Journal of Applied Mathematics

Journal of Applied Mathematics / 2013 / Article

Research Article | Open Access

Volume 2013 |Article ID 642485 |

Hamid Reza Vosoughifar, Azam Dolatshah, Seyed Kazem Sadat Shokouhi, "Discretization of Multidimensional Mathematical Equations of Dam Break Phenomena Using a Novel Approach of Finite Volume Method", Journal of Applied Mathematics, vol. 2013, Article ID 642485, 12 pages, 2013.

Discretization of Multidimensional Mathematical Equations of Dam Break Phenomena Using a Novel Approach of Finite Volume Method

Academic Editor: Chein-Shan Liu
Received11 Jul 2012
Accepted02 Feb 2013
Published28 Mar 2013


This paper was concerned to simulate both wet and dry bed dam break problems. A high-resolution finite volume method (FVM) was employed to solve the one-dimensional (1D) and two-dimensional (2D) shallow water equations (SWEs) using an unstructured Voronoi mesh grid. In this attempt, the robust local Lax-Friedrichs (LLxF) scheme was used for the calculating of the numerical flux at cells interfaces. The model named V-Break was run under the asymmetry partial and circular dam break conditions and then verified by comparing the model outputs with the documented results. Due to a precise agreement between those output and documented results, the V-Break could be considered as a reliable method for dealing with shallow water (SW) and shock problems, especially those having discontinuities. In addition, statistical observations indicated a good conformity between the V-Break and analytical results clearly.

1. Introduction

Floods induced by dam failures can cause significant loss of human life and property damages, especially when located in highly populated regions. These entail numerical and laboratory investigations of dam break flows and their potential damage. The shallow water equations (SWEs) are conventionally used to describe the unsteady open channel flow such as dam break. These equations are named as Saint Venant equations for one-dimensional (1D) problem and also include the continuity and momentum equations for two-dimensional (2D) studies.

Many researchers studied the dam break problem, such as Toro [1], Wu et al. [2], Wang and Shen [3], Mohapatra et al. [4], Zoppou and Roberts [5], Wang et al. [6], Wang and Liu [7], Venutelli [8], Ponce et al. [9], Zhou et al. [10], Liang et al. [11], Quecedo et al. [12], Begnudelli and Sanders [13], Loukili and Soulaïmani [14], Díaz et al. [15] and Aliparast [16], especially using computational fluid dynamic (CFD) methods.

Recently, Shamsai and Mousavi evaluated the dam break parameters such as breach width, side slop, time of failure and peak outflow, using 142 case studies of previous researches. Then, using those evaluations and also the BREACH and FLDWAV application software, the studies of Aidoghmosh earth dam breach were examined [17]. Xia et al. developed a 2D morphodynamic model for predicting dam break flows over a mobile bed [18]. Shamsi et al. developed a 2D flow model based on SWEs. They used finite volume method (FVM), total variation diminishing (TVD), and weighted average flux (WAF) schemes as well as Harten-Lax-van Leer-Contact (HLLC) Riemann solver [19]. Erpicum et al. presented a 2D finite volume (FV) multiblock flow solver, which was able to deal with the natural topography variation [20]. Baghlani utilized a combination of the robust and effective flux-difference splitting (FDS) and flux-vector splitting (FVS) methods to simulate dam break problems based on FVM on a Cartesian grid. The method combined the effectiveness and robustness of the FDS and FVS methods to precisely estimate the numerical flux at each cell interface [21]. Zhang and Wu developed a hydrodynamic and sediment transport model for dam break flows. The 2D SWEs were solved based on the FVM with an unstructured quadtree mesh grid [22]. Singh et al. developed a 2D numerical model to solve the SWEs for the simulation of dam break problems [23]. Chang et al. proposed a meshless numerical model to investigate the shallow water (SW) dam break in 1D open channel. A numerical model was used to solve the SWEs based on smoothed particle hydrodynamics (SPH). The concept of slice water particles was adapted in the SPH-SWE formulation [24]. Shakibaeinia and Jin developed a new mesh-free particle model based on the weakly compressible MPS (WC-MPS) formulation for modeling the dam break problem over a mobile bed [25]. Sarveram and Shamsai investigated the dam break problem in converge and diverge rectangular channels in the unsteady stance using Saint Venant equations and a quasi-Lagrangian method [26].

