# Numerical Simulations for Nonlinear Waves Interaction with Multiple Perforated Quasi-Ellipse Caissons

Authors: Xiaozhong Ren; Yuxiang Ma
Journal: Mathematical Problems in Engineering
 (2015)

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## Abstract

A three-dimensional numerical flume is developed to study cnoidal wave interaction with multiple arranged perforated quasi-ellipse caissons. The continuity equation and the Navier-Stokes equations are used as the governing equation, and the VOF method is adopted to capture the free surface elevation. The equations are discretized on staggered cells and then solved using a finite difference method. The generation and propagation of cnoidal waves in the numerical flume are tested first. And the ability of the present model to simulate interactions between waves and structures is verified by known experimental results. Then cnoidal waves with varying incident wave height and period are generated and interact with multiple quasi-ellipse caissons with and without perforation. It is found that the perforation plays an effective role in reducing wave runup/rundown and wave forces on the caissons. The wave forces on caissons reduce with the decreasing incident wave period. The influence of the transverse distance of multiple caissons on wave forces is also investigated. A closer transverse distance between caissons can produce larger wave forces. But when relative adjacent distanceL/D (L is the transverse distance and D is the width of the quasi-ellipse caisson) is larger than 3, the effect of adjacent distance is limited.


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## Body

## 1. Introduction

Perforated caissons, which can not only weaken the wave reflection but also reduce the wave forces [1], are now common protection structures in coastal engineering, especially in the construction of vertical breakwaters and wharfs.During the past decades, many studies were carried out to investigate the performances of perforated structures, but mainly on perforated circular and rectangular caissons. Huang et al. [2] presented a comprehensive review on the hydraulic performance and wave loadings of perforated/slotted coastal structures. Using the eigenfunction expansion method, Darwiche et al. [3] theoretically investigated the interaction of linear waves with a cylindrical breakwater surrounding a semiporous circular cylinder and found that the semiporous structure can significantly reduce wave load. Yip and Chwang [4] proposed a perforated wall breakwater with an internal horizontal plate and studied the hydrodynamic performance of this type of structure theoretically. Suh et al. [5] developed an analytical model to predict irregular wave reflection of a perforated wall caisson and the ability of the model was tested by an experiment. Li et al. [6] presented analytical results on the reflection of obliquely incident waves by breakwaters with a partially perforated wall and then further examined the wave absorbing performance of the breakwater with double partially perforated front walls [7]. Later, Liu et al. [8] developed a theoretical model to study the hydrodynamic performance of a perforated wall breakwater with a submerged horizontal porous plate using the linear potential theory. Using the same method, the reflection of obliquely incident waves by an infinite array of partially perforated caisson was also investigated [9]. Using the eigenfunction expansion method, Sankarbabu et al. [10] theoretically examined the hydrodynamic performance of a dual cylindrical breakwater which was formed by a row of caissons each of which consists of a porous outer cylinder circumscribing an impermeable inner cylinder.Neelamani et al. [11] conducted an experiment on wave interaction with a vertical cylinder encircled by a perforated square caisson and found that the wave forces and moments on the cylinder are influenced by the porosity of the outer caisson. Vijayalakshmi et al. [12] experimentally studied wave runup and rundown on a twin perforated circular cylinder and then developed a predictive formula for the wave runup and rundown on the perforated cylinder based on the experimental results. Liu et al. [13] performed an experimental and theoretical study on wave forces on partially perforated rectangular caissons by normally incident irregular waves. Lee and Shin [14] experimentally tested wave reflection of partially perforated wall caisson structures with single and double chambers. Lee et al. [15] conducted a three-dimensional experiment to study the evolution of stem waves on partially perforated walls and found that the perforation can effectively reduce wave height.As aspects on numerical simulations, Chen et al. [16] developed a numerical model based on a two-dimensional VOF method combined with the k-ε model and used the model to study wave interactions with perforated rectangular caisson breakwaters. Later, this model was extended to investigate wave forces on a perforated caisson with a top cover. Liu et al. [17] used the semianalytical scaled boundary finite element method to deal with the short-crested wave interaction with a concentric cylindrical structure with double-layered perforated walls. Later, Liu and Lin [18] extended the numerical model to study short-crested wave interaction with a concentric cylindrical system. Recently, Aristodemo et al. [19] developed a numerical model based on the SPH method to calculate wave pressures acting on vertical and slotted coastal structures.The type of quasi-ellipse caisson is a relatively new structure. For open deep-water wharves, quasi-ellipse caissons were proven to be more effective and economical than the circular and rectangular caissons [20]. It was used to support gravity dolphin wharves in Dalian Ore Terminal Phase II Project, Dalian, China, and the ore wharf of Dongjiakou Port, Tsingtao, China. Compared with the researches on the circular and rectangular types, investigations on the hydrodynamics of quasi-ellipse caissons are rare, especially for the perforated ones. Wang et al. [21] developed a 3D numerical model based on the VOF method to study the interactions between waves and a single quasi-ellipse caisson. It was found that both wave height and caisson size have significant influences on the wave forces on the caisson. However, in real project, caissons are always arranged in groups. Therefore, the efforts on the interactions between waves and multiple quasi-ellipse caissons with and without perforation should be carried out. This is the main aim of the present study. In this study, the numerical model developed by Wang et al. [21] is extended to study normally incident cnoidal waves interaction with multiple quasi-ellipse caissons and the influence of perforation.Following the introduction, the detailed setup of a 3D numerical model is described in Section2. Then, the model is validated in Section 3. Simulations on interactions between waves and multiple caissons with and without perforation and the results are under discussion in Section 4. Lastly, some conclusions are advanced in Section 5.


