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International Journal of Civil Engineering and Technology (IJCIET)Volume 9, Issue 13, December 201
Available online at http://www.iaeme.com/ijciet/issues.asp?JType=IJCIET&VType=9&IType=13
ISSN Print: 0976-6308 and ISSN Online: 0976
©IAEME Publication
EVALUATION OF THE HY
IN THE GREATER ZAB R
Civil engineering department, Al
Civil Engineering department, A
ABSTRACT
The Greater Zab river originating in Turkey and is a major and greater tributary
of Tigris river (in Iraq). The Greater Zab confluence with Tigris river at south of
Mosul city. The mean annual water volume of Greater Zab river is about 13.6 milliard
M3(BCM) (FAO, 2006). The aim of this re
the Greater Zab river for period (1975
the discharges data of the Greater Zab river at Eskikelek station to find the maximum
flood for different return period by using d
method is empirical relative frequency relation and the second method is analytical
probability distribution which consist of Normal distribution, Log normal distribution,
log-person type 3 distribution, Gumble dist
normal distribution will give greater discharge comparing than other methods for
different period of return (10, 50, 100) years. The results showed decrease in the
inflow discharges with about 14%. The recession of wate
checked by using program (ERDAS
2000 and the results illustrated the recession validation of land cover/use classes
(Water, Bare, and Green) for Greater Zab river. The flood di
log normal distribution are tested. The flow in the river channel from confluence of
Khazer river with Greater Zab river to confluence with Tigris
are conducted using HEC
that the river flow in the channel be over flow in some critical sections.
Keywords: Greater Zab river, Tigris
model.
Cite this Article: Haitham A.Hussein and Alaa H. Alshami, Evaluation of The
Hydrological Behavior In The Greater Zab River Basin
Engineering and Technology (IJCIET)
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International Journal of Civil Engineering and Technology (IJCIET) 2018, pp.240–258, Article ID: IJCIET_09_13_027
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6308 and ISSN Online: 0976-6316
Scopus Indexed
EVALUATION OF THE HYDROLOGICAL BEHAVIOR
IN THE GREATER ZAB RIVER BASIN
Haitham A.Hussein
engineering department, Al-Nahrain University, Baghdad
Alaa H. Alshami
Civil Engineering department, AL-FARABI University Coll. Eng., Baghdad Iraq
iver originating in Turkey and is a major and greater tributary
iver (in Iraq). The Greater Zab confluence with Tigris river at south of
Mosul city. The mean annual water volume of Greater Zab river is about 13.6 milliard
. The aim of this research is to find the recession of water in
iver for period (1975-1995) and (1996-2007). This study analyzed
the discharges data of the Greater Zab river at Eskikelek station to find the maximum
flood for different return period by using different distribution methods. The first
method is empirical relative frequency relation and the second method is analytical
probability distribution which consist of Normal distribution, Log normal distribution,
person type 3 distribution, Gumble distribution. From the analysis, the Log
normal distribution will give greater discharge comparing than other methods for
different period of return (10, 50, 100) years. The results showed decrease in the
inflow discharges with about 14%. The recession of water in the Greater Zab river are
checked by using program (ERDAS-image 8.5) with Satellite Image between 1990 and
2000 and the results illustrated the recession validation of land cover/use classes
(Water, Bare, and Green) for Greater Zab river. The flood discharges that found from
log normal distribution are tested. The flow in the river channel from confluence of
Khazer river with Greater Zab river to confluence with Tigris river (length 31.96 Km)
are conducted using HEC- RAS version 4 (River analysis system). The results found
that the river flow in the channel be over flow in some critical sections.
