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Article

Unstructured Finite-Volume Model of Sediment Scouring Due to Wave Impact on Vertical Seawalls

1
CONACYT—Centro de Investigación en Matemáticas A. C., CIMAT Unidad Mérida, Sierra Papacal, Mérida C.P. 97302, Mexico
2
Laboratory for Hydraulics and Environment, INRS-ETE, Quebec, QC G1K 9A9, Canada
3
Laboratory for Hydraulics Saint Venant, Ecole des Ponts, EDF-CEREMA, 78400 Chatou, France
*
Author to whom correspondence should be addressed.
These authors contributed equally to this work.
J. Mar. Sci. Eng. 2021, 9(12), 1440; https://doi.org/10.3390/jmse9121440
Submission received: 12 October 2021 / Revised: 6 November 2021 / Accepted: 8 November 2021 / Published: 16 December 2021
(This article belongs to the Special Issue Experiments and Numerical Analysis of Flow)

Abstract

:
The numerical modeling of sediment transport under wave impact is challenging because of the complex nature of the triple wave–structure–sediment interaction. This study presents three-dimensional numerical modeling of sediment scouring due to non-breaking wave impact on a vertical seawall. The Navier–Stokes–Exner equations are approximated to calculate the full evolution of flow fields and morphodynamic responses. The bed erosion model is based on the van Rijn formulation with a mass-conservative sand-slide algorithm. The numerical solution is obtained by using a projection method and a fully implicit second-order unstructured finite-volume method in a σ -coordinate computational domain. This coordinate system is employed to accurately represent the free-surface elevation and sediment/water interface evolution. Experimental results of the velocity field, surface wave motion, and scour hole formation hole are used to compare and demonstrate the proposed numerical method’s capabilities to model the seawall scour.

1. Introduction

Nowadays, vertical and impermeable seawalls are still in service in many places as coastal defenses. However, these structures amplify the wave height and provoke local erosion at the toe seawall lowering the beach profile [1]. Thus, sediment scouring due to wave impacts in these structures is still an essential subject to study not only for economic issues but also for understanding physical processes and optimizing new designs. However, this phenomenon’s numerical and experimental modeling is a challenging task because of the complex nature wave, structure, and sediment bed interactions.
Several researchers have investigated the effects of vertical seawalls on beaches. Although much experimental research for vertical seawall was performed during the sixties and seventies, the number of works decreased in the following decades [2]. In recent years, some research has been conducted to improve physical understanding and the description of scouring at vertical walls [3,4,5,6]. More recently, new experiments were performed on scour erosion at the toe of a vertical seawall by Pham Van Bang et al. [7,8]. High-resolution data were obtained by employing advanced and non-intrusive measuring techniques, which combined Particle Image Velocimetry (PIV), Planar Laser-Induced Fluorescence (PLIF), and Echo-Doppler Imaging.
On the other hand, due to the problem’s complexity, only a limited number of numerical methods have been successfully proposed for the seawall scour [9,10,11,12,13,14,15,16,17]. Moreover, developing a three-dimensional (3D) model has a high computational cost. Thus, most of the methods are restricted to a two-dimensional formulation. Motivated by this, we present a 3D numerical method for solving the Navier–Stokes (N-S) equations for the hydrodynamic and the Exner equation to model morphodynamic responses.
In order to simulate sediment scouring because of wave–structure–sediment interactions, in this paper, we extend a finite volume method based on unstructured grids (UFVM) for free-surface flows, initially developed by Uh Zapata et al. [18], to include mobile beds as in [19]. The proposed numerical method can be applied for irregular domains in the horizontal, cases with free-surface, and irregular bathymetry using a σ -coordinate system [20]. Although several numerical models can be found using similar approaches, few 3D models combine the UFVM and σ transformation [21,22]. In [21], the authors only consider hydrostatic pressure and in [22], the formulation considers only an explicit first-order method. Furthermore, none of them are applied to cases with mobile beds. In this work, bed erosion is simulated by using the van Rijn model [23] and a mass-conservative sand-slide algorithm. Numerical results are also validated by using new and reliable experimental data. Previous methods considering the same formulation presented in this work cannot be found according to our best knowledge.
This work investigates seawall scour under non-breaking waves’ impacts using an original 3D approach to solve the Navier–Stokes–Exner system. This algorithm’s originality relies on the combination of the σ -transform, the projection method [24,25], the fully implicit second-order UFVM, and the momentum interpolation method [26]. The remainder of this paper is organized as follows. Section 2 focuses on the laboratory experiments. Section 3 presents the governing equations for the hydrodynamic and morphodynamic models. This section includes the equations in the σ -coordinate system. Section 4 presents a brief summary of the main components of the numerical background. In Section 5, the numerical method is evaluated by using different configurations of waves impacting the seawall. Finally, the final section includes conclusions and future work.

