Hydro-Geoelectrical Investigation for the Potential of Underground Water Storage along the lower reaches of King Abdullah Canal-Deir Alla Area/Jordan

doi:10.4236/jwarp.2012.47064

Journal of Water Resource and Protection, 2012, 4, 545-559

http://dx.doi.org/10.4236/jwarp.2012.47064 Published Online July 2012 (http://www.SciRP.org/journal/jwarp)

Hydro-Geoelectrical Investigation for the Potential of

Underground Water Storage along the Lower Reaches of

King Abdullah Canal—Deir Alla Area/Jordan

Hani Al-Amoush1*, Elias Salameh2, Marwan Al-Raggad2

1Al Al-Bayt University, Mafraq, Jordan

2Jordan University, Amman, Jordan

Email: *hani1@aabu.edu.jo

Received March 12, 2012; revised April 14, 2012; accepted May 19, 2012

ABSTRACT

In this article the potential stoarativity of groundwater in the alluvial deposits along the King Abdullah Canal (KAC) in

Deir Alla-Sulikhat area is studied. In this study geological, geo-electrical and Hydro-geochemical methods were used

with the aim of storing some water of the Canal during water excess times in the underground to be extracted for use as

drinking source for human during shortages in the Canal water and in emergency causes of Canal water pollution. The

results show the existence of appropriate underground space in the alluvial deposits for water storage and that the water/

water and water/rock interactions are also be minimal and will not present and detriment to the different groundwater

bodies. Implementing groundwater artificial recharge in the Jordan Valley area to create storage for King Abdullah Ca-

nal (KAC) water will enhance the drinking water supply during the dry season and it will also serve as a reserve for

emergency causes, especially pollution accidents in King Abdullah Canal (KAC), such as those taking place almost

every year.

Keywords: Jordan Valley; Geo-Electrical; King Abdullah Canal (KAC)

1. Introduction

According to preliminary investigations rechargeable

aquifers are found in the Jordan Valley (JV) area [1,2].

Such aquifers can accommodate several millions of cubic

meters of recharge water and serve as storage reservoir.

Worldwide, surface waters are contaminated or are ex-

posed to contamination by human actions and natural cir-

cumstances. Surface waters in semiarid areas should, in

general not be directly channeled into treatments plants

for use in drinking purposes, but are first stored in un-

derground reservoirs, after that they are extracted for

treatment and use in drinking purposes [3]. King Abdul-

lah Canal (KAC) (The East Ghor Canal) (Figure 1) and

its irrigation network is considered the most important

water project in Jordan, it is a concrete lined gravity ca-

nal 110 km long fed by 1 km diversion tunnel running

underneath the mountain between Yarmouk River and

the village of Adassiya. KAC transfers water from the

Yarmouk River to the south at the shores of the Dead Sea

and Irrigates 230.000 dunum (23,000 hectare) [4]. The

water sources of the KAC are from Yarmouk River, at

the international Jordan border with Syria, Mukheiba

wells, the peace conveyer water from Israel, and the

southern tributaries which flow within Jordanian territo-

ries [3]. Presently, 60 to 70 million cubic meters per year

(MCM/Y) of water are pumped from the KAC to Am-

man with the provision for treatment at Zai plant, located

between Deir Alla, the water intake site and Amman

(Figure 1) [3]. During the last 24 years of the operation

of Deir Alla-Zai water supply scheme water pumped

from King Abdullah Canal (KAC) have suffered of dif-

ferent water pollution problems, which in 1987 and 1998

affected human health with rigorous consequences for

the water supply scheme from KAC and for the different

water agencies such as the Water Authority of Jordan and

the Jordan Valley Authority. Since 1998 several water

pollution events affected KAC water and catastrophes

were only averted in last moments. In many years since

its operation the KAC was not able to supply the neces-

sary water amounts due to decreased flow, especially

during the summer months when drinking water is badly

needed. The risks of contamination and drought are still

present and can at any time negatively affect the water

supply of Amman and the other cities, which partly de-

pend on Deir Alla-Zai scheme for their drinking water,

although the Ministry of Water and Irrigation has in-

stalled early warning systems on the KAC to warn

against pollution. In general, storing surface water un-

*Corresponding author.

C

H. AL-AMOUSH ET AL.

546

derground has many advantages over storing it in surface

reservoir dams or Canals such as KAC. This study aims

at finding underground storage aquifers for the surface

water of KAC along the lower reaches of KAC, using

geological mapping, vertical electrical soundings and

hydro-geochemical investigation.

The water of the KAC according to the suggested

scheme sees for to store water in the aquifers along the

Canal when water is in excess (winter times) and pump it

when need arise or when the Canal water can not be used

directly as a source of drinking waters due to pollution.

2. Description of the Study Area

The area of study is lies in the middle part of Jordan

Valley, and it is situated between the coordinates

[203,000 - 212,000] E, [1,170,000 - 1,194,000] N, accord-

ing to Palestine Grid (PG) coordinates system (Figure 1).

It covers an Area of 110 Km2. Topographically; The Jor-

dan Valley extends from Lake Tiberias at an elevation of

212 meter below sea level (mbsl) southward to the Dead

Sea at an elevation of 420 mbsl. The Jordan Valley is sur-

rounded from both sides by high, steep escarpment with

difference in elevation between the valley floor and the

surrounding mountains of 1200 m going up to 1400 m

[1]. The Climate in the Jordan Valley is classified as of

semiarid type. Average annual rainfall ranges from 250

mm in the northern part of Jordan Valley to 75 mm at its

southern part in dry years, these values may reach 650

mm in the north and 250 mm in the south at wet years

[1,5]. The mean maximum annual temperature in the

study area is 30 degree Centigrade; the mean minimum

annual temperature may reach only a few degrees Centi-

grade. The relative humidity ranges between 30% during

hot summer days and 70% in cold winter days [1,5].