## 2. Numerical Model

In this section, the governing equations and numerical algorithm are introduced in detail, especially for the treatment of the boundary conditions. Figure1 shows the schematic drawing of the present model, where L is the tank length, B is the tank width, d is the still water depth, L1 is the length of the working zone of the tank, and L2 is the length of the sponger layer. The origin of the Cartesian coordinate system oxyz is set in the corner of the bottom with the x-axis positive in the direction of incoming wave propagation and the z-axis positive upwards as shown in Figure 1.Figure 1
Schematic drawing of the numerical tank and the coordinate system.


### 2.1. Government Equations

In this study, the flow is assumed to be incompressible. The continuity equation and the Navier-Stokes equations are adopted as the governing equations. And the water surface is traced by the volume of fluid (VOF) method.Continuity equation is as follows:(1)∂∂xθu+∂∂yθv+∂∂zθw=0.Navier-Stokes equations are as follows:(2)∂u∂t+u∂u∂x+v∂u∂y+w∂u∂z=-1ρ∂p∂x+νk∂2u∂x2+∂2u∂y2+∂2u∂z2,∂v∂t+u∂v∂x+v∂v∂y+w∂v∂z=-1ρ∂p∂y+g+νk∂2v∂x2+∂2v∂y2+∂2v∂z2,∂w∂t+u∂w∂x+v∂w∂y+w∂w∂z=-1ρ∂p∂z+νk∂2w∂x2+∂2w∂y2+∂2w∂z2,where u, v, and w are the velocity components in the x, y, and z directions, respectively, t represents the time, g is the gravitational acceleration, ρ is the fluid density and is equal to 1000 kg/m3, p is the pressure, νk is the coefficient of kinematic viscosity and is set to 1.0 × 10−6 m2/s, θ is the volume fraction of the partial cell, and its value is determined after the computational discretization.To capture the free surfaces, a functionF(x,y,x,t) is introduced. The value of F in a cell represents the occupation ratio by fluid; F=1 for a cell full with fluid, whereas F=0 for a cell without fluid. Cells with F values between 0 and 1 indicate that the cells are partially filled with fluid. These cells are intersected by the free surface or contain bubbles which are smaller than the cells [22, 23]. The time dependence of F can be handled by(3)∂∂tθF+∂∂xθuF+∂∂yθvF+∂∂zθwF=0.


### 2.2. Discretization Scheme

A finite difference method is chosen to solve the governing equations. The staggered cell is adopted for the computational discretization. The locations of the variations,p, F, u, v, and w, used in the computation are illustrated in Figure 2. Quantities, ARi,j,k, ATi,j,k, AFi,j,k, and VCi,j,k, denote the fractions open to flow for the right, top, and front cell faces and the cell volume, respectively.Figure 2
Parameter definition of staggered cells: (a) at the center of a cell, (b) at the sides of a cell.
(a)
(b)The discretization scheme of the continuity equation is written as(4)1VCi,j,kui,j,kn+1ARi,j,k-ui-1,j,kn+1ARi-1,j,kΔxi+vi,j,kn+1AFi,j,k-vi,j-1,kn+1AFi,j-1,kΔzk+wi,j,kn+1ATi,j,k-wi,j,k-1n+1ATi,j,k-1Δyj=0.The time derivative is discretized by the forward time difference scheme for the momentum equations; the finite difference approximation for a typical cell inx direction is given as follows:(5)ui,j,kn+1=ui,j,kn+ΔtΔx-pi+1,j,kn+1-pi,j,kn+1-FUX-FUY-FUZ+VISX,where FUX, FUY, and FUZ are the convection flux terms in the three directions and a combination of the central difference scheme and the upwind scheme is employed to discretize them. For example, the discretized form for FUX is defined as(6)FUX=u∂u∂xi+1,j,k=ui,j,knΔxαΔxi+1Δxiui,j,kn-ui-1,j,kn+ΔxiΔxi+1ui+1,j,kn-ui,j,kn+α·sign⁡ui,j,kn·Δxi+1Δxiui,j,kn-ui-1,j,kn+ΔxiΔxi+1ui+1,j,kn-ui,j,kn,Δxα=Δxi+1+Δxi+α·sign⁡ui,j,knΔxi+1-Δxi,sign⁡u=1u>0-1u<0,where α is a parameter to control the difference scheme, α=0 indicates the central difference scheme is used, and α=1 denotes the first-order upwind scheme is invoked. In this study, α=0.5 is used. For the viscosity term VISX, the second-order central difference scheme is applied:(7)VISX=νk∂2u∂x2+∂2u∂y2+∂2u∂z2i+1,j,k=νkΔxi+1/2Δxi+1ΔxiΔxiui+1,j,kn-ui,j,kn-Δxi+1ui,j,kn-ui-1,j,kn+νkΔyj+1/2+Δyj-1/2Δyj+1/2Δyj-1/2Δyj-1/2ui,j+1,kn-ui,j,kn-Δyj+1/2ui,j,kn-ui,j-1,kn+νkΔzk+1/2+Δzk-1/2Δzk+1/2Δzk-1/2Δzk-1/2ui,j,k+1n-ui,j,kn-Δzk+1/2ui,j,kn-ui,j,k-1n.Additionally, the convection flux and viscosity terms in the other two directions can be obtained in the same way.


