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Relevant bibliographies by topics / VERTICAL SLUICE GATE

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Academic literature on the topic 'VERTICAL SLUICE GATE'

Author: Grafiati

Published: 11 September 2023

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Journal articles on the topic "VERTICAL SLUICE GATE"

1

Defina, Andrea, and Francesca Maria Susin. "Hysteretic behavior of the flow under a vertical sluice gate." Physics of Fluids 15, no. 9 (2003): 2541–48. http://dx.doi.org/10.1063/1.1596193.

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Xu, Bowen, and S. Samuel Li. "Underflow Curvature and Resultant Force on a Vertical Sluice Gate." Journal of Hydraulic Engineering 146, no. 4 (2020): 04020017. http://dx.doi.org/10.1061/(asce)hy.1943-7900.0001720.

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Ghorbani, Mohammad Ali, Farzin Salmasi, Mandeep Kaur Saggi, Amandeep Singh Bhatia, Ercan Kahya, and Reza Norouzi. "Deep learning under H2O framework: A novel approach for quantitative analysis of discharge coefficient in sluice gates." Journal of Hydroinformatics 22, no. 6 (2020): 1603–19. http://dx.doi.org/10.2166/hydro.2020.003.

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Abstract Gates in dams and irrigation canals have been used for the purpose of controlling discharge or water surface regulation. To compute the discharge under a gate, discharge coefficient (Cd) should be first determined precisely. From a novel point of view, this study investigates the effect of sill shape under the vertical sluice gate on Cd using four artificial intelligence methods, which are used to estimate Cd, (i) random forest (RF), (ii) deep learning (DL), (iii) gradient boosting machine (GBM), and (iv) generalized linear model (GLM). A sluice gate along with twelve different forms of sills was fabricated and tested in the University of Tabriz, Iran. Different flow rates were considered in the hydraulic laboratory with four gate openings. As a result, a total of 180 runs could be tested. The results showed that the installation of sill under the vertical gate has a positive effect on flow discharge. Sill shapes can be characterized by their hydraulic radius (Rs). Sensitivity analysis among the dimensionless parameters proved that Rs/G (the ratio of the hydraulic radius of the sills with respect to the gate opening) has a significant role in the determination of Cd. A semi-circular sill shape has a more positive effect on the increase of Cd than the other shapes.

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4

Monge Gapper, Juan Gabriel, and Alberto Serrano-Pacheco. "Flow under long two-dimensional dam sluice gate using WSPH." Ingeniería 31, no. 2 (2021): 98–111. http://dx.doi.org/10.15517/ri.v31i2.45850.

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An application of the weakly compressible Smoothed Particle Hydrodynamics (WSPH) numerical method is presented here for the case of two-dimensional flow in a long channel with a partially open sluice gate. The results are compared with an analytical solution provided by shallow water equations (SWE) and available experimental data. Of particular interest is the application of this numerical method to a sluice gate case with a high ratio of channel length to depth, which tends to amplify the effects of the chosen numerical resolution. Good model congruence was observed even for relatively low vertical resolution, and the effects of the equations used to describe the boundary conditions were identified.

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Urbański, Janusz, Piotr Siwicki, Adam Kiczko, Adam Kozioł, and Marcin Krukowski. "The length of the hydraulic jump on the basis of physical and numerical modeling." Annals of Warsaw University of Life Sciences – SGGW. Land Reclamation 50, no. 1 (2018): 33–42. http://dx.doi.org/10.2478/sggw-2018-0003.

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Abstract The outcomes of physical and numerical modeling of the sluice gate outflow are presented. The measured velocity distributions in verticals of a physical model were compared with results of numerical modeling, obtained using ANSYS Fluent software. The research goal was verification of suitability of the computational fluid dynamic (CFD) approach in determination of the hydraulic jump length at the outflow of the flow control structure. Studies were performed for the model of the sluice gate and stilling basin with two setups of baffle blocks: in one and two rows. The jump lengths were estimated by an analysis of vertical velocity profiles at the outflow. Two rows of baffle blocks in the stilling basin allowed to reduce the length of the hydraulic jump by 5–10%, comparing to the length with the single row of blocks. The computational fluid dynamic approach underestimated the length of the hydraulic jump by 4–7%, comparing to the physical model.

