# Short-Crested Wave-Current Forces on Composite Bucket Foundation for an Offshore Wind Turbine

Authors: Piguang Wang; Mi Zhao; Xiuli Du
Journal: Mathematical Problems in Engineering
 (2019)

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## Abstract

An analytical solution for the diffraction of short-crested incident wave with uniform current on a composite bucket foundation is derived. The influences of the uniform current on wave frequency, wave run-up, wave force, and inertia and drag coefficients on the composite bucket foundation are investigated. The numerical results indicate that the current incident angle and current velocity have significant effects on the short-crested wave run-up, wave force, and inertia and drag coefficients on the composite bucket foundation. For a fixed wave number, the wave frequency, wave run-up, wave forces, and inertia and drag coefficients obviously increase with the increase of current velocity when the relative angle between the current velocity and wave propagation direction is smaller than 90°, whereas they obviously decrease when the relative angle is larger than 90°. It also can be found that the effect of wave-current interaction on the short-crested wave increases with the increase of the total wave number and the decrease of the water depth. The short-crested wave forces will be significantly increased when the current incident angle parallels to the direction of the wave propagating. Therefore, the short-crested wave-current load should be carefully considered in the design of the composite bucket foundation for an offshore wind turbine.


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## Body

## 1. Introduction

Offshore wind power is one of the most important renewable green resources in the world. The interest in exploitation of wind energy offshore has been growing, as reported in [1, 2]. Monopole, tripod, jacket structures, gravity-base, and suction caisson foundations have been widely used in the development of offshore wind powers [3]. Many experimental and numerical studies have been conducted on offshore wind turbines, such as the monopile [4], jacket support structure [5], tripod [6], and floating offshore wind turbines [7]. In recent years, a large number of offshore wind-farms have already been installed, are under construction, or are being planned in China [8], and a new kind of suction foundation called composite bucket foundation for offshore wind turbines was proposed by Tianjin University [9–12]. The composite bucket foundation takes full advantage of the high tensile capacity of the steel strand and the high compressive capacity of the concrete. Compared to conventional foundations, it has the advantages of reducing construction costs and shorting construction time.Wave forces on offshore structures are one of the dominated form loads generally encountered in ocean environment. To safely design the offshore wind turbines, it is critical to appropriately evaluate the wave loads on the composite bucket foundation. However, the wave forces on the composite bucket foundation are not well studied. Wave forces on slender bodies are generally estimated by the formula proposed by Morison et al. [13]. It is assumed that the presence of the object has no effects on the characteristics of the incident wave field in the Morison equation. The Morison equation does not account for breaking waves, but it is still applied in practice. However, the determination of wave forces on large-scale offshore structures is quite complex because of the scattered waves in the vicinity of the offshore structure.The diffraction theory can be employed to compute the wave forces on large-scale structures. MacCamy and Fuchs [14] proposed a closed form solution to estimate the wave forces on a large vertical circular cylinder subjected to linear plane waves being diffracted around a large vertical circular cylinder. The analytical results have been proved by experiments [15, 16] and numerical models [17, 18]. Thereafter, the diffraction theory is generally used to solve the problems for linear plane waves being diffracted around large-scale structures [19–25]. However, most waves generated by wind blowing the water surface in oceans are much better modeled by short-crested waves than by plane waves. Short-crested waves are doubly periodic in two horizontal directions, one in the direction of propagation and the other normal to it [26]. Recently, the problems about short-crested wave diffraction around large-scale structures are investigated by many researchers [27–29].In fact, ocean current is also an important load in real oceans, whose presence may drastically alter the wave conditions. The coexistence of waves and currents is a common feature of most ocean environments. It is well known that the effects of wave-current interaction are more dramatic for strong currents. However, it is also found that even a relatively weak current of the open ocean exerts an appreciable and may change the wavelength, amplitude, direction of propagation and energy density spectrum of gravity waves. Tung and Huang [30] investigated the effect of wave-current interaction on the wave force exerted on slender cylindrical elements by the Morison equation. Based on the diffraction theory approach, Watanabe [31] investigated the effect of plane wave-current interaction on the wave force exerted on large structures, and Jian et al. [32] investigated the effect of short-crested wave-current interaction on the wave force exerted on large circular cylinders.In literature there are very few studies on the wave forces on a composite bucket foundation by using analytical, experimental, or numerical method. Lian et al. [33] derived the analytical solution for calculating the linear plane wave force on a composite bucket foundation. Furtherly, Wang et al. [34] derived the analytical solution for calculating the wave force on a composite bucket foundation subjected to short-crested waves. The research conducted by Jian et al. [32] indicated that the total wave forces exerted on a cylinder with currents would be larger compared to the wave forces exerted by pure short-crested waves. This study is mainly to investigate the short-crested wave-current forces around a composite bucket foundation with uniform current. An analytical solution for the diffraction of short-crested incident wave on axisymmetric structures with uniform current is derived. The results will provide a useful guide for the design of offshore wind turbines.