The main features of the Jordan Valley area are the

relatively flat terraces found on both sides of the Jordan

River, which constitute the bed of the valley. Several

major side wadis and one river are dominating the study

area such as Zerqa River (the second largest river in the

country in term of its catchments area), Wadi Rajib,

Wadi Kufranja and Wadi Sulikhat (Figure 1) [6].

3. Geological Setting

The geological formations composing the study area are

discussed below. Figure 2 shows simplified geological

map and Table 1 lists the litho-stratigraphic successions

in the area of study.

Following is a brief description of the different geolo-

gical formations occupying the Jordan Valley floor in the

study area [7,8].

3.1. Jordan Valley Group (JV1)

This Group consists of well cemented conglomerates with

Yarmouk River

Al-Wehda Dam

Adassiya

Wadi Al-Arab Dam

Wadi Kufranja

Wadi Rajib

Zarqa River

King Talal D am

As-Salt

Wadi Shueib

Kafrain Dam

Wala Dam

Amman

Suwailih

Hisban Dam

Madaba

Irbid

Jarash

Wadi Al-Arab

Jordan River

King Abdullah Canal (KAC)

Dead Sea

175

17

5

200

225 250

150

175

200

225

200

175

150

125

Town

KAC

Tibierya Lake

Dam

20

0

225 250

Study Area

Deir Alla

Deir Alla - Zai water

treatment plant

Jordan

West Bank

Israel

Wadi Sulikhat

Karameh Dam

Wadi

Figure 1. Location map of the study area and KAC route.

202000 204000 206000

208000 210000

1184000

1188000

1192000

1180000

1176000

JV3

JV1

A3

A4

A5/6

A6

A7

B1/2

Qal/Soil

Deir Alla

JV3

B1/2

A7

Qal/Soil

A7

JV1

A5/6

JV1

JV3

A3

A4

JV1

A7

Jordan River

Legend

Kuryyma

Town

JV1

A5/6

A6

JV1

Qal/Soil

JV1

Figure 2. Simplified geological map of the study area (Mo-

dified after [7,8]).

H. AL-AMOUSH ET AL.

547

Table 1. Litho-stratigraphic successions in the study area after [7,8].

Formation Name Rock type and Thickness(m) Age

Quaternary Alluvia (Qal) Alluvial Fans, Soil and Gravel (0 - 100) m Recent

Lisan Marl (JV3) Gybsiferous marls, blue to black saline shale, conglomerates

(40-few hundred meters) Upper Pleistocene

Samra Formation

Jordan Valley Group (JV2)

Ubeidiya Formation

Conglomerate, Sand,

Silts and Clays, 35 m. Lower-mid Pleistocene

Kufranja gravel

Abu Habil series

200

Shagur conglomerate

Jordan Valley Group (JV1)

Ghor El Kattar F.

350 m

Conglomerates, Sand

Silt and Clay, Lst and

calcarenite (350 m)

Early-to Late Tertiary

(PG) Platue Gravel Group Conglomerates, Sand, Marls, concretionaly Lst.

Muwaqqar F. (B3) Chalk, Lst, Marly chalk, Chert, Bitumenous Campanian-Danian

Amman F. (B2) Lst, Chert, Chalk, Phosphatic Campanian

Ghudran F. (B1)

Belqa

Chalk, Marl, Marly-Lst Coniacian-Santonian

Wadi El-Sir(A7) Crystalline Lst, Marl, Chert Touranian

Shueib Marl (A5/A6) Crystalline Lst, Marly Lst, Marl Upper Cenomanian

Hummar Limestone (A4) Crystalline Lst and Marly Limestone. Upper-mid Cenomanian

Fuheis Marl (A3) Marl, Marly Limestone Lower-mid Cenomanian

Naur (A1/2)

Ajlun.

Lst, Chert, Marl (230 m) Lower Cenomanian

Kurnub (K) S.St, Calcerous S.St, Dolo, Lst (40 m) Lower Cretaceous

low porosities and permeabilities, its deposition was as-

sociated with the tectonic movements that formed the rift

valley. It includes materials of fluviatil and lacustrine

origin. This group lies unconformably over older systems

and is overlain by Quaternary soil, sand and gravel [7].

This Group consists of the following formations.

3.1.1. Shaqur Formation

This Formation is composed of well-cemented calcare-

ous sandstone, conglomerate blocks up to one meter in

diameter, limestone and travertine. It overlies pre-Qua-

ternary rock units and is highly dissected by N-S Pleis-

tocene faults with beds steeply dipping towards west [9].

The exposures of this Formation usually show deforma-

tions indicating that they have been subjected to distur-

bances prior to the deposition of the overlying formations.

According to [10] the age of this Formation is Upper

Pliocene to Early Pleistocene.

3.1.2. Ghor El-Katar Formation

This Formation is composed of steeply dipping layers of

alternating conglomerates, sandstones, marl and marly

clays. The total thickness of this Formation is about 300

m decreasing northwards to reach 75 m at 2 km SE Kury-

yma [11]. This Formation has a very limited occurrence

in the study area; the age of this Formation is suggested

to be of Lower-Middle Pleistocene [12].

3.1.3. Abu-Habil Formation

This Formation crops out near Abu-Habil Village (15 km

north of Deir Alla). It consists of hard conglomerate and

partly pisolitic limestone with a thickness that may reach

100 m and unconformably overlies the Ghor El-Kattar

Formation and has a Middle Pleistocene age [10].

3.1.4. Kufranja Gravel Formation

According to Bender [12], this Formation is of Middle

Pleistocene age. It consists of poorly consolidated gra-

vels with red argillaceous matrix and Early Paleolithic

artifacts. It correlates with Naharayim Gravels in the

south of Lake Tiberias.

3.2. Jordan Valley Group (JV2)

The Group consists of conglomerates, sand, silts and

clayey marls and overlies the JV1 with a total thickness

of some 100 m. It corresponds to another tectonic acti-

vity of the Jordan Valley formation and overlies the JV1

with a certain unconformity. Its occurrences in the study

area are very limited. The age of this formation is sug-

gested to be lower to middle Pleistocene age [7,10]. It

includes Ubeidiya and Samra Formations (Table 1).

