MPE Mathematical Problems in Engineering 1563-5147 1024-123X Hindawi Publishing Corporation 10.1155/2015/903748 903748 Research Article Mathematical Modeling of Partial-Porous Circular Cylinders with Water Waves Park Min-Su 1 http://orcid.org/0000-0002-4384-0996 Koo Weoncheol 2 Han Zhen-Lai 1 Structural Engineering Research Division Korea Institute of Civil Engineering and Building Technology 283 Goyangdae-ro, Ilsanseo-gu, Goyang-si, Gyeonggi-do 411-712 Republic of Korea kict.re.kr 2 Department of Naval Architecture and Ocean Engineering Inha University 100 Inha-ro, Nam-gu, Incheon 402-751 Republic of Korea inha.ac.kr 2015 612015 2015 11 09 2014 06 11 2014 612015 2015 Copyright © 2015 Min-Su Park and Weoncheol Koo. This is an open access article distributed under the Creative Commons Attribution License, which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.

The interaction of water waves with partially porous-surfaced circular cylinders was investigated. A three-dimensional numerical modeling was developed based on the complete mathematical formulation of the eigenfunction expansion method in the potential flow. Darcy’s law was applied to describe the porous boundary. The partial-porous cylinder is composed of a porous-surfaced body near the free surface, and an impermeable-surfaced body with an end-capped rigid bottom below the porous region. The optimal ratio of the porous portion to the impermeable portion can be adopted to design an effective ocean structure with minimal hydrodynamic impact. To scrutinize the hydrodynamic interactions in N partial-porous circular cylinders, the computational fluid domain is divided into three regions: an exterior region, N inner porous body regions, and N regions beneath the body. Wave excitation forces and wave run-up on multibodied partial-porous cylinders are calculated and compared for various porous-portion ratios and wave conditions, all of which significantly influence the hydrodynamic property.

1. Introduction

Since a circular cylinder has the advantage of a hydrodynamic effect without directivity, an array of vertical circular cylinders is commonly used for coastal and offshore structures. Examples include floating airports, bridges, semisubmersibles, and wave power-conversion systems. In order to design a reliable marine structure that will withstand severe environmental conditions, accurate prediction of hydrodynamic interactions with multibodied structures must be considered. Therefore, research in the area of hydrodynamics has primarily been focused on optimizing systems to avoid significant hydrodynamic impacts. The fundamental idea of dampening the hydrodynamic impact directly on the structure has recently been introduced. One concept involves using porous-surfaced bodies, which can reduce the influence of wave-body interaction through pores on the body surface.

The following is a brief summary of previous research on multibodied circular cylinders with impermeable or porous surfaces. Under the assumption of potential flow and linear wave theory, Spring and Monkmeyer  first proposed a semianalytical solution for impermeable cylinders using an eigenfunction expansion approach. This solution was later simplified by Linton and Evans  for the case of N bottom-mounted circular cylinders. Kagemoto and Yue  developed another exact solution within the context of linearized theory, showing that a general three-dimensional wave diffraction problem could be solved in terms of algebraically based diffraction characteristics of a single member. This study showed that when the spacing of a multi-cylindrical-column structure is relatively large compared to the incident wavelength, approximation techniques may be used to appraise the hydrodynamic interactions between the cylindrical members. Another popular approach based on the wide-spacing assumption is the modified plane wave method, developed by McIver and Evans . This approach was later applied to a variety of cases by McIver , Williams and Demirbilek , Williams and Abul-Azm , and Williams and Rangappa . Using the eigenfunction method, many researchers studied the hydrodynamic interactions in an array of truncated vertical cylinders ([5, 911], etc.); however, the applied models of their studies were all impermeable-surfaced structures.

For the analysis of N full-body porous-surfaced cylinders, the eigenfunction expansion method can also be employed to describe hydrodynamic interactions in multibodied structures . The fluid domain can be divided into N+1 regions: a single exterior region and N interior body regions. Wang and Ren  first studied the hydrodynamic interactions in a concentric porous cylinder with an impermeable inner surface. Sankarbabu et al.  extended this study to a group of concentric, porous, two-surfaced cylinders and calculated the free surface elevations, hydrodynamic forces, and overturning moments analytically. This study showed that the outer porous wall was found to be a critical component in reducing the hydrodynamic forces and wave run-up on the inner rigid wall. Zhao et al.  performed theoretical and experimental studies on the interaction of water waves with a truncated porous circular cylinder.

In the present study, with complete mathematical formulations, a three-dimensional potential-flow-based numerical method for an array of surface-piercing, partial-porous cylinders was developed using the eigenfunction expansion method and Darcy’s law. The partial-porous cylinder is composed of a porous-surfaced body located near the free surface and a rigid-surfaced body with a rigid end-capped bottom below the porous region. This new type of structure can be used for a variety of marine applications, which require minimum hydrodynamic impact coupled with maximum buoyancy of the submerged module. Using the numerical method, the dynamic response of the new structure due to wave excitation and seismic forces was calculated by Park et al. [20, 21] and the reliability evaluation was also carried out by Park et al. . To scrutinize the hydrodynamic interactions in N partial-porous cylinders, the fluid domain is divided into three computational regions: a single exterior region, N inner porous body regions, and N regions beneath the body. The diffracted waves in each potential-flow region can be expressed using the eigenfunction expansion method, under the assumption of linear wave theory. In order to realize the effect of porosity on the cylinder surface, Darcy’s law was applied to the porous body boundary condition. In this study, the complete mathematical formulations associated with matching conditions between computational regions were introduced for the diffraction problem of an array of partial-porous cylinders. These are then applied to calculate the wave excitation forces and wave run-up for various conditions. The complete formulations can also be used to evaluate the hydrodynamic properties of any type of circular cylinder, including full-body porous, impermeable, and partial-porous without difficulty.

