Quantifying a Sustainable Management Space for Human Use of Coastal Groundwater under Multiple Change Pressures
In the densely populated coastal regions of the world, loss of groundwater due to seawater intrusion, driven by changes of climate, sea level, land use and water use, may critically impact many people. We analytically investigate and quantify the limits constraining a coastal aquifer’s sustainable management space, in order to avoid critical loss of the coastal groundwater resource by seawater intrusion. Limiting conditions occur when the intrusion toe reaches the pumping wells, well intrusion, or the marine-side groundwater divide, complete intrusion; in both cases the limits are functions of the seaward groundwater flow remaining after the human groundwater extractions. The study presents a screening-level approach to the quantification of the key natural and human-determined controls and sustainability limits for the human use of coastal groundwater. The physical and geometrical characteristics of the coastal aquifer along with the natural conditions for recharge and replenishment of the coastal groundwater are the key natural controls of the sustainable management space for the latter. The groundwater pumping rates and locations are the key human-determined controls of this space. The present approach to combining and accounting for both of these types of controls is simple, yet general. The approach is applicable across different scales and regions, and for historic, current and projected future conditions of changing hydro-climate, sea level, and human freshwater use. The use of this approach is also concretely demonstrated for the natural and human-determined controls and limits of the sustainable management space for two specific Mediterranean aquifers.
KeywordsSeawater intrusion Coastal aquifer Sustainable water management Sustainability limits Groundwater use Mediterranean aquifers
In 2001, over half the world’s population lived within 200 km of a coastline, and eight of the ten largest cities in the world are located by the coast; http://www.oceansatlas.org/. In the typically densely populated coastal regions, people rely often, and largely, on groundwater for drinking, food production and their economies. This is true especially for semi-arid regions and more so for arid coastal regions, which may be water-stressed or even water-deprived when densely inhabited; the Middle East and North Africa are pertinent examples (Leas et al. 2014). If coastal aquifers are exploited intensively, i.e., the groundwater abstractions substantially modify the aquifer conditions (Llamas and Custodio 2003), the naturally occurring seawater intrusion (SWI) increases and can threaten large-scale contamination of the coastal groundwater resource. Through progressive salinization, the groundwater will then become non-potable and the seawater may eventually invade pumping wells entirely; potable water standard is 500 ppm TDS, corresponding to water mixture with 2 % seawater of average-ocean salinity (35,000 ppm TDS).
Coastal regions are also exposed to other hydro-climatic changes and associated alterations of aquifer forcing on both the land and the marine side. Land-side changes may be related to climate change and to various changes in land- and water-use (Destouni et al. 2013; Jaramillo and Destouni 2014), not least due to agricultural irrigation that accounts for two thirds of world-water use (Postel 1997; Jaramillo and Destouni 2015). Such land-side changes are in addition to the direct intensive and rising use of coastal groundwater by increasing coastal populations and tourism (Llamas and Custodio 2003; Parry et al. 2007; Ferguson and Gleeson 2012). Marine-side changes are related to climate-driven sea-level change.
In particular, SWI in coastal aquifers is sensitive to altered aquifer forcing, in terms of groundwater level and seaward flow. Such alterations are implied by increased groundwater use (Llamas and Custodio 2003; Post 2005; Ferguson and Gleeson 2012; Mazi 2014), but also by overall hydro-climatic variability (Prieto and Destouni 2005; Prieto et al. 2006) and climate-driven change, such as reduction in groundwater recharge (Döll 2009; Small 2005) and sea-level rise (Nicholls and Klein 2005; Masterson and Garabedian 2007; Werner and Simmons 2009; Webb and Howard 2011; Loáiciga et al. 2012; Mazi et al. 2013). If the aquifer-forcing regime is thusly altered, certain thresholds or tipping points (Lenton 2011) can be non-linearly approached and ultimately crossed, causing drastic shifts in SWI (Mazi et al. 2013). The high non-linearity of the SWI response to forcing changes (Werner and Simmons 2009) implies that, after a tipping point has been crossed, even a minor further forcing change can greatly enhance SWI into the coastal aquifer.