3.3. Lisan Marl Formation (JV3)

The Formation covers more than 70% of the Jordan Val-

H. AL-AMOUSH ET AL.

548

ley area. The thickness of this Formation is about 300 m

and it belongs to Early to Late Pleistocene [10]. The up-

per part is called Lisan Marl facies and consists of alter-

nating fine to medium particles of marl and clay with

friable chalk, silt and gypsum [10]. The lower part is

composed of dark gray and greenish marls with few sand

layers [10]. It occurs mainly on the Jordan River mean-

dering plain and in the underground of alluvial covered

flood plain. Within the Formation, in its eastern part

many gravel and sand beds occurs representing deltaic or

alluvial fans deposits interfingering with the Lisan For-

mation.

3.4. Quaternary Alluvium (Qal) and Alluvial

Fans

These refer to unconsolidated colluvials developed along

the course of the major wadis. They usually overlie the

Lisan Formation (JV3) and are composed of lenticular

beds of gravels, sands and calcareous clay. They are de-

rived from older formations exposed in the adjacent

catchment areas. The gravels are usually composed of

limestone, dolomites, chert, basalts boulders and pebbles

with a matrix of sand, silt and clay [10]. The gravel beds

are usually very pervious, the calcareous clays and clay

beds are fairly impervious, the gravel beds are more

abundant near the side wadis of the foothills, while the

silt and sands occur more abundantly at the fringes of the

fans towards the Jordan River course. The groundwater

occurring in the alluvial fans of the major side wadis

accounts for more than 80% of the available fresh

groundwater in the Jordan Valley [6]. The thickness of

alluvial fans as encountered by drilling and geo-electric

sounding may exceed 100 m [2].

4. Hydrogeology

The study area is composed—in terms of hydro-geolo-

gical aspects—of four different aquifers systems these

include: Zerqa Group aquifer (Z), Kurnub sandstone aq-

uifer (K), Upper Aquifer Complex (A1-A6 and A7/B2),

and Jordan Valley (JV1) Group. Table 2 lists these aqui-

fers systems along with their hydro-geologic classifica-

tion.

Jordan Valley Group Aquifer (Shallow

Groundwater Aquifer)

The Jordan Valley Group thickly fills the rift valley and

forms the wide valley floor. This group can be divided

into three main units, which are from older to younger:

consolidated/cemented conglomerate layers of about 100

m in thickness, conglomerates and alternating marl, sand,

gravel layers of about 350 m in thickness and alternating

marl, clay, chalk, silt and gypsum layer of about 300 m

in thickness (Lisan Formation, JV3) [13]. The aquifer in

the Jordan Valley is formed by the middle unit which is

intercalated with sand and gravel layer (Sand/Gravel Aq-

uifer). The Specific Capacity of Sand/Gravel Aquifer in

the southern part of the Jordan Valley ranges from 100 to

300 m2/day in average [13].

The upper zone represents the shallow aquifer which

extends along the Jordan Valley floor and consists of

alluvial fans and other recent sediments. The recent sedi-

ments inter-finger with the salty, clayey deposits of the

ancestors of the Dead Sea, like Lisan Lake which, tens of

thousands years ago extended northward beyond the

present shores of Lake Tiberias [12]. This shallow aqui-

fer has a good potential with rather good water quality.

However, it deteriorates towards the west due to the pre-

sence of Lisan beds responsible for an increase of the

salinity of about 1500 to 2500 μS/cm, the permeability of

the shallow aquifer ranges between 6.5 × 10e–4 to 1.3 ×

10e–2 m/s with an average value of 6.6 × 10e–3 m/s [13].

5. Data Acquisition, Processing and

Interpretation

121 Vertical Electrical Resistivity Soundings were con-

ducted in the area of study along N-S profiles (Figure

3(a) and Figure 3(b)), using an ABEM CAMPUS GEO-

PULSE Ltd. resistivity meter. It is a digital signal en-

hancement device incorporating a micro-processor that

gives the resistance reading in Ω, mΩ or μΩ and capable

Table 2. Simplified hydro-geological classification of the rock units [13].

Geological formation Regional hydro-geological

classification Hydro-geological classificationLithology

(rock type) Saturated thickness (m)

Mio-Pliocene Quaternary Jordan Valley Aquifer Aquifer/Aquiclude Sand/L.St. Conglom. 10 - 400

Rijam (B4) Aquifer L.St/Chert 15 -> 100

Muwaqqar (B3) Aquiclude Marl 50 - 400

Amman-Sir (A7-B2) Aquifer L.St./Chert 50 -> 350

Hummar (A4) Aquifer Dolo, L.St 40 - 45

Ajlun (A1-A6)

Upper Aquifer

Complex

Upper Cretaceous

Aquifer

Aquifer L.St/Shale/Marl 200 - 600

Kurnub (K) Aquifer S.St/siltstone 50 - 300

Zarqa (Z) Lower Aquifer Complex Aquifer Marl Dolo, L.St, S.St 50 - 600

H. AL-AMOUSH ET AL. 549

206000 209000 212000

1175000 1177000 1179000

BH1

V120

BH7

BH8

V97

V95

V94

V93

V92

V91

V90

V89

V88

V87

V86

V85

V84

V83

V82

V81

V80

V79

V78

V77

V76

V75

V74

V73

V72

V71

V70

V69

V68

V67

V15

V16

V17

V18

V19

V20

V21

V22

V23

V24

V25

V26

V27

V53

V47

V52

V46

V45

V44

V43

V42

V37

V41

V38

V39

V40

V36

V35

V34

V33

V5

V4

V2

V32

V1

V7

V3

V8

V9

V10

V11

V31

V12

V29

V13

V30

V14

V48

V59,64

V49

V60

V50

V63

V51

V61

V54

V62

V55a,b

V56

V57

V58

V65

V66

V99

V100

V101

V102

V103

V6 V28

V104

V105

V106

V107

V108

Vertical Electrical Sounding (VES)

Bore Hole (BH)