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Carvalho, Luís, Elsa Carvalho, Rui Aleixo, and Maria Manuela C. L. Lima. "Experimental study of the bed morphology downstream of a sluice gate." E3S Web of Conferences 40 (2018): 03034. http://dx.doi.org/10.1051/e3sconf/20184003034.

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This work describes an experimental study based on a simplified model of a vertical sluice gate installed in a channel with a moving bed of glass spheres with 2 mm diameter. The originated scour cavity and downstream dune were studied. The influence of the apron length and the downstream tailwater depth were also analysed. Imaging techniques provided the tools to this investigation. The data acquisition and processing consisted in acquiring images of the flow and automatically process them to identify the water-sediments interface and the longitudinal profile of sediments’ bed at different instants.

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Asavanant, J., and J. M. Vanden-Broeck. "Nonlinear free-surface flows emerging from vessels and flows under a sluice gate." Journal of the Australian Mathematical Society. Series B. Applied Mathematics 38, no. 1 (1996): 63–86. http://dx.doi.org/10.1017/s0334270000000473.

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AbstractSteady two-dimensional flows in a domain bounded below by an infinite horizontal wall and above by a semi-infinite horizontal wall, a vertical wall and a free surface are considered. The fluid is assumed to be inviscid and incompressible, and gravity is taken into account. The problem is solved numerically by series truncation. It is shown that for a given length of the vertical wall, there are two families of solutions. One family is characterized by a continuous slope at the separation point and a limiting configuration with a stagnation point and a 120° angle corner at the separation point. The other family is characterized by a stagnation point and a 90° angle corner at the separation point. Flows under a sluice gate with and without a rigid lid approximation upstream are also considered.

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8

Lazzarin, Tommaso, Daniele Pietro Viero, Andrea Defina, and Luca Cozzolino. "Flow under vertical sluice gates: Flow stability at large gate opening and disambiguation of partial dam-break multiple solutions." Physics of Fluids 35, no. 2 (2023): 024114. http://dx.doi.org/10.1063/5.0131953.

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The present paper deals with two open issues concerning the free orifice flow under vertical sluice gates, namely, the flow stability at large gate openings and the disambiguation of multiple solutions in the case of partial dam-break. The study of these problems, which are mutually connected, is based on ad hoc laboratory experiments and numerical simulations with a computational fluid dynamics model tracking the free surface with the two-phase volume of fluid method. A series of quasi-steady states is used to assess the threshold of relative gate openings that determines the passage from orifice flow to non-interacting flow; in addition, a set of dam-break experiments with partial gate opening (i.e., lower than the initial upstream water level) is performed to find reliable criteria to disambiguate multiple exact solutions supplied by the one-dimensional shallow water theory. It is found that the dependence of contraction and discharge coefficients on the relative gate opening has a dramatic impact on the stability of orifice flow at large gate openings.

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Vaheddoost, Babak, Mir Jafar Sadegh Safari, and Rasoul Ilkhanipour Zeynali. "Discharge coefficient for vertical sluice gate under submerged condition using contraction and energy loss coefficients." Flow Measurement and Instrumentation 80 (August 2021): 102007. http://dx.doi.org/10.1016/j.flowmeasinst.2021.102007.

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10

Habib, A. "STUDY OF FREE FLOW BELOW VERTICAL SLUICE GATE WITH POSITIVE STEP IN RADIAL STILLING BASIN." Egyptian Journal for Engineering Sciences and Technology 15, no. 1 (2012): 65–73. http://dx.doi.org/10.21608/eijest.2012.96712.

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Dissertations / Theses on the topic "VERTICAL SLUICE GATE"

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Silva, Carlos Otero Águas da. "Vazão em soleiras controladas ou não por comportas." Doctoral thesis, Universidade de Évora, 2016. http://hdl.handle.net/10174/18725.

