The kinematic properties of unsteady highly non-linear 3D wave groups have been investigated using a numerical wave tank. Although carrier wave speeds based on zero-crossing analysis remain within of linear theory predictions, crests and troughs locally undertake a systematic cyclical leaning from forward to backward as the crests/troughs transition through their maximum amplitude. Consequently, both crests and troughs slow down by approximately of the linear velocity, in sharp contrast to the predictions of finite amplitude Stokes steady wavetrain theory. Velocity profiles under the crest maximum have been investigated and surface values in excess of 1.8 times the equivalent Stokes velocity can be observed. Equipartitioning between depth-integrated kinetic and potential energy holds globally on the scale of the wave group. However, equipartitioning does not occur at crests and troughs (even for low amplitude Stokes waves), where the local ratio of potential to total energy varies systemically as a function of wave steepness about a mean value of 0.67.
Local properties of highly nonlinear unsteady waves]On the local properties of highly nonlinear unsteady gravity water waves. Part 1. Slowdown, kinematics and energetics X. Barthelemy, M.L. Banner, W.L. Peirson, F. Dias, M. Allis]X. Barthelemy ††thanks: Email address for correspondence: email@example.com,M.L. Banner, W.L. Peirson,F. Dias and M. Allis
Wind-generated ocean waves at the air-sea interface propagate predominantly in group or packet structures. Group structure behaviour is not limited to ocean waves, but occurs naturally in many systems. These unsteady wave groups can exhibit a complex nonlinear life cycle, especially in focal zones where there is rapid wave energy concentration. Their structure and the associated carrier wave propagation properties of dispersion, directionality and nonlinearity, and their interplay, represents a knowledge gap beyond present analytical treatment. Understanding natural ocean wave propagation is not only relevant academically but is potentially important when studying ocean-atmosphere exchanges, as well as the design of structures such as open ocean platforms. Crest speeds are a key consideration in the assessment of wave impact loading on structures, where flow-induced forces are proportional to the square of the water velocity. In other applications, measurements of initial whitecap speeds have been proposed as a method for inferring ocean wavelengths (Phillips (1985)) assuming that the Stokes dispersion relationship is applicable. Any systematic crest speed slowdown just prior to breaking onset will significantly alias wavelength determinations from the quadratic relationship between Stokes wavelength and speed.
Stokes classical deep water wave theory ((Stokes (1847)) was developed for a steady, uniform train of two-dimensional (2D) non-linear, deep-water waves of small-to-intermediate mean steepness , where is the wave amplitude and is the wavelength. The wave speed c increases with as found to 5th order in wave steepness by Fenton (1985):
where is the wave speed of linear (infinitesimally steep) waves.
Increasing the steepness to the Stokes limit () in eq (1) gives the limiting speed of maximally-steep steady waves of . Increased wave steepness has long been associated with higher wave speeds. Historically, Stokes theory has been the default theoretical approach for describing ocean waves (Kinsman (1965) and Wiegel (1964)). Contemporary examples are Beyá et al. (2012) who found close agreement between monochromatic wave near-surface velocities and predictions based on 5th order Stokes theory. The observational study of Grue et al. (2003) using PIV to measure velocities under extreme and breaking crests showed that inviscid predictions are in good agreement with measured particle velocities. Johannessen (2010) showed that at the crest, near-surface velocities agree with second-order Stokes theory, which is capable of describing the free surface kinematics very accurately provided that the local underlying regime of free waves can be identified. A principal constraint of the Stokes wavetrain framework is the imposed uniform spatial and temporal periodicity, which provides the basis for the extensive analytic treatment in the literature of this intrinsically nonlinear free surface problem.
However, ocean waves propagate naturally in unsteady groups that evolve dynamically. Relaxing the periodicity constraints allows additional degrees of freedom to develop as shown in a suite of laboratory studies. Melville (1983) found a wave speed variation of between -17% and +32% around the linear phase velocity. Shemer (2013) demonstrated that for a wave group with a broad spectral bandwidth, the crest propagation velocity of the dominant waves differs significantly from both their phase and group velocities. Deep-water breaking wave studies (e.g. Rapp & Melville (1990), Stansell & MacFarlane (2002), Jessup & Phadnis (2005), Melville & Matusov (2002), Melville et al. (2002)) all found a significant (O(20%)) breaking crest speed slowdown relative to the expected linear phase velocity (Eq. 1). For focusing wave packets, Johannessen & Swan (2001) and Johannessen & Swan (2003) reported a slowdown in the expected crest velocity at focus of around 10%.
