In the present work, a numerical wave-current flume has been developed, based on a standard k-εmodel. The numerical flume was 12.86m in length, with a numerical beach at one end of the flume. The Volume of Fluid (VOF) method was used to capture the free surface in the flume. The velocity profile obtained at the test section from the numerical simulation has then been compared with experimental data and good agreement found. Periodic velocities in the bottom boundary layer have been obtained which agree well with the experimental data. The model provides an insight to the changes in bed shear stress time histories that characterise wave current interaction

Buldakov, E

Simons, R

Zhang, X

UCL Discovery

1A NUMERICAL STUDY OF WAVE-CURRENT INTERACTION IN THE BOTTOMBOUNDARY LAYERXuan Zhang1, Richard Simons2 and Eugeny Buldakov3In the present work, a numerical wave-current flume has been developed, based on a standard k-ε model. The numerical flume was 12.86m in length, with a numerical beach at one end of the flume. The Volume of Fluid (VOF)method was used to capture the free surface in the flume. The velocity profile obtained at the test section from thenumerical simulation has then been compared with experimental data and good agreement found. Periodic velocitiesin the bottom boundary layer have been obtained which agree well with the experimental data. The model provides aninsight to the changes in bed shear stress time histories that characterise wave current interaction.Keywords: Wave-Current Interaction; bottom boundary layer; numerical simulations; CFD.INTRODUCTIONThe hydrodynamics of coastal zones are dominated by two important factors: gravity waves andcurrents. The waves are usually generated by the wind, while the currents can be generated by thewaves, density variations, tides etc. With the development in marine energy exploitation, the interactionbetween surface gravity waves and a tidal current (WCI) is highly significant for engineers concernedwith hydrodynamics in the near-shore region. Renewable energy devices such as tidal turbines, as wellas other forms of coastal structure, are located in a complex environment involving ocean waves and atidal current. Evaluation of coastal erosion, design of harbour structures, pipelines and tidal turbines,and dispersal of pollutants are examples which require a clear understanding of wave-currentinteraction. Physically, it is complicated to determine how ocean waves interact with the turbulentcurrents because of many complex physical processes involving various temporal and spatial scales.Considerable research has been carried out to understand the dynamics of wave-current interaction inthe past 60 years. An enhanced bed shear stress together with altered velocity distributions areimportant phenomena in a combined condition. An eddy viscosity concept has been adopted widely bymany researchers, and various theories on eddy viscosity distributions with space and/or time have beendeveloped. This was first presented by Lundgren (1972), based on the vectorial combination of acurrent eddy viscosity and wave eddy viscosity. This is only applicable to a wave-dominated conditionbecause the characteristics of the wave boundary layer were determined from the wave-alone case,without considering the current effects. Grant and Madsen (1979) parameterized the effect of waves ona turbulent current by an enhanced apparent bottom roughness near the bed, based on a time-invariantturbulence eddy viscosity model. This was later modified by Malarkey and Davies (1998), to includetime variations in the eddy viscosity. Christoffersen and Jonsson (1985) developed different modelsapplicable to two roughnesses, using different time-independent eddy viscosity distributions. Myrhaugand Slaattelid (1990) investigated bottom friction coefficients and the phase lead of the bottom shearstress over the free-stream oscillatory velocity, relying on a similarity theory and a time-invariant eddyviscosity distribution. A mixing length turbulence model was applied by Bakker and von Doorn (1978)to investigate the bottom boundary layer, taking into account temporal variations inside the waveboundary layer. Fredsoe (1984) used the momentum equation to study the bottom boundary layer. Itwas assumed that time scales for the change in the outer velocity are much larger than that for the decayof eddies formed in the wave boundary layer. From this they deducted that the theory breaks down at avery high wave frequency, where the history effect of turbulence formed in the previous half-cycle is nolonger negligible. A review of these models is included in a review paper by Deigaard et al. (1985),who further