This paper attempts to present a novel development for 1D and 2D dam break problems in both wet and dry beds. A high-resolution FVM is employed to solve the SWEs on unstructured Voronoi mesh. The local Lax-Friedrichs (LLxF) scheme is used for the estimation of fluxes at cells and the numerical approximation of hyperbolic conservation laws.

2. Research Methodology

2.1. Governing Equations

The continuity and momentum equations of the SW can be written in different forms depending upon the requirements of the numerical solution of governing equations. The 2D SWEs with source terms are given in the vector form considering a rigid bed channel [1] as follows:

In this study, the friction slopes were estimated using the Manning’s formulas. In the case of the dam break flow, the influence of bottom roughness prevailed over the turbulent shear stress between cells. Therefore the effective stress terms were neglected in the computation.

2.2. Numerical Modeling Algorithm

The main advantage of the FVM is that volume integrals in a partial differential Equation (PDE) containing a divergence term are converted to surface integrals using the divergence theorem. These terms are then evaluated as fluxes at the surfaces of each FV. Because the flux entering a given volume is identical to that leaving the adjacent volume, these methods are conservative. Another advantage of the FVM is that it is easily formulated to allow for unstructured meshes. Unstructured grid methods utilize an arbitrary collection of elements to fill the domain. These types of grids typically utilize triangles in 2D and tetrahedrals in 3D, although quadrilateral, hexahedral, Voronoi, and Delaunay meshes can also be unstructured. In the Voronoi mesh, the chosen point has lower distance in the devoted domain rather than other points. If one point has the same distance from several domains, it will be divided between domains. Indeed, these points create Voronoi cell boundaries. Consequently, internal sections of the Voronoi mesh consist of nodes belonging to one domain and boundaries include nodes that belong to several domains [27].

In this paper, the studied domain was discretized using unstructured Voronoi meshes. Delaunay triangulation was created and then the Voronoi mesh was established using the Qhull program in MATLAB software. The governing equation was discretized applying the FVM. In this approach, the studied domain was divided into several separated control volumes without any overlapping. By integrating the governing differential equation over every control volume, the system of algebraic equations was created so that each of its formulations belonged to one control volume and each equation linked a parameter in the control volume node to different numbers of the parameter in adjacent nodes. This consequently led to the computation of the parameter in each node [28].

In order to solve discrete equations, the parameter in each node was computed considering its discrete equation and newest adjacent nodes’ values. Solution procedure can be expressed as follows.(1)Assuming an initial value in each node as an initial condition.(2)Calculating the value in a node considering its discrete equation.(3)Performing pervious step for all nodes over the studied domain, one cycle is performed by repetition this step.(4)Verifying the convergence clause. If this clause is satisfied, the computing will end otherwise the computations will be repeated from the second step.

As exact values of boundary conditions were not distinct, the Riemann boundary condition was utilized for computing the investigating parameter. Therefore, by assuming a layer which is close to the boundary layer, and were defined for the investigating parameter and then calculated values for boundary adjacent nodes transform to related boundary nodes. This procedure will continue until the results difference is converged to zero.

2.3. Discretization of Governing Equations
2.3.1. FV Discretization

Various methods can be used to discretize the governing equations, among which the FVM due to its ability to satisfy mass and momentum conservation is frequently adopted. In this research, the discretization of (1) was performed using the FVM with unstructured Voronoi mesh, as shown in Figure 1. It should be mentioned that face vertexes nomination direction is counterclockwise from to centering (see Figure 1) [1] as follows: By implementing divergence theorem, (6) is yielded to (7) as follows: where . Equation (7) can be written as (8) by approximating the line integral for all control volumes and nodes, generally,

2.3.2. Voronoi Mesh

By applying the Voronoi mesh, (8) is yielded to (9) for an investigated control volume; however, Figure 1 illustrates the 2D Voronoi mesh grid used for describing these equations as follows: Then, The discrete equation can be written as followS:

