Seawater intrusion and mixing in estuaries
We describe in this article the physical processes involved in seawater intrusion and mixing in estuaries under the influence of tidal motion and explain some simple methods for deriving quantitative estimates. Several of the dispersion mechanisms discussed in this article are illustrated by dye experiments shown in Estuarine dispersion: dye experiments in the Eastern Scheldt scale model.
Contents
 1 Introduction
 2 Definitions and assumptions
 3 Random walk
 4 Longitudinal dispersion mechanisms
 5 Analytical expressions for the longitudinal dispersion coefficient
 6 Dispersion by residual circulation
 7 Dispersion by tidal straining
 8 Time scales for vertical and lateral mixing
 9 Dispersion by “dead zones”
 10 Dispersion by deterministic chaos
 11 Dispersion by tidal pumping
 12 Residence time scale
 13 Experimental determination of the longitudinal dispersion coefficient
 14 Related articles
 15 References
Introduction
Estuaries are generally defined as semienclosed transition zones between river and sea. The intrusion of seawater in estuaries determines the salinity distribution. Salinity is usually expressed as the weight in grams of all dissolved salts per kilogram of water or alternatively according to the Practical Salinity Scale (see Salinity). The seawater intrusion limit is determined by the location in the estuary where the difference with river salinity is below a small number. Seawater intrusion is mainly due to tides and to the influence of the density difference between seawater and river water on currents and turbulence (this influence is often termed 'buoyancy effects', see the article Estuarine circulation for further details). It is counteracted by freshwater inflow from rivers, groundwater, and other sources. Seawater intrusion in estuaries is an important phenomenon to man and nature: it limits freshwater availability for human and agricultural use, and it determines the type of habitats and species that can develop in an estuarine environment. Besides, density driven currents and salinity play a role in estuarine turbidity and sedimentation processes.
The net effect of estuarine mixing processes during a tidal cycle on alongchannel seawater intrusion or on net alongchannel spreading (diffusion) of dissolved substances is generally called longitudinal dispersion. This net effect is described by a longitudinal dispersion coefficient [math]K_x[/math]. The different mixing processes contributing to longitudinal dispersion are termed dispersion mechanisms. In wellmixed and partially mixed estuaries these mixing processes are dominantly induced by tidal motion; the net effect on seawater intrusion is called tidal longitudinal dispersion or simply tidal dispersion. Longitudinal dispersion and the flushing time of an estuary are related concepts. The combined effect of all tidal dispersion processes on seawater intrusion is sometimes called 'tidal pumping'. Here we use the term 'tidal pumping' only for the fraction of outflowing estuarine water that is replaced by 'new' seawater at the estuarine mouth.
Seawater intrusion has a strong variability. At a fixed station, the salinity increases during high tide and is greatest at high water; the salinity decreases during low tide and is smallest at low tide. Besides, seawater intrusion is small with high river discharge and strong with low river discharge. Change in seawater intrusion with river discharge is more gradual than the variability due to flood and ebb. If the river discharge varies on a time scale greater than the flushing time of the estuary, the tideaveraged salinity distribution tends towards an equilibrium distribution. The longitudinal dispersion coefficient can be determined by measuring the salinity distribution under equilibrium conditions. This coefficient generally varies along the estuary and depends on the river discharge.
The dispersion processes that are responsible for seawater intrusion determine the flushing time as well as the residence time of dissolved substances in an estuary. This holds similarly for the residence time of microorganisms that are carried along passively (not swimming, floating or settling) with the water.
Definitions and assumptions
The estuarine mouth is defined as the transition between zones of channeled tidal flow (tidal discharge mainly following the channel axis) and nonchanneled flow (discharge deviated along the open coast). The estuarine head is defined here as the location where the seawater influence on the salinity is (almost) nil; this location depends on the river discharge. We are interested in the net effect of tidal mixing processes during a tidal cycle on seawater intrusion along the estuarine axis, defined as the [math]x[/math]axis ([math]x=0[/math] at the estuarine mouth). This makes sense only if we assume that the salinity difference between the estuarine mouth and the estuarine head is much greater than salinity differences in lateral ([math]y[/math]axis) and vertical ([math]z[/math]axis) directions. Estuaries where salinity differences between bottom and surface are comparable to the salinity differences between estuarine mouth and estuarine head are dealt with in the article Salt wedge estuaries. The estuaries considered in this article are often designated as wellmixed or partially mixed estuaries.
