°C to 1200°C. Most capsules do not have active temperature measurement or control, which puts an imperative on accurate temperature simulation. Temperature control in these capsules is accomplished by designing specific gaps between adjacent parts and filling the capsules with an inert gas: helium, neon, or argon. Most any finite element solver will do an excellent job estimating temperatures within individual parts, but the simulation challenge for these complex, multi-body systems is to accurately predict the heat transfer through contact surfaces or interstitial gas gaps. The gas gaps are on the order of 150 μm, so accurate simulation must include thermal expansion of the adjacent parts, the thermal jump effect on the part surfaces, and the possibility the parts will touch or break contact during expansion. This paper will discuss the limitations in thermal contact modeling in finite element modelers and the algorithms the THIE Group uses to overcome these limitations.
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4

Johnson, M., D. Maynes, J. C. Vanderhoff, and B. W. Webb. "Hydraulic Jump due to Jet Impingement on Micro-Patterned Surfaces Exhibiting Ribs and Cavities." In ASME 2012 International Mechanical Engineering Congress and Exposition. American Society of Mechanical Engineers, 2012. http://dx.doi.org/10.1115/imece2012-89104.

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This paper reports experimental results characterizing the hydraulic jumps that form due to liquid jet impingement on micro-patterned surfaces with alternating micro-ribs and cavities. The surfaces are characterized by the cavity fraction, which is defined as the width of a cavity divided by the combined width of a cavity and an adjoining rib. The surfaces are all hydrophilic and thus the cavity regions are wetted during the impingement process. Four different surface designs were studied, with respective cavity fractions of 0 (smooth surface), 0.5, 0.8, and 0.93. The experimental data spans a Weber number range (based on the jet velocity and diameter) of 600 to 2100 and a corresponding Reynolds number range of 11500 to 21400. As with jet impingement on a smooth surface, when a liquid jet strikes a ribbed surface it then moves radially outward in a thin film and eventually experiences a hydraulic jump, where the thickness of the film increases by an order of magnitude, and the velocity decreases accordingly. However, the anisotropy of the patterned surface causes a disparity in frictional resistance dependent upon the direction of the flow relative to the orientation of the ribs. This results in a hydraulic jump which is elliptical rather than circular in shape, where the major axis of the ellipse is aligned parallel to the ribs, concomitant with the frictional resistance being smallest parallel to the ribs and greatest perpendicular to the ribs. When the water depth downstream of the jump was imposed at a predetermined value, the major and minor axis of the jump decreased with increasing water depth, following classical hydraulic jump behavior. The experimental results indicate that for a given cavity fraction and downstream depth, the radius of the jump increases with increasing Reynolds number. At a specified Reynolds number and downstream depth, the hydraulic jump radius in the direction parallel to the ribs of a patterned surface is nominally equal to the jump radius for a smooth surface, regardless of cavity fraction. The jump radius perpendicular to the ribs is notably less than that for a smooth surface, and this radius decreases with increasing cavity fraction.
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5

Gandhi, S., and R. P. Singh. "Hydraulic jump characteristics in non-prismatic channels." In 5th IAHR International Symposium on Hydraulic Structures. The University of Queensland, 2014. http://dx.doi.org/10.14264/uql.2014.14.

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6

Kucukali, S., and S. Cokgor. "Aeration Performance of a Hydraulic Jump." In World Environmental and Water Resources Congress 2006. Reston, VA: American Society of Civil Engineers, 2006. http://dx.doi.org/10.1061/40856(200)104.

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7

Rolley, Étienne, Claude Guthmann, Michael S. Pettersen, and Christophe Chevallier. "The Hydraulic Jump in Liquid Helium." In LOW TEMPERATURE PHYSICS: 24th International Conference on Low Temperature Physics - LT24. AIP, 2006. http://dx.doi.org/10.1063/1.2354642.

