Groundwater Management Case Study, Eastern ...

European Journal of Scientific Research ISSN 1450-216X / 1450-202X Vol. 109 No 4 August, 2013, pp.633-649 http://www.europeanjournalofscientificresearch.com

Groundwater Management Case Study, Eastern Saudi Arabia: Part I – Flow Simulation Tajudeen M. Iwalewa Earth Sciences Department King Fahd University of Petroleum and Minerals Dhahran, Saudi Arabia. E-mail: [email protected] Tel: +966-5327-37260; Fax: +966-3-860-2595 Mohammad H. Makkawi Earth Sciences Department King Fahd University of Petroleum and Minerals Dhahran, Saudi Arabia Abdalla S. Elamin Water Resources Section, Center for Environment and Water Research Institute, King Fahd University of Petroleum and Minerals Dhahran, Saudi Arabia. Abdulaziz M. Al-Shaibani Earth Sciences Department King Fahd University of Petroleum and Minerals Dhahran, Saudi Arabia. Abstract The crux of this research is quantitative assessment of groundwater resource at KFUPM campus and evaluation of aquifer system’s sustainability for three long-term alternative development schemes. Numerical simulation technique was used to assess the effects of increasing pumping rates on the piezometric surface in Umm Er Radhuma (UER) aquifer of the area and to predict future potentiometric levels. A groundwater flow model was developed and calibrated for the area. The simulation spanned 44 years; from 1967 to 2010. The calibrated model was subsequently utilized to predict the piezometric levels of the aquifer over a planning horizon of 20 years (2011-2030) under the prescribed alternatives. The results showed that Alternative Scheme II, which assumed conservative measures, is the best for long-term sustainability of groundwater resource in the area. The method applied in this work would serve as a useful reference in groundwater management in Saudi Arabia and other arid regions. Keywords: Groundwater management, arid climate, numerical simulation, alternative development schemes, sustainable development.

Groundwater Management Case Study, Eastern Saudi Arabia: Part I – Flow Simulation

634

1. Introduction King Fahd University of Petroleum and Minerals (KFUPM) is located in the city of Dhahran in the Eastern Province of Saudi Arabia. It covers an area of approximately 4.8 km2, and is confined within 26o17’27.92’’ - 26o19’16.80’’N latitudes and 50o08’15.96’’ - 50o08’59.29’’E longitudes (Figure 1). The elevation of the area varies from 55 to 100 m, with an average of 77 m; reference is mean sea level (RMSL). The Eastern Province has extremely arid climate with an annual rainfall of 90 mm/year; July and August are the hottest summer months during which there is no rainfall. The maximum mean precipitation is recorded in January. Maximum evaporation of 15 mm/day and minimum evaporation of 5 mm/day are recorded in June and January, respectively, with 3,590 mm as the annual mean potential evaporation for the Eastern Province (Al-Amoud, Al-Tokhais, Awad, Alabdulkader, AlMoshailih, Basahi, Al-Dakheel, Alazba and Al-Hamed, 2010). The monthly average maximum air temperature ranges from 20.1°C in January to 42°C in July, with an annual mean of 32.3°C. The monthly minimum air temperature ranges from 10.2°C in January to 26.9°C inJune, with an annual mean of 19.3°C. Air relative humidity is lowest during the month of June (23%) and reaches its highest monthly average (70%) in December, with a mean of 43% per year (PME, 2010). Figure 1: Location map of the study area.

Due to the desert nature of Saudi Arabia and exiguity of perennial water, groundwater has been the major source of water supply. The 1997 estimate of water supply in Saudi Arabia indicates that groundwater accounts for 83% of total water supply (Abderrahman, 2001). The influential role play by groundwater as a source of water supply in Saudi Arabia has motivated various regional groundwater studies. In particular, there have been significant groundwater studies in the Eastern Province and these have been documented in various published and unpublished reports. For example, a groundwater study of North Eastern Saudi Arabia with descriptions of water potential of the major aquifers and regional investigations on water quality of the aquifers was conducted by (Naimi, 1965). Powers, Ramirez, Redmond and Elberg (1966) studied the sedimentary geology of Saudi Arabia covering the entire eastern half of the country. Italconsult (1969) produced reconnaissance regional topographic and water level maps of the Eastern Province at 1: 500,000 scale as part of studies on water and agricultural

