The Effect of a Step Increase in Depth and Decay upon Dispersion of Coastal Effluent Discharges

Coastal wastewater-discharged effluents contain a mixture of pollutants with decay rates that vary with water depth. Analytical models using a two-dimen-sional advection-diffusion equation are presented to study the effects of a cross-stream sudden depth change and decay on mixing and dispersing steady discharge of effluents through a sea outfall. The solutions are illustrated graph-ically by plotting contours of concentration, resembling snapshots of discharged effluent plumes in the far-field. Different shapes of effluent plumes are observed due to the variability of length of the step seabed, and the concentration at the step seabed is formulated to measure how much has discharged effluents dispersed into or out of the shallow coastal waters.

uniform across the flow), heat loss or evaporation through the surface (decay decreasing with depth), and break up or dissolve by turbulence (decay proportional to the flow). For calm sea conditions, the time scales for transverse mixing can be of order a day and thus comparable with the time scales for effluents decay. So, the effect of decay cannot be regarded as a minor perturbation that simply lowers the discharged effluent concentration.
One factor affecting the dilution and spreading of wastewater effluent discharge in coastal waters is the seabed depth profiles [11] [12] [13] [14] [15], which are typically ranging between a sloping sandy beach and a mountainous coast with rock sea cliffs, where water depth gets very deep within a short distance from the coastline. If the discharge of wastewater effluents into the sea cannot be avoided, then it should be done as optimally as possible to ensure that the environmental impact on coastal waters is minimized. Coastal regions and beaches are important for fisheries, local recreation and tourism and for conservation areas.
Modeling studies of the effects of a step increase in depth and decay that decreases or increases with water depth in dispersing steady coastal discharged effluents from a sea outfall in the far-field is investigated using a two-dimensional advection-diffusion equation with a point source (see for example [16] [17]).
The use of analytical solutions has been a key strategy for the basis of engineering design of marine outfall systems and for assessing the potential impacts. In terms of the practical applicability, it is well recognized that the mathematical model can be applied as benchmark testing to perform preliminary worst-case assessments [16] [17] [18]. If this easy-to-use assessment indicates no impacts at all, no further action is needed and the use of more sophisticated and timeconsuming three-dimensional hydrodynamic and water quality modeling can be avoided.

