3-D dam break flow simulations in simplified and complex domains

Munoz, Daniel Horna; Constantinescu, George

doi:10.1016/j.advwatres.2020.103510

Cited by 41 publications

(25 citation statements)

References 33 publications

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“…Dam failures are thus studied experimentally and numerically. Experimental and numerical studies are carried out in one-dimension [2]- [5], in two-dimensions [6]- [12] and in three dimensions [13]- [17]. In the experimental studies, the dam body is generally represented by a movable metal and thus the sediment transport part of the physical process is ignored [18]- [21].…”

Section: The Most Recent Examples Are Patel Milmet Embankmentmentioning

confidence: 99%

Numerical simulation of flow and dam body sediment over a movable bed due to an earthfill dam break

TAYFUR¹

2022

Sigma J Eng Nat Sci - Sigma Müh Fen Bil Derg

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This paper presents the numerical simulations of flow and dam body sediment transport over a movable bed due to an earthfill dam break. The RANS equations, together with the k-ω SST turbulent model, are employed. The phase characteristic parameter is used as the phases of air, water, sediment, and bulk of dam body. The system of equations is solved numerically using the PISO algorithm. The numerical model is first verified using the dam break experimental data from the literature. The model successfully captures the temporal changes in the measured flow depths, pressures, wave fronts, and arrival times. Th e ve rified mod el is the n app lied to simulate the flow and sediment transport as a result of an artificial earthfill dam break having an obstacle at its downstream section. The simulations show that there is a noticeable decrease in the shock pressures at all points around the obstacle and there is an increase in the water levels. The bulk dam body sediment moves together with the water fl ow wh ile sp reading. It takes longer time for the sediment laden flow to reach the obstacle. The investigation of dam body formed by different soils shows that the soil type has minor effect while the transport of sediment can raise the water levels and change the morphology of the downstream section.

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Section: The Most Recent Examples Are Patel Milmet Embankmentmentioning

confidence: 99%

Numerical simulation of flow and dam body sediment over a movable bed due to an earthfill dam break

TAYFUR¹

2022

Sigma J Eng Nat Sci - Sigma Müh Fen Bil Derg

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“…An accurate description of dam-breaking during the initial stages of motion can be well represented by solving the fully 3D Navier-Stokes equations (NSEs), or, similarly, by solving the Reynolds-Averaged Navier-Stokes (RANS) equations, coupled with a turbulence model [41] as done in the present work [42][43][44][45][46][47][48]. Dam-break problems are usually mathematically modeled by simplified 1D and 2D models and, most of the time, by Shallow Water Equations (SWEs) derived from depth-integrating the 3D continuity and momentum equations.…”

Section: Introductionmentioning

confidence: 99%

Experimental and Numerical Investigation of 3D Dam-Break Wave Propagation in an Enclosed Domain with Dry and Wet Bottom

et al. 2021

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Dam-break flood waves represent a severe threat to people and properties located in downstream regions. Although dam failure has been among the main subjects investigated in academia, little effort has been made toward investigating wave propagation under the influence of tailwater depth. This work presents three-dimensional (3D) numerical simulations of laboratory experiments of dam-breaks with tailwater performed at the Laboratory of Hydraulics of Iskenderun Technical University, Turkey. The dam-break wave was generated by the instantaneous removal of a sluice gate positioned at the center of a transversal wall forming the reservoir. Specifically, in order to understand the influence of tailwater level on wave propagation, three tests were conducted under the conditions of dry and wet downstream bottom with two different tailwater depths, respectively. The present research analyzes the propagation of the positive and negative wave originated by the dam-break, as well as the wave reflection against the channel’s downstream closed boundary. Digital image processing was used to track water surface patterns, and ultrasonic sensors were positioned at five different locations along the channel in order to obtain water stage hydrographs. Laboratory measurements were compared against the numerical results obtained through FLOW-3D commercial software, solving the 3D Reynolds-Averaged Navier–Stokes (RANS) with the k-ε turbulence model for closure, and Shallow Water Equations (SWEs). The comparison achieved a reasonable agreement with both numerical models, although the RANS showed in general, as expected, a better performance.

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“…However, they are often not valid for the initiation of the dam break because the bore motion is fully three-dimensional (3-D) with high turbulence. Strong 3-D effects appear in regions of strong curvature, sudden constrictions, and obstacles in the channel [12][13][14]. The initial water height of the reservoir is primarily responsible for the scattering of experimental results [15].…”

Section: Introductionmentioning

confidence: 99%

Stochastic Uncertainty in a Dam-Break Experiment with Varying Gate Speeds

Takagi

Furukawa

2021

JMSE

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Uncertainties inherent in gate-opening speeds are rarely studied in dam-break flow experiments due to the laborious experimental procedures required. For the stochastic analysis of these mechanisms, this study involved 290 flow tests performed in a dam-break flume via varying gate speeds between 0.20 and 2.50 m/s; four pressure sensors embedded in the flume bed recorded high-frequency bottom pressures. The obtained data were processed to determine the statistical relationships between gate speed and maximum pressure. The correlations between them were found to be particularly significant at the sensors nearest to the gate (Ch1) and farthest from the gate (Ch4), with a Pearson’s coefficient r of 0.671 and −0.524, respectively. The interquartile range (IQR) suggests that the statistical variability of maximum pressure is the largest at Ch1 and smallest at Ch4. When the gate is opened faster, a higher pressure with greater uncertainty occurs near the gate. However, both the pressure magnitude and the uncertainty decrease as the dam-break flow propagates downstream. The maximum pressure appears within long-period surge-pressure phases; however, instances considered as statistical outliers appear within short and impulsive pressure phases. A few unique phenomena, which could cause significant bottom pressure variability, were also identified through visual analyses using high-speed camera images. For example, an explosive water jet increases the vertical acceleration immediately after the gate is lifted, thereby retarding dam-break flow propagation. Owing to the existence of sidewalls, two edge waves were generated, which behaved similarly to ship wakes, causing a strong horizontal mixture of the water flow.

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3-D dam break flow simulations in simplified and complex domains

Cited by 41 publications

References 33 publications

Numerical simulation of flow and dam body sediment over a movable bed due to an earthfill dam break

Numerical simulation of flow and dam body sediment over a movable bed due to an earthfill dam break

Experimental and Numerical Investigation of 3D Dam-Break Wave Propagation in an Enclosed Domain with Dry and Wet Bottom

Stochastic Uncertainty in a Dam-Break Experiment with Varying Gate Speeds

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