Zarqa River

1182000 1187000 1192000

204000 207000210000

BH2

V112

V117 V113

BH3

V115

V119

V111

V116

BH4

BH6

V109

V110

V118

V121

BH5

V114

Vertical Electrical Soundings (VES)

Bore Hole

(a) (b)

Figure 3. (a) Location map of VES and Boreholes in the southern part of the study area; (b) Location map of VES and BH in

the northern part of study area.

for accurate measurements over a wide range of condi-

tions. It has a maximum power of 18 watts and a manual

selection of currents in steps a power up to 100 mA,

which provides a range of measurements from 200 KΩ

down to 0.001 Ω. Schlumberger configuration of elec-

trodes was used in the field surveys. The profiles were

directed into N-S direction perpendicular to the expected

buried stream channel. The maximum current electrodes

separation extends up to 1000 m. The increase of electri-

cal electrodes separation lead to rapidly reduced the po-

tential difference to be measured at potential electrodes

[14]; therefore the potential electrode distances were in-

creased gradually to get a better signal. The selection of

soundings location was governed by the site conditions,

free - geophysical noise area, accessibility through culti-

vated farms and road availability. The apparent resisti-

vity values were obtained by multiplying the field resis-

tance measurements by configuration factor at each of

electrodes separation. The calculated apparent resistivity

measurements were plotted against half of the current

electrode spacing (AB/2) on bi-logarithmic scale, a tradi-

tional interpretation techniques by curve matching and

drawing auxiliary point diagram [15] was applied. Based

on this preliminary interpretation, an initial estimation of

resistivities and thicknesses of various geo-electrical lay-

ers was obtained. These preliminary estimations were later

used as a start model incorporating known geology and

the available borehole data for a fast computerassisted

interpretation RESIST written by [16]. Based on the

starting model, the program conducts an iteration process

by trying to adjust the theoretical model and its sounding

curve with the measured (field) curve. A “best fit” to stop

the iteration process may be defined by a computer cal-

culating the root mean square or by the interpreter [14].

The results of interpretation were also compared with the

result of purely automatic inversion programs without

any assumptions of layering model in which the layering

model is obtained directly from a digitized sounding

curve [17]. To get a reasonable geological and hydro-

geological interpretation of the resistivity measurements,

the lithological information of available boreholes were

used to calibrate the geo-electrical parameters (Figure 4)

and some geoelectrical cross sections were calibrated

with the logs of available boreholes (Figures 13, 14 and

16). The optimum objective of applying geo-electrical

method is to obtain detailed information about the lateral

and vertical distribution of resistivity in the ground. Sum-

mary lists of the interpreted geoelectrical models for

some VES soundings which are not shown along the geo-

electrical cross sections are presented in Table 3, while

Figures 5-8 show examples of four of VES curves and

their geophysical interpretation.

6. Results and Discussion

6.1. Geo-Electrical Cross Sections

The interpreted Vertical Electrical Soundings data (VES)

were used to construct nine geo-electrical cross-sections

H. AL-AMOUSH ET AL.

550

Table 3. Summary list of some interpreted geoelectrical soundings that are not shown along the geoelectrical cross sections

(resistivity (ρ) in Ω.m and thickness (h) in meter (m)).

VES ρ1 ρ2 ρ3 ρ4 ρ5 ρ6 h1 h2 h3 h4 h5

28 5 35 5 35 - - 1 8 33 - -

46 10 20 8 25 15 - 3 6 13 44 -

63 250 85 15 - - - 3 4 - - -

97 10 8 35 3 10 1 2 4 4 41 22

99 15 65 15 - - - 3 18 - - -

100 15 80 6 40 - - 4 16 9 - -

101 20 8 60 90 35 7 2 2 16 5 25

102 22 90 38 7 - - 2 8 20 - -

103 22 90 38 7 - - 2 8 20 - -

104 12 5 40 7 - - 1 16 60 - -

105 100 40 8 70 9 - 2 16 21 62 -

107 34 7 50 4 - - 2 26 36 - -

109 65 100 60 - - - 3 115 - - -

110 11 64 20 47 3 - 3 9 27 50 -

111 25 11 15 7 2 - 3 6 87 42 -

114 500 142 65 5 - - 5 41 48 - -

115 34 48 5 15 4 - 1 3 21 70 -

116 120 63 90 35 16 10 3 12 12 36 32

120 285 70 150 63 14 9 4 15 23 32 78

121 19 12 8 12 28 6 2 2 4 3 90

V107

-265

5

-

5

-27

-

-255

-245

-285

-295

-305

Marl

Sand & Gravel

Sand & Clay

Sand &Gravel

Marl & Clay

-31

-325

Elevation (masl)

.m

7



.m

50



.m

4



.m

35



-

-235

BH8

BH

7

West

Marl

Gravel & Sand

Marl

1750m

280m

Figure 4. Correlation of the interpreted resistivity sounding

V107 with bore hole data of BH7 and BH8 (for location of

boreholes and V107, see Figure 1).

across the study area. Their locations and extensions are

presented in Figure 9 and the constructed geo-electrical

cross-sections in Figures 10-18. A detailed inspection of

the geo-electrical cross-sections along with the calibra-

tion of VES results and borehole data indicates the pres-

ence of different predominant lithofacies in the study

area, those are: The top soil layer (wide resistivity range

20 - 200 Ohm.m layer); clay, marl, clay with saline water

(resistivity ≤ 10 Ohm.m); sand with silt (10 - 20 Ohm.m);

sand and gravel; saturated alluvium (20 - 60 Ohm.m);

and unconsolidated deposits, gravel, dry sand where re-

sistivity is larger than 60 Ohm.m.

