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Summary of the Water Head depletion along the different X-Sections for the different Scenarios It can be concluded that the Kurkar Aquifer in the modeled area is not vulnerable for the Sea water rise due to expected climate Change effects on the other hand the aquifer is very sensitive for the increasing of the water pumping rate, Finally it is worthily to mentions that, the aquifer is vulnerable for the Sea water Intrusion specially in Zowayeid Area.

Table 3 Summary of the Water Head depletion along the different X-Sections for the different Scenarios It can be concluded that the Kurkar Aquifer in the modeled area is not vulnerable for the Sea water rise due to expected climate Change effects on the other hand the aquifer is very sensitive for the increasing of the water pumping rate, Finally it is worthily to mentions that, the aquifer is vulnerable for the Sea water Intrusion specially in Zowayeid Area.

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The study area lies in Sinai peninsula which is considered the Eastern door for Egypt, it is expands between longitudes 33° 45'E & 34° 15'E and latitudes 31° 08'N & 31°15'N. (Fig. 1) Fig. 1. Study area relative to Sinai Peninsula.
The study area lies in Sinai peninsula which is considered the Eastern door for Egypt, it is expands between longitudes 33° 45'E & 34° 15'E and latitudes 31° 08'N & 31°15'N. (Fig. 1) Fig. 1. Study area relative to Sinai Peninsula.
Fig.2. Landform map of Sinai Penensula.
Fig.2. Landform map of Sinai Penensula.
Fig.3. Geology of Sinai penensule Foreshore Area. However, North Sinai forms a distinct geomorphological and structural unit which is characterized by a large number of NE trending elliptical anticlines and synclines. (Fig. 3)
Fig.3. Geology of Sinai penensule Foreshore Area. However, North Sinai forms a distinct geomorphological and structural unit which is characterized by a large number of NE trending elliptical anticlines and synclines. (Fig. 3)
The Pre-Quaternary Aquifer as main aquifer is consist of four sub-aquifer namely (a) Miocene aquifer which is distributed only in the coastal plain and extends south to Rafah and Sheikh Zowayeid, (b) Eocene aquifer which is distributed in the eastern side of the study area at Kuntilla, Quseima
The Pre-Quaternary Aquifer as main aquifer is consist of four sub-aquifer namely (a) Miocene aquifer which is distributed only in the coastal plain and extends south to Rafah and Sheikh Zowayeid, (b) Eocene aquifer which is distributed in the eastern side of the study area at Kuntilla, Quseima
Hydraulic Parameters of the Aquifer
Hydraulic Parameters of the Aquifer
Fig. 6. Model domain and grid system i in plan. view The basis for building MODFLOW model is the hydrogeological conceptual model. Since there are no direct field measurements that support flow in the vertical direction, it is common to adopt a 2-D modeling approach. The model has been constructed with a rectangular grid system of 500 x 500 m. It covers an area of 60000 m length along the shore line and 40000 m perpendicular to it. The grid size has been selected compromising resolution and computational time. The origin of the model is (570000 m, 3430000 m) in x& y-directions respectively (UTM, WGS 1984, zone 36N). In x-direction a total of 120 cells and in y- direction a total of 80 cells were formed by the grid. (Fig.6) 4.3 Boundary conditions and Hydraulic Parameters
Fig. 6. Model domain and grid system i in plan. view The basis for building MODFLOW model is the hydrogeological conceptual model. Since there are no direct field measurements that support flow in the vertical direction, it is common to adopt a 2-D modeling approach. The model has been constructed with a rectangular grid system of 500 x 500 m. It covers an area of 60000 m length along the shore line and 40000 m perpendicular to it. The grid size has been selected compromising resolution and computational time. The origin of the model is (570000 m, 3430000 m) in x& y-directions respectively (UTM, WGS 1984, zone 36N). In x-direction a total of 120 cells and in y- direction a total of 80 cells were formed by the grid. (Fig.6) 4.3 Boundary conditions and Hydraulic Parameters
Fig.7. Groundwater flow movement in the modeld area.