In order to verify the developed numerical method, the results for an array of truncated full-body porous cylinders are compared with the experimental data of Zhao et al. , and the results for full-body impermeable cylinders are compared with the numerical results of the higher-order boundary element method (HOBEM) of Choi et al. . Wave excitation forces and wave run-up on multiple partial-porous cylinders are calculated for various wave conditions and strengths of porosity as well as for different ratios of porous wall-length. From the parametric study, the effect of partially porous-surfaced walls on the hydrodynamic properties of the system can be appraised for the optimal design of ocean structures which can withstand the influence of severe marine environments.

2. Mathematical Formulation

The boundary value problem for an array of partial-porous circular cylinders can be described using linear potential theory. The fluid in the computational domain is assumed to be an incompressible, inviscid, and irrotational flow. The water particle velocity in the fluid domain can be described using the gradient of the velocity potential Φ. The total velocity potential for a fixed cylinder is composed of the incident wave potential and the resultant scattered potential from the wave-body interaction. An arbitrary array of N partial-porous circular cylinders is situated at a uniform water depth d, with the draft D. The radius of the jth cylinder is defined as aj, and the lengths of the porous and impermeable walls of the respective cylinders are h and b, respectively. The global Cartesian coordinate system (x,y,z) is used, and the origin is located at the sea bed with a positive rightward x-axis and a vertically upward z-axis. The center of each cylinder at (xj,yj) is taken as the origin of a local polar coordinate system (rj,θj), where θj is measured counterclockwise from the positive x-axis. The center of the lth cylinder, adjacent to jth cylinder, has polar coordinates (Rjl,αjl). The computational domain is divided into three fluid regions: an interior region of the permeable cylinder (ra, d-hzd, region 1), a region beneath the cylinder (ra, 0zd-b-h, region 2), and an exterior region of cylinders extended to infinity in the horizontal plane (ra, 0zd, region 3). Both the coordinate system of the jth and lth cylinders and an overview of the computational domain are shown in Figure 1. Basic mathematical parameters and equations of eigenfunction expansion method including boundary conditions in computational domain are also found in Park et al. [20, 21].

Coordinate system for an array of surface-piercing partial-porous cylinders.

The array of surface-piercing partial-porous stationary cylinders is subjected to a train of regular waves of height H and frequency ω, propagating in the positive x-direction with an angle β. The velocity potential of the computational domain can be written as (1)Φx,y,z,t=Re-igH2ωϕx,y,ze-iωt, where Re· denotes the real part of a complex velocity potential Φ and g is the gravitational acceleration.

As a governing equation, the Laplace equation is satisfied for the entire fluid domain of the present boundary value problem: (2)2ϕ=0.

For solving the governing equation, the following boundary conditions for the free surface (3), upper bottom, vertical wall, lower bottom of the rigid body ((4)~(6)), flat rigid sea bottom (7), and the Sommerfeld radiation boundaries (7) can be given, respectively: (3)ϕz-ω2gϕ=0onz=d,(4)ϕz=0onz=d-h,0ra,(5)ϕr=0onr=a,d-h-bzd-h,(6)ϕz=0onz=d-h-b,0ra,(7)ϕz=0onz=0,(8)limrrrϕ3-ϕin-ikϕ3-ϕin=0, where k is the incident wave number related to the wave frequency through the dispersion relation ω2=gktanhkd and d is the water depth. ϕ3 and ϕin denote the total velocity potential in region 3 and the incident wave potential, respectively.

The incident wave potential in the jth local polar coordinate system can be expressed as (9)ϕinj=coshkzcoshkdTjeikrjcos(θj-β), where Tj=eik(xjcosβ+yjsinβ) is a phase factor associated with the cylinder j from the global origin. Equation (9) can be reformulated using the Jacobi-Anger expansion of Bessel functions as follows: (10)ϕinj=coshkzcoshkdTjn-Jnkrjeinπ/2+θj-β, where Jn denotes the Bessel function of the first kind of order n.

The scattered wave potential from the cylinder j can be described in a generalized form: (11)ϕsj=coshkzcoshkdn-CnjHnkrjHnkajeinθj+q=1coskqzcoskqdn-CnqjKnkqrjKnkqajeinθj, where Cnj and Cnqj are unknown complex potential coefficients. Hn and Kn are a Hankel function of the first kind and a modified Bessel function of the second kind of order n. Hn and Kn are the first derivatives of the Hankel and the modified Bessel functions, respectively. The scattered wave potential in (11) is composed of the propagating wave (first term) and the local (evanescent) wave mode (second term). The evanescent wave mode represents a standing wave system near the body and exists only near the body. The wave numbers (kq, positive real roots) associated with such local waves satisfy the dispersion relation ω2=-gkqtan(kqd).

