Part-I … Comparative Study and Improvement in Shallow Water Model

1. Part-I …Comparative Study and Improvement in Shallow Water Model Dr.Rajendra K. Ray Assistant Professor, School of Basic Sciences, Indian Institute of Technology Mandi, Mandi-175001, H.P., India Collaborators: Prof. Kim Dan Nguyen & Dr. Yu-e Shi Speaker: Dr. Rajendra K. RayDate: 16. 09. 2014

2. Outlines • Introduction • Governing Equations and projection method • Wetting and drying treatment • Numerical Validation • Parabolic Bowl • Application to Malpasset dam-break problem • Conclusion Dr. Rajendra K. Ray 16.09.2014

3. Introduction • Many of these flows involve irregular flow domains with moving boundaries • Free-surface water flows occur in many real life flow situations • These types of flow behaviours can be modelled mathematically by Shallow-Water Equations (SWE) • The unstructured finite-volume methods (UFVMs) not only ensure local mass conservation but also the best possible fitting of computing meshes into the studied domain boundaries • The present work extends the unstructured finite volumes method for moving boundary problems Dr. Rajendra K. Ray 16.09.2014

4. Governing Equations and projection method • Continuity Equation • Shallow Water Equations: • Momentam Equations Dr. Rajendra K. Ray 16.09.2014

5. Governing Equations and projection method … • Convection-diffusion step • Projection Method: • Wave propagation step Dr. Rajendra K. Ray 16.09.2014

6. Governing Equations and projection method … • Velocity correction step • Equations (4)-(8) have been integrated by a technique based on Green’s theorem and then discretised by an Unstructured Finite-Volume Method (UFVM). • The convection terms are handled by a 2nd order Upwind Least Square Scheme(ULSS) along with the Local Extremum Diminishing (LED) technique to preserve the monotonicity of the scalar veriable • The linear equation system issued from the wave propagation step is implicitly solved by a Successive Over Relaxation (SOR) technique. Dr. Rajendra K. Ray 16.09.2014

7. Steady wetting/drying fronts over adverse steep slopes in real and discrete representations Dr. Rajendra K. Ray 16.09.2014

8. Modification of the bed slope in steady wetting/drying fronts over adverse steep slopes in real and discrete representations Dr. Rajendra K. Ray 16.09.2014

9. To consider a cell to be wet or dry in an particular time step, we use the threshold value as the minimum water depth (h) • If the cell will be considered as dry and the water depth for that cell set to be fixed as for that time step Wetting and drying treatment • The main idea is to find out the partially drying or flooding cells in each time step and then add or subtract hypothetical fluid mass to fill the cell or to make the cell totally dry respectively, and then subtract or add the same amount of fluid mass to the neighbouring wet cells in the computational domain [Brufau et. al. (2002)]. Dr. Rajendra K. Ray 16.09.2014

10. Definition: If a numerical scheme can produce the exact solution to the still water case: then the scheme is said to satisfy the Conservative Property (C-property) [Bermudez and Vázquez 1994]. Conservative Property Proposition 1. The present numerical scheme satisfies the C-property. Proof. The details of the proof can be found in Shi et at. 2013 (Comp & Fluids). Dr. Rajendra K. Ray 16.09.2014

11. The bed topography of the domain is defined by , where is a positive constant and • The water depth is non-zero for • The analytical solution is periodic in time with a period Numerical Validation • To test the capacity of the present model in describing the wetting and drying transition • Parabolic Bowl: • The analytical solution is given within the range as Dr. Rajendra K. Ray 16.09.2014

12. For computation purpose, , and are fixed as , and respectively • The computational domain ( ) is considered as a square region with the origin at the domain centre • The threshold value is set as Numerical Validation … • Parabolic Bowl… Dr. Rajendra K. Ray 16.09.2014

13. Numerical Validation … • Parabolic Bowl… Dr. Rajendra K. Ray 16.09.2014

14. Numerical Validation … • Parabolic Bowl… Dr. Rajendra K. Ray 16.09.2014

15. Numerical Validation … • Parabolic Bowl… Dr. Rajendra K. Ray 16.09.2014

16. Numerical Validation … • Parabolic Bowl… • Relative error in global mass conservation is less than 0.003% Dr. Rajendra K. Ray 16.09.2014

17. The Malpasset Dam was located at a narrow gorge of the Reyran River valley (French Riviera) with water storage of Application to the Dam-Break of Malpasset • Back Grounds • It was explosively broken at 9:14 p.m. on December 2, 1959 following an exceptionally heavy rain • The flood water level rose to a level as high as 20 m above the original bed level • The generated flood wave swept across the downstream part of Reyran valley modifying its morphology and destroying civil works such as bridges and a portion of the highway • After this accident, a field survey was done by the local police • In addition, a physical model was built to study the dam-break flow in 1964 Dr. Rajendra K. Ray 16.09.2014