Understanding wave crest slowdown behaviour is central to both refining present knowledge on water-wave propagation and dynamics, and effective implementation of Phillips’ spectral framework for breaking waves (Phillips (1985), Gemmrich et al. (2008), Kleiss & Melville (2010)). The groupiness of natural ocean waves gives rise to a suite of differences from Stokes waves predictions. Baldock et al. (1996) report an ensemble of directional wave modes of different frequency components focusing in space and time to produce an unsteady wave-group in the laboratory. Surface elevations and subsurface particle kinematics were compared with linear wave theory and the Longuet-Higgins & Stewart (1960) second-order solution of the wave-wave interactions. Their study shows that nonlinear wave-wave interactions produce a highly nonlinear wave-group with crests higher and troughs shallower than expected from numerical simulations by Longuet-Higgins (1987) and experiments by Miller et al. (1991). Sutherland et al. (1995) previously obtained very similar characterisations although they also concluded that the wave kinematics were Stokes-like. Song & Banner (2002), Banner & Peirson (2007) and Viotti et al. (2014) report complementary numerical and experimental studies that demonstrate that intra-group and inter-wave energy transfers cannot be neglected when characterising wave group kinematics and dynamics.
In this contribution we show that Stokes characterisations have significant limitations when applied to fully non-linear unsteady wave groups. Specifically, important properties derived from Stokes (1847) theory and subsequent refinements (e.g. Fenton (1985)) change fundamentally when stationarity is relaxed. Under wave crest maxima, the velocity profiles, energetics and energy partitioning all differ systematically from those of a comparably steep Stokes wave. The unsteady leaning of waves (Tayfun (1986)) is shown to be a critical aspect, determining the actual wave crest speed. Our preliminary numerical studies of chirped wave packets have already been verified against observations of wave groups in the laboratory and in the field (Banner et al. (2014)). Fedele (2014) provided a theoretical explanation and further validation of the crest slowdown in terms of geometric phases.
2 Numerical simulation
For modulated waves, the nonlinear Schrödinger (NLS) equation and its higher-order extensions (Zakharov (1968)) have been widely applied. NLS models have been used extensively to study the evolution of quasi-monochromatic waves and instabilities due to resonant interactions (e.g. the Benjamin–Feir instability (Benjamin & Feir (1967)). Extensions of the NLS equation include the Zakharov equation which has been applied to describe the long-time evolution of the spectrum of weakly nonlinear, dispersive waves.
There has been a growing interest in the development of three-dimensional models which inherently incorporate non-linearity and associated dispersion effects. The broad-bandedness in both frequency and direction of real sea states poses significant challenges in numerical simulation. Bateman et al. (2001) demonstrated the importance of directionality and the consequent benefits of efficient wave modelling during comparison of numerical simulations with the laboratory observations of Johannessen & Swan (2001). High-order spectral expansion approaches using efficient FFT solvers for application to 3D waves have been developed (e.g. Ducrozet et al. (2012), Dias et al. (2015)). Another option is to solve the full Navier-Stokes equations (Park et al. (2003)), but viscous flow solvers tend to be too dissipative and computationally time-consuming.
Numerical models of potential 3D wave propagation can be divided into three main categories: (a) boundary element integral methods (BEM): e.g. Baker et al. (1982), Bateman et al. (2001), Clamond & Grue (2001), Grilli et al. (2001), Fochesato et al. (2007), Guyenne & Grilli (2006), Xue et al. (2001), Hou & Zhang (2002), Fructus et al. (2005); (b) finite element method (FEM) e.g. Ma et al. (2001); (c) spectral methods: e.g. Dommermuth & Yue (1987), West et al. (1987), Craig & Sulem (1993), Nicholls (1998), Bateman et al. (2001).
Spectral methods based on perturbation expansions are known to be very efficient. These methods reduce the water wave problem from one posed inside the entire fluid domain to one posed on the boundary alone, thus reducing the dimension of the formulation. This reduction can be accomplished by using integral equations over the boundary of the domain (so-called boundary integral methods) or by introducing boundary quantities which can be expanded as Taylor series for reference domain geometries (Xu & Guyenne (2009)). Both approaches have been summarised recently by Ma (2010). BEM techniques are efficient for representing wave propagation and overturning until the wave surface reconnects (Grilli & Subramanya (1996)).
The present study used a boundary element numerical wave tank code called WSIM, which is a 3D extension of the 2D code developed by Grilli et al. (1989) to solve the single-phase wave motions of a perfect fluid. It has been applied extensively to the solution of finite amplitude wave propagation and wave breaking problems (see chapter 3 of Ma (2010)). The ideal fluid assumption makes WSIM unable to simulate breaking impact subsequent to surface reconnection. However, its potential theory formulation enables it to simulate wave propagation in a CPU-efficient way, without the diffusion issues of viscous numerical codes. The simulation of wave generation and development of the onset of breaking events can be carried out with great precision, as demonstrated by Fochesato & Dias (2006), Fochesato et al. (2007).
WSIM has been validated extensively and shows excellent energy conservation (Grilli et al. (1989), Grilli & Svendsen (1990), Grilli & Subramanya (1994), Grilli & Subramanya (1996), Grilli & Horrillo (1997), Grilli et al. (2001), Fochesato (2004), Fochesato & Dias (2006), Fochesato et al. (2007)). Its kinematical accuracy has been demonstrated by comparison with the analytical solutions for infinitesimal sine waves found in Phillips (1977).