## 2. Formulation of the Problem

The model of the composite bucket foundation given by Lian et al. [33] is investigated in this study as shown in Figure 1. The composite bucket foundation is a kind of fixed axisymmetric structure, which is assumed to be rigid and placed on the floor of the ocean with uniform depth,h. As shown in Figure 1, the Cartesian coordinate systemO-xyz and the cylindrical coordinate systemO-rθz are defined, whereOandO1 are the origin of the Cartesian coordinate system and the circle center of the arc transition andz-axis points upwards from the seabed, respectively. The arc transition equation of the surface of composite bucket foundation in cylindrical coordinate system is expressed as r=20.44-121.19-z2+28.2z.Figure 1
Definitions of arc transition of composite bucket foundation: (a) side view and (b) top view.
(a) (b)The following notations are used in the paper:t is the time variable;h is the water depth and it is 8m in the study; g is the gravitational acceleration;k is the total wave number;H is the wave height; ρ is the water density;ω is wave frequency;a is the radius of the composite bucket foundation at z; ϕ=ϕI+ϕS is the total velocity potential function; ϕIr,θ,z,t is the incident wave velocity potential; and ϕSr,θ,z,t is the scattered velocity potential. The fluid is assumed incompressible, inviscid, and irrotational. It is assumed that the short-crested wave propagates along the positivex-axis with a steady uniform currentU0 at an angle β to the direction of the incident wave.For short-crested incident waves traveling in the positivex-direction with uniform current, the velocity potential can be expressed as the real part of [32, 35](1)ϕI=-igH2ω∗cosh⁡kzcosh⁡kheikxx-ωtcoskyyin which ω∗ is the incident wave angular frequency of still water relative to a frame of reference moving with the currentU0, k=kx2+ky2 is the total wave number, and kx and ky are the wave numbers in thex-direction andy-direction.The dispersion relation for short-crested waves on uniform current can be derived as(2)ω-k→.U→02=ω∗2=gktanhkhin which k→=kx,ky; U→0=U→0(cos⁡β,sin⁡β) denote the uniform current components in x-axis andy-axis directions respectively; ω∗=ω-k→.U→0=ω-kU→0cosα-β is the relative angular frequency; and α=arccos⁡(kx/k) denotes the wave propagation direction.In cylindrical coordinate system, the incident wave velocity potential given in (1) can be rewritten as(3)ϕI=-igH2ω∗cosh⁡kzcosh⁡khe-iωt∑n=0∞εnJnkrcos⁡nθcos⁡nαwhere ε0=1 and εn=2in for n≥1 and Jn is the Bessel function of the first kind of ordern. Figure 2 shows the comparison of (1) and (3) withkr=2,kx/k=0.5, andr=1m, where Q=-i(gH/2ω∗)(cosh⁡kz/coshkh)e-iωt. It can be seen that (3) is in full accord with (1).Figure 2
Comparison of (6) and (13) withkr=2,kx/k=0.5 andr=1m.The governing equation and boundary conditions for the scattered wave can be expressed as(4)∂2ϕS∂r2+1r∂ϕS∂r+1r2∂2ϕS∂θ2+∂2ϕS∂z2=0(5)∂∂t+U→0∇2ϕS+g∂ϕS∂z=0z=h(6)∂ϕS∂z=0z=0(7)∂ϕS∂n=-∂ϕI∂nr=awhere n denotes the normal of the foundation. The scattered wave ϕS also should satisfy the radiation condition at infinity.