 Top Soil layer: In the study area, different types of

soils have been developed throughout the geological

history. Generally, these types reflect the composition

and types of the parent rocks over which these soil

types have developed. According to the National Soil

Mapping Project [18] the soil types dominant in the

study area are: Type-1: Randzina and Lithosol with

their parent rocks of carbonate. They are shallow, up

to 1m in depth, and cover the most eastern part of the

study area. The VES’s encountered along geoelectri-

cal cross-section (A-A’; B-B’ Figure 10 and Figure

11 respectively) were performed in area where

Randzina and lithosol soil prevail with the results that

the top soil of 1 - 3 m have high resistivity. Type-2:

Soil developed on loss-like sediment; these soils are

silty and Loamy with moderate humus in addition to

granular and friable gravel [18]. This type of soil oc-

cupies the most western part of the study area. The

VES’s encountered along the geo-electrical cross-

sections: (E-E’; F-F’ and G-G’, Figure 14, Figure 15

and Figure 18 respectively). They showed relatively

moderate resistivity of 15 - 30 Ohm.m for the top

H. AL-AMOUSH ET AL. 551

Figure 5. Geo-electric sounding and interpretation of V104.

Figure 6. Geo-electric sounding and interpretation of V106.

Figure 7. Geo-electric sounding and interpretation of V107.

H. AL-AMOUSH ET AL.

552

Figure 8. Geo-electric sounding and interpretation of V108.

204000 207000210000

1176000 1181000 1186000 1191000

Al-Swa lih

Dier Alla

Derar

Sulikhat

Abu-Sido

Kuryyma

A

A'

B

B'

C

C'

D

D'

E

E' F

F'

G

G'

H

H'

J

J'

Jordan River

Geo-electrical

cross-section

King Abdualla

Canal (KAC)

VES

BH

Town

Figure 9. Geo-electrical cross-sections overlying shaded re-

lief map of the study area (see text for explanation).

soil, down to a depth of 2 m. Type-3: Rendzina soils

which are developed over gravel fans. They are un-

derlain by gravel and stony horizons [19]. In the study

area, they occupy the area lying between Type-1 and

Type-2.

 Unconsolidated deposits, Gravel and dry Sand: An

unconsolidated sandy gravel layer of about 5 to 30 m

with a resistivity of >60 Ohm.m is found underlying

the soil profile at different sites along the geo-electri-

cal cross-sections in the study area (e.g. 20 m under

V55, V62, V54, V61, V51; 5 to 10 m under V56; >30

m under V48, V59, V49, V60 along A-A’ geo-ele-

ctrical cross section Figure 10; 10 m under V29, V13,

-190m

-200m

-210m

-220m

-230m

-240m

-250m

200m

400m0

NE

SW

-180m

-170m

-190m

-200m

-210m

-220m

-230m

-240m

-250m

-180m

-170m

V48 V59

10

V49

V

60

V50

V51

45

20

V61

20

V54

V55

V56

V57

230

V58

V65

10

V66

V62



.m

(15 - 35)

20

(5 - 9)

(30 - 45)

( 50 - 200)

3

(50 - 80)

170

30

(60 - 210)(40 - 70)

(2 - 4)



.m



.m



.m



.m



.m



.m



230

.m



.m



.m



.m



A - A' Geo-electrical Cross- Section

Figure 10. Underground resistivities along geoelectrical

cross section A-A’.

V14, V30; 5 - 20 m under V4, V2, V6, V32, V1, V7;

4m under V5 along geo-electrical cross-section B-B’

Figure 11; 5 - 15 m under V53, V47, V52 along

geo-electrical cross-section C-C’ Figure 12; 5 - 20 m

under V76, V77, V78, V79, this zone indicates a

probable ancient flow channel of Zarqa river along

geo-electrical cross section D-D’ Figure 13; 20 - 30

m under V28a, V62, V6 along the geo-electrical cross-

section J-J’ Figure 17; 20 - 30 m under V113, V112

in Sulikhat area along the geo-electrical crosssection

H-H’ Figure 16.

 Marl and Clay layers (Lisan Marl formation):

Two principles marly, clayey layer of Lisan-Marl

formation with an average resistivity range of 1 - 10

Ohm.m has been identified throughout the con-

structed geoelectrical cross sections. The first layer

lies beneath the unconsolidated deposits, gravel dry

sand layer and above the water saturated sandy gravel

layer (Figure 12, Figure 15 and Figure 13). The

second layer lies beneath the water saturated sandy

gravel layer and forms the most bottom layer of the

H. AL-AMOUSH ET AL. 553

-230m

-240m

-250m

-260m

-270m

-280m

-290m

200m

400

m

0

North

South

-220m

-210m

-200m

-190m

V5

50

150

20

100

10

V4

60

20

70

20

10

110

V2

75

15

70

20

45

7

V6

35

20

55

V32

80

25

70

15

60

20

V1

30

70

35

10

60

10

V7

35

70

25

10

35

8

V3

25

75

20

10

35

6

V8

65

10

70

6

V9

10

5

30

V10

5

10

45

V11

35

5

35

V31

5

30

6

30

V12

5

10

30

V29

10

85

10

30

-230m

-240m

-250m

-260m

-270m

-280m

-290m

V13

30

600

30

15

V30

260

50

20

>50

10

V14

-220m

-210m

-200m

-190m

.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



(6 - 20)

(35 - 100)

(5 - 10)

20

(20 - 50)

200-

70

150

600

60 - 70

(25 - 65)

10

35

.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



B - B' Geo-electrical Cross-Section

30

(10 - 15)

.m



.m



.m



Figure 11. Underground resistivities along geoelectrical cross section B-B’.

-230m

-240m

-250m

-260m

-270m

-280m

-290m

North

South

-220m

-210m

V53

40

V47

V52 V45 V44 V43 V42

V37 V41

V38 V39 V40

V36

V35V34

V33

-230m

-240m

-250m

-260m

-270m

-280m

-290m

-220m

-210m

(15 - 40)

(30 - 100)

(20 - 40)(20 - 40)

7

50

(25 - 35)

(3 - 9)

(25 - 80)

(3 - 9)

(20 - 80)

(15 - 25)

(4 - 7)

(10 - 15)



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m

(15 - 25)

C - C' Geo-elec trical Cross Sectio n



.m



.m

Figure 12. Underground resistivities along geoelectrical cross section C-C’.