2.4. The Local Lax-Friedrichs (LLxF) High-Order Scheme

In shock capturing schemes, the location of discontinuity is captured automatically by the scheme as a part of the solution procedure. These slope-limiter or flux-limiter methods can be extended to systems of equations. In this paper, the algorithm is based upon central differences with comparable performance to Riemann type solvers when used to obtain a solution for PDE’s describing systems. FV and Finite Difference (FD) methods are closely related to central schemes like the most shock capturing schemes [29]. Rusanov scheme is often called the LLxF method, because it has the same form as the Lax-Friedrichs (LxF) method but the viscosity coefficient is chosen locally. It can be shown that this is a sufficient viscosity to make the method converge to the vanishing-viscosity solution. It means that it is less diffusive than normal LxF, since it locally limits the numerical viscosity instead of having a uniform viscosity on the entire domain. LLxF formulates the FVM in space and the explicit Euler method in time.

Many researchers (e.g., Lin et al. [30], van Dam and Zegeling [31], and Lu et al. [32]) utilized LLxF splitting scheme in different problems such as 2D SWEs, 1D adaptive moving mesh method and its application to hyperbolic conservation laws from magnetohydrodynamics (MHD), and the performance of the weighted essential nonoscillatory (WENO) method.

In this research, LLxF is used as a flux calculator. By expanding (12), (13) can be written as follows: Intercell fluxes can be estimated by implementing the following equations: After computing intercell fluxes by utilizing the LLxF scheme in Voronoi mesh, equations can be solved and the final result can be calculated for each time step. The can be computed using the Courant Friedrichs Lewy (CFL) for each time step as follows: The CFL should range over for achieving to the stability .

2.5. Preparation and Validation of the Numerical Algorithm

The CFD code named V-Break was prepared on the unstructured Voronoi mesh grid using MATLAB programming. Figure 2 illustrates the running process of the V-Break as a flowchart.

V-Break was then validated using Stoker’s analytical solution in 1D [33], and previous results were obtained by other researchers in 2D (e.g., Wang and Liu [7], Loukili and Soulaïmani [14], Liang et al. [11], and Baghlani [21]). Table 1 presents key solvers, algorithms, and methods used in these previous studies.

ReferenceWang and Liu [7]Liang et al. [11]Loukili and Soulaïmani [14]Baghlani [21]V-Break

Riemann solverRoe-MUSCL, Roe-upwind, HLL-MUSCL, composite methods (CFLF8)HLLCLax-Fredrichs, HLL, HLLC, WAFFDS-FVSLocal Lax-Fredrichs
Mesh gridUnstructured triangularRectangular (quadtree)Unstructured triangular, unstructured quadrilateralRectangularUnstructured Voronoi
Dimensional approach2D1D, 2D1D, 2D1D, 2D1D, 2D

3. Results

3.1. 1D Dam Break Test

At the instant of the dam break, water is released through the breach, forming a positive wave that propagates downstream and a negative wave that moves upstream. Here, Stoker’s analytical solution of dam break problem can be used to illustrate the accuracy of the numerical schemes. Stoker derived this theory just for the wet bed dam break problem, but it is possible to develop it for dry bed considering a downstream water depth very close to zero [33]. A 1D horizontal rectangular channel having 1 m in length with wall at either ends and no roughness was considered, however, the source term equaled to zero. The initial velocity is zero and a barrier is present at  m, which is removed at  s. The water depths of the upstream and downstream are 1 and 0.5 m, respectively. Also, the CFL parameter is equal to 0.9. Figure 3 illustrates the 1D dam break domain [34].

Figures 4 and 5 show the water depth and velocity of the flow obtained using V-Break and Stoker’s analytical solution at and 0.1 s. Furthermore, Table 2 presents the results of the Mann-Whitney test for a statistical comparison between the obtained results using V-Break and Stoker’s analytical solution.

