# Numerical Researches of Rectangular Barge in Variable Bathymetry Based on Boussinesq-Step Method

Authors: Yan Su
Journal: Advances in Civil Engineering
 (2022)

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## Abstract

Wave responses of the rectangular barge in variable bathymetry are investigated by combining the Boussinesq-type equations and the step method. The highly accurate Boussinesq-type equations in terms of velocity potential are adopted for simulating the evolution of waves along the inclined beach. Hydrodynamic coefficients of a rectangular barge floating on the inclined bottom are calculated by the step method in the frequency domain. Based on the impulse response function method, the motions of the barge can be predicted in the time domain. The Haskind relation is used to reform the wave exciting forces, and the mean offset in the sway motion is also given based on the mean drift force. The wave responses of the barge at different locations along the inclined beach are measured in the experiments. Compared with experimental results, the solutions of the Boussinesq-step method present an overall good agreement.


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## Body

## 1. Introduction

Predicting wave responses of a floating body in restricted water depth has been the subject of extensive effects over the years. With the development of LNG (liquefied natural gas) consumption, projects of LNG offloading terminals and LNG floating storage units are continually carried out. Offloading terminals or FSRUs (floating storage regasification units) would be located in exposed shallow water area.The major challenges of predicting wave responses of a floating body in variable bathymetry are the nonlinearities of wave propagation in the coastal zone and the wave-structure interactions considering the effects of the seabed. A variety of numerical models have been developed to solve the complex problem. With the increase of computational powers, various computational fluid dynamic (CFD) models have been applied, such as models based on Reynolds-averaged Navier-Stokes (RANS) equations (Stern et al. [1]; Rijnsdorp and Zijlema [2]) and models based on smoothed particle hydrodynamics (SPH) methods (Bouscasse et al. [3]; Ren et al. [4]). However, computational limitations restrict the application of such highly detailed models to relatively small scales, spanning only a few wavelengths and wave periods.Potential flow theory has also been a popular approach to solve the wave-structure interactions. Both the boundary element method (BEM) (Belibassakis [5]; You and Faltinsen [6]; Xiong et al. [7]) and the finite element method (FEM) (Yan and Ma [8]; Ma and Yan [9]) have been developed to simulate wave responses of a floating body in offshore and coastal regions.Coupled approaches including wave propagation models and wave-ship interaction models have been built (Bingham [10]; Pinkster and Naaijen [11]; Wim van der and Ivo [12]; Dobrochinski [13]). Following Bingham [10], the Boussinesq-type equations in terms of velocity were used to predict the transformation of waves from the deep water into the harbour where the ship was moored. Linear wave radiation and diffraction forces were computed using a constant-strength panel method in the frequency domain. The equation of motions in the time domain was used for simulating the motions of a moored ship. Different from Bingham [10], a time-domain panel method was applied to determine the scattering of incident waves in Wim Van der and Ivo [12].In this paper, wave responses of a rectangular barge moored at different positions along an inclined beach are studied based on the hybrid Boussinesq-step method. Wave propagation along the inclined beach is simulated by highly accurate Boussinesq-type equations in terms of velocity potential which is proposed in Bingham et al. [14]. Hydrodynamic coefficients of the barge in variable bathymetry are obtained based on the step method where the effects of the seabed can be considered. The motions of the barge in waves are calculated by the impulse response function approach. Here, the wave exciting forces are reformed by the Haskind relations which include the incident wave quantities and solutions to the radiation problem. The mean offsets of sway motions are given based on the mean drift force. The solutions of the Boussinesq-step method present an overall good agreement with the experimental results.


