Numerical Investigation of Ski Jump Hydraulics

Lauria, Agostino; Alfonsi, Giancarlo

doi:10.1061/(asce)hy.1943-7900.0001718

Cited by 13 publications

(13 citation statements)

References 15 publications

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“…•(θ) 0.146 (19) valid for 0.98 rad ≤ θ ≤ 1.57 rad and a ≥ 5.0 and in the range of 0.32 ≤ a/h ≤ 0.75 and 1.15 ≤ b/a ≤ 2.84, with determination coefficient R 2 = 0.870, maximum percent error e max = 3.8%, and average percent error e average = 1.0%. A multiple regression was performed considering the values of the experimental variables related to the 24 tests summarized in Table 2.…”

Section: Resultsmentioning

confidence: 99%

“…By means of numerical simulations the 27 runs of the Series 3 (Table 3) were carried out (considering the maximum values of h and Q) by solving the three-dimensional Reynolds-averaged Navier-Stokes (RANS) equations [17][18][19] in conservative form (the fluid is incompressible and viscous, Einstein summation convention applies to repeated indices, i, j = 1, 2, 3):…”

Section: Numerical Simulationsmentioning

confidence: 99%

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Discharge Coefficients for Sluice Gates Set in Weirs at Different Upstream Wall Inclinations

Lauria

Calomino

Alfonsi

et al. 2020

Water

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Laboratory experiments and numerical simulations are performed to measure discharge coefficients in the case of a gate located on the upstream wall of a weir for flood storage. The effect of the gate slope and the side contraction have been taken into account. The study was first performed experimentally, when three series of tests were carried out with (and without) a broad crested weir located under the gate, at different values of the inclination angle of the weir upstream wall, and at different values of the shape ratio and the relative opening. In order to provide useful suggestions for those involved in sluice gate construction and management, three equations were obtained based on multiple regression, relating the discharge coefficient to different parameters that characterize the phenomenon at hand, separating the case when the broad-crested weir was present. Then numerical simulations were executed by means of the Reynolds-averaged Navier–Stokes (RANS) equations with the k-ε turbulence closure model and in conjunction with the volume of fluid (VOF) method, to validate the numerical results against the experimental and to possibly investigate phenomena not caught by the experimental measurements. Simulated discharges were very close to the observed ones showing that the proposed three-dimensional numerical procedure is a favorable option to correctly reproduce the phenomenon.

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Section: Resultsmentioning

confidence: 99%

Section: Numerical Simulationsmentioning

confidence: 99%

Discharge Coefficients for Sluice Gates Set in Weirs at Different Upstream Wall Inclinations

Lauria

Calomino

Alfonsi

et al. 2020

Water

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“…The ultimate configuration of the computational domain consists of a total number of grid points N tot = 1,750,000 (N x = 350, N y = 100, N z = 50, see Ref. [18], Figure 2). For the numerical simulations, a CPU-based computational system was employed that included 1 worker node with 4 E5-2640 CPUs, 128 GB RAM at 1899 MHz, and 1 TB disk space.…”

Section: Methodsmentioning

confidence: 99%

“…In Ref. [18,19], a numerical procedure was conducted to analyze different aspects of this subject: the hydraulic behavior of ski jumps was investigated by means of the OpenFOAM ® digital library and by following formulations of a RANS approach. Results were compared to those obtained experimentally by Ref.…”

Section: Introductionmentioning

confidence: 99%

“…Furthermore, the magnitude and location of maximum pressure head acting on the tailwater have not been adequately studied. The numerical model used in this study is calibrated by means of the results of laboratory experiments of other authors ( [15,18]). Afterwards, several simulations are executed, with particular attention paid to the maximum value and distribution of pressure heads at critical zones where the jet impacts.…”

Section: Introductionmentioning

confidence: 99%

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Flow Pressure Behavior Downstream of Ski Jumps

Lauria

Alfonsi

Tafarojnoruz

2020

Fluids

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Ski jump spillways are frequently implemented to dissipate energy from high-speed flows. The general feature of this structure is to transform the spillway flow into a free jet up to a location where the impact of the jet creates a plunge pool, representing an area for potential erosion phenomena. In the present investigation, several tests with different ski jump bucket angles are executed numerically by means of the OpenFOAM® digital library, taking advantage of the Reynolds-averaged Navier–Stokes equations (RANS) approach. The results are compared to those obtained experimentally by other authors as related to the jet length and shape, obtaining physical insights into the jet characteristics. Particular attention is given to the maximum pressure head at the tailwater. Simple equations are proposed to predict the maximum dynamic pressure head acting on the tailwater, as dependent upon the Froude number, and the maximum pressure head on the bucket. Results of this study provide useful suggestions for the design of ski jump spillways in dam construction.

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