18. Application to the Dam-Break of Malpasset … • The propagation times of the flood wave are known from the exact shutdown time of three electric transformers • The maximum water levels on both the left and right banks are known from a police survey • Available Data • The maximum water level and wave arrival time at 9 gauges were measured from a physical model, built by Laboratoire National d’Hydraulique (LNH) of EDF in 1964 Dr. Rajendra K. Ray 16.09.2014

19. Application to the Dam-Break of Malpasset … • Results and Discussions Water depth and velocity field at t =1000 s Water depth at t =2400 s, wave front reaching sea Dr. Rajendra K. Ray 16.09.2014

20. Application to the Dam-Break of Malpasset … Table 5. Shutdown time of electric transformers (in seconds). • Results and Discussions … Dr. Rajendra K. Ray 16.09.2014

21. Application to the Dam-Break of Malpasset … • Results and Discussions Profile of maximum water levels at surveyed points located on the right bank Arrival time of the wave front Dr. Rajendra K. Ray 16.09.2014

22. Application to the Dam-Break of Malpasset … • Results and Discussions maximum water levels at surveyed points located on the left bank Maximum water level Dr. Rajendra K. Ray 16.09.2014

23. Dr. Rajendra K. Ray 16.09.2014

24. Conclusions • We extended the unstructured finite volume scheme for the wetting and drying problems • This extended method correctly conserve the total mass and satisfy the C-property • Present scheme very efficiently capture the wetting-drying-wetting transitions of parabolic bowl-problem and shows almost 1.4 order of accuracy for both the wetting and drying stages • Present scheme then applied to the Malpasset dam-break case; satisfactory agreements are obtained through the comparisons with existing exact data, experimental data and other numerical studies • The numerical experience shows that friction has a strong influence on wave arrival times but doesn’t affect maximum water levels Dr. Rajendra K. Ray 16.09.2014

25. References • Bermudez A., Vázquez M.E., 1994. Upwind Methods for Hyperbolic Conservation Laws with Source Terms. Comput. Fluids, 23, p. 1049–1071. • Brufau P., Vázquez-Cendón M.E., García-Navarro, P., 2002. A Numerical Model for the Flooding and Drying of Irregular Domains. Int. J. Numer. Meth. Fluids, 39, p. 247–275. • Ern A., Piperno S., Djadel K., 2008. A well-balanced Runge–Kutta discontinuous Galerkin method for the shallow-water equations with flooding and drying. Int. J. Numer. Meth. Fluids, 58, p. 1–25. • Hervouet J.M., 2007. Hydrodynamics of free surface flows-Modelling with the finite element method, John Willey & sons, ISBN 978-0-470-03558-0, 341 p. • Nguyen K.D., Shi Y., Wang S.S.Y., Nguyen T.H., 2006. 2D Shallow-Water Model Using Unstructured Finite-Volumes Methods. J. Hydr Engrg., ASCE, 132(3), p. 258–269 . • Shi Y., Ray R. K., Nguyen K.D., 2013. A projection method-based model with the exact C-property for shallow-water flows over dry and irregular bottom using unstructured finite-volume technique. Comput. Fluids, 76, p. 178–195. • Technical Report HE-43/97/016A, 1997. Electricité de France, Département Laboratoire National d’Hydraulique, groupe Hydraulique Fluviale. • Valiani A., Caleffi V., Zanni A., 2002. Case study: Malpasset dam-break simulation using a two-dimensional finite volume method. J. Hydraul. Eng., 128(5), 460–472. Dr. Rajendra K. Ray 16.09.2014

26. Part-II …Two-Phase modelling of sediment transport in the Gironde Estuary (France) Dr.Rajendra K. Ray Assistant Professor, School of Basic Sciences, Indian Institute of Technology Mandi, Mandi-175001, H.P., India Collaborators: Prof. K. D. Nguyen, Dr. D. Pham Van Bang & Dr. F. Levy Speaker: Dr. Rajendra K. RayDate: 16. 09. 2014

27. Physical oceanography of the Gironde estuary • Confluence of the GARONNE and DORDOGNE: 70km to the mouth • Width: 2km - 14km • Average depth : 7-10m • 2 main channels : NAVIGATION & SAINTONGE • Partially mixed and macro-tidal estuary • Amplitude : 1,5-5m • Averaged river discharge (1961-1970) : 760 m3/s • Solid discharge (1959-1965): 2,17 million tons/year

28. River Discharge Free Water Surface Imposed Body fitted mesh for Dordogne river

29. River Discharge Free Water Surface Imposed Body fitted mesh for Garonne river

30. Free Water Surface Imposed (node) Free Water Surface Imposed (tidal) Body fitted mesh for Gironde Estuiry

31. PALM coupling for Gironde Estuary

32. Results and Discussions

33. Results and Discussions

34. Thank you Dr. Rajendra K. Ray 16.09.2014