### 2.3. Velocity-Pressure Coupling and Free Surface Capturing

At each time step, the velocity field and pressure in each control volume must be solved. For each cell, the velocities at the time steptn+1 are approximately obtained from the momentum equations using the values at tn. Then, the pressure and velocities must be iterated until the continuity equation is satisfied to the required accuracy. In this study, the iteration accuracy is set to ε<0.005.For the cells which are fully occupied by fluid, the velocity-pressure coupling is completed in the following process. LetSn+1 represent the left term of the continuous equation at the time step tn+1. The continuity equation is satisfied when Sn+1 approaches zero. This process is completed by changing the pressure and can be defined as(8)δp=-Sn+1m∂Sn+1m/∂p,where the subscript m represents the mth iteration and the term ∂Sn+1m/∂p can be defined as(9)∂S∂p=ΔtVCi,j,k1Δxi1Δxi+1/2ARi,j,k+1Δxi-1/2ARi-1,j,k+1Δyj1Δyj+1/2AFi,j,k+1Δyj-1/2AFi,j-1,k+1Δzk1Δzk+1/2ATi,j,k+1Δzk-1/2ATi,j,k-1.For the cells containing a free surface, the free surface boundary condition is satisfied by setting the surface cell pressurepi,j,kn equal to the value obtained by a linear interpolation between the surface pressure ps and the pressure of the corresponding cell fully occupied by fluid below the surface cell, pn:(10)δp=1-dcdfpn+dcdfps-pi,j,kn,where dc is the distance between the two interpolation cells and df is the distance from the below cell to the free surface.After the velocity field and pressure have been obtained by the above iteration process in each computational cell occupied by fluid, the volume of fluid functionF is then computed for the new time level to give the new fluid configuration. The fact that F is a step function requires special care in computing the fluxes to preserve the sharp definition of a free surface; here a donor-acceptor flux approximation of the SOLA-VOF method [22, 23] is used to determine the F function at each interface.


### 2.4. Boundary Conditions

As shown in Figure1, the wave maker is set on the left side of the numerical tank (S1). To generate nonlinear shallow waves and mitigate re-reflected waves at the wave maker, the numerical absorbing cnoidal wave maker proposed by Wang et al. [24] is adopted. Namely, the paddle velocity is defined: (11)Uk′,t+1=η0k′,tcd+η0k′,t+η0k′,t-ηk′,tcd+η0k′,t-ηk′,t,where η(k′,t) is the actual wave elevation at the k′th cell of the wave maker, η0(k′,t) is the theoretical wave elevation, and c is the celerity of the cnoidal wave.A sponge layer (as shown in Figure1) is set to absorb the outgoing waves, and the reduction coefficient of particle velocities is defined as(12)μx=1-x-L1L2,L1≤x≤L,1,x<L1.Besides the sponge layer, the Sommerfeld radiation condition is adopted at the right boundary of the flume. Additionally, sidewall boundaries (S5,S6) and the bottom boundary (S3) of the numerical tank are treated as free-slip rigid walls; that is, the normal velocities at the free-slip boundaries and the normal derivative of the tangential velocities are both set to zero.


## 2.1. Government Equations

In this study, the flow is assumed to be incompressible. The continuity equation and the Navier-Stokes equations are adopted as the governing equations. And the water surface is traced by the volume of fluid (VOF) method.Continuity equation is as follows:(1)∂∂xθu+∂∂yθv+∂∂zθw=0.Navier-Stokes equations are as follows:(2)∂u∂t+u∂u∂x+v∂u∂y+w∂u∂z=-1ρ∂p∂x+νk∂2u∂x2+∂2u∂y2+∂2u∂z2,∂v∂t+u∂v∂x+v∂v∂y+w∂v∂z=-1ρ∂p∂y+g+νk∂2v∂x2+∂2v∂y2+∂2v∂z2,∂w∂t+u∂w∂x+v∂w∂y+w∂w∂z=-1ρ∂p∂z+νk∂2w∂x2+∂2w∂y2+∂2w∂z2,where u, v, and w are the velocity components in the x, y, and z directions, respectively, t represents the time, g is the gravitational acceleration, ρ is the fluid density and is equal to 1000 kg/m3, p is the pressure, νk is the coefficient of kinematic viscosity and is set to 1.0 × 10−6 m2/s, θ is the volume fraction of the partial cell, and its value is determined after the computational discretization.To capture the free surfaces, a functionF(x,y,x,t) is introduced. The value of F in a cell represents the occupation ratio by fluid; F=1 for a cell full with fluid, whereas F=0 for a cell without fluid. Cells with F values between 0 and 1 indicate that the cells are partially filled with fluid. These cells are intersected by the free surface or contain bubbles which are smaller than the cells [22, 23]. The time dependence of F can be handled by(3)∂∂tθF+∂∂xθuF+∂∂yθvF+∂∂zθwF=0.