In general, analytical interface-flow solutions, although far less complete than variable-density solutions, offer clarity of interpretation, require few data and are far more readily evaluated, hence also better amenable to stochastic analyses. Such analytical solutions are thus suitable for first-order regional-scale assessments of coastal aquifer vulnerability to SWI (Mazi et al. 2014), as well as for screening of aquifer management scenarios (Koussis et al. 2012). Numerical variable-density solutions can complement screening-level solutions by studying in detail cases of particular interest, accounting for irregular multi-dimensional geometries and hydrogeological heterogeneities, provided adequate field data support the detailed simulations (Sanford and Pope 2010).
Controlling the threats to coastal groundwater discussed above requires monitoring and managing of the coastal aquifers, not only for meeting present-day water demand and supply, but also regarding long-term sustainability. Sustainability is defined as the ethical obligation to ensure that the current use of a resource does not compromise its use by future generations (World Commission on Environment and Development 1987). Complex hydrogeology, variable natural and human-controlled forcing and demand, all exacerbated by uncertainty, make meeting this sustainability obligation for the groundwater resource a formidable task. Hydrogeological concepts relating to such aquifer management include an ambiguous safe yield (Llamas and Custodio 2003) as a possible simple rule against overdraft, with the latter defined as groundwater withdrawals exceeding the aquifer recharge, and various other vulnerability indicators (Werner et al. 2012). Executing this management task employs then typically advanced flow models, combined with optimisation considering technological options and socio-economics (Koussis et al. 2010a, 2010b; Stigter et al. 2015; Zuurbier et al. 2016).
To complement such detailed and site-specific management approaches, the present study develops a general screening-level framework for evaluating sustainable management options for coastal groundwater under various possible, current and future, aquifer and hydro-climatic conditions. This is done in terms of a set of key, inter-linked yet readily calculated, natural and human-controlled limits to the use of coastal groundwater for avoiding its critical loss by SWI. Such framework development and its quantification are needed and useful for first-order regional assessment of main threats and management options for the regional resource of coastal fresh groundwater (Ferguson and Maxwell 2012), for example for water-stressed or water-deprived coastal regions such as the Middle East and North Africa. In this study, natural and human-controlled limits are derived and define a sustainable management space (SMS) for the human use of coastal groundwater resources. This general concept is here also concretely applied to and quantified for the Israel Coastal Aquifer (ICA) and the Cyprus Akrotiri Aquifer (CAA).
The concrete exemplification of the use of the general screening framework for these two regional aquifers of the Southeastern Mediterranean is motivated by their importance as freshwater sources for the local populations and for this region’s economic prosperity (details in Mazi et al. 2014). The Southeastern Mediterranean region is particularly threatened by reduced groundwater recharge (Döll 2009; Bring et al. 2015) along with many additional change pressures from human activity developments over at least the last 50 years (Mazi et al. 2014), which have all affected and will continue to affect SWI into the coastal groundwater resources of this region.
In this study we use and further develop the analytical framework of Koussis et al. (2012), enhanced and refined in Koussis et al. (2015). The conceptualization of the coastal groundwater system (Fig. 1) represents an inclined (sinφ) unconfined aquifer, with base depth at the coast Hsea below sea-level, average hydraulic conductivity K, and length L to a land-boundary, with either known flow, e.g., zero-flow at an impervious boundary or groundwater divide, or known hydraulic head; the ℓ-axis follows the aquifer base, starting at Hsea below the intersection of the sea surface. The aquifer is recharged by precipitation (and possibly artificially) minus evapotranspiration at resulting net rate r, in addition to land-boundary inflow qb. Human control conditions are quantified in terms of a representative regional groundwater pumping rate qw at a representative (e.g., flow-weighted average) location from the coast ℓw (Destouni and Prieto 2003; Prieto and Destouni 2005; Koussis et al. 2010a, 2010b). SWI is quantified by the toe of a nominal seawater-freshwater interface located at distance ℓT from the coast, interpreted as the 50 %-salinity isoline in the transition zone between fresh groundwater and seawater. Online Material 1 summarises the analytical model.
2.1 Determining a Sustainable Management Space (SMS)
We shall henceforth call qr the groundwater outflow remaining after pumping, with the understanding that it can be truly remaining, i.e. flowing seawards: qr > 0, or flowing towards the well: qr < 0; thus, qr > 0 is hydraulically negative (flux in the –ℓ direction). This sign reversal is management-suitable. That groundwater flow qr links to the fresh groundwater outflow to the sea qSD through the relation qSD = −rL + qw + qb = −qr – rℓw (Mazi et al. 2013); qSD corresponds to the freshwater component of total submarine groundwater discharge (Destouni and Prieto 2003). The limits on the groundwater extraction (qw) that are allowed by the natural regional groundwater recharge (r) and are required for sustainable groundwater management are thus quantifiable in terms of the groundwater flux qr that must remain after pumping so that the fresh groundwater outflow to the sea, qSD, can resist critical SWI.