2. Laboratory Experiments

In this work, the data come from new experiments performed in a small plexiglass wave flume of dimension 0.3 m × 0.3 m × 9 m at the Laboratory for Hydraulic and Environment (LHE) of the Institut National de la Recherche Scientifique (INRS) in Québec, Canada [7,8] (see Figure 1). In total, 50 tests were carried out under different wave conditions, sediment size, beach configuration, and seawall. Water elevation, velocity field, and water–sediment bed interface data are available at high resolution.
Figure 2 shows the schematic of the wave flume used for the experimental and modeling sediment scouring due to non-breaking waves on a vertical wall. The location of the vertical wall is 7 m from the wavemaker. The domain consists of two sections: a constant water depth section and an inclined beach. The beach zone is formed for a rigid part of plexiglass with slope β 1 and an erodible sediment bed of length x D and slope β 2 . Non-breaking waves experiments were selected to simplify measurements.
In determining the data, wave measurements are based on acoustic non-intrusive technology (General Acoustic, USS03 probes), recording the water elevation at 50 Hz in sampling frequency. Wave gauges are mounted in an independent frame, 10 cm above the wave flume. The wave height and period were recorded at eight points: Four are located at the constant water depth section (2.2 m, 3.94 m, 4.54 m, and 4.88 m away from the wavemaker), and four are located in the inclined beach (5.88 m, 6.14 m, 6.45 m, and 6.68 m away from the wavemaker). Measurements of 3D velocity fields were conducted by using the Stereo-PIV technique at 7 Hz. It is combined with small fluorescent particles and a band-pass optical filter to remove reflection on the wavy free surface or the seawall/bed interface for image processing.
The zone of interest covers an area of 15 cm × 15 cm close to the toe of the seawall. Two CCD cameras with 2048 × 2048 pixels resolution are mounted in stereoscopic mode: the pixel resolution equals 73.3 μ m. Finally, the water–sediment bed interface’s time evolution is monitored by using a commercial and medical high-resolution echo-Doppler imaging device (General electric, LogiQ-e) with a linear sensor (12L-RS at 12 MHz) (see Figure 1a). Bathymetry profiles are measured systematically at the centerline of the wave flume. We refer to [7,8] for more details about the laboratory experiments for obtaining data.
Numerical simulations are performed following two experimental cases: Test A and Test B. The first one corresponds to an Ottawa sand of mean diameter of d 50 = 216 μ m, and the second test considers perfectly rounded glass beads of mean diameter d 50 = 700 μ m. Table 1 details the parameters applied in these test cases, including the incoming wave height ( H 0 ) and period (T). The wavelength (L) is estimated from water depth (h) and the dispersion equation of the linear theory by Stokes. Here, h w a l l is the water depth at the vertical wall. The experimental results are presented next to the numerical simulations in Section 4.
Following the same scaling analysis in our test conditions as the one proposed by Grasso et al. [27], we obtained, for Test A ( d 50 = 216 μ m), an adimensional sedimentological diameter of D * = 5.44 , settling velocity of w s = 2.9 cm/s, and friction velocity of u * = 1.5 cm/s. Thus, w s is twice higher than u * . For Test B, w s is close to a value eight times higher than u * . These numbers provide a large enough Rouse number (ratio between settling velocity to friction velocity) to neglect suspended load [23], which is also observed during the experiments.
Our testing conditions are relatively close to D * = 7.4 and u * = 1.4 cm/s in experiments by Grasso et al. [27]. By comparing their model scale to the prototype scale (Lido of Sète, France), Grasso et al. have confirmed a reduced length scale by N L = 10 and of time N T = 10 = 3.16 . By transposing their results on beach morphodynamic to our study on the seawall, we may upscale our model results to the prototype by a factor of 10–20 in length and 3.1–4.5 in time. More importantly, our condition corresponds to clear water scouring, a situation in which sediment transport is mainly negligible far from the seawall but is important within its vicinity.

3. Mathematical Model

The governing equations are based on a Navier–Stokes–Exner system. First, the N-S equations are solved in order to calculate the complete evolution of the flow field. Next, the Exner equation is solved to model the morphodynamic response. This paper only focuses on the bedload transport; thus, the suspended load is negligible, as discussed in the previous section.

3.1. Hydrodynamic Model

The hydrodynamic formulation is based on the N-S equations. The governing equations for the three-dimensional model in Cartesian coordinates ( x , y , z ) can be written as follows:
· u = 0 ,
u t + · u u = 1 ρ P + · ν u + g + f ,
where t is the time; u = ( u , v , w ) is the velocity; P is the pressure; ρ is the density; ν = μ / ρ is the kinematic viscosity; μ is the dynamic viscosity; and g = ( 0 , 0 g ) is the gravitational body force. f corresponds to external forces. The pressure is decomposed into a hydrostatic ( p h ) and a non-hydrostatic (p) component such that P = p h + p . We have by definition the following:
p h = p a + g ρ ( η z ) ,
where p a is the atmospheric pressure (neglected in this work), and η is the free surface elevation.

