Interaction between surface gravity wave and submerged horizontal ...

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Available online at https://link.springer.com http://www.jhydrod.com/ 2018,30(3):481-498 https://doi.org/10.1007/s42241-018-0053-2

Interaction between surface gravity wave and submerged horizontal flexible structures * Sarat Chandra Mohapatra 1, Trilochan Sahoo 2, C. Guedes Soares 1 1. Centre for Marine Technology and Ocean Engineering (CENTEC), Instituto Superior Técnico, Universidade de Lisboa, Lisboa, Portugal 2. Department of Ocean Engineering and Naval Architecture, Indian Institute of Technology, Kharagpur, India (Received March 2, 2017, Accepted July 2, 2017) ©China Ship Scientific Research Center 2018 Abstract: Interactions between surface gravity wave and submerged horizontal flexible structures are studied under the assumption of small amplitude water wave theory and structural response. The generalized dispersion relation associated with surface gravity wave interaction with submerged horizontal flexible plate is analyzed to understand the characteristics of the two propagating modes due to the presence of the free surface and submerged horizontal plate. The phase and group velocities are studied in order to analyze the effect of submerged flexible plate on gravity wave motion. The expansion formulae based on Green’s function technique and eigenfunction expansion method using Fourier transform with appropriate orthogonal mode-coupling relation associated with surface gravity wavemaker problems are derived and compared in both the cases of water of finite and infinite depths. The usefulness of the expansion formulae is demonstrated by deriving the solution for surface gravity wave interaction with submerged articulated flexible plate in water of finite depth. Several numerical results on reflection and transmission coefficients related to submerged flexible plate are presented in order to understand the effect of submerged flexible structure on surface wave motion in different cases. Key words: Submerged flexible structures, Greenʼs function, expansion formulae, articulated submerged plate, reflection and transmission coefficients

Introduction With the increasing demand of multi-purpose use of coastal and offshore zones, there has been significant interest to use floating flexible breakwaters, which are light weight, cost effective and environmental friendly substitute for the conventional breakwaters[1-3]. These types of flexible floating structures are easy to carry, reusable, and rapidly deployable. For infinite water depths, these breakwaters are more economical and can be fabricated on land and easier to transport and handle. Often these structures are made of synthetic fiber, rubber or polymeric materials. The multi-mode motions of these types of flexible structures can be explored to widen the effective frequency range for wave attenuation, especially in irregular waves. Oil booms and silt curtains are practical * Biography: Sarat Chandra Mohapatra (1979-), Male, Ph.D., Post-Doctoral Researcher, E-mail: [email protected] Corresponding author: C. Guedes Soares, E-mail: [email protected]

examples of membrane structures which are used for specific purposes in sea[4]. There have been many theoretical and experimental studies with regards to the performance of vertical flexible wave barriers[5]. The major problems associated with the use of vertical flexible breakwaters are the wave loading and possible blockage of current by the structure. On the other hand, horizontal flexible barriers can reduce the wave amplitude effectively by suppressing the vertical motion of water oscillation. Although, floating flexible barriers are more suitable for deep water uses where wave energy concentration is more on the free surface, the submerged horizontal flexible structures as breakwaters do not hamper seascape and also allow the passage of ships and currents. This kind of structures can be moored despite unfavorable seabed soil conditions. These structures allow for free movement of fish and free passage of seawater and sediment transport beneath, thus friendly to the environment. Since the horizontal structures do not directly block incoming waves, the diffracted and radiated waves including various elastic modes have to be properly tuned for its use as an

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effective wave barrier. Over the years, various aspects of submerged flexible plate have been studied based on different mathematical methods by many researchers. Siew and Hurley[6] analyzed the wave scattering by a submerged horizontal plate in shallow water using matched asymptotic expansion method. Yu[7] examined the reflectivity and transmissivity of the submerged horizontal plate based on analytical and semi-empirical methods. Hassan et al.[8] studied the interaction of surface gravity waves with submerged flexible plate of finite and semi-infinite length in finite water depth and suitably modified the orthogonal mode-coupling relation of Lawrie and Abrahams[9]. Further, Wu et al.[10] studied the wave reflection by a vertical wall with a submerged horizontal porous plate using eigenfunction method. Liu et al.[11] studied analytically the interaction between wave and a perforated wall breakwater with a submerged horizontal porous plate based on linear potential theory using eigenfunction expansion method. Evans and Peter[12] analyzed the interaction between gravity wave and a submerged semi-infinite porous plate by the Wiener-Hopf technique and finite porous plate by using the residue calculus technique in finite water depth based on linearized water wave theory. Liu and Li[13] provided an alternate analytical solution for water-wave motion over a offshore submerged horizontal porous breakwater based on linearized potential theory using matched-eigenfunction expansion method. Further, Liu et al.[14] studied the wave scattering by a submerged horizontal porous plate with finite thickness. Recently, Behera and Sahoo[15] studied the wave scattering by surface gravity wave in the presence of submerged horizontal flexible porous plate based on matched eigenfunction method. On the other hand, there is an increasing interest on the study of interaction between wave and floating elastic/flexible structures. In this class of problem, the mathematical significance of wave-structure interaction problems is the existence of higher order boundary condition on the structural boundary to deal with a class of boundary value problems associated with Laplace/Helmholtz equation. Because of the presence of higher order boundary conditions, the associated boundary value problems are not SturmLiouville in nature[16-22]. Kohout et al.[23] studied the linear water wave propagation through multiple floating elastic plate of variable properties based on direct method. The modeling challenges associated with problems of hydroelasticity are reviewed by Korobkin et al.[24]. Different mathematical techniques have been used to deal with the problems of interaction between surface gravity wave and elastic bottom in two and three-dimension[25-26]. Recently, Mohapatra and Sahoo[27] developed the

expansion formulae and orthogonal mode-coupling relations for the velocity potentials to deal with the problems of interaction between wave and a floating and submerged elastic plate system based on eigenfunction expansion method to study the effect of submerged horizontal flexible structures on the floating flexible structure in order to reduce the hydroelastic response of floating structure. Further, Mohapatra and Sahoo[28] derived the expansion formulae for interaction between oblique wave and floating and submerged flexible structures based on Green’s function technique in finite and infinite water depths. The above investigations were made keeping in mind the submerged flexible structures used as anti-motion device for floating flexible structures. In the present study, a similar methodology to the one used by Mohapatra and Sahoo[27-28] is applied to analyze the effect of surface gravity wave motion on submerged flexible structures under the assumption of small amplitude wave theory and structural response in two-dimensions. Therefore, in the context of the present study, the wave motion characteristics in surface and submerged flexural modes are studied in finite water depth by analyzing the generalized dispersion relation which was not studied in Hassan et al.[8] and also different from those in Mohapatra and Sahoo[27] on the floating elastic plate by the present. The comparison of the expansion formulae for the velocity potentials associated with gravity wavemaker problems in the presence of submerged flexible structures obtained by the Green’s function technique and eigenfunction expansion method in finite and infinite water depths is new. The results show that the analytical solutions obtained here by these two methods are same. The application of the derived expansion formulae are demonstrated by analyzing the solutions for interaction between surface gravity wave and submerged articulated flexible plate in water of finite depth. They are different from those in Hassan et al.[8], Williams and Meylan[29], and even if Mohapatra and Sahoo[27-28] on the floating flexible structure by the present. Further, the wave energy flux relation is discussed in the context of the problem in terms of reflection and transmission coefficients which reveal the important information for wave energy. Several numerical results on reflection and transmission coefficients related to submerged articulated flexible plate are presented in order to understand the effect of submerged flexible structures on surface gravity wave motion.