## 2.2. Discretization Scheme

A finite difference method is chosen to solve the governing equations. The staggered cell is adopted for the computational discretization. The locations of the variations,p, F, u, v, and w, used in the computation are illustrated in Figure 2. Quantities, ARi,j,k, ATi,j,k, AFi,j,k, and VCi,j,k, denote the fractions open to flow for the right, top, and front cell faces and the cell volume, respectively.Figure 2
Parameter definition of staggered cells: (a) at the center of a cell, (b) at the sides of a cell.
(a)
(b)The discretization scheme of the continuity equation is written as(4)1VCi,j,kui,j,kn+1ARi,j,k-ui-1,j,kn+1ARi-1,j,kΔxi+vi,j,kn+1AFi,j,k-vi,j-1,kn+1AFi,j-1,kΔzk+wi,j,kn+1ATi,j,k-wi,j,k-1n+1ATi,j,k-1Δyj=0.The time derivative is discretized by the forward time difference scheme for the momentum equations; the finite difference approximation for a typical cell inx direction is given as follows:(5)ui,j,kn+1=ui,j,kn+ΔtΔx-pi+1,j,kn+1-pi,j,kn+1-FUX-FUY-FUZ+VISX,where FUX, FUY, and FUZ are the convection flux terms in the three directions and a combination of the central difference scheme and the upwind scheme is employed to discretize them. For example, the discretized form for FUX is defined as(6)FUX=u∂u∂xi+1,j,k=ui,j,knΔxαΔxi+1Δxiui,j,kn-ui-1,j,kn+ΔxiΔxi+1ui+1,j,kn-ui,j,kn+α·sign⁡ui,j,kn·Δxi+1Δxiui,j,kn-ui-1,j,kn+ΔxiΔxi+1ui+1,j,kn-ui,j,kn,Δxα=Δxi+1+Δxi+α·sign⁡ui,j,knΔxi+1-Δxi,sign⁡u=1u>0-1u<0,where α is a parameter to control the difference scheme, α=0 indicates the central difference scheme is used, and α=1 denotes the first-order upwind scheme is invoked. In this study, α=0.5 is used. For the viscosity term VISX, the second-order central difference scheme is applied:(7)VISX=νk∂2u∂x2+∂2u∂y2+∂2u∂z2i+1,j,k=νkΔxi+1/2Δxi+1ΔxiΔxiui+1,j,kn-ui,j,kn-Δxi+1ui,j,kn-ui-1,j,kn+νkΔyj+1/2+Δyj-1/2Δyj+1/2Δyj-1/2Δyj-1/2ui,j+1,kn-ui,j,kn-Δyj+1/2ui,j,kn-ui,j-1,kn+νkΔzk+1/2+Δzk-1/2Δzk+1/2Δzk-1/2Δzk-1/2ui,j,k+1n-ui,j,kn-Δzk+1/2ui,j,kn-ui,j,k-1n.Additionally, the convection flux and viscosity terms in the other two directions can be obtained in the same way.


## 2.3. Velocity-Pressure Coupling and Free Surface Capturing

At each time step, the velocity field and pressure in each control volume must be solved. For each cell, the velocities at the time steptn+1 are approximately obtained from the momentum equations using the values at tn. Then, the pressure and velocities must be iterated until the continuity equation is satisfied to the required accuracy. In this study, the iteration accuracy is set to ε<0.005.For the cells which are fully occupied by fluid, the velocity-pressure coupling is completed in the following process. LetSn+1 represent the left term of the continuous equation at the time step tn+1. The continuity equation is satisfied when Sn+1 approaches zero. This process is completed by changing the pressure and can be defined as(8)δp=-Sn+1m∂Sn+1m/∂p,where the subscript m represents the mth iteration and the term ∂Sn+1m/∂p can be defined as(9)∂S∂p=ΔtVCi,j,k1Δxi1Δxi+1/2ARi,j,k+1Δxi-1/2ARi-1,j,k+1Δyj1Δyj+1/2AFi,j,k+1Δyj-1/2AFi,j-1,k+1Δzk1Δzk+1/2ATi,j,k+1Δzk-1/2ATi,j,k-1.For the cells containing a free surface, the free surface boundary condition is satisfied by setting the surface cell pressurepi,j,kn equal to the value obtained by a linear interpolation between the surface pressure ps and the pressure of the corresponding cell fully occupied by fluid below the surface cell, pn:(10)δp=1-dcdfpn+dcdfps-pi,j,kn,where dc is the distance between the two interpolation cells and df is the distance from the below cell to the free surface.After the velocity field and pressure have been obtained by the above iteration process in each computational cell occupied by fluid, the volume of fluid functionF is then computed for the new time level to give the new fluid configuration. The fact that F is a step function requires special care in computing the fluxes to preserve the sharp definition of a free surface; here a donor-acceptor flux approximation of the SOLA-VOF method [22, 23] is used to determine the F function at each interface.


## 2.4. Boundary Conditions

As shown in Figure1, the wave maker is set on the left side of the numerical tank (S1). To generate nonlinear shallow waves and mitigate re-reflected waves at the wave maker, the numerical absorbing cnoidal wave maker proposed by Wang et al. [24] is adopted. Namely, the paddle velocity is defined: (11)Uk′,t+1=η0k′,tcd+η0k′,t+η0k′,t-ηk′,tcd+η0k′,t-ηk′,t,where η(k′,t) is the actual wave elevation at the k′th cell of the wave maker, η0(k′,t) is the theoretical wave elevation, and c is the celerity of the cnoidal wave.A sponge layer (as shown in Figure1) is set to absorb the outgoing waves, and the reduction coefficient of particle velocities is defined as(12)μx=1-x-L1L2,L1≤x≤L,1,x<L1.Besides the sponge layer, the Sommerfeld radiation condition is adopted at the right boundary of the flume. Additionally, sidewall boundaries (S5,S6) and the bottom boundary (S3) of the numerical tank are treated as free-slip rigid walls; that is, the normal velocities at the free-slip boundaries and the normal derivative of the tangential velocities are both set to zero.


## 3. Validation of the Model

Before using the present model to study the interaction of waves and quasi-ellipse caissons, its performance for simulating waves and their interaction with structures should be validated. In this section, the ability of the numerical model is verified using theoretical and existing experimental results.


