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Applied Mathematics, 2010, 1, 104-117 doi:10.4236/am.2010.12014 Published Online July 2010 (http://www.SciRP.org/journal/am) Copyright © 2010 SciRes. AM Numerical Solution of the Rotating Shallow Water Flows with Topography Using the Fractional Steps Method Hossam S. Hassan1, Khaled T. Ramadan1, Sarwat N. Hanna2 1Department of Basic and Applied Science, Arab Academy for Science, Technology and Maritime Transport, Alexandria, Egypt 2Department of Engineering Mathematics and Physics, Faculty of Engineering, Alexandria University, Alexandria, Egypt E-mail: hossams@aast.edu Received April 16, 2010; revised June 2, 2010; accepted June 12, 2010 Abstract The two-dimensional nonlinear shallow water equations in the presence of Coriolis force and bottom topog- raphy are solved numerically using the fractional steps method. The fractional steps method consists of split- ting the multi-dimensional matrix inversion problem into an equivalent one dimensional problem which is successively integrated in every direction along the characteristics using the Riemann invariant associated with the cubic spline interpolation. The height and the velocity field of the shallow water equations over ir- regular bottom are discretized on a fixed Eulerian grid and time-stepped using the fractional steps method. Effects of the Coriolis force and the bottom topography for particular initial flows on the velocity compo- nents and the free surface elevation have been studied and the results are plotted. Keywords: Shallow Water Equations, Fractional Steps Method, Riemann Invariants, Bottom Topography, Cubic Spline Interpolation 1. Introduction Shallow water equations form a set of hyperbolic partial differential equations that describe the flow below the pressure surface in the fluid, sometimes, but not neces- sarily, a free surface. The equations are derived from depth-integrating the Navier-Stokes equations, in the case where the horizontal length scale is much greater than the vertical length scale. They can be used to model Rossby and Kelvin waves in the atmosphere, rivers, lakes and oceans in a large domain as well as gravity waves. The rotating shallow water equations including topographic effects are a leading order model to study coastal hydrodynamics on several scales including in- termediate scale rotational waves and breaking waves on beaches. Also, they are used with Coriolis forces in at- mospheric and oceanic modeling, as a simplification of the primitive equations of atmospheric flow. Due to the nonlinearity of the model as well as the complexity of the geometries encountered in real-life ap- plications such as flow of pollutants, tsunamis, avalan- ches, dam break, flooding, potential vorticity field…etc, much effort has been made in recent years to develop numerical methods to solve the equations approximately. Bottom topography plays a major role in determining the flow field in the oceans, rivers, shores, coastal sea and so on. One of the most important applications of the shallow water waves is the tsunami waves [1], usually generated by underwater earthquakes which cause an irregular topography of increasing or decreasing water depth. In particular, the main problem in solving the shallow water equations is the presence of the source terms modeling the bottom topography and the Coriolis forces included in the system. The shallow water equations used in geophysical fluid dynamics are based on the assumption H/L << 1, where H and L are the characteristic values for the vertical and horizontal length scales of motion respectively. These equations are a two-dimensional hyperbolic system mod- eling the depth and the depth-averaged horizontal veloci- ties for an incompressible fluid. Perhaps, rotation is the most important factor that dist- inguishes geophysical f luid dyn amics f rom classical flu id dynamics. If latitudinal varying Coriolis forces are in- cluded in the shallow water equations, the resulting sys- tem can support both Rossby and gravity waves. On the other hand, by neglecting the Coriolis forces in the shal- H. S. HASSAN ET AL. Copyright © 2010 SciRes. AM 105 low water system, there is no Rossby-wave solution for the system. The Coriolis force is proportional in magnitude to the flow speed and directed