One-Dimensional Model of Fecal Coliform in Nahr Ibrahim River
(Lebanon)
By
Ka Yan Leung
B.S. Civil and Environmental Engineering
University of Illinois at Urbana-Champaign, 2000
Submitted to the Department of Civil and Environmental Engineering in Partial Fulfillment of the
Requirements for the degree of
Master of Engineering in Civil and Environmental Engineering
At the
Massachusetts Institute of Technology
MASSACHUSETTS INSTIfU
OF TECHNOLOGY
JUN f
rt
f
June 2001
©2001 Ka Yan Leung. All rights reserved.
BRARIES
BAfMWi
The author hereby grants MIT the permission to reproduce and to distribute publicly paper and
electronic copies of this thesis in whole or in part.
Signature of author:
Departmpr4ftof CJAl and Environmental Engineering
May 11, 2001
Certified by:.
Peter Shanahan
Thesis Supervisor
Lecturer in Civil and nvironmental Engineering
Accepted by:
Oral Buyukozturk
Chairman, Departmental Committee on Graduate Studies
One-Dimensional Model of Fecal Coliform in Nahr Ibrahim River, Lebanon
BY
Ka Yan Leung
Submitted to the Department of Civil and Environmental Engineering in Partial Fulfillment of the
Requirements for the degree of Master of Engineering in Civil and Environmental Engineering
ABSTRACT
The Nahr Ibrahim is a 28-km-long river located 20 km north of Beirut, Lebanon. The Nahr
Ibrahim Basin is classified as a Natural Site, and is an intended site for ecotourism. Industrial
development, lack of wastewater treatment system, and popular growth threatens to pollute the
river. A one-dimensional water-quality modeling tool, QUAL2E, was applied to the river in
current conditions. A lack of data resulted in the inability to verify the model. The model
simulated fecal coliform concentration in the Nahr Ibrahim in the winter high flow period.
Sensitivity analyses were performed with critical summer low flow, settlement municipal
discharge rate, and population projections. The model predicts a critical fecal coliform pollution
problem in summer that renders the river unsuitable for recreational purposes. Population
projections indicate sustainability in the next 20 years in the winter high flow season.
Construction of wastewater treatment systems, long-term monitoring plans and environmental
awareness educational program are recommended.
Thesis Supervisor: Peter Shanahan
Title: Lecturer in Civil and Environmental Engineering
2
Acknowledgements
I would like to express my most sincere appreciation to my advisors Dr. Peter Shanahan
and Dr. Eric E. Adams for their invaluable advice and continued guidance. Without their
assistance, this thesis would not be possible.
I would also like to thank Manal Moussaleum from the Lebanese Ministry of
Environment for organizing this study. Christian Saad from MIT and Dr El-Fadel from the
American University of Beirut were also extremely helpful during our trip to Lebanon.
3
List of Figures
Figure
Figure
Figure
Figure
Figure
Figure
Figure
Figure
Figure
Figure
Figure
Figure
Figure
Figure
Figure
Figure
Figure
8
1 -The N ahr Ibrahim Basin ...............................................................
16
2 - Country M ap of Lebanon..............................................................................
17
3 - Tributaries of the Nahr Ibrahim Basin.........................................................
18
4 - Watershed of the Nahr Ibrahim Basin .............................................................
20
5 - Springs of the Nahr Ibrahim Basin .............................................................
22
6 - Measured Flow at Hydroelectric Plants.......................................................
23
7 - Sam ple Locations.........................................................................................
24
View
......................................................................
8 - General Geology: Plan
25
9 - General Geology: Cross Section..................................................................
26
10 - W ater Bearing Aquifers .............................................................................
28
11 - 1994 Population D ata................................................................................
34
12 - Stream Network of Computational Elements and Reaches ............
35
13 - Discretized Stream System .........................................................................
14 - Calibrated Model Output Compared with Field Data................................ 46
15 - Summer Low Flow Model Output..............................................................49
16 - Model Outputs with Different Municipal Discharge Rate.........................50
51
17 - Model Output with Population Projections ...............................................
4
List of Tables
Table
Table
Table
Table
Table
1 - Recorded Flow at Gauging Stations.............................................................
2 -Measured River Flows, January 2001...........................................................
3 - Factors affecting the Coliform Disappearance Rates....................................
4 - Different Types of Flag Field Data in QUAL2E ..........................................
5 - Hydraulic Data for Different Reaches...........................................................
21
23
37
42
44
5
Table of Contents
I
1.1
1.2
1.3
1.4
2
3
5
6
8
8
9
9
Significance of Nahr Ibrahim Valley ......................................................................
The Need for an Environmental Study................................................................
Objective of the Study.........................................................................................
Challenges in Performing an Environmental Study in Lebanon.........................
Historical Background .....................................................................
11
2.1 History of Lebanon............................................................................................
2.1.1 Causes of W ar ...........................................................................................
2.1.2 The 1975-1990 Civil W ar .........................................................................
2.2 Legend of Adonis and Astarte............................................................................
11
12
13
14
N ahr Ibrahim Basin..........................................................................
16
River Statistics ..................................................................................................
W atershed Description ......................................................................................
S p rin g s...................................................................................................................
Flow Data ..............................................................................................................
Aquifer Description...........................................................................................
Clim ate within the Basin..................................................................................
Population ........................................................................................................
Industry in the Basin .........................................................................................
16
17
18
20
24
27
27
28
3.1
3.2
3 .3
3.4
3.5
3.6
3.7
3.8
4
8
Introduction.............................................................................................
W ater Q uality M odeling ...................................................................
29
4.1 Sources of Surface W ater Pollutants..................................................................
4.2 Pathogens ..............................................................................................................
4.2.1 Indicator Organism s ..................................................................................
4.2.2 M icrobial Standards for Recreational W aters ...........................................
29
29
30
31
QUAL2E Model (Point Source) .......................................................
33
5.1 M odel Introduction...........................................................................................
5.2 M odel history ....................................................................................................
5.3 Theory Behind the M odel ..................................................................................
5.3.1 Conceptual Form .......................................................................................
5.3.2 Functional Representation.........................................................................
5.3.3 Representation of Coliform Decay...........................................................
33
33
34
34
36
36
D ata Sources......................................................................................
39
6.1 Field measurem ents...........................................................................................
6.2 Data from literature ...............................................................................................
6.3 Geographic Inform ation System Data................................................................
7
Application of QUAL2E to the Nahr Ibrahim...............................42
7.1
7.2
7.3
7.4
7.5
8
9
39
40
40
Computational Element Flag Field Data...........................................................
Hydraulic Data ..................................................................................................
Point Loads............................................................................................................44
Incremental Flow..............................................................................................
Coliform Decay Coefficient ..................................................................................
M odel Calibration.............................................................................
R esults .................................................................................................
42
43
45
45
46
48
6
9.1
9.2
9.3
9.4
Summer Low Flow...........................................................................................
Change in Municipal Discharge Rate from Settlements ...................................
Population Projections ......................................................................................
Conclusions .......................................................................................................
48
50
51
52
10 Recom m endations............................................................................
53
Future Studies................................................................................................
54
10.1
11 References..........................................................................................
Appendix A ..............................................................................................
Appendix B ..............................................................................................
55
57
61
7
1 Introduction
1.1 Significance of Nahr Ibrahim Valley
The Ibrahim River, known in Arabic as the Nahr Ibrahim, is one of the main rivers
running through Lebanon. Located in the Mount Lebanon Province, the Nahr Ibrahim is
4
well known for its natural grandeur and provides an
..
important water resource to the country. It is a popular
site for camping and picnicking, as well as extreme
adventure sports such as caving, among the locals. With
many scenic views, the Ministry of Environment has
classified the valley as a Natural Site. This region has
great potential of being tapped for the development of
ecotourism (travel to a location to enjoy its natural
splendor).
Local residents primarily use the water from the
Nahr Ibrahim for irrigation, washing, and drinking. The
river has been used to generate hydroelectric power for
the
residents
and factories
in the area
Figure 1 - The Nahr Ibrahim
since a
hydroelectric plant was built in the valley 50 years ago. In addition, there once were a
small number of industrial facilities and quarries in the lower course of the river that
utilized the water from the Nahr Ibrahim for daily operations.
1.2 The Need for an Environmental Study
The Lebanese economy has been growing since the end of the recent civil war. As
a result, industry in the Nahr Ibrahim Basin increased. At the onset of this urban renewal,
environmental issues were not considered and polluting industries were allowed to
operate. The Lebanese Ministry of Environment is now attempting to correct for these
environmentally careless actions. Thus, in the past few years, the government has shut
down most industry in the region. However, with the increased population and the
absence of any wastewater treatment system, the integrity of the river is in danger of
being polluted. In order to maintain the Nahr Ibrahim as a useful resource for both
8
individual use (as a source of drinking water, recreation, and aesthetics) and for industrial
uses, present and future environmental assessments must be performed.
1.3 Objective of the Study
The goal of this project is to perform a baseline water quality survey.
This
environmental analysis examines the current river conditions in terms of point-source
pollution. The study also estimates future pollution in the river based on projections of
growth in the economy and population. With these projections, recommendations are
then made for regulation policy and future long-term monitoring programs.
1.4 Challenges in Performing an Environmental Study in
Lebanon
The biggest difficulty in performing an environmental study in Lebanon was the
availability of reliable data. During the fifteen years of civil war in Lebanon (1975-1990),
much of the historical data and statistics of the river were lost. The government in
Lebanon does not know the fate of the precipitation and flow gauging stations built
before the war and there are few records left from the pre-war period. In addition, little
information regarding the river region can be found outside the country.
Another challenge in performing this study is the general lack of environmental
awareness in the country. After the civil war, the country prioritized economic
development and little attention was given to environmental sustainability until recently.
For example, there are no sewage treatment plants in Lebanon to handle municipal waste.
The waste has been traditionally discharged directly into the Mediterranean Sea and other
surface waters.
The author also faced problems as she did not speak the predominant local
languages. Although the large majority of persons in urban areas, such as Beirut, speak
English, Arabic and French are the two most widely spoken languages of Lebanon. Most
people in rural villages, such as those found in the Nahr Ibrahim Basin, speak only
Arabic. Because many different dialects of Arabic exist and translation into English and
French is not always consistent, the author found that the name of a single village could
9
have multiple different spellings. As a result, this thesis may make reference to Lebanese
regions using a variety of translations.
10
2 Historical Background
In order to understand the environmental attitude in Lebanon, it is important to be
aware of the country's recent history. The civil war had far reaching environmental
consequences.
During the civil war, the country could not prioritize environmental
issues. In the years since the war, the country has focused on renewal, again ignoring
environmental consequences.
It is duly important to appreciate the outlook of the Lebanese people. Lebanon has a
long and rich past, touched by many different civilizations, making it unique from other
countries in the Middle East. Furthermore, in order to recognize the value of that the
Lebanese place on the Nahr Ibrahim Basin, it is important to understand the history and
culture associated with this specific region, such as the Legend of Adonis and Astarte.
2.1 History of Lebanon
The region that is now defined as Lebanon has been occupied by over 17 different
cultures. The first traces of costal settlement in Lebanon date back to 9000 BC. The first
recorded history is from 3000 BC, when the Canaanite, a Semitic people (called
Phoenicians by the Greek) inhabited mainly costal cities, living and trading on the sea.
Assyrians conquered the Phoenicians (875-608 BC) taking away their freedom, spurring
many fruitless revolts. In 612 BC, Lebanon broke away from Assyrian control, now ruled
by Babylonian and the Persian Empire (which was controlled for some time by
Alexander the Great). In 64 BC, the region became part of the Roman Empire, and Beirut
grew to become a major city (http://www.geocities.com/CapitolHill/Parliament/2587/
hist.html, visited 5/4/2001).
In 35 AD, disciples came to Lebanon to preach the word of Christ and conversion
to Christianity began. The Arabs first entered the region in 634, as followers of the
Prophet Muhammed, the founder of Islam, embarked on a movement to establish their
religious control. The Arab Conquest (634-36), a holy war against non-Muslims, was
followed by attack by the Umayyads (660-750), and by the Abbasids (750-1258). The
Crusades, a Christian holy war, lasted from 1095 to 1291. The Mamluks then ruled the
11
region from 1282 to 1516. Their rule was followed by the Ottoman Empire, which lasted
until 1916. Shortly thereafter (September 1, 1920), Lebanon's present boundaries were
defined as General Gouraud proclaimed the establishment of Greater Lebanon with
Beirut as its capital.
(http://www.geocities.com/CapitolHill/Parliament/2587/hist.html,
visited 5/4/2001).
Since its creation in 1920, Lebanon has been repeatedly afflicted with political
The most recent war, between 1975 and
instability, war, and economic devastation.
1990, ravaged the social, economic, and political fabric of this once prosperous nation.
In the 10 years since the end of the war, Lebanon has begun to rebuild and restore order.
However, as the industries return, little is known about what effect the rapid growth of
the country will have on the environment. This study will attempt to characterize the
risks of this environmental danger through the study of the Nahr Ibrahim (Nauphal,
1997).
2.1.1 Causes of War
During the Ottoman Empire ( 13 th
-
20
th
centuries), portions of what is now
Lebanon (Sildon, Tripoli, and Beirut) were under direct Ottoman rule. These areas were
inhabited by the dominant orthodox religions of the Byzantine and Islamic empires. The
rest of Lebanon, however, maintained only indirect Ottoman rule and became a haven for
the persecuted Christian and Muslim heterodox religions, including the Maronites,
Druzes, and Shi'a (Nauphal, 1997).
When the Ottoman Empire was dismantled during World War I, the League of
Nations gave France control of Syria and Lebanon.