Greater Zab river, Tigris River, Discharges measurement, Statically
Haitham A.Hussein and Alaa H. Alshami, Evaluation of The
Hydrological Behavior In The Greater Zab River Basin, International Journal of Civil
Engineering and Technology (IJCIET) 9(13), 2018, pp. 240–258.
http://www.iaeme.com/ijciet/issues.asp?JType=IJCIET&VType=9&IType=13
7
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DROLOGICAL BEHAVIOR
IVER BASIN
Nahrain University, Baghdad-Iraq
, Baghdad Iraq
iver originating in Turkey and is a major and greater tributary
iver (in Iraq). The Greater Zab confluence with Tigris river at south of
Mosul city. The mean annual water volume of Greater Zab river is about 13.6 milliard
search is to find the recession of water in
2007). This study analyzed
the discharges data of the Greater Zab river at Eskikelek station to find the maximum
ifferent distribution methods. The first
method is empirical relative frequency relation and the second method is analytical
probability distribution which consist of Normal distribution, Log normal distribution,
ribution. From the analysis, the Log
normal distribution will give greater discharge comparing than other methods for
different period of return (10, 50, 100) years. The results showed decrease in the
r in the Greater Zab river are
image 8.5) with Satellite Image between 1990 and
2000 and the results illustrated the recession validation of land cover/use classes
scharges that found from
log normal distribution are tested. The flow in the river channel from confluence of
iver (length 31.96 Km)
em). The results found
that the river flow in the channel be over flow in some critical sections.
, Discharges measurement, Statically
Haitham A.Hussein and Alaa H. Alshami, Evaluation of The
International Journal of Civil
http://www.iaeme.com/ijciet/issues.asp?JType=IJCIET&VType=9&IType=13
Haitham A.Hussein and Alaa H. Alshami
http://www.iaeme.com/IJCIET/index.asp 241 [email protected]
1. INTRODUCTION
The greater Zab river is the largest tributary of the Tigris river from the left bank. The length
of the river is about 462 Km and run in Turkey and Iraqi region and it is source of water from
Van Lake in Turkish area and joined with Tigris river about 50 Km south of Mosul city. The
estimated drainage basin of the river about 26470 Km2 (ACSAD) The Arab center for studies
of arid zone and dry land and (UNEP) united nation Environment program. The percent of the
river inside Iraq area equal to 62% and the mean annual volume water inside Iraq estimated
5.7 BCM and the total mean annual volume equal to 13.6BCM according the hydrological
study by (FAO) 2006. This river consist of seven tributaries flowing toward the south west
which the most of them is AlKhazer river. Bakhma Dam is under construction on the Greater
Zab river with storage capacity up to 14.5 BCM is under way on normal operation level and
17.16 BCM on flood level. The northern region of Iraq heavily depends on rivers, such as the
Greater Zab river, for water supply and irrigation. Thus, river water management in light of
future climate change is of paramount importance in the region(Osman, Al-Ansari, &
Abdellatif, 2017). (Hassan & Jalut, 2018) studied mathematical model to estimate surface
runoff amount during flood seasons for a selected ungagged area in Diyala governorate near
the Iraqi-Iranian border. (Hussein, 2010) investigated different probabilities (95%,80% and
50%) of water year (Oct-Sep) for the period (1989-2007) by using the empirical Wei Bull
probability equation. The results showed that the probability of 50% can be considered the
suitable probability for the water requirement to upper and middle Diyala basins.
This study is focusing on two periods of measurement for discharge and volume of water
in BCM for greater Zab River at EskiKelek station and Khazer river which the main tributary
of greater zab river at Manquba station. These periods is between (1975-1996) and (1996-
2007) in order to find the following
• The difference in the rate of flow and the volume of water between the two periods.
• Analysis the discharge to find the maximum probable discharge by using the different
methods of the statically models (Wurbs & James, 2002).
• Determine maximum discharge, then test the flow along the river channel from confluence of
Khazer river with Zab river up to the join with Tigris river south of Mosul city by using HEC-
RAS version 4 program in order to find critical section of the over flow through the side banks
• Using Erdas Imagine 8.5 program with satellite image for different periods in order to check
the recession of the water during these two periods.