1. Mathematical formulation The problem is considered in two-dimensional Cartesian co-ordinate system with the x - axis being

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in the horizontal direction and the y - axis in the vertically downward positive direction (as in Fig. 1). An infinitely extended submerged flexible plate kept horizontally at y = h in the fluid domain. The fluid occupies the region 0 < y < h ,  < x <  and h < y < H ,  < x <  in case of finite water depth, with the submerged plate occupying the region y = h ,  < x <  . On the other hand, the fluid occupies the region 0 < y < h ,  < x <  and h < y <  ,  < x <  in case of infinite water depth. It is assumed that the fluid is inviscid, incompressible and the motion irrotational and simple harmonic in time with angular frequency  . Thus, the fluid motion is described by the velocity potential  ( x, y, t ) =

Re  ( x, y)e

 , where Re being the real part with  ( x, y) is the spatial velocity potential. Further, the free surface elevation  ( x, t ) and submerged elastic plate deflection  ( x, t ) are of the form

 ( x, t ) = Re  ( x)eit  and  ( x, t ) = Re  ( x)eit 

respectively. The velocity potential  ( x, y, t ) satisfies the Laplace equation given by 2 = 0 in the fluid domain

(1)

where 2

2

The linearized kinematic condition at the mean free surface y = 0 is given by

  = . t y

(2)

The linearized dynamic free surface boundary condition at the mean free surface y = 0 is given by  = g . t

(3)

Combining the kinematic and dynamic boundary conditions (2) and (3), the linearized boundary condition at the mean free surface is obtained as

 2  g = 0 on y = 0 . t 2 y The rigid bottom boundary conditions are given by

 = 0 at y = H , in case of finite depth, y

(5a)

and

 ,   0 as y   , in case of infinite depth. (5b) The linearized kinematic condition on the submerged flexible plate surface y = h is given by   = t y

   = 2+ 2. x y 2

Fig. 1 Nomenclature of the problem

 it

= y = h+

 y

,

(6)

y = h

where the superscripts + and  sign denote, respectively, the values on the lower and upper sides of the plate. The submerged plate deflection  under the action of compressive force satisfies[27]

 4 2 2  EI + Q +  d    p 4 x 2 t 2   x   P( x, y, t ) y = h  P( x, y, t ) y = h  ,  

(7)

where EI is the flexural rigidity of the elastic plate with E being the Young’s modulus, I = d 3 / [12(1   )] ,  being the Poissonʼs ratio of the elastic plate, d is the thickness of the elastic plate, Q is the compressive force,  is the density of water,  p is

(4)

the density of the elastic plate, and g is the acceleration due to gravity. Further, in Eq. (7), P( x, y, t ) is the linearized hydrodynamic pressure and is given by

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   P =    gy  .  t  

(8)

Thus, eliminating  from Eqs. (6)-(8), the condition on the submerged plate for  < x <  is obtained as  4 2  2    EI 4 + Q 2 +  p d 2  x t  y  x   2



 t 2 

 y = h+

 2 t 2

y = h

= y = h+

 .  

(9)

Thus, the spatial velocity potential  ( x, y) satisfies Eq. (1) along with the bottom boundary conditions as in Eqs. (5a), 5(b). The linearized free surface boundary condition in Eq. (4) yields

y + K = 0 on y = 0 ,

(10)

where K =  2 / g . The linearized kinematic condition on the submerged flexible plate surface y = h as in Eq.(6) yields  y

= y = h+

 y

(11)

.

vertical eigenfunctions and An being associated with the unknown wave amplitudes at far field. Further, additional boundary conditions are to be prescribed in case of specific physical problems which will be discussed in the subsequent subsections.

2. Dispersion relation, phase, and group velocities In this section, the behavior of a plane progressive wave is studied by analyzing the dispersion relation associated with the physical problem in specific cases. It may be noted that the details of deep water analysis are deferred here to avoid the repetition as the present study is a particular case of Mohapatra and Sahoo[27]. However, in the present section, the wave motion characteristics in surface and submerged flexural mode are studied by analyzing the phase velocity, group velocity, surface elevation, and submerged plate deflections in finite water depth. Similar approach was adopted by Mohapatra and Guedes Soares[26] for deriving the dispersion relation associated with interaction between surface gravity wave and elastic bottom in three- dimensional case. Assuming  ( x, t ) = Re 0 ei( px t )  and  ( x, t ) =

Re  0 ei( px t )  , using Eq. (1) along with the boundary conditions in Eqs. (2)-(5a) and the 1st part of Eq. (6), the velocity potential is obtained as

y = h

The condition on the submerged plate for  < x <  in Eq. (9) yields  4 2 2    EI 4 + Q 2   p d   x  x   y

  2 (

interface respectively. In Eq. (13), Fn ( y) ’s are the

y = h+



y = h

 ( x, y, t ) =

 ( x, y, t ) =

= y = h+

).

(12)

In the context of the present problem, two propagating wave modes will exist, one is due to the presence of free surface and other is because of the flexural gravity wave propagating at the interface. Thus, the far field radiation condition is assumed to be of the form

i (  cosh py + sinh py) , 0  y  h , p (14a)

i cosh p( H  y) , h yH , p sinh p( H  h)

(14b)

where

=

 2 cosh pH  P cosh phJ ,  2 sinh pH  P sinh phJ

P  p( EIp4  Qp2   p d 2 ), J  sinh p( H  h) .

Further, the ratio of the amplitude of the surface elevation to the amplitude of plate deflection is

II

 ( x, y) =  An eip x Fn ( y) as x   , n

(13)

n =I

where the pI and pII are the wave numbers of the surface gravity waves propagating at the free surface and the flexural waves propagating at the

0  2 sinh pH  P sinh phJ . (15) = 0  2 J Substituting for  from Eq. (14) in surface boundary condition in Eq. (4), the dispersion relation is obtained as

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gp

2 =



(16)

,

(17), it is clear that

where  is same as in Eq. (14). The expression designated by  contains an 

2

term, so the dispersion

relation is quadratic in  . Solving for  2 , we obtain the explicit quadratic roots 2

2 =

for p = Q / EI and neglecting the term  p d in Eq.

V  (V 2  4UW )1/ 2 , 2U

(17)

where

U = [1+ (tanh)1 ph(tanh)1 p( H  h)] ,

+2 =

V , 2 = 0 , U

(18)

which ensures that no wave will propagate at the interface and only the wave in surface mode will propagate in the presence of the submerged flexible plate irrespective of water depth. Further, for E = 0 and Q = T f where T f is the tensile force acting on the membrane, the dispersion relation, wave frequency in surface and membrane mode and the ratio of the amplitudes at the free surface and the submerged membrane 0 /  0 can be easily derived from Eqs. (15)-(17).

V = P(tanh)1 ph +

 gp[(tanh)1 ph + (tanh)1 p( H  h)] , W = gp 2 ( EIp 4  Qp 2   p d 2 ) .