The Republic of Lebanon was
formally created in 1926, bringing together the small sects and the large orthodox
religions. Because the two groups had enjoyed separate histories and socio-economic
systems, this combination became the root cause of the subsequent civil wars (Nauphal,
1997).
There soon was a power struggle between the Lebanese nationalists (Christians),
the French supported groups (Maronites), and the Arab nationalists (Muslims). The
French helped the Maronites implement their national political program. The Lebanese
nationalists claimed an independent Lebanon. The Arab nationalists wanted Lebanon to
12
become part of a larger Arab-Islamic empire. This divide jeopardized the legitimacy of
the republic (Nauphal, 1997).
There are many probable causes of the 1975-1990 civil war in Lebanon. The
inequities in cultural group representation in the government, army, and eventually in
monetary wealth contributed to a general struggle within the country.
Another
contributor is that Lebanon was used as a "surrogate battleground" for the foreign
conflicts between the Palestinians, Israelis, and Syrians. Palestinians displaced by the
creation of Israel became increasingly militarized and launched guerrilla operations from
Lebanon (Nauphal, 1997).
The intentions of the neighboring nations for the state of Lebanon also led to war.
Syria has never accepted the sovereignty given to Lebanon by France, believing it to be a
province of its country. Additionally, Israel desired to end the Palestinian terrorist groups
within Lebanon as well as expand its territory (Nauphal, 1997).
Internal and external tensions within the country reached a breaking point in
1975, inciting the civil war (Nauphal, 1997).
2.1.2 The 1975-1990 Civil War
The war began in 1975 when the main Christian party accused the Palestinians of
violating the sovereignty of the State. The violence soon spread to the entire country,
generally between the militias of the pro-Palestinian groups and the Israeli-supported
Christian group. In 1976, the Palestine Liberation Organization (PLO) joined the war on
the Palestinian side while Syria joined to oppose the Palestinians.
Two years later,
following a bomb attack near Tel Aviv, Israel invaded Lebanon to eliminate the
Palestinian bases in the southern region of the country. The United Nations stepped in to
replace the Israeli army (Nauphal, 1997).
In July 1981, the United States stepped in to mediate a cease-fire agreement
between Israel and the PLO. However, in 1982 Israel invaded again, surrounding the
capital of Beirut and pushing the PLO into Syria (Nauphal, 1997).
The war continued until 1990, when Syria and Lebanon signed a Treaty of
Brotherhood, Cooperation, and Coordination and a Pact of Defense and Security, which
outlined peace between the two nations. However, despite these peace accords, Israel
13
occupied southern Lebanon until the year 2000 and approximately 40,000 Syrian soldiers
remain in the country (Nauphal, 1997).
In the years since the war, Lebanon has worked to rebuild its infrastructure and
economy. Although relations with Syria and Israel are still tense, there has been relative
peace since 1990 (Nauphal, 1997).
2.2 Legend of Adonis and Astarte
In addition to the current merits of the river, such as its natural beauty, the Nahr
Ibrahim has another a very special importance. Afqa is the setting for the famed legend of
Adonis and Astarte.
The prince Adonis was said to be the most gorgeous baby ever born. As he
approached manhood, Adonis became known as the most handsome and most skilled
hunter in the land of Canaan (Lebanese Ministry of Tourism, 2001).
The beautiful Astarte heard of the attractive prince. She pined to make his
acquaintance, although she had many admirers. The young prince, however, was content
to hunt and dance with the nymphs and play the lyre (Lebanese Ministry of Tourism,
2001).
One day Astarte secretly followed Adonis. When she finally emerged from the
forest and came into his view, he immediately fell deeply in love. The two lovebirds
talked for hours about the beauty of Afqa, and swore they would never leave each other.
Days passed as they strolled together along the Nahr Ibrahim, followed by nymphs, birds,
and butterflies (Lebanese Ministry of Tourism, 2001).
Now in love with Astarte, Adonis no longer felt a desire for hunting, much to her
delight. Astarte feared he would be lost or hurt, and made him promise not to go hunting
(Lebanese Ministry of Tourism, 2001).
Adonis promised, but soon his old passion returned. One day he decided to kill a
wild boar. They were the most difficult animals to kill because they are fast and have big,
sharp tusks. Adonis was not afraid, but enjoyed the challenge. He saw a boar and
skillfully stabbed it in the head. The animal did not die, but became furious. The angry
boar charged Adonis more than five times. Adonis and the beast battled extensively.
Adonis thought he had the upper hand and just as the boar started to collapse, the swine
14
quickly turned about face and thrust his sharp tusk into Adonis' thigh. The monstrous
boar charged Adonis again and jabbed the young hunter's stomach, and then his chest
(Lebanese Ministry of Tourism, 2001).
By the time Adonis' friends, the nymphs of the forest, came to rescue him, he was
lying in a pool of blood. This blood later turned into beautiful red anemones. The nymphs
gently lifted Adonis, and carefully carried him to Afqa Cave. Once safe inside the cave,
they tried to revive him, but alas they were too late. Astarte arrived soon thereafter. When
she found her beloved dead, she wept for hours. Roses grew on the land where her tears
fell (Lebanese Ministry of Tourism, 2001).
Alone on Earth, Astarte led the body of Adonis to the underworld. She was now
filled with great emptiness. To improve her spirits, the great God El declared that each
spring Adonis would return to visit Astarte in Afqa for a few weeks. During this time the
anemones would blossom and the Nahr Ibrahim again would turn red (Lebanese Ministry
of Tourism, 2001).
For many years after, the people of Canaan memorialize the death and
resurrection of Adonis with three-day-long festivities. As they watched the river turn red,
they believed it was the blood of Adonis being spilled again. The red color is actually
caused by a mineral carried in the water as the snow melts (Lebanese Ministry of
Tourism, 2001).
15
3 Nahr Ibrahim Basin
This chapter presents a compilation of the data currently available pertaining to
the Nahr Ibrahim Basin while Section 6 details the sources of the data.
3.1 River Statistics
The Nahr Ibrahim is one of fifteen major rivers of Lebanon (Papazian, 1981).
The river, which is 28 km long, is located 20 km north of Beirut. Beginning at the crest
of Mount Lebanon, the niver flows westward, emptying into the Mediterranean Sea.
L' I
t Sf
A
or
u
IrI
Figure 2 - Country Map of Lebanon
(http://www.ibiscus.fr/dsipays/lb-admi.html, visited 11/16/2000)
16
Nahr Rouiess is the major tributary feeding Nahr Ibrahim, joining the main river
in Kartaba. The Nahr Dibb and the Ouadi Ghabour are other major tributaries. Several
other small perennial tributaries also feed the main river (Papazian, 1981).
Nahr Ibrahim Basin
Tributaries
Figure 3 - Tributaries of the Nahr Ibrahim Basin
3.2 Watershed Description
The Nahr Ibrahim Basin is located in central Lebanon. The watershed is 330 km 2
stretching from the western slope of Mount Lebanon to the Mediterranean Sea. At the
northern border of the watershed is the drainage basin of Nahr el-Djoz, and at the
southern border is the basin of Nahr el-Kelb. Towards the east are the Yammouneh basin
and the Nahr Litani Basin. The crest of Mount Lebanon forms the eastern border, which
17
is 27 km long. The elevation of this rim decreases from the North to South, from 2625 m
to 1875 m (Papazian, 1981).
The majority of the drainage basin is comprised of steep-sided mountain ridges. A
large portion of the drainage basin lies on a high plateau, extending between the two
sources and the eastern rim of the basin. This high plateau, which forms Jebel Mneitri, is
rectangular, having a surface area of 200 km2 (Papazian, 1981). The elevation of the
plateau varies between 1200 and 2500 km and is covered by snow from December first
until the beginning of April (Bureau d'Etudes Hydrauliques, 1994).
Nahr Ibrahim Basin
Abou Ali
Watershed
Jaouz
Ibrahim
Mediterranean
Sea
Aassi-Yammouneh
Litani
Kalb
Beyrouth
10
0
10
20
30
40 Kilomet rs
Figure 4 - Watershed of the Nahr Ibrahim Basin
3.3 Springs
The major sources of the Nahr Ibrahim are the Afqa spring and the Nahr Roueiss,
a tributary. Afqa spring is located inside a cave, at an elevation of 1250 m. The Nahr
18
Roueiss, which is fed by the Roueiss Spring (elevation of 1170 m) and other tributaries,
meets the Nahr Ibrahim below Kartaba (Papazian, 1981).
Afqa and Roueiss are both perennial springs, experiencing high flow in the winter
and spring season, and extremely low flow at the end of the summer and early fall
seasons. Afqa's summer flow is 0.75 m3/s and Roueiss has a summer flow of 0.4 m3/s. In
addition to the two source springs, the Nahr Ibrahim is fed by approximately 30 springs
of variable flow, scattered over the surface of the basin (Papazian, 1981).
Other major springs include:
Nabaa el Moudik
0.6 m3/s in the dry season
0.925 m 3/s during the rainy season (Bureau d'Etude
Hydrauliques, 1994)
Nabaa Ser'aita
0.06 m3/s
Nabaa Boutraiche
0.025 m3/s
Nabaa el-Koudeira
0.012 m 3 /s
Minor springs include:
Ain el-Mneitra
0.006 m 3/s
Ain el-Akoura
0.004 m3/s
Ain el-Mejdel
0.002 m3/s
Ain el-Bardi
0.00125 m3/s
Ain el-Ghabate
0.001 m3/s
Ain Khalaff
0.0005 m3/s (Papazian, 1981)
These springs most often occur where less permeable soils impede the
groundwater flow and force it to the surface. Rainfall continuously infiltrates the ground
during the winter season, increasing the volume of water stored in aquifers, which
maintains the flow of perennial springs all year (Papazian, 1981).
19
Nahr Ibrahim Basin
Springs
Figure 5 - Springs of the Nahr Ibrahim Basin
3.4 Flow Data
The Ministry of Public Works installed three gauging stations along the Nahr
Ibrahim in July of 1939. One was installed near the Khoudeira bridge (at an elevation of
135 m), the second between the present hyrdoelectric power plants at Yahchouche
(elevation of 150 m), and the third at Khoudeira or Bezhel (elevation 86 m). During the
fall of 1951, the Ministry of Public Works put in a fourth gauging station, located just
downstream the village of Mougheire at Majdel (elevation of 1200 m), and a fifth station
located between the confluence of Nahr Roueiss and Nahr Afqa in Djinni (elevation of
775 m) (Papazian, 1981). Another station was built at the mouth of the river. These
gauging stations were not monitored during the civil war, and are no longer in operation.
20
Flow data from these stations was referenced in several project reports, and is
summarized in Table 1.
Table 1 - Recorded Flow at Gauging Stations
Flow Recorded at
auging Sttion (m/s)
September
October
Majdel
0.20
0.30
Djinni
1.38
1.29
Khouaira
1.95
2.00
Mouth
2.06
2.12
November
December
January
February
March
April
May
June
July
August
Yearly Average
0.30
0.35
0.30
0.30
8.00
13.50
10.00
3.00
0.50
0.20
3.08
2.26
3.19
6.00
15.33
13.99
30.76
26.42
11.21
3.57
1.76
10.05
3.04
7.36
13.21
16.19
27.49
38.45
28.58
10.29
4.29
2.39
13.24
3.22
7.79
13.98
17.04
29.09
40.69
30.24
10.89
4.54
2.53
13.68
The hydroelectric plant, which maintains three dams along the river, keeps daily
records of the flow through their dams. The flow data at Chouwen and Yahchouche from
January 18, 2000 to November 18, 2000 can be found in figure 6. Note that the measured
flow values reach a maximum during high flow periods.
As the dam reaches flow
capacity, excess water overflows, and is not measured.
21
14000
12000
-%-"Chouwen
Yahchouche
to 10000-
M 1.
8000
E
6000
"
4000
2000
01
M
0
0)
0)
(O
0
0
0
0
0
10
U)
1~
0
0
0
0
0
0
0
0
0
0
0
0
0
VI
0
0
0
0
0
0)'
CO
Date
Figure 6 - Measured Flow at Hydroelectric Plants
Flow data were collected by the author during a site visit in January 2001. A
Rickly Hydrological Company Pygmy Flow Meter was used to measure the current at
nine locations along the river. The current, used in coordination with approximations of
the cross section, is used to estimate flow in the river.
22
Nahr Ibrahim Basin
Sample Locations
Figure 7 - Sample Locations
Although these measurements were collected at many locations along the river, it
must be noted that flows were measured on a single day (January 20, 2001) at various
points throughout the day. Also, no flow was measured in the middle portion of the river,
as access is not possible by road.
Table 2 -Measured River Flows, January 2001
LOCATION
River Flow
m'/s
Site 1
Site 2
0.08
0.82
Site 4
Site 6
Site 7
0.61
0.22
0.12
Site 8
Site 9
Site 10
Site 11
2.05
4.05
1.98
3.54
23
3.5 Aquifer Description
Geological formations outcropping in the Nahr Ibrahim range from the Jurassic to
Cretaceous. The majority of the basin is permeable, but nearly impermeable terrain exists
(Electrowatt, 1981).
aWasin 16vMstes and
.- C2-C 3
16
*rvlan
Perko"
~
-
NAHR BRAHIM BASIN
tiieasears.