3.2. Morphodynamic Model

The bed evolution is modeled by the Exner equation as follows:
( 1 ξ ) z b t + · q b = 0 ,
where z b ( x , y , t ) is the local bed level, and ξ = 0.4 is sediment material porosity. In this work, q b = ( q b x , q b y ) follows the bedload transport rate given by the van Rijn model [23]:
q b = 0.053 T 2.1 D * 0.3 ( s 1 ) g d 50 3 ,
where the specific density is given by s = ρ s / ρ where ρ s and ρ are the sediment and water density, respectively. Here, d 50 represents the median grain size. The particle parameter is given by the following:
D * = d 50 ( s 1 ) g ν 2 1 / 3 ,
and the transport stage parameter is described as follows:
T = τ τ c r τ c r ,
where τ is the bed shear stress, and τ c r is its critical value corresponding to initiation of motion at the bed.
The bed shear stress is calculated as follows:
τ = ρ u * 2 ,
where u * is the friction velocity. In this work, the friction velocity is related to the near bed flow velocity u ( z 1 ) by assuming a logarithmic velocity profile near the bed [28]:
u ( z 1 ) u * = 1 κ ln z 1 z 0 ,
where z 0 is expressed as a function of the Nikuradse bed roughness ( z 0 = k s / 30 ), with k s = 3 d 50 being the equivalent sand roughness, κ = 0.4 is the von Kármán constant, and z 1 is a height sufficiently close to the surface bed. In this paper z 1 is selected as the distance from the sediment bed to the the first vertical layer.
To include longitudinal and transversal sloping beds of a scour hole, we consider the modified Shields critical bed shear stress:
τ c r = r τ 0 , τ 0 = θ c 0 ( s 1 ) ρ g d
where τ 0 is the critical bed shear stress, θ c 0 = 0.05 is the critical Shields parameter for a horizontal bed, and r is a modification factor. This last term takes into account the effect of the sloping bed. It is approximated as in the work of Roulund et al. [29]:
r = cos ( β ) 1 sin 2 α tan 2 β μ s 2 cos α sin β μ s ,
where μ s = 0.63 is the static friction coefficient for sand, β is defined as the angle of steepest descent calculated from the elevation gradient of the longitudinal bed, and α is the angle between the flow-velocity vector at the top of the bedload layer and the steepest bed slope.

3.3. Sand-Slide Model

For the proposed morphodynamic model, previous studies have demonstrated that unrealistic bed-slopes may occur [19,30,31]. In particular, mesh distortion appears close to vertical walls, making numerical simulations diverge. Thus, in order to prevent the bed slope from exceeding a sediment angle of repose, ϕ , we applied a sand-slide algorithm proposed by Khosronejad et al. [30]. The bed slope is calculated for a triangular horizontal mesh by the elevation gradient between a cell-centered point x i and horizontal cell-centered neighbors x j ( j = 1 , 2 , 3 ). If the slope angle exceeds ϕ , then the sediment particles will slide down to ϕ as follows:
( z b + Δ z b ) i ( z b + Δ z b ) j Δ i j = tan ( ϕ ) ,
where ( z b ) i and ( z b ) j are the bed elevations at x i and x j , respectively. Here, ( Δ z b ) i and ( Δ z b ) j are the corresponding corrections, and Δ i j = | | x i x j | | . Finally, bed corrections are approximated by mass conservation:
A h i ( Δ z b ) i j = 1 3 A h j ( Δ z b ) j = 0 ,
where A h i and A h j are the area projection of triangular cells i and j, respectively.

3.4. Equations in the σ -Coordinate System

Numerical simulations are performed in a wave flume with an inclined mobile beach at the end of the computational domain, as shown in Figure 3. Thus, the discretization of the N-S equations should consider water waves ( η ) and mobile bed elevation ( z b ) varying the total water depth H in time and space. In order to overcome this issue, a σ -coordinate transformation [20] is applied to Equations (1) and (). This transformation is given by the following:
( t * , x * , y * , σ ) = t , x , y , z + h H ,
which maps the vertical coordinate into σ = [ 0 , 1 ] . Here, H is the total depth formed by the sum of the still depth (h) and the water surface ( η ), as shown in Figure 3. The mobile bed is calculated as z b = h 0 h , where h 0 is a reference constant water depth. For instance, h 0 can be the water depth at the inflow boundary. As we consider bed deformations, H changes in time are due to both the water elevation and still depth. Note that the σ -transformation should be applied at the beginning of the simulation; otherwise, non-uniform grids in the vertical direction are required at the beach section.
As an initial step, Cartesian coordinates with N-S equations should be rewritten by the equivalent ones in the σ -coordinate system. Let us consider the transformation of partial derivatives in time:
σ t = 1 H h t * σ H H t * ,
and in space.
σ = σ x σ y σ z = σ 1 H H x * + 1 H h x * σ 1 H H y * + 1 H h y * 1 H .
Thus, the derivatives of any variable ψ = ψ ( x , y , z , t ) can be found by using the following [32].
ψ x = ψ x * + σ x ψ σ , ψ y = ψ y * + σ y ψ σ , ψ z = σ z ψ σ , ψ t = ψ t * + σ t ψ σ ,
The equations can be simplified by using the following:
U = H u H v H w , and u ̲ = u v w ̲ ,
where ω ̲ = σ t + u σ x + v σ y + w σ z . Thus, continuity Equation (1) can be written for three-dimensional flows in the σ -coordinate system as follows [18]:
H t * + * · H u ̲ = 0 .
where the gradient operator is given by * = x * , y * , σ T . The momentum Equation () can be written for the σ -coordinate system in the following form:
D U D t * = g H η x * η y * 0 H ρ 1 0 σ x 0 1 σ y 0 0 σ z * p + * · ν H 1 0 σ x 0 1 σ y σ x σ y σ x 2 + σ y 2 + σ z 2 * u ,
where D U D t * = ( U ) t * + * · U u ̲ . Note that the external forces have been omitted in these equations. Finally, the governing equation for the water surface is given in term of H as follows.
H t * + x * H 0 1 u d σ + y * H 0 1 v d σ = 0 .
This is obtained by integrating Equation (15) on [ 0 , 1 ] .
The boundary conditions of Equations (15)–(17) are given according to the type of boundary of the computational domain. We used Neumann boundary conditions for the pressure at all edges except for the free surface where we set p = 0 . For the velocity components, we consider free-slip boundary conditions for the walls and a no-slip condition for the bottom boundary. At the free surface, the following is imposed.
u σ = 0 , v σ = 0 , w = η t + u η x + v η y .
At the inflow boundary, the surface elevation and velocity components are specified from Stokes’ first-order waves. Thus, for the incoming wave, the surface elevation is calculated as follows:
η = H 0 2 cos ( k x ω t ) ,
and the velocity distribution over water depth is calculated as follows:
u = H 0 2 ω cosh ( k ( h + z ) ) sinh ( k h ) cos ( k x ω t ) , w = H 2 ω sinh ( k ( h + z ) ) sinh ( k h ) sin ( k x ω t ) ,
and v = 0 , where H 0 represents the wave height. Here, ω = 2 π / T is the wave frequency, and k is the wave number obtained from the linear wave dispersion relationship ω 2 = g k tanh ( k h ) .

