Research Article  Open Access
Finite Element Simulation of Dynamic Stability of Plane FreeSurface of a Liquid under Vertical Excitation
Abstract
When partially filled liquid containers are excited vertically, the plane freesurface of the liquid can be stable or unstable depending on the amplitude and frequency of the external excitation. For some combinations of amplitude and frequency, the freesurface undergoes unbounded motion leading to instability called parametric instability or parametric resonance, and, for few other combinations, the freesurface undergoes bounded stable motion. In parametric resonance, a small initial perturbation on the freesurface can build up unboundedly even for small external excitation, if the excitation acts on the tank for sufficiently long time. In this paper, the stability of the plane freesurface is investigated by numerical simulation. Stability chart for the governing Mathieu equation is plotted analytically using linear equations. Applying fully nonlinear finite element method based on nonlinear potential theory, the response of the plane freesurface is simulated for various cases.
1. Introduction
In many engineering applications, it is of great interest to study the oscillatory motion of a mechanical system under external excitations. In all of the vibrating systems, it is essential to know the response of the system and the nature of the oscillations. It is very important to get information about the different resonance cases of the system to avoid the harmful ones in its design. Under external periodic excitations, the system may undergo two kinds of oscillations: forced oscillations and parametric oscillations. Forced oscillations correspond to the oscillatory response of the system in the direction of external excitation, and the system undergoes resonance when external excitation is equal to natural frequency of the system. In resonance, systems amplitude increases linearly. Parametric oscillations refer to an oscillatory motion in a mechanical system due to timevarying changes in the system parameters caused due to external excitation. The system parameters can be inertia or stiffness. The response of the system is orthogonal to the direction of external excitation. System undergoes parametric resonance when the external excitation is equal to integral multiple of natural frequency of the system. In parametric resonance, systems amplitude increases exponentially and may grow without limit. This exponential unlimited increase of amplitude is potentially dangerous to the system. Parametric resonance is also known as parametric instability or dynamic instability. Although parametric instability is secondary, the system may undergo failure near the critical frequencies of parametric instability. Parametric instability is of concern in structures, aircrafts, and marine crafts. Structural systems when subjected to vertical ground motion may undergo parametric resonance leading to large motion or deformation of structure due to which structure may damage or collapse. The problem of parametric instability in various structures is studied and well documented by Bolotin [1]. Parametric resonance also occurs in case of liquid sloshing which is the present interest of the paper.
The motion of the unrestrained freesurface of the liquid, due to external excitation in the liquidfilled containers, is known as sloshing. Sloshing is likely to be seen whenever we have a liquid with a freesurface in the presence of gravity. At equilibrium, the free surface of the liquid is static, when the container is perturbed; an oscillation is set up in the free surface. The phenomenon of liquid sloshing occurs in a variety of engineering applications such as sloshing in liquidpropellant launch vehicles, liquid oscillation in large storage tanks by earthquake, sloshing in the nuclear reactors of pool type, nuclear fuel storage tanks under earthquake, and water flow on the deck of the ship. Such liquid motion is potentially dangerous problem to engineering structures and environment leading to failure of engineering structures and unexpected instability. Thus, understanding the dynamic behavior of liquid free surface is essential. As a result, the problem of sloshing has attracted many researchers and engineers motivating to understand the complex behaviour of sloshing and to design the structures to withstand its effects.
Liquid sloshing can be stimulated by a variety of container excitations. The container excitation can be horizontal, vertical, or rotational. Under horizontal excitations, the liquid free surface experiences normal sloshing; the sloshing frequency will be equal to excitation frequency. When the external excitation frequency is equal to fundamental sloshing frequency, the free surface undergoes resonance. Extensive research has been done on sloshing response under pure horizontal excitations. When the liquidfilled container is subjected to vertical excitations, for some combinations of amplitude and frequency of the external excitation, the free surface undergoes unbounded motion leading to parametric instability, and, for few other combinations, the free surface undergoes bounded motion. In the present paper, the response of the fluidfilled containers under vertical excitation is undertaken.