### 3.1. Wave Generation and Propagation

Tests of the wave generation of the numerical wave tank are examined first. Cnoidal waves with wave heightH varying from 1.0 m to 4.0 m and period T from 8.0 s to 13.0 s are considered. For these simulations, the sizes of the numerical tank are set as follows: L=800 m, B=260 m, d=20 m, L1=600 m, L2=200 m, Δx=2 m, Δy=3 m, and Δz=2 m. Figure 3 shows the simulated wave surface elevations along the wave tank for a cnoidal wave with incident height H=3 m and period T=10 s. It is found that the simulated waves can fit the targeted wave very well and the surface elevations are quite uniform and stable. Increasing propagation distance, due to triad nonlinear interactions, the wave crests become more and more sharp and the troughs are flattened, consisting with the shape characteristics of shallow water waves [25, 26]. The snapshots of the simulation case are illustrated in Figure 4, which shows that the waves are quite uniform along the y direction and the sponge layer works well for the damping of wave energy. The present model also works well for other tests, and the results are not shown here for brevity.Figure 3
The simulated wave surface elevations at different locations along the tank for a case withH=3 m, T=10 s (the red dash line in the panel of x=100 m is the corresponding theoretical solution).
(a)
(b)
(c)
(d)Figure 4
Snapshots of the numerical tank for the simulation of waves withH=3 m, T=10 s.
(a)
t
=
40.0 s
(b)
t
=
120.0 s


### 3.2. Wave Pressures on a Perforated Rectangular Caisson

To further investigate the validation of the model, simulations on the interactions between waves and a perforated rectangular caisson are carried out. Then, the computed results are compared with an existing experiment.The experiment was conducted in a wave flume located in the State Key Laboratory of Coastal and Offshore Engineering, Dalian University of Technology, China. The flume is 56 m long, 0.7 m wide, and 1.0 m deep. The detailed layout of the experiments can be seen in the work of Liu et al. [13]. Here, only schematic diagrams of the perforated rectangular caisson model and the locations of pressure sensors are illustrated (as shown in Figure 5). The model caisson was 0.3 m long, 0.68 m wide, and 0.7 m height. It was made of Plexiglass plates of 1.0 cm thickness. The water depth d in front of the structure was 0.4 m. The caisson was divided into four uniform boxes named A, B, C, and D by partition walls. For each box, the front plate was perforated by four rectangular holes from a distance 20 cm above the bottom plate, and the back wall was solid. The length and width of the holes were 0.11 m and 0.074 m, respectively. As marked in Figure 5, three pressure sensors (1#, 2#, and 3#) were placed on the front walls of the B box and another three sensors (4#, 5#, and 6#) were fixed on the back wall of the C.Figure 5
Sketch of the perforated caisson model (unit: mm) and the placement of pressure sensors: (a) oblique front view, (b) back view.
(a)
(b)In the experiment, cnoidal waves with incident wave height 6 cm and wave period 1.2 s were generated by the wave paddle. For the simulation, the mesh sizes of the numerical tank are set as follows:Δx=3 cm, Δy=4.05 cm, and Δz=4.25 cm. The comparisons between the simulated and experimental results are shown in Figure 6. It is found that the computed pressure matches well with experimental results under the water surface (sensors 1#, 2#, 4#, and 5#). For the locations close to the water surface (sensors 3# and 6#), the computation slightly overestimates the results at the troughs of the pressure time history. The discrepancy may be mainly due to the complex flow characteristics near the water surface caused by strong interactions between the waves and the structure.Figure 6
Comparisons of the time series of wave pressures on the perforated rectangular caisson: (open circles) experimental results, (solid lines) numerical results.The above discussion indicates that the present three-dimensional numerical model can be used to investigate the interactions between waves and coastal structures. In the next section, the model will be used to study the interactions between waves and quasi-ellipse caissons.


## 3.1. Wave Generation and Propagation

Tests of the wave generation of the numerical wave tank are examined first. Cnoidal waves with wave heightH varying from 1.0 m to 4.0 m and period T from 8.0 s to 13.0 s are considered. For these simulations, the sizes of the numerical tank are set as follows: L=800 m, B=260 m, d=20 m, L1=600 m, L2=200 m, Δx=2 m, Δy=3 m, and Δz=2 m. Figure 3 shows the simulated wave surface elevations along the wave tank for a cnoidal wave with incident height H=3 m and period T=10 s. It is found that the simulated waves can fit the targeted wave very well and the surface elevations are quite uniform and stable. Increasing propagation distance, due to triad nonlinear interactions, the wave crests become more and more sharp and the troughs are flattened, consisting with the shape characteristics of shallow water waves [25, 26]. The snapshots of the simulation case are illustrated in Figure 4, which shows that the waves are quite uniform along the y direction and the sponge layer works well for the damping of wave energy. The present model also works well for other tests, and the results are not shown here for brevity.Figure 3
The simulated wave surface elevations at different locations along the tank for a case withH=3 m, T=10 s (the red dash line in the panel of x=100 m is the corresponding theoretical solution).
(a)
(b)
(c)
(d)Figure 4
Snapshots of the numerical tank for the simulation of waves withH=3 m, T=10 s.
(a)
t
=
40.0 s
(b)
t
=
120.0 s


## 3.2. Wave Pressures on a Perforated Rectangular Caisson

To further investigate the validation of the model, simulations on the interactions between waves and a perforated rectangular caisson are carried out. Then, the computed results are compared with an existing experiment.The experiment was conducted in a wave flume located in the State Key Laboratory of Coastal and Offshore Engineering, Dalian University of Technology, China. The flume is 56 m long, 0.7 m wide, and 1.0 m deep. The detailed layout of the experiments can be seen in the work of Liu et al. [13]. Here, only schematic diagrams of the perforated rectangular caisson model and the locations of pressure sensors are illustrated (as shown in Figure 5). The model caisson was 0.3 m long, 0.68 m wide, and 0.7 m height. It was made of Plexiglass plates of 1.0 cm thickness. The water depth d in front of the structure was 0.4 m. The caisson was divided into four uniform boxes named A, B, C, and D by partition walls. For each box, the front plate was perforated by four rectangular holes from a distance 20 cm above the bottom plate, and the back wall was solid. The length and width of the holes were 0.11 m and 0.074 m, respectively. As marked in Figure 5, three pressure sensors (1#, 2#, and 3#) were placed on the front walls of the B box and another three sensors (4#, 5#, and 6#) were fixed on the back wall of the C.Figure 5
Sketch of the perforated caisson model (unit: mm) and the placement of pressure sensors: (a) oblique front view, (b) back view.
(a)
(b)In the experiment, cnoidal waves with incident wave height 6 cm and wave period 1.2 s were generated by the wave paddle. For the simulation, the mesh sizes of the numerical tank are set as follows:Δx=3 cm, Δy=4.05 cm, and Δz=4.25 cm. The comparisons between the simulated and experimental results are shown in Figure 6. It is found that the computed pressure matches well with experimental results under the water surface (sensors 1#, 2#, 4#, and 5#). For the locations close to the water surface (sensors 3# and 6#), the computation slightly overestimates the results at the troughs of the pressure time history. The discrepancy may be mainly due to the complex flow characteristics near the water surface caused by strong interactions between the waves and the structure.Figure 6
Comparisons of the time series of wave pressures on the perforated rectangular caisson: (open circles) experimental results, (solid lines) numerical results.The above discussion indicates that the present three-dimensional numerical model can be used to investigate the interactions between waves and coastal structures. In the next section, the model will be used to study the interactions between waves and quasi-ellipse caissons.