-230m

-240m

-250m

-260m

-270m

-280m

-290m

200m

400m0

North

V67

12

60

V68

15

9

70

V69

35

9

V70

10

V71

V72

20

V73

9

V74

10

20

V75

25

15

V76

30

110

V77

80

10

V7

South

8

20

140

15

V79

15

60

-300m

-310m

-320m

-330m

-230m

-240m

-250m

-260m

-270m

-280m

-290m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m



.m

Zarqa River



.m



.m



.m



.m



.m

(35 - 70)(10 - 20)

(15 - 20)

7

75

(6

30 0 - 110)

9

(15 - 25)

(3 - 7)(3 - 7)

(10 - 15)



.m



.m



.m



.m



(10 -

.m



.m



.m



.m



(11

(3 - 7)

.m



.m

20)

.m



0 - 225)

.m



.m



BH7

Marl

Gravel + Sand

-300m

-310m

-320m

-330m

V108

D - D' Geo-electrical Cross Section

Figure 13. Underground resistivities along geoelectrical cross section D-D’.

whole Jordan Valley (Figure 11, Figure 14 and Fig-

ure 15).

 Water Saturated Sandy Gravel layer: This layer

forms the major water bearing layer in the Jordan

Valley, which has been subjected to over-pumping of

its groundwater sources during the past four decades

[2]. The average resistivity ranges of this layer were

found to be in the range (20 - 60 Ohm.m). It was as-

signed based on a correlation of different lithological

log data and geoelectrical measurements (Figure 4,

Figure 13, Figure 14 and Figure 16). This layer was

found along the all geoelectrical cross sections (e.g.

15 - 45 Ohm.m (Figure 10); 20 - 100 Ohm.m (Figure

11) and (Figure 12); 10 - 25 Ohm.m (Figure 18); 35

- 70 Ohm.m (Figure 13); 20 - 35 Ohm.m (Figure 14);

15 - 35 Ohm (Figure 15); 15 - 50 (Figure 17) and 13

- 17 Ohm.m (Figure 16).

6.2. Iso-Resistivity Contour Maps

The apparent resistivity (ρa) at selected half electrode

separations (AB/2 = 20 m and AB/2 = 60 m), measured

H. AL-AMOUSH ET AL.

554

-270m

-280m

-290m

-300m

-310m

-320m

-330m

-270m

-280m

-290m

-300m

-310m

-320m

-330m

200m

400m0

North

South

-260m

-250m

V81

V85 V86

V87

-340m

-350m

-360m



.m



.m



.m



.m



.m

West Dier Alla 1400m



.m

-340m

-350m

-360m

V88

V89

10

7

-260m

-250m

V106

3

V80

60

V82

V83

V84

15 - 25

6

(20 - 35)

(2 - 5)

(20 - 35)

.m



.m

10

.m



.m



.m



3



.m

BH8

BH8 is located at a distance

750m west of this section

Marl

Sand+Clay

Gravel + Sand

Marl + Clay

E - E' Geo-electrical Cross-Section

Figure 14. Underground resistivities along geo-electrical cross section E-E’.

-270m

-280m

-290m

-300m

-310m

-320m

-330m

200m

400m0

North

South

-260m

-250m

-270m

-280m

-290m

-300m

-310m

-320m

-330m

-260m

-250m

V86

V87

10

V88

V89

-340m

-350m

-360m



.m

V90

V91

(15 - 20)

V92

V93 V94

V95

20

V9

6

7

8

V96



.m

(1 - 3)

.m



(15 - 25)

.m



(3 - 6)

.m



(8 - 10)

.m



60

.m



(3 - 6)

(3

(15 - 25)

.m



.m



.m



.m



(3 - 6)

.m



F- F' Geo-electrical Cross Section

.m



-340m

-350m

-360m

- 6)

.m

Figure 15. Underground resistivities along geo-electrical cross section F-F’.

-190m

-200m

-210m

-220m

-230m

-240m

-250m

200m

400m0

East

West

-180m

-190m

-200m

-210m

-220m

-230m

-240m

-250m

17

V113

15-21

7

(62 - 68)

17

3.5

V112

36

343

11

9

V1

24

5

13

3.3

-260m

-270m

-280m

-290m

-300m

-310m

Section along Latitude 191655 N

V113 located at 1.5Km west of Sulikhat Village



.m



.m



.m



.m



.m



.m



.m



.m

(3.3 - 3.5)

(5.6 - 7.5)



.m



.m



.m



.m



.m



.m

7



.m

(50 - 300)

-320m

-330m

-260m

-270m

-280m

-290m

-300m

-310m

-320m

-330m

.m

Alluvial

Hard Clay

BH2 is located at

100m NEof V112

BH2

BH3

Dry Alluvial

Clayey Marl

.m

Intercalated materia ls

Silicified limestone, Chert

Alluvial

H - H' Geo-electrical Cross Section

Figure 16. Underground resistivities along geo-electrical cross section H-H’.

H. AL-AMOUSH ET AL. 555

-190m

-200m

-210m

-220m

-230m

-240m

-250m

200m

400m0

East

West

-180m

-170m

-190m

-200m

-210m

-220m

-230m

-240m

-250m

-180m

-170m

V22

25

3

V28

V62

20

V6

35

20

V43

10

4

25

(30-175)

15

25

50

-260m

-270m

-280m

-290m

V2

15

3



.m



.m



.m



.m



.m



.m



.m



.m



South of Derar 850m

and North of Dier Alla 1Km

Section along Latitude 179146 N

Channel Flows

(15 - 50)

7

(30 - 70)

(20 - 35)

(9 - 10)



.m



.m



.m



.m



.m



.m

3

.m



.m



J - J' Geo-electrical Cross Section

-260m

-270m

-280m

-290m

.m



Figure 17. Underground resistivities along geo-electrical cross section J-J’.