2. HYDROLOGICAL CONSIDERATION
The estimated drainage basin of Greater Zab river equal to 26470 Km2 (see Figure 1) which
represent about 35% of the area under annual rain fall between 350 mm to 1000 mm and the
maximum discharge will be in May and will supply the Tigris river with water with mean
annual volume at EskiKelek station about 12.6 BCM. The EskiKelek station can consider the
main station at Greater zab river than other stations. Al Khazer river is one of the tributary of
the greater Zab river and the discharges are measured by Munquba station. The greater Zab
river supply Tigris river with about 33% from the total annual volume of Tigris river (Harza,
1959). The greater Zab river is uncontrolled and they proposed to construct two dams which
are Bakhma and Mendawa dams in the Iraqi side while in Turkish area are Kokorka, Hakary
for power production. The proposed dams on Al Khazer river are Bakerman and Khalekan .
Evaluation of The Hydrological Behavior In The Greater Zab River Basin
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Figure 1. Greater Zab river basin
3. MEASUREMENT STATION
3.1. EskiKelek station
EskiKelek station established in 1925 located Lat 36016N long 43
0 39 and 12 Km downstream
Gridmamukh station and by using staff gauge on pier bridge and was calibrated in 1940
according to G.T.S.( Greater Trigonometric survey base for leveling in Iraq which is the mean
level of Basra gulf at FAO at Shatt- el Arab ) and the zero reading equal to 240.58m. The
relation between elevation and discharge for greater Zab river at EskiKelek for previous
reading (30 September 1956) is presented by the following mathematical relation constructed
from gauge height and discharges in m3/s as shown in the Figure 2.
Figure 2 Relation discharge and elevation at Greater Zab river
H= 240.1Q0.004
R² = 0.994
245
246
247
248
249
250
251
0 2000 4000 6000 8000
Gage
hei
gh
t (m
)
Discharge (cumecs)
Haitham A.Hussein and Alaa H. Alshami
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3.2. Munquba station at khazer river
One of the Greater Zab river tributary is AlKhazer river , a measurement station established at
al Khazer river called Munquba station which is located at Lat 360 18 N , Long 43
033E, the
staff gauge is calibrated according to GTS datum. The estimated drainage basin for the station
equal to 2900 Km2, the relation between discharge and elevation is shown in the Figure 3.
Figure 3 Relation discharge and elevation at Al-Khazer river
4. MATERIALS AND METHODS
The analysis of maximum discharges find by two Statically models (Raghunath, 2006)
4.1. Empirical relative frequency equation
The general form of most plotting position formula which called Weiball formula and most
commonly written as
Pm = m/N+1 (1)
The Weiball formula may expressed in terms of either annual exceedance probability or
recurrence interval T for rank m and number of years of observation N
P = m/N+1 (2)
and
T = N+1 /m (3)
4.2. Distribution of analytical analysis
4.2.1. Gamble distribution
The theory of extreme values consider the distribution of the largest of smaller observation
occurring on each group of repeated sample based on extreme value theory treating each year
as sample. Cumble applied the extreme value, Type I function, the probability distribution.
� = 1 − ���� (4)
Where
H = -4E-13Q4 + 3E-09Q3 - 7E-06Qx2 + 0.008Q + 250.4
R² = 0.990
249
250
251
252
253
254
255
256
257
258
0 500 1000 1500 2000 2500 3000 3500
Gage
hei
gh
t(m
)
Discharge (cumecs)
Evaluation of The Hydrological Behavior In The Greater Zab River Basin
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=�
�.���×�(� − �� + 0.45 × �) (5)
y = reduced variant
�� = arithmetic mean = 1/N ∑ ������ (6)
� = !"#$"%$ '�(�"!�)# = (∑ (*� − �)����+�
���
# − 1)
Skew coefficient Cs = ∑( *� − ��),
Coefficient of variation Cv = � /��
4.2.2. Normal and Log normal Distribution
The normal distribution has two parameters, the mean and standard deviation for purpose of
practical application, the normal distribution is
Represented by the equation
X = X" + k �
With frequency factor, K can find from table. The log normal distribution to transformed
random variable log x
4.2.3. Person Type III and Log person type III
Have three parameters that are include the Skew coefficient as well the mean and standard
deviation and if Cs has value of zero the person type III distribution reduces to the normal
distribution.