4ae
roedslane wndmwr/
- C/
- C1At
sp bedded lime stome, saant, nw4/*le s Aw .,C20
Mday imesisru ad AMast;en ahernitg
d
Lknesto"e with afte"Jiftg *ytrs deer/.C,9JedsA"L'- C 2
GENERAL GEOLOGY
LERCEC
westone dthris, inArlA5ss
rAmu
Laire 4witehe *WM
tf.rhe .PMa4a
Wo
rn4tiA
PP
.
aw81it
Aals
C4
Wi to Ughk Irvy marl . C4 d
{upper
enmne
Alluuwm
--
e- l k
triKP
+
Marizoatd di'
PAPER
C
Figure 8 - General Geology: Plan View
(Papazian, 1981)
24
SECTION ALONG THE CONDENSED PROFILE OF NAHR IBRAHIM
-
--
-secio"lm
time
condensed prcile of KANR I8RAIm -
...
I
Mu
tim
utmaw
ka
T
Mya
AAO
Figure 9 - General Geology: Cross Section
(Papazian, 1981)
In the basin, as in the rest of Lebanon, the major subterranean water reservoirs are
located in the compact limestones having a karstic surface. The karst terrain involves a
group of pure limestones, the surface of which has been eroded by rainfall into a highly
characteristic type of landscape known as Lapiez. The Lapiez is formed by the attack of
carbonic acid dissolved in rainwater. When the rain trickles over the rock faces and into
cracks and bedding planes it carves channels, caverns, and caves. The water in these
channels joins together forming torrents and rivers until it reaches the deep surface of
unaltered compact limestones. The continuous infiltration of rainfall during the winter
season increases the volume of stored water, and maintains the flow of perennial springs
throughout the year. The majority of the rainfall in the Nahr Ibrahim Basin penetrates
into the rock, leaving little as land surface flow. All of the water that seeps into the
25
limestone ultimately reappears as springs flowing from the rock, creating large caves,
such as Afqa and Jeita (Papazian, 1981).
There are three major water-bearing aquifers in the Nahr Ibrahim watershed. One
Cenomanian aquifer, located at the easternmost portion of the basin. A second is located
in the west of the basin. These two aquifers are massive limestone formations with
alternating thin beds of marly limestone. Between them lies the Jurassic aquifer, which is
comprised of massive limestone and dolomite. Impermeable layers of cretaceous
sandstone, marl, and limestone debris separate these aquifers. Along the border of the
basin shared with the Mediterranean Sea is another impervious layer consisting of white
to light gray marl.
NARR IBRAHIM BASIN
VAT8
HEARING AqUIFM
MC4 C&W,42im,
AU;
Figure 10 - Water Bearing Aquifers
(Papazian, 1981)
26
3.6 Climate within the Basin
The Nahr Ibrahim Basin experiences a typical Mediterranean climate, with
moderately cold and wet winters and warm, dry summers. The mouth of the river is
located in a semi-tropical zone, while the area around the source is considerably cooler.
The temperature within the basin spans a range from approximately 10'C (January) to
24'C (July and August) at low elevations, and from approximately 6.7'C (January) to
23.3'C (August) at high elevations (Papazian, 1981).
The prevailing wind in the basin is estimated to be from the southwest, with a
maximum of 50 m/s based on data from nearby observatories at the Beirut International
Airport and the American University of Beirut (Papazian, 1981).
The humidity along the coast of Lebanon is relatively high throughout the year,
with a continuous influx of moist air from the Mediterranean.
Mediterranean cyclonic disturbances produce precipitation.
In winter, the
In the summer, the hot,
humid air remains along the coast, maintaining high humidity. The precipitation in the
basin ranges from an average of 1000 mm at low elevations to 1400 mm at high
elevations, with average precipitation over the whole surface of the basin estimated to be
1300 mm (Papazian, 1981).
3.7 Population
There are many small villages within the Nahr Ibrahim basin. The largest villages
are Kartaba (4500 persons in 1980) and Akoura (2000 persons in 1980). In the early
1980s the total population of the basin was roughly 15000 persons. The majority of these
people work in agriculture (Papazian, 1981).
The population projections were used extensively by the author to evaluate the
sustainability of Nahr Ibrahim for any future economic development (Section 6.1.3).
However, due to the racial tension and political implications, the Lebanese government
has failed to conduct any official census for the last few decades. It is unknown to the
Ministry of Environment officials how current are the data or the manner with which this
unofficial census was conducted. Furthermore, it was unclear who has gathered this
information. Therefore, the population studies must be viewed with suspicion.
27
Nahr Ibrahim Basin
1994 Town Population
S
*g
*05
Ol
.
* IF
*
e
.*
0
e
.o ,
0401
. 0
,
0
.
--.-.---
S.
*
0
0
0
6
*0
so0
0 so*
e el 0
.
.
0
*
. 0
.peo
0
00 so
00*
so
-3800
0
50
so
00
100
Dat
Figure11199994
-1994 PPppualatiDat
Fir
200Mtr
Poulatin
3.8. Inusr in th2e1-124n
Historically, there have been several industries along the river including a
tannery, a paper mill, two quarries, and three hydroelectric plants.
However, the
Lebanese Ministry of the Environment have closed down all the industries except for the
hydroelectric plants.
28
4 Water Quality Modeling
Water quality modeling facilitates analysis of the impact of treatment levels on
receiving waters and tracing the effects of contaminants introduced into surface and
groundwater systems (Viessman and Hammer, 1998). It aids in the identification of
pollution sources. In addition, it is helpful in the assignment of allowable discharges to a
water body so that a designated water use and quality standard is met (Thomman and
Mueller, 1987). This waste load allocation is essentially the central problem of water
quality management.
4.1 Sources of Surface Water Pollutants
The principle inputs of pollutants into any river system can be divided into two
broad categories: (a) point sources and (b) non-point sources. The point sources refer to
discrete, localized, and often readily measurable discharges of chemicals (Hemond and
Fechner-Levy, 2000). In most circumstances, these inputs are continuous sources. There
are two principal groupings of point sources. The first group includes municipal point
sources that result in the discharge of treated and partially treated sewage. The second
group involves industrial sources that result in the discharge of nutrients, biochemical
oxygen demand (BOD), and hazardous substances.
Non-point source pollution is defined as pollution that stems from many diffuse
sources over a wide area. Due to their larger spatial coverage or composition of numerous
point sources, non-point sources are more difficult too measure. Examples of non-point
sources include pesticide and fertilizer runoff from agricultural fields, and urban runoff
contaminated with pollutants from automobile emissions (Hemond and Fechner-Levy,
2000). In this study of the Nahr Ibrahim, only point sources were considered.
4.2 Pathogens
The transmission of water-borne diseases (e.g. gastroenteritis, amoebic dysentery,
cholera and typhoid fever) has been a matter of concern for many years, especially in
developing countries (Thomann and Mueller, 1987). The primary agents of these waterborne diseases are called pathogens. These are disease-producing organisms that grow
29
and multiply within the host. While some pathogens enter the human body through the
skin, more commonly they are ingested along with drinking water (Chapra, 1997).
4.2.1
Indicator Organisms
Since individual pathogens are usually difficult and expensive to measure
directly, classical water quality management and modeling has focused on the levels of
indicator organisms. These are groups of organisms that are convenient to measure and
that are abundant in human and animal waste. If they are present, it is assumed that
pathogens are most likely to be present as well (Chapra, 1997).
There are three major types of indicator bacteria, namely total coliform (TC),
fecal coliform (FC) and fecal streptococci (FS):
*
Total Coliform (TC) is a large group of bacteria that has been
isolated from both polluted and nonpolluted soil samples as well
as the feces of humans and other warm blooded animals. This
group was widely used in the past as a measure of health hazard
and continues to be used in some areas. More definitively, the
coliform group of bacteria comprises all aerobic and facultative
anaerobic, gram-negative, nonspore-forming, rod-shaped bacteria
that ferment lactose with gas formation within 48 hr at 35'C
(Thomann and Mueller, 1987). Escherichia coli (or E. Coli) and
Aerobacter aerogenes are common members of the group that
occur in organisms and soils, respectively (Chapra, 1997).
*
Fecal coliform (FC) is a subset of TC that comes from the
intestines of warm-blooded animals. Because they do not include
soil organisms, they are preferable to TC as an indicator organism.
They are measured by running the standard total coliform test at
an elevated temperature (44.5'C). As a general rule of thumb, the
FC is about 20% of TC (Kenner 1978). However, there is a wide
spread in the ratio (Chapra, 1997).
30
*
The fecal streptococci (FS) bacteria group includes several species
or varieties of streptococci and the normal habitat of these bacteria
is the intestines of humans and animals. Examples include,
Streptococcus faecalis which represent bacteria of humans and
Streptococcus bovis and Streptococcus equines which represent
bacteria that are indicators of cattle of horses (Chapra, 1997).
Although the TC measurement has traditionally been the most widely used
indicator of contamination, its use is problematic because of the presence of nonfecal
coliform bacteria. Consequently emphasis is shifting more to FC and FS.
4.2.2 Microbial Standards for Recreational Waters
Exposure of pathogens can occur during swimming or other recreational activities
via digestion, inhalation, or direct contact with polluted water. Therefore, a standard is
needed to regulate the contamination level of recreational waters. In the United States,
the first standard was proposed by the American Public Health Association's Committee
on Bathing Places in 1936. It was proposed that bathing water quality was unacceptable if
the toal coliform density was greater than 1,000 per 100 ml (U.S. EPA, 1999).
Based on a series of epidemiological studies conducted by the U.S. Public Health
Service in the late 1940s and early 1950s showing the fecal subset of coliforms were
better indicators for contact recreation, the Department of the Interior recommended a
new standard. For evaluating the microbiological suitability of primary-contact waters, it
was proposed that fecal coliform not exceed an average density of 200/100ml, nor should
more than 10% of the samples collected during any 30-day period exceed 400/100ml
(U.S. EPA, 1999).
In the 1986, U.S. EPA has recommended a transition to monitoring for E. Coli
and enterococci indicators rather than total coliforms or fecal coliforms. It was
recommended that the geometric mean density of enterococci could not exceed 35 per
100ml in marine recreational waters or 33 per 100ml in fresh waters. Furthermore, it was
recommended that the density of E. Coli should not exceed 126 per 100ml in fresh water
(U.S. EPA, 1999).
31
About one-third of all U.S. states have adopted either E. Coli or enterococci for
monitoring fresh and marine waters. Fecal coliform continues to be most widely used by
the other states while only a small number still use total coliforms as the microbial
indicator (U.S. EPA, 1999).
32
5 QUAL2E Model (Point Source)
5.1 Model Introduction
QUAL2E was the natural choice for this study despite the relatively large number
of stream water quality models existing in the industry. QUAL2E is capable of simulating
fifteen water-quality constituents in dendrictic streams that are well-mixed laterally and
vertically. Among its many capabilities, it allows for multiple waste discharges,
withdrawals, tributary flows, and incremental (distributed) inflows and outflows. The
model assumes that the major transport mechanisms, advection and dispersion, are
significant only along the main direction of flow (longitudinal axis of the stream) (Brown
and Barnwell, 1987).
The QUAL2E software package is presently the most widely used computer
model for simulating stream-water quality (Chapra, 1997). In fact, it is an industry
standard for stream water quality modeling. It is used by consultants and governmental
agencies such as the Environmental Protection Agency for planning, water quality
standards formulation, and water resource development purposes. It is certainly
advantageous to use a model that will enable the comparison of the results to existing
water quality standards set forth by regulatory agencies.
The QUAL2E model is restricted to the simulation of time periods during which
stream flows are approximately constant and waste inputs are constant as well (Viessman
and Hammer, 1987). It is possible, however, to operate the model in both steady state and
dynamic model. For this study, the assumption of steady state conditions was used in the
model.
5.2 Model history
QUAL2E originated from the QUAL-I model developed by F.D. Masch and
Associates and the Texas Water Development Board (1970). Under contract with the
U.S. Environmental Protection Agency (EPA), Water Resources Engineering, Inc. (now
Camp, Dresser and McKee) modified and extended QUAL-I to create the first version of
QUAL-II in 1972. The model was subsequently modified several times. It was upgraded
to the current version by Brown and Barnwell in 1972 and it is called the "enhanced
33
QUAL-II model" or QUAL2E for short. The EPA's Center for Water Quality Modeling
in Athens, Georgia is in charge of the maintenance of the QUAL2E model (Chapra,
1997).
5.3 Theory Behind the Model
The QUAL2E model has three principal components: conceptual representation,
functional representation, and computational representation (Brown and Barnwell, 1987).
Conceptual representation involves a graphic description of the prototype by utilizing
geometric
properties to be modeled and identifying boundary conditions and
interrelationships among the prototype's components. The functional representation is the
process whereby the functional model is translated into the mathematical forms and
computations that are run over the desired time and space continuum (Viessman and
Hammer, 1987).
5.3.1
Conceptual Form
As depicted in Figure 12, QUAL2E treats a river as a collection of reaches, each
having homogeneous hydrogeometric properties. Each reach, in turn, is divided into a
series of equal-length (Ax) computational elements or subreaches.
I
8'
'
,wGc.
t'
4
~
4%
~ $
e.o~
%~
4
4
9
8 g.
~I
31.
,/
49%
I,
g
4
.4
1
.4
.4,. -
I
.1'
Figure 12 - Stream Network of Computational Elements and Reaches
34
For each of these computational elements, the hydrological balance can be written
in terms of flows into the upstream face of the element (Qi.1), external sources or
withdrawals (Qx), and the outflow (Qj) through the downstream face of the element. A
mass balance for any constituent C can be written similarly for each element. In the
material balances, the transport (Q*C) and dispersion (
L
AX ax
) are the only processes
that move mass along the stream axis.
Mass can be added or removed from the system via external sources and
withdrawals (QxCx)i ; and via internal sources and sinks (Si). It should be noted that
QUAL2E assumes steady, non-uniform flow. The model assumes that there is complete
mixing within each computational element (Brown and Barnwell,1987).