4. Numerical Method

The numerical method used in this paper extends the work presented in Uh Zapata et al. [18], where 3D hydrostatic free-surface flows are calculated by using an unstructured finite-volume method of the second order of accuracy in time and space. The present numerical technique incorporates the solution of the Exner equation as developed by Zhang et al. [19] to solve flows with mobile beds by using unstructured grids. This algorithm originality relies on the projection method, unstructured finite-volume method, and the combination between the momentum interpolation method and a flux limiter scheme for convective terms.

4.1. Projection Method

The projection method is applied to the N-S equations in σ -coordinates (15) and (16). Chorin and Temam [24,25] originally proposed this method to decouple the pressure and the velocity field. The projection method can be described in a two-steps technique. In the first step, an intermediate velocity, named u ^ , is obtained as follows.
u ^ u n Δ t + * · U u ̲ = r + * · ν H A * u .
In the second step, we update the velocity field at the new time step, u n + 1 , by using the following equation.
u n + 1 u ^ Δ t = H ρ B * p .
Here, Δ t is the computational time step, n indicates the corresponding time step, r = g H η x * , η y * , 0 T , and matrices A and B are defined as follows.
A = 1 0 σ x 0 1 σ y σ x σ y σ x 2 + σ y 2 + σ z 2 , B = 1 0 σ x 0 1 σ y 0 0 σ z .
The second step (19) and continuity Equation (15) yield a 3D Poisson equation for the pressure, which in σ -coordinates is given by the following:
* · 1 ρ H A * p = 1 Δ t * D H D t * ,
where D H D t * = H t * + · H u ^ ̲ . More details about this formulation can be found in [18].

4.2. Time Integration

In this study, we proposed a time integration based on the Crank–Nicolson (C-N) method [33] in order to calculate the velocity components. One of the main advantages of this formulation is that the method is second-order accurate. Moreover, there is no time-step restriction for obtaining stable results [22]; however, it results in an implicit formulation. For instance, the intermediate velocity field in (18) is calculated as follows:
u ^ u n Δ t + 1 2 c ^ + c n = 1 2 d ^ + d n + 1 2 r ^ + r n .
where
c = · U u ̲ ,
and the following is the case.
d = · ν H Γ u .
We remark that U and u ̲ need to be updated simultaneously in c in roder to calculate new velocity components. This problem is overcome by including an iterative technique and performing global iterations k until U n + 1 u k converges at the new step.