635 Tajudeen M. Iwalewa, Mohammad H. Makkawi, Abdalla S. Elamin and Abdulaziz M. Al-Shaibani development for the Eastern Province, Saudi Arabia. A regional hydrogeological investigation of the aquifers of the Eastern Province was carried as part of Al Hassa Development Project by BRGM (1977). This study involved various pumping tests and regionalvalues of the parameters of the aquifers were obtained. A regional study of Umm Er Radhuma (UER) aquifer which involved pumping tests and investigations of the parameters of the aquifer was conducted by GDC (1979). Backiewicz, Milne and Noori (1982) carried out investigations on the hydrogeology of UER aquifer in Saudi Arabia and provided information on depositional and fossil records of the aquifer. Abderrahman and Rasheeduddin (1994) used a numerical simulation technique to predict future levels and water quality of UER aquifer in the Greater Dhahran Area under different pumping scenarios. In a recent study, GTZ (2006) developed a mathematical model for UER and the overlying aquifers, and provided comprehensive information about the geological and hydrogeological characteristics of the investigated formations of Upper Cretaceous to Quaternary age within the Eastern Province. A numerical simulation model of multi-aquifer system including Dammam and UER aquifers was developed by Abderrahman, Elamin, Harazin and Eqnaibi (2007) to assess the behavior of the aquifer system under long-term water stresses in Dammam Metropolitan Area. KFUPM (2009) developed a numerical simulation model as the prominent part of Groundwater Resources Study for the Dammam-KhobarDhahran Metropolitan Area. Evidently, all the past groundwater studies in the Eastern Province were regional in scope and therefore are most likely susceptible to sizable approximations of the aquifer systems’ parameters and behaviors, hence, may be less reliable. However, this study presents a more focused groundwater study of KFUPM campus, which is a smaller locality within the region.

2. Development of Flow Simulation for the Area Developing a modeling concept is the initial and the most important part of every modeling effort (Nevin 1997). It requires a thorough understanding of hydrogeology, hydrology and dynamics of groundwater flow in and around the area of interest. 2.1. Conceptual Model Based on the geological and hydrogeological settings of the study area, a conceptual model of the aquitard-aquifer system was constructed (Figure 2). It depicts a single aquifer (UER aquifer) overlain by an aquitard (Rus aquitard). UER aquifer constitutes one of the most important regional aquifers in eastern Saudi Arabia. In the study area, UER aquifer composed of limestone and dolomitic limestone, while Rus aquitardis made up of chalky limestone. Dammam aquifer, also of hydrogeologic significance in the region, is absent in the study area but outcrops in the surrounding areas. This may be attributed to paleo-erosion that had probably taken place in the area. Therefore, Dammam aquifer was not included in the model. The aquitard-aquifer system as defined for the model included the following layers, from top to bottom: Layer 1: The Rus aquitard Layer 2: The UER aquifer, which is unconfined throughout the study area UER aquifer has an average thickness of 85 m as defined for the model. The average values of top and bottom elevations of the aquifer are 35 m (RMSL) and -50 m (RMSL), respectively. The upper surface of the aquifer is the potentiometric surface (PS). Therefore, the aquifer was considered locally as unconfined in the model because the PS is below the bottom of the aquitard. 2.2. Discretization of the Study Area and Boundary Conditions Within the model area, grids with irregular grid sizes in both x- and y- directions were generated.The axis of the irregular finite difference mesh is rotated 41 degrees out of the northern direction so that the grid is orientated in the direction of the general groundwater flow. The horizontal non-uniform square