Reach n
Computational
Element i
FLOW
Qx
1
BALANCE
.-
its",
DL 8c\
i-z
(QxCx)j
MASS
BALANCE
(A
)
Figure 13 - Discretized Stream System
35
5.3.2 Functional Representation
The basic equation of the QUAL2E model is the one-dimensional advectiondispersion mass transport equation conceptualized in Figure 13.
This equation is
numerically integrated over time and space for each water quality constituent. It includes
the effects of advection, dispersion, dilution, constituent reactions and interactions, and
sources and sinks. For each water quality constituent, C, this equation can be written as:
Equation 1
aC
aM
am
a(AXDL a
_
ax
at
ax
a (A. C
xdx + (Adx)-dC +s
dt
ax
=
mass (M)
x
=
distance (L)
t
=
time (T)
C
=
concentration (ML-3)
Ax
=
cross-sectional area (L2 )
DL
=
dispersion coefficient (L2T-)
u
=
mean velocity (LT 1 )
s
=
external source or sinks (MT)
where M
The terms on the right-hand side of the equation represent, respectively,
dispersion, advection, constituent changes, and external sinks/sources. The third term on
the right refers only to constituent changes such as growth and decay and
dC
pshould not
dt
be confused with a1, the local concentration gradient (Brown and Barnwell, 1987).
at
5.3.3 Representation of Coliform Decay
Upon discharge into a water body, environmental conditions determine the extent
to which coliform regrowth and death occur. Many factors determine the growth and
disappearance rates, and can be conveniently classified into three broad categories,
36
namely physical, physiochemical, and biochemical-biological (Bowie et al., 1985). Table
3 summarizes the major factors in these catergories.
Table 3 - Factors affecting the Coliform Disappearance Rates
Physicochemical Factors
Physical Factors
Biochemical-biological
Factors
*
Nutrient levels
*
Photo-oxidation
0
Osmotic effects
"
Adsorption
0
PH
0
*
*
*
*
Flocculation
Coagulation
Sedimentation
Temperature
0
9
Chemical toxicity
Redox Potential
0
0
*
*
Presence of organic
substances
Predators
Bacteriophages
Algae
Presence of fecal
matter
Light is one of the most important physical factors (Chamberlin and Mitchell,
1978). High levels of solar radiation may cause more than ten-fold increase in
disappearance rate over corresponding rate in the dark in seawater. Disappearance rate
has also been found to increase substantially in freshwater (Bowie et al., 1985). On the
other hand, sedimentation, the other significant physical process, is important with regard
to water column coliform levels, particularly where untreated sewage or stormwater is
involved, and under low vertical mixing conditions.
Temperature influences most, if not all, of the other factors. Bitton (1980) and
Lantrip (1983) argue that temperature is the single most important modifier of decay
rates, especially in freshwater and in the dark. Bowie et al. (1985) gave a very detailed
discussion about all the less influencing factors in the U.S. EPA rates constant manual.
Taking the most important factors into consideration, the overall net first-order
decay rate of bacteria (i.e. all mortalioty plus losses minus increases) can be represented
as:
Equation 2
k B= k BI + k
Bi +
k BS
where k B
=
total loss rate (day')
k BI
=
base mortality rate as a function of temperature, salinity,
predation (day-)
k Bi
=
loss rate due to solar radiation (day')
37
k
BS
=
settling loss rate (day-)
(Chapra, 1997)
However, it should be noted that the loss rates due to solar radiation and settling
are often less than 10% of the base mortality rate. Thus, expressions for estimating
coliform concentrations are usually first order decay functions, which only take into
account coliform die-off. The QUAL2E model uses such an expression:
Equation 3
dE
= -KE
dt
where E
=
concentration of coliforms, colonies/100ml
K
=
coliform die-off rate, temperature dependent, day'
(Brown and Barnwell, 1987)
Bowie at al. (1985) have summarized a listing of 30 studies of the coliform
disappearance rate measured in situ. The median coliform disappearnce rates rate for
these studies is 0.04hr-1 with 60% of the values less than 0.05 hr' and 90% less than 0.22
hr-1 (Bowie et al., 1985).
38
6 Data Sources
In order to run a useful and descriptive surface water quality model of the Nahr
Ibrahim, a large amount of data is needed to fully represent the characteristics of the
basin. The data required range from the hydrological information of the basin to landuse
and population numbers. This chapter summarizes the sources of the data used as inputs
and in the calibration stage.
The data used in this modeling exercise came from two major sources, namely
field measurements and existing literature in the form of reports and geographic
information system data.
6.1 Field measurements
The author traveled to the site in January 2001 and performed field measurements
on the Nahr Ibrahim. Water quality samples were taken from eleven different locations as
shown in Figure 7. The eleven sampling locations are concentrated at the upper and lower
sections of the river. The middle portion, used primarily for adventure sports such as
caving, was highly inaccessible because of the steep terrain, and hence no samples were
taken. The hydrogeometric properties of this section were later approximated by linear
interpolation from data gathered in the upper and lower portions of the river.
At each location, dissolved oxygen concentration and temperature were measured
with portable field equipment. Additional samples were collected, acidified and preserved
in a cooler to be brought back for further testing in the laboratory at the American
University of Beirut. Some of the parameters tested in the laboratory included fecal and
total coliform, biochemical oxygen demand, as well as nitrogen and phosphorous
concentration.
At nine of the sampling locations, cross-sectional and flow measurements were also
conducted to assess the hydrogeometric characteristics of the channel. The two
exceptions were location #3, a tributary of Nahr Ibrahim, and location #5 that proved to
be too dangerous for the flow measurement exercise due to its close proximity to the
dam. In addition to water quality and flow measurements, notes and photographs were
taken at each site to help record the characteristics of the riverbed and the areas
39
surrounding the sampling points. All field measurements and results from laboratory
analyses are recorded in Appendix A.
6.2 Data from literature
Very few data were available outside Lebanon, and even fewer were published or
found on the World Wide Web. Thus, the trip the author made to the country proved to
be a rather fruitful one.
It is important to note that over the two-decades-long civil war period, much of
the scientific data in Lebanon has been lost or destroyed. In addition, a very limited
amount of research or data gathering was conducted during the civil war. During the
author's trip to the country, a couple of reports dated before the civil war were found.
One was a seven-volume proposal for the construction of another dam while the other
was a paper mill proposal of a similar nature. Though far from being exhaustive, both
reports gave rather detailed data about the Nahr Ibrahim watershed. Both plans to build
the dam and the paper mill were discarded or forgotten in the end because of the civil war
that followed. However, one challenge encountered while using these reports is that some
data reported were conflicting and widely different. For example, in the case of the
runoff coefficient in the basin, values of 0.3 and 0.8 were reported. It was only after a
careful evaluation of the soil type and rock formation that a runoff coefficient of 0.3 was
chosen.
6.3 Geographic Information System Data
In addition, satellite maps, landuse and population data in the format of
geographic information system (GIS) data were available from the Lebanese Ministry of
Environment. The population projections were used extensively by the author to evaluate
the sustainability of the Nahr Ibrahim for any future economic development (Section 8.3).
However, something about the population data should be noted. Because of racial
tensions and political implications, the Lebanese government has failed to conduct any
official census for the last few decades. It is unknown to the Ministry of Environment
officials how current are the data or the manner with which this unofficial census was
40
conducted. Furthermore, it was unclear who gathered this information. Therefore, the
population studies might not be as accurate as the author would have preferred.
41
7 Application of QUAL2E to the Nahr Ibrahim
This section walks through with the reader how QUAL2E was applied to the Nahr
Ibrahim. The set up of the model was discussed at length in this section. The author has
included a detailed discussion on the handling of data inputs. Two examples of data
inputs are point sources (runoff from the settlements) and the incremental inflow along
the course of the river.
It should be noted that QUAL2E was written in FORTRAN 77 and was originally
developed using punch cards as its input type media (Chapra, 1997). Thus, all the inputs
in this thesis will be referred to as different data types consistent with those introduced in
the QUAL2E user manual.
7.1 Computational Element Flag Field Data
The Nahr Ibrahim is modeled as a simple dentritic river system consisting of 20
reaches and 130 computational elements. Each computational element is assigned a
length of 0.25km. The hydrogeometric characteristics of each individual element needs to
be inputted, as Data Type 4, to allow proper form of the routing equations to be used by
QUAL2E. Table 3 is a summary of the different types of flag field data (Brown and
Barnwell, 1987).
Table 4 - Different Types of Flag Field Data in QUAL2E
Type of Computational Element
Field Data Type
1
Headwater source element.
2
Standard element, incremental inflow/ outflow.
3
4
Element on mainstream immediately upstream of a
junction.
Junction element.
5
Most downstream element.
6
Input (point source) element.
7
Withdrawal element.
42
The two headwater sources, Roueiss and Afqa Cave, are represented as element
#1 and element #20 respectively, as type 1 elements. (Refer to Appendix B for data type
4 file.) The groundwater inflow from the two sources is assumed to be free from fecal
coliform contamination in the model. The flow from the two headwaters merges at
element #31, at the start of reach #5, where the Roueiss tributary joins the main river. The
element right before the junction is assigned as type 3 whereas the junction element is
classified as type 4. The point where the Nahr Ibrahim enters the Mediterranean Sea
29.75km downstream of Roueiss is designated as element #130 with element type 5.
Runoff and discharges from urban and rural settlements and a seafood restaurant in
reach #20 are modeled as point sources and represented as element type 6. Settlements in
close proximity are grouped together and represented as a single point source. For
example, in the case of towns Adonis and Yahchouch in reach 13, they are represented as
element #87.
7.2 Hydraulic Data
Once the elements were assigned, hydrogeometic properties of each individual
reaches were inputted into the program under data type 5.
These data include
information about the side slopes, channel slope, bottom width of channel, and
Manning's n as well as the dispersion constant. The side slopes and the bottom width of
the channel were determined from the cross-sectional field measurement. The Manning's
n was derived from comparing the cross-sectional field measurements, the pictures taken
at the site to those of natural streams documentated by Barnes (1967). For inaccessible
areas in the middle of the river where no measurements were taken by the author, the
method of interpolation was used to extract approximate values. The channel slope was
determined from contour maps of the Nahr Ibrahim Basin whereas the dispersion
coefficient was extracted from stream water quality literature (Bowie et al., 1985). Table
4 summaries all the hydraulic data used in modeling the different reaches of the Nahr
Ibrahim.
43
Table 5 - Hydraulic Data for Different Reaches
Reach
Number
Dispersion
Constant, K,
dimensionless
Side Slope
1
Side Slope
2
Bottom
Width of
Channel
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
60
0.433
0.433
0.3
0.3
0.433
0.408
0.408
0.408
0.408
0.408
0.408
0.408
0.408
0.408
0.7
0.147
0.293
0.263
0.06
0.133
0.433
0.433
0.8
0.8
0.433
0.265
0.265
0.265
0.265
0.265
0.265
0.265
0.265
0.265
1.75
0.147
0.293
0.225
0.035
0.0133
1.52
1.52
1.22
1.22
1.52
4.48
4.48
4.48
4.48
4.48
4.48
4.48
4.48
4.48
6.71
4.57
4.57
4.88
6.10
4.88
Channel
Slope
Manning's
"n"Y
0.045
0.113
0.2
0.083
0.025
0.025
0.04
0.033
0.018
0.06
0.05
0.057
0.05
0.075
0.089
0.013
0.015
0.04
0.01
0.056
0.075
0.075
0.075
0.075
0.065
0.06
0.06
0.065
0.075
0.08
0.085
0.09
0.06
0.05
0.04
0.035
0.035
0.03
0.025
0.02
(m)
7.3 Point Loads
As mentioned, the runoff from the settlements and restaurants was modeled as
point loads. The average municipal effluent rate for American cities is 125 gal/capita-day
(Thomann and Mueller, 1987). Knowing that the settlements in the Nahr Ibrahim Basin
are largely rural and relatively less urbanized, one can safely assume a lower water usage
rate and thus a smaller municipal discharge rate. Thus, an initial value of 80 gal/capitaday was used for the per capita municipal discharge rate. The total runoff from
settlements was computed by multiplying the daily discharge rate with the population in
the settlements. The point loads were then input as Data Type 11.
For the municipal discharge, a fecal coliform concentration of 30E+6/100ml
(Thomann, table 1.3) was used. This number would be adjusted in the calibration stage of
the modeling exercise. For the seafood restaurant, a discharge rate of 35 gal/seat-day was
used (DeFeo, 1991)). The number of customers the restaurant gets a day can only be
estimated from the number of tables placed at the restaurant. It should be noted that these
numbers fluctuate greatly across seasons, peaking in summer. Discharge from the
44
restaurant was calculated by multiplying the daily rate and the expected number of
customers per day.
7.4 Incremental Flow
While the major source of contamination is the runoff from the settlements,
incremental flow is the most important contributor to the dilution process. The
incremental flow was calculated as the multiple of the sub-basin area corresponding to
each reach, the localized rainfall, and the runoff ratio (i.e. Incremental Flow = Sub-basin
Area * Rainfall Rate * Runoff Ratio).
Localized rainfall is easily determined from the isohyetal map available while the
sub-basin areas were traced out on the contour map in GIS. While a runoff coefficient of
0.3 was chosen (see section 6.1.2), the fecal coliform concentration in the incremental
flow was assumed to be zero. The incremental flow data are inputted as Data Type 8 and
8A.
7.5 Coliform Decay Coefficient
The U.S. EPA provides good documentation of the coliform decay coefficient. It
recorded the coliform bacteria freshwater disappearance rates measured in situ for a large
number of surface water bodies including rivers, ponds, lakes and reservoirs in different
times of the year (Bowie et al., 1985). In addition, it also summarises values for coliformspecific disappearance rates used in several modeling studies. After comparing the
characteristics of the listed rivers with the Nahr Ibahim, the author estimated a coliform
decay rate of 0.96/day for this QUAL2E model.