## 2. Numerical Methods

### 2.1. Boussinesq-Type Equations

The potential theory which assumed inviscid, irrotational, and incompressible flow is adopted. A Cartesian coordinate system is adopted here, with the origin located on the still water plane and thez-axis pointing vertically upwards. The boundaries of the fluid domain are given by the bottom at z=−hx and the free surface at z=ηx,t with x=x,y. Following Zakharov [15], the following free surface boundary conditions are written in terms of the velocity potential Φ˜=Φx,η,t and the vertical velocity w˜=Φzz=η defined directly on the free surface:(1)ηt+∇η⋅∇Φ˜−w˜1+∇η⋅∇η=0,Φ˜t+gη+12∇Φ˜2−12w˜21+∇η⋅∇η=0,where ∇=∂/∂x,∂/∂y is the horizontal gradient operator, and g is the gravitational acceleration.The Laplace equation in the fluid domain and the kinematic boundary condition on the bottom are given as follows:(2)∇2Φ+Φzz=0,w+∇h⋅∇Φ=0,z=−hx.Following Bingham et al. [14], Taylor series expansion of the solution Φx,z,t about an arbitrary vertical position z=z^x is given by(3)Φx,z,t=Φ^+z−z^xw^+12z−z^x2Φ^2+⋯,where(4)Φ^=Φ^0=Φx,z^x,t,w^=Φ^1=∂Φx,z^x,t∂z,Φ^n=∂nΦx,z,t∂znz=z^x,n=2,3,⋯,∞.Substituted into the Laplace equation, a recursion relation of different order vertical derivatives of velocity potentialΦ^n can be obtained.(5)Φ^n=−∇2Φ^n−2+2∇z^⋅∇Φ^n−1+∇2z^⋅Φ^n−11+∇z^2.The recursion relation can be simplified based on assuming a small bottom slope that isz^δx where δ≪1. Collecting terms at each order of δ and keeping terms up to δ, we get(6)Φ^n=−∇2Φ^n−2+2δ∇z^⋅∇Φ^n−1.Successively solving forn=2,3,⋯,∞, Φ can be expressed in terms of Φ^ and w^. In order to improve the accuracy of the truncated approximation, an enhancement operator with new expansion variables Φ^∗, w^∗ is adopted.(7)Φ^=Lpz^∇Φ^∗,w^=Lwz^∇w^∗.Finally, the Taylor series expansion of velocity potential can be reformed and expressed in terms of velocity potential and vertical velocity defined on an arbitrary vertical position.(8)Φx,z,t=J01+δ∇z^⋅J11p∇Φ^∗+J02+δ∇z^⋅J12p∇w^∗.The same procedure can be applied to the horizontal and vertical velocities(9)ux,z,t=J01∇+δ∇z^J11uΦ^∗+J02∇+δ∇z^J12uw^∗.wx,z,t=−J02∇2−δ∇z^⋅J12w∇Φ^∗+J01+δ∇z^⋅J11w∇w^∗.Here,Φ^∗ and w^∗ are unknown variables, and J01, J02, J11p, J12p, J11w, J12w, J11u, J12u are known operators defined by Bingham et al. [14].The numerical solution of the above-described Boussinesq-type model has been implemented based on the finite difference method. The details of the method can be found in Jamois [16]. A structured grid of Nx by Ny points is distributed over the rectangular still water plane. Homogeneous Neumann boundary conditions at the side walls of the domain are imposed by reflecting the finite difference coefficients for a function that is symmetric about the boundary, and thus, all schemes are effectively centred. Free surface boundary conditions are evolved forward from initial conditions using the classical explicit fourth-order Runge–Kutta scheme (Quarteroni et al. [17]). This linear system of equations is solved using GMRES iterative scheme (Saad and Schultz [18]) preconditioned by an incomplete LU factorisation.


### 2.2. Step Method

In the framework of potential flow theory, the hydrodynamic coefficients of the barge with the inclined bottom are solved by the step method in the frequency domain. The variable bathymetry region is decomposed as a series of horizontal steps and defined as a succession of rectangular subdomains in Figure1.Figure 1
Sketch of a succession of rectangular subdomains.Eigen-function expressions are used to express the velocity potential in each subdomain. For the first-order diffraction problem, the velocity potential in each subdomainj on the left and right sides of barge can be written as follows (Liu et al. [19]):(10)ϕjx,z=coshkj0z+hjcoshkj0hjBj0eikj0x−xl+Cj0e−ikj0x−xr+∑m=1∞coskjmz+hjBjme−kjmx−xl+Cjmekjmx−xr.Also, for the subdomainsj below the barge, the velocity potential can be written as follows:(11)ϕjx,z=Bj0+Cj0xL,+∑m=1∞cosλjmz+hjBjme−kjmx−xl+Cjmekjmx−xr.The wave numberskjm and λjm satisfy the following equations:(12)ω2=gkj0tanhkj0hj=−gkjmtankjmhj,λjm=mπhj−d.Here,L is the length and d is the draft of the barge. xl and xr are the left and right horizontal coordinates of each subdomain, respectively. hj is the depth of each subdomain. ω is the circular frequency of the incident wave. Bjm and Cjm are unknown coefficients that can be solved based on the continuity of velocity potential and horizontal velocity along the connected lines:(13)ϕj=ϕj+1∂ϕj∂x=∂ϕj+1∂x.The radiation potentialφj can be given by adding up a particular solution to the results obtained from the fixed barge. For the heave and roll motions, the particular solutions are expressed as follows:(14)z+hj2−x22hj−dx−xg2hj−dx−xg23−z+hj2,where xg is the horizontal coordinate of the center of gravity. Moreover, hydrodynamic coefficients are calculated by integrating radiation potential along the wetted surfaces of barge.For the irregular wave, a superposition of first-order wave components with different amplitudes and frequencies can be adopted. The second-order approximation produces the wave loads oscillating with the sum and difference frequencies. Therefore, second-order loads, even though much smaller than first-order ones, cover a much wider range of frequencies. Difference frequency second-order loads are responsible for much behavior as the slow drift motion of moored structures (Molin [20]). Here, the mean offsets of the barge are considered based on the mean drift force in irregular waves computed by Liu et al. [19].(15)Fd=2∫0∞Sωfdωdω.Sω is the incident wave spectral density calculated by the numerical wave tank based on the Boussinesq-type equations, and fdω is the normalized drift forces by amplitudes squared in regular waves obtained from the step method. Two well-known formulations of wave drift force are as follows: the far-field method based on momentum considerations introduced by Maruo [21] and extended by Newman [22]; the near-field method based on direct pressure integration proposed by Pinkster and Van Oortmerssen [23]. For the variable bathymetry, the control contour in the far-field method consists of two vertical cuts away from the barge and the sea floor in-between. But the rectangular contour in-between the barge and varying bottom exhibit poor numerical convergence (Liu [24]). So the near-field method is adopted here for the values of drift force (Pinkster and Van Oortmerssen [23]).