Hereafter, all computations are carried out throughout the paper by considering Poissonʼs ratio = 0.3 , acceleration due to gravity g = 9.8m  s-2 and water density  = 1 025 kgm3 unless mentioned otherwise. It may be noted that in case of the floating elastic plate in the presence of compressive force, for computational purpose in the present paper, the value of the compressive force Q is always chosen within buckling limit as discussed in Mohapatra et al.[30]. From Eq. (17), it is obvious that there are two real positive roots, four complex roots, and infinitely many imaginary roots[27]. In Eq. (17), the subscript with + sign refers to gravity waves in surface mode and subscript with-sign refers to gravity waves in submerged flexural mode. The waves in surface mode are referred as surface gravity waves and waves in submerged flexural mode are referred as flexural gravity waves and this terminology is used throughout the paper. This is different from the case of a elastic plate floating on the water surface in which only a flexural gravity wave propagates[31]. Further, from Eq. (15) it may be noted that, if the value of 0 /  0 is real and positive then the surface and flexural gravity waves are said to be in phase and if negative then the surface and flexural gravity waves are said to be 180 out of phase. Hereafter, the term depending on  p d /  is neglected assuming the term is negligible compared to the other terms. This is due to assumption that the inertia effect of the moving water layer is much larger than the inertia of the thin ice sheet[31]. In particular

Fig. 2(a) Variations of phase and group velocities versus h / H

EI = 4.7 1011 N  m2 and Q = 0.2 EI  g for different values of pH in surface mode in finite water depth with

Fig. 2(b) Variations of phase and group velocities versus h / H with EI = 4.7 1011 N  m2 and Q = 0.2 EI  g for different values of pH in submerged flexural mode in finite water depth

In Fig. 2, the variations of (a) phase velocity c+ and group velocity cg  in surface mode and (b) phase velocity c and group velocity cg  in submerged

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flexural mode for different values of

pH with

and Q = 0.2 EI  g versus h / H are plotted in finite water depth. From Fig. 2(a), it is observed that the phase and group velocities increase with an increase in the value of wave number pH . However, both the phase and group velocities decrease with increase in h / H . This is due to the fact that the free surface excitation of the waves in surface mode reduces as the plate becomes away from the free surface. In Fig. 2(b), it is observed that for lower values of wave number pH , the phase and group velocities attend maximum values for h / H = 0.5 . On the other hand, for h / H = 0.1 , both the phase and group velocities vanish which ensures that in shallow water depth and for h / H = 0 , both the phase and group velocities vanish but for h / H = 1.0 , both the phase and group velocities attend maximum. However, both the phase and group velocities increase with an increase in h / H for higher values of wave number pH . The observations of phase and group velocity in surface and submerged flexural mode are similar as in Mondal and Sahoo[32]. A comparison of Figs. 2(a), 2(b) ensures that the phase and group velocities in surface mode are higher than that of submerged flexural mode. Further, in general, the group velocity is faster than the phase velocity. EI = 4.7  1011 N  m2

Fig. 3(a) Variations of surface elevation and submerged plate deflection versus x with Q = 0.2 EI  g and wave period T = 15 s , for different values of flexural rigidity EI with h / H = 0.5

In Fig. 3, comparison between free surface elevation  and submerged plate deflection  for different (a) flexural rigidity EI (b) h / H with t = 0 , T = 15 s and Q = 0.2 EI  g versus water plane length x are plotted in finite water depth. From Fig. 3(a), it is observed that for higher values of flexural rigidity EI , both surface elevation and submerged elastic plate deflection decreases. On the other hand, from Fig. 3(b), it is observed that with an increase in

the value of h / H the free surface elevation increases. In general, from Figs. 3(a), 3(b), it may be noted that the amplitude of free surface elevation is larger compared to that of the submerged plate deflection.

Fig. 3(b) Variations of surface elevation and submerged plate deflection versus x with Q  0.2 EI  g and wave period T = 15 s , for different depth of submergence of flexible plate h / H with EI = 4.7 1011 N  m2 in finite water depth

3. Expansion formulae for surface gravity wave with submerged flexible structure This section consists of three major subsections. Using the fundamental solution, Green’s functions associated with interaction between gravity wave and submerged flexible structure are derived in both the cases of finite and infinite water depths. Using the derived Green’s functions and Green’s second identity, velocity potentials for the wavemaker problems are derived in both the cases of finite and infinite water depths. Alternate form of the Green’s functions are obtained using suitable use of the eigenfunction expansion method and a mixed type of Fourier transform associated orthogonal mode-coupling relations. The form of the orthogonal mode-coupling relations derived and used here to determine the unknown coefficients will be clear from the integral representation of the velocity potential derived based on Green’s identity in an earlier subsection. 3.1 Green’s function for wave interaction with submerged structures In this subsection, the Green's functions associated with the problem of interaction between gravity wave and submerged flexible structure are derived in the two-dimensional Cartesian co-ordinate system. It may be noted that the Green’s function associated with interaction between oblique wave and floating and submerged flexible structures are derived by Mohapatra and Sahoo[27] using zeroth order modified Bessel function of the second kind for reduced wave

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equation. Here, the Green’s functions for the problems of interaction between surface gravity wave and submerged flexible structures are derived using the fundamental solution of the source potentials for two-dimensional Laplace equation. Since the motion is simple harmonic in time with angular frequency  , the Green's function G ( x, y; ,  , t ) is written as

G ( x, y; ,  , t ) = Re[G( x, y; ,  )eit ] where ( ,  ) being the source point and ( x, y) being any point in the fluid domain. Thus, the two-dimensional spatial Green's function G( x, y; ,  ) satisfies the twodimensional Laplace equation as in Eq. (1) except at ( ,  ) along with the free surface condition (10), condition on the submerged plate Eqs. (11), (12), and the bottom boundary conditions (5a), 5(b). Further, near the source point ( ,  ) , the Green's function G( x, y; ,  ) behaves like

G  ln r as r = ( x   )2 + ( y   )2  0 .

(19)

Since the submerged plate is infinitely extended along the horizontal direction, the source point ( ,  ) can be either in the fluid domain above/below the submerged plate boundary. In case of finite water depth, it is assumed that ( ,  ) is in above the submerged elastic plate, the Green’s function G( x, y; ,  ) satisfying Eq. (1) along with the boundary conditions (5a) and (19) is given by

G( x, y; ,  ) = ln c o sp x 



r + [ A( p)cosh py + B( p)sinh py]  r  0

dp for 0 < y < h ,

(20a)



G( x, y; ,  ) =  C ( p)cosh p( H  y)cos p x   dp 0

for h < y < H ,

(20b)

where r  = ( x   )2 + ( x +  )2 with x > 0 ,  <  and 0 <  < h . Using the free surface and submerged plate conditions (10)-(12), and the results [33-34] 

p

2 n  p x 

0

e

sin p dp = (1)

 n

p 0



ln

r e py = 2 sinh p cos p( x   )dp , y >  , (21a) r p 0

ln

r e p = 2 sinh py cos p( x   )dp , y <  , (21b) r p 0



the unknown functions A( p) , B( p) and C ( p) are obtained as A( p) = 2M 2 ( p)cosh p(h   ) ,

B( p) =

2  p [e + KM 2 ( p)cosh p(h   )] , p

C ( p) =

2 K ( p cosh p  K sinh p ) , S ( p) p sinh ph sinh p( H  h)

p( N )  K [tanh p(h   ) + O] g , M 2 ( p) = S ( p)sinh ph

where N  EIp4  Qp2 , O  (tanh)1 p( H  h) , S ( p) = gp2 ( N )   2 p{( N )(tanh)1 ph +

 g[(tanh)1 ph + O]} +  4 [1+ (tanh)1 phO] . It may be noted that

S ( p) = 0

is the dispersion relation associated with the gravity wave interaction with submerged elastic plate in finite water depth which is equivalent to the relation in Eq. (16). When the source point ( ,  ) is in below the submerged elastic plate, the Green’s function G( x, y;  ,  ) satisfying Eq. (1) along with the boundary conditions (5a) and (19) is expanded as 