A Simple Flat Seabed Model
Some seabed depth profiles are extremely flat such that the variations in water depth become insignificant. Therefore, as a reference, we introduce first a highly simplified model of the flat seabed with a constant depth, and for simplicity, the other complexities, such as tidal motions, density and temperature, are ignored.
The shoreline, which in this case, is a continuation of the rocky sea cliffs, is assumed to be straight, and the effluent is discharged at a steady rate Q from a U is assumed to be in the x-direction at all times. The decay rate 0 µ with a typical value up to 0.5 day −1 is used to represent decay of faecal in recreational coastal waters [19], decay of dissolved oil (biological consumption of hydrocarbons) [20], and decay of biological oxygen demand [21]. The dispersion processes are represented by the coefficient of dispersivity 0 D , and dispersion in the x-direction is neglected, as the discharged effluent plumes in steady currents become very elongated in the flow direction. The marine outfall systems are commonly installed with multiport diffusers designed to rapidly mix and dilute the discharged effluents with the receiving sea currents, and thus, it is also assumed that discharged effluent concentration is vertically well-mixed over the water depth. The two-dimensional advection-diffusion equation for the concentration ( ) , c x y , incorporating a first-order decay for the non-conservative discharged effluent, is given by where the Dirac delta function ( ) where the parameter represents discharged effluent plumes elongation in the x-direction, and represents the loss rate of discharged effluents.
To investigate the uncertainty and variability of sea conditions in these parameters, Figure 1 shows the possible values of λ and γ for some relevant measured values of 0 U and 0 D in the shallow coastal waters with depth 0 5 h = and 10. It is expected that the larger the values of λ , the more elongated the effluent plumes, which are mostly due to a stronger current 0 U with less transverse dispersivity 0 D . Similarly, bigger values of γ are mostly due to a higher rate of decay 0 µ during a calmer sea condition. We note that, since the value of γ is naturally small, in order for the effect of decay to be noticeable, the values of γ should be sufficiently large. From Figure 1, the reference values of 0.15 λ = and 0.0003 γ = will be used in the subsequent plots, unless stated otherwise.
The contours of concentration Equation (2)    800 m respectively for 0 h in the range of 5 -10 m. We observed that, due to loss of discharged effluents, the contours ( 0 γ > ) are smaller than that of no decay 0 γ = , plotted in black. As shown in the right column when 0.2 λ = , the discharged effluent plumes are more elongated (in the flow direction).
We observed that from Figure 2 (right), it appears that the discharged effluent plumes from a source at 80 α = almost symmetry about the centerline as if they do not feel the presence of shoreline. Eventually it bends over towards and reaches the shoreline at a far downstream distance 300 X > . However, from Figure 2 (left), for the effluent discharge near the shoreline at 20 α = , due to the no-slip condition, the effluent plumes attaching to the shoreline; and the effect of transverse dispersivity appears to be more dominant compared to that of the advection current. Thus, a higher build-up to unacceptable concentration levels will occur close to the shoreline. Therefore, the appropriate measure for assessing the environmental impact of discharging effluents into the sea would be the maximum concentration at the shoreline [5] [12] [13]. A typical standard regulatory criterion would state does not exceed a certain prescribed safety level of concentration anywhere along the shoreline to control public health risks in some areas where coastal waters are used for swimming and recreational purposes.
A plot of effluent flux can be used to illustrate how a discharged effluent plume is dispersing and spreading out from a point source by drawing an arrow at each grid point ( ) , x y , where the direction of the arrow indicates the direction of motion of the discharged effluent, and the length of the arrow is proportional to the magnitude of the flux at that point. Since longitudinal dispersion has been neglected, the flux in the x-direction is due to advection, ; and the flux in the y-direction is due to dispersion, (2), the dimensionless form of the effluent flux are Due to diffusion process, Figure 3 shows the motion of a discharged effluent plume on the flat seabed as it spreads from the regions of high concentration. For a point close to the shoreline at 10 α = (Figure 3 left), we observe that in the offshore region Y α ≥ , the effluent plume is tending to move further away from the shoreline. However, in the nearshore region 0 Y α ≤ < , the effluent plume spreads towards the shoreline, and reaches the shoreline at a relatively short downstream distance, then due to the no-slip condition, the plume continues to move in direction of the flow. By moving the point source further away from the shoreline at 20 α = (Figure 3 right), the effluent plume is advected by the flow before it reaches the shoreline at a far downstream distance.
Substituting 0 Y = in Equation (2), the concentration at the shoreline As shown in Figure 4, Equation (3) for discharging effluents from a point source at 20 α = and 80 α = on a flat seabed has a maximum value. The long tails of the graphs for discharges at 20 α = are the results of the induced effects of the no-slip condition at 0 y = (see Figure 3).
By differentiating, it is straightforward to obtain the maximum value , which occurs at ( ) For a long point source at 80 α = , due to loss of discharged effluents, the position of the maximum concentration is smaller than that of no decay 0 γ = . As the decay rate γ increases, max X decreases from 480 for 0 γ = to about 389 Thus, we concluded that the induced effect of the no-slip condition at the shoreline 0 y = can be ignored for discharging effluents from a long point source at 80 α = .