Output result typeParameter
Mann-Whitney Wilcoxon value

Water depth at  s4314.5008685.500−0.0300.976
Water depth at  s5200.50010453.500−0.0040.997
Velocity at  s4269.5008734.500−0.6430.520
Velocity at  s5904.50011899.500−0.0820.934

In terms of comparing two groups of data statistically, the null hypothesis () is usually a hypothesis of “nondifference.” It means that there is no difference between the ranks of the two comparing groups. These two groups can be defined as V-Break and Stoker’s analytical results. When computing the value of Mann-Whitney test, the number of comparisons equals to the product of the number of data in the first group () times the number of data in the second group (), which is equal to . If the null hypothesis is true, then the value of Mann-Whitney test should be about half thit value. The smallest possible value of Mann-Whitney test is zero. The largest possible value is equal to ()/2. If this value is much smaller than that, the -value will be small. The value or calculated probability is the estimated probability of rejecting the null hypothesis of a study question when that hypothesis is true, while the significance level is usually considered as . So, if the value is more than 0.05, the null hypothesis will be true, especially when value is closer to 1. Also, the null hypothesis is true when RS1 ≤ Wilcoxon W ≤ RS2. Here, RS1 is the sum of ranks for the first group and RS2 is the sum of ranks for the second group. Similarly, the null hypothesis will be true if , while is the critical value extracted from the -distribution graph statistically. This value for the present study equal to 1.96.

In this research, all the above conditions were satisfied in Table 2. So, the null hypothesis is true and there is no difference between V-Break and Stoker’s analytical solution results. Consequently, V-Break results are acceptable having a good agreement with Stoker’s analytical solutions.

3.2. 2D Partial Dam Break Test
3.2.1. V-Break

For this case study, a 2D partial dam break problem with asymmetrical breach was considered. The computational domain was defined in a channel with 200 m in length and 200 m in width. The breach is 75 m in length and the dam is 15 m in height. The initial upstream water depth is 10 m. The downstream water depth is 5 m in a wet bed and 0.1 m in a dry bed. The roughness coefficient was assumed zero implying a frictionless surface. In this example, a domain with node points, it was proposed and a time of 7.2 s was considered as the total time for the calculation procedure. Also, the CFL parameter is equal to 0.9. Figure 6 illustrates the 2D dam break domain. Figure 7 shows the results of previous studies.

Different conditions of the domain were simulated using V-Break. Figure 8 shows the output results of V-Break.

3.2.2. Mesh Configuration Comparison

The output results were then compared with the previous studies. A section was considered at  m and the leading points of water depth contours were exported as a function of distance . Figure 9 shows the comparison among results obtained using V-Break on Voronoi, results obtained by Liang et al. [11] on rectangular, and results obtained by Loukili and Soulaïmani [14] on triangular mesh grids in both wet and dry beds.

3.2.3. Riemann Solver Comparison

As previously mentioned, Wang and Liu implemented four typical FVMs, including the Reo-MUSCL, Reo-upwind, HLL-MUSCL, and CFLF8 composite methods on unstructured triangular meshes to simulate a 2D dam break problem [7]. In this research, the Riemann solver used in the current study was compared with solvers used by Wang and Liu considering the particular mesh grids used at each study [7]. For a better visual comparison, a section was considered at  m and the leading points of water depth contours were exported, and then results are shown in Figure 10.

3.3. 2D Circular Dam Break Test

In this test, 200 computational cells were used where initial conditions consist of two states separated by a circular discontinuity. The radius of the circle is 50 m and it is centered at  m. Both components of the velocity, and , were set to zero everywhere and was set to 10 m within the circle and 1 m outside the circle. The computational grid consisted of cells and the solution was sought after 2 s. The domain was defined for the V-Break, and then the output results were compared with the previous studies. Figures 11 and 12 illustrate output results of V-Break including the water surface formation and water depth contours, respectively. Also, Figure 13 shows results performed by Baghlani [21] in order to use them in comparison.

Figures 11, 12, and 13 show that the V-Break can simulate the 2D circular dam break well, as compared with previous study by Baghlani [21].