perpendicular to the direction of the flow. It acts to the left of the flow in the southern hemisphere and to the right in the northern hemisphere. A somewhat inaccurate but helpful way to see why the direction is different in th e two hemisph eres is related to the principle of conservation of angular momentum. For a given horizontal motion, the strongest horizontal de- flection is at the poles and there is no horizontal deflec- tion at the equator; for vertical motion the opposite is true. The magnitude of the Coriolis force proportionally depends upon the latitude and the wind speed. The direc- tion of the Coriolis force always acts at right angles to the direction of movement, which is to the right in the Northern Hemisphere and to the left in the Southern Hemisp h er e [ 2]. Many authors have used different numerical techniq- ues to solve the shallow water equations such as finite volume method, finite element method and fractional steps method. Lukácová-Medvid'ová et al. [3] pr esented a new well- balanced finite volume method within the framework of the finite volume evolution Galerkin (FVEG) schemes for the shallow water equations with source terms mod- eling the bottom top ography and the Coriolis forces. Gallouët et al. [4] studied the computation of the shal- low water equations with topography by finite volume method, in a one-dimensional framework. In their paper, they considered approximate Riemann solvers. Several single step methods are derived from this formulation and numerical results are compared with the fractional steps method. Dellar and Salmon [5] derived an extended set of sha- llow water equations that describe a thin inviscid ﬂuid layer above ﬁxed topography in a frame rotating about an arbitrary axis. Karelsky et al. [6] executed the generalization of clas- sical shallow water theory to the case of flows over an irregular bottom. They showed that the simple self-sim- ilar solutions that are characteristic for the classical problem exist only if the underlying surface has a uni- form slope. George [7] presented a class of augmented approxim- ate Riemann solvers for the one-dimensional shallow water equations in the presence of an irregular bottom, neglecting the effect of Coriolis force. These methods belong to the class of finite volume Godunov type methods that use a set of propagation jump discontinui- ties, or waves, to approximate the true Riemann solution . Shoucri [8] applied the fractional steps technique for the numerical solution of the shallow water equations with flat bottom in the presence of the Coriolis force. The method of fractional steps that he presented in his paper has the great advantage of solving the shallow wa- ter equations without the iterative steps involved in the mul t i-dimensional interp olation , an d without the iteratio n associated with the intermediate step of solving the Helmholtz equation [9]. Abd-el-Malek and Helal [10] developed a mathemati- cal simulation to determine the water velocity in the Lake Mariut, taking into consideration its concentration and the distribution of the temperature along it, by ap- plying the fractional steps method for the numerical so- lution of the shallow water equations. Shoucri [11] applied the fractional steps technique for the numerical solution of the shallow water equations to study the evolution of the vorticity field. The method is Eulerian [8], and the different variables are discretized on a ﬁxe d grid. Yohsuke et al. [12] presented two efficient explicit schemes with no iterative process for the two-dimen- sional shallow-water equations of a hydrostatic weather forecast model. One is the directional-splitting frac- tional-step method, which uses a treatment based on the characteristics approach (Shoucri [8,11]).The other is the interpolated differential operator (IDO) scheme (Aoki [13]), which is one of the multimoment Eulerian schemes. They compared the forecast geopotential heights ob- tained from the fractional-step method and the IDO scheme after 48 h for various resolutions with those of the referenced scheme by Temperton and Staniforth [14]. Rotating shallow water equations including topogra- phic terms are numerically dealt with the fractional steps method. In most real applications there is variable bot- tom topography that adds a