5. RESULTS OF CALCULATIONS
5.1. Al-KhazerRiver
Al-Khazer river at Manquba station for the period (1975-1995) the following graph represent a mean
monthly annual discharge and volume of water for khazer river at Manquba station for the period
(1975-1995) as shown in Figure 4. In addition the probability of annual discharge for recurrence
intervals (50, 80, 95%) by using Weiball formula for the period (1975-1995) is shown in Figure 5
Figure 4 Relation of annual mean discharge and annual volume 107 at khazer River for the period
(1975-1995)
0
10
20
30
40
50
60
70
80
90
100
Oct. Nov. Des. Jan. Feb. Mar. Apr. May June July Aug. Sep.
Dis
cha
rge
cu
mec
s
Month
Mean annual discharge
Mean annual volume 10^7
Haitham A.Hussein and Alaa H. Alshami
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Figure 5. Annual discharge for recurrence intervals (50, 80, 95%) by using Weiball formula for the
period (1975-1995)
Al-Khazer River at Munquba station for the period (1975-1995) by using probability analysis
for recurrence intervals (10, 50, 100) years
• Maximum discharges for different recurrence by using Normal Distribution is shown in Figure
6(a).
• Maximum discharges for different recurrence interval by using log Normal Distribution is
shown in Figure 6(b).
• Figure 6(c) shows the maximum discharges for different recurrence interval by using Log
Person Distribution Method.
• Maximum discharges for different recurrence interval by using Gumble distributing method is
shown in Figure 6(d).
(a)
0
10
20
30
40
50
60
70
80
Oct. Nov. Des. Jan. Feb. Mar. Apr. May June July Aug. Sep.
Dis
cha
rge
(cu
me
cs)
Discharge of probability
80%
Discharge of probability
95%
Discharge of probability
50%
0
25
50
75
100
125
150
175
200
225
Oct. Nov. Des. Jan. Feb. Mar. Apr. May June July Aug. Sep.
Dis
cha
rge
(cu
mec
s)
Annual mean flow
normal distribution discharge 0f 10
years recurrence interval
normal distribution discharge 0f 50
years recurrence interval
normal distribution discharge 0f 100
years recurrence interval
Evaluation of The Hydrological Behavior In The Greater Zab River Basin
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(b)
(c)
(d)
Figure 6. Maximum discharges for different recurrence interval by using Distributions a) Normal
b)log Normal c) Log Person d) GumbleDistributions for Khazer River at Munquba station for the
period (1975-1995)
5.2. Greater Zab River at EskiKelek station for the periods (1975-1995)
Mean annual discharges for the periods (1975-1995) Greater Zab river at EskiKelek station is
shown in Figure7. The maximum probability discharge by using Weiball formula for the
periods (1975-1995) for recurrence intervals (50, 80, 95%) is shown in Figure 8.
0
25
50
75
100
125
150
175
200
225
250
275
Oct. Nov. Des. Jan. Feb. Mar. Apr. May June July Aug. Sep.
Dis
ch
arg
e (cu
mecs)
Annual mean flow
log. Normal distribution discharge of 10
years recurrence interval
log. Normal distribution discharge of 50
years recurrence interval
log. Normal distribution discharge of 100
years recurrence interval
0
50
100
150
200
250
300
350
400
450
Oct. Nov. Des. Jan. Feb. Mar. Apr. May June July Aug. Sep.
Dis
cha
rge
(cu
mec
s)
Annual mean flow
log. person distribution discharge of 10 years recurrence interval
log. person distribution discharge of 50
years recurrence interval
log. person distribution discharge of 100
years recurrence interval
0
50
100
150
200
250
300
Oct. Nov. Des. Jan. Feb. Mar. Apr. May June July Aug. Sep.