-230m

-240m

-250m

-260m

-270m

-280m

-290m

V27



20

10

V23

15

10

V22

25

9

15

V20

9

V19

10

V18

V17

(10 -15)

15

10

200m

400m

N



.m



.m



.m



.m



.m



V16

20

V15

25

-230m

-240m

-250m

-260m

-270m

-280m

-290m



.m



.m



.m



.m



.m



V26

V25

V24

V21

.m



.m



.m



.m



.m



.m



0



.m



.m

(2 - 4)



.m



.m



.m



.m

G-G' Geo-electrical Cross Section

(2 - 4)



.m

S

(6 - 9)



.m

Figure 18. Underground resistivities along geo-electrical cross section G-G’.

for all the vertical soundings carried out in the study area,

were used to develop an iso-resistivity contouring maps,

these are shown in Figure 19(a) and Figure 19(b). The

results show that the contour pattern is oriented around,

N-S with general decreasing values to the west. In the

eastern part of the study area, along longitude 208.000,

the maps show high values of apparent resistivity relative

to the western part, this clearly indicating the presence of

unconsolidated, dry sand, gravel alluvial deposits at depths

corresponding to those electrode separations. The low

apparent resistivities values of about 10 Ohm.m exist

along the western margin of the study area indicate to the

presence of very saline clays of the Lisan marl forma-

tions.

7. Hydrochemical Study

A major concern in artificial recharge and underground

water storage studies is the resulting water chemistry

when surface or treated water joins the groundwater sys-

tem and mixes with it. Mixing processes generally shift

the water chemistry of the two mixed solutions into a

middle state between them depending on the mixing ra-

tios [20]. In the course of this study five water samples

from wells and springs in the study area and its sur-

roundings, besides KAC water of one year samples

which were collected and analyzed for their major physi-

cal and chemical constituents. The results of analyses are

listed in Tables 4-5 respectively. The objective of this

section is to study the quality of surface and groundwater,

besides thermodynamics and mixing process for water

underground storage purposes.

Saturation Indices and Water-Water and

Water-Rock Interaction

The saturation states of minerals in the groundwater of

the study area were calculated using the equations of

thermodynamic equilibrium states to assess the dissolu-

tion/precipitation of the groundwater. The calculations

were done using the software HYDROWIN Version.3

[21]. Tables 6-7 list the results of measured chemical

and physical constituents after mixing of groundwater

and KAC at different ratios and Tables 8-10 lists the

results of calculation and saturation indices. The results

indicate that the groundwater is under-saturated with

respect to Calcite, Dolomite, Gypsum and Anhydrite and

strongly under-saturated with respect to Halite. This

means that the water is capable to dissolving Calcite,

Dolomite, Gypsum, Anhydrite and Halite. But since the

H. AL-AMOUSH ET AL.

556

204000 207000 210000 213000

1176000 1181000 1186000 1191000

204000 207000 210000 213000

(a) (b)

Figure 19. (a) Iso-Resistivity map (Ohm.m) overlying shaded relief map of the study area at electrode separation (AB/2 = 20

m); (b) Iso-Resistivity map (Ohm.m) overlying shaded relief map of the study area at electrode separation (AB/2 = 60 m).

Table 4. Chemical composition of groundwater resources in the study area (meq/l).

4

SO

3

HCO 

3

NO

meq/l

No Source (well ID) EC

μS/cm

T.D.S

mg/l pH Ca2+

meq/l

Mg2+

meq/l

Na+

meq/l

K+

meq/l

Cl–

meq/l



meq/l

1 SULK n4 628 316.4 7.101.80 4.20 0.96 0.15 1.8 0.57 3.60 0.04

2 SULK n5 669 376.6 7.482.33 4.40 1.20 0.14 1.65 0.43 4.50 0.43

3 SULK n8 536 396 7.321.60 2.30 1.99 0.14 3.80 0.60 3.20 0.50

4 KUR n2 750 414.3 7.301.50 4.10 2.38 0.30 2.18 1.25 4.10 0.15

5 KUR n1 1095 605.2 7.203.46 5.81 1.87 0.47 3.19 2.50 5.35 0.20

AVERAGE 736 421.7 7.282.13 4.16 1.68 0.23 2.52 1.07 4.15 0.26

Table 5. Maximum, minimum and average composition of King Abdullah Canal (KAC) water one year average (meq/l), at

two sites.

Source (site) E.C

μS/cm pH Ca2+ meq/l Mg2+

meq /l

Na+

meq /l

K+

meq /l

Cl–

meq /l

2

4



SO 3

HCO 

3

NO

meq/l



meq/l

Max 1111 8.30 4.08 6.224.780.205.482.29 5.06 0.30

Min 447 7.93 1.79 1.390.950.071.300.72 2.01 0.00

Mixture of KAC & Ziglab

Dam Water

Avg. 939 8.12 2.90 2.603.230.163.631.46 3.24 0.12

Max 1118 8.33 3.98 5.634.350.256.072.01 4.87 0.28

Min 466 7.62 1.66 1.391.300.101.510.37 1.93 0.00

KAC at Deir Alla area

Avg. 937 8.03 2.82 2.753.320.173.991.34 3.30 0.12

H. AL-AMOUSH ET AL. 557

Table 6. Mixing results of groundwater with KAC average water in different ratios.

Solution 1 Groundwater Average

Solution 2 KAC Average

Percentage of solution 1 in target solution 67% - 33%

Solution 1 1.00 0.67 0.58 0.50 0.42 0.33 0.00

Solution 2 0.00 0.33 0.42 0.50 0.58 0.67 1.00

Na+ (meq/l) 1.68 2.23 2.36 2.50 2.64 2.77 3.32

K+ (meq/l) 0.24 0.22 0.21 0.20 0.20 0.19 0.17

Ca2+ (meq/l) 2.14 2.37 2.42 2.48 2.54 2.59 2.82

Mg2+ (meq/l) 4.16 3.69 3.57 3.46 3.34 3.22 2.75

Cl– (meq/l) 2.52 3.01 3.13 3.26 3.38 3.50 3.99

3

HCO 

2

4

SO 

(meq/l) 4.15 3.87 3.80 3.73 3.65 3.58 3.30

(meq/l) 1.07 1.16 1.18 1.21 1.23 1.25 1.34

pH 7.28 7.42 7.46 7.51 7.56 7.62 8.03

Table 7. Mixing results of groundwater with KAC maximum water in different ratios.