The limits on qr are derived and quantified in this study, considering for simplicity a no-flow inland boundary condition. This simplification represents a conservative SMS assessment: it expects the total recharge (to the land boundary, rL) of coastal groundwater alone (without groundwater inflow qb through the land boundary) to yield a fresh groundwater flux to the sea (qSD) that suffices to resist critical SWI. To fully control SWI, however, monitoring of the groundwater table (hydraulic head) and management triggered by too low groundwater levels are also needed to assess boundary flows and complement the flux-based management approach exemplified in this study (Werner et al. 2011).
These conditions are further quantified and illustrated in the Results section. Here, we note that Eqs. 2a-b form a general basis for delimiting an SMS for coastal groundwater, as illustrated in Fig. 2a.
For the critical case of well intrusion (Fig. 1a; Eq. 2a; red dashed line in Fig. 2a), the location of the SWI interface toe (ℓT/L) is by definition the representative well location, i.e., ℓT/L =ℓw/L. The naturally bounded upper limit (qrmax) of the seaward groundwater flow qr is then qrmax = r(L – ℓw), which applies to zero pumping (qw = 0) in the coastal aquifer. Well intrusion (Fig. 1a) is also the limiting critical case for any qr ≥ 0, because positive qr in Eq. 2b for the alternative critical case of complete aquifer intrusion implies ℓT/L > ℓw/L. That is, Eq. 2b for qr ≥ 0 yields deeper SWI than ℓw/L, implying that the critical well intrusion limit ℓT/L = ℓw/L (Fig. 1a) is reached before the alternative critical limit ℓT/L = ℓdiv/L for complete intrusion (Fig. 1b).
For the case of complete aquifer intrusion (Fig. 1b; Eq. 2b; blue solid line in Fig. 2a), Eq. 2b implies that the critical location of the interface toe (ℓT/L) is a function of qrmin < qr ≤ 0, i.e., of negative qr until a lowest limit qrmin = −rℓw; qrmin is the zero-value of Eq. 2b (for maximum possible pumping). For any given value of net recharge rate r, the slope of the critical line segment for this negative-qr range is (rL)−1.
The allowance of negative remaining qr after pumping implies that more fresh groundwater can be sustainably withdrawn by pumping qw at ℓw than is recharged inland of ℓw. This is so because pumping draws fresh groundwater from both a landward and a seaward zone around ℓw and can be sustained as long as the resulting coastal groundwater divide ℓdiv and the resulting intrusion toe ℓT remain seaward of ℓw.
As both the upper qr limit qrmax = r(L – ℓw) and the lower qr limit qrmin = −rℓw depend on the net recharge rate r, the SMS may also be illustrated as function of r (Fig. 2b). This r-space illustration of the SMS complements that for a fixed r (Fig. 2a). The full shaded area in Fig. 2b represents the general SMS, falling between the upper bound of qrmax = r(L – ℓw) (green dashed line) and the lower bound of qrmin = −rℓw (blue solid line). The total site-specific range of sustainable qr is the vertical line of qrmin < qr > qrmax for the given site-specific r value. The partitioning of the site-specific range of sustainable qr between the positive segment 0 ≤ qr ≤ qrmax and the negative segment qrmin < qr ≤ 0 represents the fresh-groundwater fraction drawn from the landside (limited by the critical case of well intrusion; Fig. 1a) and from the seaside (limited by the critical case of complete intrusion; Fig. 1b) around the pumping location ℓw, respectively.