4.3. Unstructured Finite Volume Discretization

The computational domain is discretized into control volumes, V e , of prisms with a triangular mesh in the horizontal direction. Each prism is composed of five faces: three with vertical orientation ( S 1 , S 2 , and S 3 ) and two with horizontal orientation ( S 4 and S 5 ). All variables are initially calculated at the center of each prism; however, the method requires velocity components at the face centers. Moreover, variables at the vertex points are needed in the discretization. A schematic plot of the discretization is shown in Figure 4.
An unstructured finite volume method is used to approximate all equations resulting from the projection step (18)–(20) in the new coordinate system. Water elevation Equation (17) and the Exner Equation (4) are also calculated by using the same procedure. All approximations are second-order accurate in space. In order to illustrate this methodology, we present the discretization of Equation (18) in the σ -coordinate system. The UFVM discretization results are provided in the following equation:
V e ( H ψ ) d V + 1 2 Δ t C + D = V e f ψ d V ,
where the convective and diffusive terms are given by the following:
C = V e · ( H ψ ) u ̲ d V ,
and
D = V e · ν A ψ d V ,
respectively. Here, ψ = u , v, or w. f ψ corresponds to all terms with known values of the previous time step, as described in Section 4.2. Now, we change the volume integrals into surface integral for C and D using the Green’s theorem. Thus, the resulting term is as follows:
C + D = j = 1 5 C j + D j ,
where
C j = S j ( H ψ ) u ̲ · n j d S ,
and the following is the case.
D j = S j ν A ψ · n j d S .
Here, n j represents the normal vector at S j . Equation (22) is finally discretized with surface and volume integral approximations. One of the main challenges in any finite-volume method is the approximation of the convective terms given in (26). It is approximated by using an upwind scheme given by the following:
C j = S j ( H ψ ) u ̲ · n j d S H e j max ( U e j , 0 ) ψ e j ( V e ) + min ( U e j , 0 ) ψ e j ( V j ) ,
where ( · ) e j indicates a value evaluated at the middle point face x e j = ( x e j , y e j , σ e j ) . On the other hand, values at the faces’ midpoints are calculated as follows:
ψ e j ( V e ) = ψ e + Θ e ψ e x * ( x e j x e ) + ψ e y * ( y e j y e ) , j = 1 , 2 , 3 ,
and the following is the case:
ψ e j ( V e ) = ψ e + Θ e ψ e σ ( σ e j σ e ) , j = 4 , 5 ,
for the vertical rectangular and horizontal triangular faces, respectively. Note that a highly accurate method is obtained because of the gradient. However, these derivatives may introduces some oscillations in the numerical simulations. In order to overcome this issue, the upwind formulation incorporates a Θ flux limiter by using the Barth and Jesperson scheme [34]. Following [35], this flux limiter value is calculated as min ( ψ j ) ψ e j max ( ψ j ) for all neighbors j. We refer to the work of the present authors [18,19,36,37] for more details about the UFVM for the complete set of equations.

5. Numerical Results

We have performed several numerical simulations to test the proposed method. From these simulations, we compare our results with experimental data. First, we analyze the numerical solution of the problem in terms of surface elevation and velocity field. Later, we focus on the erosion results by discussing the advantages and drawbacks of the current numerical formulation. Waves and depth configurations are chosen to agree with the corresponding experimental setup of Test A and Test B. All simulations are performed by applying the Successive-Over Relaxation solver with a tolerance of 10 3 and 1.8 as a relaxation parameter. This solver is run with multiple processors in parallel using a multi-coloring technique [18]. Initial conditions are set equal to zero for both surface elevation and velocity components.

5.1. Numerical Setup

The computational domain has a length of 7 m and a width of 0.3 m. The still water depth is 0.13 m and 0.15 m for Test A and Test B, respectively. The configuration of the bottom consists of the same sections as summarized in Table 1. Note that the deep region is reduced to h w a l l = 0.04 m in the shallowest area for Test A and reduced to h w a l l = 0.06 m for Test B.
The domain uses structured triangular grids divided into four triangles, and each is a square of a rectangular reference grid, as shown in Figure 5. The discretization applies two different meshes, as shown in Table 2. In the case of the subdivision number in the z direction, it can vary. However, N z = 20 is taken as a default value. It corresponds to Δ z 0.002 m and Δ z 0.003 m close to the seawall for Test A and B, respectively. Note that the finest resolution consists of 268,800 prisms. We can apply higher-resolution meshes; however, the simulation performance is dramatically increased for long-term simulations, even parallel codes. For instance, Mesh 2 requires 2,880,000 time steps to perform a two-hour simulation for Δ t = 0.0025 . We remark that we are applying a temporal second-order implicit scheme; thus, this time step is enough to ensure space global error. The time step is set to Δ t = 0.1 Δ x s in all cases.
Figure 6 shows the water elevation and velocity field’s numerical solution at four different time stages during the wave impact on the vertical seawall. We consider Test B for these simulations. Note that when the wave impinges the wall, it forms an ascending jet known as an upward deflected breaker [38]. Later, water depth near the seawall runs down during the reflecting wave formation and generates a descending vertical jet. This behavior agrees qualitatively with experimentation. It is the behavior that produces fluidized sediment at the toe and the resulting scour erosion in a long-term simulation. This simulation also evidences the 2D x / z behavior of the problem.

5.2. Grid Convergence Study

We initially performed a grid convergence study of the water elevation to test the quality of the numerical results. We want to ensure that the mesh resolution does not influence the phenomenon description. Test B wave approximations are compared relative to higher-resolution mesh simulations. The waves are simulated over the current computational domain without sediment transport calculation. Figure 7 shows the wave surface elevations measured at the wave gauge closer to the seawall ( x = 6.68 m). The first figure compares the results by using different vertical layers; the second one compares two different horizontal triangular mesh resolutions. Although some extra details about the secondary waves can be observed as the mesh resolution is increased, vertically or horizontally, the same wave profile is obtained for all cases.