636

grid comprised 50 rows and 34 columns in the steady-state, and 69 rows and 52 columns in the transient-state, with a grid spacing of approximately 65 m in cells where pumping wells are absent and approximately 33 m in cells surrounding the pumping wells. The total number of cells is 1700 in the steady-state and 3588 in the transient-state. A comprehensive review of the literature revealed that the present study has a finer mesh than all the previous studies inthe Eastern Province. For vertical discretization, two layers were defined according to the conceptual model. These layers were assigned to the two hydrogeologic units in the study area as Layer 1 and Layer 2 for Rus aquitard and UER aquifer, respectively. As the area is devoid of natural boundaries such as rivers and streams, which is typical of arid regions, the boundaries of the model were positioned at the point of contact of Rus-UER aquitardaquifer system with the outcrops of Dammam aquifer. In the steady-state, all boundaries of the model were assigned as constant head. A constant head is justified because no pumping was taking place prior to 1967, which was considered as the starting period for the model. In the transient-state, variable head boundaries were assigned to the model. As the research objective is to simulate the effects of pumping on the aquifer system over a long period of time, the choice of variable head boundary for the transientstate is substantiated as this enables time-step drawdown to be measured relative to the applied stresses. The boundaries were at least 200 m away from the nearest pumping well in the modeling domain. Therefore, any stress in the model area would not have profound effect on the boundaries. Figure 2: Conceptual model of the groundwater system of the study area.

2.3. Initial Piezometric Condition Initial piezometric surface contour map of Umm Er Radhuma aquifer in the study area was constructed from regional water level maps and data from previous investigations. Pseudo-steady-state conditions for the study area were developed as shown in Figure 3, which represents the year 1967 conditions. Analysis of the piezometric surface map of UER aquiferin the study area showsa general flow pattern from southwest to northeast of the study area. The velocity of flow varies between 0.00014 m/s and 0.00074 m/s, with highest occurring at the central (anticlinal) part of the study area. This flow

637 Tajudeen M. Iwalewa, Mohammad H. Makkawi, Abdalla S. Elamin and Abdulaziz M. Al-Shaibani pattern may be affected by local structural factors. Hydraulic gradients vary from 1.2 x 10-4 through 5.0 x 10-4, with an average of 2.8 x 10-4. The hydraulic gradients are higher at structural highs than at slopes. This reflects changes in transmissivity, possibly caused by karstification, facies and thickness variations. The general piezometric pattern, the flow pattern and the hydraulic gradient distribution in the study area are consistent with the regional hydrogeologic, structural and lithologic information contained in previous regional studies. Figure 3: Initial pieziometric level (1967 conditions), groundwater flow patternand velocity of flow in the UER aquifer of the study area.

2.4. Input Parameters 2.4.1. Hydraulic Parameters The zoning of hydraulic conductivity (K) in the model area is shown in Figure 4. The distribution of K values reflects heterogeneity of UER aquifer in the study area. The horizontal K values range between 50 and 350 m/day. The vertical K values were taken as one-tenth of the horizontal K values. The specific yield, Sy, values range from 0.04 through 0.07. Values of Kand Sy in the study area were compared with regional ranges of 8.64 to 864 m/day for K and 0.01 through 0.07 for Sy obtained by GTZ (2006). This shows that the K and the Sy values used in the model were consistent with the regional values contained in the past study.


638

Figure 4: Hydraulic conductivity (in m/day) distribution in the study area.

2.4.2. Historical Well Abstractions The present study relied mainly on detailed well abstraction data from KFUPM Maintenance Department. Previous history of water abstraction by GDC (1980) shows that year 1967 was relatively stable in terms of water abstractions. Therefore, the base year for steady-state simulation was taken as 1967 and all calculations were made from that year. Since 1967 till date, there have been a total of twelve pumping wells in the study area. At some points in time, a well is added either to meet an increased water demand or as a replacement for a preexisting well that is not functioning. The history of the pumping wells (Table 1) was taken into consideration in the transient-state simulation.

639 Tajudeen M. Iwalewa, Mohammad H. Makkawi, Abdalla S. Elamin and Abdulaziz M. Al-Shaibani Table 1:

History of Groundwater Wells at KFUPM

W-1

414299.91

PRODUCTION HISTORY DATA Year Total Northing Year cancelled drilled Depth(m) 2910207.29 1967 Still Existing 146

W-2 W-3 W-4

414569.39 414592.98 414221.82

2909808.62 2909252.47 2908686.19

1974 1974 1976

Still Existing Still Existing 2003

121 117 110

W-5 W-6

414819.14 415042.87

2908867.26 2909283.51

1978 1978

Still Existing Still Existing

155 154

W-7

415353.67

2911004.70

1979

Still Existing

150

W-8 W-9 W-10 W-11 W-12

414299.09 414297.79 415427.70 415026.14 414427.00

2910769.49 2910361.96 2909355.29 2910895.04 2909510.00

No Data 1967 1995 2004 1998

No Data 2003 Still Existing Still Existing Still Existing

No Data 120 120 150 120

Well

Easting

Static Water Level(m) 1967: 70.12 1990: 76.00 59.45 58.00 1976: 55.18 1984: 57.00 61.00 1978: 50.30 1989: 54.50 1979: 39.93 1990: 49.00 No Data 69.00 52.00 55.00 60.00

