Experimental and numerical results concerning the flow induced by the break of a dam on a dry bed are presented. The numerical technique consists of a shock-capturing method of the Godunov type. A physical laboratory model has been employed to infer properties and validity of the numerical solution. Attention is also given to the applicability of the mathematical model, based on the shallow water equations, to this class of problems.

Experimental and numerical assessment of the shallow water model for two-dimensional dam-break type problems

Dambreak waves in a smooth rectangular and horizontal channel are described. Based on a literature review, the conditions required for Froude similarity are first derived. Then, the positive and ne...

Experiments to dambreak wave: Horizontal channel

Embankment breaching processes are very complex and involve mixed-regime free-surface flow with overfalls and hydraulic jumps, pressurized pipe flow, strong vertical and lateral erosion, discrete mass failure, and headcut migration. The failure mode and mechanism are affected by upstream and downstream water conditions, embankment configurations, and soil properties and state. Great progress has been made to investigate embankment breaching processes through laboratory and field experiments and real-world case studies. However, most laboratory experiments were for smallscale homogeneous embankments, only a few outdoor experiments were conducted at large scales (up to several meters in height) and/or were of composite construction, and only limited data sets for historical embankment failures were sufficiently documented. A number of parametric, simplified physically-based, and detailed multidimensional physically-based embankment breach models have been established in the past decades, but prediction with these models involves significant uncertainties. The biggest limitation of the existing breach models is quantifying erosion rates or erodibility of cohesive soils and sediment entrainment under embankment break/breaching flows. It is important to conduct more large-scale laboratory experiments and field case studies to improve existing embankment breach models or develop new ones. These models should also be enhanced by incorporating better physical insights, by using more efficient computational technologies, and integrating them into more robust flood forecasting and risk assessment systems with comprehensive relevant databases

Earthen embankment breaching

A general mathematical model is developed to solve unsteady, depth-averaged equations. The model uses boundary-fitted coordinates, includes effective stresses, and may be used to analyze sub- and super critical flows. The time differencing is accomplished using a second-order accurate Beam and Warming approximation, while the spatial derivatives are approximated by second-order accurate central differencing. The equations are solved on a nonstaggered grid using an alternative-direction-implicit scheme. To enhance applicability, the equations are solved in transformed computational coordinates. The effective stresses are modeled by incorporating a constant eddy-viscosity turbulence model to approximate the turbulent Reynolds stresses. As is customary, the stresses due to depth-averaging are neglected. Excluding recirculating flows, it is observed that in most cases the effective stresses do not significantly affect the converged solution. The model is used to analyze a wide variety of hydraulics problems including flow in a channel with a hydraulic jump, flow in a channel contraction, flow near a spur-dike, flow in a 180° channel bend, and a dam-break simulation. For each of these cases, the computed results are compared with experimental data. The agreement between the computed and experimental results is satisfactory.

Depth-averaged open-channel flow model

Experimental and numerical results relating to dam-break flows are compared. Dam-break waves were generated by the quasi-instantaneous removal of a plate in a smooth prismatic channel of rectangular cross-section over horizontal dry and wet beds. The laboratory experiments were conducted to determine the initial stages of the free surface profiles using digital image processing. The flow characteristics were detected by applying an adequate, simple and economical measuring technique. The experimental results were compared with the results of a commercially available CFD program, solving the Reynolds-averaged Navier–Stokes (RANS) equations with the k–ϵ turbulence model involving the shallow-water equations. Measured and computed free surface profiles during the initial dam-break stages indicate that although both models predict the dam-break flow with a reasonable accuracy, the agreement using the RANS model is better.

Dam-break flows during initial stage using SWE and RANS approaches

Experimental data obtained on a laboratory test facility for unsteady flows in straight and curved channels and on the transient reservoir depths following a simulated dam failure are presented. The water level variation was recorded at five stations in the downstream channel and at six locations in the reservoir. In addition, plan views of the wave fronts were recorded at three stations in the downstream channel. Capacitance probes were used to measure water levels in the reservoir and a procedure using video cameras was developed to record water levels in the channel. Using this procedure, the flow was not disturbed. Video images of the waves were electronically converted into digital information based on their shading density. Tests were conducted for a wide range of initial conditions by varying the upstream reservoir depth, the channel depth, and the channel roughness. Complete test data for two tests are presented.

Experimental results of two-dimensional dam-break flows

A numerical method which extends traditional one-dimensional characteristic methods for wave propagation to two-dimensional flow is presented for computing dam-break waves. In this method wave interactions and reflections in two dimensions are handled such that complex channel geometries can be easily analyzed. Stability requirements are less stringent than that for explicit finite difference schemes, and body-fitted coordinates are not needed to simulate flow through arbitrary geometries. The computed results compare satisfactorily with experimental data for dam-break flows in a straight channel and along the outer bank of a 180 degree bend.

A wave propagation model for two-dimensional dam-break flows

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Experimental results of two-dimensional dam-break flows

A wave propagation model for two-dimensional dam-break flows