The problem of liquid response under vertical excitations was first studied experimentally by Faraday [2] reporting that the frequency of the liquid vibrations on free surface is half of the external excitation frequency. The sloshing waves generated under vertical excitation are sometimes referred as to Faraday waves. Matthiessen [3] conducted experiments and reported that the fluid free surface vibrations are synchronous to the external excitation. The Faraday study has been analyzed by Rayleigh [4, 5], and he confirmed Faraday’s observations. The discrepancy between Faraday’s observations and Matthiessen’s observations was explained mathematically by Benjamin and Ursell [6]. Benjamin and Ursell [6] investigated the problem theoretically. They considered linearized inviscid potential flow model with surface tension. They concluded that the response of the plane free surface of fluid under vertical excitation is governed by the Mathieu equation. The solution for the Mathieu equation [7] may be stable, periodic, or unstable depending on the system parameters. The stability and instability of the Mathieu equation are shown in the form of plots of amplitude versus frequency of external excitation which gives regions of stability and instability. Benjamin and Ursell [6] concluded that, if the response of the freesurface is unstable, the resulting motion can have a frequency equal to , where is an integer and is the natural sloshing frequency. Dodge et al. [8] analyzed the sloshing response in propellant tanks of space vehicles theoretically and experimentally under vertical excitations. Mitchell [9] extended the studies on stability of freesurface of liquid under vertical random excitations. Khandelwal and Nigam [10] have studied the parametric instability in rectangular tanks analytically. Miles [11] studied the parametric resonance considering nonlinear terms in cylindrical tanks theoretically. The problem of parametric oscillations was discussed by Miles and Henderson [12] in their review paper. The study of Faraday waves is also reported in works by Perlin and Schultz [13] and Jiang et al. [14]. Most of the studies available in the old literature on the problem of parametric sloshing under vertical excitation are experimental or theoretical involving complex equations and heavy derivations. In order to understand the complex behaviour of sloshing under vertical excitations including nonlinear terms, numerical simulations are advantageous compared to analytical solutions. Analytical solutions get complicated when the shape of container is not regular. Numerical methods, like finite element method, finite volume method, finite difference method, boundary element method, and so forth, are available for numerical modeling of sloshing waves. Wu et al. [15] applied finite element method for solving sloshing problem. Wu et al. also discussed the sloshing response under vertical excitations in rectangular tanks using a 3D model. Frandsen [16] analyzed the problem numerically and theoretically considering fully nonlinear inviscid potential flow equations. Frandsen applied modified sigmatransformed finite difference method for sloshing response. Frandsen study was on 2dimensional rectangular tanks. Ning et al. [17] applied boundary element method to study the liquid sloshing in rectangular containers under coupled horizontal and vertical excitation. In the present paper, the sloshing response under vertical excitations in rectangular tank is taken up. First, the stability of plane free surface of liquid in rectangular tank is obtained from the linearized equations, and, then, the obtained stability chart is validated numerically applying finite element method. The objective of the present paper is to study the stability of freesurface of liquid in rectangular tank under vertical excitations numerically. The tank is assumed to be rigid with aspect ratio , of 0.5; is depth of fluid, and is length of the tank. First, the stability of the freesurface of the liquid is analyzed theoretically through the governing linearized equations. Stability chart for the liquid freesurface is plotted from these linearized equations using harmonic balance method. The plotted stability chart is validated numerically. A finite element numerical formulation based on nonlinear potential theory is developed for simulating sloshing response.
2. Governing Equations
Consider a rectangular tank fixed in the Cartesian coordinate system , which is moving with respect to the inertial Cartesian coordinate system vertically along the direction. The origins of these coordinates systems are at the left end of the tank wall at the free surface and pointing upwards to the direction. These two Cartesian coordinate systems coincide when the tank is at rest. Figure 1 shows the tank in the moving Cartesian coordinate system along with the prescribed boundary conditions.
Let the displacement of the tank be governed by the directions of axes as Fluid is assumed to be inviscid, incompressible, and irrotational. Therefore, the fluid motion is governed by Laplace’s equation with the unknown velocity potential as follows: Fluid obeys the Neumann boundary conditions on the walls of the container and the Dirichlet boundary condition at the liquid free surface. In the moving coordinate system, the velocity component of the fluid normal to the walls is zero. Hence, at the bottom and on the walls of the tank , we have that On the free surface , dynamic and kinematic boundary conditions hold, and they are given by where is the free surface elevation, measured vertically above still water level, is the vertical acceleration of the tank, and is the acceleration due to gravity.