source term to the shallow water equations. There are several works, where both the Coriolis forces as well as the bottom topography are taken into account, see [3,15-17]. A standard and easy way to deal with these source terms is to treat them in- dependently by using the fractional steps method. It has the great advantage of solving the equations without the iterative steps involved in the multidimensional interpo- lation problems. In this work, we apply the fractional steps method to solve the two-dimensional shallow water equations with source terms (including the Coriolis force and bottom topography) for different initial flows observed in the real-life such as the tsunami propagation wave and the dam break wave. The objective of the present work is to simulate the influence of different profiles of the irregu- lar bottom in case of neglecting and including the effect of the Coriolis force on the velocity component in the x-and y-directions, water depth and the free surface ele- vation for different time. The results are illustrated graphically for particular initial flows. 2. Mathematical Formulation of the Problem The shallow water equations (Saint-Venant equations) H. S. HASSAN ET AL. Copyright © 2010 SciRes. AM 106 describe the free surface flow of incompressible water in response to gravitational and rotational accelerations (Coriolis accelerations), where the vertical depth of wa- ter is much less than the horizontal wavelength of the disturbance of the free surface [wave motion]. These equations are often used as a mathematical model when numerical methods for solving weather or climate pre- diction problems are tested. Figure 1 illustrates the shal- low water model where, “h” denotes the water height above the non-flat bottom, “H” is the undisturbed free surface level, ),( yx denotes the bottom topog- raphy, “h*” is the water height above the flat bottom and Hh denotes the free surface elevation. The Continuity equation and the momentum equations for the two-dimensional shallow water equations system taking into account the effects of topography and the Earth’s rotation are formulated by Pedlosky [2] as Continuity equation : 0 )()( y hv x hu t h (1) Momentum equations: vhf x hg x hg y vuh x uh t uh )( 2 )()()( 2 2 , (2) uhf y hg y hg y vh x vuh t vh )( 2 )()()( 2 2 . (3) The model is run over a rectangular domain centered at the earth origin, such that the x-axis is taken eastward and the y-axis is taken northward, with u and v the cor- responding velocity components, respectively, g stands for the gravitational constant, sin2f is the Co- riolis parameter, is the angular velocity of the earth rotation, is the geographical latitude of the earth ori- gin coordinate and ),(ufvf represents the Coriolis ),( yx h* h H Figure 1. Geometry of the shallow water model. acceleration which is produced by the effect of rotation. Let the geopotential height be hg (4) Substitution (4) into (1)-(3), yields 0 y v y v x u x u t (5) vf x g xy u v x u u t u (6) uf y g yy v v x v u t v (7) We concern ourselves to approximate the two dimen- sional shallow water Equations (5)-(7) with source t erm s modelling the bottom topography and the Coriolis forces for different initial flows observed in the real-life such as the tsunami propagation wave and the dam break wave. 3. Solution of the Problem Our solution is based on applying the fractional steps method which was first proposed by Yanenko [18], to the system of non-linear partial differential Equations (5)-(7) by splitting the equations into two one-dimen- sional problems that are solved alternately in x- and y- directions [19]. 3.1. Fractional Steps Method Step 1. Solve for 2/t in the x– direction (without the source terms): Equations (5)-(7) will be 0 x u x u t, (8) 0 xx u u t u, (9) 0 x v u t v. (10) Equations (8) and (9) can be written as () 0 xx RR u tx (11) where 2 x Ru are the Riemann invariants. By applying the classical finite difference scheme to (11), which is a first-order equation in time and space, we get H. S. HASSAN ET AL. Copyright © 2010 SciRes. AM 107 (,,/2) (,,) ()/(2) (,,)( , ,)0. xx xx Rxyt tRxyt utx R xxytR xyt (12) The CFL stability condition is given by()u 1)2/( xt . Let 2/)( tux , so, (12) will be ,,/2 ()/2,, x x Rxyt t Rxut yt (13) The right-hand side of (13) is the value of the function