45
8 Model Calibration
Calibration is the process whereby uncertain model inputs and parameters are
adjusted within the range of reasonable values to give the most realistic results. In this
QUAL2E model, the input fecal coliform concentration from the point loads have to be
altered somewhat in order for the simulation to be in good agreement in magnitude with
the field data. With an initial concentration of 30E+6/100ml, the output concentration
wasofn the order of 1E+5/100ml, 1000 times greater than the field data. The input
concentration was gradually lowered and various values were tested. To get the outputs to
reach a magnitude close to that of the field data, an input coliform concentration of
3E+4/100ml was required.
The author attempted to alter the coliform decay coefficient to allow a better fit
between the model and the field data. However, to reduce the model output by an order of
1000, an unrealistically large decay constant is necessary. Thus, the author decided to
reduce input coliform concentration rather than altering the decay coefficient.
Calibrated Output vs Field Data
160.0
E
140.0
z 120.0
0Ni
100.0
**.0*
0
o
Field Data
8 Calibrated output
60.0
40.0
20.0U.
0.0
0.0
5.0
10.0
15.0
20.0
25.0
30.0
Distance from Source (km)
Figure 14 - Calibrated Model Output Compared with Field Data
46
The big discrepancy between initial model output and field measurements have
two interesting implications. It suggests that either the total runoff from settlements
modeled was too high or there is some form of pre-treatment for the municipal waste
before it is discharged directly into the Nahr Ibrahim. The latter contradicts the fact that
there are no sewage treatment facilities nationwide in Lebanon.
Therefore, it was
concluded that the coliform loads from the settlements must have been estimated
unrealistically high.
Since only one set of field data was available, any further attempt to force the
shape of the output curve to be in agreement with the field data was deemed to be
unnecessary and unjustifiable. In the standard good practice of modeling, the calibration
process should be followed by verification. However, due to the lack of another
independent source of fecal coliform field data, the verification procedure was not
possible.
47
9 Results
This section describes the various sensitivity analyses that were performed. The
author wishes to find out the simulated one-dimensional river conditions when crucial
parameters are changed. Three different parameters were tested, including the summer
low flow, municipal discharge rate from settlements, and future population. These
sensitivity analyses have important bearing on formulating environmental policies and
long term monitoring plans.
9.1 Summer Low Flow
The original model was set up with the winter rainfall data and calibrated with
field data taken in the high flow period in January. However, contamination problems are
most critical in summer when the rainfall is scarce and flow rate is low. Thus, it is of
interest to evaluate the fecal coliform concentration in the Nahr Ibrahim in the summer
season.
The summer flow rate is modeled as 5% of the regular high flow in January. This
is a valid assumption as most of the tributaries will dry up in summer resulting in
practically zero flow in the summer months of June, July, and August.
48
Summer Low Flow
400.0
350.0
300.0
0
c 250.00
*Summer 5% flow
EJanuary (100%)
S200.0-4U
2.
C
150.0
0
E100.0
0
0 50.0
0.0 0
0.0
5.0
10.0
15.0
20.0
25.0
30.0
35.0
Distance from Source (km)
Figure 15 - Sununer Low Flow Model Output
As shown in Figure 15, there is a serious coliform contamination problem in the
Nahr Ibrahim in summer. The only area that remains unaffected is the first 5 km from the
sources. In this simulation, the surge in the number of tourists visiting and the re-opening
of the restaurants and eateries were unaccounted for. In summer time, the number of
tourists and the occupants of summer-homes is more than quadruple the regular
population in the Nahr Ibrahim Basin. Thus, we can see that there is indeed a serious
contamination problem in the summer time.
49
9.2 Change in Municipal Discharge Rate from Settlements
Next, the author tested sensitivity of the Nahr Ibrahim to a reduction in the
municipal discharge rate from the point sources. The original 80 gal/capita-day figure
was reduced by approximately 25% to 62.5 gal/capita-day. This new figure is half of the
standard value for urbanized American cities.
160.0
E
140.0
0
120.0 -
U 85ga1/capita-day
0 20.0
. LE
40.0
0
20.0
0
0.0
0.0
5.0
10.0
15.0
20.0
25.0
30.0
35.0
Distance from Source (km)
Figure 16 - Model Outputs with Different Municipal Discharge Rate
As we can see from the results in Figure 16, the 62.5 gal/capita-day figure
generated an almost proportional decrease of 25% in the coliform concentration over the
entire course of river. This suggests that the ministry should look into rectifying the
bacteria contamination problem by encouraging a lower municipal discharge rate from
the settlements. This will only work provided that the settlers will not simply increase the
coliform concentration of the municipal discharge accordingly. Thus suggesting that
some sort of partial treatment is needed before the municipal waste can be discharged
directly into the river.
50
9.3 Population Projections
One of the biggest interests of this project is to evaluate the sustainability of the
Nahr Ibrahim for future economic development and projected population growth. With
the GIS population data, simulations were made to test the coliform contamination level
for the next 5, 10, and 20 years.
Population Projection
250.0
E
200.0
0
z
C
2 150.0
02020
0 2010
A 2005
o100.0-
x Present (2000)
0
"
50.0
0.0
0.0
5.0
10.0
15.0
20.0
25.0
30.0
Distance from Source (km)
Figure 17 - Model Output with Population Projections
The result indicates that the coliform problem is not extremely severe. The
bacterial concentration is well below the typical recreational water standard of 200/100ml
for the three different periods tested. The only area that may raise a little concern is the
region near the river mouth in the last 3 km of the Nahr Ibrahim, where the concentration
is forecasted to slightly exceed the limit in the year 2020.
This simulation seems to suggest that the ministry should not worry about the
effect of population growth on the sustainability of the river. However, there are two very
important things to bear in mind about this simulation exercise.
First of all, the reliability of the GIS population data is at question. As explained
in section 3.7, the input data may not be as accurate as they should be. Also, population
forecasts are always uncertain. Thus, this sensitivity analysis result should be viewed
51
with a little caution and serve only as a rough indicator for any potential future pollution
problem. Secondly, we should remember that the winter high flow was used in the
analysis. As explored in section 8.1, bacterial contamination can still be an issue during
the summer time when the flow is low.
9.4 Conclusions
Many factors are at play in determining the response of the river. What was done
in this section can merely serve as a rough guide and offer a glimpse to the problem at
large. Thus, to get a more accurate prediction, data of a higher quality are needed for the
modeling process. Furthermore, more parameters can be tested in different combinations
to see their collective effect on the river.
52
10 Recommendations
With a rough idea about the coliform contamination situation and the future
sustainability of the Nahr Ibrahim, a few recommendations are made to help alleviate the
problem.
Currently, there is no environmental regulation that prohibits the discharge of raw
sewage into any rivers in the country. The existing laws only apply to industrial facilities
and they are loosely enforced. One thing that the Lebanese Ministry of Environment can
look into is the formulation of new environmental policies that will limit the direct
discharge of sewage from point sources such as settlements and restaurants into the river.
A set of monitoring guidelines can be laid out to ensure compliance and penalties should
be imposed for any violations.
There is definitely the need to set up a long-term monitoring plan to test the water
quality in Nahr Ibrahim on a regular basis. This is important step to safeguard the health
of the residents in the valley that use the river as a source of drinking water. The
monitoring tests should be easily executable and the results should have some bearings in
the future environmental regulation formulation process.
At present, there is no sewage treatment plant in Lebanon. Any waste, industrial
or municipal, is disposed directly into the Mediterranean Sea or the rivers in the country.
The most direct and long-term solution to this pollution problem is to look into the
construction of sewage treatment plants. This recommendation definitely is not limited to
the Nahr Ibrahim Valley but applicable to the country at large.
With the recent recovery from the civil war, Lebanon's top priority is to reestablish the economy. Environmental issues are taking the back seat. While the author
was in the country, a general lack of environmental concern was observed among the
Lebanese people. Thus, perhaps one way to solve the problem at its roots is for the
Ministry of Environment to work hand in hand with the educational institutions and the
media to implement some educational programs to instill a greater sense of
environmental awareness in the general public.
53
10.1 Future Studies
This project is challenged as its results and predictions are slightly hampered by the
lack of reliable data. One possible area of future study is to consolidate all existing data
on the Nahr Ibrahim watershed into a useful database.
Since reliable precipitation data are indispensable for the formulation of a surface
water quality model as such, it might be of interest for the local government to install
more rain gages in the basin area and gather more field data. Alternatively, a precipitation
simulation and prediction model can be set up.
There is a vast amount of interest in the sustainability of the Nahr Ibrahim in the
face of the future economic development. Thus, it is certainly worth a more detailed
study on the land use pattern as the Lebanese economy bounces back. It might be a good
idea to do this in cooperation with the urban planning department in the government. This
is to better formulate land use policies and urban development that include environmental
considerations.
Within the short span of time the author spent in the country, the collection of
multiple sets of water quality samples was not possible. Thus, the QUAL2E model was
calibrated with a single set of field data. Moreover, the verification process could not be
performed. It will be meaningful for future studies to test for a more extensive list of
water quality parameters. In addition, testing can be done at different times of the day,
across different seasons and over a more extensive period of time to evaluate the
variability of water quality as a function of time.
This project only serves as a simple platform for the evaluation of surface water
quality in the Nahr Ibrahim. The model merely gives an indication of the area of concern.
Thus, additional future studies can build upon the existing work and hopefully, provide a
full picture of the pollution problem in the Nahr Ibrahim River Valley.
54
11 References
Barnes, H.H. Jr., 1967: Roughness Characteristicsof Natural Streams, Water-Supply Paper
1849. U.S. Geological Survey, Washington, D.C.
Bowie, G.L., Mills, W.B., Porcella, D.B., Campbell, C.L., Pagenkopt, J.R., Pupp, G.L., Johnson,
K.M., Chan, P.W.H., and Gherini, S.A., 1985: Rates, Constants, and Kinetics
Formulationsin Surface Water Quality Moedling, 2nd ed., EPA/600/3-85/040, U.S. EPA,
Athens, GA.
Brown, L.C., and Barnwell, T.O. Jr., 1987: The Enhanced Stream Quality Models QUAL2E and
QUAL2EOUNCASE: Documentation and User Manual, U.S. Environmental Protection
Agency, EPA-600/3-87-007, Athens, GA: Environmental Research Laboratory.
Bureau D'Etudes Hydrauliques, 1994: Etude Des Apports De Nahr Ibrahim. Republique
Libanaise, Ministere Des Ressources Hydrauliques et Electriques. Lebanon.
Bureau Technique pour le Developpement, 1984: Etude Hydrogeologique et Geotechnique du
Projet de Barrage de Yahchouche sur le Nahr Ibrahim: Rapport Geologique. Ministere
des Ressources Hyrdauliques et Electriques. Lebanon.
Bureau Technique pour le Developpement, 1985: Etude Hydrogeologique et Geotechnique du
Projet de Barrage de Yahchouche sur le Nahr Ibrahim: Rapport d'Exploitation et de
Surveillance du Limnigraphe. Ministere des Ressources Hyrdauliques et Electriques.
Lebanon.
Bureau Technique pour le Developpement, 1985: Etude Hydrogeologique et Geotechnique du
Projet de Barrage de Yahchouche sur le Nahr Ibrahim: Rapport General des Mesures.
Ministere des Ressources Hyrdauliques et Electriques. Lebanon.
Cedarland, 2001. http://www.geocities.com/CapitolHill/Parliament/2587/hist.html
Chapra, S.C., 1997: Surface Water-Quality Modeling. McGraw-Hill Companies, Inc., Boulder,
CO.
DeFeo, Wait & Associates, 1991: Technical Evaluation of Title 5, The State
Environmental Code, 310 CMR 15.00.
Electrowatt, 1981: Relance Des Projects Hydro-Agricoles: Barrage De Iaal Dans Le
Liban Nord, Barrage De Yahchouch Sur Le Nahr Ibrahim. Ministere Des
Ressources Hydrauliques et Electriques. Lebanon.
El-Fadel, M. Zeinati, M., Jamali, D. 2000: Water Resources in Lebanon:
Characterization, Water Balance and Constraints. Water Resources Development,
16(4): 615-638.
55
Hemond, H.F. and Fechner-Levy, E.J., 2000: Chemical Fate and Transport in the Environment,
Second Edition. Academic Press Cambridge, MA.
Ministry of Tourism. "Legend of Adonis and Astarte." As per e-mail received 4/24/2001.
Nauphal, Naila. 1997: Post-warLebanon: Women and other war-affected groups
http://www.ilo.org/public/english/employment/skills/training/publ/pub9.htm
Nations Unies. Liban. 1997: Etude des Eaux Souterraines.New York.
Office of Research and Development Office of Water, Action Planfor Beaches and Recreational
Waters, U.S. Environmental Protection Agency, EPA/600/R-98/079, Washington, D.C.,
March 1999.
Papazian, Hratch S. 1981: A Hydrogeological Study of the Nahr Ibrahim Basin in the
Vicinity of the PaperMill Project of Indevco in Lebanon. Lebanon.
Thomman, R.V. and Mueller, J.A., 1987: Principlesof Surface Water Quality Modeling
and Control. Harper & Row, Publishers, NY.
U.S. EPA, 1997: Technical Guidance Manual for Developing Total Maximum Daily
Loads, Book 2: Streams and Rivers, Part 1: Biochemical Oxygen Demand!
Dissolved Oxygen and Nutrients/ Eutrophication,Washington, D.C.