Equations (1)–(5) give the complete behaviour of nonlinear sloshing in fluids under vertical base excitation of the tank. The position of the fluid free surface is not known a priori; to solve the problem, the fluid is assumed to be at rest with some initial perturbation on the free surface. Thus, the initial conditions for the free surface in the moving Cartesian system at and can be written as where is the initial elevation of the free surface. It should be noted that it is not possible to attain the initial boundary condition (7) maintaining (6); in reality, it is a nonphysical condition. This condition is used in case of vertical excitations alone, because, in this excitation, some initial perturbation is needed without which there will not be any oscillation in the fluid free surface.
3. Governing Equation for Dynamic Stability of FreeSurface
In this section, the governing equation for dynamic stability of freesurface of liquid under vertical excitation is derived. The general solution for the Laplace equation in the rectangular domain satisfying the rigid boundary conditions (5) can be written as where is the wave number for mode number . , are the time evolution functions of the respective th mode and can be calculated by substituting the general solution (8) in the linear freesurface boundary conditions obtained from (4) and (5). The linearized freesurface boundary conditions are Substituting (8) into (9) leads to Substituting (10) into (11) and arranging terms, where Equation (13) gives the linear sloshing frequencies. The tank is assumed to be subjected to harmonic vertical excitation given as Equation (11) reduces to where , , and . Equation (15) is a Mathieu equation. The stability and instability of the freesurface are guided by (15).
The Mathieu equation is a secondorder differential equation with periodic coefficients. The solution for the Mathieu equation may be bounded or unbounded, that is, stable or unstable. If the solution is bounded, it may be periodic or nonperiodic. The theory of the Mathieu equation is well documented by Mc Lachlan [7], the only reference in the literature which covers exclusively the Mathieu equation. The form of the solution for the Mathieu equation can be obtained by Floquet’s theory [18]. According to the Floquet theory, the solution for the Mathieu equation can be expressed as a linear combination of two linearly independent Floquet solutions and . The Floquet solution can be represented in the form where is called the characteristic exponent and depends on , and is a periodic function with period . The behaviour of the solution can be obtained from (16). Solution for the Mathieu equation is bounded when the value of is real and unbounded when the value of is complex. In stable solution, if is irrational, then solution is not periodic; if is rational, then solution is periodic but not with period or ; and if is an integer, then solution is periodic with period or .
The behaviour of the solution can be obtained from the stability chart: a plot of system parameters , . The plots have regions of stability and instability, from which behaviour of solution can be sought. The stable and unstable regions are separated by boundary curves, on which the solution is periodic with period or . To plot the stability chart, it is needed to plot only the boundary curves. The periodic solutions on the boundary curves can be expanded as a Fourier series [1]. The periodic solution with a period can be written in the form Substituting the series (17) into (15) and equating the coefficients of identical sine and cosine terms lead to the following system of linear homogenous algebraic equations: The periodic solution with period can be expressed in the Fourier series [1] as Substituting the series (22) into (15) and equating the coefficients of identical sine and cosine terms lead to the following system of linear homogenous algebraic equations:
The system of linear homogenous algebraic equation (19) and (21) and (24) and (26) has a nontrivial solution when the determinant composed of the coefficients is zero. The determinants are written as Equation (27) gives the determinant obtained from both (19)–(21) combined under the ± sign as follows:
The determinants given above are called the Hill determinants, and they are of infinite order. The Hill determinants are tridiagonal in nature. It is clear from these determinants that always appear on the diagonal of the matrices; one can invoke the analogy with the eigenvalue problem and refer to as an eigenvalue. Then, for given values of , it is possible to calculate values of corresponding to periodic solutions of periods and . By solving the above eigenvalue problems, a stability chart is plotted. The stability chart for (15) is shown in Figure 2. From Figure 2, we can predict the stability of the freesurface. If the amplitude and frequency of the external excitation lie inside the curves (greycolored region), the freesurface is unstable and the amplitude grows unbounded exponentially. If the parameters of external excitation are outside the curves (white region), the freesurface is stable. Thus, from the stability chart, the stability of the freesurface can be predicted.