### 2.3. Equations of Motions

The general equations of motions in the time domain can be written as followsi=1,…,6:(16)∑j=16Mij+mijx¨j+∫−∞tKijt−τx˙jτdτ+Cijxj=Fi.Here,Mij is the inertia matrix, and mij is the infinite frequency added mass matrix. Kij is the retardation function, and Cij is the matrix of hydrostatic restoring stiffness. xj is the motions of the floating body. Fi is the time-varying exciting forces (Cummins [25]).A quadratic damping term, nonlinear viscous roll damping contributions, is added on the right side of the roll equation of motion:(17)Cv4=−12ρCdB4Lα˙α˙,where Cd is drag coefficient and equal to 0.2. B is the beam of barge, and L is the length. α˙ is the roll velocity. The quadratic viscous damping for drift motion is given by(18)−12ρCdLdY˙Y˙.The drag coefficient was taken from still water decay tests, which gaveCd=5 at 54 cm depth, Cd=6 at 29 cm depth, and Cd=7 at 21 cm depth. Y˙ is the sway velocity.The retardation functions and the frequency-independent added masses are related to the added masses and damping coefficients which can be calculated by the step method in the frequency domain.(19)Kijτ=2π∫0∞bijωcosωτdω,mij=aijΩ+1Ω∫0∞KijtsinΩtdt,where Ω is an arbitrarily chosen value of the frequencies. aij and bij are the added masses and damping coefficients, respectively.The wave exciting forcesFi can be expressed in various ways, but it is convenient here to employ the Haskind relations and write it in terms of incident wave quantities and solutions to the radiation problem. The time-varying wave exciting force can be calculated by the inverse Fourier transforms.(20)Fit=12π∫−∞∞Fiωeiωtdω.Also, the exciting force in the frequency domain can be expressed as follows:(21)Fiω=∬Sbdx⟶Px⟶,ωnix⟶,+iωρ∬Sbdx⟶φix⟶,ωΦnx⟶,ω.Φ is the incident wave velocity potential. A subscript n is used to indicate the operation n⋅∇, with n is the normal vector to the equilibrium wetted body surface Sb. The dynamic pressure P and the velocity ∇Φ on the free surface can be given based on the solutions of Boussinesq-type equations. φi is the solution to the ith-mode impulsive velocity radiation problem solved by the step method. ni is the generalized normal vector.