G( x, y; ,  ) =  [ A( p)cosh py + B( p)sinh py]  0

c o sp x  2 n  p

e

(22)

dp for 0 < y < h ,

cos p x   dp G( x, y; ,  ) = ln

(23a)



r + C ( p, y)cos p x   dp r  0

and for h < y < H ,

(23b)

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where C ( p, y) = C( p)cosh p( H  y) + D( p)sinh p  ( H  y) with x > 0 ,  <  and h <  < H . The unknown functions A( p) , B( p) , C ( p) and D( p) in Eq. (23) are obtained as 2 K cosh p( H   ) A( p) = , S ( p)sinh ph sinh p( H  h)

An =

i cosh pn ( H   ) for h <   H pn En

with

En =

S ( pn )sinh 2 pn ( H  h) , 2 KM ( pn , h)

pn cosh pn   K sinh pn  , pn sinh pn h  K cosh pn h

B( p) =

2 K 2 cosh p( H   ) , S ( p)sinh ph sinh p( H  h)

V1 ( pn ;  ) =

C ( p) =

2  e p cosh ph + e pH sinh p cosh p( H  h) +  p  sinh p( H  h)

and Bn in Eq.(24) can be obtained by putting pn = i n in the expression for An and S ( pn ) is

K M( p, h) c o s hp H (  ) , 2 S ( p) s i n hp H( h )

D( p ) =

2e pH sinh p , M ( p, h) = p  K coth ph . p

It is assumed that the dispersion relation (22) has two distinct positive real roots pn , n = I, II pn , n = I, II , four complex roots pn , n = III,L , VI of the form a  ib and c  id and infinite number of purely imaginary roots pn , n = 1, 2,L [8]. However, the roots behavior of the dispersion relation in Eq. (22) associated with the progressive waves are discussed in brief in Section 3. Applying Cauchy residue theorem and utilizing the identity in Eq. (21), from Eqs. (20) and (23), in case of finite water depth, it can be easily derived that[27]

the derivative of S ( pn ) with respect to pn . It may be noted that in Eq. (24), roots leading to boundedness of the Green's function are only taken in the expansion formulae. The expansion formula for the Green’s function G( x, y; ,  ) is derived based on the assumption that the dispersion relation in Eq. (22) has distinct roots. Next, the Green’s function G( x, y; ,  ) associated with surface gravity wave interaction with submerged elastic plate is derived in case of infinite water depth. Assuming that the source point ( ,  ) lies above the submerged plate, the Green’s function G( x, y; ,  ) satisfying Eq. (1) along with the boundary condition (5b) is given by

G( x, y; ,  ) = ln c o sp x 



r + [ A( p)cosh py + B( p)sinh py]  r  0

dp for 0 < y < h ,

(25a)



IV

G( x, y; ,  ) =  An n ( y)e n =I

ipn x 



+  Bn n ( y)e

 n x 

0

n =1

(24) where

 n ( y) =

G( x, y; ,  ) =  C ( p)e py cos p x   dp for h < y <  , where

 sinh pn ( H  h)( pn cosh pn y  K sinh pn y ) ( pn sinh pn h  K cosh pn h)

for 0 < y < h ,

A( p) = 2M 2 ( p)cosh p(h   ) ,

B( p) =

2  p e + KM 2 ( p)cosh p(h   )  , p

C ( p) =

2 Ke ph ( p cosh p  K sinh p ) , S ( p) p sinh ph

 n ( y) = cosh pn ( H  y) for h < y < H , An =

i sinh pn ( H  h)V1 ( pn ,  ) for 0 <  < h , pn En

(25b)

489

S ( p) = p( p + K )( N )e ph  ( p  K )[( N ) p  2 2 ]e ph



 A( )L( , y)e

 ( x  )

d for x   ,

(28)

0

where M 2 ( p) being the same as defined in the expression B( p) associated with Eq.(27) with H   . In Eq. (25)

where

Fn ( y) = f s ( pn , y) for 0 < y < h , n = I, II ,

S ( p) = 0

(26) Fn ( y) = e pn y for h < y <  , n = I, II ,

yields the dispersion relation for wave motion in the presence of infinitely extended submerged plate in infinite water depth. On the other hand, assuming that the source point ( ,  ) is in below the submerged plate, the Green’s function G( x, y; ,  ) satisfying Eq. (1), along with the boundary condition (5b) is expanded as

L( , y) = L1 ( , y) for 0 < y < h , L( , y) = L2 ( , y) for h < y <  , f s ( pn , y) =

( pn cosh pn y  K sinh pn y ) , pn sinh pn h  K cosh pn h



G( x, y; ,  ) =  [ A( p)cosh py + B( p)sinh py] 

L1 ( , y) = K ( cos  y  K sin  y) ,

0

c o sp x 

dp for 0 < y < h ,

G( x, y; ,  ) = ln

(27a)

W ( , y) =



r +  C ( p)e py cos p x   dp  r 0

for h < y <  ,

L2 ( , y) = L1 ( , y) +W ( )cos  ( y  h) ,

(27b)

2 K cosh p( H   )e p ( h  ) , S ( p)sinh ph

B( p) =

2 K e , pS ( p)sinh ph 2

C ( p) =

2e

p ( h  )

 p (  h )

iπf s ( pn ,  ) for 0   < h , pn En

An =

ie pn  for h <  <  , pn En

En =

S ( pn ) , 2 KM ( pn , h)

IV

G( x, y; ,  ) =  An Fn ( y)e n =I

 K ( cos   K sin  ) for 0   < h , ( )

A( ) =

[ K ( cos   K sin  ) W ( )cos  (   h] ( )

[ S ( p)cosh ph + Ke M ( p, h)] , pS ( p)

M ( p, h) is same as in the expression C ( p) associated with Eq. (23). Now, using Cauchy residue theorem of complex function theory and proceeding in a similar as in Mohapatra and Sahoo[27], the alternate form of the Green’s function associated with surface gravity wave interaction with submerged elastic plate in water of infinite depth is obtained as ipn x 

+

,

A( ) = ph

with S ( p) is being same as in Eq. (26) and

 2

An =

where

A( p) =

K ( K cos  h +  sin  h)( EI  4 + Q 2 )

for h <  <  , ( ) = W 2 ( ) + 2KW ( ) L1 ( , h) + ( 2 + K 2 ) K 2 .

3.2 Expansion formulae based on Green’s function technique In this subsection, using the source potential G( x, y; ,  ) derived in the previous subsection and Green’s identity, the expansion formulae for the surface gravity wavemaker problem in the presence of a horizontal submerged flexible plate is derived. In

490

this case, the spatial velocity potential  ( x, y) satisfies the Laplace equation as in Eq. (1), along with the bottom boundary conditions ((5a), (5b)), the boundary conditions on the free surface and submerged flexible plates as in Eqs. (10)-(12). In addition, assuming that a vertical wavemaker oscillates with frequency  and amplitude u ( y ) about its mean position at x = 0 on the wavemaker, the velocity potential satisfies  = u ( y ) on x = 0 , x

[ E I ( G2 y y y 2

+ G2  y 2

)

xy

xyyy

(29)

n =I

dx=

0



2

[ E I ( G2 y y y 2

+ G2  y 2

xy

)

xyyy

Q G2

are obtained from the expression



IV

]

2y( x , yx )y = ( h0, ,

n =I

where the subscripts 1 and 2 in the velocity potentials  and source potentials G( x, y; ,  ) refer to the fluid regions above and below the submerged plates respectively. Applying Green’s second identity to the velocity potential  ( x, y) associated with the wavemaker problem and Gmod (0, y; ,  ) = 0 and using Eqs. (31), (32), the velocity potential in terms of the Green’s function G is obtained as

a( ) L( , y)e x d , ( ) 0

 ( x, y) =  ani1 Fn ( y)eip x +  n

)