A Step Seabed Model
The sandbags landfill is one of the popular methods to restore and protect the beach erosion from constant wave attack. Due to the pillow shape of sandbags, the beach (face) makeover of piling sandbags creates a profile of steps seabed along the shoreline. In the oceanography textbooks, going further seaward from the shore, the first submerged region is termed continental shelf. The seaward limits of the shelf are determined by the distinct change in depths between the shelf and its adjacent continental slope. Thus, a seabed depth profile is typically depicted as a shallow depth flat seabed coming in contact with a deeper one. As a first attempt to study the effect of variations in water depth, we consider, as shown in Figure 5 (left), a step seabed depth profile where the sudden cross-stream water depth change occurs at a discontinuity line ), there is no depth change, and a seabed depth profile is exactly that of a simple flat seabed of depth For a turbulent shallow-water flow over a smooth bed, the variations in the y-direction of current 1 U and dispersivity 1 D are assumed as the power functions only of water depth h [22], and for model application, we take 1 U to be proportional to 1 2 h and 1 D to 3 2 h [11] [12]. That is, Also, we assume that the decay rate 1 µ as a function of depth and proportional to 1 2 h σ + [9] [10], and thus,    C C = and The discontinuity line serves as a "gate" for discharging effluent plumes to cross over and spread into or out of the shallow nearshore region. Thus, to sep-

Short Step Seabed
Older sea outfalls are typically short and some discharges are made through open channel at the shoreline, where higher build-up of effluents is expected in coastal waters close to and along the shoreline. For a relatively short step seabed The concentration in the deeper region and an imaginary source at discharging at a different rate 1 a . Thus, the advection- The matching conditions at Y =  are required for calculating 1 a , 1 b and 1 β , and thus, we obtain We noted numerically that for 5.6 X < , , and thus, To investigate the effect of decay that increases with depth, contours of con- are plotted in Figure 6 for 1 2 σ = (decay rate linearly increases with depth) and for 3 2 σ = (decay rate quadratically increases with depth). As shown in Figure 6 (left), the effect of decay with 0.0003 γ = that increases with depth, is considerably small to be noticeable. Similar to that of discharging effluent plumes on the flat seabed (left of Figure 2), the shapes of the contours of concentration indicate that the presence of shoreline, that induces the effects of the no-slip condition, is still dominant. The effect of a step increase in depth on dispersing discharged effluent plumes with 0.0003 γ = and 1 2 σ = is shown in Figure 6 (right) using the contour of 0.01 C = . If 3 r > , we observed that only small portions of the plumes entering and dispersing in the shallow region. The result suggests that the induced effect of the no-slip condition at 0 Y = can be suppressed by the presence of a cross-stream sudden big drop in water depth.
Again, a plot of effluent flux is used to investigate the movement of discharged effluent plumes passes through the discontinuity line Y =  . In dimensionless form, the effluent flux on either side of the discontinuity line Y =  are in the shallow region 0 Y ≤ <  , similar to that of the flat seabed, but with 1 β instead of α : As shown in Figure 7, we observe that in the offshore region Y α ≥ , the effluent plume is tending to move further away. However, in the nearshore region We note from Figure 8 that the position of maximum concentration occurs at which occurs at ( ) ( ) shows that 1max C is inversely proportional to 3 2 r , and the position of maximum concentration 1max X is inversely proportional to r.
Due to small portions of discharged effluent plumes entering and dispersing in the shallow region, the maximum concentration that passes through the discontinuity line decreases from 0.0608 for 1.5 r = to 0.0279 for 3 r = , a decrease of more than 54%. In comparison with discharging effluents from a point source on the flat seabed, the maximum concentration at the shoreline is greatly reduced as a result of a step increase in depth at 15 =  . Finally, we note that as 0 →  , the concentration at the shoreline is which is ( ) 2 1 1 r + smaller than that of the flat seabed (see Equation (3)), and it has a maximum value given by 1

Long Step Seabed
Sea outfalls should be sufficiently long to take the full benefit of stronger current and more depth to dilute discharged effluents. For simplicity, we assume that a source at ( ) 0, X Y α = = is located sufficiently close to the line Y =  , where 70 80 α < ≤ for discharging effluents in the deeper region and 60 70 α ≤ < for discharging effluents in the shallow region, or else very small parts of the effluent plumes will be able to cross over the discontinuity line at Y =  . As previously mentioned, no imaginary source is needed to satisfy the boundary condition at 0 Y = .