evaluated the corresponding application to pipeline stability. Soulsby et al. (1993) reviewedseveral analytical models and gave a parameterized model by curve fitting. But time series of bed shearstress cannot be obtained from this model, and therefore the turbulent memory effects of reversing flow1 Department of Civil, Environmental and Geomatic Engineering, University College London, Gower Street, London,WC1E 6BT, UK2 Department of Civil, Environmental and Geomatic Engineering, University College London, Gower Street, London,WC1E 6BT, UK3 Department of Civil, Environmental and Geomatic Engineering, University College London, Gower Street, London,WC1E 6BT, UKCOASTAL ENGINEERING 20162during previous half-cycles cannot be obtained from these models. Previous experiments on WCI in avertical plane (Kemp and Simons, 1982, 1983; Klopman, 1994; Umeyama, 2005, 2009) have shownthat the logarithmic velocity profile, which is characteristic of a unidirectional turbulent flow, ischanged with the addition of wave motion. This is particularly obvious in the vicinity of the bed andfree surface. Many theories have been proposed to explain this phenomenon, mainly based on the wave-induced stresses (Nielsen and You, 1996; You, 1996; Groeneweg and Klopman, 1998) or secondarycirculations in the cross section (Nepf and Monismith, 1991; Dingemans et al., 1996; Klopman, 1997;Groeneweg and Battjes, 2003).Past studies have identified the non-linear characteristics of WCI, with experimental studiesdescribing the phenomena and semi-empirical models attempting to quantify them. This paper describesa CFD model to provide a better understanding of what is happening in the bottom boundary layerunder a combined wave and current condition. Numerical results of boundary layer dynamics over asmooth bed are presented.METHODOLOGYA numerical wave-current flume has been developed using a CFD package (Ansys Fluent), basedon the finite-volume scheme. The Reynolds-averaged Navier–Stokes equations were adopted formodelling the incompressible flow and the Volume of Fluid method was used to track the free surface.A steady turbulent current boundary layer was developed from a prescribed uniform velocity at theinlet, using a standard k-ε model. In order to fully resolve the bottom boundary layer, a Low-Reynolds-number scheme was adopted instead of the High-Reynolds-number scheme adopted before (Teles et al.,2013). Second-order Stokes waves were generated through the velocity inlet boundary condition. Anartificial damping zone was placed near the pressure outlet boundary to avoid wave reflection. Theexperimental data from Kemp and Simons (1982) were used in order to verify the numerical results.Governing EquationsThe numerical wave-current flume was based on the RANS equations and an enhanced near-walltreatment was adopted to fully resolve flow field in the vicinity of the bed (Ansys, 2013). This is a near-wall modelling method specifically appropriate for a very refined mesh near the bed (typically with thefirst near-wall node placed at y+≈1).  Initial and Boundary ConditionsIn order to generate an initial turbulent current, similar boundary conditions to those for the case‘CA’ (Kemp and Simons, 1982) were adopted here. This involves a pressure-inlet boundary condition,with streamwise velocity U of 0.2m/s and turbulence parameters (turbulence intensity of 3.9% andhydraulic diameter of 0.43m, both the same as in the ‘CA’ case). An inlet streamwise velocity U of0.2m/s was chosen, larger than the experimental one (0.185m/s) since a pressure-inlet boundarycondition was specified at the inlet instead of a velocity-inlet boundary condition. Different velocityprofiles have also been tried during preliminary tests by the authors (by user-defined functions ofvelocity profiles), in order to find the most appropriate boundary conditions for the model. The outletboundary condition was a pressure-outlet, specifying the same turbulence parameters as the inletspecification. Free surface level (0.2m) and bottom level (0m) were both specified through the pressure-inlet and pressure-outlet boundary condition, which is important in a two-phase multiphase flowproblem. The atmospheric pressure was specified in the model as 1atm = 101325 Pa in the air domain.The smooth bed was again specified as a non-slip wall, without any roughness involved. The topboundary of the computational domain was specified as a slip-wall, with zero shear stress. After a stablecurrent was obtained, waves were added onto the current. In this case, the wave condition ‘WA1’ wassuperimposed onto the background current after a flow time of 19.6s. The characteristics of ‘WA1’were input based on the