When combining the incident wave potential (equation (10)) with the scattered potential (equation (11)), the total potential in the exterior region (region 3) can be formulated as (12)ϕ3j=ϕinj+j=1Nϕsj=coshkzcoshkdTjn=-Jnkrjeinπ/2+θj-β+j=1Ncoshkzcoshkdn-CnjHnkrjHnkajeinθjhhhhhhh+q=1coskqzcoskqdn-CnqjKnkqrjKnkqajeinθj.

Using Graf’s addition theorem for Bessel functions , the scattered potential in the exterior region with respect to any local cylinder’s coordinate system can be expressed as (13)ϕ3jrj,θj=n=-TjJnkrjeinπ/2-β+CnjHnkrjHnkajl=1ljNm=-CmlJnkrjHnkajHm-nkRljeim-nαljhhhhhhhh+l=1ljNm=-CmlJnkrjHnkajHm-nkRljeim-nαljhhhhhhh×coshkzcoshkdhhhhhhh+q=1l=1ljNm=-CmqlInkqrjKnkqajCnqjKnkqrjKnkqajhhhhhhhhhhhh+l=1ljNm=-CmqlInkqrjKnkqajhhhhhhhhhhhhl=1ljNm=-CmqlInkqrjKnkqaj×Km-nkqRljeim-nαlje-imπhhhhhhhTjJnkrjeinπ/2-β+CnjHnkrjHnkajl=1ljNm=-CmlJnkrjHnkajHm-nkRljeim-nαlj×coskqzcoskqd×einθj, where the equation is valid only if rj<Rlj for all j. In is a modified Bessel function of the first kind of order n. The terms in the right-hand side of (13) represent the incident wave upon the jth cylinder, the scattered waves by the jth cylinder, and the rescattered waves by the adjacent cylinders l, respectively.

The wave potential of the jth cylinder in the interior region (region 1), which satisfies the linearized free surface and body boundary conditions, can be expressed by the following eigenfunction expansions: (14)ϕ1j=n=-AnjJnk0rjJnk0ajcoshk0z-d+hcoshk0hq=1AnqjInk0qrjInk0qajcosk0qz-d+hcosk0qhhhhhhhh+q=1AnqjInk0qrjInk0qajcosk0qz-d+hcosk0qheinθjhhhhhhhhhhhhhhhhhhhhhhhhhhhhond-hzd, where a new wave number k0 is introduced from the dispersion relation ω2=gk0tanhk0h. Anj and Anqj are unknown complex coefficients, and h is the vertical length of the porous-surfaced body. k0q (positive real roots) is related to the evanescent waves, which satisfy the dispersion relation ω2=-gk0qtan(k0qh).

The wave potential beneath the jth cylinder (region 2), which satisfies the rigid cylinder bottom (equation (6)) and flat rigid sea bottom boundary conditions (equation (7)), can also be given in the form of eigenfunction expansions: (15)ϕ2j=n=-Bn,0j2rjajn+q=1Bn,qjInb0rjInb0ajcosb0zeinθjon0zd-h-b, where Bn,0j and Bn,qj are unknown complex coefficients and b0=qπ/(d-b-h). In addition to applying the body boundary conditions associated with the free surface conditions, the present boundary value problem must satisfy the matching conditions at the interface between the regions, which are given by (16)ϕ1jr=ϕ3jronrj=aj,d-hzd,ϕ2j=ϕ3jonrj=aj,0zd-h-b,ϕ2jr=ϕ3jronrj=aj,0zd-h-b.

In order to account for the porous-body boundary condition, the circular cylinder near the free surface has a thin-surfaced wall containing small pores, which allow water particles to pass through, where Darcy’s law (Q=kdA(P3-P1)/L) is assumed to be obeyed. The total discharge, Q (the volumetric flow through the filter), is equal to the product of the proportionality constant (kd), the cross-sectional area (A), and the pressure drop (P3-P1) per unit filter length (L). Hence, the fluid velocity is linearly proportional to the pressure difference between the interior and exterior walls of the cylinder. The hydrodynamic pressure p(x,y,z,t)=Re[Px,ye-iωtcoshk0(z-d+h)/coshk0h] can then be obtained at any point in the fluid domain using the linearized Bernoulli equation, P(x,y)=iρωϕx,y, where ρ is the water density. Therefore, the porous-body boundary condition can be given as (17)ϕ1jr=γμρiωϕ1j-ϕ3jonrj=aj,j=1,2,3,,N, where μ is the dynamic viscosity coefficient and γ is a material constant with a unit of length. Subsequently, the porous boundary condition on the cylinder is also described with a dimensionless parameter, G: (18)ϕ1jr=ik0Gϕ1j-ϕ3j, where G=ρωγ/μk0.

Substituting (13) and (14) and using the orthogonality of depth from z=d-h to d, (18) can be rewritten as follows.