5.3. Wave Elevation

Comparisons between experimental and numerical results of the water elevation are shown in Figure 8 and Figure 9. The results are measured at four of the wave gauges closest to the wall. Note that the profiles of both examples are different. Although Test A results are less accurate than Test B, the numerical model correctly reproduces wave amplitude and height. However, there are some discrepancies between experimental data and numerical solutions. These non-linear wave effects are associated with wave–wave interaction, quadratic phase coupling of waves, and infragravity waves production observed near coastlines [39,40]. Furthermore, experimental wave signals analysis [41] has shown the existence of higher-order bounded harmonics modes from gauges far from the seawall. This behavior can be observed from sharper and higher wave crests, as shown in Figure 8 and Figure 9. Furthermore, the vertical water jet and wave interaction near the seawall region deliver another degree of non-linear complexity.
Despite the discrepancies, the results show the model’s capability to simulate the main features of the complex wave hydrodynamics on a sloping bed and with reflection on the vertical seawall. These simulations are run without a mobile bed. Capturing the same wave profiles for long-time simulations becomes challenging due to the combination of incoming and reflecting waves and the velocity behavior close to the seawall.

5.4. Velocity Field

Experimental and numerical results of the flow velocity are shown in Figure 10 and Figure 11, respectively. The mesh resolution for the experimental results is Δ x = 0.0645 cm. We present several time stages describing the field before and after the wave impacts the seawall. The results display seven frames per second corresponding to Test A and B with periods T = 2 and T = 3 , respectively. The velocity magnitudes are the same in all cases.
The results show that the numerical results are similar to the experimental findings: complex, non-symmetric, and non-linear hydrodynamic behavior. Note the effects of the wave elevation at the wall before and after the impact. The water depth near the structure decreases when the incoming wave propagates toward the wall. The water aspired seaward, which is in the opposite direction of the incoming wave. When the wave impacts the wall, there is a significant increment in the wave height. This is because the velocity field forms an ascending jet. After the impact on the seawall, the wave is reflected and propagates backward until it is merged with the new incoming wave to repeat the cycle.
It is important to remark that the rectangular area displayed in Figure 11 for the velocity field represents less than 2% of the entire computational domain. Meshes of similar resolutions as the experimental data would require a considerable amount of computational power. For instance, we need close to 40 times the number of points of Mesh 2 to obtain the exact resolution as the experimental data (232 points for 15 cm). Although seven grid points are used in the x-direction to simulate the 15 cm employed in experimental results, we can capture the velocity field’s main features. As the experimental results, the simulations describe the ascending and descending vertical jets near the structure. Note how the numerical results provide details about the new wave’s arrival when the reflecting wave leaves the measurement zone.

5.5. Seawall Scour

This section studies sediment scouring at the inclined beach zone using the morphodynamic model based on the Exner equation and the van Rijn model. Figure 12 shows some experimental results of the echo-Doppler imaging technique relative to measuring bathymetry evolution over time for Test A and Test B.
There are significant differences between Test A and Test B. As previously pointed out, Test A corresponds to the sand of d = 216 μ m, and Test B considers perfectly rounded glass beads of d = 700 μ m. Test B’s water–sediment interface is formed for multiple ripples and dunes that are evenly distributed in the eroded beach zone. Thus, fine resolution meshes are required to reproduce this complex structure accurately. It is important to remark that the sediment bed changes take place much slower than the flow. With the current parallel techniques [18], we can only perform long-term simulations for medium-size mesh resolutions such as Mesh 1 and Mesh 2. However, as required for Test B, high-resolution meshes are out of the scope of the present code. On the other hand, Test A seems more possible to reproduce as the number of ripples and dunes is smaller and localized in specific regions. Furthermore, Mesh 1 is sufficient for observing this test’s main features, as shown in the numerical simulations presented below. Thus, we only focus on the numerical simulation of sediment erosion of Test A.
Numerical solutions on scouring for Test A are shown in Figure 13. This figure illustrates the time evolution of the 3D scoured hole obtained by the numerical model at six time instants: initial, 5 min, 15 min, 30 min, 45 min, and 60 min. Mesh 1 is used in this simulation. For this test, the sand-slide model prescribes an angle of repose equal to 32 . Following the numerical results, bathymetry shows a very rapid evolution during the first 30 min of the test with the formation of scouring and deposition zones. The development of erosion and deposition is mainly in the x-direction, as expected. The scour depth at the toe of the seawall reaches a quasi-state value of around 30 min. Thus, the profile of the beach is slowly lowered after this time. As expected, the deepest part of the main scour hole is located at the seawall’s toe.
Figure 14 compares the numerical results and the experimental data up to 2 h of simulation. It shows the results of the water depth (h) and the scour (S) calculated as the difference between the initial and the current water depth. As expected, the numerical results show the removal of sediments from the seawall toe with dimensions very close to experimental ones. Both numerical and experimental results confirm the steady state of the seawall scour depth around 30 min simulation. The scour hole is approximately 22 cm in width and 2.9 cm in depth. Here, the scour dimension is measured from the initial profile. These numbers are very close to the ones given by the experiments. Before the seawall-scour hole, the model correctly predicts bar characteristics (position, height, and length). In good agreement with the experimental data, a second hole is formed after the beach’s rigid part. Note that scouring downstream of the inclined apron is correctly predicted at the early stage of the simulation without any specific treatments [42].
It is important to remark that the simulation can even predict the non-eroded zone between the two scour holes, as shown in Figure 14. The non-eroded area between the seawall and apron scour means that the scouring regime is of clear water type. In this case, we have globally no bedload along the beach but only near discontinuity such as the apron and seawall. Only local flow dynamic is responsible for the formation of scour holes. Once initiated, the scour hole is not filled by bedload transport from seaward. This case is the most unfavorable in terms of scour depth amplitude.
As expected, there is an absence of dunes in the numerical solution. The numerical model slightly underpredicts the maximum depth at the seawall compared to experimental data. The sand deposition before the seawall hole is also overpredicted. The discrepancy between simulation and experiment can be attributed to different reasons. For instance, we do account for neither turbulence processes nor the wave boundary layer. We also assume a simplistic formula for estimating friction velocity, which may change when ripples and bars are formed during the experiment. Despite these simplifications, the overall agreement with the experimental data is remarkable.
The secondary hole near the rigid non-erodible slope, x 100 cm, corresponds to the scour downstream of an apron, which is comprehensively detailed in Amoudry and Liu [42]. This hole is unavoidable in our experiments because of the transition from a rigid region to a sloppy beach. We remark that the fixed section is necessary to maintain the beach profile. This hole can affect the general mass conservation balance for the scour upstream of a seawall. However, the beach profile integration does not significantly differ for x 150 cm (fixed and mobile beach region). On the other hand, both the morphodynamic model and the finite-volume approach are conservative. Thus, a difference between the experimental and numerical results is expected in this region. The discrepancies between models here can also be attributed to the 3D pattern of ripples.
Finally, we remark that, as the vertical jet impinges the sediment bed, the bed could be partially liquefied or fluidized, i.e., pore pressure can equilibrate solid stress. In this study, we neglected the fluidization effect as we neither measured nor computed excess pore pressure. Moreover, fluidization effects are traditionally neglected in the bedload formula, as it needs true two-phase modeling, i.e., calculating the momentum equation for the solid phase. More studies with pore pressure measurement and a complete two-phase model are necessary for future investigations to formulate fluidization near the seawall.