(32)

 2   ( ,  )   2 G(0, y; ,  )u( y)dy +   2   R

)

are being same as in Eq. (24). Proceeding in a similar manner as in case of finite depth, substituting the explicit forms of the Green's function from Eq. (28) into Eq. (33), the velocity potential in case of infinite water depth is obtained as

and

2



( 0h ,

 2 = 1/ 2 for  = 0, H and u ( y) is same as defined in Eq. (29). Further, the eigenfunction  n ( y) and En ʼs

0

y=h

) Q  x y ( x , y )

xyyy

for An with pn = i n ,  2 = 1 for   (0, h)  (h, H ) ,

(31)

mod  1 )G2mod  G1mod )2 y ] y  (G2

H pn sinh pn ( H  h)     n ( y)u ( y)dy   2  0

and Bn , n = 1, 2,L



2

1 pn En

 E I( pn2 x y + 

with zero normal velocity on the wavemaker, i.e., Gxmod (0, y; ,  ) = 0 . Further, using the conditions on the free surface and on the submerged plate, it can be derived that

 [(

n

n =1

where An ʼs are given by

Gmod ( x, y; ,  ) = G( x, y; ,  ) + G( x, y; ,  ) , (30)



)



n

An =

y =0

, (33)

 ( x, y) =  An 2 n ( y)eip x +  Bn 2 n ( y)e x , (34)

for 0 < y < H in finite water depth and 0 < y <  in infinite water depth except at y = h . In order to derive an integral representation of the velocity potential in terms of the Green’s function G( x, y;  ,  ) and u ( y) , set

dx = 0



]

2y( x , yx)y ( 0h ,

where R is the finite interval (0, H ) in case of finite water depth and the semi-infinite interval (0, ) in case of infinite water depth. Next, substituting the explicit forms of the Green’s function from Eq. (24) into Eq. (33), the velocity potential  ( x, y) associated with the gravity wavemaker problem in the presence of submerged elastic plate in finite water depth is obtained as IV

mod mod  (G1y 1  1y G1 )

Q G2

(35) where an and a( ) are given by an =

1 pn En

  pn     Fn ( y )u ( y )dy + g  0

[ E I ( pn2 x y +

a( ) =

) Q

xyyy

]

,

( xx ,yy ) = ( h0 ,

2  D( , h)     L( , y)u ( y)dy   g 0 

)

491

,

[ E I ( 2 x y + x y y )y Q  x]y

( x , y ) = ( h0 ,

(10)-(12) in the case of finite depth can be expanded as

)

where pn , En , Fn ( y) , ( ) and L( , y) are being the same as defined in Eq. (28), u ( y ) is same as defined in Eq. (29) and D( , h) = ( sin  h +

K cos  h) with 1 = 1 for 0 <  < h and 1 = 1/2 for  = 0 . However, an and a( ) are expressed in terms of the two unknowns xy (0,0) and xyyy (0,0) which have to be determined from appropriate edge conditions while dealing with specific physical problem. Further, if the condition on the wavemaker, as in Eq. (29), is replaced by

 = u( y) on x = 0 ,

(36)

then G mod is chosen as

Gmod ( x, y; ,  ) = G( x, y; ,  )  G( x, y; ,  ) , (37) which leads to Gmod (0, y; ,  ) = 0 and the velocity potential in Eq. (33) will be replaced by

 ( ,  ) = 2 Gx (0, y; ,  )u( y)dy + R

[ E I ( G2 y y y 2

+ G2  y 2

xy

)

xyyy

2

 2

Q G2



]

2y( x , yx)y= ( h0, ,

n

3.3 Expansion formulae based on eigenfunction expansion method In this subsection, alternate derivation of the expansion formulae are obtained for the velocity potentials for the wavemaker problem discussed in previous subsection. The expansion formula in case of finite water depth is obtained using eigenfunction expansion method and a mixed type Fourier transform is used in case of infinite water depth. It may be noted that similar approach was used by Mohapatra and Sahoo[27] to derive the expansion formulae only for velocity potentials associated with wave interaction with floating and submerged elastic plate. 3.3.1 Case of finite water depth The velocity potential  ( x, y) satisfying Eq. (1) along with the boundary conditions Eq. (5a) and Eqs.

n =1

for x > 0 ,

(39)

where the eigenfunction  n ʼs are the same as in Eq. (24), Bn ʼs are unknowns to be determined. The eigenvalues pn ʼs satisfy the dispersion relation as in Eq. (22) with pn = i n for n = 1, 2,L . The orthogonal mode-coupling relation is given by h

H

0

h

 m , n  =  m ( y) n ( y)dy +  m ( y)  n ( y)dy +  EI  Q = En mn ,   2  m n +  m n    2  m n    y=h m, n = I, II,L , VI,1, 2,L

(40)

where

(38)

with R being the same as defined in Eq. (33). The velocity potential  ( x, y) in both the cases of water of finite and infinite depths can be easily obtained by proceeding in a similar manner as in previous case.

n

n =I

En =

)



IV

 ( x, y) =  An n ( pn , y)eip x +  Bn n ( pn , y)eip x

S ( pn )[ n (0)]2 ( pn sinh pn h  K cosh pn h)sinh pn h 2 K 2 pn2 (41)

which has the alternate form in terms of  n (h) as given by

En =

[ n (h)]2 S ( pn )sinh pn h , 2 pn2 ( pn sinh pn h  K cosh pn h)

(42)

with S ( pn ) being the same as defined in Eq. (22) in

pn and  mn is the Kronecker delta function. Using the orthogonal mode-coupling relation (40) on Eq. (39), the unknown coefficients are obtained as An =

u ( y),  n ( pn , y) for n = I,L , IV ipn En

(43a)

Bn =

u ( y ),  n ( n , y) for n = 1, 2,L  n En

(43b)

It may be noted that An ʼs in Eq. (43) are the same as An ʼs in Eq. (34). This completes the derivation of the expansion formula and the associated

492

orthogonal mode-coupling relation in the case of finite water depth. It should also be noted that the orthogonal mode-coupling relation given in Eq. (40) is similar to the orthogonal mode-coupling relations used by Hassan et al.[8] in the absence of compressive force. 3.3.2 Case of infinite water depth The velocity potential  ( x, y) satisfying Eq. (1) along with the boundary conditions Eqs. (5b), (10)-(12) in the case of infinite depth can be expanded as 

IV

 ( x, y) =  An Fn ( pn , y)eip x +  A( )L( , y)e x d n

n =I

0

for x > 0 ,

(44)

where An ʼs are unknowns, A( ) is the unknown function to be determined with Fn ( pn , y) and L( , y) being the same as in Eq. (28). It can be easily derived that the eigenvalues pn ʼs satisfy the dispersion relation as in Eq. (26). Keeping the realistic nature of physical problems in mind, it is assumed that the dispersion relation (26) has two distinct real positive roots pI and pII , four complex roots pIII ,

pIV , pV and pVI are of the forms a  ib and c  id . Using a similar argument as in case of finite water depth, the boundedness criteria of the velocity potential  ( x, y) at the far field yields AV = AVI = 0 in the expansion formula given by Eq. (44). It can be easily derived that the set of eigenfunctions Fn ( pn , y) and L( , y) are orthogonal with respect to the mode-coupling relation as given by 

h

 Fm , Fn  =  Fm ( y) Fn ( y)dy + lim  e y Fm ( y) Fn ( y)dy +  0

0

h

 EI  Q = En mn ,   2  Fm Fn+ FmFn    2 Fm Fn   y=h m, n = IL,

, I, V

(45)

where En and  mn being the same as in Eq.(40) as H   . Again, it can be derived that  Fn , L( , y) = 0 for all  > 0 , n = I,L , IV .