In the case of k (propagating wave number), (19)n=-Anj1+iJnk0ajJnk0ajG×d-hdcoshk0z-d+hcoshk0h2dz=n=-TjJnkajeinπ/2-β+CnjHnkajHnkajl=1ljNm=-m=CmlJnkajHmkalHm-nkRljeim-nαljhhhhhhhhh+l=1ljNm=-m=CmlJnkajHmkalHm-nkRljeim-nαlj×d-hdcoshkzcoshkdcoshk0z-d+hcoshk0hdz.

In the case of kq (evanescent wave number), (20)n=-Anj1+iInk0qajInk0qajG×d-hdcosk0qz-d+hcosk0qh2dz=n=-l=1ljNm=-CmqlInkqajKmkqalq=1l=1ljNm=-CmqlInkqajKmkqalCnqjKnkqajKnkqajhhhhhhhhhhhhh+l=1ljNm=-CmqlInkqajKmkqalhhhhhhhhhhhhhl=1ljNm=-CmlJnkajHnkal×Km-nkqRljeim-nαlje-imπl=1ljNm=-CmlJnkajHnkal×d-hdcoskqzcoskqdcosk0qz-d+hcosk0qhdz.

For the second matching condition between regions 2 and 3 in (16), the equation can be reformulated with the orthogonality of depth from z=0 to d-h-b as follows.

In the case of k (propagating wave number), (21)n=-Bn,0j20d-h-bcosb0zdz+q=1Bn,qj0d-h-bcosb0z2dz=n=-l=1ljNm=-CmlJnkajHnkalTjJnkajeinπ/2-β+CnjHnkajHnkajhhhhhhhhh+l=1ljNm=-CmlJnkajHnkalhhhhhhhhhl=1ljNm=-CmlJnkajHnkal×Hm-nkRljeim-nαlj×0d-h-bcoshkzcoshkdcosb0zdz.

In the case of kq (evanescent wave number), (22)n=-Bn,0j20d-h-bcosb0zdz+q=1Bn,qj0d-h-bcosb0z2dz=n=-l=1ljNm=-CmlJnkajHnkalq=1CnqjKnkqajKnkqajl=1ljNm=-CmlJnkajHnkalhhhhhhhhhhhh+l=1ljNm=-CmqlInkqajKnkqalhhhhhhhhhhhh×Km-nkqRljeim-nαlje-imπl=1ljNm=-CmlJnkajHnkalhhhhhhhhhl=1ljNm=-CmlJnkajHnkal×0d-h-bcoskqzcoskqdcosb0zdz.

Applying the orthogonal property to the first and third matching conditions in (16), with respect to z over the region of validity, the following equation can be obtained.

In the case of k (propagating wave number), (23)0dϕ3jrcoshkzcoskddz=0d-h-bϕ2jrcoshkzcoskddz+d-h-bd-hϕ3jrcoshkzcoskddz+d-hdϕ1jrcoshkzcoskddz.

By applying (19) and (21) to (23), the key equation for the present boundary value problem can then be rearranged in the form of an infinite system.

In the case of k (propagating wave number), (24)Tjeinπ/2-βJnkajk+Cnjkl=1ljNm=-CmlJnkajHnkalhh+l=1ljNm=-CmlJnkajHnkalhhl=1ljNm=-CmlJnkajHnkal×kHm-nkRljeim-nαlj×0dcoshkzcoshkd2dz=n2aj2d-h-b×l=1ljNm=-CmlJnkajHnkalTjJnkajeinπ/2-β+CnjHnkajHnkajl=1ljNm=-CmlJnkajHnkalhhhhhh+l=1ljNm=-CmlJnkajHmkalhhhhhhl=1ljNm=-CmlJnkajHnkal×Hm-nkRljeim-nαljl=1ljNm=-CmlJnkajHnkal×0d-h-bcoshkzcoshkddz0d-h-bcoshkzcoshkddz+q=1Inb0ajb0Inb0ajhhhhh×l=1ljNm=-CmlJnkajHnkalTjJnkajeinπ/2-β+CnjHnkajHnkajl=1ljNm=-CmlJnkajHnkalhhhhhhhhhh+l=1ljNm=-CmlJnkajHmkalhhhhhhhhhl=1ljNm=-CmlJnkajHnkal×Hm-nkRljeim-nαljl=1ljNm=-CmlJnkajHnkal×0d-h-bcoshkzcoshkdcosb0zdz×0d-h-bcoshkzcoshkdcosb0zdz×10d-b-hcosb0z2dz+Jnk0ajJnk0ajk0×l=1ljNm=-CmlJnkajHnkalTjJnkajeinπ/2-β+CnjHnkajHnkajl=1ljNm=-CmlJnkajHnkalhhhhhh+l=1ljNm=-CmlJnkajHmkalhhhhhhhl=1ljNm=-CmlJnkajHnkal×Hm-nkRljeim-nαlj×d-hdcoshkzcoshkdcoshk0z-d+hcoshk0hdz×d-hdcoshkzcoshkdcoshk0z-d+hcoshk0hdz×1×1+iJnk0ajJnk0ajG×d-hdcoshk0z-d+hcoshk0h2dz-1hhhhhhhhhhh×d-hdcoshk0z-d+hcoshk0h2dz-1.