2.1 Governing equations
WSIM uses a mixed Eulerian-Lagrangian time-updating scheme for irrotational motion described by the velocity potential , in a Cartesian coordinate system with constant pressure at the open water surface. is the vertical upward direction and the still water surface (Figure 1).
Fluid velocity is defined as . The continuity equation leads to the Laplace equation for the potential within the fluid domain (2.1). The symbols and are used to denote the entire domain boundary and the free surface respectively.
where is the position vector of a fluid particle on the free surface, the gravitational acceleration, the atmospheric pressure, the fluid density and the Lagrangian (or material) time derivative.
The free surface (domain ) is described by fully-nonlinear kinematic (eq 2.1) and dynamic (2.1) equations. Recent developments have implemented a 3D snake wave paddle at one vertical face of the domain which is described subsequently. The far face of the numerical wave tank from the paddle has an absorbing beach which damps any incident wave energy as described in Grilli & Horrillo (1997). All remaining faces of the domain have a zero-flux boundary condition () (eq 2.1).
Boundary geometry and field variables are represented by 16-node quadrilateral elements, providing bi-cubic local interpolation of the solution between the nodes. High-order tangential derivatives required for the time updating are calculated in a local curvilinear coordinate system, using 25-node fourth-order quadrilateral elements to retain third order accuracy in the spatial derivative. This results in a high-order integration scheme over the discretisation elements. The solver uses a fast PTMA scheme introduced by Fochesato & Dias (2006).
Once preliminary testing of WSIM was complete, two spatial resolutions were used during the present simulations to quantify sensitivity to the discretisation. These were 8 points per wavelength in (so-called) medium resolution and 16 points per wavelength in high resolution in the propogation () direction. The number of points in the transverse and depth directions was adjusted to keep element aspect ratios close to 1.
Even if WSIM internally works with a different reference system, the results in this paper have been chosen to be expressed in deep water units. Model time scales are non-dimensionalised by the base frequency of the generating paddle signal, and its corresponding length scale is the deep water wavelength . These choices impose a gravitational acceleration of and a reference linear velocity .
Non-dimensional lengths can be computed using and the time related quantities using .
The numerical scheme is a mixed Eulerian-Lagrangian method. Consequently, the mesh is subject to Lagrangian drift during the passage of steady, steep wave groups, especially near the free-surface. For the transitory Class 3 wave groups defined in Song & Banner (2002) and used during this present investigation, the mesh did not deform significantly.
2.3 Wave group generation
The WSIM wave-maker was chosen as a bottom-hinged flap paddle to generate deep-water waves.
The wave-maker motion requires specification of the velocity potential on the boundary as follows:
where is the distance of the centre of the rotation and is the angle of rotation of the wave-maker.
To ensure smoothness of the boundary conditions and to avoid numerical instabilities at created by the moving elements, the paddle oscillation motion is damped by a function which changes smoothly from to , as detailed in Grilli & Subramanya (1996) and Grilli & Horrillo (1997). Hence, the boundary condition can be written as follows:
Because of finite tank-length considerations, we chose to investigate the chirped wave packet (Class 3) and investigated cases comprising five, seven and nine carrier waves in the initial time wave packet.
2.3.1 Class 3 wave groups
Using the prescribed ’chirp’ motion from Song & Banner (2002), the following expression defines Class 3 wave packets, being the number of waves in the time series, is the paddle frequency and is the phase. is the chirp rate of the linear modulation:
The paddle motion has an oscillating part moderated by a damping function. To avoid discontinuities and assure a smooth numerical start in the code, there is a negative shift in time of 5 seconds, to ensure that any initial oscillations are of the order of the double precision zero.
2.3.2 3D converging wave group
3.1 Determining near-surface quantities:
A significant challenge within this investigation was determining quantities close to the highly-curved free surface. Three complementary solutions have been implemented. Evaluating the interior fields is known to be a ’quasi-singular’ problem, because it evaluates integration with kernels of the type , being the distance between the point where the field is calculated and a point on the boundary and is a positive exponent. The closer the evaluation points are to the boundary, the larger these terms become and they can possibly grow without bound.
3.2 Interior fields
The boundary element formulation of 3D potential problems implies:
where is the source point, is the potential; and is the derivative of along the unit outward normal at on the boundary . is the boundary of the region of interest and boundary conditions concerning and are specified on . when and when and is smooth at
The fundamental solutions and are defined by:
where and .
The flux at a point is given by the potential gradient:
Equations are discretised on the boundary by boundary elements defined by the interpolation function. The integral kernels of these equations become nearly singular when the distance between and is small compared to the size of . In the following, we will denote by for brevity.
Reconstructing the inner field values relies on the ability to correctly estimate the sum (3.0) over the entire domain. Three complementary methods are used depending on the distance between and .