(46)

Relations (45) and (46) ensure that the eigenfunctions Fn ( pn , y) , n = I,L , IV and L( , y) are orthogonal with respect to the mode-coupling relation

defined in Eq. (45). Using the above mentioned orthogonal mode-coupling relation (45) on Eq. (44), the coefficients associated with the expansion formulae are obtained as

An =

u ( y ), Fn ( pn , y) for n = I,L , IV ipnE n

A( ) =

2u ( y), L( , y) , ( )

(47a)

(47b)

where ( ) being the same as in Eq. (28) and the velocity potential  in Eq. (35) is same as in Eq. (44). NB: It may be noted that the values An ʼs in Eq. (43) are same as in Eq. (34) in case of finite water depth. Further, in case of infinite water depth, the velocity potential  in Eq. (35) is same as in Eq. (44) as observed by Eq. (47).

4. Application of expansion formulae In the present section, the utility of the expansion formulae are demonstrated by deriving the solutions for the velocity potentials associated with surface gravity wave interaction with articulated submerged flexible plate in the presence of compressive force in water of finite depth. The wave diffraction by submerged flexible plate in water of infinite depths will lead to the solution of certain integral equations which requires a different type of analysis and thus differed in the present study. 4.1 Surface gravity wave diffraction by an articulated submerged plate As a direct application of the expansion formulae, interaction of surface wave with an articulated submerged elastic plate is studied in finite water depth. The fluid characteristics remain the same as discussed in section 2. The fluid occupies the region  < x <  , 0 < y < H in case of finite water depth except the region occupied by the articulated submerged plate as in Fig. 4. In order to obtain the velocity potential and analyze the effect of articulation on the submerged plate, the fluid domain is divided into two sub-domains, namely region 1 for x > 0 and region 2 for x < 0 in water of finite depth. The submerged plate is assumed to be infinitely large and is a combination of two semi-infinitely large plates which are kept in the planes x > 0 and x < 0 at y = h. The spatial velocity potentials  j ( x, y) , j = 1, 2 will satisfy the Laplace equation in the fluid domain

493

as in Eq. (1) along with the boundary conditions (10)-(12), where 1 ( x, y) and 2 ( x, y) correspond to the velocity potentials in the regions x > 0 and x < 0 respectively. In addition, at the interfaces x = 0  , the continuity of pressure and velocity yield

1 (0+, y) = 2 (0, y)

(48a)

where Cn ʼs are the amplitude of the incident waves assumed to be known, Rn ʼs and Tn ʼs are the unknown constants associated with the amplitude of the reflected and transmitted waves and are to be determined. Here, subscript I and II refer to the waves generated due to the gravity waves in surface and flexural mode respectively. Further gn ( y) ʼs are defined as:

and

1x (0+, y) = 2 x (0, y) .

(48b)

The plates are connected at x = 0  and y = h by vertical linear spring with stiffness k33 and flexural rotational spring with stiffness k55 . Thus, the bending moment and shear force at the connected edges (0, h) satisfy the following conditions in  as given by[35]

gn ( y) = Fn ( y) in case of infinite water depth,

(51a)

gn ( y) =  n ( y) in case of finite water depth,

(51b)

where  n ( y) and Fn ( y) are being the same as in Eq. (24) and Eq. (28) respectively. Exploiting the geometrical symmetry of the physical problem about x = 0 , the boundary value problem in  is split into the reduced potentials defined by[28].

 ( x, y) = 1 ( x, y)  2 ( x, y) ,  ( x, y) = 1 ( x, y) + 2 ( x, y) .

(52)

Thus, the reduced potentials  ( x, y) and  ( x,

y ) will satisfy the governing Eq. (1) in the region

Fig. 4 Schematic diagram of articulated submerged plates

EI1 yxx (0+, h) = k55 [1 yx (0+, h)  2 yx (0, h)] ,

(49a)

EI2 yxx (0, h) = k55 [1 yx (0+, h)  2 yx (0, h)] ,

(49b)

EI1 yxxx (0+, h) + Q1 yx (0+, h) = k33[1 y (0+, h) 

2 y ( 0 h, ) ]

,

(49c)

0 < x <  along with the free surface boundary condition (10) and the bottom conditions (5a) and (5b) independently in both the cases of water of finite and infinite depths. The edge conditions (49a)-(49d) for the bending moment and shear force in terms of  ( x, y) and  ( x, y) are derived as EI 3x2 y (0, h) = 2k55 2xy (0, h) , 3x2 y (0, h) = 0 ,

(53)

EI  4x3 y (0, h) + Q 2xy (0, h) = 2k33 2xy (0, h) ,

(54a)

EI  4x3 y (0, h) + Q 2xy  (0, h) = 0 .

(54b)

The far-field condition in Eq. (50) is modified as

EI2 yxxx (0, h) + Q1 yx (0, h) = k33[1 y (0+, h) 

II

2 y ( 0 h, ). ]

(49d)

 ( x, y)   (Cn eip x + An eip x ) gn ( y) as x   , (55) n

n

n =I

Further, the far field radiation condition is given by

II

 ( x, y)   (Cn eip x + Bn eip x ) g n ( y) as x   , (56) n

II

 ( x, y) =  (Cn eip x + Rn eip x ) gn ( y) as x   (50a) n

n

n =I II

 ( x, y) =  Tn eip x gn ( y) as x   , n

n =I

(50b)

n

n =I

where An = Rn  Tn and Bn = Rn + Tn . Finally, the continuity of pressure and velocity as in (48a) and (48b) yield

494

 (0, y) = 0 ,  x (0, y) = 0 .

(57)

Thus, the boundary value problem in terms of the reduced potentials  ( x, y) and  ( x, y) are defined in a semi-infinite strip ( 0 < x <  , 0 < y < H ) in water of finite depth. In finite water depth, using the expansion formulae as in Subsection 3.3, the reduced velocity potential  ( x, y) satisfying the governing Eq. (1), the boundary conditions (5a), (10-12) is obtained as II

IV

 ( x, y) =  Cn n ( y)eip +  An n ( y)eip + n

n =I

Using the edge conditions as in Eq. (53) and the orthogonal mode-coupling relation as in Eq. (40), the unknown coefficients Bn ʼs for n = I, , IV are obtained as

Bn =

II

 2 = 2

2



,

(Q  EIpn2 )(iEIpn3  2k55 pn2 )sinh 2 pn ( H  h)  2 En IV,1



n =I,

n =I

Cn EIpn3 sinh pn ( H  h)

n =I

2 =

n

i 2 ( EIpn2  Q)sinh pn ( H  h) + Cn ,  2 En



 A n

n

( y )eipn x ,

(58)

n =1

where pn = i n for n = 1,2,L and  n ( y) ʼs being the same as defined in Eq. (39). Using the edge conditions as in Eq. (54) and the orthogonal modecoupling relation as in Eq. (40), the unknown coefficients An ʼs for n = I,L ,IV,1,2,L are given by