In order to calculate the potential coefficients Cnj from the infinite system, (24) is truncated to (2M+1)N equations with (2M+1)N unknown values for j=1,2,,N and n=-M,,M. That is, (25)CnjkΓ6-najd-h-bHnkajHnkajΓ1hhhh-HnkajHnkajΓ2Γ3hhhh-Jnk0ajJnk0ajk0HnkajHnkajΓ4Θ1Γ5+l=1ljNm=-MMCmlHm-nkRljHmkaleim-nαljhhhhhh×Jnk0ajJnk0ajJnkajkΓ6hhhhhhhhh-najd-h-bJnkajΓ1hhhhhhhhh-JnkajΓ2Γ3hhhhhhhhh-Jnk0ajJnk0ajk0JnkajΓ4Θ1Γ5=-Tjeinπ/2-β×JnkajkΓ6-najd-h-bJnkajΓ1hhhhhhhh-JnkajΓ2Γ3-Jnk0ajJnk0ajk0JnkajΓ4Θ1Γ5, where (26)Γ1=0d-h-bcoshkzcoshkddz0d-h-bcoshkzcoshkddz,Γ2=0d-h-bcoshkzcoshkdcosb0zdzΓ2=×0d-h-bcoshkzcoshkdcosb0zdz×q=1Inb0ajb0Inb0aj,Γ3=0d-b-hcosb0x2dz,Γ4=d-hdcoshk0z-d+hcoshk0hcoshkzcoshkddzΓ2=×d-hdcoshk0z-d+hcoshk0hcoshkzcoshkddz,Γ5=d-hdcoshk0z-d+hcoshk0h2dz,Γ6=0dcoshkzcoshkd2dz,Θ1=1+iJnk0ajJnk0ajG.

Using a standard matrix technique, the (2M+1)N equations for Cnj can be solved in (25), at which the unknown coefficients Anj, Bn,0j, and Bn,qj can be obtained from (19) and (21), after the calculated Cnj. The procedure for deriving evanescent wave numbers (kq) is the same as that for deriving propagating wave numbers (k). The velocity potential in each fluid region (ϕ1j,ϕ2j,ϕ3j) can thus be determined.

After solving the velocity potentials, the wave excitation forces on each cylinder can be obtained from integrating the pressure on the wetted surface. Surge (Fx) and sway (Fy) forces on both porous and rigid areas of each cylinder can be calculated as follows: (27)Fxj=-iρωd-hd02π-igH2ωϕ3j-ϕ1jajcosθdθdz,Fyj=-iρωd-hd02π-igH2ωϕ3j-ϕ1jajsinθdθdz,ond-hzd,(28)Fxj=-iρωd-h-bd-h02π-igH2ωϕ3jajcosθdθdz,Fyj=-iρωd-h-bd-h02π-igH2ωϕ3jajsinθdθdz,ond-h-bzd-h, where (27) is for the porous area and (28) is for the impermeable portion of the cylinder, respectively. Heave force (Fz) can also be calculated in the same manner, by integrating the pressure on the cylinder bottom: (29)Fzj=-iρω0a02π-igH2ωϕ2j-ϕ1jrjdθdronz=d-h-b. Pitch and roll moments are given by the relationship between the vertical force on the cylinder bottom and the horizontal forces on the cylinder wall: (30)Mpitchj=-ρgH20a02πϕ2j-ϕ1jrjXj-rjcosθdθdr-ρgH2d-hd02πϕ3j-ϕ1jajcosθdθd-zdz-ρgH2d-h-bd-h02πϕ3jajcosθdθd-zdz,Mrollj=-ρgH20a02πϕ2j-ϕ1jrjYj-rjsinθdθdr-ρgH2d-hd02πϕ3j-ϕ1jajsinθdθd-zdz-ρgH2d-h-bd-h02πϕ3jajsinθdθd-zdz, where Xj and Yj denote the global horizontal axes. Finally, the yaw moment on the jth cylinder with respect to Xj and Yj can be obtained as follows: (31)Myawj=-YjFxj+XjFyj.

3. Results and Discussion

In order to verify the wave forces on a single porous cylinder, the calculated results are compared with given experimental results of Zhao et al.  for the various incident wave frequencies shown in Figure 2. The computed body consists of a full-body porous cylinder with a very thin impermeable bottom plate, a radius (a) of 0.15 m, and porous-wall (h) of 0.3 m (D=0.3 m). The water depth (d) in the computational domain is 5 m and the incident wave angle (β) is 0°. The calculated surge and heave forces are normalized by ρg(H/2)a2 and the pitch moment is normalized by ρg(H/2)a3. Note that all subsequent calculation results in this study are normalized by the aforementioned forms. For comparison in Figure 2, based on the relationship between the porosity parameter (G) and the opening ratio (τ) in Zhao et al. , G=17.8/ε+143.2τ2/2π1+1.06τ, and the parameter (G) of 1.432 is used for the present comparison, where the opening ratio (τ) is 0.14 (equivalent to G=1.432) and the wave steepness (ε) is 0.04633 for the experimental data. Both the numerical and experimental results appear to agree. The wave loads on an impermeable body (G=0) in the respective directions are generally greater than those on a porous-surfaced body, since the incident wave energy is absorbed by the pores on the cylinder wall. The surge and pitch wave loads on the porous cylinder are close to zero when ka is approximately 1.84, at which the first nontrivial zero of the derivative of the Bessel function Jnka exists. It is also observed that the peak frequencies of the surge and pitch modes for the porous body are lower than those for the impermeable body, suggesting that the structural properties of the system have been changed due to porosity on the cylinder wall. The decrease of vertical force on the porous body (second graph in Figure 2) is remarkable when compared to that of the rigid cylinder, going to zero when ka is less than 0.5 and slightly increasing when ka is greater than 0.5. From this comparison, it is apparent that the vertical force in the long wave region is significantly influenced by the porosity of the side wall. This data suggests that vertical wave loads from long waves could be effectively controlled by installing porous materials on the cylinder walls. This comparison was also found in Park et al. , in which the numerical analysis of the multi-porous cylinders with wave excitation and seismic forces was performed.