## 4. Waves Interaction with Perforated Quasi-Ellipse Caissons

### 4.1. Description of Quasi-Ellipse Caissons

A quasi-ellipse caisson is made up by two hollow semicylinders which are connected by two rectangular plates to form a chamber [20]. Figure 7 shows a cross section of a quasi-ellipse, D denotes the diameter the semicylinders, and B is the length of the rectangular plates. In this study, the values of D and B are fixed for all simulations: D=20 m and B=12 m. For multiple caissons, Dc represents the distance between caissons. In this study, the caissons are perforated by rectangular holes with 3 m in height and 4 m in length and the positions of the holes are marked in Figure 8.Figure 7
Sketch of a quasi-ellipse caisson (a) and multiple quasi-ellipse caissons (b).
(a)
(b)Figure 8
Sketch of a perforated quasi-ellipse caisson.As mentioned in the previous section, the computation domain of the model is divided by regular cuboid cells. However, for quasi-ellipse caissons, some cells at the boundaries cannot be fully occupied by the solid boundaries (see Figure9). To solve this problem, the partial cell method, which is also used to descript the free surface, is adopted. As shown in Figure 9, solid straight lines are used to represent the intersection lines between the caisson boundary and the fluid for simplicity.Figure 9
Sketch of the mesh division of a cross section for the numerical model.
(a)
Solid quasi-ellipse caisson
(b)
Perforated quasi-ellipse caisson


### 4.2. Numerical Results

For the simulations of wave interaction with quasi-ellipse caissons, the sizes of the numerical tank are set as follows:L=800 m, B=260 m, d=20 m, L1=600 m, L2=200 m, Δx=2 m, Δy=3 m, and Δz=2 m. Figure 10 shows the distribution of surface elevations around the multiple quasi-ellipse caissons in a wave period and the adjacent distance between the caissons Dc is set equal to 2D (40 m). For this simulation, the height of the incident cnoidal wave is 3 m with a period of 10 s. As wave crest approaches the front faces of the caissons, the runup of waves is very high and partially caused by significant reflection of the caissons. The difference between the front and rear faces in this situation is pronounced, suggesting that the wave forces on the caissons are very large. It is noticed that the surface elevations between the caissons are also remarkable. The results for the perforated caissons are shown in Figure 11. The surface elevations close to the caissons are reduced compared to that without perforation, indicating that the perforation can reduce the wave runup/rundown on the caissons. The surface elevations between the caissons are also significantly weakened.Figure 10
Contours of water surface elevations around multiple impermeable quasi-ellipse caissons in a wave period (T=10 s, H=3.0 m), unit (m).
(a)
t
=
45
T
(b)
t
=
(
45
+
0.25
)
T
(c)
t
=
(
45
+
0.5
)
T
(d)
t
=
(
45
+
0.75
)
TFigure 11
Contours of water surface elevations around multiple perforated quasi-ellipse caissons in a wave period (T=10 s, H=3.0 m), unit (m).
(a)
t
=
45
T
(b)
t
=
(
45
+
0.25
)
T
(c)
t
=
(
45
+
0.5
)
T
(d)
t
=
(
45
+
0.75
)
TThe perforation on caissons can enhance the water exchange, wave energy is partially dissipated by the perforated wall and some wave energy is transferred to the fluid inside the chamber of the caissons (see Figure12), and hence the wave reflection and runup are reduced. As the wave troughs approach the middle of the caissons (Figure 12(a)), the difference of water levels between inside and outside of the chambers is pronounced, which causes the water flow to the outside. Therefore, the wave height in the middle of the caisson is reduced. For the time when the wave crests are close to this region, the wave flow direction is reversed (Figure 12(c)), and the wave height outside the chambers is decreased. The intensive water exchange between inside and outside of the chambers suggests that wave energy is dissipated significantly.Figure 12
The flow vector fields corresponding to the wave surface elevations of Figure11.
(a)
t
=
45
T
(b)
t
=
(
45
+
0.25
)
T
(c)
t
=
(
45
+
0.5
)
T
(d)
t
=
(
45
+
0.75
)
TThe previous discussion suggests the perforation can significantly reduce the wave force of the caissons. In this section, the wave forces and the influence factor will be investigated for multiple caissons. To achieve these targets, cnoidal waves with different incident height and period are generated and the interactions between the waves and a caisson without peroration are simulated first and then the multiple placed caissons. Following the definition of wave force used for an isolated square structure [21], the nondimensional wave force on the single placed caisson can be written as(13)Fx,S=FxρgB+Dd2tanhkd/kd,where k is the wave number of the incident wave and Fx is the maximum wave force in the x direction and can be obtained by integrating the surface pressure on the structure.The wave forces on the single placed caisson are shown in Figure13. As expected, higher incident waves (H/d=0.15) can produce larger wave forces. With decreasing of wave period (i.e., k is increased), wave force on the caisson is increased.Figure 13
Variations of wave forces on an isolated caisson without perforation.For convenient illustration and comparison, the wave forces on a single placed caisson without perforation are used as benchmark. Then, a nondimensional force, which can reflect the influence of multiple placement, is defined as(14)Rx=Fx,MFx,S,where Fx,M is maximum force in x direction for the central one of the caisson group (as illustrated in Figure 7).The nondimensional forcesRx on the middle caisson without perforation are shown in Figure 14. It is found that the values of Rx are larger than 1 for all the simulated cases, indicating that the presence of adjacent caissons can increase the wave force. With decreasing incident wave period (i.e., increasing kD), Rx decreases. Additionally, Rx for the cases in the condition with Dc/D=2 is significantly larger than those cases with larger transverse distance Dc. But the Rx differences between the cases in the conditions Dc/D=3 and Dc/D=4 are much smaller, especially for the cases with kD>1.0. By increasing incident wave nonlinearity, Rx can also be enhanced but the increment is limited. For the tests with perforation, the influence of incident wave period and adjacent distance on the forces has a similar trend (see Figure 15).Figure 14
Influence of transverse distanceL on the nondimensional wave forces Rx of the caisson without perforation: (a) cases with H/d=0.05, (b) cases with H/d=0.15.
(a)
(b)Figure 15
Influence of transverse distanceL on the nondimensional wave forces Rx of the caisson without perforation: (a) cases with H/d=0.05, (b) cases with H/d=0.15.
(a)
(b)To directly reveal the influence of the perforation, theRx difference between the impermeable caisson and the perforated one is defined as(15)Qx=Rx,s-Rx,p,where Rx,s is the relative wave for the caisson without perforation and Rx,p is for the perforated one. Figure 16 demonstrates the variations of Qx for all the simulated cases. For tests with the smaller incident wave height (H/d=0.05), the reduction of wave forces by the perforation increases with the decrease of wave period. The distance between the caissons Dc also has influence on the reduction wave forces. But if the adjacent distance is larger enough, the influence is limited for smaller incident waves. For incident waves with higher nonlinearity (i.e., H/d=0.15), the effect of perforation appears smaller than the cases with the smaller incident waves. The wave period effect for the conditions with Dc/D=3.0 and 4.0 follows the trend of the cases with the smaller incident height. However, the tendency for the condition Dc/D=2.0 is much complex. When kD<1.0, the perforation works better than those conditions with larger transverse distances.Figure 16
Variations ofQx with respect to incident wave period for cases in conditions with different transverse distance L: (a) cases with H/d=0.05, (b) cases with H/d=0.15.
(a)
(b)