Viessman, W. Jr., and Hammer, M.J., 1998: Water Quality Supply and Pollution Control,
Sixth Edition. Addison Wesley Longman, Inc., FL.
56
Appendix A
57
Sample DO (mg/l)
Temperature
(C)
pH
BOD
(mg/l)
Nitrate
(mg/1)
COD (mg/l)
Trial 1 Trial
2
2
1
5
5
15
10
2
8
9
2
8
1
5
21
Phosphate (mg/I)
Trial 1 Trial 2
0.00
0.00
0.00
0.00
0.00
0.08
0.08
0.00
0.00
0.04
0.06
0.08
0.00
0.00
1
2
3
4
5
6
7
13.8
12.7
12.8
16
13.9
15.5
15.7
2.5
2
1.5
4
5
4.5
5.5
7.92
8.36
NA
8.2
8.26
8.12
7.95
10.8
9.2
10.7
11.4
11.2
11
11.4
0
0.02
0.08
0.02
0.03
0.03
0.03
8
15.9
4
8.12
11.1
0.05
1
1
0.02
0.00
15.6
15.4
13.5
5
8
8.13
8.1
8.06
11.5
10.9
10.9
0.05
0.04
0.03
0
8
2
25
11
7
0.00
0.02
0.04
0.00
0.02
0.02
9
10
11
1
Note:
For the Phosphate Test
Trial 1 was done with acidified samples.
Trial 2 was done with neutrailized samples.
Fecal Coliform
Test
1Blue
100
50
25
2
100
50
25
3
100
50
20
4
100
50
20
5
100
50
20
C
100
50
25
10
Total
Red
0
0
2
17
1
1
17
1
3
6
4
4
27
12
7
33
16
11
181
98
49
24
7
21
205
105
70
135
64
45
36
42
31
171
106
84
88
74
41
2
12
12
90
86
53
204
134
74
27
26
28
66
49
230
162
140
76
6Blue
100
50
20
10
7
100
50
20
10
8
100
50
20
10
9
100
50
20
10
10
100
50
20
10
11
100
50
20
1
Red
Total
40
17
8
3
54
17
28
10
94
34
36
13
52
22
3
4
33
15
18
6
85
37
21
10
63
30
11
4
35
27
18
4
98
57
29
8
50
30
29
7
18
13
186
80
68
43
215
87
86
51
39
18
20
133
129
126
106
184
168
144
88
77
45
11
43
97
116
111
131
174
161
122
Nitrite
Test
Trial I
Trial 2
N02 - N
N02"
NaNO 2
N02 - N
N02~
NaNO 2
Sample
(mg/l)
(mg/l)
(g(mg/)
(mg/1)
(mg/l)
1*
0.006
0.019
0.063
0.09
0.011
0.036
0.054
2*
0.011
0.036
0.054
0.033
0.05
0.047
0.07
0.01
3*
0.014
0.172
0.114
0.035
0.027
0.018
0.005
4*
0.113
0.023
0.075
0.066
0.044
0.013
5*
0.036
0.054
0.011
0.031
0.046
6
0.009
0.042
0.028
0.008
0.048
0.01
0.032
7
0.043
0.029
0.009
0.027
0.018
8
0.006
0.014
0.009
0.003
0.005
0.008
9
0.002
10
0.005
0.018
0.027
0.008
0.026
0.039
11
0.01
0.033
0.049
0.005
0.017
0.025
Note:
Samples with * were tested with 25ml powder pillow using only 10ml of
sample.
Ammonia
Sample
1
2
3*
4
5*
6
7
8
9
10
11
itrogen
_
Trial I
NH 3-N
NH 3
(mg/l)
(mg/l)
0.05
0.01
0.08
0.16
0.1
0.02
0.04
0.02
0.03
0.01
0.06
Trial 2
NH 3-N
NH 3
NH 4 (mg/l) (Mg/1)
0.06
0.01
0.1
0.19
0.12
0.03
0.05
0.02
0.04
0.01
0.07
0.07
0.01
0.1
0.2
0.13
0.03
0.05
0.02
0.04
0.01
0.08
Note:
Samples 3 and 5 had low pH and were not neutralized.
(mgl)
0.04
0.03
0.04
0.14
0.09
0.02
0.04
0.01
0.05
0.04
0.05
0.05
0.04
0.05
0.17
0.1
0.02
0.05
0.02
0.07
0.05
0.06
NH 4 ' (mg/1)
0.05
0.04
0.05
0.18
0.11
0.02
0.05
0.02
0.07
0.05
0.07
Appendix B
61
Appendix 2A
-
Calib ration Data File
Co liform simulation
Ib rahim River
CO NSERVATIVE MINERAL I
TRCR IN UNIT
CO NSERVATIVE MINERAL II
CO NSERVATIVE MINERAL III
TE MPERATURE
BI OCHEMICAL OXYGEN DEMAND
AL GAE AS CHL-A IN UG/L
PH OSPHORUS CYCLE AS P IN MG/L
(ORGANIC-P; DISSOLVED-P)
NI TROGEN CYCLE AS N IN MG/L
(ORGANIC-N; AMMONIA-N; NITRITE-N;' NITRATE-N)
DI SSOLVED OXYGEN IN MG/L
FE CAL COLIFORM IN NO./100 ML
AR BITRARY NON-CONSERVATIVE
TITLE01
TITLE02
TITLE03
TITLE04
TITLE05
TITLE06
TITLE07
NO
NO
NO
NO
NO
TITLE08
NO
TITLE09
NO
TITLE10
TITLEll
NO
TITLE12
TITLE13
NO
TITLE14
YES
TITLE15
NO
ENDTITLE
LIST DATA INPUT
WRITE OPTIONAL SUMMARY
NO FLOW AUGMENTATION
STEADY STATE
NO TRAP CHANNELS
PRINT LCD/SOLAR DATA
NO PLOT DO AND BOD DATA
1.
INPUT METRIC
EVAP. COEF., (AE)
OUTPUT METRIC
1.
=
EVAP. COEF.,(BE)
ENDATA1
ENDATA1A
ENDATAlB
ENDATA2
ENDATA3
FLAG FIELD RCH=
1.
FLAG FIELD RCH=
2.
FLAG FIELD RCH=
3.
FLAG FIELD RCH=
4.
FLAG FIELD RCH=
5.
FLAG FIELD RCH=
6.
FLAG FIELD RCH=
7.
FLAG FIELD RCH=
8.
FLAG FIELD RCH=
9.
FLAG FIELD RCH=
10.
FLAG FIELD RCH=
11.
FLAG FIELD RCH=
12.
FLAG FIELD RCH=
13.
FLAG FIELD RCH=
14.
FLAG FIELD RCH=
15.
FLAG FIELD RCH=
16.
FLAG FIELD RCH=
17.
FLAG FIELD RCH=
18.
FLAG FIELD RCH=
19.
11.
8.
5.
6.
8.
8.
5.
6.
9.
4.
6.
7.
4.
4.
9.
6.
8.
7.
4.
1.6.2.2.2.2.2.6.2.2.2.
2.2.6.2.2.2.6.3.
1.6.2.6.2.
2.2.2.6.2.2.
4.6.2.6.2.2.6.2.
2.2.2.6.6.2.2.2.
6.2.2.6.2.
2.2.2.6.6.6.
2.2.2.2.6.2.2.2.6.
2.2.6.2.
2.2.2.2.6.6.
2.2.6.2.2.6.2.
2.2.2.6.
2.2.2.2.
2.2.2.2.2.2.2.2.2.
6.2.6.6.6.2.
6.2.2.2.6.2.2.2.
2.2.2.6.2.2.2.
2.6.2.6.
62
FLAG FIELD RCH=
20.
6.2.2.2.5
5.
ENDATA4ELD
HYDRAULICS RCH=
HYDRAULICS RCH=
HYDRAULICS RCH=
HYDRAULICS RCH=
HYDRAULICS RCH=
HYDRAULICS RCH=
HYDRAULICS RCH=
HYDRAULICS RCH=
HYDRAULICS RCH=
HYDRAULICS RCH=
HYDRAULICS RCH=
HYDRAULICS RCH=
HYDRAULICS RCH=
HYDRAULICS RCH=
HYDRAULICS RCH=
HYDRAULICS RCH=
HYDRAULICS RCH=
HYDRAULICS RCH=
HYRDAULICS RCH=
HYDRAULICS
RCH=
0.3
0.3
0.433
0.408
0.408
0.408
0.408
0.408
0.408
0.408
0.408
0.408
0.7
0.433
0.433
0.8
0.8
0.433
0.265
0.265
0.265
0.265
0.265
0.265
0.265
0.265
0.265
1.75
0.147
0.147
0.293
0.263
0.06
0.133
0.293
0.225
0.035
0.0133
0.433
60.
60.
60.
60.
60.
60.
60.
60.
60.
60.
60.
60.
60.
60.
60.
60.
60.
60.
60.
60.
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
15.
16.
17.
18.
19.
20.
0.433
1.52
1.52
1.22
1.22
1.52
4.48
4.48
4.48
4.48
4.48
4.48
4.48
4.48
4.48
6.71
4.57
4.57
4.88
6.10
4.88
.075
.075
.075
.075
.065
.06
.06
.065
.075
.08
.085
.09
.06
.05
.04
.035
.035
.03
.025
.02
0.045
0.113
0.2
0.083
0.025
0.025
0.04
0.033
0.018
0.06
0.05
0.057
0.05
0.075
0.089
0.013
0.015
0.04
0.01
0.056
ENDATA5
ENDATA5A
REACT COEF RCH=
REACT COEF RCH=
REACT COEF RCH=
REACT COEF RCH=
REACT COEF RCH=
REACT COEF RCH=
REACT COEF RCH=
REACT COEF RCH=
REACT COEF RCH=
REACT COEF RCH=
REACT COEF RCH=
REACT COEF RCH=
REACT COEF RCH=
REACT COEF RCH=
REACT COEF RCH=
REACT COEF RCH=
REACT COEF RCH=
REACT COEF RCH=
REACT COEF RCH=
REACT COEF RCH=
ENDATA6
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
15.
16.
17.
18.
19.
20.
3.
3.
3.
3.
3.
3.
3.
3.
3.
3.
3.
3.
3.
3.
3.
3.
3.
3.
3.
3.
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
ENDATA6A
ALG/OTHER COEF
ALG/OTHER COEF
RCH=1.
RCH=2.
ALG/OTHER COEF RCH=3.
ALG/OTHER COEF RCH=4.
0
0
0
0
0
0
0
0
0
0
0
0
0.96
0.96
0.96
0.96
0
0
0
0
0
0
0
0
0
0
0
0
63
ALG/OTHER
ALG/OTHER
ALG/OTHER
ALG/OTHER
ALG/OTHER
ALG/OTHER
ALG/OTHER
ALG/OTHER
ALG/OTHER
ALG/OTHER
ALG/OTHER
ALG/OTHER
ALG/OTHER
ALG/OTHER
ALG/OTHER
ALG/OTHER
COEF
COEF
COEF
COEF
COEF
COEF
COEF
COEF
COEF
COEF
COEF
COEF
COEF
COEF
COEF
COEF
RCH=5.
RCH=6.
RCH=7.
RCH=8.
RCH=9.
RCH=10.
RCH=11.
RCH=12.
RCH=13.
RCH=14.
RCH=15.
RCH=16.
RCH=17.
RCH=18.
RCH=19.
RCH=20.
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
ENDATA6B
INITIAL
INITIAL
INITIAL
INITIAL
INITIAL
INITIAL
INITIAL
INITIAL
INITIAL
INITIAL
INITIAL
INITIAL
INITIAL
INITIAL
INITIAL
INITIAL
INITIAL
INITIAL
INITIAL
INITIAL
COND-1
COND-1
COND-1
COND-1
COND-1
COND-1
COND-1
COND-1
COND-1
COND-1
COND-1
COND-1
COND-1
COND-1
COND-1
COND-1
COND-1
COND-1
COND-1
COND-1
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
15.
16.
17.
18.
19.
20.
4.
4.
4.
4.
4.
4.
5.
5.
5.
5.
5.
6.
6.
6.
6.
6.
7.
7.
7.
7.
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
5.379
0.130
3.343
0.497
0.543
0.268
0.686
0.997
0.449
0.118
0.175
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
ENDATA7
ENDATA7A
INCR
INCR
INCR
INCR
INCR
INCR
INCR
INCR
INCR
INCR
INCR
INFLOW-1
INFLOW-1
INFLOW-1
INFLOW-1
INFLOW-1
INFLOW-1
INFLOW-1
INFLOW-1
INFLOW-1
INFLOW-1
INFLOW-1
4.
4.
4.
4.
4.
4.
5.
5.
5.
5.
5.
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
64
INCR INFLOW-1
RCH=
INCR INFLOW-1
RCH=
INCR INFLOW-1
RCH=
INCR INFLOW-1
RCH=
INCR INFLOW-1
RCH=
INCR INFLOW-1
RCH=
INCR INFLOW-1
RCH=
INCR INFLOW-1
RCH=
INCR INFLOW-1
RCH=
12.
13.
14.
15.
16.
17.
18.
19.
20.
0.442
0.098
0.134
0.196
0.137
0.138
0.165
0.409
0.022
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
6.
6.
6.
6.
6.
7.
7.
7.
7.
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
ENDATA8
ENDATA8A
JNC=A & R
1
STREAM JUNCTION
12
12
12
ENDATA9
HEADWTR-1 HDW=
HEADWTR-1 HDW=
1.0
2.0
ROUEISS
1.0
2.0
0
0
AFQA
4.841
3.009
4.
4.