Doppler Shift theory (Peregrine, 1976) to ensure that the observed frequency isunchanged (T =1s) under a combined condition. After the initial turbulent current was generated, somechanges in boundary conditions and cell zones were made to superimpose wave motions. The waveswere generated through the velocity-inlet boundary condition, specifying the current velocity magnitudeof 0.185 m/s and turbulence parameters (turbulent intensity and hydraulic diameter remained the sameas ‘CA’). Several other current velocity magnitudes were also tried by the authors: the magnitude of0.185 m/s gave the closest results compared with experimental data. Wave parameters were specified atthe inlet, through a wave boundary condition. Second-order Stokes waves were generated, with a waveheight of 0.02m, wave length of 1.446m, phase difference and wave heading angle of 0 as used in theexperimental tests. A numerical beach was then switched on, covering the region from x=8.52m to theCOASTAL ENGINEERING 2016 3end of the flume in order to avoid wave reflections. This is accomplished by adding a damping sinkterm to the right-hand of the momentum equation for cells in the zone near the pressure-outletboundary. The damping resistance was set to 100 (m-1) in order to suppress the reflected waves.Description of solve-settingsA transient type pressure-based solver was adopted in the generation of a steady current. In termsof spatial discretisation, second-order accuracy is necessary and therefore adopted in the model for itshigh resolution. The implicit volume fraction scheme was adopted to solve the phase continuityequation iteratively together with the momentum and pressure. Residual target was set as 0.00001 forthe convergence criteria, which was achieved within each time step. The time stepping method waschosen as fixed, with 0.001s chosen as the time step size for its greater accuracy and computationalspeed. For the pressure interpolation scheme, PREssure STaggering Option (PRESTO!) algorithm hasbeen used as recommended for all VOF calculations (Ansys, 2013). This scheme uses the discretecontinuity balance for a ‘staggered’ control volume about the face to compute the face pressure. Theinterface scheme ‘compressive’ is adopted as an interpolation scheme for its high accuracy andmedium-to-high computational speed (Ansys, 2013). This is a second-order reconstruction scheme. Interms of temporal discretisation, a second-order implicit transient formulation is adopted in the modelfor its high accuracy.Figure 1. – Model grid. Part of the mesh, combined wave-current flowRESULTS AND DISCUSSIONSThe mean horizontal velocity profiles under a combined condition, on linear and semi-logarithmicscales, are shown in Figure 2(a) and 2(b) respectively. Good agreement is found with the laboratorydata from Kemp and Simons (1982), with the maximum relative error within 3%. The periodicvelocities near the smooth bed, at 18° phase intervals through half a wave cycle, are shown in Figure 3.This also shows good agreement with the experimental data. A convergence study of the time step sizeand mesh has been conducted in the present study, which has not been included in any previous work.The basic case adopted above (50000 cells and time step size of 0.001s) was chosen to present resultsafter the convergence tests were performed. This demonstrated that the solution converged further witha decreasing time step size and increasing number of mesh cells (Figure 4 and 5). Due to the highcomputational cost, the number of mesh cells was limited to 200000 here and no more refined mesh isdiscussed. Figure 6 gives the velocity distributions at 18° intervals within full depth. It is found thatflow reversal takes place very near the bed, within about 0.4mm in the combined wave-currentcondition. This is in good agreement with the experimental data of Kemp and Simons (1982). The flowreversal involves an inflexion point, which is normally a sign of flow instability.Figure 7(a) and (b) show the time series of surface elevation and bed shear stress in a combinedwave-current condition. This provides more insights regarding the bed shear stress time histories, whichCOASTAL ENGINEERING 20164is important for sediment transport. The figure demonstrates the phase advance between the free surfaceelevation and the bed shear stress, confirming that the peak of bed shear stress occurs prior to the wavecrest.Figure 2. – Mean horizontal velocity profile for waves propagating with a current, given d=200mm, T=1s,H=0.02m, U=0.185m/s, (a) linear scale; (b) semi-logarithmic scale.SUMMARYA CFD model has been developed using standard software to simulate flows with combined wavesand currents. The