Successive tidal cycles are not identical. Determining the net effect of tidally induced mixing processes requires integration over a large number of tidal cycles. To prevent this complication, we assume that successive tidal cycles are sufficiently comparable (no extreme springneap variation) to enable the definition of a representative cyclic tide. This assumption will be used throughout this article.
Random walk
Under certain conditions, estuarine mixing processes can be described in terms of random walk. For simplicity we consider a tidal basin with small river inflow (river discharge much smaller than tidal discharges). Situations where river flow exerts a substantial influence on estuarine water motion are dealt with in the article Estuarine circulation. Water motion is described as the average motion of a very large number of individual water parcels. If individual water parcels follow identical paths during flood (inflow) and ebb (outflow) all seawater parcels entering the basin during flood will be expelled during ebb: no seawater intrusion will occur. In reality this will not happen; mixing processes ensure that individual water parcels follow different paths during flood and ebb. Water parcels move back and forth in a tidal basin for some time before finally leaving the estuary and being evacuated offshore. We call [math] T_x [/math] the flushing time of water parcels in the tidal basin; it is defined as the average time it takes for a fluid parcel to travel from the upstream boundary of the estuary to the sea. During this time, water parcels also move in lateral and vertical directions, due to flow circulations and turbulent eddies. The time scale for vertical mixing, [math]T_z [/math], and the time scale for lateral mixing, [math]T_y [/math], are related to the vertical and lateral turbulent diffusion coefficients, [math]K_z [/math] and [math]K_y [/math], by the relationships [math]T_z=D^2/K_z [/math] and [math]T_y=B^2/K_y [/math], respectively. The time scales [math]T_y [/math] and [math]T_z [/math] indicate the time during which the motions of individual water parcels remain correlated; after a longer time they have lost the memory of their initial position [math](y_0,z_0)[/math] in the estuarine crosssection. The probability that after this time they will be in a crosssectional position [math](y,z)[/math] from where their net displacement during the next tidal cycle will be in landward direction is then equal to the probability that they will be in a position where their net displacement will be in seaward direction, if the influence of river discharge is ignored. The crosssectional mixing time [math]T_A [/math] is approximately equal to the lateral mixing time [math]T_y[/math], if we assume that lateral mixing takes more time than vertical mixing; this is the case for most wellmixed or partially mixed wide estuaries. If [math]T_A[/math] is much smaller than the longitudinal flushing time [math]T_x[/math] of water parcels in the estuary, the path in longitudinal direction of a water parcel then follows a random walk. This condition only holds for estuaries of sufficient length; it may not be the case for wide, multichannel estuaries. The longitudinal displacements [math]X (1), X (2), … [/math] in successive time intervals [math]\Delta T[/math] are uncorrelated, by choosing [math]\Delta T=nT[/math] equal to an integer number of cyclic tidal periods such that [math]\Delta T \ge T_A[/math]. After a time [math]\tau[/math] comprising a large number [math]N[/math] of time intervals [math]\Delta T[/math] the average net displacement of all water parcels initially situated in a given crosssection of the tidal basin is approximately zero in the absence of river discharge:
[math]E[\sum_{i=0}^N X (i)] \; \approx \; 0 , \qquad(1)[/math]
where [math]E[..][/math] is the ensemble average over all water parcels initially situated in a given crosssection of the tidal basin. Here we have assumed [math]\tau \le T_x[/math]. Because [math]X(i)[/math] and [math]X(j)[/math] are uncorrelated for [math]i \ne j[/math], we have [math]E[X(i)X(j)] \approx 0 \;[/math] for [math]i \ne j[/math] and [math]E[X(i)^2] \approx \overline{X^2} \;[/math] is the average square displacement over a time [math]\Delta T[/math]. The average square displacement over the time interval [math]\tau =N \Delta T[/math] is therefore given by