4. Conclusions

In the current research, a novel and friendly user code named V-Break was written showing that the LLxF scheme along with the FVM on the unstructured Voronoi grid is a suitable combination in order to simulate 1D/2D dam break problems. The advantages of this method are very promising, especially in reconstructing the conducted tests. For 1D dam break, Stoker’s analytical solution was considered for validation. Illustrations and computed values demonstrated that there are no significant differences between Stoker’s analytical solution results and V-Break outputs. In addition to 1D partial dam break, the 2D partial dam break tests were done. Results were compared with some other previous studies for validation at  s. Each test can be done in the wet or dry bed conditions. In all scenarios considered here, no significant numerical dispersion problem or nonphysical alternation was observed in the results. The comparison showed a good agreement between V-Break results with previous studies. In terms of mesh grid comparison, it was seen that the Voronoi mesh grid results are closer to triangular mesh grid results compared with rectangular mesh grid results. In addition, the 2D circular dam break test was done and its results were compared with previous studies at  s which seems accepted. Generally, the unstructured Voronoi mesh grid is able to model inlet and outlet fluxes in every direction of control volume faces. The results indicated a higher efficiency and precision of the discrete equations resulted from the Voronoi mesh. Thus, it could be recommended to utilize the Voronoi mesh in the numerical discrete equations. The Voronoi mesh grid is able to model complicated geometries, and also it could produce the final discrete equations leading to accurate results within a lower computational demand compared to other unstructured meshes. Furthermore, a high capability of LLxF scheme was demonstrated in the 2D dam break pneumonia evaluation compared with the other presented Riemann solutions.


:Adjacent surface vector of the investigated Voronoi cell
:Area of the adjacent surface vector of the investigated Voronoi cell ()
:The component of in direction
:The component of in direction
:Flux vector functions
:The Voronoi cell normal flux vectors
:The vector of conserved variables
:Input and output fluxes to a Voronoi cell
:The vector of source terms
:Bed slope in the direction
:Bed slope in the direction
:Nodes of the both sides of the investigated Voronoi cell
:Unit outward normal vector in each Voronoi cell
:The unit tangent vector in each Voronoi cell
:Joint surface element between investigated cell and other adjacent cells
:Gravity acceleration
:The water depth
The mean water depth
:The upstream water depth at
:The downstream water depth at
:The boundary of the th control volume
:The Manning’s roughness coefficient
:The outward unit vector normal to the boundary
nb:The central node of adjacent cells
:Velocity vector component in direction
:The mean velocity vector component in direction
:Velocity vector component in direction
:The mean velocity vector component in direction
:Horizontal coordinate component
:Vertical coordinate component
The sum over the all Voronoi cells
:Central node of investigated Voronoi cell
:Time interval
:The distance between the central node of investigated Voronoi cell and the adjacent cells
:The null hypothesis
:The value of -Test
:The critical value of extracted from the statistical -distribution graph
RS1:Sum of ranks for the first comparing group
RS2:Sum of ranks for the second comparing group
:The significance level
:The number of data in the first comparing group
:The number of data in the second comparing group.
:Denotes the parameter at the Voronoi cells side’s area
:Counts all central control volumes
:Counts all nodes of the central control volumes
nb:Denotes parameters at the central node of adjacent Voronoi cells
:Denotes parameters at central node of investigated Voronoi cell
in:Denotes the parameter outside the Voronoi cells side’s area
out:Denotes the parameter outside the Voronoi cells side’s area
:The parameter component in direction
:The parameter component in direction.
:Denotes parameters belonging to time of
:Denotes parameters belonging to time of .


