evaluation of the hy drological behavior in the … · coefficient of variation c v = ˇ / 4.2.2....

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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)

http://www.iaeme.com/ijciet/issues.asp?JType=IJCIET&VType=9&IType=13

IJCIET/index.asp 240 [email protected]

International Journal of Civil Engineering and Technology (IJCIET) 2018, pp.240–258, Article ID: IJCIET_09_13_027


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


. The aim of this research is to find the recession of water in

iver for period (1975-1995) and (1996-2007). This study analyzed


flood for different return period by using different distribution methods. The first



person type 3 distribution, Gumble distribution. From the analysis, the Log



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


(Water, Bare, and Green) for Greater Zab river. The flood discharges that found from


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


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.


[email protected]

7


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


search is to find the recession of water in

2007). This study analyzed


ifferent distribution methods. The first



ribution. From the analysis, the Log



r in the Greater Zab river are

image 8.5) with Satellite Image between 1990 and


scharges that found from


iver (length 31.96 Km)

em). The results found


, Discharges measurement, Statically

Haitham A.Hussein and Alaa H. Alshami, Evaluation of The

International Journal of Civil


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


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)



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)



=�

�.��×�(� − �� + 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



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


Dis

cha

rge

(cu

me

cs)

Discharge of probability

80%


95%


50%

0

25

50

75

100

125

150

175

200

225


Dis

cha

rge

(cu

mec

s)

Annual mean flow

normal distribution discharge 0f 10

years recurrence interval







(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


Dis

ch

arg

e (cu

mecs)

Annual mean flow

log. Normal distribution discharge of 10






0

50

100

150

200

250

300

350

400

450


Dis

cha

rge

(cu

mec

s)

Annual mean flow

log. person distribution discharge of 10 years recurrence interval

log. person distribution discharge of 50


log. person distribution discharge of 100


0

50

100

150

200

250

300


Dis

cha

rge

(cu

mrc

s)

Annual mean flow

log. person distribution discharge

of 10 years recurrence interval







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%



0

500

1000

1500

2000

2500


Dis

cha

rge

(cu

me

cs)

Annual mean flow






(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


Dis

cha

rge

(cu

me

cs)

Annual mean flow




0

500

1000

1500

2000

2500

3000


Dis

cha

rge

(cu

me

cs)

Annual mean flow




0

500

1000

1500

2000

2500

3000


Dis

cha

rge

(cu

me

cs)

Annual mean flow






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


Dis

cha

rge(

cum

ecs)

Annual mean flow




0

200

400

600

800

1000

1200

1400

1600

1800

2000


Dis

cha

reg

(cu

me

cs)

Annual mean flow






(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


Dis

chare

g (

cum

ecs)

Annual mean flow




0

500

1000

1500

2000

2500


Dis

chare

g (cu

mec

s)

Annual mean flow




0

500

1000

1500

2000

2500


Dis

charg

e (c

um

ecs)

Annual mean flow






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


Me

an

an

nu

al

vo

lum

e (

m^

3)

Mean volume flow (1975-1995)

mean volume flow (1996-2007)



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



• 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.



Figure 16 log Normal distribution maximum discharge of 10 years recurrence (1735m3/sec) of Greater

Zab river (plan, cross section, and profile)



Figure 17 log Normal distribution maximum discharge of 50 years recurrence (2720m3/sec) of Greater

Zab river (plan, cross section, and profile)



Figure 18 log Normal distribution maximum discharge of 100 years recurrence (3187m3/sec) of

Greater Zab river (plan, cross section, and profile)



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).

REFERENCES

[1] Butt, Amna, Shabbir, Rabia, Ahmad, Sheikh Saeed, & Aziz, Neelam. (2015). Land use

change mapping and analysis using Remote Sensing and GIS: A case study of Simly

watershed, Islamabad, Pakistan. The Egyptian Journal of Remote Sensing and Space

Science, 18(2), 251-259.

[2] FAO. (2006). Food and Agriculture organization of the United Nations.

[3] Harza, Binnie. (1959). Hydrological Survey of Iraq: Discharge Records at Selected

Gauging Stations in Iraq: Report.

[4] Hassan, Mohammad Amaar, & Jalut, Qassem H. (2018). Mathematical Modeling of

Rainwater Harvesting System For Ungauged Catchment Area. International Journal of

Civil Engineering & Technology (IJCIET), 9(11), 823-837.

[5] Hussein, Haitham A. (2010). Dependable discharges of the upper and middle diyala

basins. Journal of Engineering, 16(2), 4960-4969.



[6] Osman, Yasin, Al-Ansari, Nadhir, & Abdellatif, Mawada. (2017). Climate change model

as a decision support tool for water resources management in northern Iraq: a case study

of Greater Zab River. Journal of Water and Climate Change, jwc2017083.

[7] Raghunath, H.M. (2006). Hydrology : Principles, Analysis And Design: New Age

International (P) Limited.

[8] Wurbs, Ralph Allen, & James, Wesley P. (2002). Water resources engineering: Prentice

Hall Upper Saddle River, NJ.

evaluation of the hy drological behavior in the … · coefficient of variation c v = ˇ / 4.2.2....

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