[math]E[(\sum_{i=0}^N X (i))^2] \; = \; E[\sum_{i=0}^N X (i) \; \sum_{j=0}^N X (j)] \; \approx \; \sum_{i=0}^N E[X (i)^2] \; \approx \; \tau \; \overline{X^2} / \Delta T . \qquad(2)[/math]
The square of the average displacement of water parcels in the tidal basin thus increases linearly with time. This is precisely the characteristic of a diffusion process of a dissolved substance with concentration [math]s(x,t)[/math]. This diffusion process is described by the equation^{[1]}
[math]\Large \frac{\partial s}{\partial t} \normalsize = K_x \Large \frac{\partial^2 s}{\partial x^2} \normalsize , \quad [/math] with diffusion coefficient [math]\quad K_x = \Large \frac{\overline{X^2} }{ 2 \Delta T} \normalsize . \qquad(3)[/math]
The random walk assumption [math] T_x \gt \gt T_A[/math], expressing the condition that particle paths become uncorrelated for time intervals larger than the crosssectional mixing time [math]T_A[/math] but much smaller than the longitudinal mixing time [math]T_x[/math], thus implies that salt transport by seawater intrusion processes, [math]Q_{disp}[/math], can be represented by a gradienttype transport formula,
[math]Q_{disp} =  A_0 K_x \Large \frac{ds_0}{dx} \normalsize , \qquad(4) [/math]
where [math]s_0[/math] is the tidally averaged salinity concentration, [math]s_0(x)=\lt s(x,t)\gt [/math], [math]K_x [/math] is the longitudinal dispersion coefficient and [math]A_0=\lt A\gt [/math] (the brackets <> represent the average over a tidal cycle). The dispersion coefficient [math]K_x [/math] has the important property that it does not depend explicitly on the salinity distribution in the estuary ^{[2]}, but only on the flow characteristics during the tidal cycle (which may be influenced by the salinity distribution, by the way). The magnitude of the random displacements depends on the location [math]x [/math] in the estuary; the longitudinal dispersion coefficient [math]K_x[/math] is thus a function of [math]x [/math]. This is illustrated in Fig. 1 for the Eastern Scheldt and EmsDollard estuaries.
Longitudinal dispersion mechanisms
Mixing processes, such as those described by the random walk model, cause seawater to intrude further and further into the estuary. However, seawater is also expelled from the estuary due to the inflow of river water at the estuarine head. Seawater intrusion is stabilised when the net upstream salt transport by mixing processes equals the net downstream salt transport by the fluvial discharge. This can be represented by the following formulas.
The fresh water discharge [math]Q_R[/math] is given by
[math]Q_R=\lt A\overline{\overline{u}}\gt \equiv  \large \frac{1}{T}\int_0^T \int_{B/2}^{B/2} \int_0^D \normalsize u(x,y,z,t) dzdy dt \qquad(5) [/math]
and the net total salt flux (by mixing processes and river discharge) is given by
[math]Q_S=\lt A\overline{\overline{us}}\gt \equiv \large \frac{1}{T} \int_0^T \int_{B/2}^{B/2} \int_0^D \normalsize u(x,y,z,t)s(x,y,z,t) dzdydt , \qquad(6) [/math]
where [math]A(x,t)[/math] is the estuarine crosssection, [math]D(x,y,t)[/math] the instantaneous local water depth and [math]B(x,t)[/math] the estuarine width, [math]u[/math] the longitudinal current velocity and [math]s[/math] the salinity. The brackets stand for averaging over the tidal period [math]T[/math] (assuming a cyclic tide) and the overbars stand for averaging over the depth and the width. The coordinate [math]x[/math] follows the upstream positive longitudinal direction (along the thalweg), the coordinate [math]y[/math] the lateral direction and the coordinate [math]z[/math] the upward positive vertical direction.
We call [math] s_0 \equiv \lt \overline{\overline{s}}\gt [/math] the salinity averaged over the estuarine crosssection [math]A[/math] and the tidal period. We may then decompose
[math]Q_S=Q_{disp}  Q_R s_0, \quad Q_{disp} = \lt A\overline{\overline{u(ss_0)}}\gt \qquad(7) [/math] .