  1. E. F. Toro, Shock-Capturing Methods for Free Surface Shallow Flows, John Wiley & Sons, New York, NY, USA, 2001.
  2. C. Wu, G. Huang, and Y. Zheng, “Theoretical solution of dam-break shock wave,” Journal of Hydraulic Engineering, vol. 125, no. 11, pp. 1210–1215, 1999. View at: Google Scholar
  3. Z. Wang and H. T. Shen, “Lagrangian simulation of one-dimensional dam-break flow,” Journal of Hydraulic Engineering, vol. 125, no. 11, pp. 1217–1220, 1999. View at: Publisher Site | Google Scholar
  4. P. K. Mohapatra, V. Eswaran, and S. M. Bhallamudi, “Two-dimensional analysis of dam-break flow in vertical plane,” Journal of Hydraulic Engineering, vol. 125, no. 2, pp. 183–192, 1999. View at: Publisher Site | Google Scholar
  5. C. Zoppou and S. Roberts, “Numerical solution of the two-dimensional unsteady dam break,” Applied Mathematical Modelling, vol. 24, no. 7, pp. 457–475, 2000. View at: Publisher Site | Google Scholar
  6. J. S. Wang, H. G. Ni, and Y. S. He, “Finite-difference TVD scheme for computation of dam-break problems,” Journal of Hydraulic Engineering, vol. 126, no. 4, pp. 253–262, 2000. View at: Publisher Site | Google Scholar
  7. J. W. Wang and R. X. Liu, “A comparative study of finite volume methods on unstructured meshes for simulation of 2D shallow water wave problems,” Mathematics and Computers in Simulation, vol. 53, no. 3, pp. 171–184, 2000. View at: Publisher Site | Google Scholar | MathSciNet
  8. M. Venutelli, “A fractional-step Padé-Galerkin model for dam-break flow simulation,” Applied Mathematics and Computation, vol. 134, no. 1, pp. 93–107, 2003. View at: Publisher Site | Google Scholar | Zentralblatt MATH | MathSciNet
  9. V. M. Ponce, A. Taher-Shamsi, and A. V. Shetty, “Dam-breach flood wave propagation using dimensionless parameters,” Journal of Hydraulic Engineering, vol. 129, no. 10, pp. 777–782, 2003. View at: Publisher Site | Google Scholar
  10. J. G. Zhou, D. M. Causon, C. G. Mingham, and D. M. Ingram, “Numerical prediction of dam-break flows in general geometries with complex bed topography,” Journal of Hydraulic Engineering, vol. 130, no. 4, pp. 332–340, 2004. View at: Publisher Site | Google Scholar
  11. Q. Liang, A. G. L. Borthwick, and G. Stelling, “Simulation of dam- and dyke-break hydrodynamics on dynamically adaptive quadtree grids,” International Journal for Numerical Methods in Fluids, vol. 46, no. 2, pp. 127–162, 2004. View at: Publisher Site | Google Scholar
  12. M. Quecedo, M. Pastor, M. I. Herreros, J. A. F. Merodo, and Q. Zhang, “Comparison of two mathematical models for solving the dam break problem using the FEM method,” Computer Methods in Applied Mechanics and Engineering, vol. 194, no. 36-38, pp. 3984–4005, 2005. View at: Publisher Site | Google Scholar | Zentralblatt MATH | MathSciNet
  13. L. Begnudelli and B. F. Sanders, “Unstructured grid finite-volume algorithm for shallow-water flow and scalar transport with wetting and drying,” Journal of Hydraulic Engineering, vol. 132, no. 4, pp. 371–384, 2006. View at: Publisher Site | Google Scholar
  14. Y. Loukili and A. Soulaïmani, “Numerical tracking of shallow water waves by the unstructured finite volume WAF approximation,” International Journal of Computational Methods in Engineering Science and Mechanics, vol. 8, no. 2, pp. 75–88, 2007. View at: Publisher Site | Google Scholar
  15. M. J. C. Díaz, T. C. Rebollo, E. D. Fernández-Nieto, J. M. G. Vida, and C. Parés, “Well-balanced finite volume schemes for 2D non-homogeneous hyperbolic systems. Application to the dam break of Aznalcóllar,” Computer Methods in Applied Mechanics and Engineering, vol. 197, no. 45–48, pp. 3932–3950, 2008. View at: Publisher Site | Google Scholar | Zentralblatt MATH | MathSciNet
  16. M. Aliparast, “Two-dimensional finite volume method for dam-break flow simulation,” International Journal of Sediment Research, vol. 24, no. 1, pp. 99–107, 2009. View at: Publisher Site | Google Scholar
  17. A. Shamsai and S. H. Mousavi, “Evaluation and assessment of dam-break parameters of embankment dams case studies: aidaghmosh dam,” Journal of Civil Engineering Islamic Azad University, vol. 2, no. 1, pp. 65–73, 2010. View at: Google Scholar