Dis
cha
rge
(cu
mrc
s)
Annual mean flow
log. person distribution discharge
of 10 years recurrence interval
log. person distribution discharge
of 50 years recurrence interval
log. person distribution discharge
of 100 years recurrence interval
Haitham A.Hussein and Alaa H. Alshami
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Figure 7. Relation of annual mean discharge and annual volume 107 at EskiKelek station for the
period (1975-1995)
Figure 8. Annual discharge for recurrence intervals (50, 80, 95%) by using Weiball formula for
the period (1975-1995) at EskiKelek station
Maximum probability discharge for Greater river at Eskikelk station for different
recurrence intervals by using normal distribution, Log normal, log person type III and
Gumble distributions are shown in Figure 9(a,b,c,d).
(a)
0
200
400
600
800
1000
1200
Oct. Nov. Dec. Jan. Feb. Mar April May Jun July Aug. Sep.
Dis
cha
rge
cum
ecs
Mean annual …
0
200
400
600
800
1000
1200
Oct. Nov. Dec. Jan. Feb. Mar. Apr. May June July Aug. Sep.
Dis
ch
arg
e(c
um
ecs)
Annual mean flow
Discharge of probability 95%
Discharge of probability 85%
Discharge of probability 50%
0
500
1000
1500
2000
2500
Oct. Nov. Des. Jan. Feb. Mar. Apr. May June July Aug. Sep.
Dis
cha
rge
(cu
me
cs)
Annual mean flow
Discharge of probability 10%
Discharge of probability 50%
Discharge of probability 100%
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(b)
(c)
(d)
Figure 9 Maximum discharges for different recurrence interval by using Distributions a) Normal b)
log Normal c) Log Person d) Gumble Distributions for Greater Zab river at EskiKelek station for the
periods (1975-1995)
5.3 Greater Zab River at EskiKelek station for the periods (1996-2007)
Maximum discharges for Greater river at Eskikelek station for the period (1996-2007) by
using Welball formula the mean and average annual discharges for Greater Zab river at
Eskikelek station for the Period 1996-2007 can be seen in Figure 10. In addition the
maximum probability discharge of Greeter Zab river at Eskikelk station for the periods (1996-
2007) by using the Weiball formula is shown in Figure 11 for recurrence intervals (50, 80,
95%).
0
500
1000
1500
2000
2500
3000
3500
Oct. Nov. Des. Jan. Feb. Mar. Apr. May June July Aug. Sep.
Dis
cha
rge
(cu
me
cs)
Annual mean flow
Discharge of probability 10%
Discharge of probability 50%
Discharge of probability 100%
0
500
1000
1500
2000
2500
3000
Oct. Nov. Des. Jan. Feb. Mar. Apr. May June July Aug. Sep.
Dis
cha
rge
(cu
me
cs)
Annual mean flow
Discharge of probability 10%
Discharge of probability 50%
Discharge of probability 100%
0
500
1000
1500
2000
2500
3000
Oct. Nov. Des. Jan. Feb. Mar. Apr. May June July Aug. Sep.
Dis
cha
rge
(cu
me
cs)
Annual mean flow
Discharge of probability 10%
Discharge of probability 50%
Discharge of probability 100%
Haitham A.Hussein and Alaa H. Alshami
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Figure 10. Relation of annual mean discharge and annual volume 107 at EskiKelek station for the
period (1996-2007)
Figure 11. Annual discharge for recurrence intervals (50, 80, 95%) by using Weiball formula for the
period (1996-2007) at EskiKelek station
The maximum probability discharges for different recurrence interval (50, 80, 95%) by
using the Normal distribution , log normal , Log person type III and Gumble distribution
methods are shown in Figure 12(a,b,c.d).