at time tnt at the departure points of the charac- teristics. The value of the function at 2/tt at the arrival grid points is obtained using cubic spline interpo- lation from the values of the function at the grid points at tnt , (i.e. the value x R after the time 2/t from time t is the same value of x R at that same time but after the distance x is shifted by x). Similarly, the solution of (10) for v at 2/tt is written as ,, /2/2,,,vxyttvx utyt (14) where 2/tux , i.e. the solution of Equations (8)-(10) can be written after time tn )2/1( , n = 1,2,3…as the equality ),,())2/1(,,( tnyx x tnyx x v R v R where ()/2 x xu t for the first row and 2/tuxx for the second row. Hence the CFL stability condition will be satisfied automatically at any time evolution tn )2/1( . So, The solutions of x R, give the values of h and u after time tn )2/1( in the x direction. So, the interpolated values in (13) and (14) are calculated using the cubic spline interpolation, where no iteration is im- plied in this calculation. Step 2. Solve for 2/t in the ydirection (with- out the source terms): Equations (5)-(7) will be 0 y v y v t (15) 0 y u v t u (16) 0 yy v v t v (17) Use the results obtained at the end of Step 1, to solve (15)-(17) for 2/t . Equations (15) and (17) can be rewritten as () 0 yy RR v ty , (18) where 2vR y are the Riemann invariants. The solutions of (16) and (18) at 2/tt are ,, /2,/2,,uxyttuxy vtt (19) and ,,/2 ,( )/2,, y y Rxytt Rxyv tt (20) i.e. after time tn )2/1( we rewrite Equations (19) and (20) as ),,())2/1(,,( tnyx y tnyx y u R u R where ()/2 y yv t for the first row and 2/tvyy for the second row. Again, the solutions of y R, give the values of h and v after 2/t in the y-direction. Step 3. Solve for t ( for the source terms): Equations (5)-(7) will be vf x g t u (21) uf y g t v (22) Use the results obtained at the end of Step 2, to solve (21) and (22) for t . Solutions of (21) and (22) are calculated at t 0 0 ]),,( ),,([)/( )1(,, Vfntyxx ntyxxtgU tnyxu (23) 0 0 ]),,( ),,([)/( )1(,, Ufntyyx ntyxytgV tnyxv (24) where 0 U and 0 V are the values of u and v at the be- ginning of Step 3. Step 4. Repeat Step 2: H. S. HASSAN ET AL. Copyright © 2010 SciRes. AM 108 The results obtained at the end of Step 3 are used to solve for 2/t the equations in the y-direction as in Step 2. i.e. ))2/1(,,())1(,,( tnyx y tnyx y u R u R Step 5. Repeat Step 1: The results obtained at the end of Step 4 are used to solve for 2/t the equations in the x- direction as in Step 1. i.e. ))2/1(,,())1(,,( tnyx x tnyx x v R v R Shoucri [11] applied the fractional steps method for the numerical solution of the shallow water equations over flat bottom. He used the calculated variables (the height and the velocity field) in studying the evolution of the potential vorticity field. Abd-el-Malek and Helal [10] developed a mathemati- cal simulation to determine the water velocity in the La- ke Mariut, taking into consideration its concentration and the distribution of the temperature over it, by applying the fractional steps method for the numerical solution of the shallow water equations. The application they pre- sented over flat bottom requires the variables at two time-levels tand 2/t according to Strang method [20] which is more accurate in time, since it has a sec- ond-order accurate. They proved the convergence of the fractional steps method and verified that the order of convergen ce is of the first order. In this problem, we use the same trend as done by Abd-el-Malek and Helal [10] and Shoucri [11] in solving numerically the two-dimensional nonlinear shallow wa- ter equations in the presence of Coriolis force and bottom topography using the fractional steps method. We study the effects of the Coriolis force and the bottom topogra- phy for particular initial flows on the velocity compo- nents and the free surface elevation. 3.2. Cubic Spline Interpolation To approximate the arbitrary functions on closed interv- als by the aid of the polynomials, we used the most com- mon piecewise polynomial approximation using cubic polynomials between each successive pairs of nodes which is called cubic spline interpolation. A general cu- bic polynomial involves four constants, so, there is a sufficient flexibility in the cubic spline procedure to en- sure that the interpolant is not only continuously differ- entiable on the interval, but also it has a continuous sec- ond derivative on the interval, [21]. 