## 4.1. Description of Quasi-Ellipse Caissons

A quasi-ellipse caisson is made up by two hollow semicylinders which are connected by two rectangular plates to form a chamber [20]. Figure 7 shows a cross section of a quasi-ellipse, D denotes the diameter the semicylinders, and B is the length of the rectangular plates. In this study, the values of D and B are fixed for all simulations: D=20 m and B=12 m. For multiple caissons, Dc represents the distance between caissons. In this study, the caissons are perforated by rectangular holes with 3 m in height and 4 m in length and the positions of the holes are marked in Figure 8.Figure 7
Sketch of a quasi-ellipse caisson (a) and multiple quasi-ellipse caissons (b).
(a)
(b)Figure 8
Sketch of a perforated quasi-ellipse caisson.As mentioned in the previous section, the computation domain of the model is divided by regular cuboid cells. However, for quasi-ellipse caissons, some cells at the boundaries cannot be fully occupied by the solid boundaries (see Figure9). To solve this problem, the partial cell method, which is also used to descript the free surface, is adopted. As shown in Figure 9, solid straight lines are used to represent the intersection lines between the caisson boundary and the fluid for simplicity.Figure 9
Sketch of the mesh division of a cross section for the numerical model.
(a)
Solid quasi-ellipse caisson
(b)
Perforated quasi-ellipse caisson