turbulent current was generated by a pressure-inlet boundary condition and apressure-outlet condition at the other end. The expected wave was generated by giving a velocity-inletboundary condition. Reflected waves were absorbed by the numerical beach, which is based on addinga sink term into the momentum equation. A convergence test was carried out and the basic test (50kmesh cells, time step size of 0.001s) takes 60 hours, which is practical for numerical modelling. ResultsCOASTAL ENGINEERING 2016 5show good agreement with experimental data over a smooth bed for mean velocities and periodicvelocities. Flow reversal was observed in the vicinity of the bed.The results of bed shear stress time histories indicate a phase lead compared with the free surfaceelevation. The results can be useful for wind farms designers and sediment transport studies, where thetime series of bed shear stress are highly significant. It also suggests further research to investigateequivalent phenomenon under real wave environments, either by numerical experiments or by fieldtests.Figure 3. – Periodic velocities in the bottom boundary layer, WCA1 (CFD results presented as lines,experimental data presented in dots).Figure 4. – Convergence of numerical results for mean horizontal velocity profile for the case WCA1. Mesheswith 50k cells, and two time steps = 0.005s and 0.001s.COASTAL ENGINEERING 20166Figure 5. – Convergence of numerical results for mean horizontal velocity profile for the case WCA1. Timestep = 0.001s, mesh size = 50k and 200k cells.0.000.020.040.060.080.100.120.140.16-0.05 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35y(m)u (m/s)0°18°36°54°72°90°108°126°144°162°180°Figure 6. – Velocity profiles at 18° interval within full depth, WCA1 (CFD results)COASTAL ENGINEERING 2016 7Figure 7. – Time series of (a). free surface elevation and (b). bed shear stress, waves propagating with acurrent, given d=200mm, T=1s, H=0.02m, U=0.185m/s.COASTAL ENGINEERING 20168ACKNOWLEDGMENTSWe gratefully acknowledge the financial support for this research from the UCL Dean’s Prize andChina Scholarship Council.REFERENCESLundgren, H. (1972): Turbulent currents in the presence of waves, Proc. 13th Coastal Engng. Conf.,Vancouver, ASCE, chapter 33, pp. 623-634.Grant, W.D. and Madsen, O.S. (1979): Combined Wave and Current Interaction with a RoughBottom, Journal of Geophysical Research, vol. 84, pp. 1797-1808.Malarkey, J., Davies, A.G. (1998): Modelling wave–current interactions in rough turbulent bottomboundary layers, Ocean Engineering, vol. 25, pp. 119–141.Christoffersen, J.B. and Jonsson, I.G. (1985): Bed friction and dissipation in a combined current andwave motion, Ocean Engineering, vol. 12, pp. 387-423.Myrhaug, D. and Slaattelid, O.H. (1990): A rational approach to wave-current friction coefficientsfor rough, smooth and transitional turbulent flow, Coastal Engineering, vol. 14, pp. 265-293.Bakker, W., and van Doorn, T. (1978): Near-bottom velocities in waves with a current, Proc. 16thCoastal Engng. Conf., Hamborg, ASCE, chapter 82, pp. 1394-1413.Fredsoe, J. (1984): Turbulent boundary layer in wave-current motion, Journal of HydraulicEngineering, vol. 110, pp. 1103-1120.Deigaard, R., Jacobsen, V., Bryndum, M.B. (1985): A critical review of near bottom boundary layermodels with special attention to stability of marine pipelines, Proc. 4th Int. Offshore Mechanics &Arctic Engineering Symp., New York, U.S.A., pp. 542-549.Soulsby, R.L., Hamm, L., Klopman, G., Myrhaug, D., Simons, R.R., and Thomas, G.P. (1993):Wave-current interaction within and outside the bottom boundary layer, Coastal Engineering, vol.21, pp. 41–69.Kemp, P. H., and Simons, R. R. (1982): The interaction between waves and a turbulent current:waves propagating with the current, Journal of Fluid Mechanics, vol. 116, pp. 227-250.Umeyama, M. (2009): Changes in Turbulent Flow Structure under Combined Wave-CurrentMotions, Journal of Waterway, Port, Coastal, and Ocean Engineering, vol. 135, pp. 213–227.Teles, M.J., Pires-Silva, A.A., Benoit, M. (2013): Numerical modelling of wave currentinteractions at a local scale, Ocean Modelling, vol. 68, pp. 72–87.Zhang, J.S., Zhang, Y., Jeng, D.S., Liu, P.L.F., Zhang, C. (2014): Numerical simulation of wave–current interaction using a RANS solver. Ocean Engineering, vol. 75, pp. 157-164.Ansys Fluent Theory Guide, Release 15.0. (2013).Ansys Fluent User’s Guide, Release 15.0. (2013).

A numerical study of wave-current interaction in the bottom boundary layer

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A numerical study of wave-current interaction in the bottom boundary layer

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