4. Results and Discussion We apply the numerical scheme presented in Section 3 to solve the problem at different values of time for different initial flows describing the dam break wave and the tsu- nami propagation wave over two main profiles of the non-flat bottom in cases of neglecting and including the Coriolis force. We represent the bottom with two differ- ent shapes which are a hump and rising hill topography respectively, as follows. Hump topography: (25) Rising up hill topography: (26) The two forms of )(x are defined for 100,0 y. We present the bottom topographies considered by a hump with maximum height 250 m and rising hill topogra- phy up to 1850 m, Figur es 2 and 3. The problem is solved for 2 /806.9 smg and maximum depth 2 H km. The scale is based with length 500x km, and width 100 y km. The horizontal grid cell length is x 1 y km resulting in 100500 grid cells at time step st1 . We assume the initial velocities (,ux 0)0,,()0, yxvy . The initial flows describing the tsunami propagation wave and the dam break wave are illustrated as follows: otherwise xx x 0 400350,]))375( 25 (cos1[125.0 )( (25) otherwise x xx x 0 400,850.1 400200,)))400( 200 (cos1(925.0 )( (26) H. S. HASSAN ET AL. Copyright © 2010 SciRes. AM 109 Tsunami propagation wave: Tsunamis are long waves generated by submarine earthquakes. Once they reach the open ocean and travel through deep water tsunamis which have extremely small amplitudes but travel fast. Tsunami propagation velocity can be estimated by using the wave speed equation CgH. For 2000 m water depth, the speed will be about 504 km/hour. The most difficult phase of the dy- namics of tsunami waves deals with their breaking as they approach the shore. This phase depends greatly on the bottom bathymetry. As a model of this initial tsun ami displacement, we consider the wave presented by George [7] which is given by (27). Dam break wave: The dam-break problem is an environmental problem involving unsteady flows in waterways. The study of flooding after the dam break is very important because of the risk to life and property in the potentially inundated area below the dam. The initial dam break model as- sumed is given by (28). Figures 4 and 5 represent the tsunami propag ation an d dam break waves, respectively, as initial flows. In case of the dam break problem, the water is assumed to be at rest on both sides of the dam initially. At 0 t the dam is suddenly destroyed, causing a shock wave (bore) travelling downstream with 10 on x > 250 and a rarefaction wave (depression wave) traveling upstream with 10 on x < 250. The water pushing down from above acts somewhat like a piston being pushed down- stream with acceleration. ζ Figure 2. Profile of hump topography. ζ Figure 3. Profile of rising up hill topography. η Figure 4. Tsunami propagation initial wave. η Figure 5. Dam break initial wave. 2 100 10 *0.00235(100), 50150 (,,0) H, otherwise x xeH x hxy (27) 500250)250(sgn)01.0( 2500)250(sgn)01.0( )0,,(*xfor xH xforxH yxh (28) H. S. HASSAN ET AL. Copyright © 2010 SciRes. AM 110 From the geophysical fluid dynamics point of view, as a first step toward understanding the role of bottom to- pography, consider the flow in a periodic zonal channel with solid boundaries to the North and the South with idealized topography. Here 01.0f is chosen such that the domain is resides in the northern hemisphere of the earth. Sea surface velocities and water height over the bottom topography at various time and different ini- tial conditions are illustrated in the cases of neglecting and including the Coriolis force Equations (1)-(3) contain the most fundamental bal- ances of shallow water flows, see [22,23]. The convec- tive part on the left-hand side is a hyperbolic system of conservation laws and the source term on the right-hand side is due to gravitational acceleration and rotation of the earth (Coriolis force). The steady state results from a balance between the advection and decay processes [24]. This suggests that we may have difficulties with a fractional-step method in order to balance between the advection terms and the source terms, where we first solve the advection equation ignoring the reactions and then solve the reaction equation ignoring the advection [24]. Even if we start with the exact steady-state solution, each of these steps can be expected to make a change in the solution. In principle the two effects should exactly cancel out, but numerically they typically will not, since different numerical techniques are used in each step [24]. 