This decomposition singles out the fresh water discharge (the term [math] Q_R s_0[/math] ) as a mechanism for flushing seawater out of the estuary, while the term [math] Q_{disp}[/math] represents the sum of all processes contributing to seawater intrusion. These processes are:
 Horizontal circulations in the estuary (mainly the net relative displacement of water masses circulating between ebb and flood channels and the net relative displacements due to geometryinduced eddies, followed by lateral mixing of these water masses);
 Horizontal tidal straining (lateral mixing between water masses which are advected at different speeds, due to lateral gradients in the longitudinal velocity);
 Vertical circulation in the estuary, also called estuarine circulation (seawater intrusion induced by the densitydriven net displacement of nearsurface water relative to nearbottom water, followed by mixing over the vertical);
 Vertical tidal straining (vertical mixing between water masses advected at different speeds due to vertical gradients in the longitudinal velocity);
 Lateral mixing of water masses captured in "dead zones" with the main flow;
 Chaotic dispersion, related to the chaotic character of particle trajectories when travelling through a complex field of tidegenerated eddies;
 Tidal pumping at the inlet, which is defined here as the partial replacement of the ebb tidal prism with ‘new’ seawater flowing in from the nearshore zone during flood.
Analytical expressions for the longitudinal dispersion coefficient
Under certain simplifying conditions it is possible to derive analytical expressions for the longitudinal dispersion coefficient. These assumptions are:
 the estuarine geometry does not vary strongly in [math]x[/math]direction over distances comparable to or larger than the tidal excursion;
 the crosssection of the estuarine main channel can be represented approximately a rectangular shape.
We also have the condition [math]T_A\lt \lt T_x[/math], crosssectional mixing takes place on a time scale much shorter than the estuarine flushing time. In the following we consider different seawater intrusion processes under these conditions and present an approximate analytical expression for the dispersive transport produced by each process.
Dispersion by residual circulation
Fist we consider seawater intrusion caused by estuarine circulation: the upestuary nearbottom flow caused by the higher density of seawater relative to estuarine water. The estuarine circulation is represented by the velocity component
[math]u_0 (z)= \lt u\gt \lt \overline{u}^z\gt , \qquad(8) [/math]
where the brackets [math]\lt u\gt [/math] stand for averaging over the tidal period and [math]\overline{u}^z [/math] for averaging over the vertical. The averaging is done in a frame moving with the crosssectional mean velocity. The longitudinal dispersive transport can be estimated by a procedure outlined by G.I.Taylor ^{[3]}. The result is
[math]K_x = f_0^{(z)} T_z \overline{(u_0)^2}^z , \qquad(9) [/math]
with [math] f_0^{(z)} [/math] a coefficient of the order of 0.1 ^{[4]}. The formula (9) shows that the dispersion coefficient increases with increasing mixing time [math]T_z[/math]. However, there is a limit, because of the assumption [math]T_z \lt \lt T_x[/math].
For the dispersion coefficient related to lateral horizontal residual circulation a similar formula can be derived, replacing in the expression for [math]K_x [/math] everywhere [math]z[/math] by [math]y[/math]. Expressions for the vertical mixing time [math]T_z[/math] and the lateral mixing time [math]T_y[/math] are given in the section #Time scales for vertical and lateral mixing.
Estuarine circulation is an important seawater intrusion mechanism in estuaries with a single deep (dredged) channel and small to moderate tide. Lateral circulations are important in wide natural estuaries with a complex geometry (meandering main channel , secondary channels, channel bars and tidal flats) and strong tides. The dominance of lateral circulations for seawater intrusion relative to vertical circulations appears in the analytical expression of [math]K_x [/math] through the much larger lateral mixing time [math]T_y [/math] compared to the vertical mixing time [math]T_z [/math]. The presence of distinct ebb and flood channels is a major cause of lateral circulation in wide estuaries, see for example Fig. 2. However, density gradients related to seawater intrusion also produce lateral circulations (see Estuarine circulation), which contribute often even more to longitudinal dispersion than the vertical densityinduced circulation ^{[5]}.
Dispersion by tidal straining
If residual circulations are weak, dispersion is mainly caused by tidal straining, the relative displacement of water masses due to vertical and horizontal gradients in the tidal current velocity. In river flow, the usual term for this mixing mechanism is shear dispersion. Seawater intrusion in narrow deep estuaries is primarily caused by vertical tidal velocity gradients, whereas lateral tidal velocity gradients are important in wide estuaries. We present formulas for vertical tidal straining; the expressions for lateral tidal straining are similar. The process of longitudinal dispersion through tidal straining is explained in Fig. 3.