2.2 Exploring Specific Aquifer Vulnerability Relative to its SMS
Characteristics and parameters used in the modelling of generic aquifers
Range of variation
Aquifer length, L (m)
Inland boundary condition
no-flow, qb = 0
Slope of impervious aquifer base, sinφ
Depth of sea at the coast to the aquifer base, Hsea (m)
Well location, ℓw (m)
Recharge rate, r (mm yr−1)
Hydraulic conductivity, K (m d−1)
1 and 30
L/Hsea: ratio of aquifer length to aquifer depth at the coast
ℓw/L: ratio of pumping location to aquifer length
ℓw/Hsea: ratio of pumping location to aquifer depth at the coast
Generic aquifer results are illustrated in terms of the SMS for some realistic fixed conditions (corresponding to Fig. 2a) and for variable conditions (corresponding to Fig. 2b) of net recharge rate r across a range of different possible pumping locations ℓw/L. Furthermore, site-specific controls and limits of SMS are also concretely quantified for the study aquifers ICA (Israel) and CAA (Cyprus), aiming to trace the groundwater-use and related SWI impacts in relation to the SMS of these coastal regions.
3.1 General and Specific Sustainable Management Space
In an aquifer characterized geometrically by L/Hsea, moving the representative well location further inland (increasing ℓw/L, and thereby also ℓw/Hsea) allows for more pumping and smaller sustainable qr before reaching the limit of complete intrusion. From the calculation results for different site conditions –Online Material 2, Fig. S1– follows that: (1) for any given location ℓw/L, aquifers with higher recharge rate r allow for more pumping of fresh groundwater, and thus lower remaining qr; (2) for any given recharge rate r, sites with greater hydraulic conductivity K imply greater SWI (greater ℓT/L values) before a critical condition is reached.
The results in Fig. 4 thus identify a general rule of thumb for two complementary site condition combinations: (a) the total general SMS delimited by –rℓw < qr ≤ r(L – ℓw) (total grey, Fig. 4) is sustainable for aquifer site conditions ℓw/Hsea > 40 or hydraulic conductivity K ≤ 1 m d−1; (b) the more restricted SMS for 0 < qr ≤ r(L – ℓw) (hatched, Fig. 4) is sustainable for aquifer site conditions ℓw/Hsea ≤ 40 and K > 1 m d−1.
Part (a) of the identified rule of thumb reflects that even negative qr is sustainable for aquifers with either relatively low conductivity (K ≤ 1 m d−1) or relatively small aquifer depth below sea level (ℓw/Hsea > 40), so that fresh groundwater can be pumped from both the seaside and the landside of the representative well location ℓw/L, as long as qr remains above the general lower limit qrmin = −rℓw. Part (b) of the rule reflects that qr must remain positive for aquifers with both relatively high conductivity (K > 1 m d−1) and relatively large aquifer depth below sea level (ℓw/Hsea ≤ 40), so that only groundwater recharged on the landside of ℓw/L can be pumped sustainably.
Overall, the total grey area of the general SMS in Fig. 4 is the same, regardless of management-chosen well location ℓw/L or prevailing aquifer K-value. This is because the recharge rate r ultimately determines the available flow of fresh groundwater that can be partitioned between pumped water and remaining flow left to resist critical SWI as submarine groundwater discharge qSD (Destouni and Prieto 2003; Destouni et al. 2008; Prieto and Destouni 2011). A choice of farther inland well location (greater ℓw/L) will increase the negative relative to the positive part of the general SMS (Fig. 4), implying that more of the sustainable groundwater withdrawal can come from the seaside and less from the landside of ℓw/L. Furthermore, pumping more inland will make complete intrusion, rather than well intrusion, the likely limiting condition. Conversely, pumping more seaward will increase the positive relative to the negative part of the total SMS and make well intrusion more likely as limiting condition.
3.2 Concrete Site-Specific Implications of the SMS
Mazi et al. (2014) have studied and modelled SWI conditions in the specific aquifer cases of ICA and CAA, considering different pumping locations and pumping rates under their current net recharge; we refer to that work for detailed site and analysis descriptions. Here, the SMS for these sites is determined for variable net recharge r (to capture possible effects of changed r due to changes in human groundwater use, hydro-climatic change and/or artificial recharge) and two alternative pumping locations. The presented analysis enables calculating and visualising the implications of the current pumping rate for current and possibly changed recharge conditions. We further determine the minimum r-value required for sustaining the current pumping rate within the site-specific SMS. In Online Material 2, Figs. S6 and S7 show, respectively for the ICA and CAA aquifers, (a) the maps with the investigated profile sections and (b) the cross-sections as schematized in the present modelling, with the main geometrical and physical characteristics, along with the aquifer recharge rates, freshwater inflows and exploitation schemes (locations of fully penetrating troughs and pumping rates). Table-T1 in Online Material 2 summarizes the parameters of the conceptual cross-sections of the ICA and the CAA.