## 2.1. Boussinesq-Type Equations

The potential theory which assumed inviscid, irrotational, and incompressible flow is adopted. A Cartesian coordinate system is adopted here, with the origin located on the still water plane and thez-axis pointing vertically upwards. The boundaries of the fluid domain are given by the bottom at z=−hx and the free surface at z=ηx,t with x=x,y. Following Zakharov [15], the following free surface boundary conditions are written in terms of the velocity potential Φ˜=Φx,η,t and the vertical velocity w˜=Φzz=η defined directly on the free surface:(1)ηt+∇η⋅∇Φ˜−w˜1+∇η⋅∇η=0,Φ˜t+gη+12∇Φ˜2−12w˜21+∇η⋅∇η=0,where ∇=∂/∂x,∂/∂y is the horizontal gradient operator, and g is the gravitational acceleration.The Laplace equation in the fluid domain and the kinematic boundary condition on the bottom are given as follows:(2)∇2Φ+Φzz=0,w+∇h⋅∇Φ=0,z=−hx.Following Bingham et al. [14], Taylor series expansion of the solution Φx,z,t about an arbitrary vertical position z=z^x is given by(3)Φx,z,t=Φ^+z−z^xw^+12z−z^x2Φ^2+⋯,where(4)Φ^=Φ^0=Φx,z^x,t,w^=Φ^1=∂Φx,z^x,t∂z,Φ^n=∂nΦx,z,t∂znz=z^x,n=2,3,⋯,∞.Substituted into the Laplace equation, a recursion relation of different order vertical derivatives of velocity potentialΦ^n can be obtained.(5)Φ^n=−∇2Φ^n−2+2∇z^⋅∇Φ^n−1+∇2z^⋅Φ^n−11+∇z^2.The recursion relation can be simplified based on assuming a small bottom slope that isz^δx where δ≪1. Collecting terms at each order of δ and keeping terms up to δ, we get(6)Φ^n=−∇2Φ^n−2+2δ∇z^⋅∇Φ^n−1.Successively solving forn=2,3,⋯,∞, Φ can be expressed in terms of Φ^ and w^. In order to improve the accuracy of the truncated approximation, an enhancement operator with new expansion variables Φ^∗, w^∗ is adopted.(7)Φ^=Lpz^∇Φ^∗,w^=Lwz^∇w^∗.Finally, the Taylor series expansion of velocity potential can be reformed and expressed in terms of velocity potential and vertical velocity defined on an arbitrary vertical position.(8)Φx,z,t=J01+δ∇z^⋅J11p∇Φ^∗+J02+δ∇z^⋅J12p∇w^∗.The same procedure can be applied to the horizontal and vertical velocities(9)ux,z,t=J01∇+δ∇z^J11uΦ^∗+J02∇+δ∇z^J12uw^∗.wx,z,t=−J02∇2−δ∇z^⋅J12w∇Φ^∗+J01+δ∇z^⋅J11w∇w^∗.Here,Φ^∗ and w^∗ are unknown variables, and J01, J02, J11p, J12p, J11w, J12w, J11u, J12u are known operators defined by Bingham et al. [14].The numerical solution of the above-described Boussinesq-type model has been implemented based on the finite difference method. The details of the method can be found in Jamois [16]. A structured grid of Nx by Ny points is distributed over the rectangular still water plane. Homogeneous Neumann boundary conditions at the side walls of the domain are imposed by reflecting the finite difference coefficients for a function that is symmetric about the boundary, and thus, all schemes are effectively centred. Free surface boundary conditions are evolved forward from initial conditions using the classical explicit fourth-order Runge–Kutta scheme (Quarteroni et al. [17]). This linear system of equations is solved using GMRES iterative scheme (Saad and Schultz [18]) preconditioned by an incomplete LU factorisation.