Comparison of numerical results with experimental results for a=0.15 m, d=5 m, h=0.3 m, b=0.0 m, D=0.3 m, and β=0°: (a) surge force, (b) heave force, and (c) pitch moment (see Park et al.  for surge and heave force comparison).

Figure 3 shows the comparison of wave forces on four cylinders for various porous wall-lengths (h). The calculation conditions are a=8.44 m, d=200 m, D=35 m, G=1.0, and β=22.5°. The cylinders are numbered clockwise from one to four and situated at (−43.125, 43.125) m, (43.125, 43.125) m, (43.125, −43.125) m, and (−43.125, −43.125) m, respectively. The distance between the cylinder centers (R) is 86.25 m, which is approximately five times the cylinder diameter (R/(2a)5). In comparison, the ratio of h/D=0.0 and b/D=1.0 represents the full-body impermeable cylinder, while the ratio of h/D=1.0 and b/D=0.0 represents the full-body porous cylinder. The calculated wave forces of the full-rigid body agree well with the results from HOBEM . Since the strength of the wave-body interaction is closely related to the ratio of the wavelength to the distance between bodies, the modulation of force-magnitude is observed over a given range of wave frequencies. When the porous-length ratio (h/D) is only 12.5% of the entire draft (h/D=0.125), the forces at the second and fourth peaks (at ka=0.5 and ka=1.3) decrease by approximately 23% and 53%, respectively, as compared to the rigid body. The reduction rate of the surge force then gradually decreases when the porous-length ratio (h/D) is greater than 0.125. For instance, the final surge force of the full-body porous cylinder (h/D=1.0) at the second peak (ka=0.5) is approximately 40% of the force for the full-rigid cylinder (b/D=1.0). This indicates that the influence of porosity rapidly decreases as the effective water depth increases. Conversely, the heave force pattern of partial-porous bodies is observed to be distinct from that of fully rigid bodies. In the long wave region, the vertical forces on the partial-porous body greatly decrease and converge to zero as the wave stiffness (ka) goes to zero. As the ratio of porous-length (h/D) decreases, the magnitude of vertical force increases. This begins to more closely resemble that of the rigid body, where the value of vertical force was confirmed after the convergence test. The heave forces of the porous body are also modulated over a given frequency range, while those of the rigid body decrease monotonically. Owing to the influence of the surge and heave forces, the pattern of pitch moments for the partial-porous body is similar to that of the other forces. Consequently, a circular cylinder with a small porous-length wall near the free surface could effectively reduce wave loads and resultant hydrodynamic interaction.

Comparison of total wave forces on four cylinders with a=8.44 m, d=200 m, R=86.25 m, D=35 m, G=1.0, and β=22.5° for various porosity depths (h): (a) surge force, (b) heave force, and (c) pitch moment.

In order to examine the effect of porosity strength, the respective wave forces on four full-porous and partial-porous cylinders for various porosity parameters (G) are presented in Figure 4. The case of h/D=0.25 and b/D=0.75 was selected for the partial-porous body (i.e., the porous wall-length is 25% of the entire draft). It is obvious that the surge forces on the full-body porous cylinders are generally smaller than those on the partial-porous cylinders. Moreover, no great deviation between the partial- and full-porous cases can be seen near the long wave region (the first mode frequency, ka0.3). In the second and third peak area, the magnitude of forces decreases with each increment of porosity strength.

Wave forces on four cylinders with β=0.0° for various porosity parameters (G): (a) surge force, (b) heave force, and (c) pitch moment. Body geometry is the same as Figure 3.

Heave forces on partial-porous bodies are much greater than those on full-body porous cylinders, regardless of porosity strength. For the vertical wave loads observed in Figures 3 and 4, the influence of porous wall-length is more critical than that of porosity strength (G). As porosity strength increases, heave force gradually increases, which is contrary to expectations from the surge force results. This observation may be explained by the fact that the effect of the wave potential at the upper rigid top of the cylinder in region 1 (z=d-h) becomes significant, so it can support the vertical force as the porosity increases. In other words, the interaction between the wave and the porous body may intensify the hydrodynamic force on the top of the rigid cylinder (region 1) with a large porosity. Due to the influence of translational and rotational loads, the pattern of pitch moments can also be a combination of both surge and heave forces.