4. Numerical Procedure
In the present section, the response of the freesurface under vertical excitations of the tank is simulated numerically using finite element method. The finite element model based on the mixed EulerianLagrangian scheme is adopted. The free surface nodes behave like the Lagrangian particles, and the interior nodes behave like the Eulerian particles. For this formulation, the freesurface kinematic and boundary conditions (4) and (5), respectively, are modified and written in the Lagrangian form as [19]
The problem of sloshing is nonlinear because the freesurface position is not known a priori and the boundary conditions have nonlinear terms. The sloshing problem is evaluated as an initial boundary value problem. The initial boundary is taken as where is the amplitude of the initial perturbation. In order to solve this nonlinear sloshing problem, a finite element numerical approach based on the mixed EulerianLagrangian scheme is employed. The free surface nodes behave like the Lagrangian particles, and interior nodes behave like the Eulerian particles. A fournode isoparametric element is used in the analysis. Time interval is divided into finite number of time steps, (), at a particular time step ; the initial boundary conditions (31) are known; using these initial conditions along with the boundary condition (3), the Laplace equation, (2), is solved to get velocity potential , with which velocity is evaluated; with these evaluated velocities, the kinematic and dynamic free surface boundary conditions, (29)(30), are time integrated, and the position of free surface is updated to get the free surface position for the next time step . In this manner, the sloshing response is numerically simulated. The velocities from the potential are calculated using patch recovery [20]. The fourthorder RungeKutta method is employed to advance the solution in time. As the time proceeds in the simulation due to the Lagrangian behaviour of the free surface nodes, these nodes move closer and develop a steep gradient leading to numerical instability. To get rid of this problem, a cubic spline interpolation is used to regrid the freesurface uniformly. The authors have developed a finite element numerical formulation for nonlinear sloshing response for sloshing in 2D rectangular tanks and vertical axisymmetric tanks under horizontal excitations and vertical coupled excitations [21, 22]. The same numerical formulation is followed here; the present simulation is an extension of [21, 22] sloshing response under vertical excitations. In the present paper, the numerical formulation is explained briefly; for complete in depth explanation and algorithm, readers can refer to [21, 22].
4.1. Finite Element Formulation
The solution for the nonlinear sloshing boundary value problem is obtained using finite elementmethod. The entire liquid domain is discretized by using fournode isoparametric quadrilateral elements. A typical mesh structure assuming some initial perturbation on the freesurface is shown in Figure 3. By introducing the finite element shape functions, the liquid velocity potential can be approximated as where is the shape function, is the number of nodes in the element, and is the nodal velocity potential.
The potential on the free surface at a particular time step is obtained from the free surface boundary condition (like at , (6)). It is needed to calculate the velocity potential for the interior nodes. Applying the Galerkin residual method to the Laplace equation along with the Neumann boundary conditions and taking the free surface nodes, where the potential is known to the righthand side, will lead to the following system of finite element equations: where is the total number of nodes in the liquid domain.
4.2. Velocity Recovery
To track the free surface, (29) and (30) need velocities which are computed from the calculated potential field using The velocities calculated using (34) are the velocities at the Gauss integration points, and they do not possess interelement continuity and have a low accuracy at nodes and element boundaries. Utmost care should be taken to calculate the velocities; a small error in the velocity recovery will affect the accuracy of free surface updating or tracking, get accumulated with time, and lead to underestimation of the solution. In order to derive a smoothed and continuous velocity, patch recovery technique [20] is applied. In patch recovery technique, the continuous velocity field is obtained by considering the linear interpolation of the velocities at the Gauss integration points as follows: where is any velocity component ( or ), , are the Gauss locations, and , , , and are unknowns which need to be evaluated. To evaluate these unknowns, a least square fit is considered between and as follows: where is the order Gauss integration points. Then, the four unknown coefficients are determined from four simultaneous equations obtained from Substituting these calculated ’s in (35) gives the velocity values for individual elements, and these are averaged for the common nodes. Finally, a smoothed velocity field which is interelement continuous is constructed by interpolating the finite element shape functions used in (32) and the nodal averaged velocities. The global continuous velocity field is given as where is a velocity component ( or ).
4.3. Numerical Time Integration and Free Surface Tracking
After calculating the velocity at a time step , it is required to calculate the position of free surface from (30) and determine the potential on the free surface using (29) for the next time step . As a result, the liquid mesh and the boundary condition required for the next time step are established. This is done using a finite difference numerical procedure. The numerical time integration scheme plays a major role in any time marching problem. The fourthorder RungeKutta explicit time integration method is employed in the present paper. The nodal coordinates of the free surface and the associated velocity potential at a current time step are known and can be represented in a single variable as where where is number of segments along the free surface. Similarly, the time derivative can be written as The free surface position and the associated velocity potential at the next time step can be expressed as where After obtaining the new positions and potential of the free surface, the liquid domain is remeshed based on these obtained new coordinate positions.