Capacity (m3/day) 2180 2180 5451 5451 2180 5451 5451 No Data 4361 5451 4361 5451

3. Modeling Technique The present study used the "Visual MODFLOW", which is the numerical simulator interface of MODFLOW of the U.S. Geological Survey (USGS). This interface develops three dimensional groundwater flow and contaminant transport models. Visual MODFLOW is an easy to use pre- and post- processor for the MODFLOW. The modular structure of the computer code of MODFLOW consists of a main program and a series of highly independent subroutines called modules (McDonald and Harbaugh 1998). 3.1. Steady-State Calibration Regional piezometric level map constructed by Italconsult (1969) was extrapolated to obtain the 1967 piezometric map of the study area. This map represents the hydraulic head levels prior to major development activities in the study area. Twelve observation wells were assumed in the model and used in simulating the piezometric head in 1967. The model was run for 1 day. The model was calibrated against the 1967 piezometric level data. This was achieved by superimposing the computed piezometric levels on the pre-development piezometric levels. The result of the comparison (Figue 5) shows a near perfect match between the observed and the simulated heads at steady-state. Statistical analysis was performed by VISUAL MODFLOW after manual trial-and-error adjustment of the input parameters, which was based on the best knowledge of hydrogeology of the area. It involves regression analysis and the calibration of Root Mean Squared Error (RMS) and Mean Absolute Error (MAE). The results of comparison between the calculated and observed head at steadystate (Figure 6) gave residual mean of 0.043 m, absolute residual mean of 0.055 m, root mean square of 0.066 m and 95% confidence interval. Maximum residual was noticed in OBS No. 5 and minimum residual was recorded by OBS No. 8. These figures confirmed that there was a very small discrepancy between the calculated and the observed heads. The steady-state water balance of the aquifer showed that about 16,149 m3/day of water enters the UER in the study area from the southwestern boundary. The water that leaves the study area via the northeastern boundary was 9,609 m3/day. The total well discharge was 6,541 m3/day. Vertical leakages into the aquifer and out of the aquifer were calculated as zero by the MODFLOW.


640

Figure 5: Comparison between observed and calculated heads in UER of the study area (1967 steady-state calibration).

Figure 6: Steady-state model calibration

641 Tajudeen M. Iwalewa, Mohammad H. Makkawi, Abdalla S. Elamin and Abdulaziz M. Al-Shaibani 3.2. Transient-state Simulation Based on the established patterns of the aquifer parameters obtained during the steady-state calibration, the model was subjected to transient-state simulation for a period of 45 years; between 1967 and year 2010 (inclusive of both years). Stress period duration was for one year, i.e., 365 days. Therefore, the total simulation period for the transient state was 16,425 days. The simulation period was divided into 45 stress periods. Boundary conditions specified for the steady state were changed from constant head to variable head to consider changes in stress with time. External stresses were based on the pumping history of the wells and starting conditions were those obtained from the final run of the steady-state simulation. The final run of the transient-state simulation resulted in prediction of potentiometric surface in the study area at the end of year 2010 (Figure 7). An average drawdown of 8.5 m was recorded between 1967 and year 2010. Higher drawdowns were recorded in areas where wells are located than other areas. Cones of depression were formed at well locations as obvious indications of stresses. Figure 7: Potentiometric surface contour map at the end of year 2010(transient-state simulation).