When the distance is large enough (relative to the element size), the integration on the individual element is carried out by a Riemann quadrature on a classical Gauss-Lobatto point distribution.
When the distance becomes small, the classical quadrature does not retain enough precision, and the Telles (1987) method is used. The Telles method consists of binary subdivisions of the integration space to maximize precision where the singularity begins to manifest itself. The precision of this method is acceptable at moderate distance from the boundary, as described in Grilli & Subramanya (1994).
However, the Telles method becomes inefficient when the near-boundary singularities are too strong, specifically adjacent to the highly curved surface of steep waves. Consequently, a third method was developed and implemented called Projection and Angular and Radial Transformation (PART) (see Hayami (1990), Hayami (1991), Hayami & Matsumoto (1994),(Hayami (2005a), Hayami (2005b)). A change of variables is used to calculate the integration on a closed element.
When applied to the curved quadrilateral element , for the nearly-singular integral over a curved boundary element:
A sequence of steps is needed in order to effect a change of variables and integrate:
1. Source projection: Find the nearest point on to using the Newton-Raphson method. are the local orthonormal coordinate system on the element .
2. Determine the relative position of the source projection in the local coordinate system.
3. Calculate the unit normal to the curved element at
4. Approximately project the curved element on the polygon in the plane tangent to at
5. Determine the geometry of the projected quadrilateral and four triangular regions defined by joining to the four corners of , and then determine the linear mapping matrices .
6. Introduce polar coordinates in , centered at . Eq. (3.0) becomes:
where is the Jacobian of the mapping from Cartesian coordinates on to curvilinear coordinates on .
7. Apply radial variable transformation: in order to weaken the near-singularity due to , which is essentially related to the radial variable only:
8. Apply the angular variable transformation , with being for each triangle the distance between and the foot of the perpendicular from and the edge of and the angle at of the triangle :
in order to weaken the angular near-singularity which arises from when is near the edge of the polygon . This uses the fact that:
9. Use Gauss-Legendre’s formula to perform numerical integration of (3.0) in the transformed variables and :
3.3 Determination of physical quantities
Local surface elevation and its corresponding depth-integrated potential energy are obtained from the free surface data, extracted from the data using the same 3rd order spline interpolation polynomials as used in the BEM simulation (section 2.2). Velocities and the associated depth-integrated kinetic energy are calculated using free surface data and the interior fields as seen above (section 3.2).
The crest and trough locations are tracked using a two-stage detection algorithm:
First, extrema and the zero-crossing positions are calculated directly from the discretising spline polynomials. These positions are then linked together between time steps to form characteristics of the motion. All physical quantities are tracked along these characteristic lines.
4 Results and Discussion
The numerical simulations undertaken are summarised in Table 1.
|Identifier||Class||Number of Waves||Approx. points per wave||Paddle amplitude A||/||Comments|
|C3N5A0.05||3||5||8||0.05||2D||1.1014||1.2878||Small steepness case|
|C3N5A0.3||3||5||8||0.3||2D||1.1171||1.22878||Medium steepness case|
|C3N5A0.511||3||5||16||0.511||2D||1.2499||1.2028||Marginal high resolution recurrence case|
|C3N5A0.514||3||5||8/16||0.514||2D||1.2416||1.1978||Marginal high resolution breaking case|
|C3N5A0.518||3||5||8/16||0.518||2D||1.2126||1.2023||Marginal medium resolution recurrence case|
|C3N5A0.519||3||5||8/16||0.519||2D||1.2275||1.1882||Marginal medium resolution breaking case|
|C3N5A0.53||3||5||8||0.53||2D||Breaking onset too close to paddle to obtain reliable values for and|
|C3N5A0.56||3||5||8||0.56||2D||Breaking onset too close to paddle to obtain reliable values for and|
|C3N5A0.33X10||3||5||8||0.33||10||1.2538||1.2290||Marginal recurrence case|
|C3N5A0.34X10||3||5||8||0.34||10||1.2472||1.2250||Marginal breaking case|
|C3N7A0.47||3||7||8||0.47||2D||1.3002||1.3505||Marginal recurrence case|
|C3N7A0.48||3||7||8||0.48||2D||1.3156||1.3085||Marginal breaking case|
|C3N9A0.47||3||9||8||0.47||2D||1.5229||1.5265||Marginal recurrence case|
|C3N9A0.48||3||9||8||0.48||2D||1.6005||1.4276||Marginal breaking case|
4.1 Crest and trough slowdown
4.1.1 Local quantities
The local behaviour of the wave kinematics calls for precise definitions of wave geometry (Figure 4): amplitude , height , wavelength and crest half wavelength . The local crest steepness is defined as . An analogous definition exists for the local trough steepness .
4.1.2 Determination of the reference wave speed
For robust comparison, the reference wave speed is required and needs to be precisely and carefully determined. A spectral analysis of both time and space wave signals is undertaken to be able to estimate the true reference wave quantities rather than those based on the paddle signal.