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Os controladores de caudal, normalmente implementados em sistemas Supervisory control and data acquisition (SCADA), apresentam uma grande relevância no controlo automático de canais de adução. Para garantir que os controladores de caudal sejam fiáveis em todo o seu domínio de funcionamento (em situações de escoamento com ressalto livre ou submerso e de transição entre escoamentos com ressalto livre e ressalto submerso) foram comparados os resultados dos ensaios experimentais com diferentes métodos de cálculo da vazão em comportas e/ou sobre soleiras. O programa de ensaios foi realizado nos canais laboratorial e experimental da Universidade de Évora. Foram realizados ensaios em comportas planas verticais e em soleiras do tipo Waterways Experiment Station (WES) controladas ou não por comportas planas verticais. Em ambos os casos, foram contempladas as situações de escoamento com ressalto livre e submerso. Os resultados obtidos mostram que: a) para as comportas, o método Rajaratnam e Subramanya (1967a) conduz a bons resultados com um erro percentual médio absoluto MAPE < 1% para o escoamento com ressalto livre e MAPE < 4% para o submerso; a transição entre escoamentos foi identificada corretamente por este método; b) para as soleiras, obtiveram-se bons resultados para o escoamento com ressalto livre para o método USACE (1987), com MAPE < 2%, e para o submerso através do método Alves e Martins (2011), com MAPE < 5%; a transição entre escoamentos pode ser considerada adequada de acordo com a curva experimental de Grace (1963); c) para soleiras controladas por comporta, conseguiram-se bons resultados para o escoamento com ressalto livre recorrendo à equação dos orifícios de pequenas dimensões, com MAPE < 1, 5%, e para o submerso com a equação dos orifícios totalmente submersos com MAPE < 1, 6%; em ambos os casos foi necessária calibração do coeficiente de vazão; a transição entre escoamentos foi adequada pelo método de Grace (1963). Com base nos resultados obtidos, foi possível definir um algoritmo de vazão generalizado para comportas e/ou soleiras que permite a determinação da vazão para as situações de escoamento com ressalto livre e submerso incluindo a transição entre escoamentos; ABSTRACT: Flow controllers, usually implemented in Supervisory Control and Data Acquisition (SCADA) systems, are very important in the automatic control of irrigation canal systems. To ensure that flow controllers are reliable for the entire operating range (free or submerged flow and flow transitions) the experimental results were compared with different methods of flow measurement for gates and/or weirs. The test program was conducted in the laboratory flume and in the automatic canal of the University of ´Evora. Tests were carried in sluice gates and in broad-crested weirs controlled or not by sluice gate. In both cases free and submerged flow conditions were analyzed. The results show that: a) for the sluice gates, the method of Rajaratnam e Subramanya (1967a) leads to good results with a mean absolute percentage error (MAPE) < 1% for free flow and MAPE < 4% for submerged flow. The transition between flows is correctly identified by this method; b) for the uncontrolled weir, good results were obtained for free flow with the method USACE (1987) with MAPE < 2%, and for submerged flow by the method Alves e Martins (2011) with MAPE < 5%. The transition between flows can be accurately defined by the experimental curve of Grace (1963); c) for the controlled weir, good results were achieved for the free flow with the small orifice equation with MAPE < 1.5% and for submerged flow with the submerged orifice equation with MAPE < 1.6%; in both cases the calibration of the discharge coefficient is needed. The transition between flows can be accomplished through Grace (1963) method. Based on the obtained results, it was possible to define a generalized flow algorithm for gates and/or weirs that allows flow determination for free and submerged flow conditions including the transition between flows.

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2

SHARMA, ANIKET KUMAR. "EXPERIMENTAL STUDY AND NUMERICAL SIMULATION OF COEFFICIENT OF DISCHARGE THROUGH VERTICAL SLUICE GATE USING STEPPED SILL." Thesis, 2019. http://dspace.dtu.ac.in:8080/jspui/handle/repository/16764.