An =

1 (Qpn  EIpn3 )sinh pn ( H  h)  Cn , En  2

(59) Fig. 5(a) Variations of reflection coefficients K r I

where

mission coefficients K t I versus time period T for II

1 = 2i

( EIpn4  Qpn2 )sinh pn ( H  h)Cn

1

n =I

1 =

and trans-

various values of flexural rigidity EI with k33 =

0.11011 N/m , k55 = 0.11011 N  m/rad , Q = 0.2 

,

EI  g , and h / H = 0.5 in surface mode

 ( EIipn4  Qipn2  2k33 pn )     2 En n =I, IV,1  

Once the constants An and Bn for n = I, II are determined, then the reflection and transmission coefficients associated with the wave modes of surface and submerged articulated plate can be computed using the formulae Krn = ( An + Bn ) / 2Cn and Ktn =

(Qpn  EIpn3 )sinh 2 pn ( H  h) 

with En being the same as defined in Eq. (41). Proceeding in the similar way, the reduced velocity potential  ( x, y) satisfying the governing Eq. (1) and the boundary conditions (5a), (10)-(12) is obtained as II

IV

 ( x, y) =  Cn n ( y)eip +  Bn n ( y)eip + n

n =I

2

2

2

2

EI (1  Kr I  Kt I ) + EII (1  Kr II  Kt II ) = 0 (61)

n

n =I



 Bn n ( y)eipn x ,

( An  Bn ) / 2Cn for n = I, II . Using Green’s identity to the velocity potential along with its complex conjugate in the fluid domain[8], the energy relation in terms of the reflection and transmission coefficients are obtained as

(60)

n =1

where Cn being the same as defined in Eq. (58).

where En for n = I,II being the same as defined in the orthogonal mode-coupling relations (40). This relation is often used to check the accuracy of the computational result. Certain numerical results are discussed next to understand the diffraction pattern.

495

K r I attends minimum for a particular value of time period. On the other hand, from Fig. 5(b), it observed that the reflection coefficient K r II increases with an increase in the value of EI without attending minimum whilst, the transmission coefficient K t II pattern is opposite to that of K r II .

Fig. 5(b) Variations of reflection coefficients K r II and transmission coefficients K t II versus time period T or various values of flexural rigidity EI with k33 =

0.11011 N/m , k55 = 0.11011 N  m/rad , Q = 0.2  EI  g , and h / H = 0.5 in submerged flexural mode in finite water depth Fig. 6(b) Variations of reflection coefficients K r II and transmission coefficients K t II versus time period T for various values of k33 with k55 = 0.11011 N  m/rad , 11 2 Q  0.2 EI  g , EI = 0.47 10 N  m , and h / H 

0.5 in submerged flexural mode in finite water depth

Fig. 6(a) Variations of reflection coefficients K r I and transmission coefficients K t I versus time period T for various values of k33 with k55 = 0.11011 N  m/rad , 11 2 Q = 0.2 EI  g , EI  0.47  10 Nm , and h / H =

0.5 in surface mode

In Fig. 5, the reflection and transmission coefficients for different values of flexural rigidity EI with k33  0.11011 N/m , k55 = 0.11011 N  m / rad , and Q = 0.2 EI  g versus time period T are plotted in (a) surface mode and (b) submerged flexural mode. From Fig. 5(a), it is observed that for smaller wave period, the effect of EI on reflection coefficient K rI and transmission coefficient K t I is less whilst, for higher time period, the reflection coefficient K r I increases with an increase in EI . Further, the observations of transmission coefficient K t I are opposite in nature to that of reflection coefficient K r I . However, the reflection coefficient

Fig. 7(a) Variations of reflection coefficients K r I and transmission coefficients K t I versus time period T for various values of

k55

with

k33 = 0.1107 N/m ,

11 2 Q = 0.2 EI  g , EI = 0.47 10 N  m , and h / H 

0.5 in surface mode

In Fig. 6, the reflection and transmission coefficients for different values of spring stiffness k33 with k55 = 0.11011 N  m / rad , Q = 0.2 EI  g , 11 2 and EI = 0.47 10 N  m in (a) surface mode and (b)

submerged flexural mode versus time period T are plotted. From Fig. 6(a), it is observed that the reflection coefficient K r I decreases with an increase

496

in vertical linear spring stiffness k33 whilst, the

fficients for different values of spring stiffness k55

observations in transmission coefficient K t I is oppo-

with k33 = 0.1 107 N/m , Q = 0.2 EI  g and EI =

site in trend to that of reflection coefficient K r I .

0.47 1011 N  m2 in (a) surface mode and (b) submerged flexural mode versus time period T are

Further, the resonating pattern for reflection coefficient K r I shifted towards origin with an increase in vertical linear spring stiffness k33 . On the other hand, from Fig. 6(b), it is observed that the variations of reflection and transmission coefficients K r II and

K t II for different spring constant k33 is more for smaller time period. The observations in transmission coefficient K t II is similar to that of Fig. 6(a).

plotted. From Fig. 7(a), the resonating patterns in reflection coefficients are observed and the reflection coefficients increases with increase in k55 in surface mode. However, a reverse pattern is observed in case of transmission coefficients. On the other hand, from Fig. 7(b), the reflection coefficients increases with increase in k55 and resonating pattern disappears for higher values of rotational spring stiffness in submerged flexural mode. In Fig. 8, the reflection and transmission coefficients for different values of compressive force Q with k33 = 0.1 1011 N/m , k55 = 0.11011 N  m/rad

Fig. 7(b) Variations of reflection coefficients K r I and transmission coefficients K t I versus time period T for various values of

k55 with

k33 = 0.1107 N/m ,

11 2 Q = 0.2 EI  g , EI = 0.47 10 N  m and h / H 

0.5 in submerged flexural mode in finite water depth

Fig. 8 Variations of reflection coefficients K r II and transmission coefficients K t II versus time period T for various values of compressive force Q with k33 =

0.11011 N/m , k55 = 0.11011 N  m/rad , EI = 0.47  1011 N  m2 and h / H  0.5 in submerged flexural mode in finite water depth

In Fig. 7, the reflection and transmission coe-

and EI = 0.47 1011 N  m2 versus time period T in submerged flexural mode are plotted. From Fig. 8, it is observed that the reflection coefficient increases with an increase in compressive force. However, there is a resonating fluctuation in the reflection and more in transmission coefficients. This may be due to the fact that the presence of spring constants. It may be noted that the reflection and transmission coefficients in surface mode are deferred here because of not much variation observed. From Figs. 5-8, it is observed that the reflection and transmission coefficients satisfy the energy relation Kr 2 + Kt 2 = 1 , which ensures that the accuracy of the computational numerical results.

5. Conclusions In the present work, interaction between surface gravity waves and submerged flexible structures is analyzed based on linearized water wave theory and small structural response in both finite and infinite water depths. The wave motion characteristics in surface and submerged flexural mode are analyzed by studying the phase, group velocity, surface elevation and submerged plate deflection through generalized dispersion relation. The expansion formulae along with the corresponding orthogonal mode-coupling relations for wavemaker problems associated with interaction between surface wave and submerged flexible structures in two-dimensions are derived and compared based on Green’s function technique and eigenfunction expansion method. It is observed that the solutions obtained by the both methods are the same. The developed expansion formulae will play a significant role in obtaining realistic solution of wave-structure interaction problems in various areas of applied science in the broad area of fluid structure

497

interaction. Application of the expansion formulae are demonstrated by deriving solutions associated with surface wave scattering by articulated submerged flexible plate in finite water depth. In addition, the long wave equations based on shallow water approximation are derived in a direct manner in Appendix A in order to compare with the shallow water results. In numerical results, it is observed that the phase and group velocity in surface mode is higher than that of submerged flexural mode. Further, the amplitude of free surface elevation is larger compared to that of submerged flexible plate deflection due to the fact that more wave energy is concentrated near the free surface. The reflection coefficients increases with an increase in the values of rotational stiffness and flexural rigidity of the articulated plate, which may be concluded that all wave energy gets transmitted due to the fact that the articulated submerged flexible plate behaves like a continuous plate. In all these cases, it is observed that the transmission coefficient pattern is opposite to that of the reflection coefficient. The accuracy of the computed numerical results are checked with the relation which satisfies K r 2 + Kt 2 = 1 . The obtained results will be useful in developing mechanism for attenuating wave load on coastal/ marine facilities used for various developmental activities that is wave energy conversion and breakwater. Furthermore, the present formulation and methodology can be easily generalized to the problems of composite breakwater with a submerged horizontal flexible structures and a lower rubble mound.