Figure 6 shows the amplitude spectrum of a representative paddle signal. The characteristic generating frequency is systematically different from the power spectrum peak value (vertical black line) obtained by a FFT analysis. Consequently, each investigated case has to be analysed in space and time to determine the reference power spectrum peak wavenumber and peak frequency .
Several methods were used to determine the corresponding values of and and these show convergence towards identical values for the same simulation case. The linear velocity has been estimated without making any hypothesis about the (deep-water) dispersion relationship, using the peak of the frequency spectrum and the peak of the wave number spectrum , giving the linear celerity from the ratio . The deep water dispersion relationship can be used to determine , using the peak frequency .
Table 2 shows an example of three different methods to obtain using a local method, an average method and a global method for the 2D marginal breaking C3N5A0.511 case.
The local method value has been found by computing the spatial FFT at a random time and a FFT time series centered on the position of the peak of the wave group at this given time. The average method is based on determining from the ensemble mean FFT of the time series produced by 15 virtual height probes spaced equally, between two crest (or trough) maximum events. The peak wavenumber was determined from the ensemble mean FFT of 512 surface profiles between two crest (or trough) maxima. The global method is a 2D FFT of a space-time domain of the simulation to obtain the dispersion graph (figure 7).
The values of found in Table 2 show a very small sensitivity to the extent of the time and space domain used to determine the reference velocity: remains almost constant. These frequency and wavenumber estimates are the raw values found by taking the maximum values of the spectra at a given resolution. The length of the time series and the size of the domain do not provide sufficiently high resolution in the spectral domain (indicated by and ), and a refined method was necessary. An interpolating polynomial is constructed using the neighbouring points around the power spectral maximum and the new refined maximum is found analytically using the polynomial coefficients. These new quantities give converged values of the reference velocities and that have been tabulated for all the cases in the table 1.
Some additional remarks follow on the value of the reference velocity based on the deep water dispersion relation. Differences between and have been found, which can be explained by the nature of the wave group. Each individual wave in the group has a wavelength short enough to be considered in deep water in the simulation, but the wavelength of the wave-packet envelope is long enough not to be considered in deep water. Longuet-Higgins & Stewart (1964) called this a transitional wave group. These differences are secondary and do not affect the results.
In addition to the information about the spectral peak waves, the dispersion plot shows the degree of nonlinearity obtained with the multiple higher frequency “ripples”. These are the bound waves of the group, i.e. higher harmonics of the basic free waves constituting the wave group. In general, the more harmonics that are present in the dispersion graph, the more nonlinear is the whole phenomenon.
4.2 Space-time characteristics
This study has been carried out using chirped Class 3 wave packets as defined above, but broader experimental and field studies (see Banner et al. (2014)) confirm its generality.
Figure 8 represents the characteristics plot of crests and troughs along the centre slice of the 3D numerical wave tank of a representative Class 3 wave packet. Crests, troughs and zero-crossings have been detected and followed in this coordinate system, the abscissa is the non-dimensional position and the ordinate is the non-dimensional time. In this plot, the theoretical linear trajectory is represented by a long-dash line as a reference, crest paths are the full lines and trough paths are represented by dashed lines. Trajectories in space and time of each crest and trough are clearly seen as nonlinear, with local variations.
This plot exhibits systematic patterns for the crest and trough trajectories during the life cycle of each wave observed. The local slope of these trajectories represents the velocity of the crest or trough. A trajectory path turning anticlockwise implies slowdown and a clockwise rotation represents an acceleration. Each of the paths has a clear systematic variation in the slope and slowdown can be observed before a re-acceleration, between and . These slowdowns occur close to the crest and trough maxima of each wave inside the wave packet.
4.3 Slowdown of each wave, a generic feature.
Slowdown phenomena have been observed and mentioned previously (Johannessen & Swan (2001), Johannessen & Swan (2003), Katsardi & Swan (2011)), but have not been studied as a phase-resolved wave effect. The following plots address this gap by presenting the evolution of the crest (or trough) velocity as a function of the local steepness . The curves show the trajectory of the non-dimensional horizontal velocity of each carrier wave crest in the wavegroup, normalised by the theoretical linear wavespeed defined above. Velocities are calculated using the first derivative of a 3rd-order spline fitting the space-time trajectory. Results below are presented for crests only for illustration, and troughs are not shown because they behave in exactly the same way.
Figure 9 shows the evolution of the horizontal crest velocity of every crest of a Class 3, marginal recurrent wave packet. The abscissa measures the non-dimensional velocity ratio and the ordinate shows the local steepness . Each individual crest life-cycle in the group is represented by a line trajectory. A black dot indicates where each trajectory starts.
Two important finding are represented in this plot showing the instantaneous crest velocity against the local steepness. The first conclusion, which is one of the new findings of this study, is that contrary to inferences based on Stokes wavetrain theory, the crest velocity is not strongly dependent on the steepness. Minimum crest velocity in the ensemble of waves shown in figure 9 approaches the same value systematically, with a local steepness varying from to . Previous knowledge of velocity variation of crests is represented by the dashed line, which corresponds to order Stokes crest celerity.