4.1. The Velocity Component in the x-Direction Figures 6 and 7 illustrate the behavior of the velocity u over the topo graphy )(x represented by a hump given by (25) for an initial flow represented by the dam break wave given by (28), in case of neglecting and including the Coriolis force at 400t, 1200 and 1800 sec res- pectively. By neglecting the effect of earth rotation (i.e. no Coriolis force), the coupling between Equations (2) and (3) due to Coriolis force does no longer exists. Con- sequently, it is expected that the velocity vector is in the direction of wave propagation and that minor oscillation s will appear in the results when the wave propagates u × 10 -4 t = 400 sec u × 10 -4 t = 1200 sec u × 10 -4 t = 1800 sec Figure 6. Behavior of u with hump topography and dam break initial flow without the effect of the Coriolis force at t = 400, 1200 and 1800 sec. over topography. This is in good agreement with the re- sult shown in Figure 6. In fact, since the water at x 250 km seems likely to acquire instantaneously, a ve- locity different from zero, Figure 6. u × 10 -4 t = 400 sec u × 10 -4 t = 1200 sec H. S. HASSAN ET AL. Copyright © 2010 SciRes. AM 111 u × 10 -4 t = 1800 sec Figure 7. Behavior of u with hump topography and dam break initial flow with the effect the Coriolis force at t = 400, 1200 and 1800 sec. Figures 8 and 9 illustrate the behavior of the velocity u over the topography )(x representing a rising up function given by (26) fo r an initial flow representing the tsunami propagation wave given by (27), in case of ne- glecting and includ ing the Coriolis force at t = 400, 1200 and 3000 sec respectively. As mentioned before, in case of neglecting the Coriolis force, the velocity vector is in the direction of the wave propagation and minor oscilla- tions will appear in the results when the wave propagates over the topography, Figure 8. u × 10 -4 t = 400 sec u × 10-4 t = 1200 sec u × 10 -3 t = 3000 sec Figure 8. Behavior of u with rising up topography and tsu- nami propagation initial flow without the effect of the Cori- olis force at t = 400, 1200 and 3000 sec. u × 10 -4 t = 400 sec u × 10 -4 t = 1200 sec u × 10 -3 t = 3000 sec Figure 9. Behavior of u with rising up topography and tsu- nami propagation initial flow with the effect the Coriolis force at t = 400, 1200 and 3000 sec. H. S. HASSAN ET AL. Copyright © 2010 SciRes. AM 112 4.2. The Velocity Component in the y-Direction Figures 10 and 11 illustrate the behavior of the velocity v over the topography )(x representing a hump given by (25) for an initial flow representing the dam break wave give n by (28) and a rising up function given by (26) for an initial flow representing the tsunami propa- gation wave given by (27) with the effect of Coriolis force. 4.3. The Water Height h* Figures 12 and 13 illustrate the behavior of the water height h* over the topography )(x representing by a hump given by (25) for an initial flow representing by v × 10-4 t = 400 sec v × 10 -3 t = 1200 sec v × 10 -3 t = 1800 sec Figure 10. Behavior of v with hump topography and dam break initial flow with the effect of the Coriolis force at t = 400, 1200 and 1800 sec. the dam break wave given by (28) in case of neglecting and including the Coriolis force at t = 400, 1200 and 1800 sec respectively at y = 0. v × 10 -4 t = 400 sec v × 10 -4 t = 1200 sec v × 10 -4 t = 3000 sec Figure 11. Behavior of v with rising up topography and tsunami propagation initial flow with the effect the Coriolis force at t = 400, 1200 and 3000 sec. h * t = 400 sec H. S. HASSAN ET AL. Copyright © 2010 SciRes. AM 113 h * t = 1200 sec h * t = 1800 sec ζ Figure 12. Behavior of h* with hump topography and dam break initial flow without the effect of the Coriolis force at t = 400, 1200 and 1800 sec. Figures 14 and 15 illustrate the behavior of the water height h* over the topography )(x representing a rising up function giv en by (26) for an initial flow repre- senting by the tsunami propagation wave given by (27) in case of neglecting and including the Coriolis force at t = 400, 1200 and 3000 sec respectively at y = 0. h * t = 400 sec h * t = 1200 sec h * t = 1800 sec ζ Figure 13. Behavior of h* with hump topography and dam break initial flow with the effect the Coriolis force at t = 400, 1200 and 1800 sec. h * t = 400 sec h * t = 1200 sec H. S. HASSAN ET AL. Copyright © 2010 SciRes. AM 114 h * t = 3000 sec ζ Figure 14. Behavior of h* with rising up topography and tsunami propagation initial flow without the effect of the Coriolis force at t = 400, 1200 and 3000 sec. h * t = 400 sec h * t = 1200 sec h * t = 3000 sec ζ Figure 15. Behavior of h* with rising up topography and tsunami propagation initial flow with the effect the Coriolis force at t = 400, 1200 and 3000 sec. Since the water at 250 x km seems likely to ac- quire instantaneously, it is plausible that a shock would be created instantly on the upstream s ide and a relatively small propagated wave in the negative X-direction due to bottom topography as shown in the circle in Figure 12. By taking the Coriolis force ),( u f v f into con- sideration, it becomes responsible for the oscillatory mo- tion according to the solutions of Equations (23) and (24) obtained in Step 3 in the fractional steps method. The coupling between the velocity components u and v causes the deflection of fluid parcels which are oscillat- ing back and forth in the direction of wave motion and causes gravity waves to disperse as shown in Figures 13 and 15. The magnitude of this deflection proved to be independent of the absolute depth and depends only on the slope of the bottom, as demonstrated in the momen- tum Equations (2) and (3). In case of the tsunami wave, the initial waves split into two similar waves, one propagates in the positive x-di- rection and the other in the negative x-direction. The hei- ght above mean sea lev el of the two oppositely traveling tsunamis is approximately half that of the original tsu- nami, as shown in Figure 14. This ha ppened becau se the potential energy that results from pushing water above mean sea level is transferred to horizontal propagation of the tsunami wave (kinetic energy) (i.e. the tsunami con- verts potential energy into kinetic energy). It is well known when the local tsunami travels over the continen - tal topography, th at the wav e a mplitude in creases and the wavelength and velocity decreases, which results in steepening of the leading wave, see Figure 14. In case of th e dam bre ak proble m, the ef fe ct of the Co- riolis force on the water height at a sequence of times after the breakage of a dam causes a wave travelling do- wnstream and a wave travelling upstream as shown in Figure 13. The rarefaction wave that developed in Figure 13 is overtaken by dispersive wave which should form shocks on both sid es of propagation. In case of the tsunami waves, they propagate in coh- erent wave packets, with little loss of amplitude over very long distances as shown in Figure 15. As the water depth decreases, the wave amplitude increases and the wavelength and velocity decreases, resulting in steepen- ing of the dispersed wave. H. S. HASSAN ET AL. Copyright © 2010 SciRes. AM 115 4.4. The Free Surface Elevation (η) Figures 16 and 17 illustrate the effect of the Coriolis force on the free surface elevation when travelling over the topography )(x representing a hump given by (25) and a rising up function given by (26) for an ini- tial flow representing the dam break wave given by (28) at 1200tsec. The 500 kilometers long dam wall, which runs parallel to the y-axis is 10 meters w ide and is centered at x = 250 kilometers. Along the boundaries, at x = 0 kilometers and x = 500 kilometers and is fixed at the upstream and downstream water depth respectively. All other bounda- ries are considered as reflective boundary conditions. In case of neglecting the Coriolis force, a shock front al- ways exists as shown in Figure 16, while the free surface elevation under the effect of the Coriolis force has no shock travelling downstream and hence travelled in the direction of propagation over the topography )(x as seen in Figure 17. As seen in Figure 16, the jump at the gen erated shock first decreases and then it increases as the shock ap- proaches the bottom topography. It is observed that the