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[8] Hassan U. L. M., Meylan M. H., Peter M. A. Water wave scattering by submerged elastic plates [J]. Quarterly Journal of Mechanics and Applied Mathematics, 2009, 62(3): 321-344. [9] Lawrie J. B., Abraham I. D. An orthogonality relation for a class of problems with higher order boundary conditions, applications in sound-structure interaction [J]. Quarterly Journal of Mechanics and Applied Mathematics, 1999, 52(2):161-181. [10] Wu J., Wan Z., Fang Y. Wave reflection by a vertical wall with a horizontal submerged porous plate [J]. Ocean Engineering, 1998, 25(9): 767-779. [11] Liu Y., Li Y. C., Teng B. Wave interaction with a perforated wall break water with a submerged horizontal porous plate [J]. Ocean Engineering, 2007, 34(17): 2364-2373. [12] Evans D. V., Peter M. A. Asymptotic reflection of linear water waves by submerged horizontal porous plate [J]. Journal of Engineering Mathematics, 2011, 69(2-3): 135-154. [13] Liu Y., Li Y. C. An alternate analytical solution for waterwave motion over a submerged horizontal porous plate [J]. Journal of Engineering Mathematics, 2011, 69(4): 385-400. [14] LIU Y., LI H. J., LI Y. C. A new analytical solution for wave scattering by a submerged horizontal porous plate with finite thickness [J]. Ocean Engineering, 2012, 42(1): 83-92. [15] Behera H., Sahoo T. Hydroelastic analysis of gravity wave interaction with submerged horizontal flexible porous plate [J]. Journal of Fluids and Structures, 2015, 54(1): 643-660. [16] Karmakar D., Sahoo T. Scattering of waves by articulated floating elastic plates in water of infinite depth [J]. Marine Structures, 2005, 18(5): 451-471. [17] Manam S. R., Bhattacharjee J., Sahoo T. Expansion formulae in wave structure interaction problems [J]. Royal Society of London Proceedings Series A, 2006, 462(2065): 263-287. [18] Karmakar D., Guedes Soares C. Scattering of gravity waves by a moored finite floating elastic plate [J]. Applied Ocean Research, 2012, 34(1): 135-149. [19] Karmakar D., Guedes Soares C. Oblique scattering of gravity waves by moored floating membrane with changes in bottom topography [J]. Ocean Engineering, 2012, 54: 87-100. [20] Lawrie J. B. Comments on a class of orthogonality relations relevant to fluid-structure interaction [J]. Meccanica, 2012, 47(3): 783-788. [21] Mondal R., Mohanty S. K., Sahoo T. Expansion formulae for wave structure interaction problems in three dimensions [J]. IMA Journal of Applied Mathematics, 2013, 78(2): 181-205. [22] Sahoo T. Mathematical techniques for wave interaction with flexible structures, London [M], NewYork, USA: Chapman and Hall/CRC, 2012. [23] Kohout A. L., Meylan M. H., Sakai S. et al. Linear water wave propagation through multiple floating elastic plates of variable properties [J]. Journal of Fluids and Structures, 2007, 23(4): 649-663. [24] Korobkin A., Parau E. I., Broeck J. M. V. The mathematical challenges and modelling of hydroelasticity [J]. Philosophical Transactions of the Royal Society A, 2011, 369(1947): 2803-2812. [25] Mohapatra S. C., Sahoo T. Surface gravity wave interaction with elastic bottom [J]. Applied Ocean Research, 2011, 33(1): 31-40.

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[26] Mohapatra S. C., Guedes Soares C. Interaction of surface gravity wave motion with elastic bottom in threedimensions [J]. Applied Ocean Research, 2016, 57: 125-139. [27] Mohapatra S. C., Sahoo T. Wave interaction with floating and submerged elastic plate system [J]. Journal of Engineering Mathematics, 2014, 87(1): 47-71. [28] Mohapatra S. C., Sahoo T. Oblique wave diffraction by a flexible floating structure in the presence of a submerged flexible structure [J]. Geophysical and Astrophysical Fluid Dynamic, 2014, 108(6): 615-638. [29] Williams T. D., Meylan M. H. The Wiener-Hopf and residue calculus solutions for a submerged semi-infinite elastic plate [J]. Journal of Engineering Mathematics, 2012, 75(1): 81-106. [30] Mohapatra S. C., Ghoshal R., Sahoo T. Effect of compression on wave diffraction by a floating elastic plate [J]. Journal of Fluids and Structures, 2013, 36: 124-135. [31] Schulkes R. M. S. M., Hosking R. J., Sneyd A. D. Waves due to a steadily moving source on a floating ice plate. Part-2 [J]. Journal of Fluid Mechanics, 1987, 180: 297-318. [32] Mondal R., Sahoo T. Wave structure interaction problems for two-layer fluids in three-dimensions [J]. Wave Motion, 2012, 49(5): 501-524. [33] Gayen R., Mandal B. N. Motion due to fundamental singularities in finite water with an elastic solid cover [J]. Fluid Dynamics Research, 2006, 38(4): 224-240. [34] Mohapatra S. C., Sahoo T. Forced capillary-gravity wave motion of two-layer fluid in three-dimensions [J]. Meccanica, 2014, 49(4): 939-960. [35] Karmakar D., Bhattacharjee J., Sahoo T. Expansion formulae for wave structure interaction problems with applications in hydroelasticity [J]. International Journal of Engineering Science, 2007, 45(10): 807-828.

Appendix A: Long wave equations based on shallow water approximation Proceeding in a similar manner as in Mohapatra and Sahoo[27], the free surface elevation  and the submerged plate deflection  satisfy

   2  =h 2 , t t x

(A1)

Taking the double derivative of Eq. (3) with respect to x and using Eq. (A1), the linearized long-wave equation at y = 0 is obtained as  2 (   )  2  gh = 0. t 2 x 2

(A2)

Again, the equation of continuity for the linearized long-wave equation at y = h is given by   = ( H  h) 2 . t x

(A3)

From Eqs. (9), (A2) and (A3), the linearized long wave equation in terms of  is obtained as

 6 4   EI 6  Q 4    x   x  1  2 1   2  2    2  2 2 h  t t  ( H  h) t Considering the

  . 

sinusoidal

(A4)

waves

 = Re

0 e  and  = Re  0 e  as discussed in Section 2, Eqs. (A2) and (A4) yields i( px t )

( 2  ghp2 )0   2 0 = 0 ,

i( px t )

(A5)

 2 ( H  h)0  [  2 H  p2 ( N )h( H  h)] 0 = 0 .(A6) Eliminating  0 and  0 , from Eqs. (A5) and (A6), it can be easily checked that the dispersion relation obtained here will be the same as in Eq. (16) in case of shallow water.