4.4. Regridding Algorithm
At the beginning of the numerical simulation, the free surface nodes are uniformly distributed along the direction. As the time proceeds, the free surface nodes are spaced unequally, and they cluster into a steep gradient leading to numerical instability. This problem occurs for a longtime simulation; to avoid this instability, an automatic regridding condition using cubic Bspline interpolation is employed when the movement of the nodes is 75% more or less than the initial grid spacing. For the regridding, first, the free surface length is obtained. Then, the free surface is divided into segments with the identical arc length. The coordinates of node are denoted as (), and let the arc length between two successive points and be . Being a uniform regridding, can be expressed as The coordinates of the nodes are a function of the arc length :
The cubic Bspline interpolation is used to calculate the coordinates , and the velocity potential on the new uniform free surface is also obtained in a similar fashion.
4.5. Complete Algorithm for Sloshing Response
Including all of the steps above, the algorithm for numerical procedure of nonlinear sloshing is as follows.(1)Assume the initial free surface elevation and the associated velocity potential from (31). (2)The liquid domain is discretized using finite elements, and the nodal connectivity data and nodal positions data are obtained.(3)Velocity potential for the interior nodes is calculated using (33). (4)Recover the velocity from the velocity potential using patch recovery technique.(5)Update the free surface nodes using (29) and (30) to a new position, and find the new associated velocity potential using the fourthorder RungeKutta method. (6)Check for the requirement of regridding. (7)After finding the new free surface position and the associated velocity potential, repeat step 2 until the final time step is reached.
5. Numerical Results and Discussion
A code is developed following the pervious numerical formulation for simulating the dynamic stability of freesurface sloshing response under various external vertical excitation amplitudes and frequencies. The liquid sloshing response inside a 2.0 m wide rectangular rigid container with liquid filled to a depth of 1 m is simulated. Aspect ratio of 0.5 is maintained. For the present tank, the order of sloshing frequencies from (13) is and . The tank is assumed to be subjected to the vertical harmonic excitation given by (14). In the numerical simulations, 40 nodes along the direction and 20 nodes along the direction are taken, and a time step of 0.01 s is adopted. The sloshing response is simulated for different cases with increasing wave steepness, inside and outside the regions of parametric instability or parametric resonance. The steepness parameter depends on the initial conditions considered: [16]. The different cases considered in simulation are marked on the stability chart as shown in Figure 4. The excitation parameters for the cases shown in Figure 4 are given in Table 1. The test cases considered are similar to the cases considered by Frandsen [16].

The first test case is in stable region, with frequency ratio and forcing amplitude : test case 1 as shown in Figure 4. The sloshing responses on the left wall of the tank for low and high wave steepness are shown in Figures 5(a) and 5(b), respectively. Figures 5(c) and 5(d) show the respective phaseplane plots for the small and steep wave cases. The time histories of the freesurface elevation are nondimensionalized. The sloshing response obtained with the present simulation is compared with numerical results of Frandsen [16]. Both results are in excellent agreement. The sloshing response for low steep waves is symmetric; that is, amplitudes of peaks and troughs are equal, whereas, for high steep waves, the response is asymmetric showing different amplitudes for peaks and troughs. This is an indication of nonlinear response. This nonlinear behaviour can be noticed from the respective phaseplane plots. The phaseplane plot of the sloshing response with low wave steepness shown in Figure 5(c) has a closed orbit displaying a linear behaviour, whereas the phaseplane plot of the sloshing response with high wave steepness has nonrepeatable and nonclosed orbits displaying a nonlinear characteristic.
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The second test case lies in the unstable region, with frequency ratio and forcing amplitude : test case 2 as shown in Figure 4. Figure 6(a) shows the free surface elevation on the left wall of the tank for a low wave steepness of . As the excitation parameters lie in unstable region, an unbounded response is expected; the sloshing response plot displays the expected behaviour. Figure 6(b) shows the corresponding phaseplane diagram. The phaseplane plot and the response plot clearly show that the nonlinear effects are predominant. A moving mesh generated at different time steps in this unstable region for parametric resonance is shown in Figure 7. The animation of simulation in this case can be seen in supplementary file Dynamic Instability.gif; see the supplementary file in Supplementary Material available online at http://dx.doi.org/10.1155/2013/252760.