increasing in the shock wave when travelling over the rising up hill topography is greater than when travelling over hump topography. It can be observed that the free surface elevation in Figure 17 clearly differs from that in Figure 16 due to the effect of the Coriolis force which is responsible for the oscillatory motion in the direction of wave motion which causes gravity waves to disperse. Figures 18 and 19 illustrate the effect of the Coriolis force on the free surface elevation when travelling over the topography )(x representing a hump given by (25) and a rising up function given by (26) for an ini- tial flow representing the tsunami propagation wave given by (27), at t = 2400 sec. The effect of the Coriolis force on the tsunami propa- gation wave is responsible for some part of the energy, which is transmitted to the ocean with the seismic bottom motions, to accumulate in the region of the disturbance. This leads to a reduction of the barotropic wave energy and tsunami amplitude. The direction of the tsunami ra- diation varies and the energy flow transferred by the waves is redistributed. The effect of Coriolis force on transoceanic tsunami with and without Coriolis terms shows differences in wave height but not much difference in arrival time as observed in Figure 18 and Figure 19. η (a) η (b) Figure 16. Behavior of η for the dam break initial flow without the effect of the Coriolis force at t = 1200 sec over: (a) Hump topography; (b) Rising up hill topography. η (a) η (b) F igure 17. Behavior of η for the dam break initial flow with the effect of the Coriolis force at t = 1200 sec over: (a) Hump topography; (b) Rising up hill topography. H. S. HASSAN ET AL. Copyright © 2010 SciRes. AM 116 η (a) η (b) Figure 18. Behavior of η for the tsunami propagation initial flow without the effect of the Coriolis force at t = 2400 sec over: (a) Hump topography; (b) Rising up hill topography. η (a) η (b) Figure 19. Behavior of η for the tsunami propagation initial flow with the effect of the Coriolis force at t = 2400 sec over: (a) Hump topography; (b) Rising up hill topography. Therefore the dispersion effects become more signifi- cant as the wave energy is more spatially spread out and scattered. The variability of the bathymetry is also quite variable being an important parameter of wave disper- sion as it controlled in the speed and the height of the tsunami wave when there was a sudden change in the depth of water as seen in Figure 18 and Figure 19. As seen from Figures 16-19, the wave propagated faster when travelling over the hump topography than travelling over the increasing hill topography. This was expected due to the wave speed equation HgC which is proportional to the water depth and inversely proportional to the bottom bathymetry. 5. Conclusions The fractional steps method for the numerical solution of the shallow water equations is applied to study the evo- lution of the height and the velocity field of the flow un- der the effect of Coriolis force and bottom topography. The method consists of splitting the equations and suc- cessively integrating in the x-and y-directions along the characteristics using the Riemann invariants, associated with the cubic spline interpolation. In this work, we ap- plied the fractional steps method to solve the two-dim- ensional shallow water equations with source terms (in- cluding the Coriolis force and bottom topography) for two different initial flows namely dam break wave and tsunami wave. The presence of the Coriolis force in the shallow water equations causes the deflection of fluid parcels in the direction of wave motion and causes grav- ity waves to disperse. As water depth decreases due to bottom topography, the wave amplitude increases, the wavelength and wave speed decreases resulting in steep- ening of the wave. Th e effect of the Coriolis force is res- ponsible for the oscillatory motion in the direction of wave motion which causes gravity waves to disperse. The overall performance of the fractional steps method in solving the shallow water equations with source terms is particularly attractive, simple, efficient and highly ac- curate as our results verified the reality about the nature of the dam break problem and the tsunami propagation wave. 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