## 4.2. Numerical Results

For the simulations of wave interaction with quasi-ellipse caissons, the sizes of the numerical tank are set as follows:L=800 m, B=260 m, d=20 m, L1=600 m, L2=200 m, Δx=2 m, Δy=3 m, and Δz=2 m. Figure 10 shows the distribution of surface elevations around the multiple quasi-ellipse caissons in a wave period and the adjacent distance between the caissons Dc is set equal to 2D (40 m). For this simulation, the height of the incident cnoidal wave is 3 m with a period of 10 s. As wave crest approaches the front faces of the caissons, the runup of waves is very high and partially caused by significant reflection of the caissons. The difference between the front and rear faces in this situation is pronounced, suggesting that the wave forces on the caissons are very large. It is noticed that the surface elevations between the caissons are also remarkable. The results for the perforated caissons are shown in Figure 11. The surface elevations close to the caissons are reduced compared to that without perforation, indicating that the perforation can reduce the wave runup/rundown on the caissons. The surface elevations between the caissons are also significantly weakened.Figure 10
Contours of water surface elevations around multiple impermeable quasi-ellipse caissons in a wave period (T=10 s, H=3.0 m), unit (m).
(a)
t
=
45
T
(b)
t
=
(
45
+
0.25
)
T
(c)
t
=
(
45
+
0.5
)
T
(d)
t
=
(
45
+
0.75
)
TFigure 11
Contours of water surface elevations around multiple perforated quasi-ellipse caissons in a wave period (T=10 s, H=3.0 m), unit (m).
(a)
t
=
45
T
(b)
t
=
(
45
+
0.25
)
T
(c)
t
=
(
45
+
0.5
)
T
(d)
t
=
(
45
+
0.75
)
TThe perforation on caissons can enhance the water exchange, wave energy is partially dissipated by the perforated wall and some wave energy is transferred to the fluid inside the chamber of the caissons (see Figure12), and hence the wave reflection and runup are reduced. As the wave troughs approach the middle of the caissons (Figure 12(a)), the difference of water levels between inside and outside of the chambers is pronounced, which causes the water flow to the outside. Therefore, the wave height in the middle of the caisson is reduced. For the time when the wave crests are close to this region, the wave flow direction is reversed (Figure 12(c)), and the wave height outside the chambers is decreased. The intensive water exchange between inside and outside of the chambers suggests that wave energy is dissipated significantly.Figure 12
The flow vector fields corresponding to the wave surface elevations of Figure11.
(a)
t
=
45
T
(b)
t
=
(
45
+
0.25
)
T
(c)
t
=
(
45
+
0.5
)
T
(d)
t
=
(
45
+
0.75
)
TThe previous discussion suggests the perforation can significantly reduce the wave force of the caissons. In this section, the wave forces and the influence factor will be investigated for multiple caissons. To achieve these targets, cnoidal waves with different incident height and period are generated and the interactions between the waves and a caisson without peroration are simulated first and then the multiple placed caissons. Following the definition of wave force used for an isolated square structure [21], the nondimensional wave force on the single placed caisson can be written as(13)Fx,S=FxρgB+Dd2tanhkd/kd,where k is the wave number of the incident wave and Fx is the maximum wave force in the x direction and can be obtained by integrating the surface pressure on the structure.The wave forces on the single placed caisson are shown in Figure13. As expected, higher incident waves (H/d=0.15) can produce larger wave forces. With decreasing of wave period (i.e., k is increased), wave force on the caisson is increased.Figure 13
Variations of wave forces on an isolated caisson without perforation.For convenient illustration and comparison, the wave forces on a single placed caisson without perforation are used as benchmark. Then, a nondimensional force, which can reflect the influence of multiple placement, is defined as(14)Rx=Fx,MFx,S,where Fx,M is maximum force in x direction for the central one of the caisson group (as illustrated in Figure 7).The nondimensional forcesRx on the middle caisson without perforation are shown in Figure 14. It is found that the values of Rx are larger than 1 for all the simulated cases, indicating that the presence of adjacent caissons can increase the wave force. With decreasing incident wave period (i.e., increasing kD), Rx decreases. Additionally, Rx for the cases in the condition with Dc/D=2 is significantly larger than those cases with larger transverse distance Dc. But the Rx differences between the cases in the conditions Dc/D=3 and Dc/D=4 are much smaller, especially for the cases with kD>1.0. By increasing incident wave nonlinearity, Rx can also be enhanced but the increment is limited. For the tests with perforation, the influence of incident wave period and adjacent distance on the forces has a similar trend (see Figure 15).Figure 14
Influence of transverse distanceL on the nondimensional wave forces Rx of the caisson without perforation: (a) cases with H/d=0.05, (b) cases with H/d=0.15.
(a)
(b)Figure 15
Influence of transverse distanceL on the nondimensional wave forces Rx of the caisson without perforation: (a) cases with H/d=0.05, (b) cases with H/d=0.15.
(a)
(b)To directly reveal the influence of the perforation, theRx difference between the impermeable caisson and the perforated one is defined as(15)Qx=Rx,s-Rx,p,where Rx,s is the relative wave for the caisson without perforation and Rx,p is for the perforated one. Figure 16 demonstrates the variations of Qx for all the simulated cases. For tests with the smaller incident wave height (H/d=0.05), the reduction of wave forces by the perforation increases with the decrease of wave period. The distance between the caissons Dc also has influence on the reduction wave forces. But if the adjacent distance is larger enough, the influence is limited for smaller incident waves. For incident waves with higher nonlinearity (i.e., H/d=0.15), the effect of perforation appears smaller than the cases with the smaller incident waves. The wave period effect for the conditions with Dc/D=3.0 and 4.0 follows the trend of the cases with the smaller incident height. However, the tendency for the condition Dc/D=2.0 is much complex. When kD<1.0, the perforation works better than those conditions with larger transverse distances.Figure 16
Variations ofQx with respect to incident wave period for cases in conditions with different transverse distance L: (a) cases with H/d=0.05, (b) cases with H/d=0.15.
(a)
(b)


## 5. Conclusions

A three-dimensional numerical wave flume was established using the continuity equation and the Navier-Stokes equations. The VOF method was adopted to capture the free surfaces. The ability of generation of cnoidal waves and its interaction with a perforated rectangle caisson were verified using the existing experimental data. Then, the present model was used to investigate interactions between cnoidal waves with varying incident height and period and multiple perforated quasi-ellipse caissons. The influence of the perforation on the wave field and the velocity flow around the caissons was examined. The numerical results demonstrate that the wave runup/rundown on the caissons was reduced significantly by perforation and hence the wave forces are also decreased. The reduction of wave runup/rundown is mainly due to the extensive water exchange inside and outside the caisson chamber. It is also found that the effect of the presence of adjacent caissons on wave forces decreases with decreasing incident wave period for both multiple placed caissons with and without perforation. The wave forces for closer transverse adjacent distance are larger than those conditions with a farther distance, but when relative adjacent distanceDc/D (Dc is the transverse distance and D is the width of the quasi-ellipse caisson) is larger than 3, the effect of adjacent distance is limited. Additionally, the effect of the perforation increases with the reduction of incident wave period. The performance of the perforation is better when incident wave height is small, suggesting that wave nonlinearity also plays an important role in the process of interaction.



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*Source: 895673-2015-10-19.xml*