Figure 5 shows the comparison of wave forces on four partial-porous cylinders (h/D=0.5, b/D=0.5) with various incident wave angles (β). This figure shows that the magnitude of hydrodynamic force as a function of wave frequency is greatly influenced by the angle of incident waves. In addition, the translational wave loads (surge and sway forces) are strongly dependent on incident wave angles owing to individual body location. It is obvious that the maximum surge force occurs at the wave angle of 0°, normal to the cylinder array, at which the minimum sway force is simultaneously observed due to the symmetry of body positions. The variation of heave forces shows a pattern similar to that of the surge forces as ka increases, showing that the hydrodynamic interaction with waves of the same direction may also be dominant for vertical wave loads.

Wave forces on four partial-porous cylinders with h/D=0.5, b/D=0.5, and G=1.0 for different incident wave angles (β): (a) surge force, (b) sway force, and (c) heave force; other conditions are the same as Figure 3.

In order to evaluate the wave forces on each cylinder at different locations with an incident wave angle of 45°, the horizontal and vertical forces on full-rigid and partial-porous cylinders are compared in Figure 6. The horizontal force (Fx2+Fy2) is composed of the surge (Fx) and sway force (Fy). In the case of ka>0.2, the horizontal wave forces on full-rigid cylinders are greater than those on partial-porous bodies at all locations, while the vertical forces on full-rigid bodies are smaller than those on partial-porous cylinders as shown in Figure 3(b). For cylinder 4, located in front of the wave ray, the horizontal forces of the full-rigid body show modulated peaks at certain wave frequencies (ka0.4,0.63,and1.05), and the maximum force is observed at ka=0.63, where the corresponding wavelength is similar to the body distance (R). It is noted that the strength of the wave-body interaction varies in relation to the wavelength and the body distance (R). The force on a partial-porous body (h/D=0.5, b/D=0.5), however, has little variation and shows a monotonic change, meaning that the hydrodynamic interaction with the partial-porous body is much less than that with the full-rigid body. From this comparison, it is inferred that the waves scattered by the cylinders are rapidly dampened as they pass through the porous surface of the cylinder. Therefore, the partial-porous body can be effectively used for multibodied structures requiring minimal wave interference between bodies.

Comparison of wave force on each cylinder with β=45.0°: (a) horizontal force (Fx2+Fy2) and (b) vertical (heave) force (Fz); other conditions are the same as Figure 3.

Figure 7 shows a comparison of wave run-up on each cylinder for the full-rigid and partial-porous bodies. The wave run-up has been normalized by the incident wave height (H), and the x-axis denotes the angle (θ) measured counterclockwise from the positive x-axis. Since the magnitude of hydrodynamic interaction decreases in the porous bodies, as was discussed in Figure 6, the maximum run-up on partial-porous bodies is generally lower than that on the full-rigid bodies. For cylinders 1 and 2 (Figures 7(a) and 7(b)), the maximum run-up values for both surfaced-body conditions occur at a similar location, around the incident wave angle of 223.7°. On the other hand, the maximum run-up for the rigid-surfaced cylinder 4 occurs at the rear of the body (θ=48.6°), against wave propagation direction, and the second peak is observed at the front of the body (223.7°). This phenomenon implies that the strong hydrodynamic interaction between four cylinders can magnify the wave run-up at the rear of the foremost cylinder. However, for partial-porous cylinders, the pattern of wave run-up for respective bodies is not sensitive to body location because of the reduction of wave-body interactions.

Comparison of wave run-up on each cylinder for various porosity depths with β=45.0°, G=1.0, and ka=0.6: (a) cylinder 1, (b) cylinder 2, and (c) cylinder 4; the value is normalized by incident wave height (H). Other conditions are the same as Figure 3.

In order to evaluate the effect of the porous wall-depth (h) on the wave run-up, the results for various rigid wall-length ratios (b/D) are compared in Figure 8. The measurement points A and B are selected at θ=223.7° and θ=48.6°, respectively, from the observed peak values shown in Figure 7. The x-axis value (b/D) from 0.0 to 1.0 denotes a full-depth porous cylinder to a full-depth impermeable cylinder. It is observed that the height of wave run-up for a given wave condition does not significantly increase until the ratio of rigid wall-length (b/D) is 0.75. For instance, the run-up height increases less than 15% from the case of the full-porous body (b/D=0.0) until the porous wall-length becomes 25% of the total submerged cylinder wall (h/D=0.25 or b/D=0.75). In other words, the role of porosity in reducing run-up height may be retained when the porous wall is installed at only a quarter of the total body draft. The increase in rate of run-up height for cylinder 4 at point B (the rear side of the cylinder) is found to be greatest as the rigid-wall ratio (b/D) increases, at which the wave-body interaction becomes significant on the foremost cylinder, which was shown in Figure 7(c).

Comparison of maximum wave run-up at two locations with β=45.0°, G=1.0, and ka=0.6 for various rigid-wall depths (b/D): (a) cylinder 1, (b) cylinder 2, and (c) cylinder 4; other conditions are the same as Figure 3.