The second new result in this plot concerns the minimum crest velocity. In this marginal recurrent case, the velocities of each crest reduce close to a minimum of of the linear reference velocity associated with this packet. The evolution of velocity is not linear with the steepness, and loops can be seen in the curves describing the history of the crest velocity, which shows the existence of hysteresis behaviour. It is noted that the minimum speed of this ensemble of crests seems to rise a few percent (from to in this case) when the local steepness rises and the strong nonlinearities enter.
These findings are corroborated by Johannessen & Swan (2001), Johannessen & Swan (2003), Katsardi & Swan (2011). These authors show the existence of a slowdown of 10% in 2D waves and of 7% in the case of 3D waves, with scatter. These slowdowns are quantified in respect to a reference linear velocity, called , which is not clearly defined. If a guess of the reference velocity estimation based on the peak of the frequency spectra is made, then the normalising velocity becomes defined above. With this hypothesis, the minimum velocity for the dominant crest in this graph goes from to , resulting in a 20% reduction in wave speed. A key question that arises from this analysis is whether this effect is local. The above papers argue that the cause of the slowdown can be associated with the appearance in the frequency wave spectrum of a peak around to of the main wave-packet peak, producing slower waves in accordance with the theoretical linear free-wave dispersion relationship. However, the present study offers a complementary argument for the cause of the slowdown in section 4.4 below.
The next figure addresses whether the slowdown is only a local crest and trough effect. Figure 10 shows the velocity of the mid-point between the two zero-crossings which adjoin (or span) each crest (or trough) studied. Each zero-crossing pair has the steepness attribute of the crest they span. The abscissa is the non-dimensional velocity speed with respect to the reference linear phase velocity .
The crest velocity at each crest maximum is represented by a dot, and the bars represent the extent of the variation of the crest velocity during each individual crest life-cycle. The plot shows that the zero-crossing speed changes dynamically during the wave evolution, and can undertake large relative speed variations of the order of roughly 20%. Nonetheless, the speed values when the crest reaches its maximum (dots) are close to the linear velocity, within the range . Consequently, the slowdown is a localised crest effect, and does not affect the whole packet uniformly.
4.4 Leaning, cause of the slowdown.
This section will show that the cause of the slowdown is geometric. We define the leaning as the left/right asymmetry :
where represents the crest (trough) position, is the position of the downward zero-crossing and is the position of the upward zero-crossing. The leaning L quantifies the asymmetry of the geometry of the triangle formed by the two zero-crossings spanning the crest (or trough). This parameter varies from when the backward-leaning face has a vertical asymptote to +1, when the forward-leaning face is vertical.
Figure 4 defines polar coordinates associated with a local crest (or trough). is the angle at the mid-point (half-way point between the left and right zero-crossings) between the zero water level and the crest. is the radius, the distance between the crest and the middle-point. Using polar decomposition of the velocity, the projection on the axis of the ortho-radial component (the rotation part) is and the projection on the -axis of the radial component is .
Figure 11 shows the sum of the normalised frame of reference velocity and the x-projection of the normalised ortho-radial component of the relative velocity at the crest maximum on the abscissa against the local steepness for C3 N5, C3N7, 2D and 3D wave groups. This plot shows a very strong correlation between the rotation component and the crest velocity, and proves that the major part of the slowdown resides in the rotation (hence the leaning) of crests about the mid-point between the zero-crossings. For all the waves in the group, each individual wave tends to lean from forward to backward, reducing the crest velocity to below the expected linear crest velocity.
As an example, figure 12 summarises several key kinematic and geometric properties of the dominant crest of a C3N5 wave group. In these graphs, there is a zero-reference time (along the abscissa) when the crest reaches its maximum elevation and the local steepness is normalised to 1 at this crest maximum. The maximum local steepness for this wave is .
This plot represents the entire history of a single carrier wave, with the first panel showing the normalised steepness and the second panel showing the leaning parameter . The third panel shows the average zero-crossing speed normalised by the linear reference velocity, the fourth panel shows the crest velocity and the last panel is proportional to the leaning velocity . The graph reproduces the evolution history of the dominant crest travelling from the rear of the wave group towards the front of the group.
The wave peaks at . There is a strong correlation between the crest leaning backwards, which produces a negative time derivative of , and the crest slowdown, as seen between and . During the same time interval, the average speed of the mid-point of the adjacent zero-crossings is almost constant, with a value close to the linear reference velocity. Some peaks appear in the velocity and the time derivative of , and are associated with a strong forward jump in at . This is just an artefact of the crest-tracking process and is addressed in the section (4.5).