6. Conclusions

This paper presents a three-dimensional numerical model to simulate the scour under wave impact on vertical seawalls. The governing equations are based on a Navier–Stokes–Exner in a σ -coordinate system. The numerical method is based on a fully implicit second-order unstructured finite-volume method. The numerical results demonstrate that the proposed model can simulate the hydrodynamics of the triple wave–structure–sediment interaction driving the seawall to scour processes. This study takes advantage of new and reliable experiment data to validate numerical formulations. The proposed method can model seawall scour; however, it is limited to cases with regular sediment bed deformations and non-breaking waves. More complex cases complicate the analysis with the present model as the flow is no longer tangential to the seafloor. For those tests, more complex models such as two-phase flow formulations are more suitable for application. Despite these limitations, the present numerical model provides an attractive method to obtain successful simulations of sediment erosion problems. Future investigations will be focused on developing an efficient code with more closure equations (rheological, for instance) required to capture the ripples. Furthermore, a two-phase flow extension of the present code is an ongoing process.

Author Contributions

Conceptualization, M.U.Z., D.P.V.B., and K.D.N.; methodology, M.U.Z., D.P.V.B., and K.D.N.; software, M.U.Z., D.P.V.B., and K.D.N.; validation, M.U.Z., D.P.V.B., and K.D.N.; formal analysis, M.U.Z., D.P.V.B., and K.D.N.; investigation, M.U.Z., D.P.V.B., and K.D.N.; resources, M.U.Z., D.P.V.B., and K.D.N.; writing—original draft preparation, M.U.Z., D.P.V.B., and K.D.N.; writing—review and editing, M.U.Z., D.P.V.B., and K.D.N.; visualization, M.U.Z., D.P.V.B., and K.D.N. All authors have read and agreed to the published version of the manuscript.

Funding

This research was partially funded by the Mexican Council of Science and Technology (CONACYT) project Investigadoras e Investigadores por Mexico, the Transport Ministry of Quebec (MTQ No. R829.1) and the NSERC-Discovery program (RGPIN-2018-0677).

Institutional Review Board Statement

Not applicable.

Informed Consent Statement

Not applicable.

Data Availability Statement

Not applicable.

Acknowledgments

The authors extend special thanks to Compute Canada (contract No. 3148) for providing access to the computing facility.

Conflicts of Interest

The authors declare no conflict of interest.