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Sluice gates are mainly used for controlling discharge through irrigation canals. The flow is termed as free flow or submerged flow when it depends upon upstream head, gate opening and downstream head. When the sluice gate height exceeds some design criteria then double or triple leaf gates are provided. In some cases when double and triple leaf gates are not easy to provide due to some economic reason then a sill is constructed below single leaf sluice gate to reduce its height to meet the desirable design criteria of single leaf sluice gate. The use of stepped sill below sluice gate improves the discharge coefficient effectively. The objective of present study to analyze the experimental data collected on the effect of constructing stepped sill below a sluice gate and validates its parameters through ANSYS-FLUENT. The past studies proved that the trapezoidal sill of downstream slope of 1V:5H improves the discharge coefficient below the gate and produces the minimum increase in the jump length formed downstream compared to other downstream slopes of sills. In this way with constructing stepped sill and the data collected from experiments on the below-gate sill of this particular downstream slope will be analyzed by calculating dimensionless parameter. The experimental analysis carried out on three groups of model made of aluminum sheet and each model of stepped sill have different heights (P = 2, 4, 6 cm respectively) and each physical model is tested with four gate openings as (D = 1.5, 2.0, 2.5, 3.0 cm) respectively. Numerical simulation done in ANSYS and value of discharge coefficient is validated by probe value by calculating pressure, depth of flow and discharge at different section and plot the different contours variation.

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3

Guimarães, Inês Silva Cacho de Oliveira. "Análise de erosão localizada a jusante de uma comporta vertical de abertura inferior." Master's thesis, 2016. http://hdl.handle.net/1822/49807.

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Dissertação de mestrado integrado em Engenharia Civil (área de especialização em Perfil de Hidráulica e Ambiente)<br>O fenómeno de erosão localizada pode ocorrer junto a obstáculos ou devido à contração lateral do escoamento. Estas causas estão muitas vezes associadas aos colapsos de estruturas hidráulicas. É necessário prever qual será a máxima profundidade da cavidade de erosão localizada em torno de obstáculos como por exemplo comportas, para evitar acidentes que poderão pôr em risco vidas humanas. Na presente dissertação descreve-se o estudo experimental da erosão localizada em torno de uma comporta vertical de soleira delgada instalada em leitos móveis e leitos compostos (constituídos por um fundo fixo seguido de um fundo móvel) Utilizaram-se várias aberturas da comporta permitiram estudar os diferentes comportamentos da cavidade de erosão, da evolução do crescimento da barra e do transporte das partículas. Foi utilizada uma areia com um diâmetro médio igual a 0,328 mm, num escoamento com superfície livre e com três diferentes caudais. Nos ensaios de fundo móvel foi possível observar que à medida que altura do colchão de água a jusante aumenta, maior é a profundidade máxima da cavidade de erosão, por outro lado para uma menor altura do colchão de água a jusante, menor é o comprimento da cavidade de erosão e por último o declive do talude a jusante da cavidade de erosão é menos acentuado. Nos ensaios de fundo composto foi possível verificar que à medida que o comprimento da bacia de dissipação aumenta, a profundidade da cavidade de erosão diminui e por sua vez a inclinação do talude a jusante é menor. Observa-se igualmente que o ângulo do talude a jusante é mais acentuado quando o comprimento da bacia de dissipação é menor. Analisando a evolução da barra para as mesmas condições experimentais e mesmo instante de filmagem, mas com diferentes alturas do colchão de água a jusante, concluiu-se que esta evolução torna-se mais lenta para uma maior altura do colchão de água a jusante. À medida que o caudal de escoamento diminui é possível observar uma menor profundidade da cavidade de erosão e formação da barra. Por último foi possível verificar que as partículas de areia de maior diâmetro são as partículas que ficam depositadas e se concentram em toda a extensão da barra.<br>Scour can occur next to obstacles or due to the lateral contraction of the flow. These causes are often associated with the collapse of hydraulic structures. It is necessary to predict the maximum scour depth around obstacles such as sluice gates, to avoid accidents that could endanger human lives. This dissertation describes the experimental study of the scour around a sluice gate installed in moving and compound (consisting of a fixed bottom followed by a moving bottom) beds. Diverse gate openings allow the study of different behaviours of the scour cavity, the evolution of the growth of the bar and the transport of the sand particles. A sand with a mean diameter of 0.328 mm was used in a free surface flow for three different flow rates. In the mobile bed tests it was possible to observe that as the depth of the tailwater increases, the greater the maximum scour depth; on the other hand, for a smaller tailwater depth the smaller the length of the scour cavity and, finally, the downstream slope of the scour cavity will be less marked. In the compound bottom tests it was possible to verify that as the length of the fixed bed increases the depth of the scour cavity decreases and in turn the downstream slope of the scour cavity is smaller. The rest angle of the downstream slope is more pronounced when the length of the fixed bed is smaller. The evolution of the bar becomes slower for a greater height of the downstream weir. As the flow rate decreases it is possible to verify a smaller scour cavity maximum depth and formation of the dune. Finally it was possible to verify that the sand particles of higher diameter are those that are deposited and are concentrated throughout the length of the bar.