3.2.1 Israel Coastal Aquifer (ICA)
The ICA has an area of ~1900 km2, its depth exposure to the sea is Hsea ≈ 200 m with L/Hsea = 100, the inclination of its 20-km long base is 1 %, its mean hydraulic conductivity K = 30 m d−1, and the recharge rate 240 mm yr−1; pumping is qw = 3000 m2 yr−1 at ℓw = 3 km. The interface toe position for these current conditions is calculated by the analytical model to be ℓT = 2.6 km (Mazi et al. 2014).
We furthermore calculate the site-specific SMS after hypothetically relocating the pumping to 10 km from the coastline, yielding ℓw/L = 0.5 and ℓw/Hsea = 50. Under current pumping and recharge rate then, qr becomes negative (x-mark, Fig. 5a), which implies that the critical condition would switch from well intrusion (ℓT = ℓw, Fig. 1b) to complete intrusion (ℓT = ℓdiv, Fig. 1a). The complete intrusion condition is critical for r ≥ 32 mm yr−1, as the lower limit qrmin falls in the negative part of the sustainable space for this r-range.
Figure 5a also traces (dotted lines) the site-specific upper limit of qr for different recharge r with the current pumping qw applied to the two different representative well locations ℓw. For the current pumping location at ℓw = 3 km, the current pumping rate is unsustainable for r ≤ 230 mm yr−1, because the qr-trace for this pumping intersects the qrmin line at that r value. For the hypothetical pumping at ℓw = 10 km, the minimum required recharge for sustainability is 204 mm yr−1 under the current pumping rate. For both pumping-location cases, and particularly for the current one, the minimum required recharge is close to the current recharge r = 240 mm yr−1. Thus, well intrusion is a real threat under expected future hydro-climatic change and/or increased human use of the coastal groundwater at this site. Moving the pumping inland to ℓw = 10 km may evade the critical well intrusion condition, but complete SWI and associated loss of the fresh groundwater resource as far inland as ℓT = ℓdiv = 5305 m is then threatening the aquifer under changed hydro-climate and/or human freshwater use.
3.2.2 Cyprus Akrotiri Aquifer (CAA)
The area of the CAA is ~40 km2, its depth at the coastline is Hsea ≈ 50 m, with L/Hsea = 60, the inclination of its 3-km long base is 1.7 % and mean hydraulic conductivity K = 28 m d−1, and replenishment is r = 92 mm yr−1 and (in this case known prevailing) boundary inflow |qb| = 549 m2 yr−1; pumping is qw = 500 m2 yr−1 at ℓw = 1 km (Mazi 2000; Koussis 2001; Mazi et al. 2004a, 2004b). The interface toe position for these current conditions is calculated by the analytical model to be ℓT = 640 m (Mazi et al. 2014).
Figure 5b shows the SMS for the resulting current values ℓw/L = 0.33 and ℓw/Hsea = 20 under variable recharge; the cross (+) indicates the current remaining groundwater flow qr after pumping. For the current representative pumping location, the positive qr (+ mark) implies that the pumped water originates landward of the well. The qrmin line, falling in the positive part of the SMS, indicates also well intrusion ℓT = ℓw (Fig. 1b) as the current critical condition, holding as long as r ≤ 268 mm yr.−1 and the boundary inflow is |qb| ≤ 406 m3 m−1 yr−1 (analysis for the latter limit not shown); if groundwater replenishment exceeds these values, the lower limit qrmin falls in the negative part of the SMS and complete intrusion (ℓT = ℓdiv, Fig. 1a) becomes the critical condition.
We also calculate the associated SMS for hypothetic relocation of the representative well to ℓw = 2 km, yielding ℓw/L = 0.5 and ℓw/Hsea = 40 (Fig. 5b). The positive qr-value (x mark) implies that all current pumping is then still satisfied from the area landwards of the well, as it is also for the current ℓw = 1 km. However, for ℓw = 2 km, the lower limit qrmin lies in the negative part of the sustainable space for r > 22 mm yr−1 and boundary inflow |qb| > 363 m3 m−1 yr−1 (analysis for the latter limit not shown), which switches the critical condition from the former well intrusion to complete intrusion.