One important finding is that always when the crest (or trough) reaches its maximum, implying that the wave crest (or trough) shape is spatially symmetric at this instant. This leaning property could potentially be used to detect crest and trough maxima in a wave field. These findings imply that the crest slowdown is a strong kinematic effect, easily understood via the composition of velocity law: the frame of reference is the average position of the two adjacent zero-crossings travelling at roughly the linear phase velocity, and the local velocity in this frame of reference is associated with the leaning forward-to-backward tendency of the crest, inducing a negative relative crest velocity. The composition of the frame velocity and the backward leaning reduce the absolute crest velocity to below the originally-expected linear phase velocity. Other fluctuations in the absolute velocity confirming this analysis can be seen just after , where a positive velocity of the frame of reference increases the absolute velocity above the linear level.
Figure 13 presents multiple wave profiles stacked in order to form a space-time diagram of the typical evolution along the centreline of a C3N5 maximum recurrent wave group. The axes have the non-dimensional position as the abscissa and non-dimensional time as the ordinate. The wave profiles are colour-coded with the value of the leaning. This figure summarises the behaviour described above: both crests and troughs undertake a systematic evolution throughout their life cycle. It can be generalised as a generic behaviour as follows: a crest (or a trough) begins its life leaning forward (red shading), peaks (the geometry of the wave becomes symmetric (green shading)) and decays leaning backwards (blue shading). Some abrupt jumps towards the front of the wave (seen as sudden changes of shading colour) are also present and are explained in the following section (4.5).
4.5 Apparent scattering and detailed geometric analysis: crestlets or riding waves?
This section explains the apparent velocity peaks found in the velocity plots (see Fig 12 around , also apparent in Fig 9 and Fig 13). Figure 14 is a space-time plot of the same wave packet shown in Figure 13. The abscissa represents the position, the ordinate represents the time coordinate and the depth represents the non-dimensional free surface elevation of a slice along the centreline of the numerical wave tank. The plot is a time sequence of wave profiles.
In this section we explain the limitation of the crest-tracking algorithm and the apparent velocity spikes. The red arrows in Figure 14 identify where the phenomenon occurs. The idea of a crest or a trough being a single maximum or minimum between two zero-crossings (which is an arbitrary reference) refers to a Stokes wave. Natural unsteady waves sometimes have multiple crests and troughs between the same two zero-crossings, which evolve dynamically. This effect can be seen in Johannessen (2010) in their observational surface elevation plots. Also, Bateman et al. (2012) describes a numerical model results where crestlets and leaning in the plots can be seen in their figures 8 and 9.
During the growth of a crest, there is an interchange of these small crests or troughs, the first one evolving and then the next one appearing from the front of the packet to become temporarily the dominant crest, and then the next one appears. These crests are initiated, in the relative frame of reference of the wave group, at the front of the group and then travel rearwards. During this crest exchange, which is rapid (roughly a tenth of a time unit over a tenth of the reference length), the tracking system jumps from the decaying crest to the next growing crest, sometimes going through a ’flattened’ area of the crest. This creates a discontinuity in the detected crest position, as it is now located further towards the front of the group. This produces the apparent high velocity spike. It should be noted that between each of these peaks, the celerity of these "crestlets" decreases, back to .
The cause of these leaning effects is not yet clear, but possible insight is provided by Bettini et al. (1983) who a discuss the radiative tail of a soliton. The radiative tail is the train of trailing waves produced by a propagating wave group. In our application, these forward jumps of the crests (or troughs) align on the characteristic plot (Figure 8). The average slope gives a velocity one half of the linear velocity, this being the definition of the radiative tail in Bettini’s article. These crestlets (or troughlets) seem to propagate backwards. This effect is relative because their velocity is one half of the velocity of the wave crests (or troughs), which causes the illusion. This energy leakage creates the radiative tail.
5 Subsurface kinematics
5.1 Velocity profiles
This section provides further details on the subsurface motion by investigating the velocity profiles. Figure 15 shows the ratio of the velocity profiles computed from the NWT simulation and the 5th order Stokes velocity profiles for different cases. Shown here are results below the local crest maxima of 2D C3N5 and C3N9 breaking and non-breaking (low steepness to marginal recurrence) , as well as some 3D cases. The Stokes waves used for comparison were fitted according to height and using the neighbouring troughs to define the wavelength. Stokes velocity profiles have been corrected for the Eulerian current by matching velocities at the bottom of the tank.
Different zones can be identified. The first zone, around , shows a relative ratio which can grow up to . While this value appears substantial, the actual velocity differences are not very large because the absolute values of the velocities are small, due to the quasi-exponential attenuation of the velocity with depth.
The second zone, above , is more important as it is close to the free surface. Here the ratio varies between for maximum recurrence cases and when the wave breaks. This change is significant and highlights an important difference between the predicted Stokes orbital velocity and the actual orbital velocity computed by the simulation. The consequence can be important when estimating the impact of a wave on a structure where the drag is proportional to the square of the velocity. The Stokes fit systematically underestimates the particle crest velocity by at least 20% for very steep waves, suggesting a near-halving of the impulse loading.