642

Volumetric budget at the end of the transient state shows that volume of water entering the study area was 39171 m3/day, while that flowing out was 1496 m3/day. Total well discharge was recorded as 38143 m3/day. Vertical leakages into and out of the aquifer were calculated as zero by MODFLOW, resulting in a water loss of 4 m3/day. 3.2.1. History Matching Available measured water level data were obtained from KFUPM Maintenace Department for Wells 4, 6, 7 and 10. The measured water level data were used for comparison and verification of the simulated water levels in the transient-state. The measured water level data were from 1 to 4 stress periods and were measured in 1967, 1984, 2003 and 2005 for Well 4; 1978 and 1989 for Well 6; 1979 and 1990 for Well 7; and 1995 for Well 10. Simulated heads obtained at the pumping wells were almost in accordance with the measured potentiometric heads as shown in Figure 8 (A through D). There was a good match in terms of trends and values, which confirms that the model is capable of representing the flow system and valid as a predictive tool for future water management in the study area. Figure 8 (A - D): Hydrographs showing comparison between simulated and observed heads (transient-state model verification)

643 Tajudeen M. Iwalewa, Mohammad H. Makkawi, Abdalla S. Elamin and Abdulaziz M. Al-Shaibani Figure 8 (A - D): Hydrographs showing comparison between simulated and observed heads (transient-state model verification) - continued

4. Alternative Development Schemes The successfully calibrated and verified simulation model was used for formulating various alternative water development schemes. The alternative schemes were selected with careful considerations given to future developmental plans of the study area. A planning horizon of 20 years (2011 - 2030) was selected for three alternative scenarios. The duration of the planning period is less than the length of the period for which the model was calibrated and validated. Starting conditions in each case were those obtained during the transient-state simulation. To obtain estimates of abstraction rates for the planning period (2011-2030), real data on KFUPM population were used and trend of population growth of people living on campus at KFUPM (Table 2) was taken into consideration in the formulation of the alternative pumping schemes. According to the Agricultural Unit of KFUPM (personal communication, 16 Feb 2011), average water use for irrigation at KFUPM is estimated as 32,192 liter/day, while 300 liter/day was assumed as normal water consumption for an individual. The per capita water consumption was multiplied with the total population for each year to obtain the domestic water use. Taking the population trend into consideration, domestic water use per day was added to irrigation water use per day to obtain the total water consumption at KFUPM per day for the 20-year planning period (20112030).

644

Groundwater Management Case Study, Eastern Saudi Arabia: Part I – Flow Simulation 4.1. Alternative Scheme I

In this alternative, a double of the assumed normal water consumption per day for an individual was considered as the water consumption per capita per day; that is, 600 liter/day (0.6 m3/day). This value was multiplied with the total population to obtain the total water use for domestic purpose per day for each year according to the population trend. For water use for irrigation, the base value of 32,192 liters was assumed to be increasing at 0.005% every year. This equals 10% increase over 20 years. The total pumping rate for all the wells was divided among the 9 wells (existing as at year 2010) based on the pumping capacities of the wells to obtain the pumping rate for each well. An additional well was introduced in the model to accommodate excess volume of water outside the pumping capacities of the existing wells. Figure 9 shows the potentiometric surface contour map at the end of year 2030 for Alternative Scheme I. The potentiometric surface contour map shows that water levels in the study area would drop from the average of 3.2 m (RMSL) obtained at the end of year 2010 to an average of -2.2 m (RMSL) in year 2030. This result is equal to an average drawdown of 5.4 m in the study area over the 20-year planning period. Table 2:

KFUPM On-campus Population Trend Estimate between 2011 and 2030 POPULATION TREND Year

*Population of Faculty (including families) on Campus 4051 4136 4248 4113 4119 4082 4211 4535

**Population of Students on Campus

2003 2004 2005 2006 2007 2008 2009 2010 2011 2012 2013 2014 2015 2016 2017 2018 2019 2020 2021 2022 2023 2024 2025 2026 2027 2028 2029 2030 *Obtained from KFUPM Faculty and Staff Housing **Obtained from KFUPM Student Housing Unit

4297 4379 4506 4627 4821 4951 4971 5175

Total Population on Campus 8348 8515 8754 8740 8940 9033 9182 9710

Population Trend 8352 8426 8588 8765 9075 9253 9283 9577 9680 9858 10035 10212 10389 10566 10743 10920 11097 11275 11452 11629 11806 11983 12160 12337 12514 12692 12869 13046

645 Tajudeen M. Iwalewa, Mohammad H. Makkawi, Abdalla S. Elamin and Abdulaziz M. Al-Shaibani Figure 9: Potentiometric surface contour map at the end of year 2030 (Alternative I).