Discharging Effluents in the Deeper Offshore Region
The solutions of the advection-diffusion equations are similar to that of discharging effluents on a short step seabed, but with different discharge rates of where α >  , the concentration discharging at a rate 1 b (see Equation (4)). Thus, in dimensionless form, the solution in the shallow region is and in the deeper region (see Equation (5) which can be interpreted as the portions of discharged effluent plumes that cross over the line Y =  and dispersing within the shallow nearshore region. We note that for In comparison with discharging effluents on the flat seabed (right of Figure   2), it is clear that the symmetry about the centerline is broken due to the presence of a cross-stream sudden depth change at 70 =  , and most of the effluent plumes appear to be spreading mainly in the deeper region Y >  . As a result, the overall mixing on the step seabed is significantly enhanced.
The effect of variations in water depth on dispersing the discharged effluent plumes is shown in Figure 9 (right) using the contour of 0.0025 C = . If the deeper water is longer than three times that of the shallow ( 3 r > ), we observed that only small portions of the plumes manage to enter and disperse in the shal- The concentration levels at the discontinuity line Y =  play an important role in determining the portions of discharged effluent plumes that crossing over and dispersing in the shallow region. By putting Y =  , we obtain the concentration at the discontinuity line which is exactly that of Equation (6), and it has a maximum value 1max C that occurs at 1max X .
The concentration at the discontinuity line for discharging effluents from a point source at 80 α = on a long step seabed with 70 =  is plotted in Figure   10 to show the effect of increasing r for decay that is independent of depth

Discharging Effluents in the Shallow Nearshore Region
For discharging effluents from a point source at ( ) , C X Y is given by and the solution for and the solution for From the matching conditions at Y =  we obtain ( ) which is independent of σ , i.e. there are no effects of variability of decay with depth, and it can be interpreted as the portions of discharged effluent plumes that escaping out to the deeper offshore region. We noted that, for no decay 0 γ = , then 3  , the effects of a step increase in depth are shown in Figure 11 (right). If 3 r > , we observed that no discharged effluent plumes escaping into the deeper region and the entire plumes are dispersed in the shallow region.
Next, by putting Y =  , we obtain the concentration at the discontinuity line By differentiating, the maximum value is  2 max C is inversely and quadratically proportional to r; however, the position of maximum concentration 2 max X is independent of r, as shown in Figure 12.
As shown in Figure 12, due to small portions of the discharged effluent plumes escaping to the deeper region, the maximum concentration that passes through the discontinuity line decreases from 0.0048 for 3 r = to 0.0019 for 5 r = , a decrease of about 60%. We conclude that, in comparison to discharging effluents from a point source at 60 α = on a flat seabed, the maximum concentration at the shoreline is reduced as a result of a step increase in depth at 70 =  . We note that as 0 →  , the concentration at the shoreline is exactly that of Equation (7)

Concluding Remarks
Mathematical models are presented using a two-dimensional advection-diffusion equation with a point source to study the effects of a sudden water depth change and decay in mixing and dispersion of steady discharged effluents through a sea outfall in coastal waters. Due to the small nature of decay rates, for shorter sea outfalls, the results show that it is difficult to overcome the slow mixing processes in the nearshore region due to the no-slip condition at the shoreline. A large increase in water depth for more than three times that of the shallow region is needed to suppress the effect of the no-slip condition. For steady discharges from a point source in the deeper region, the results show that in comparison to that of a flat seabed, the maximum concentration at the shoreline can be greatly reduced by the presence of a step increase in water depth. However, for steady discharges in the shallow region, the reduction is inversely proportional to the quadratic of depth ratio. The model extensions to account for multiple point source discharging effluents on a long step seabed have been published [14] [15], and for steady effluent discharges on a uniformly sloping seabed will be presented in a subsequent paper.