(a)
0
100
200
300
400
500
600
700
800
900
1000
Oct Nov Dec Jan Feb Mar Aprill May June July Aug Sep
Dis
charg
e (c
um
ecs)
Mean annual …
0
200
400
600
800
1000
1200
Oct. Nov. Des. Jan. Feb. Mar. Apr. May June July Aug. Sep.
Dis
cha
rge(
cum
ecs)
Annual mean flow
Discharge of probability 95%
Discharge of probability 85%
Discharge of probability 50%
0
200
400
600
800
1000
1200
1400
1600
1800
2000
Oct. Nov. Des. Jan. Feb. Mar. Apr. May June July Aug. Sep.
Dis
cha
reg
(cu
me
cs)
Annual mean flow
Discharge of probability 10%
Discharge of probability 50%
Discharge of probability 100%
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(b)
(c)
(d)
Figure 12. Maximum discharges for different recurrence interval by using Distributions a) Normal b)
log Normal c) Log Person d) Gumble Distributions for Greeter Zab river at Eskikelk station for the
periods (1996-2007)
5.4. Evaluation of the reduction in the volume of water
Total volume of water for annual mean of the period 1975-1996 equal to 12.59 BCM and for
the period 1996-2007 equal to 10.83 and the percent of reduction equal to 14% Figure 13
shows the difference in volume between the two periods.
0
500
1000
1500
2000
2500
3000
Oct. Nov. Des. Jan. Feb. Mar. Apr. May June July Aug. Sep.
Dis
chare
g (
cum
ecs)
Annual mean flow
Discharge of probability 10%
Discharge of probability 50%
Discharge of probability 100%
0
500
1000
1500
2000
2500
Oct. Nov. Des. Jan. Feb. Mar. Apr. May June July Aug. Sep.
Dis
chare
g (cu
mec
s)
Annual mean flow
Discharge of probability 10%
Discharge of probability 50%
Discharge of probability 100%
0
500
1000
1500
2000
2500
Oct. Nov. Des. Jan. Feb. Mar. Apr. May June July Aug. Sep.
Dis
charg
e (c
um
ecs)
Annual mean flow
Discharge of probability 10%
Discharge of probability 50%
Discharge of probability 100%
Haitham A.Hussein and Alaa H. Alshami
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Figure 13. Difference of mean volume flow for period (1975-1995) and (1996-2007)
5.5. Satellite Image Processing Using ERDAS Imagine
To check the reduction of mean volume flow at the basin, the ERDAS image 12 is used to
analysis the data of satellite images specially the land cover. The steps for processing and
analysis the satellite image are Stack image, Subset Image, Classification/Supervised, and
map composer. All satellite information was investigated by assigning per-pixel signature and
differentiating the watershed into four classes. The classes were Green Area, Bare area 1,
Bare Area 2, and water class (Butt, Shabbir, Ahmad, & Aziz, 2015). The satellite images is
used for
• 1- The satellite images are provided from electronic site (Earth Explorer US Geological survey
/ USGS)
• 2- The satellite image investigated are 4-3 1990 the sample of period 1975-1995 and the other
satellite image investigated on 16-4- 2000 as sample of the period 1996- 2007
The detail of the photograph are shown in the Figure 14. The results of classification for
1990 and 2000 are summarized in Table 1. Figure 15 shows the validation and analysis of
land cover/use classes (Water, Bare 2,Bare 1, and Green) for Greater Zab in time period 1990
and 2000. Figure 15 illustrated that the area covers by water reduced by 0.479 percent.
Furthermore the agricultural area reduced by 6.048 percent and the Bare area (not
agricultural) increased by 6.527 percent
0
50000000
1E+09
1.5E+09
2E+09
2.5E+09
3E+09
Oct. Nov. Des. Jan. Feb. Mar. Apr. May June July Aug. Sep.