In Figure 9, the maximum run-up heights for respective cylinders are compared with various wave frequencies. Cylinder 4 is situated in front of cylinder 2 at an incident wave angle of 45°. The run-up height for the full-rigid body (h/D=0.0, b/D=1.0) is generally greater than that for the partial-porous body when ka>0.2. Depending on the relative distance between body gap and wavelength, the run-up heights on the full-rigid cylinders show modulated values. Because of their relatively small wave-body interaction, a lesser fluctuation or even a monotonous change of run-up (less than 0.7) is observed in the partial-porous cylinders. The maximum wave run-up occurs at ka1.1 for all cylinders, where the corresponding wavelength is similar to the gap distance between cylinders 1 and 4 in the direction of wave propagation.

Comparison of maximum wave run-up on four cylinders with β=45.0° and G=1.0: (a) cylinder 1, (b) cylinder 2, and (c) cylinder 4; other conditions are the same as Figure 3.

Figure 10 presents a snapshot of the free-surface elevation around the cylinders (h/D=0.5, b/D=0.5) for ka=0.8 and β=45°. Higher wave elevations are observed at the center of the four cylinders as well as at the front and rear of the cylinders against the wave direction. This snapshot highlights the locations of strong hydrodynamic interaction with the multibodied structures.

Snapshot of free surface elevations for four partial-porous cylinders with h/D=0.5, b/D=0.5, ka=0.8, and β=45.0°; other conditions are the same as Figure 3.

Figure 11 shows the total forces on four partial-porous cylinders for various gap distances (R) between cylinders. The magnitude of the calculated force is modulated, and several peaks are observed according to wave frequencies. The location of the modulated peaks also varies depending on the gap distance. In the case of R/2a=4, which is the total structure width (R=10a), the peaks of surge and heave forces are observed at the wavelength of R(ka0.65) and 4R(ka0.17). The minimums are at 0.5R(ka1.17) and 1.5R(ka0.4), respectively. This phenomenon is also seen in other cases such as R/2a=2 and R/2a=3. In particular, for the case of R/2a=1, where the gap distance is zero and all cylinders are stuck together, no force modulation can be found, but the highest force magnitude is observed.

Comparison of wave forces on four partial-porous cylinders for various cylinder gap distances (R), β=0.0°: (a) surge force, (b) heave force, and (c) pitch moment; other conditions are the same as Figure 3.

The average wave forces for four-cylinder and nine-cylinder structures are compared in Figure 12. The average force is calculated from the total force of all cylinders divided by the number of bodies (N). The average force on four cylinders is found to be similar to that on nine cylinders for the respective directions. The maximum surge forces on both four and nine cylinders are found at ka0.6, which are similar to the cases seen in Figure 4(a), and the maximum heave forces on both rigid cases are found in lower frequencies, as in Figure 6(b). As seen in Figure 11, the force magnitudes tend to vary with respect to wave frequency (relative wavelength to body gap distance); thus, the force can be modulated and have more peaks as the number of bodies increases.

Comparison of average wave forces for four-cylinder and nine-cylinder cases with β=0°: (a) surge force, (b) heave force, and (c) pitch moment; other conditions are same as Figure 3.

4. Conclusions

Under the assumption of potential flow and linear wave theory, a 3D numerical method for an array of surface-piercing partial-porous stationary cylinders was developed using the eigenfunction expansion method and Darcy’s law, with a complete form of the mathematical formulations. This model was used to scrutinize the hydrodynamic properties of N circular partial-porous cylinders, combined with three computational fluid domains. This method can be used to evaluate the hydrodynamic properties of any type of circular cylinder, including full-rigid, full-porous, and partial-porous bodies. This method was verified and found to agree with experimental data for a single porous cylinder and with the results of high-order boundary element method for a full-rigid cylinder. The horizontal force on a partial-porous cylinder was generally found to be small in comparison to that on a rigid body. In the long wave region, a great reduction of the vertical force on the partial-porous body was observed compared to that on the rigid body. This phenomenon was confirmed by a convergence test. These data indicate that installing porous materials on the cylinder wall near the free surface could be an effective means of controlling the horizontal and vertical wave loads. The scattered waves generated by the four partial-porous cylinders were rapidly diminished as the waves passed through the porous surface of the body. This effect could be applied to situations where minimal wave interference between bodies is required.

The greatest wave run-up for the four rigid bodies was observed at the rear of the foremost cylinder against wave propagation direction, implying that the hydrodynamic interaction between four cylinders can magnify the wave run-up. The run-up for the partial-porous cylinder was less influenced by the cylinder location, however, because of the reduction in wave-body interaction. The role of porosity in diminishing the run-up height may be retained when the porous-surfaced wall is installed to only a quarter of the total body draft. Finally, this method for an array of partial-porous cylinders can be used to optimize the design of structures in order to reduce the wave loads to which they are subjected.

Conflict of Interests

The authors declare that there is no conflict of interests regarding the publication of this paper.

Acknowledgments

This study was supported by Korea Institute of Marine Science and Technology Promotion through the research project “Safety evaluation of concrete substructure systems for offshore wind power (20120093).” This work was also financially supported by the Ministry of Trade, Industry and Energy (MOTIE), Korea Institute for Advancement of Technology (KIAT), and DongNam Institute for Regional Program Evaluation (IRPE) through the Leading Industry Development for Economic Region.

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