Solution 1 Groundwater Average

Solution 2 KAC Maximum

Percentage of solution 1 in target solution 67% - 33%

Solution 1 1.00 0.67 0.58 0.50 0.42 0.33 0.00

Solution 2 0.00 0.33 0.42 0.50 0.58 0.67 1.00

Na+ (meq/l) 1.68 2.57 2.79 3.02 3.24 3.46 4.35

K+ (meq/l) 0.24 0.24 0.24 0.24 0.25 0.25 0.25

Ca2+ (meq/l) 2.14 2.75 2.91 3.06 3.21 3.37 3.98

Mg2+ (meq/l) 4.16 4.65 4.77 4.90 5.02 5.14 5.63

Cl– (meq/l) 2.52 3.71 4.00 4.30 4.59 4.89 6.07

3

HCO 

2

4

SO 

(meq/l) 4.15 4.39 4.45 4.51 4.57 4.63 4.87

(meq/l) 1.07 1.38 1.46 1.54 1.62 1.70 2.01

pH 7.28 7.44 7.49 7.54 7.61 7.69 8.33

Table 8. Saturation Indices of KAC water and groundwater in the study area.

Saturation Indices

Station ID

Anhydrite Calcite Dolomite Gypsum Halite

D. Allah Avg –4.77 –2.38 –4.49 –4.53 –9.38

D. Allah Max –4.48 –1.79 –3.15 –4.24 –9.09

D. Allah Min –5.53 –3.23 –6.26 –5.29 –10.21

GW Avg –4.99 –3.14 –5.72 –4.76 –9.88

KURA n1 –4.44 –2.92 –5.33 –4.20 –9.73

KURA n2 –5.08 –3.28 –5.85 –4.84 –9.79

SULK n4 –5.34 –3.46 –6.26 –5.10 –10.27

SULK n5 –5.35 –2.87 –5.19 –5.12 –10.21

SULK n8 –5.35 –3.33 –6.23 –5.11 –9.62

H. AL-AMOUSH ET AL.

558

Table 9. Saturation indices of average groundwater (AVG GW) to maximum surface water (Max SW) in the study area.

Sample ID Saturation Indices

AVG GW to Max SW Anhydrite Calcite Dolomite Gypsum Halite

1 to 0 –4.479 –1.789 –3.144 –4.242 –9.089

2 to 1 –4.616 –2.503 –4.540 –4.379 –9.281

1 to 1 –4.694 –2.702 –4.917 –4.457 –9.396

1 to 2 –4.782 –2.856 –5.202 –4.545 –9.529

0 to 1 –4.992 –3.144 –5.716 –4.755 –9.878

Table 10. Saturation indices of average surface water and groundwater in the study area.

Station ID Saturation Indices

GW to SW (averages) Anhydrite Calcite Dolomite Gypsum Halite

0 to 1 –4.770 –2.382 –4.492 –4.533 –9.382

1 to 0 –4.993 –3.144 –5.716 –4.755 –9.878

1 to 1 –4.874 –2.898 –5.368 –4.637 –9.594

1 to 2 –4.840 –2.786 –5.195 –4.600 –9.517

2 to 1 –4.912 –2.991 –5.507 –4.675 –9.679

alluvial aquifer does not contain in its matrix Gypsum,

Halite or Anhydrite, the water does and will not have the

opportunity to dissolve these minerals as long as it stays

in that type of aquifer. Mixing of water of KAC with the

average groundwater type of different ratios, (Tables 8-9)

indicate that the water after mixing will be still un-

der-saturated with respect of Calcite, Dolomite, Gypsum

and Anhydrite and strongly with respect to Halite. It will

not only be saturated but it will remain in an under-satu-

rated states. The final result is then mixing of KAC water

with the groundwater type found in the study area will

not result in any major dissolution/ precipitation reac-

tions within the rock matrix, other than those taking

place in a very slow process lasting hundreds to thou-

sands of years.

8. Summary and Conclusions

A part of the municipal water supply of north Jordan

comes from King Abdullah Canal (KAC) which also

supplies irrigation water to farmers in the Jordan Valley

area. During the dry season the Canal waters can not

supply both municipal and irrigation water due to the

water shortages. In addition, sometimes the Canal water

witnesses pollution events lasting for days, during which

a major drinking water supply in Jordan is interrupted

with no substitute. In this article creating water storage in

the underground along the Canal (KAC) is studied to

store water during times of excess availability in King

Abdullah Canal (KAC) for uses in times of water short-

age for emergency causes, especially pollution accidents

the Canal water. The geology and especially the under-

lying rocks building the area were mapped and geo-

electrically investigated to define the capable rocks for

storage and their extensions, the results of geo-electrical

profiling were also tuned using geologic well logs.

Mixing processes of the Canal water and the existing

groundwater bodies and the water/rocks interaction were

also studied. The results show that there is an immense

underground space in the area of Deir Alla to store a few

million cubic meters of water in the underground that the

recharge of groundwater will not negatively affect the

existing groundwater quality or the recharge water qua-

lity and that water rock interaction will not result in any

major precipitation or dissolution of minerals.

The study recommends other geophysical studies such

as gravity or electromagnetic surveys to verify the geo-

electric and geological findings and to drill small diame-

ter boreholes to depths of a few tens of meters to study

the hydraulic properties of the underlying strata. This

will enable going into the implementation stage of the

artificial recharge project, which also might bring about

improvements in the quality of King Abdullah Canal

(KAC) water, which will be recharged into the alluvial

aquifer as a results of self-purification.

9. Acknowledgements

The Authors would like to thank the Federal Ministry of

Education and Research of Germany for the financial

support of this study within SMART-2 Project. Special

thanks are due to Prof. Heinz Hotzl the coordinator of

SMART-2 Project for his continuous support and en-

couragement.

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