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Figure 1. (a) Water/sediment bed interface monitored by the echo-Doppler a high-resolution echo-Doppler imaging device at the Laboratory for Hydraulic and Environment (LHE) of the Institut National de la Recherche Scientifique (INRS) in Québec, Canada. (b) Results of the water/sediment bed interface after some minutes.
Figure 1. (a) Water/sediment bed interface monitored by the echo-Doppler a high-resolution echo-Doppler imaging device at the Laboratory for Hydraulic and Environment (LHE) of the Institut National de la Recherche Scientifique (INRS) in Québec, Canada. (b) Results of the water/sediment bed interface after some minutes.
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Figure 2. The schematic of the wave flume used for the experimental and numerical modelling of sediment scouring due to non-breaking waves on a vertical wall. The figure is not to scale.
Figure 2. The schematic of the wave flume used for the experimental and numerical modelling of sediment scouring due to non-breaking waves on a vertical wall. The figure is not to scale.
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Figure 3. Physical domain and parameters used in σ -transformation with free surface and bed evolution in the Cartesian coordinate system.
Figure 3. Physical domain and parameters used in σ -transformation with free surface and bed evolution in the Cartesian coordinate system.
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Figure 4. Schematic plot of the control volume prism V e formed by an unstructured triangular grid in the horizontal and several layers in the vertical direction of the system ( x * , y * , σ ) . The five faces are denoted as S j ( j = 1 , , 5 ).
Figure 4. Schematic plot of the control volume prism V e formed by an unstructured triangular grid in the horizontal and several layers in the vertical direction of the system ( x * , y * , σ ) . The five faces are denoted as S j ( j = 1 , , 5 ).
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Figure 5. Mesh example applied in the horizontal and vertical direction of the computational domain. The bottom figures corresponds to the 2D view of the selected x-y and x-z regions of the entire domain.
Figure 5. Mesh example applied in the horizontal and vertical direction of the computational domain. The bottom figures corresponds to the 2D view of the selected x-y and x-z regions of the entire domain.
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Figure 6. Instantaneous velocity field and magnitude of the simulated wave during its impact on a vertical seawall for Test B.
Figure 6. Instantaneous velocity field and magnitude of the simulated wave during its impact on a vertical seawall for Test B.
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Figure 7. Grid convergence study of the wave profile at x = 6.68 for Test B.
Figure 7. Grid convergence study of the wave profile at x = 6.68 for Test B.
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Figure 8. Experimental and numerical results of the water elevation for Test A using Mesh 2 ( Δ x = 2.5 cm and Δ z = 0.2 cm).
Figure 8. Experimental and numerical results of the water elevation for Test A using Mesh 2 ( Δ x = 2.5 cm and Δ z = 0.2 cm).
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Figure 9. Experimental and numerical results of the water elevation for Test B using Mesh 2 ( Δ x = 2.5 cm and Δ z = 0.3 cm).
Figure 9. Experimental and numerical results of the water elevation for Test B using Mesh 2 ( Δ x = 2.5 cm and Δ z = 0.3 cm).
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Figure 10. Experimental results of the instantaneous velocity vector field for Test A and B.
Figure 10. Experimental results of the instantaneous velocity vector field for Test A and B.
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Figure 11. Numerical results of the instantaneous velocity field for Test A and B. The box corresponds to the PIV measurement zone. The 4 cm and 6 cm legends mean the still water levels at the seawall.
Figure 11. Numerical results of the instantaneous velocity field for Test A and B. The box corresponds to the PIV measurement zone. The 4 cm and 6 cm legends mean the still water levels at the seawall.
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Figure 12. Experimental results of the bathymetry evolution for Test A and B. The dash line refers to the division between the rigid and mobile bed area.
Figure 12. Experimental results of the bathymetry evolution for Test A and B. The dash line refers to the division between the rigid and mobile bed area.
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Figure 13. Numerical results of bathymetry evolution for Test A.
Figure 13. Numerical results of bathymetry evolution for Test A.
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Figure 14. Numerical and experimental results (at y = 0.15 m) of the scour depth for Test A.
Figure 14. Numerical and experimental results (at y = 0.15 m) of the scour depth for Test A.
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Table 1. Main parameters for the numerical simulations.
Table 1. Main parameters for the numerical simulations.
Name d 50 ( μ m) H 0 (cm)T (s)L (m)h (cm) h wall (cm) β 1 β 2 x D (cm)
Test A2161.722.2091341/101/25100
Test B7001.632.3651561/101/25100
Table 2. Details about the meshes used in numerical experiments.
Table 2. Details about the meshes used in numerical experiments.
Sub-Divisions Δ x N z VerticesCellsPrisms
Mesh 1 140 × 6 0.05 m201827336062,200
Mesh 2 280 × 12 0.025 m20701313,440268,800
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Uh Zapata, M.; Pham Van Bang, D.; Nguyen, K.D. Unstructured Finite-Volume Model of Sediment Scouring Due to Wave Impact on Vertical Seawalls. J. Mar. Sci. Eng. 2021, 9, 1440. https://doi.org/10.3390/jmse9121440

AMA Style

Uh Zapata M, Pham Van Bang D, Nguyen KD. Unstructured Finite-Volume Model of Sediment Scouring Due to Wave Impact on Vertical Seawalls. Journal of Marine Science and Engineering. 2021; 9(12):1440. https://doi.org/10.3390/jmse9121440

Chicago/Turabian Style

Uh Zapata, Miguel, Damien Pham Van Bang, and Kim Dan Nguyen. 2021. "Unstructured Finite-Volume Model of Sediment Scouring Due to Wave Impact on Vertical Seawalls" Journal of Marine Science and Engineering 9, no. 12: 1440. https://doi.org/10.3390/jmse9121440

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