## 2.2. Step Method

In the framework of potential flow theory, the hydrodynamic coefficients of the barge with the inclined bottom are solved by the step method in the frequency domain. The variable bathymetry region is decomposed as a series of horizontal steps and defined as a succession of rectangular subdomains in Figure1.Figure 1
Sketch of a succession of rectangular subdomains.Eigen-function expressions are used to express the velocity potential in each subdomain. For the first-order diffraction problem, the velocity potential in each subdomainj on the left and right sides of barge can be written as follows (Liu et al. [19]):(10)ϕjx,z=coshkj0z+hjcoshkj0hjBj0eikj0x−xl+Cj0e−ikj0x−xr+∑m=1∞coskjmz+hjBjme−kjmx−xl+Cjmekjmx−xr.Also, for the subdomainsj below the barge, the velocity potential can be written as follows:(11)ϕjx,z=Bj0+Cj0xL,+∑m=1∞cosλjmz+hjBjme−kjmx−xl+Cjmekjmx−xr.The wave numberskjm and λjm satisfy the following equations:(12)ω2=gkj0tanhkj0hj=−gkjmtankjmhj,λjm=mπhj−d.Here,L is the length and d is the draft of the barge. xl and xr are the left and right horizontal coordinates of each subdomain, respectively. hj is the depth of each subdomain. ω is the circular frequency of the incident wave. Bjm and Cjm are unknown coefficients that can be solved based on the continuity of velocity potential and horizontal velocity along the connected lines:(13)ϕj=ϕj+1∂ϕj∂x=∂ϕj+1∂x.The radiation potentialφj can be given by adding up a particular solution to the results obtained from the fixed barge. For the heave and roll motions, the particular solutions are expressed as follows:(14)z+hj2−x22hj−dx−xg2hj−dx−xg23−z+hj2,where xg is the horizontal coordinate of the center of gravity. Moreover, hydrodynamic coefficients are calculated by integrating radiation potential along the wetted surfaces of barge.For the irregular wave, a superposition of first-order wave components with different amplitudes and frequencies can be adopted. The second-order approximation produces the wave loads oscillating with the sum and difference frequencies. Therefore, second-order loads, even though much smaller than first-order ones, cover a much wider range of frequencies. Difference frequency second-order loads are responsible for much behavior as the slow drift motion of moored structures (Molin [20]). Here, the mean offsets of the barge are considered based on the mean drift force in irregular waves computed by Liu et al. [19].(15)Fd=2∫0∞Sωfdωdω.Sω is the incident wave spectral density calculated by the numerical wave tank based on the Boussinesq-type equations, and fdω is the normalized drift forces by amplitudes squared in regular waves obtained from the step method. Two well-known formulations of wave drift force are as follows: the far-field method based on momentum considerations introduced by Maruo [21] and extended by Newman [22]; the near-field method based on direct pressure integration proposed by Pinkster and Van Oortmerssen [23]. For the variable bathymetry, the control contour in the far-field method consists of two vertical cuts away from the barge and the sea floor in-between. But the rectangular contour in-between the barge and varying bottom exhibit poor numerical convergence (Liu [24]). So the near-field method is adopted here for the values of drift force (Pinkster and Van Oortmerssen [23]).


## 2.3. Equations of Motions

The general equations of motions in the time domain can be written as followsi=1,…,6:(16)∑j=16Mij+mijx¨j+∫−∞tKijt−τx˙jτdτ+Cijxj=Fi.Here,Mij is the inertia matrix, and mij is the infinite frequency added mass matrix. Kij is the retardation function, and Cij is the matrix of hydrostatic restoring stiffness. xj is the motions of the floating body. Fi is the time-varying exciting forces (Cummins [25]).A quadratic damping term, nonlinear viscous roll damping contributions, is added on the right side of the roll equation of motion:(17)Cv4=−12ρCdB4Lα˙α˙,where Cd is drag coefficient and equal to 0.2. B is the beam of barge, and L is the length. α˙ is the roll velocity. The quadratic viscous damping for drift motion is given by(18)−12ρCdLdY˙Y˙.The drag coefficient was taken from still water decay tests, which gaveCd=5 at 54 cm depth, Cd=6 at 29 cm depth, and Cd=7 at 21 cm depth. Y˙ is the sway velocity.The retardation functions and the frequency-independent added masses are related to the added masses and damping coefficients which can be calculated by the step method in the frequency domain.(19)Kijτ=2π∫0∞bijωcosωτdω,mij=aijΩ+1Ω∫0∞KijtsinΩtdt,where Ω is an arbitrarily chosen value of the frequencies. aij and bij are the added masses and damping coefficients, respectively.The wave exciting forcesFi can be expressed in various ways, but it is convenient here to employ the Haskind relations and write it in terms of incident wave quantities and solutions to the radiation problem. The time-varying wave exciting force can be calculated by the inverse Fourier transforms.(20)Fit=12π∫−∞∞Fiωeiωtdω.Also, the exciting force in the frequency domain can be expressed as follows:(21)Fiω=∬Sbdx⟶Px⟶,ωnix⟶,+iωρ∬Sbdx⟶φix⟶,ωΦnx⟶,ω.Φ is the incident wave velocity potential. A subscript n is used to indicate the operation n⋅∇, with n is the normal vector to the equilibrium wetted body surface Sb. The dynamic pressure P and the velocity ∇Φ on the free surface can be given based on the solutions of Boussinesq-type equations. φi is the solution to the ith-mode impulsive velocity radiation problem solved by the step method. ni is the generalized normal vector.