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Figure 8 also shows the sloshing response time histories in unstable regions. A low wave steepness parameter of is considered. Figure 8(a) shows the sloshing response time history for frequency ratio and forcing amplitude : test case 3 as shown in Figure 4. This case corresponds to instability in the first sloshing mode lying in the second instability region. According to the theory, the effect of parametric resonance gradually reduces as we move to the higher regions of instability. As expected, the amplitudes do not grow rapidly in this instability region compared to the first instability region response shown in Figure 6(a). First, the amplitude of the sloshing response starts growing exponentially in a resonance mode, and, then, after certain time, the response reduces gradually. As the amplitude increases, the natural frequency of the system changes and creates low frequency amplitude oscillations leading to decrease in amplitudes of response. This behaviour is called detuning effect; under parametric excitation of frequency close to twice the natural frequency of a certain mode, the freesurface oscillates exhibiting the shape of that mode. As the excitation amplitude increases, the natural frequency changes, and the input energy can excite the other neighbor nodes. If the excited neighbor nodes are stable, the increase in the amplitude will be suppressed leading to detuning effect. This detuning effect can be captured only in nonlinear systems. In case of linear systems [6], the response will be always increasing; this detuning effect cannot be captured. The present finite element nonlinear numerical model can capture this detuning effect effectively. Figure 8(c) shows the respective phaseplane plot. Figure 8(b) shows the sloshing response on left wall of tank for frequency ratio and forcing amplitude : test case 4 as shown in Figure 4. This case corresponds to instability in the second sloshing mode lying in the first instability region. As the instability is in the second mode, the amplitudes do not grow rapidly when compared to instability in the first mode, Figure 6(a). After certain time, the amplitude comes down showing the detuning effect. In this case, the freesurface oscillates exhibiting the third sloshing mode, and, as the amplitude increases, the input parametric excitation excites the first sloshing mode, which is stable, and the amplitudes fall down. Similar freesurface behaviour is reported by Frandsen [16]. Figure 8(d) shows the respective phaseplane plot. The phaseplane plots for the responses display a linear behaviour for the system. Figure 9 shows the moving mesh generated for the response shown in Figure 8(b) at various time steps. The animation of simulation in this case can be seen in supplementary file Detuning Effect.gif.
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Figure 10 shows the sloshing response for test case 5 as shown in Figure 4, with frequency ratio and forcing amplitude . This point lies in the stable region but very close to instability region. Figure 10(a) shows the sloshing response for low wave steepness parameter, , and Figure 10(b) shows the sloshing response for high wave steepness parameter, . As expected, the point is in the stable region, and the sloshing response is stable.
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Figure 11 shows the sloshing response for test case 6 with frequency ratio and forcing amplitude lying in the unstable region as shown in Figure 4. A low steepness parameter is taken. As the point lies in the unstable region, the response is also unstable as expected. The low steepness response is sufficient to be demonstrated to show the rapid increase in the amplitudes.
6. Conclusion
The freesurface of fluid under vertical excitation of the tank reduces to the Mathieu equation. Freesurface undergoes parametric resonance for some combinations of vertical excitation frequencies and amplitudes; this resonance is characterized by exponentially unbounded growth of amplitude. Stability chart is plotted for the dynamic stability analysis from linear equations. A fully nonlinear finite element numerical model has been developed based on the potential flow theory for simulating the sloshing response. The sloshing response is simulated for different cases lying in the stability chart. In the stable regions, the freesurface response is always bounded. In the unstable regions, the freesurface undergoes parametric resonance characterized by an unbounded response of the freesurface. In the unstable regions, even small excitations can cause the growth of small initial perturbations, if the tank is excited for a sufficiently long time. The sloshing response obtained is in exact agreement with the theoretical predictions of the stability chart. The present numerical model can capture detuning effects as well. Detuning is due to change of frequencies during the amplitude growth.
Supplementary Materials
Dynamic Instability.gif shows the animation of sloshing fluid for the second test case which lies in the unstable region, with frequency ratio Ω1 = 0.5 and forcing amplitude kV =0.3: test case 2 as shown in Figure 4. Figure 6 shows the freesurface elevation and Figure 7 shows the moving mesh generated in this case.
Detuning Effect.gif shows the animation of sloshing fluid for the fourth test case, with frequency ratio Ω3 = 0.5 and forcing amplitudeV = 0.2: test case 4 as shown in Figure 4. This case corresponds to instability in the second sloshing mode lying in the first instability region. Figure 8(b) shows the freesurface elevation and Figure 9 shows the moving mesh generated in this case.
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Copyright
Copyright © 2013 Siva Srinivas Kolukula and P. Chellapandi. 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.