4.2. Alternative Scheme II In this alternative, conservatory measures were adopted. Water consumption per capita per day was kept at the normal rate of 300 liter/day (0.3 m3/day). Water use for irrigation was assumed to be decreasing at the rate of 1% per year, which is equivalent to 20% decrease over the 20-year planning period. The total pumping rate was shared among the existing wells at KFUPM based on the capacities of the wells. Figure 10 shows the potentiometric surface contour map at the end of year 2030 for Alternative Scheme II. The results imply that if Alternative Scheme II is implemented, water level in the study area would drop from the average of 3.2 m (RMSL) obtained at the end of year 2010 to an average of 0.2 m (RMSL) in year 2030. This result is the same as an average drawdown of 3 m in the study area over the 20-year planning period. 4.3. Alternative Scheme III In this alternative, a scenario similar to what currently exists at KFUPM was adopted. Water consumption per capita per day was assumed to be 450 liter/day (0.45 m3/day). This was multiplied with the population trend to obtain the domestic water use for each year. Constant rate of 32,192 liter/daywas assumed for water use for irrigation. Both the domestic water use and water use for irrigation were added to obtain total water consumption (total pumping rate) for each year. Figure 11 shows the potentiometric surface contour map at the end of year 2030 for Alternative Scheme III. The potentiometric surface contour map shows that water levels in the study area would drop from the averageof 3.2 m (RMSL) obtained at the end of year 2010 to an average of -0.9 m (RMSL) in the year 2030, which is equal to an average drawdown of 4.1 m in the study area over the 20-year planning period.

Groundwater Management Case Study, Eastern Saudi Arabia: Part I – Flow Simulation Figure 10: Potentiometric surface contour map at the end of year 2030 (Alternative II)

Figure 11: Potentiometric surface contour map at the end of year 2030 (Alternative III)

646

647 Tajudeen M. Iwalewa, Mohammad H. Makkawi, Abdalla S. Elamin and Abdulaziz M. Al-Shaibani 4.4. Comparative Assessment of the Three Alternative Development Schemes Average drops in water levels for the three alternative development schemes for the 20-year planning period were plotted in the form of hydrographs. Figure 12 (A through D) shows the hydrographs comparing the three alternative development schemes for Well 1, Well 2, Well 3 and Well 12. From the hydrographs, it is apparent that Alternative I has the highest drops in water levels throughout the 20-year planning period. For Alternative III, the drops in water levels in the wells for the planning periods were significantly high. Drops in water levels in the wells for Alternative II are the lowest for all the planning periods. The water levels in the pumping wells for Alternatives I and III are expected to fall below the mean sea level by the end of year 2030, while water levels in the wells for Alternative II are expected to be above the mean sea level. Figure 12 (A – D): Hydrographs comparing drops in water levels for the three alternatives for the 20-year planning period


648

Figure 12 (A – D): Hydrographs comparing drops in water levels for the three alternatives for the 20-year planning period. - continued

5. Conclusions and Recommendations 5.1. Conclusions 1) At local scale, significant variations in hydraulic parameters were found. The general trend was such that the UER aquifer was highly transmissive along structural highs and not as transmissive at slopes. 2) Total abstraction from UER aquifer in the study area increased from 2.4 MCM in 1967 to 13.9 MCM in 2010, which represents an increase of about 480 %. An average decline in water level of 8.5 m was recorded. 3) Three different Alternative Development Schemes were formulated and analyzed to predict future responses of the calibrated groundwater flow model. Alternative Scheme II, which assumed conservative measures: 300 liters per capital per day and a decrease of 20% in pumping over the 20-year planning period for irrigation water use, is considered the best alternative. The results indicate that decline in water level would be 3m by year 2030 in comparison with 5.4 m and 4.1 m declines for Alternatives I and III, respectively. 5.2. Recommendations The results of this study show that Alternative II is the best to protect the water levels of the aquifer. This shows that water conservation by reduction of 20% in irrigation water use over the 20-year planning period is essential for protection of long-term groundwater level in the study area. It is, therefore, recommended that studies on water conservation for irrigation purposes should be investigated. For example, use of treated wastewater could be a good source to green the University in order to preserve the UER for more important purposes. Replacement of grasses with granites in some parts of the campus might also be a good alternative. Future plan for drilling new wells may be beneficial if the new wells are located in the southwest of the study area, where cones of depression are minimal. Any plan to locate a new well in the northeast of the study area is strongly discouraged.