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Book chapters on the topic "VERTICAL SLUICE GATE"

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DIGBY, R. J., and J. P. SELBIE. "Design of replacement vertical lift sluice gate for Kinloch Rannoch Weir." In Managing dams Challenges in a time of change. Thomas Telford Ltd, 2010. http://dx.doi.org/10.1680/mdctc.40991.0038.

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"vertical (sluice) gate." In Dictionary Geotechnical Engineering/Wörterbuch GeoTechnik. Springer Berlin Heidelberg, 2014. http://dx.doi.org/10.1007/978-3-642-41714-6_220527.

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"vertical (sluice) gate pillar." In Dictionary Geotechnical Engineering/Wörterbuch GeoTechnik. Springer Berlin Heidelberg, 2014. http://dx.doi.org/10.1007/978-3-642-41714-6_220528.

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"vertical (sluice) gate track." In Dictionary Geotechnical Engineering/Wörterbuch GeoTechnik. Springer Berlin Heidelberg, 2014. http://dx.doi.org/10.1007/978-3-642-41714-6_220529.

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"vertical (sluice) gate vibration." In Dictionary Geotechnical Engineering/Wörterbuch GeoTechnik. Springer Berlin Heidelberg, 2014. http://dx.doi.org/10.1007/978-3-642-41714-6_220530.

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"vertical (sluice) gate weir." In Dictionary Geotechnical Engineering/Wörterbuch GeoTechnik. Springer Berlin Heidelberg, 2014. http://dx.doi.org/10.1007/978-3-642-41714-6_220531.

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7

"(vertical) timber (sluice) gate." In Dictionary Geotechnical Engineering/Wörterbuch GeoTechnik. Springer Berlin Heidelberg, 2014. http://dx.doi.org/10.1007/978-3-642-41714-6_220546.

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"(vertical) wood(en) (sluice) gate." In Dictionary Geotechnical Engineering/Wörterbuch GeoTechnik. Springer Berlin Heidelberg, 2014. http://dx.doi.org/10.1007/978-3-642-41714-6_220564.

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Conference papers on the topic "VERTICAL SLUICE GATE"

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Epple, Philipp, Michael Steppert, Andreas Malcherek, and Manuel Fritsche. "Theoretical and Numerical Analysis of the Pressure Distribution and Discharge Velocity in Flows Under Inclined Sluice Gates." In ASME-JSME-KSME 2019 8th Joint Fluids Engineering Conference. American Society of Mechanical Engineers, 2019. http://dx.doi.org/10.1115/ajkfluids2019-5020.

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Abstract The flow under sluice gates is nowadays frequently still determined by empirical approaches, based on the Bernoulli equation and a specific discharge coefficient which depends on the geometry of the sluice gate. This discharge coefficient is determined either from potential theory approaches or from a variety of experimental series. Based on Malcherek’s new momentum balance theory approach, the flow under inclined sluice gates can be described now on a physical approach. While the pressure distribution of the vertical sluice gate, which was investigated by the authors in previous works, results in a horizontal acting force only, the pressure distribution of the inclined sluice gate brings an additional force component acting in the vertical direction. The magnitude and the sign of the force in the vertical direction depends on the sign and the value of the angle of inclination. With the commercial CFD solver Star-CCM+ from Siemens PLM, the flow under inclined sluice gates was investigated in detail, to be compared with Malcherek’s momentum balance theory. For this basic investigation, boundary layer effects and 3D effects were first neglected. For various angles of inclination and water levels the pressure distribution on the ground under the sluice gate and on the surface of the sluice gate itself, were evaluated and mathematical functions were introduced to describe the pressure distributions. These results were compared with the results from the vertical sluice gate. Also the discharge velocity and the volumetric flow rate were analyzed and compared with the Malcherek’s new momentum balance theory for inclined sluice gates.

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