Fig.7. Groundwater flow movement in the modeld area.
The model hydraulic input parameters are never completely defined and they are always associated with various uncertainties, the model has been successfully calibrated for steady state conditions the observed water levels in the potentiometric map and the calculated water levels are shown in figs. 8, 9 respectively. Based on the calibration model, the estimated hydraulic conductivity values are ranging from 1 to 50 m/day.
The model hydraulic input parameters are never completely defined and they are always associated with various uncertainties, the model has been successfully calibrated for steady state conditions the observed water levels in the potentiometric map and the calculated water levels are shown in figs. 8, 9 respectively. Based on the calibration model, the estimated hydraulic conductivity values are ranging from 1 to 50 m/day.
4.6 proposed scenarios Gradually distribution of the pumping rate along the transient calibration period (2005-2018)
4.6 proposed scenarios Gradually distribution of the pumping rate along the transient calibration period (2005-2018)
Fig. 11 Groundwater levels measured at 2015. Fig. 10 Distribution of the pumping wells along the modeled area
Fig. 11 Groundwater levels measured at 2015. Fig. 10 Distribution of the pumping wells along the modeled area
The data o more than f water level 1000 wells a of these wells along several we grid showing different mismanagement of we wells is red uced to 210 at year (2005) was measured from ong the modeled area; the density the modeled area is rather high; ls can be located in the same cell of the mesh values. To avoid the bad effect of distribution the number of 1000 wells with the same extraction rate of discharge divided into 180 wells in Rafah, Zowayeid, and El-Arish and 30 we s in Kharouba as shown in fig. 10.
The data o more than f water level 1000 wells a of these wells along several we grid showing different mismanagement of we wells is red uced to 210 at year (2005) was measured from ong the modeled area; the density the modeled area is rather high; ls can be located in the same cell of the mesh values. To avoid the bad effect of distribution the number of 1000 wells with the same extraction rate of discharge divided into 180 wells in Rafah, Zowayeid, and El-Arish and 30 we s in Kharouba as shown in fig. 10.
Fig. 14 Longitudinal sections through the modeled area due to the applied scenarios respectivly.
Fig. 14 Longitudinal sections through the modeled area due to the applied scenarios respectivly.
Fig. 15 X- Sections Along Rafah Area under three scenarios Respectively. From fig. 15 which represents the X-section in Rafah area (R-R), it is well noted that during the simulation period the maximum water head reduction occurred 3km away from the shoreline with an average value (11m) for both first and second scenario while for the third scenario the water head value reached average value (12m).
Fig. 15 X- Sections Along Rafah Area under three scenarios Respectively. From fig. 15 which represents the X-section in Rafah area (R-R), it is well noted that during the simulation period the maximum water head reduction occurred 3km away from the shoreline with an average value (11m) for both first and second scenario while for the third scenario the water head value reached average value (12m).
Fig. 16 X- Sections Along Kharouba Area under three scenarios Respectively.
Fig. 16 X- Sections Along Kharouba Area under three scenarios Respectively.
Finally the maximum water head reduction occurred 6km away from the shoreline with an average value (2m).as shown in fig. 17 which represents the X-section in El- Arish area (A-A).
Finally the maximum water head reduction occurred 6km away from the shoreline with an average value (2m).as shown in fig. 17 which represents the X-section in El- Arish area (A-A).
Fig. 18 X- Sections Along Zowayeid Area under three scenarios Respectively. From fig.18 which represents the X-section in Zowayeid area (Z-Z), there is almost no water head reduction along the simulation period under the first and second scenario. While in the third scenario the maximum water head reduction occurred 1km away from the shoreline with an average value (4m).
Fig. 18 X- Sections Along Zowayeid Area under three scenarios Respectively. From fig.18 which represents the X-section in Zowayeid area (Z-Z), there is almost no water head reduction along the simulation period under the first and second scenario. While in the third scenario the maximum water head reduction occurred 1km away from the shoreline with an average value (4m).
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