Acknowledgements The authors wish to thank the Earth Sciences Department, Maintenance Department, Department of Faculty and Staff Housing, Student Housing Unit, Agricultural Unit and Research Institute of King

649 Tajudeen M. Iwalewa, Mohammad H. Makkawi, Abdalla S. Elamin and Abdulaziz M. Al-Shaibani Fahd University of Petroleum and Minerals for their cooperation and supports towards the completion of this study.

References [1] [2] [3] [4]

[5] [6] [7] [8] [9] [10] [11] [12] [13] [14] [15]

Abderrahman, W. A., Elamin, A. S., Harazin I. M., Eqnaibi, S. E., 2007. ‘’Management of Groundwater in Urban Centers: a case study of Dammam Metropolitan Area’’. The Arabian Journal for Science and Engineering 32, pp. 49-63. Abderrahman, W. A., 2001. ‘’Energy and Water in arid developing countries, a case study’’. Water Resources Development 17(2), pp. 247-255. Abderrahman, W. A., Rasheeduddin, M., 1994. ‘’Future Groundwater Conditions under Longterm Water Stresses in an Arid Urban Area’’.Water Resources Management 8(3), pp. 245-264. Al-Amoud, A. I., Al-Tokhais, A. S., Awad, F. S., Alabdulkader, A. M., Al-Moshailih, M., Basahi, J. M., Al-Dakheel, Y. Y., Alazba,S. A., Al-Hamed, A., 2010. ‘’A guideline for estimating water requirements for economical crops in Saudi Arabia’’. King Abulaziz City for Science and Technology, Riyadh. Backiewicz, W., Milne, D. M., Noori, M., 1982. ‘’Hydrogeology of Umm Er Radhuma aquifer, Saudi Arabia, with reference to fossil gradients’’. Quarterly Journal of Engineering Geology 15, pp. 105-126. BRGM (Bureau De Recherche Geologiques et Mineres), 1977. ‘’AI-Hassa Development Project: Groundwater Resources Study and Management Program’’. Scientific report to Ministry of Agriculture and Water, Riyadh. GDC (Groundwater Development Consultants), 1979. ‘’Umm Er Radhuma Study: Bahrain Assignment’’, Demeter House, Station Road, Cambridge, CBI 2RS. Scientific report submitted to Ministry of Agriculture and Water, Riyadh. GTZ (Gesellschaft für Technische Zusammenarbeit), 2006. ‘’Investigations of updating groundwater mathematical model(s) for the Umm Er Radhuma and overlying aquifers’’. Scientific report submitted to Ministry of Water and Electricity, Riyadh. Italconsult, 1969. ‘’Water and agricultural development studies for area IV, Eastern Province, Saudi Arabia’’, Scientific report submitted to Ministry of Agriculture and Water, Riyadh. KFUPM (King Fahd University of Petroleum and Minerals), 2009. Groundwater Study for the Dammam-Khobar-Dhahran Metropolitan Area. Scientific report for Al-Hejailan for Engineering Consultants, Khobar, Saudi Arabia. McDonald, M. G., Harbaugh, A. W., 1998. ‘’A Modular Three-Dimensional Groundwater Flow Model (MODFLOW)’’. Scientific Publication Co., Washington D.C. Naimi A. I., 1965. ‘’The Groundwater of Northeastern Saudi Arabia’’, Fifth Arab Petroleum Congress, Cairo, pp. 16 -23. Nevin, K., 1997. ‘’Quantitative Solution in Hydrogeology and Groundwater Modeling’’. Lewis Publishers, Boca Raton. PME (Presidency of Meteorology and Environment), 2010. ‘’Metorological data for some stations in the Eastern Province of Saudi Arabia’’, PME, Jeddah. Powers, R. W., Ramirez, L. F., Redmond, C. D., Elberg, E. L., 1966. ‘’Geology of the Arabian Peninsula’’[Online], U.S. Geological Survey, Professional Paper 560-D, New York. Available at: http://pubs.usgs.gov/pp/0560d/report.pdf [Accessed 12 July 2011].