6 Energy partitioning
One of the main properties commonly assumed for waves is equipartitioning of the mean kinetic energy (KE) and potential energy (PE). With this hypothesis, meaurements can be made that only measure wave heights (hence PE), from which the kinetic energy is deduced. This equipartitioning is theoretically true for steady linear wave trains, but does it hold for a nonlinear unsteady wave group? This section investigates the energy partitioning in a global sense, first analysing the whole wave group and then studying locally what occurs at the scale of the individual crest and troughs.
6.1 Global partitioning
Having proven in the simulation validation section that energy conservation was respected, further investigation was undertaken concerning the energy partitioning for the whole wave group. Figure (16) shows the depth-integrated energy partition for the whole wave group with respect to time, for the C3N7 breaking and non-breaking cases. Periods when the whole group was not in the integration domain have been blanked out. This figure shows that global equipartitioning holds with a small excess in the kinetic energy at the crest maximum. The ratio oscillates globally close to , showing that the total energy (TE) is almost equally divided between potential energy (PE) and kinetic energy (KE). Breaking cases have the maximum deviation from equipartitioning with of the energy residing in the PE. The energy flux necessary to produce the jet formed as the breaking event initiates has its source in the kinetic energy.
6.2 Local energy partitioning at crests and troughs
The above section showed how the depth-integrated energy partitioning still holds for the whole unsteady wave group. We now examine the local behaviour of the depth-integrated energy partitioning at both crest and trough maxima. Figure 17 shows the energy partition plotted against local steepness for 2D and 3D breaking for the maximum recurrent wave packet cases C3N5, C3N7, C3N9 and C3N10. The dashed lines represent this ratio for a 5th order Stokes wave. Triangles represent the values for the troughs and circles show the values for the crests. Remarkably, our results show that equipartitioning breaks down locally at crest and trough maxima and the ratio stays almost constant, to for the crests and 0.7 for the troughs. Locally, the Stokes wave does not conform to the equipartitioning, but behaves differently from the unsteady group waves. The ratio for the unsteady wave groups matches the Stokes wave for very small steepness and is close to , but diverges from this level at higher steepness. The notable difference between the marginal recurrent case and the breaking case is the breaking crest acquires proportionally more kinetic energy with the partition ratio falling below . It is again evident that the source of the breaking jet resides in the kinetic energy, while the wave height (hence the potential energy) remains almost constant.
7 Conclusions and recommendations
This computational study of highly nonlinear gravity water waves unsteady wave groups has revealed new insights into the behaviour of kinematic and geometric properties, as well as the associated energetics. In particular, our findings on generic crest slowdown obtained from these numerical chirped wave group simulations have been confirmed observationally for chirped as well as for bimodal wave groups in our laboratory wave basin experiments, as well as for deep water wave groups measured in an ocean tower experiment (Banner et al. (2014)).
When the theoretical constraint of steadiness is relaxed, additional asymmetric degrees of freedom are observed in the wave shape. In particular, the kinematics reveal a forward-to-backward leaning cycle for each individual crest and trough inside the wave group, resulting in a local crest or trough slowdown of around 20% of the reference linear velocity estimated from a dispersion plot. This is a geometric effect, as the velocity of the zero-crossings remains close to the linear phase velocity and the observed relative velocity variations can be explained by the geometric changes in the waveform. Velocities profiles under the crest show a large difference between the Stokes-fit velocity profile and the computed velocity profile. Computed orbital velocities under the crest can be significantly higher than for the Stokes wave of corresponding height, and the ratio between them varies between 1.2 and 1.8 for the steepest cases. These values should be taken in account when designing structures close to the surface of the ocean where the Stokes values are often assumed. The associated energetics have been carefully monitored and support, within 1%, equipartitioning of the depth-integrated energy on the scale of the wave group, although at breaking onset, a slight excess of kinetic energy occurs. This depth-integrated energy equipartitioning breaks down when investigated locally at crest and trough maxima during the evolution of the wave group. These show an energy partitioning of around 69% for the potential energy at trough maxima and a partitioning range from 60% to 64% of the potential energy at crest maxima. The crest energy partitioning at breaking drops below 60% for the potential energy, indicating the initiation of the breaking jet.
Overall, these findings contribute new insights into how actual ocean wave groups propagate when the academic constraint of steadiness is relaxed. Aside from its intrinsic interest, the generic crest slowdown explains the reduced speed of initiation of breaker fronts that has been reported occasionally in the literature and is central to assimilating whitecap data accurately into spectral sea-state forecast models. Also, parameterisations of air-sea fluxes of momentum and energy, which depend on the square and cube of the sea-surface fluid velocity, may also be modified appreciably, as may the impact loading on offshore structures.
Funding for this investigation was provided by the Australian Research Council under Discovery Project DP120101701. Also, FD acknowledges partial support by the European Research Council (ERC) under the research project ERC-2011-AdG 290562-MULTIWAVE and Science Foundation Ireland under grant number SFI/12/ERC/E2227.
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