Figure 5b shows further the trace (dotted) of the site-specific upper qr limit for different r (with the r value range also associated with a |qb| range, not shown), under the current pumping rate applied at the two investigated pumping locations. For the current well location ℓw = 1 km, the current pumping rate is unsustainable under a ~ 20 % decrease of the replenishment, i.e., for r < 64 mm yr−1 and |qb| < 476 m3 m−1 yr−1, as the intersection of the dotted line with the qrmin line indicates. For the hypothetical pumping at ℓw = 2 km, sustaining the current pumping rate requires a minimum recharge r = 49 mm yr−1 and boundary inflow |qb| = 433 m3 m−1 yr−1, which would be a decrease of the current replenishment by ~30 %. In the CAA case, the prevailing relatively large boundary inflow |qb| prevents the remaining flow qr from actually decreasing to zero, as it might in principle do in the ICA case.
Overall hydro-climatic changes influence the marine and/or inland forcing of coastal aquifers, which then respond to the changed forcing according to their specific characteristics. In contrast to the overall hydro-climatic changes and the naturally given aquifer geometry and conditions, the location and rate of groundwater pumping is a human-controlled intervention and must therefore be an essential element of groundwater-resources management under hydro-climatic regime changes. The focus is then here on providing managers of coastal aquifers with a planning tool for sustainable exploitation of the groundwater resource that can as far as possible meet freshwater demand, taking into account a changing hydro-climatic forcing and the given aquifer geometric and hydrogeological conditions, while avoiding critical tipping points.
The mean macro-characteristics of a regional aquifer, Hsea, K, L, sinφ, r, qb, ℓw and qw, can be estimated reasonably well and, based on these and various scenarios for the hydro-climatic forcing, the limits for sustainability can be determined in terms of the groundwater flow qr left in the aquifer immediately after the pumping location, or equivalently the submarine discharge qSD into the sea. Performing such analysis for a regional coastal aquifer, with certain slope, K-value and key geometrical macro-characteristics (expressed as ℓw/Hsea and ℓw/L) over a relevant range of recharge r (and possible non-zero boundary flow |qb|) values, yields that aquifer’s SMS and its bounding qr(r) curves for various pumping rates qw; that analysis also informs on how the pumped groundwater qw partitions between the zone 0 < ℓ ≤ ℓw on the seaside and the zone ℓw ≤ ℓ ≤ L on the landside of the representative pumping location ℓw. The theoretical, general total SMS is obtained for all possible 0 < ℓw/Hsea → ∞ and contains all the different specific SMS corresponding to any actual, finite site-specific ℓw/Hsea value (past, current or future).
From the results for the general total SMS emerges as general rule of thumb that the total general SMS is practically applicable across the entire range of investigated recharge conditions, from dry (r ≤ 100 mm yr−1) to wet (r = 1000 mm yr−1), for sites characterized by either ℓw/Hsea > 40 or a low hydraulic conductivity K ≤ 1 m d−1 (and aquifer slopes ~1 %; see effects of different slopes in Mazi et al. (2013)). Furthermore, qr can be negative for any well location in the aquifer if K ≤ 1 m d−1; qr can also be negative for any K-value if ℓw/Hsea > 40.
For the complementary aquifer conditions K > 1 m d−1andℓw/Hsea ≤ 40, it is instead prudent to maintain positive qr. This restriction leaves small opportunities for use of coastal groundwater in regions of low recharge and/or for pumping locations that are already far inland from the coastline (ℓw/L close to 1, e.g., due to already progressed seawater intrusion), particularly if the aquifer does not receive much inflow from farther inland areas to enhance the flow derived from the groundwater recharge within the coastal region itself.
Results thus indicate the ratios ℓw/Hsea and ℓw/L as suitable indicators for estimating the risk of SWI under various groundwater exploitation conditions; e.g., under stable recharge r, greater pumping rate qw is sustainable at sites with relatively large ℓw/Hsea-values (small aquifer depth below sea level). However, as the representative well location moves inland and ℓw/L increases, the critical aquifer condition may change from one of well intrusion (Fig. 1a) to one of complete intrusion (Fig. 1b). The interface toe location is more sensitive to ℓw/Hsea than to r/K. Therefore, given an aquifer geometry L/Hsea, decisions regarding pumping locations can be taken mainly by evaluating the ratio ℓw/Hsea for each possible pumping location ℓw/L.