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8

DiVall, Megan R., and Theodore J. Heindel. "X-Ray Flow Visualization of a Circular Hydraulic Jump." In ASME 2009 Fluids Engineering Division Summer Meeting. ASMEDC, 2009. http://dx.doi.org/10.1115/fedsm2009-78035.

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The circular hydraulic jump is a product of the impingement of a vertical, circular jet upon a smooth horizontal surface. Previous studies of this phenomenon have used methods such as electrical contact probes, photography, and lasers to measure various features. This study utilizes X-ray computed tomography (CT) to visualize the circular hydraulic jump; analysis is then completed on the reconstructed 3D image. Time-averaged data of the film thickness before and after the jump and the jump radius, as measured from the X-ray CT images, compare well with available literature. Potential imaging improvements with the current equipment have been identified, particularly with respect to measuring film thickness.
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9

Champagne, T. M., and B. D. Barkdoll. "Oscillating Hydraulic Jump in a Stilling Basin." In World Environmental and Water Resources Congress 2015. Reston, VA: American Society of Civil Engineers, 2015. http://dx.doi.org/10.1061/9780784479162.164.

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10

Kimiaghalam, M., and M. Passandideh-Fard. "A Numerical Study on Flow Characteristics of 2D Vertical Liquid Jet Striking a Horizontal Surface." In ASME 2010 10th Biennial Conference on Engineering Systems Design and Analysis. ASMEDC, 2010. http://dx.doi.org/10.1115/esda2010-25136.

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We studied numerically impingement of vertical liquid jets of moderate Reynolds number for both Newtonian and non-Newtonian liquids to clarify the structure formation of circular hydraulic jump and the phenomenon of jet buckling. First, we have studied the hydraulic jump characteristics and governing parameters for a laminar water jet. Moreover, different types of hydraulic jump have been investigated by varying the height of a circular wall around the bed in flow downstream. The results show that a circular hydraulic jump has two kinds of steady states which can be reached by changing wall height. Next, we studied the impingement of a non-Newtonian liquid jet on a solid surface. In this case, we observe that instead of having a significant hydraulic jump, jet buckling phenomenon happens. The results were used in order to achieve a better understanding of the jet buckling phenomenon and the conditions in which this phenomenon happens.
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Звіти організацій з теми "HYDRAULICS JUMP"

1

Chanson, Hubert, and G. L. Qiao. Air Bubble Entrainment and Gas Transfer at Hydraulic Jumps. Brisbane, Australia: The University of Queensland, Department of Civil Engineering, August 1994. http://dx.doi.org/10.14264/9043.

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2

Chanson, Hubert. Air Bubble Entrainment in Hydraulic Jumps: Similitude and Scale Effects. The University of Queensland, Department of Civil Engineering, January 2006. http://dx.doi.org/10.14264/8723.

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3

Russell, H. A. J., and R. W. C. Arnott. Hydraulic-jump and hyperconcentrated-flow deposits of a glacigenic subaqueous fan: Oak Ridges Moraine, southern Ontario, Canada. Natural Resources Canada/ESS/Scientific and Technical Publishing Services, 2003. http://dx.doi.org/10.4095/213504.

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4

Estrella, Jorge, Davide Wuthrich, and Hubert Chanson. Two-phase air-water flow properties in hydraulic jump at low froude number: Scale effects in physical modelling. The University of Queensland, February 2021. http://dx.doi.org/10.14264/b6bf13f.

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5

Russell, H. A. J., and R. W. C. Arnott. Stratigraphic evidence for supercritical flow and hydraulic jump conditions in a subaqueous fan succession, Oak Ridges Moraine (Pleistocene), southern Ontario. Natural Resources Canada/ESS/Scientific and Technical Publishing Services, 2000. http://dx.doi.org/10.4095/216707.

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6

Chanson, Hubert. Advective Diffusion of Air Bubbles in Hydraulic Jumps with Large Froude Numbers: an Experimental Study. School of Civil Engineering, The University of Queensland, October 2009. http://dx.doi.org/10.14264/187625.

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