## 3. Wave Responses of Barge

### 3.1. Experimental Setup

Experiments were carried out in the BGO-first offshore tank located in La Seyne-sur-Mer, and the preliminary researches of experimental data were given by Liu et al. [19]. The basin has a total length of over 40 meters and a width of 16 meters. In the experiments, the false bottom was raised and inclined at a slope of 5%, starting from a depth of 1.05 m by the wavemaker side, and emerging by 15 cm at its other end (Figure 2).Figure 2
Barge in the basin.The rectangular barge model has a length of 2.47 m, a beam of 0.6 m, and a draft of 0.12 m. The coordinate system and the dimensions of barge have been marked in Figure2. The center of gravity (CoG) is located at 0.135 m above the keel line, and the roll radius of gyration is equal to 0.19 m. Four aerial lines connected to the barge corners at the CoG level and terminated at the basin walls. The top view and side view of experimental settings are shown in Figures 3 and 4. Each line was constituted by a steel cable of 1 mm in diameter and terminated by springs. The stiffness of each line numbered from 1 to 4 was 72.7 N/m, 73.7 N/m, 72.9 N/m, and 72.1 N/m, respectively. The global sway stiffness was 150 N/m yielding the sway natural period of around 10 seconds.Figure 3
Aerial lines connected to the barge in the basin (top view).Figure 4
Aerial lines connected to the barge in the basin (side view).The irregular waves of Pierson–Moskowitz spectra with the peak periodTp of 1.2 seconds were selected and the significant wave heights Hs were equal to 2, 4, and 6 cm respectively. Test duration in the irregular waves was 1200 s. The water depths of different barge locations were 54 cm (L1), 29 cm (L2), and 21 cm (L3) (Figure 5).The motions of barge were measured by the optical system KRYPTON RODYM CMM. The system is a camera-based measurement system that triangulates the position of the target for contactless measurement and evaluation of six degrees of freedom motions.Figure 5
Locations of barge in the basin.


### 3.2. Numerical Results

The wave responses of barge in variable bathymetry can be calculated based on the equations of motions in the time domain. Hydrodynamic coefficients are obtained from the step method where the variable bathymetry can be considered. It is important to stress that the incident wave is a long-crested beam wave and the wavemaker line is parallel to the longitudinal axis of barge and the inclined bottom plane. The bottom is not oriented arbitrarily. Only the sway, heave, and roll barge motions in the vertical plane are considered. So the hydrodynamic coefficients of barge are reasonably simplified as two-dimensional results of the step method multiplied by the length of the barge. The fluid domain is divided into 100 rectangular subdomains and the range of computational frequencies is set from 0.2 rad/s to 20.0 rad/s with the interval of 0.2 rad/s. The Haskind relation is used to reform the wave exciting force in terms of incident wave quantities given by the Boussinesq-type equations.The time histories of sway, heave, and roll motions of barge calculated by the numerical model are shown in Figures6–8. The significant waveheight is 0.06 m, and the peak period is 1.2 second. The water depth of barge location is 21 cm.Figure 6
The time histories of sway motions atL3. Tp = 1.2 s, Hs = 0.06 m.Figure 7
The time histories of heave motions atL3. Tp = 1.2 s, Hs = 0.06 m.Figure 8
The time histories of roll motions atL3. Tp = 1.2 s, Hs = 0.06 m.As shown in Figures9–11, the spectral densities of sway motions at different locations (L1, L2, and L3) are shown under different incident waves. With the augment of significant waveheights, the peak values of spectral densities of sway motions become higher. Meanwhile, the spectral densities at locations (L2 and L3) are obviously higher than at the location L1 under the same incident wave conditions. The coupled sway and roll motions can be found in both the numerical and experimental results, which lead to the second peak around 6 rad/s. The significant discrepancy between the numerical results and the experimental data can be found at the location L1. The discrepancy is due to the viscous damping of coupled motions which should be studied further.Figure 9
Comparisons of spectral densities of sway motions:Tp = 1.2 s, Hs = 0.02 m, L1 (a), L2 (b), L3 (c).
(a)(b)(c)Figure 10
Comparisons of spectral densities of sway motions:Tp = 1.2 s, Hs = 0.04 m, L1 (a), L2 (b), L3 (c).
(a)(b)(c)Figure 11
Comparisons of spectral densities of sway motions:Tp = 1.2 s, Hs = 0.06 m, L1 (a), L2 (b), L3 (c).
(a)(b)(c)For the heave motions in Figure12, smaller peak values of spectral densities can be found with the lower water depth due to the effects of the bottom. At location L3, the spectral densities of numerical results and experimental data are different (Figure 12(c)). For the shallow-water conditions, the nonlinear interaction between shallow-water waves and barge should be studied further.Figure 12
Comparisons of spectral densities of heave motions:Tp = 1.2 s, Hs = 0.04 m, L1 (a), L2 (b), L3 (c).
(a)(b)(c)The spectral densities of roll motions are compared in Figure13 with the peak period of incident waves 1.2 second and the significant wave height of incident waves 0.02 meter. The numerical results of spectral densities are a little lower than the experimental data at different barge locations (L1, L2, and L3). The quadratic damping term for considering the viscous roll damping contributions is not very applicable for shallow-water conditions.Figure 13
Comparisons of spectral densities of roll motions:Tp = 1.2 s, Hs = 0.02 m, L1 (a), L2 (b), L3 (c).
(a)(b)(c)The mean drift force of the barge in irregular waves is calculated by equation (19). The spectral density of the incident wave is obtained from the Boussinesq-type equations, and normalized drift force is given by the step method and near-field equation. The mean offset is equal to the mean drift force divided by the 150 N/m stiffness. The following tables (Tables 1–3) show the calculated and measured mean offsets (normalized by the significant wave height squared) for different sea states and initial locations of barge. Viewing from the comparisons in the tables, the numerical model can predict well the mean offsets of sway motions.Table 1
Mean offsets inTp=1.2 s, Hs=2.0 cm.
Tp=1.2 s, Hs=2.0 cmL1L2L3Measuredm−18.69.813.5Calculatedm−17.99.111.2Table 2
Mean offsets inTp=1.2 s, Hs=4.0 cm.
Tp=1.2 s, Hs=4.0 cmL1L2L3Measuredm−18.59.712.7Calculatedm−17.89.011.2Table 3
Mean offsets inTp=1.2 s, Hs=6.0 cm.
Tp=1.2 s, Hs=6.0 cmL1L2L3Measuredm−18.49.511.8Calculatedm−17.88.911.1