0
0
0
0
0
0
0
0
0
0
0
0
0
0
ENDATA10
HEADWTR-2 HDW=
HEADWTR-2 HDW=
0
0
0
0
ENDATA10A
POINTLD-1
PTL=
POINTLD-1
PLT=
POINTLD-1
PLT=
POINTLD-1
PLT=
POINTLD-1
PLT=
POINTLD-1
PLT=
POINTLD-1
PLT=
POINTLD-1
PLT=
POINTLD-1
PLT=
POINTLD-1
PLT=
POINTLD-1
PLT=
POINTLD-1
PLT=
POINTLD-1
PLT=
POINTLD-1
PLT=
POINTLD-1
PLT=
POINTLD-1
PLT=
POINTLD-1
PLT=
POINTLD-1
PLT=
POINTLD-1
PLT=
POINTLD-1
PLT=
POINTLD-1
PLT=
POINTLD-1
PLT=
POINTLD-1
PLT=
POINTLD-1
PLT=
POINTLD-1
PLT=
POINTLD-1
PLT=
POINTLD-1
PLT=
POINTLD-1
PLT=
POINTLD-1
PLT=
POINTLD-1
PLT=
POINTLD-1
PLT=
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
15.
16.
17.
18.
19.
20.
21.
22.
23.
24.
25.
26.
27.
28.
29.
30.
31.
Aoquora
Madjel
Yanouh
Mhgaira&Hd
Afqa
Mnaitra
Ghabat
Aaboud
Mazraat
Qartaba
Ain El Gho
Lassa
Jaune
Qerqraiya
Ain El Del
Qehmez
Balhoss
Frat
Trabra
Chorene
Ain Jrain
Nahr Ed Da
Mechane
Adonis&Yah
Fart
Jouret Bed
Bizhel
Mradiye
Zaaitra
Maissra
Zeitoun
9.31E-3
3 . 78E-3
3.36E-3
4.46E-3
2 . 10E-3
2. 09E-4
2 .90E-3
1 . 68E-3
1.26E-3
3.19E-2
1.26E-3
6 .77E-3
8.38E-4
8 .38E-4
8 . 38E-4
2 . 10E-3
9 .68E-5
4.21E-4
8.38E-4
1. 68E-4
8.38E-4
1. 68E-3
3 . 36E-3
1.22E-2
8.38E-4
2 . 10E-3
2. 52E-3
1. 68E-3
4. 23E-3
2 . 10E-3
2 . 10E-3
65
32.
POINTLD-1 PLT= 33.
POINTLD-1 PLT= 34.
POINTLD-1 PLT=
0
Jo&Qa&N&Bq 0
Rest&Ibrah 0
El&Gh&Hou
1.22E-2
1. 05E-2
2.28E-3
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
ENDATAl1
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2
PTL=
POINTLD-2
PTL=
POINTLD-2
PTL=
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
15.
16.
17.
18.
19.
20.
21.
22.
23.
24.
25.
26.
27.
28.
29.
30.
31.
32.
33.
34.
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
ENDATA11A
ENDATA12
ENDATA13
ENDATA13A
66
Appendix 2B
Summer Low Flow
-
TITLE01
TITLE02
TITLE03
TITLE04
NO
NO
TITLE05
NO
TITLE06
TITLE07
NO
NO
TITLE08
NO
TITLE09
NO
TITLE10
TITLE11
NO
TITLE12
TITLE13
NO
TITLE14
YES
TITLE15
NO
(5%)
Coliform simulation
Ibrahim River
CONSERVATIVE MINERAL I
TRCR IN UNIT
CONSERVATIVE MINERAL II
CONSERVATIVE MINERAL III
TEMPERATURE
BIOCHEMICAL OXYGEN DEMAND
ALGAE AS CHL-A IN UG/L
PHOSPHORUS CYCLE AS P IN MG/L
(ORGANIC-P; DISSOLVED-P)
NITROGEN CYCLE AS N IN MG/L
(ORGANIC-N; AMMONIA-N; NITRITE-N;'
NITRATE-N)
DISSOLVED OXYGEN IN MG/L
FECAL COLIFORM IN NO./100 ML
ARBITRARY NON-CONSERVATIVE
ENDTITLE
LIST DATA INPU T
WRITE OPTIONAL SUMMARY
NO FLOW AUGMEN TATION
STEADY STATE
NO TRAP CHANNE LS
PRINT LCD/SOLA R DATA
NO PLOT DO AND BOD DATA
FIXED DNSTM
CO NC
0.
1.
(YES=1)=
INPUT METRIC
NUMBER OF REAC HES
=
NUM OF HEADWAT ERS
=
TIME STEP
=
(HOU RS)
MAXIMUM ROUTE
PIME
20.
2.
5D-ULT BOD CONV K COEF
NUMBER OF JUNCTIONS
NUMBER OF POINT LOADS
LNTH. COMP. ELEMENT
30.
(HRS)=
0
1.
1
34.
0.25
=
OUTPUT METRIC
=
(DX)=
TIME INC. FOR RPT2
(HRS)=
LATITUDE OF BA SIN
(DEG) =
LONGITUDE OF BASIN
(DEG)=
STANDARD MARID [AN
(DEG) =
DAY OF YEAR START TIME
=
EVAP. COEF.,(BE)
=
DUST ATTENUATION COEF.
-
EVAP. COEF.,(A
ELEV. OF BASIN
(ELEV)
=
ENDATA1
ENDATA1A
ENDATAIB
RM Source R
FROM
RM 27.0-25.0
FROM
RM Source A
FROM
RM 26.5-25.0
FROM
STREAM REACH
1.RCH=
2.RCH=
3.RCH=
4.RCH=
5.RCH=
6.RCH=
STREAM REACH
7. RCH=
RM
STREAM REACH
8. RCH=
9.RCH=
10. RCH=
11.RCH=
12.RCH=
13.RCH=
RM
STREAM REACH
STREAM REACH
STREAM REACH
STREAM REACH
STREAM REACH
STREAM REACH
STREAM REACH
STREAM REACH
STREAM REACH
STREAM REACH
RM
RM
RM
RM
RM
RM
RM
25.0-23.0
23.0-21.0
21.0-19.75
19.75-18.25
18.25-16.0
16.0-15.
15.0-13.5
13.5-11.75
11.75-10.75
FROM
FROM
FROM
FROM
FROM
FROM
FROM
FROM
FROM
29.75
27.
27.75
26.5
25.0
23.0
21.0
19.75
18.25
16.0
15.
13.5
11.75
27.
25.
26.5
25.
23.0
21.0
19.75
18.25
16.0
15.
13.5
11.75
10.75
TO
TO
TO
TO
TO
TO
TO
TO
TO
TO
TO
TO
TO
67
STREAM REA CH
STREAM REA CH
STREAM REA CH
STREAM REA CH
STREAM REA CH
STREAM REA CH
STREAM REA CH
14.RCH=
15.RCH=
16.RCH=
17.RCH=
18.RCH=
19.RCH=
20.RCH=
RM
RM
RM
RM
RM
RM
RM
10.75-9.75
9.75-7.5
7.5-6.0
6.0-4.0
4.0-2.25
2.25-1.25
1.25-0.0
FROM
FROM
FROM
FROM
FROM
FROM
FROM
10.75
9.75
7.5
6.0
4.0
2.25
1.25
9.75
7.5
6.0
4.0
2.25
1.25
0.0
TO
TO
TO
TO
TO
TO
TO
ENDATA2
ENDATA3
FLAG FIELD RCH=
FLAG FIELD RCH=
FLAG FIELD RCH=
FLAG FIELD RCH=
FLAG FIELD RCH=
FLAG FIELD RCH=
FLAG FIELD RCH=
FLAG FIELD RCH=
FLAG FIELD RCH=
FLAG FIELD RCH=
FLAG FIELD RCH=
FLAG FIELD RCH=
FLAG FIELD RCH=
FLAG FIELD RCH=
FLAG FIELD RCH=
FLAG FIELD RCH=
FLAG FIELD RCH=
FLAG FIELD RCH=
FLAG FIELD RCH=
FLAG FIELD RCH=
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
15.
16.
17.
18.
19.
20.
11.
8.
5.
6.
8.
8.
5.
6.
9.
4.
6.
7.
4.
4.
9.
6.
8.
7.
4.
5.
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
15.
16.
17.
18.
19.
20.
60.
60.
60.
60.
60.
60.
60.
60.
60.
60.
60.
60.
60.
60.
60.
60.
60.
60.
60.
60.
1.6.2.2.2.2.2.6.2.2.2.
2.2.6.2.2.2.6.3.
1.6.2.6.2.
2.2.2.6.2.2.
4.6.2.6.2.2.6.2.
2.2.2.6.6.2.2.2.
6.2.2.6.2.
2.2.2.6.6.6.
2.2.2.2.6.2.2.2.6.
2.2.6.2.
2.2.2.2.6.6.
2.2.6.2.2.6.2.
2.2.2.6.
2.2.2.2.
2.2.2.2.2.2.2.2.2.
6.2.6.6.6.2.
6.2.2.2.6.2.2.2.
2.2.2.6.2.2.2.
2.6.2.6.
6.2.2.2.5.
ENDATA4ELD
HYDRAULICS RCH=
HYDRAULICS RCH=
HYDRAULICS RCH=
HYDRAULICS RCH=
HYDRAULICS RCH=
HYDRAULICS RCH=
HYDRAULICS RCH=
HYDRAULICS RCH=
HYDRAULICS RCH=
HYDRAULICS RCH=
HYDRAULICS RCH=
HYDRAULICS RCH=
HYDRAULICS
RCH=
HYDRAULICS RCH=
HYDRAULICS RCH=
HYDRAULICS
RCH=
HYDRAULICS
RCH=
HYDRAULICS
RCH=
HYRDAULICS
RCH=
HYDRAULICS
RCH=
0.433
0.433
0.3
0.3
0.433
0.408
0.408
0.408
0.408
0.408
0.408
0.408
0.408
0.408
0.7
0.147
0.293
0.263
0.06
0.133
0.433
0.433
0.8
0.8
0.433
0.265
0.265
0.265
0.265
0.265
0.265
0.265
0.265
0.265
1.75
0.147
0.293
0.225
0.035
0.0133
1.52
1.52
1.22
1.22
1.52
4.48
4.48
4.48
4.48
4.48
4.48
4.48
4.48
4.48
6.71
4.57
4.57
4.88
6.10
4.88
0.045
0.113
0.2
0.083
0.025
0.025
0.04
0.033
0.018
0.06
0.05
0.057
0.05
0.075
0.089
0.013
0.015
0.04
0.01
0.056
.075
.075
.075
.075
.065
.06
.06
.065
.075
.08
.085
.09
.06
.05
.04
.035
.035
.03
.025
.02
68
ENDATA5
ENDATA5A
REACT COEF RCH=
1.
0
REACT COEF RCH=
2.
0
REACT COEF RCH=
3.
0
REACT COEF RCH=
4.
0
REACT COEF RCH=
5.
0
REACT COEF RCH=
6.
0
REACT COEF RCH=
7.
0
REACT COEF RCH=
8.
0
REACT COEF RCH=
9.
0
REACT COEF RCH=
10.
0
REACT COEF RCH=
11.
0
REACT COEF RCH=
12.
0
REACT COEF RCH= 13.
0
REACT COEF RCH=
14.
0
REACT COEF RCH=
15.
0
REACT COEF RCH=
16.
0
REACT COEF RCH=
17.
0
REACT COEF RCH=
18.
0
REACT COEF RCH=
19.
0
REACT COEF RCH= 20.
0
3.
3.
3.
3.
3.
3.
3.
3.
3.
3.
3.
3.
3.
3.
3.
3.
3.
3.
3.
3.
ENDATA6
ENDATA6A
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
ALG/OTHER COEF RCH=1.
ALG/OTHER COEF RCH=2.
ALG/OTHER COEF RCH=3.
ALG/OTHER COEF RCH=4.
ALG/OTHER COEF RCH=5.
ALG/OTHER COEF RCH=6.
ALG/OTHER COEF RCH=7.
ALG/OTHER COEF RCH=8.
ALG/OTHER COEF RCH=9.
ALG/OTHER COEF RCH=10.
ALG/OTHER COEF RCH=11.
ALG/OTHER COEF RCH=12.
ALG/OTHER COEF RCH=13.
ALG/OTHER COEF RCH=14.
ALG/OTHER COEF RCH=15.
ALG/OTHER COEF RCH=16.
ALG/OTHER COEF RCH=17.
ALG/OTHER COEF RCH=18.
ALG/OTHER COEF RCH=19.
ALG/OTHER COEF RCH=20.
ENDATA6B
INITIAL COND-1
RCH=
1
INITIAL COND-1
RCH=
2
INITIAL COND-1 RCH=
3
INITIAL COND-1 RCH=
4
INITIAL COND-1 RCH=
5
4.
4.
4.
4.
4.
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
69
INITIAL COND-1 RCH=
INITIAL COND-1 RCH=
INITIAL COND-1 RCH=
INITIAL COND-1 RCH=
INITIAL COND-1 RCH=
INITIAL COND-1 RCH=
INITIAL COND-1 RCH=
INITIAL COND-1 RCH=
INITIAL COND-1 RCH=
INITIAL COND-1 RCH=
INITIAL COND-1 RCH=
INITIAL COND-1 RCH=
INITIAL COND-1 RCH=
INITIAL COND-1 RCH=
INITIAL COND-1 RCH=
6.
7.
8.
9.
10.
11.
12.
13.
14.
15.
16.
17.
18.
19.
20.
4.
5.
5.
5.
5.
5.
6.
6.
6.
6.
6.
7.
7.
7.
7.
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
ii.
12.
13.
14.
15.
16.
17.
18.
19.
20.