The velocity component [math]u_1 (z,t) [/math] responsible for vertical tidal straining is
[math]u_1= u\overline{u}^z , \qquad(10) [/math]
where [math]\overline{u}^z[/math] is the depthaverage current velocity. By a procedure outlined by Holley, Harleman and Fischer ^{[6]}, the following firstorder estimate of the longitudinal dispersion coefficient is obtained:
[math]K_x \approx f_1^{(z)} \Large \frac{T_z \lt \overline{ u_1^2}^z\gt }{1+( f_2^{(z)} T_z / T)^2 } \normalsize . \qquad(11) [/math]
The coefficients [math] f_1^{(z)}, f_2^{(z)} [/math] depend on the velocity profile; orderofmagnitude estimates are [math] f_1^{(z)} \sim 0.10.2[/math] and [math] f_2^{(z)} \sim 0.51 [/math]. [math]T[/math] is the tidal period.
Longitudinal dispersion produced by lateral tidal straining can be expressed by a formula similar as for vertical tidal straining. Dispersion by tidal straining is largest if the time scale for vertical or lateral mixing is on the order of [math]T/ f_2[/math]. The time scale for vertical mixing is generally smaller than the tidal period and the time scale for lateral mixing is generally larger. Dye experiments illustrating dispersion by lateral tidal straining are shown in Estuarine dispersion: dye experiments in the Eastern Scheldt scale model.
It should be realised that longitudinal dispersion is not simply the sum of transport processes related to circulation and straining. Circulation causes not only a net relative displacements of water masses in the estuary, but it also influences tidal straining.
Time scales for vertical and lateral mixing
A difficulty for practical use of the previous expressions for longitudinal dispersion, results from the uncertainty related to estimating the vertical and (especially) lateral mixing times, [math]T_z=D^2/K_z[/math] and [math]T_y=B^2/K_y[/math]. In case of a logarithmic velocity profile (in the absence of density stratification), the vertical diffusion coefficient is given by [math]K_z=0.4z(1z/D)u_*[/math], where [math]u_*\approx 0.05 U[/math] is the friction velocity and [math]U[/math] the flow velocity. This yields a longitudinal dispersion coefficient [math]K_x \approx 6u_*D[/math], for steady flow ^{[7]}. However, in case of buoyant flows, vertical diffusion can be much slower (smaller [math]K_z[/math]), leading to stronger longitudinal dispersion. Lateral diffusion depends strongly on the geometry of the estuary. The lateral diffusion coefficient is generally expressed as [math]K_y \approx \alpha u_* D[/math]. An empirical estimate for moderately meandering channels is [math]\alpha \approx 0.6 [/math] ^{[8]} and a model estimate is [math] \alpha \approx 150 (B/ R)^2 [/math] ^{[9]}, where [math]B[/math] is the channel width and [math]R[/math] is a characteristic channel bend radius.
Dispersion by “dead zones”
The formula for lateral tidal straining may include the influence of "dead zones", if they are considered part of the estuarine crosssection and if they are distributed regularly along the estuary. Dead zones are areas along the main estuarine channel where water is stored during high water, without being significantly transported in longitudinal direction, for instance, tidal flats or lateral creeks (these dead zones should not be confused with the anoxic zones, called 'dead zones' in ecology). The longitudinal dispersion coefficient is given by an expression of the type ^{[10]}
[math]K_x=f_{dz} \, r \, U^2T , \qquad(12) [/math]
where [math]U[/math] is the maximum tidal velocity, [math]T[/math] the tidal period and [math]r[/math] is the highwater (HW) storage crosssection of the dead zones relative to the channel crosssection. The coefficient [math]f_{dz}[/math] depends on the mixing rate within the dead zone; in case of complete mixing during the tidal cycle [math]f_{dz}=1/12 \pi^2[/math], assuming that filling of the dead zones starts at low water (LW) ^{[11]}.