  18. J. Xia, B. Lin, R. A. Falconer, and G. Wang, “Modelling dam-break flows over mobile beds using a 2D coupled approach,” Advances in Water Resources, vol. 33, no. 2, pp. 171–183, 2010. View at: Publisher Site | Google Scholar
  19. A. T. Shamsi, M. G. Hessaroyeh, and M. M. Nasim, “Two dimensional modeling of dam-break Flow,” in Proceedings of the International Conference on Fluvial Hydraulics, Braunschweig, Germany, September 2010. View at: Google Scholar
  20. S. Erpicum, B. J. Dewals, P. Archambeau, and M. Pirotton, “Dam break flow computation based on an efficient flux vector splitting,” Journal of Computational and Applied Mathematics, vol. 234, no. 7, pp. 2143–2151, 2010. View at: Publisher Site | Google Scholar | MathSciNet
  21. A. Baghlani, “Simulation of dam-break problem by a robust flux-vector splitting approach in Cartesian grid,” Scientia Iranica, vol. 18, no. 5, pp. 1061–1068, 2011. View at: Publisher Site | Google Scholar
  22. M. Zhang and W. M. Wu, “A two dimensional hydrodynamic and sediment transport model for dam break based on finite volume method with quadtree grid,” Applied Ocean Research, vol. 33, no. 4, pp. 297–308, 2011. View at: Publisher Site | Google Scholar
  23. J. Singh, M. S. Altinakar, and Y. Ding, “Two-dimensional numerical modeling of dam-break flows over natural terrain using a central explicit scheme,” Advances in Water Resources, vol. 34, no. 10, pp. 1366–1375, 2011. View at: Publisher Site | Google Scholar
  24. T. J. Chang, H. M. Kao, K. H. Chang, and M. H. Hsu, “Numerical simulation of shallow-water dam break flows in open channel using smooth particle hydrodynamics,” Journal of Hydrology, vol. 408, no. 1-2, pp. 78–90, 2011. View at: Publisher Site | Google Scholar
  25. A. Shakibaeinia and Y. C. Jin, “A mesh-free particle model for simulation of mobile-bed dam break,” Advances in Water Resources, vol. 34, no. 6, pp. 794–807, 2011. View at: Publisher Site | Google Scholar
  26. H. Sarveram and A. Shamsai, “Modeling the 1D dam-break using Quasi-Lagrangian method,” in Proceedings of the 1st International and 3rd National Conference on Dams and Hydropower, Tehran, Iran, February 2012. View at: Google Scholar
  27. T. A. Prickett, “Modeling techniques for groundwater evaluation,” Advances in Hydroscience, vol. 10, pp. 1–143, 1975. View at: Google Scholar
  28. C. A. J. Fletcher, Computational Techniques for Fluid Dynamics, vol. 2, Springer, Berlin, Germany, 2nd edition, 1991.
  29. V. V. Rusanov, “The calculation of the interaction of non-stationary shock waves with barriers,” Journal of Computational and Mathematical Physics USSR, vol. 1, pp. 267–279, 1961. View at: Google Scholar | MathSciNet
  30. G. F. Lin, J. S. Lai, and W. D. Guo, “Finite-volume component-wise TVD schemes for 2D shallow water equations,” Advances in Water Resources, vol. 26, no. 8, pp. 861–873, 2003. View at: Publisher Site | Google Scholar
  31. A. van Dam and P. A. Zegeling, “A robust moving mesh finite volume method applied to 1D hyperbolic conservation laws from magnetohydrodynamics,” Journal of Computational Physics, vol. 216, no. 2, pp. 526–546, 2006. View at: Publisher Site | Google Scholar | Zentralblatt MATH | MathSciNet
  32. C. Lu, J. Qiu, and R. Wang, “A numerical study for the performance of the WENO schemes based on different numerical fluxes for the shallow water equations,” Journal of Computational Mathematics, vol. 28, no. 6, pp. 807–825, 2010. View at: Publisher Site | Google Scholar | Zentralblatt MATH | MathSciNet
  33. J. J. Stoker, Water Waves: The Mathematical Theory with Applications, Wiley-Interscience, New York, NY, USA, 1957. View at: MathSciNet
  34. J. Hudson, Numerical techniques for morphodynamic modeling [Ph.D. thesis], The University of Reading, West Berkshire, UK, 2001.

Copyright © 2013 Hamid Reza Vosoughifar et al. This is an open access article distributed under the Creative Commons Attribution License, which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.

Related articles

No related content is available yet for this article.
 PDF Download Citation Citation
 Download other formatsMore
 Order printed copiesOrder

Related articles

No related content is available yet for this article.

Article of the Year Award: Outstanding research contributions of 2020, as selected by our Chief Editors. Read the winning articles.