## 3.1. Experimental Setup

Experiments were carried out in the BGO-first offshore tank located in La Seyne-sur-Mer, and the preliminary researches of experimental data were given by Liu et al. [19]. The basin has a total length of over 40 meters and a width of 16 meters. In the experiments, the false bottom was raised and inclined at a slope of 5%, starting from a depth of 1.05 m by the wavemaker side, and emerging by 15 cm at its other end (Figure 2).Figure 2
Barge in the basin.The rectangular barge model has a length of 2.47 m, a beam of 0.6 m, and a draft of 0.12 m. The coordinate system and the dimensions of barge have been marked in Figure2. The center of gravity (CoG) is located at 0.135 m above the keel line, and the roll radius of gyration is equal to 0.19 m. Four aerial lines connected to the barge corners at the CoG level and terminated at the basin walls. The top view and side view of experimental settings are shown in Figures 3 and 4. Each line was constituted by a steel cable of 1 mm in diameter and terminated by springs. The stiffness of each line numbered from 1 to 4 was 72.7 N/m, 73.7 N/m, 72.9 N/m, and 72.1 N/m, respectively. The global sway stiffness was 150 N/m yielding the sway natural period of around 10 seconds.Figure 3
Aerial lines connected to the barge in the basin (top view).Figure 4
Aerial lines connected to the barge in the basin (side view).The irregular waves of Pierson–Moskowitz spectra with the peak periodTp of 1.2 seconds were selected and the significant wave heights Hs were equal to 2, 4, and 6 cm respectively. Test duration in the irregular waves was 1200 s. The water depths of different barge locations were 54 cm (L1), 29 cm (L2), and 21 cm (L3) (Figure 5).The motions of barge were measured by the optical system KRYPTON RODYM CMM. The system is a camera-based measurement system that triangulates the position of the target for contactless measurement and evaluation of six degrees of freedom motions.Figure 5
Locations of barge in the basin.