Even without any mixing, storage areas along the channel contribute to longitudinal dispersion, because of a nonzero phase shift [math]\phi[/math] that generally exists between horizontal and vertical tidal motion (i.e., phase shift between [math]u(t)[/math] and [math]d\eta /dt[/math], respectively, where [math]\eta(t)[/math] is the tidal level). We assume dead zones with bed level at low water (or below), which are distributed evenly along the estuarine main channel. Fluid parcels that are stored temporarily in the dead zone experience a net seaward displacement [math]\Delta X[/math] relative to fluid parcels that remain in the channel, see Fig. 4. Filling and emptying of the dead zones during the tidal period then produces a net transport through a plane at [math]x=0[/math] given by
[math]Q_{disp} = \Large \frac{1}{T} \large \int_0^{T/2} \Large \frac{d A_s}{dt} \normalsize dt \large \int_0^{\Delta X(t)} \normalsize [s(x,0)s(0,0)] dx , \qquad(13) [/math]
where [math]A_s(t) = b_s \eta (t) [/math] is the dead zone volume at time [math]t[/math] per unit estuarine length, [math] s(x,t)s(0,t) \approx x \, ds_0/dx[/math] and [math]\Delta X(t)= (2U/\omega) \sin \phi \sin \omega t[/math]. The integral evaluates mass transport due to water parcels passing through the plane [math]x=0[/math] during ebb but not during flood (represented by the first term [math]s(x,t)[/math] between the square brackets), taking into account an equivalent landward water flow in the channel (second term [math]s(0,t)[/math] between the square brackets). By evaluating the integral we find for the coefficient [math]f_{dz}[/math] the expression
[math]f_{dz} = \Large \frac{\sin^2 \phi}{3 \pi^2} \normalsize . \qquad (14) [/math]
A usual order of magnitude for the phase shift [math]T\phi/2 \pi[/math] is 3060 minutes, yielding [math]f_{dz} \approx 0.005 [/math]. In estuaries with large tidal flats dead zones can significantly enhance longitudinal dispersion.
Dye experiments illustrating longitudinal dispersion by dead zones are shown in Estuarine dispersion: dye experiments in the Eastern Scheldt scale model.
In the same way it is possible to estimate the influence of a small lateral creek on the longitudinal dispersion in the estuary. Assuming that filling and emptying of the creek is in phase with the vertical tidal motion [math]d \eta /dt[/math], that the phase difference [math]\phi[/math] with the horizontal tidal motion [math]u(x,t)[/math] is small and that no mixing takes place, the contribution of the tidal creek to the longitudinal dispersion in the estuary is given by ^{[11]}
[math]K_x = \sin^2 \phi \, \Large\frac{VL}{2A_0} (1 – (\frac{2x}{L} )^2)\normalsize , \qquad (15) [/math]
where [math]V[/math] is the tidal storage volume of the creek, [math]A_0[/math] is the mean channel crosssection, [math]L=UT/\pi[/math] is the tidal excursion and [math]x[/math] is the alongchannel distance to the creek entrance. Equation (15) illustrates why the longitudinal dispersion coefficient can be variable along the estuary. Integration of (15) along the estuary yields the expression (14).
Dispersion by deterministic chaos
Dye experiments show that dispersion in wide estuaries with complex geometry generally proceeds in an irregular way, by advection of fluid parcels through a field of geometryinduced tidal eddies. The result is very different from turbulent diffusion (i.e. diffusion by a cascade of turbulent eddies of progressively decreasing size). Parts of the dye can be trapped within gyres without any significant turbulent diffusion, while other dye patches can be highly stretched in the flow direction. Strong stretching occurs in particular in the interface zones between tidal eddies, see Fig. 5. Zimmerman (1986) ^{[13]} described the dispersion process in such systems as the result of Lagrangian chaos produced by 'a tidal whirlpool'. Fluid parcels can be dispersed over the entire length of the estuary before lateral mixing has taken place. In this case, the random walk description of tidal dispersion is no longer valid. Zimmerman showed that longitudinal dispersion can still be described as a random process, even if turbulent mixing is completely absent. He called this random process “deterministic chaos” ^{[14]}. In his model, fluid parcels are dispersed by moving along chaotic orbits through a lattice of tidal eddies. Most dispersion is generated by eddies with a size [math]\lambda[/math] comparable to the tidal excursion length [math]L[/math] ^{[15]}. This suggests that the longitudinal dispersion coefficient for chaotic mixing should be proportional to
[math]K_x \propto UL . \qquad(16) [/math].
