Morphodynamical modelling of field-scale swash events

Incelli, Giorgio; Dodd, Nicholas; Blenkinsopp, Chris; Zhu, Fangfang; Briganti, Riccardo

doi:10.1016/j.coastaleng.2015.09.006

Cited by 20 publications

(13 citation statements)

References 28 publications

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“…Several detailed numerical models have been developed to investigate the net morphodynamic change by dam-break swash (e.g. Postacchini et al, 2012;Zhu and Dodd, 2013) or swash events composed of multiple bores (Incelli et al, 2016); a recent overview on swash zone morphodynamic models was presented by Briganti et al (2016).…”

Section: Introductionmentioning

confidence: 99%

Sand transport processes and bed level changes induced by two alternating laboratory swash events

Zanden

Caceres

Eichentopf

et al. 2019

Coastal Engineering

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Sand transport processes and net transport rates are studied in a largescale laboratory swash zone. Bichromatic waves with a phase modulation were generated, producing two continuously alternating swash events that have similar offshore wave statistics but which differ in terms of wave-swash interactions. Measured sand suspension and sheet flow dynamics show strong temporal and spatial variability, related to variations in flow velocity and locations of wave capture and wave-backwash interactions. Suspended and sheet flow layer transport rates in the lower swash zone are generally of same magnitude, but sheet flow exceeds the suspended load transport by up to a factor four during the early uprush. The bed level near the inner surf zone is relatively steady during a swash cycle, but changes of O(cm/s) are measured near the mid swash zone where wave-swash interactions lead

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Section: Introductionmentioning

confidence: 99%

Sand transport processes and bed level changes induced by two alternating laboratory swash events

Zanden

Caceres

Eichentopf

et al. 2019

Coastal Engineering

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“…In the MPM formula the bottom shear stress is computed either using an explicit relationship between the velocity of the flow and the bed shear stress, or by using simple sub-models (e.g. the momentum integral method, Incelli et al, 2016), which use the computed local flow velocity to obtain a value of the shear stress, without using empirical relationships. Neither of the two approaches explicitly accounts for the water depth.…”

Section: Introductionmentioning

confidence: 99%

“…Among these, wave resolving models based on Non Linear Shallow Water Equations (NLSWE), coupled with the Exner equation for the sediment conservation are able to accurately simulate swash type problems on mobile beds (e.g. Kelly and Dodd, 2009, Zhu et al, 2012, Zhu and Dodd, 2013, Hu et al, 2015, Incelli et al, 2016, Postacchini et al, 2012. However, in a recent review of the numerical advances in describing intra-swash processes, Briganti et al (2016) indicated that when two different formulae, both derived by modifying MPM, are used, the result, in terms of intra-swash bed evolution, can be very different despite similar final bed configurations.…”

Section: Introductionmentioning

confidence: 99%

Numerical modelling of the flow and bed evolution of a single bore-driven swash event on a coarse sand beach

Briganti

Dodd

Incelli³

et al. 2018

Coastal Engineering

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This paper examines the numerical prediction of the sediment transport and bed evolution for a single swash event on a coarse sediment beach. In these conditions bed load is the dominant mode of sediment transport. Laboratory experiments of a single bore-driven swash event are simulated numerically using a fully-coupled model that solves the system of Non Linear Shallow Water Equations and the Exner sediment conservation formula. The analysis focuses on two aspects: the optimal choice of parameters for the Meyer-Peter and Müller sediment transport formula and the model used for computing the shear stress. The methods tested for the bed shear stress are the momentum integral method and the Chezy formulation in which the friction factor is computed using two different formulae. Infiltration into the beach and its effects on the shear stress and sediment transport are also modelled. Results show that the basic Meyer-Peter and Müller sediment transport formula provides good results in the run-up. On the other hand, the sediment transport in the early stage of the backwash is overestimated. A reduction of the sediment mobility constant in the formula in the backwash marginally improves the results. However, the causes of the overestimation of the sediment transport at the early stage of the backwash is the overestimation of the shear stress, while at later stages there are several contributions that are identified, i.e. modelling of the sediment transport and infiltration. It is also suggested that the Meyer-Peter and Müller sediment transport formula might not capture the complexity of the processes involved during the backwash. The comparison of the methods for the estimate of the bed shear stress show that comparable results can be obtained using the momentum integral method and the Chezy formulation with time and space varying friction factor. The resulting bed evolution is also described. In the predicted final profile, deposition is found in the upper part of the beach and erosion in the lower part. A bed step is formed just below the position of the initial shoreline. This feature is determined by the onset of an hydraulic jump during the backwash.

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“…ℎ = 10 −3 m was chosen as a starting value because it was used in field applications in the context of FVM models (e.g. Incelli et al 2016). Also, it was found that for a specific element size there is an approximate minimum ℎ that is optimal.…”

Section: Discussionmentioning

confidence: 99%

Modeling Swash Zone Hydrodynamics Using Discontinuous Galerkin Finite-Element Method

Aboulatta

Dodd

Briganti

et al. 2021

J. Waterway, Port, Coastal, Ocean Eng.

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A 2D numerical model for the solution of the Nonlinear Shallow Water Equations (NSWEs) using the Discontinuous Galerkin Finite Element Method (DGFEM) is presented. A new adaptation of the thin film approach is developed for the wetting/drying treatment. The model is applied to a number of test cases that can be characterized as swash flows, or as cases that are particularly useful for swash flow modelling. The DGFEM model shows robustness and provides accurate predictions of water depth, velocities, and shoreline movement. For the case of bore collapse on a plane beach the model performs well against a state-of-the-art finite volume swash code. The new wetting/drying algorithm is tested against a previous algorithm within the same framework for simulating a solitary wave propagating on a beach with bottom friction, showing a noticeable improvement in the shoreline prediction. The model is also tested against a more subtle test case, including generation of subharmonic edge waves, in order to test the effectiveness of DGFEM in reproducing second order effects. The model simulates the excitation and development of the 1 Aboulatta, September 3, 2020 sub-harmonic edge waves when compared to the analytical solutions in the literature. Overall, it is shown here for the first time that the DGFEM technique can be used to simulate accurately a wide range of swash zone flows and therefore swash zone processes.

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Morphodynamical modelling of field-scale swash events

Cited by 20 publications

References 28 publications

Sand transport processes and bed level changes induced by two alternating laboratory swash events

Sand transport processes and bed level changes induced by two alternating laboratory swash events

Numerical modelling of the flow and bed evolution of a single bore-driven swash event on a coarse sand beach

Modeling Swash Zone Hydrodynamics Using Discontinuous Galerkin Finite-Element Method

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