## 3. The Analytical Solution of the Problem

The solution for the scattered wave is expressed by satisfying (4)-(7) as(8)ϕS=-igH2ω∗cosh⁡kzcosh⁡khe-iωt∑n=0∞AnHn1krcos⁡nθin which An are undetermined coefficients, Hn1 is the Hankel function of the first kind of ordern, and the prime denotes a derivative with respect to the argument.Thus, the total velocity potential in the wave field can be expressed as follows.(9)ϕ=-igH2ω∗cosh⁡kzcosh⁡khe-iωt∑n=0∞εnJnkrcos⁡nα+AnHn1krcos⁡nθSubstituting (9) into (7), coefficients An can be rendered as (10)An=-εncos⁡nαtanh⁡kzJnka+μJn′katanh⁡kzHn1ka+μHn1′kawhere μ=∂z/∂r.Applying the total velocity potential (9), the free surface wave elevation on the surface of the composite bucket foundation can be obtained as follows.(11)η=-1g∂ϕ∂tz=h=Hω2ω∗e-iωt∑n=0∞Snεncos⁡nαcos⁡nθ(12)Sn=Jnka-tanh⁡kzJnka+μJn′katanh⁡kzHn1ka+μHn1′kaHn1kaThe pressure at any point on the surface of the composite bucket foundation can be calculated from the linearized Bernoulli equation.(13)pa,θ,z=-ρ∂ϕ∂t=ρgHω2ω∗cosh⁡kzcosh⁡khe-iωt∑n=0∞Snεncos⁡nαcos⁡nθThe force component per unit length in the direction of the positivex-axis can be expressed as follows.(14)dFxdz=-πaρgHωω∗cosh⁡kzcosh⁡khcos⁡αcos⁡α0S1ie-iωtThe total horizontal force on the composite bucket foundation,Fx, computed by integrating the expression of (14) with respect toz, can be obtained as follows.(15)Fx=∫0hdFxdzdz=-πρgHcoshkhωω∗cos⁡αie-iωt∫0hacosh⁡kzcos⁡α0S1dzFor slender cylinders, inertia and drag coefficients have been investigated, for example, for the occurrence of large waves in a 3D field interacting with a current in [36]. In general, the Morison force is considered, with velocity and acceleration in the undisturbed field, and the force related to the drag and inertia coefficient. Drag and inertia coefficient for the Morison force are calculated from experimental activity usually. For example, the inertia and drag coefficients have been achieved with a field experiment at sea in [37], for random 3D waves acting on a cylinder. For larger cylinders, the approach in which the force takes into account the drag and the inertia contributions proposed by Mei [38] is adopted in the present study, where the component of force per unit of wave height in phase with the particle acceleration of the incident waves is called an effective inertia coefficient and that in phase with the particle velocity is termed an effective linear drag coefficient.Following Mei [38], the inertia coefficientCM and drag coefficientCD per unit height for the short-crested waves with current will be introduced, which are related to the added mass and damping coefficients in the restoring forces on a structure in forced radiation. For the composite bucket foundation, the inertia and drag coefficients per unit height are related to the total force per unit length as (16)RedFxdz=ρπa02CM∂U∂t+ωCDUwhereU means the velocity of the incident short-crested wave at x=0 in the absence of the composite bucket foundation. Following Zhu [26], without the constant term 0.5ρgHcoshkz/coshkhe-iωt, the total force per unit length can be expressed as follows.(17)dFx/dz0.5ρgHcoshkz/coshkhe-iωt=πa02kxCM2+CD2Thus, the inertia coefficientCM and drag coefficientCD are defined as (18a)CM=-ImdFx/dz/0.5ρgHcoshkz/coshkhe-iωtπa02kx(18b)CD=RedFx/dz/0.5ρgHcoshkz/coshkhe-iωtπa02kxwhere Im and Re denote imaginary and real parts. After some simplification, the inertia coefficientCM and drag coefficientCD can be expressed as follows.(19a)CM=2ωaω∗kxa02ImiS1cos⁡αcos⁡α0(19b)CD=-2ωaω∗kxa02ReiS1cos⁡αcos⁡α0