The size of the eddies also depends on the basin with [math]B[/math]. A field study in Willapa Bay (US Pacific coast) suggests that chaotic dispersion could be described by a dispersion coefficient [math]K_x = 0.06 UB[/math] ^{[16]}. If the lateral mixing time [math]T_y[/math] is comparable to or larger than the flushing time [math]T_x [/math], the representation of the dispersive transport [math] Q_{disp}[/math] by the product of a dispersion coefficient and the local salinity gradient is no longer valid.
Dispersion by tidal pumping
Salt intrusion by tidal pumping is related to the higher average salinity of seawater entering the estuary during flood compared to the average salinity of estuarine water flowing out into the sea during ebb. It depends on the rate of renewal of estuarine water in the outflow region and therefore on tidal inflowoutflow hydrodynamics. Outflow of estuarine water often has a jetlike character, whereas flood water enters the estuary more distributed from different directions, depending on the tidal phase, see Fig. 6. The inflowing flood water therefore contains ‘new’ seawater from the sides of the ebb channel. Replacement of outflowing estuarine water by "new" seawater is enhanced when river discharge is high, because the ebb jet is concentrated in a surface layer (salinity stratification), whereas seawater inflow is more evenly distributed over the vertical.
We call [math]\alpha[/math] the replacement rate of outflowing estuarine water by seawater during a tidal cycle. For small fresh water discharge, the corresponding dispersion coefficient at the estuarine mouth is given by
[math]K_{mouth} = \alpha \Large \frac{L^2 }{2T} , \normalsize \qquad(17) [/math]
where [math]L=\int_{flood} u(t)dt [/math] is the tidal excursion at the estuarine mouth. Savenije ^{[17]} derived the following empirical expression for [math]\alpha[/math], based on observations suggesting that the renewal of estuarine water in the mouth area depends on the buoyancy of the ebb jet:
[math]\alpha=\Large \frac{2800 \pi D}{l_A} \normalsize \sqrt{Ri_E} . \qquad(18) [/math]
In this expression [math]D[/math] is the depth and [math]l_A[/math] the convergence length of the estuary in the outflow zone (assuming exponential convergence of the crosssection in the outflow zone, [math] A(x) \sim exp(x/l_A)[/math]);
[math]Ri_E[/math] is the Richardson estuary number [math]Ri_E=g \Delta \rho Q_R T^3 / ( \pi^2 \rho B L^3)[/math];
[math] \Delta \rho / \rho[/math] is the relative density difference seawaterfresh water and [math]B[/math] the estuarine width at the mouth. The value of [math]\alpha[/math] should not exceed 1. Tidal pumping is a major mechanism of seawater intrusion in estuaries during periods of high river flow.
Residence time scale
The residence time [math]T_r[/math] is defined as the average time a water parcel, which is initially located at a distance [math]x[/math] from the sea boundary, will take to leave the estuary. If the fresh water discharge is zero or very small, and if the dispersion coefficient [math]K_x[/math] is assumed constant along the estuary, the residence time is given by random walk theory ^{[18]}:
[math]T_r = \Large \frac{x^2}{2K_x} \normalsize . \qquad(19) [/math]
The flushing time [math]T_f=T_x[/math] is the average time it takes for a fresh water parcel to move through the estuarine zone to the sea. According to the random walk model, for small discharge [math]Q_R[/math],
[math]T_f = \Large \frac{l^2}{2K_x} , \normalsize \qquad(20) [/math]
where [math]l[/math] is the estuarine length. This is approximately equivalent to [math]T_f = V_f / Q_R[/math] , where [math]V_f[/math] is the fresh water volume in the estuary.