The specific SMS has here been concretely determined for the specific aquifer case of ICA, for possible representative well locations at ℓw = 3 (current) and 10 km (hypothetical) and for aquifer depth at the coast Hsea = 200 m. Since for ℓw = 10 km the ratio ℓw/Hsea = 50 (i.e., > 40) and K = 30 m d−1, the simple rule of thumb allows here negative qr (Fig. 5), which implies that pumping of some coastal groundwater also from seawards of the representative well location can be sustainable. The calculated specific SMS can be used to also examine aquifer management alternatives under different recharge and pumping scenarios; e.g., if recharge in the ICA decreases by more than 5 % of the current value, today’s pumping rate will not be sustainable. In contrast, if more recharge is applied, e.g., +8 % through artificial recharge, an additional rate of 12 % of the current qw could be pumped sustainably.
In the other concrete aquifer case investigated here, the CAA case, the specific SMS was calculated for representative well locations ℓw = 1 (current) and 2 km (hypothetical) from the coast. For ℓw = 2 km, the simple rule of thumb is on the limit of allowing pumping groundwater also from seaward of the well (i.e., of allowing qr < 0), because in that case ℓw/Hsea = 40 and K = 28 m d−1 > 1 m d−1. In this particular case, calculations show that, by disregarding the rule of thumb and allowing qr < 0, the maximum pumping rate might be increased but only by 8.6 %, taking then also the risk that the coastal aquifer could be lost by complete SWI as a result of, e.g., a small decline of the natural replenishment of fresh groundwater (recharge plus some boundary inflow in this case). Furthermore, examining the specific SMS for variable aquifer replenishment shows that the current pumping rate would not be sustainable, from either pumping location, if the replenishment were to decline, e.g., due to climate change, by ~20 % for ℓw = 1 km and by ~30 % for ℓw = 2 km.
The simple analytical rules and bounds derived here quantify an SMS for human use of coastal groundwater in general terms that are applicable across different regional scales and parts of the world. Specifically, this quantification identifies and relates the SMS to the key human controls (ℓw/L, ℓw/Hsea) and the overall mostly naturally given forcing (mainly indicated by Hsea/L and less so by r/K; with higher bed slope expanding the SMS) that determine SWI under different coastal aquifer conditions. Without being global sums or averages of some single variables, these controls quantify the SMS boundaries by accounting for the wide-ranging local-regional variability that exists across the world’s coastal regions.
Since in most cases of practical interest the average aquifer hydraulic conductivity may be assumed to be K > 1 m d−1, the actual site-specific SMS will be typically restricted relative to the general total SMS. To achieve a pumping rate that can as far as possible meet certain freshwater demand, a manager of a coastal aquifer should select pumping locations such that ℓw/Hsea > 40, thereby possibly allowing for sustainable drawing of groundwater also from seaward of the pumping location (qr < 0). For each human-determined pair of control variables (ℓw, qw), the proximity of the interface toe to critical SWI conditions (well intrusion or complete coastal aquifer intrusion) must be evaluated (Figs. 2a and 3) and, then, a possible increase in pumping rate must be weighed against the incurred higher intrusion risk. For a preliminary pumping selection (of ℓw, qw), the sensitivity of SWI to a possible reduction of natural recharge r must be also investigated. If the exploitation opportunities are tight, the option of artificial recharge enhancement can be gauged by analysing the resulting SMS under variable r (Fig. 2b). By further extending the present basic deterministic analysis to a stochastic analysis, a more complete and ultimately more appropriate framework can be developed for assessing gains and risks of the various human selections for groundwater management; such an approach will be presented in a future work.
In general, accounting for local-regional variability is essential for sustainable management of human freshwater use. Managers, planners and policy-makers responsible for water resources, environmental sustainability and climate adaptation must decide their strategies and operations in direct relation to prevailing local-regional conditions identified by the aforementioned key controls. Regarding these practical needs, but also the related scientific perspectives, the quantification of the SMS developed here is sufficiently simple and general to enable consistent regional assessment, cross-regional comparison, and larger-scale aggregation of multiple regions (up to the global scale) for coastal groundwater resources under current conditions and future change scenarios of human water-use/demand, hydro-climate and sea level.
This research has been supported by the Navarino Environmental Observatory (NEO), the Nova R&D project KLIV, Stockholm University’s strategic research program Ekoklim and the Swedish Research Council Formas (Project No. 2014-43).
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