## 3.2. Numerical Results

The wave responses of barge in variable bathymetry can be calculated based on the equations of motions in the time domain. Hydrodynamic coefficients are obtained from the step method where the variable bathymetry can be considered. It is important to stress that the incident wave is a long-crested beam wave and the wavemaker line is parallel to the longitudinal axis of barge and the inclined bottom plane. The bottom is not oriented arbitrarily. Only the sway, heave, and roll barge motions in the vertical plane are considered. So the hydrodynamic coefficients of barge are reasonably simplified as two-dimensional results of the step method multiplied by the length of the barge. The fluid domain is divided into 100 rectangular subdomains and the range of computational frequencies is set from 0.2 rad/s to 20.0 rad/s with the interval of 0.2 rad/s. The Haskind relation is used to reform the wave exciting force in terms of incident wave quantities given by the Boussinesq-type equations.The time histories of sway, heave, and roll motions of barge calculated by the numerical model are shown in Figures6–8. The significant waveheight is 0.06 m, and the peak period is 1.2 second. The water depth of barge location is 21 cm.Figure 6
The time histories of sway motions atL3. Tp = 1.2 s, Hs = 0.06 m.Figure 7
The time histories of heave motions atL3. Tp = 1.2 s, Hs = 0.06 m.Figure 8
The time histories of roll motions atL3. Tp = 1.2 s, Hs = 0.06 m.As shown in Figures9–11, the spectral densities of sway motions at different locations (L1, L2, and L3) are shown under different incident waves. With the augment of significant waveheights, the peak values of spectral densities of sway motions become higher. Meanwhile, the spectral densities at locations (L2 and L3) are obviously higher than at the location L1 under the same incident wave conditions. The coupled sway and roll motions can be found in both the numerical and experimental results, which lead to the second peak around 6 rad/s. The significant discrepancy between the numerical results and the experimental data can be found at the location L1. The discrepancy is due to the viscous damping of coupled motions which should be studied further.Figure 9
Comparisons of spectral densities of sway motions:Tp = 1.2 s, Hs = 0.02 m, L1 (a), L2 (b), L3 (c).
(a)(b)(c)Figure 10
Comparisons of spectral densities of sway motions:Tp = 1.2 s, Hs = 0.04 m, L1 (a), L2 (b), L3 (c).
(a)(b)(c)Figure 11
Comparisons of spectral densities of sway motions:Tp = 1.2 s, Hs = 0.06 m, L1 (a), L2 (b), L3 (c).
(a)(b)(c)For the heave motions in Figure12, smaller peak values of spectral densities can be found with the lower water depth due to the effects of the bottom. At location L3, the spectral densities of numerical results and experimental data are different (Figure 12(c)). For the shallow-water conditions, the nonlinear interaction between shallow-water waves and barge should be studied further.Figure 12
Comparisons of spectral densities of heave motions:Tp = 1.2 s, Hs = 0.04 m, L1 (a), L2 (b), L3 (c).
(a)(b)(c)The spectral densities of roll motions are compared in Figure13 with the peak period of incident waves 1.2 second and the significant wave height of incident waves 0.02 meter. The numerical results of spectral densities are a little lower than the experimental data at different barge locations (L1, L2, and L3). The quadratic damping term for considering the viscous roll damping contributions is not very applicable for shallow-water conditions.Figure 13
Comparisons of spectral densities of roll motions:Tp = 1.2 s, Hs = 0.02 m, L1 (a), L2 (b), L3 (c).
(a)(b)(c)The mean drift force of the barge in irregular waves is calculated by equation (19). The spectral density of the incident wave is obtained from the Boussinesq-type equations, and normalized drift force is given by the step method and near-field equation. The mean offset is equal to the mean drift force divided by the 150 N/m stiffness. The following tables (Tables 1–3) show the calculated and measured mean offsets (normalized by the significant wave height squared) for different sea states and initial locations of barge. Viewing from the comparisons in the tables, the numerical model can predict well the mean offsets of sway motions.Table 1
Mean offsets inTp=1.2 s, Hs=2.0 cm.
Tp=1.2 s, Hs=2.0 cmL1L2L3Measuredm−18.69.813.5Calculatedm−17.99.111.2Table 2
Mean offsets inTp=1.2 s, Hs=4.0 cm.
Tp=1.2 s, Hs=4.0 cmL1L2L3Measuredm−18.59.712.7Calculatedm−17.89.011.2Table 3
Mean offsets inTp=1.2 s, Hs=6.0 cm.
Tp=1.2 s, Hs=6.0 cmL1L2L3Measuredm−18.49.511.8Calculatedm−17.88.911.1


## 4. Concluding Remarks

The hybrid Boussinesq-step method was constructed to predict wave responses of a rectangular barge moored at different positions along the inclined beach. Highly accurate Boussinesq-type equations in terms of velocity potential were used for simulating the propagation of waves. Hydrodynamic coefficients of barge with inclined bottom were calculated by the step method in the frequency domain. The motions of the barge in the irregular waves were computed based on the impulse response function approach, and the wave exciting forces were reformed by the Haskind relations.The hybrid Boussinesq-step method accounts for the most important physical processes involved in the floating body in restricted water while keeping the computational burden modest. The spectral densities of sway, heave, and roll motions of barge with different water depths were studied, and the numerical results coincided with the experimental data. The mean offsets of sway motions also present an overall agreement with the results measured in the experiments. The flexibility of this combination of methods is attractive. Different geometrical bottom, oblique waves, and hydroelasticity of the floating body can be suggested as a topic of further research based on the computational model.



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*Source: 2209394-2022-08-18.xml*