Experimental determination of the longitudinal dispersion coefficient
The dispersion coefficient [math]K_x[/math] can be determined experimentally in situations where the freshwater discharge [math]Q_R[/math] is constant over a period longer than [math]T_x[/math]. In that case the salinity distribution [math]\lt s(x,t)\gt [/math] is close to equilibrium ([math] \lt s(x,t)\gt \approx s_0(x) [/math]). The total residual salt flux [math]Q_S[/math] approximately equals zero. We thus have (with the sign convention [math]Q_R \gt 0[/math])
[math]AK_x \Large \frac{ds_0}{dx} \normalsize + Q_R s_0 = 0 . \qquad(21) [/math]
Values of the dispersion coefficient can be derived from measurements of the residual discharge [math]Q_R[/math] and the salinity distribution [math]s_0(x)[/math]. Estimates of longitudinal dispersion coefficients determined in this way are shown in Table 1. More detailed analyses show that the dispersion coefficient [math]K_x[/math] is a function of [math]x[/math] and [math]Q_R[/math]. The dependence of [math]K_x[/math] on [math]Q_R[/math] has two causes. It is related in the first place to the influence of the salinity distribution on the velocity flow field [math]u(x,u,z,t)[/math]; such an influence is due to salinityinduced density gradients (see Estuarine circulation). In the second place, it is related to the location of the freshwaterseawater transition zone. If this zone is situated near the estuarine mouth, the dispersion coefficient is strongly influenced by tidal pumping. This explains the high longitudinal dispersion coefficients for Rotterdam Waterway, Seine and Loire in Table 1, which are determined for situations with important river flow [math]Q_R/hb[/math]. The same holds, to a somewhat lesser degree, for the Elbe, Weser, Mekong and Sinnamary.
The influence of salinityinduced density gradients on the longitudinal dispersion coefficient is generally small in estuaries with complex topography and small river inflow ([math]Q_R/hb[/math] several orders of magnitude smaller than the tidal velocity). This is the case for many tidal lagoons, such as the Wadden Sea.
If a nonbuoyant dissolved substance is introduced in the estuary, it will be mixed over the crosssection after a time [math]T_A[/math] . From that time, the longitudinal dispersion of the substance is similar to salinity dispersion (same dispersion coefficient). For a permanent discharge of a nonbuoyant dissolved substance, the same dispersion coefficient applies in the estuarine zones where the substance is mixed over the estuarine crosssection.
estuary  tidal range [math]2a[/math] [m]  depth [math]D[/math] [m]  width [math]B[/math] [km]  discharge [math]Q_R[/math] [m3/s]  dispersion coefficient [math]K_x[/math] [m2/s] 

Bay of Fundy (Canada)  10  20  20  150  300 
Bristol Channel (UK)  8  30  20  480  60 
Chao Phraya (Thailand)  2.5  7.2  0.6  30  330 
Corantijn (Surinam)  4.3  6.5  3  500  230 
Delaware (US)  1.5  6.6  7  300  300 
Eastern Scheldt (Netherlands)  3  12.5  2  60  200 
Elbe (Germany)  3.3  12  2.5  750  700 
EmsDollard (Netherlands)  3  9  4  100  275 
Gambia (The Gambia)  1.2  8.7  4  2  200 
Hudson (US)  1.6  11,6  2.2  100  110 
Humber (UK)  5.5  12  3  250  300 
Incomati (Mozambique)  5.5  2.9  0.6  1  10 
Limpopo (Mozambique)  2.6  7  0.2  5  150 
Loire (France)  4.5  9  0.9  825  900 
Mae Klong (Thailand)  2  5.2  0.2  30  200 
Maputo (Mozambique)  6.7  3.6  1.3  10  100 
MekongCo Chien+Cung Hau (Vietnam)  2.1  7  4  2125  570 
MekongTran De+Dinh Anh (Vietnam)  2.8  8  3  2250  530 
Mersey (UK)  7.5  20  1  80  400 
Potomac (US)  1.4  8.4  9  110  70 
Pungue (Mozambique)  5  11.5  1.8  20  140 
Rotterdam Waterway (Netherlands)  0.9  15  0.6  1000  1000 
St. Lawrence (Canada)  3  74  48  8500  200 
Seine (France)  5.5  8  0.8  440  800 
Sinnamary (Guiana)  2.3  3.8  0.3  100  560 
Solo (Indonesia)  1.1  9.2  0.17  10  240 
Tha Chin (Thailand)  2.9  5.3  0.2  10  270 
Thames (UK)  4.5  12  3  60  100 
Weser (Germany)  3.8  9  2  324  1000 
Western Scheldt (Netherlands)  3.8  16  3.5  100  200 
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References
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 ↑ Publications GIP Seineaval http://www.seineaval.crihan.fr/ and GIP Loireestuaire http://www.loireestuaire.org/
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