Depth-averaged modelling of granular dike overtopping

Cantero-Chinchilla, Francisco N.; Castro-Orgaz, Óscar; Schmocker, Lukas; Hager, Willi H.; Dey, Subhasish

doi:10.1080/00221686.2017.1399933

Cited by 10 publications

(8 citation statements)

References 28 publications

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“…Upstream slope Z 1 Z 1 = 1 Z 1 = 2 Z 1 = 3 Fritz and Hager (1998)  ISO 4362 (1999)    Zerihun and Fenton (2007)  Sargison and Percy (2009)   Tokyay and Altan-Sakarya (2011)  Goodarzi et al 2012  Major 2013 resulting non-hydrostatic effects, leading to a good agreement between the numerical results and experimental observations (Darvishi et al, 2017). For a range of research applications, similar models were used successfully for reproducing the hydraulics of embankment breaching (Cantero-Chinchilla et al, 2018;Castro-Orgaz and Hager, 2013). As shown in Fig.…”

Section: Figmentioning

confidence: 86%

Performance of a shallow-water model for simulating flow over trapezoidal broad-crested weirs

Říha

Duchan

Zachoval

et al. 2019

Journal of Hydrology and Hydromechanics

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Shallow-water models are standard for simulating flow in river systems during floods, including in the near-field of sudden changes in the topography, where vertical flow contraction occurs such as in case of channel overbanking, side spillways or levee overtopping. In the case of stagnant inundation and for frontal flow, the flow configurations are close to the flow over a broad-crested weir with the trapezoidal profile in the flow direction (i.e. inclined upstream and downstream slopes). In this study, results of shallow-water numerical modelling were compared with seven sets of previous experimental observations of flow over a frontal broad-crested weir, to assess the effect of vertical contraction and surface roughness on the accuracy of the computational results. Three different upstream slopes of the broad-crested weir (V:H = 1:Z1 = 1:1, 1:2, 1:3) and three roughness scenarios were tested. The results indicate that, for smooth surface, numerical simulations overestimate by about 2 to 5% the weir discharge coefficient. In case of a rough surface, the difference between computations and observations reach up to 10%, for high relative roughness. When taking into account mentioned the differences, the shallow-water model may be applied for a range of engineering purposes.

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Section: Figmentioning

confidence: 86%

Performance of a shallow-water model for simulating flow over trapezoidal broad-crested weirs

Říha

Duchan

Zachoval

et al. 2019

Journal of Hydrology and Hydromechanics

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“…Las presiones dinámicas se tienen en cuenta tras considerar la ecuación de la cantidad de movimiento en la vertical. En este modelo en forma conservativa [Ecuación (10)], los vectores de variables, flujos y términos fuente son (Cantero-Chinchilla et al, 2018):…”

Section: Modelos No Hidrostáticos Con Transporte De Sedimentosunclassified

“…De esta forma, la curvatura del flujo es correctamente aproximada, dando lugar a niveles de agua más bajos y realistas aguas arriba del dique, los cuales afectan directamente a la estimación del gasto (Figura 1). Cantero-Chinchilla et al (2018) desarrollaron un modelo unidimensional no hidrostático para el flujo sobre diques de materiales sueltos, resultando una estimación más correcta de los perfiles de agua y sedimento.…”

Section: Introductionunclassified

“…La aceleración del flujo en coronación provoca un intenso arrastre de sedimentos que produce un transporte y depósito elevado aguas abajo del dique. Cantero-Chinchilla et al (2018) evaluaron el transporte de sedimentos en roturas de diques por vertido sobre coronación mediante el uso de un modelo no hidrostático de transporte de sedimentos. Mediante la simulación con el modelo se observó que la aceleración del flujo en el pie de talud aguas abajo produce elevadas sobrepresiones, resultando una sobre-erosión del material del fondo.…”

Section: Introductionunclassified

“…En primer lugar, se muestra el modelo hidrostático con carga de fondo por van Emelen (2014) como referencia para el trabajo comparativo. En segundo lugar, se introduce el modelo erosivo no hidrostático presentado por Cantero-Chinchilla et al (2018). Posteriormente, se resume el modelo hidrostático de dos capas para flujo granular y de agua desarrollado por Cantero-Chinchilla et al (2019).…”

Section: Introductionunclassified

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Modelización hidrodinámica del flujo sobre diques de materiales sueltos

Cantero-Chinchilla

Bergillos²,

Castro-Orgaz³

2019

ing.agua

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<p class="Resumen"><span lang="ES">Este trabajo presenta un análisis comparativo entre los últimos avances en el modelado promediado de flujos sobre diques de materiales sueltos. Entre los modelos más relevantes se encuentran: (i) modelos no hidrostáticos con transporte de sedimentos, (ii) modelos hidrostáticos con transporte de sedimentos y movimiento dinámico granular y (iii) modelos hidrostáticos con transporte de sedimentos por carga de fondo. Los tres tipos de modelos son comparados con datos experimentales para discutir su aplicabilidad. Mientras que el modelo hidrostático con transporte de sedimentos por carga de fondo presenta una solución adecuada en términos generales, el modelo no hidrostático permite mejorar la predicción del flujo en la cresta del dique, mientras que el modelo con movimiento granular dinámico permite mejorar las predicciones cerca del pie del dique. Por último, se discuten las limitaciones de los modelos. </span></p>

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Modelling of Flood Inundation due to Levee Breaches: Sensitivity of Flood Inundation against Breach Process Parameters

Tadesse

Fröhle

2020

Preprint

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This paper analyses the sensitivity of flood inundation due to river levee breach against breach process parameters using the 1996 Awash River levee breach case at Wonji, Ethiopia. A parametric levee breach model integrated into the 2D hydrodynamic numerical model Telemac-2D is used to simulate a levee breach flood event at Wonji, Ethiopia. Levee breach process parameters are systemically varied to find out their effect on the flood inundation. The analysis of the model results shows that the flood inundation is sensitive to the final breach dimensions and breach location. However, the parameters describing the levee breach development have negligible influence on the flood inundation. This implies that final breach dimension and breach location in an event of levee breach are the most important and decisive parameters affecting the resulting inundation of the flood plain, and as such should be given due consideration when creating flood inundation maps due to levee breach.

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Depth-averaged modelling of granular dike overtopping

Cited by 10 publications

References 28 publications

Performance of a shallow-water model for simulating flow over trapezoidal broad-crested weirs

Performance of a shallow-water model for simulating flow over trapezoidal broad-crested weirs

Modelización hidrodinámica del flujo sobre diques de materiales sueltos

Modelling of Flood Inundation due to Levee Breaches: Sensitivity of Flood Inundation against Breach Process Parameters

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