Me
an
an
nu
al
vo
lum
e (
m^
3)
Mean volume flow (1975-1995)
mean volume flow (1996-2007)
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Figure 14. Classified maps of Greater Zab watershed (1990 and 2000)
Table 1. Land cover/land use classes and areas in hectares
Land cover/use
classes
Greater Zab 1990 Greater Zab 2000
Area(ha) Ratio % Area(ha) Ratio %
Water 0.47 0.966 0.35 0.48
Bare 2 18.57 38.17 18.4 25.6
Bare 1 21.61 44.4 45.64 63.51
Green 8 16.44 7.47 10.39
Total 48.65 100 71.86 100
Figure 15. validation of land cover/use classes (Water, Bare, and Green) for Greater Zab
5.6. Hydraulic flow condition for Greater Zab River
HEC- RAS is a program used for the Greater Zab river for distance 31 Km. The distance from
the confluence of greater zab river with Tigris river south Mosul city to the confluence of
Khazer river with Greater Zab river at EskiKelek station by using the cross section of the
river.The purpose of finding critical sections which the over flow will exist, the program was
used for different discharges:
0 10 20 30 40 50 60 70 80 90 100
Bar%
green%
water%
Bar% green% water%
Greater Zab 2000 89.11 10.39 0.48
Greater Zab 1990 82.57 16.44 0.966
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• The discharges which obtained from log normal distribution which gives maximum discharges
comparing than other methods for recurrence intervals of 10,50,100 years.
• Mean annual flow at Manquba and EskiKelek stations for the period (1975-1995) which gives
mean annual flow more than the periods (1996-2007) for the same stations.
The results from the above scenarios
• The over flow will exist at distances of 0, 1.5, 5, 15 Km along the river with respect to the
discharge at (a).
• The over flow will exist at distance 0,1.5,5, 15 Km along the Greater Zab river with respect to
the flow at (b).
The following Figure 16,17,18,19 represent the discharges of (a) and (b) for Greater Zab river
from Khazer river Confluence to the confluence of Tigris river as follows
• Sectional plan for the river
• One of the cross section
• Longitudinal section for the river
• The critical over flow sections are shown in the Figures as red points as indication.
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Figure 16 log Normal distribution maximum discharge of 10 years recurrence (1735m3/sec) of Greater
Zab river (plan, cross section, and profile)
Haitham A.Hussein and Alaa H. Alshami
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Figure 17 log Normal distribution maximum discharge of 50 years recurrence (2720m3/sec) of Greater
Zab river (plan, cross section, and profile)
Evaluation of The Hydrological Behavior In The Greater Zab River Basin
http://www.iaeme.com/IJCIET/index.asp 256 [email protected]
Figure 18 log Normal distribution maximum discharge of 100 years recurrence (3187m3/sec) of
Greater Zab river (plan, cross section, and profile)
Haitham A.Hussein and Alaa H. Alshami
http://www.iaeme.com/IJCIET/index.asp 257 [email protected]
Figure 19 Mean of annual mean discharge of EskiKalk+Khazer (463 m3/sec) for the period (1975-
1995)
6. CONCLUSIONS
• The total annual volume of water for Greater zab river at EskiKelek station for the period
(1996-2007) equal to 10.83 BCM and the total annual volume for the periods (1975-1995)
equal to 12.59 BCM ,the difference between the two periods equal 13.9%.
• The total annual volume of the Greater Zab River for the period (1996-2007) at EskiKelek and
Manquba stations equal to 10.83 BCM + 1BCM = 11.83 BCM and if compare with FAO
study equal to 13.6 BCM , then the difference equal to 13% which close to the percent study.
• The reduction in the annual volume of water are checked by using Erdas program and two
satellite images for the two periods.
• The maximum discharge is obtained from Log normal distribution than other methods.
• The maximum discharge obtained by Log normal distribution are used in the channel of the
Greater Zab to find the suitability of the flow by using HEC-RAS model (hydrological
engineering Center- River analysis system). The cross section is used between confluence of
greater Zab River with Tigris and Khazer River total distance of 31 Km.
• The critical section are indicated as red points as shown in the Figures (16,17,18,19).
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