## 4. Results and Discussion

A series of numerical examples at a fixed time are carried out to investigate the effects of current on the wave run-up of short-crested wave on the composite bucket foundation. Figure3 shows the dimensional wave run-up η/H on the composite bucket foundation against variable θ/π for different current incident angle β and ka0 with kx/k=0.5 andU0= 4m/s, wherea0 denotes the radius of the composite bucket foundation atz=0. It can be seen that the wave run-up on the composite bucket foundation is quite different when the value ofka0 is changed and it is significantly changed by the current. Figure 4 shows the dimensional run-up η/H at θ=π on the composite bucket foundation against variable α-β for different current velocityU0 and kx/k withka0=1, where · denotes the absolute value and α-β is the relative angle between the current velocity and wave propagation direction. Figure 5 shows the wave frequency against variable α-β for different current velocityU0 and kx/k withka0=1. It can be seen from Figure 4 that the current velocity has significant influence on the wave run-up on the composite bucket foundation and it sharply decreases as α-β increases. It should be noted that the wave run-up on the foundation under the wave-current is larger than that under wave when α-β<0.5π, whereas the wave-current interaction decreases the wave run-up on the foundation when α-β>0.5π. As shown in Figure 5, these results are consistent with the changes of the wave frequency. It also can be seen that the current has no influence on the wave run-up when α-β =0.5π, because the current has no effect on wave frequency. Consistent with the changes of the wave frequency, the wave run-up and the wave forces on the composite foundation become larger with the increase of current velocity when the relative angle is smaller than 90°. Figure 6 shows the ratio η1/η2 at θ=π on the composite bucket foundation against variable ka0 for different α-β withU0= 4m/s, where η1 and η2 denote the wave run-up under wave-current and wave. It can be seen that the effect of wave-current interaction on the short-crested wave run-up obviously increases with the increase of ka0.Figure 3
Wave run-up on the composite bucket foundation for different current incident angle: (a)ka0=0.5 and (b)ka0=3.
(a) (b)Figure 4
Wave run-up versusα-β atθ=π on the composite bucket foundation for different current velocity: (a) kx/k =1 and (b) kx/k =0.5.
(a) (b)Figure 5
Wave frequency versusα-β for different current velocity: kx/k =1 and kx/k =0.5.Figure 6
Effect of current on the wave run-up on the composite bucket foundation versus theka0 for different α-β.Figure7 illustrates the variation of the total horizontal short-crested wave force on the composite bucket foundation versus theka0 for differentU0and α-β with kx/k=0.5. In Figure 7, regardless of the values of current velocity, the wave force reaches a maximum value at low frequency and then decreases gradually. The total wave force obviously increases with increasing current velocity when the current incident angle parallels to the direction of the wave propagating, whereas it decreases with increasing current velocity when the current incident angle inverses to the direction of the wave propagating. Figure 8 illustrates the ratio F1/F2 against variable ka0 for different water depth withU0= 4m/s, where F1 and F2 denote the total wave force under wave-current and wave. It can be seen that the effect of wave-current interaction on the wave force on the composite bucket foundation significantly decreases with the increase of water depth. The studies performed by Wang et al. (2018) indicate that the maximum wave force on the composite bucket foundation is achieved when the incident waves are the plane waves and it is conservative for the composite bucket foundation if the formula derived from the plane waves is used to estimate the wave force in a short-crested ocean. The results in the present study indicate that the maximum wave force on the composite bucket foundation is achieved when the current incident angle parallels to the direction of the wave propagating.Figure 7
Variation of the total wave force on the composite bucket foundation versus theka0 for different current velocity with kx/k=0.5: (a) α-β=0 and (b) α-β=π.
(a) (b)Figure 8
Effect of current on the total wave force on the composite bucket foundation versus theka0 for different α-β.Figure9 shows the variation of the inertia coefficientCM and drag coefficientCD on a circular cylinder versus theka0 for different conditions with α=β. The conclusion can be drawn that the inertia and drag coefficients on a circular cylinder under wave are only relevant to the value ofka, whereas the inertia and drag coefficients on a circular cylinder under wave and current are still relevant to the radius of the cylinder, water depth, and current velocity. Figure 10 shows the variation of the inertia and drag coefficients at different location on the composite bucket foundation versus theka0 withU0= 0m/s. It should be noted that the inertia and drag coefficients at different location on a circular cylinder is the same. However, the inertia and drag coefficients at different location on the composite bucket foundation is quite different, as shown in Figure 10. Figure 11 shows the variation of the inertia and drag coefficients on a circular cylinder versus the α-β with ka=1,a=2m, andh=8m. Figure 12 shows the variation of the inertia and drag coefficients atz=0.5h on the composite bucket foundation versus the α-β with ka0=1 andh=8m. It can be seen from Figures 11 and 12 that the inertia and drag coefficients obviously increase with the increases of current velocity when α-β<0.5π, whereas the inertia and drag coefficients obviously decrease with the increases of current velocity.Figure 9
Variation of the inertia coefficientCM and drag coefficientCD on a circular cylinder versus theka0 for different conditions: (a)CM and (b)CD.
(a) (b)Figure 10
Variation of the inertia coefficientCM and drag coefficientCD at different location on the composite bucket foundation versus theka0: (a)CM and (b)CD.
(a) (b)Figure 11
The inertia coefficientCM and drag coefficientCD on a circular cylinder versus α-β for different current velocity withka0=1: (a)CM and (b)CD.
(a) (b)Figure 12
The inertia coefficientCM and drag coefficientCD atz=0.5h on the composite bucket foundation versus α-β for different current velocity withka0=1: (a)CM and (b)CD.
(a) (b)


## 5. Conclusions

A new analytical solution for the diffraction of short-crested waves with currents around a bottom-mounted composite bucket foundation was derived in this study. The wave run-up, the wave forces, and the inertia and drag coefficients are determined. It is obtained that current incident angle and current velocity have significant effects on the short-crested wave run-up on the composite bucket foundation, which is mainly because the wave frequency of the short-crested wave system is significantly affected by current incident angle and current velocity. The maximum wave forces are achieved when the current incident angle parallels to the direction of the wave propagating. The effect of wave-current interaction on the short-crested wave obviously increases with the increase of the total wave number and obviously decreases the increase of the water depth. The inertia and drag coefficients obviously increase with the increases of current velocity when the relative angle is smaller than 90°, whereas these coefficients obviously decrease when the relative angle is larger than 90°.



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*Source: 5932742-2019-01-29.xml*