0.269
0.006
0.167
ENDATA7
ENDATA7A
INCR INFLOW-1
INCR INFLOW-1
RCH=
INCR INFLOW-1
RCH=
INCR INFLOW-1
RCH=
INCR INFLOW-1
RCH=
INCR INFLOW-1
RCH=
INCR INFLOW-1
RCH=
INCR INFLOW-1
RCH=
INCR INFLOW-1
RCH=
INCR INFLOW-1
RCH=
INCR INFLOW-1
RCH=
INCR INFLOW-1
INCR INFLOW-1
RCH=
INCR INFLOW-1
RCH=
RCH=
RCH=
INCR INFLOW-1
RCH=
INCR
INCR
INCR
INCR
INFLOW-1
INFLOW-1
INFLOW-1
INFLOW-1
RCH=
INCR INFLOW-1
RCH=
RCH=
RCH=
RCH=
4.
4.
4.
4.
4.
4.
5.
5.
5.
5.
5.
6.
6.
6.
6.
6.
7.
7.
7.
7.
0.025
0.027
0.013
0.034
0.050
0.022
0.006
0.009
0.022
0.005
0.007
0.010
0.007
0.007
0.008
0.020
0.001
ENDATA8
ENDATA8A
1
STREAM JUNCTION
12
JNC=A & R
12
12
ENDATA9
HEADWTR-1 HDW=
1.0
ROUEISS
HEADWTR-1 HDW=
2.0
AFQA
HEADWTR-2 HDW=
1.0
HEADWTR-2 HDW=
2.0
0
0
4.841
3.009
4.
4.
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
ENDATA10
0
0
0
0
ENDATA10A
POINTLD-1
PTL=
1.
POINTLD-1
PLT=
2.
POINTLD-1
PLT=
3.
Aoquora
Madjel
Yanouh
0
0
0
9.31E-3
3.78E-3
3.36E-3
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
70
POINTLD-1 PLT=
POINTLD-1 PLT=
POINTLD-1 PLT=
POINTLD-1 PLT=
POINTLD-1 PLT=
POINTLD-1 PLT=
POINTLD-1 PLT=
POINTLD-1 PLT=
POINTLD-1 PLT=
POINTLD-1 PLT=
POINTLD-1 PLT=
POINTLD-1 PLT=
POINTLD-1 PLT=
POINTLD-1 PLT=
POINTLD-1 PLT=
POINTLD-1 PLT=
POINTLD-1 PLT=
POINTLD-1 PLT=
POINTLD-1 PLT=
POINTLD-1 PLT=
POINTLD-1 PLT=
POINTLD-1 PLT=
POINTLD-1 PLT=
POINTLD-1 PLT=
POINTLD-1 PLT=
POINTLD-1 PLT=
POINTLD-1 PLT=
POINTLD-1 PLT=
POINTLD-1 PLT=
POINTLD-1 PLT=
POINTLD-1 PLT=
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
15.
16.
17.
18.
19.
20.
21.
22.
23.
24.
25.
26.
27.
28.
29.
30.
31.
32.
33.
34.
Mhgaira&Hd
Afqa
Mnaitra
Ghabat
Aaboud
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
15.
16.
17.
18.
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
Mazraat
Qartaba
Ain El Gho
Lassa
Jaune
Qerqraiya
Ain El Del
Qehmez
Balhoss
Frat
Trabra
Chorene
Ain Jrain
Nahr Ed Da
Mechane
Adonis&Yah
Fart
Jouret Bed
Bizhel
Mradiye
Zaaitra
Maissra
Zeitoun
El&Gh&Hou
Jo&Qa&N&Bq
Rest&Ibrah
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4.46E-3
2.10E-3
2.09E-4
2.90E-3
1.68E-3
1.26E-3
3.19E-2
1.26E-3
6.77E-3
8.38E-4
8.38E-4
8.38E-4
2.10E-3
9.68E-5
4.21E-4
8.38E-4
1.68E-4
8.38E-4
1.68E-3
3.36E-3
1.22E-2
8.38E-4
2.10E-3
2.52E-3
1.68E-3
4.23E-3
2.10E-3
2.10E-3
1.22E-2
1.05E-2
2.28E-3
ENDATAl1
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
71
POINTLD-2
PTL= 19.
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
POINTLD-2 PTL=
20.
21.
22.
23.
24.
25.
26.
27.
28.
29.
30.
31.
32.
33.
34.
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
ENDATA11A
ENDATA12
ENDATA13
ENDATA13A
72
Appendix 2C
TITLE01
TITLE02
TITLE03
TITLE04
TITLE05
TITLE06
TITLE07
TITLE08
TITLE09
TITLE10
-
Population 2005
NO
NO
NO
NO
NO
NO
NO
Coliform simulation
Ibrahim River
CONSERVATIVE MINERAL I
TRCR IN UNIT
CONSERVATIVE MINERAL II
CONSERVATIVE MINERAL III
TEMPERATURE
BIOCHEMICAL OXYGEN DEMAND
ALGAE AS CHL-A IN UG/L
PHOSPHORUS CYCLE AS P IN MG/L
(ORGANIC-P; DISSOLVED-P)
NITROGEN CYCLE AS N IN MG/L
(ORGANIC-N; AMMONIA-N; NITRITE-N;' NITRATE-N)
DISSOLVED OXYGEN IN MG/L
FECAL COLIFORM IN NO./100 ML
ARBITRARY NON-CONSERVATIVE
TITLE11
NO
TITLE12
TITLE13
NO
TITLE14
YES
TITLE15
NO
ENDTITLE
LIST DATA INPU T
WRITE OPTIONAL SUMMARY
NO FLOW AUGMEN TATION
STEADY STATE
NO TRAP CHANNE Ls
PRINT LCD/SOLA R DATA
NO PLOT DO AND BOD DATA
FIXED DNSTM CO NC (YES=1)=
0.
5D-ULT
OUTPUT METRIC
BOD CONV
K COEF
0
INPUT METRIC
=
1.
1.
NUMBER OF REACHES
1
=
20.
NUM
=
2.
OF HEADWATERS
NUMBER OF JUNCTIONS
=
NUMBER OF POINT LOADS
=
34.
TIME STEP
=
(HOURS)
LNTH. COMP. ELEMENT
(DX)=
0.25
MAXIMUM ROUTE TIME (HRS)=
30.
LATITUDE OF BASIN (DEG) =
STANDARD MARIDIAN (DEG) =
EVAP. COEF.,(AE)
=
ELEV. OF BASIN (ELEV)
=
ENDATA1
ENDATA1A
ENDATAIB
STREAM REACH
1.RCH= RM Source R
TIME INC. FOR RPT2 (HRS)=
LONGITUDE OF BASIN (DEG)=
DAY OF YEAR START TIME
=
EVAP. COEF.,(BE)
=
DUST ATTENUATION COEF.
=
FROM
29.75
TO
27.
STREAM REACH
2.RCH=
RM 27.0-25.0
FROM
27.
TO
3.RCH=
RM Source A
FROM
27.75
TO
4.RCH=
RM 26.5-25.0
FROM
26.5
TO
5.RCH=
RM 25.0-23.0
FROM
25.0
TO
6.RCH=
RM 23.0-21.0
FROM
23.0
TO
7.RCH=
RM 21.0-19.75
FROM
21.0
TO
25.
STREAM REACH
26.5
STREAM REACH
25.
STREAM REACH
23.0
STREAM REACH
21.0
STREAM REACH
19.75
73
STREAM REACH
8.RCH=
RM 19.75-18.25 FROM
19.75
TO
9.RCH=
RM 18.25-16.0
FROM
18.25
TO
10.RCH=
RM 16.0-15.
FROM
16.0
TO
11.RCH=
RM 15.0-13.5
FROM
15.
TO
12.RCH=
RM 13.5-11.75
FROM
13.5
TO
13.RCH=
RM 11.75-10.75 FROM
11.75
TO
14.RCH=
RM 10.75-9.75
FROM
10.75
TO
15.RCH=
RM 9.75-7.5
FROM
9.75
TO
16.RCH=
RM 7.5-6.0
FROM
7.5
TO
17.RCH=
RM 6.0-4.0
FROM
6.0
TO
18.RCH=
RM 4.0-2.25
FROM
4.0
TO
19.RCH=
RM 2.25-1.25
FROM
2.25
TO
20.RCH=
RM 1.25-0.0
FROM
1.25
TO
18.25
STREAM REACH
16.0
STREAM REACH
15.
STREAM REACH
13.5
STREAM REACH
11.75
STREAM REACH
10.75
STREAM REACH
9.75
STREAM REACH
7.5
STREAM REACH
6.0
STREAM REACH
4.0
STREAM REACH
2.25
STREAM REACH
1.25
STREAM REA CH
0.0
ENDATA2
ENDATA3
FLAG FIELD RCH=
FLAG FIELD RCH=
FLAG FIELD RCH=
FLAG FIELD RCH=
FLAG FIELD RCH=
FLAG FIELD RCH=
FLAG FIELD RCH=
FLAG FIELD RCH=
FLAG FIELD RCH=
FLAG FIELD RCH=
FLAG FIELD RCH=
FLAG FIELD RCH=
FLAG FIELD RCH=
FLAG FIELD RCH=
FLAG FIELD RCH=
FLAG FIELD RCH=
FLAG FIELD RCH=
FLAG FIELD RCH=
FLAG FIELD RCH=
FLAG FIELD RCH=
ENDATA4ELD
HYDRAULICS RCH=
.075
HYDRAULICS RCH=
.075
HYDRAULICS RCH=
.075
HYDRAULICS RCH=
.075
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
15.
16.
17.
18.
19.
20.
11.
8.
5.
6.
8.
8.
5.
6.
9.
4.
6.
7.
4.
4.
9.
6.
8.
7.
4.
5.
.6.2.2.2.2.2
.2.6.2.2.2.6
.6.2.6.2.
.2.2.6.2.2.
.6.2.6.2.2.6
.2.2.6.6.2.2
.2.2.6.2.
.2.2.6.6.6.
.2.2.2.6.2.2
.2.6.2.
.2.2.2.6.6.
.2.6.2.2.6.2
.2.2.6.
.2.2.2.
.2.2.2.2.2.2
.2.6.6.6.2.
.2.2.2.6.2.2
.2.2.6.2.2.2
.6.2.6.
.2.2.2.5.
.6.2.2.2.
.3.
.2.
.2.
.2.6.
.2.2.
.2.
1.
60.
0.433
0.433
1.52
0.045
2.
60.
0.433
0.433
1.52
0.113
3.
60.
0.3
0.8
1.22
0.2
4.
60.
0.3
0.8
1.22
0.083
74
HYDRAULICS RCH=
5.
60.
0.433
0.433
1.52
0.025
6.
60.
0.408
0.265
4.48
0.025
7.
60.
0.408
0.265
4.48
0.04
8.
60.
0.408
0.265
4.48
0.033
9.
60.
0.408
0.265
4.48
0.018
10.
60.
0.408
0.265
4.48
0.06
11.
60.
0.408
0.265
4.48
0.05
12.
60.
0.408
0.265
4.48
0.057
13.
60.
0.408
0.265
4.48
0.05
14.
60.
0.408
0.265
4.48
0.075
15.
60.
0.7
1.75
6.71
0.089
16.
60.
0.147
0.147
4.57
0.013
17.
60.
0.293
0.293
4.57
0.015
18.
60.
0.263
0.225
4.88
0.04
19.
60.
0.06
0.035
6.10
0.01
20.
60.
0.133
0.0133
4.88
0.056
.065
HYDRAULICS RCH=
.06
HYDRAULICS RCH=
.06
HYDRAULICS RCH=
.065
HYDRAULICS RCH=
.075
HYDRAULICS RCH=
.08
HYDRAULICS RCH=
.085
HYDRAULICS RCH=
.09
HYDRAULICS RCH=
.06
HYDRAULICS RCH=
.05
HYDRAULICS RCH=
.04
HYDRAULICS RCH=
.035
HYDRAULICS RCH=
.035
HYDRAULICS RCH=
.03
HYRDAULICS RCH=
.025
HYDRAULICS RCH=
.02
ENDATA5
ENDATA5A
REACT COEF RCH=
1.
REACT COEF RCH=
2.
REACT COEF RCH=
3.
REACT COEF RCH=
4.
REACT COEF RCH=
5.
REACT COEF RCH=
6.
REACT COEF RCH=
7.
REACT COEF RCH=
8.
REACT COEF RCH=
9.
REACT COEF RCH= 10.
REACT COEF RCH= 11.
REACT COEF RCH= 12.
REACT COEF RCH= 13.
REACT COEF RCH= 14.
REACT COEF RCH= 15.
REACT COEF RCH= 16.
REACT COEF RCH= 17.
REACT COEF RCH= 18.
REACT COEF RCH= 19.
REACT COEF RCH= 20.
ENDATA6
ENDATA6A
ALG/OTHER COEF RCH=1.
3.
3.
3.
3.
3.
3.
3.
3.
3.
3.
3.
3.
3.
3.
3.
3.
3.
3.
3.
3.
0
0
0
0.96
0
0
0
75
ALG/OTHER COEF
ALG/OTHER COEF
ALG/OTHER COEF
ALG/OTHER COEF
ALG/OTHER COEF
ALG/OTHER COEF
ALG/OTHER COEF
ALG/OTHER COEF
ALG/OTHER COEF
ALG/OTHER COEF
ALG/OTHER COEF
ALG/OTHER COEF
ALG/OTHER COEF
ALG/OTHER COEF
ALG/OTHER COEF
ALG/OTHER COEF
ALG/OTHER COEF
ALG/OTHER COEF
ALG/OTHER COEF
ENDATA6B
INITIAL C OND-1
RCH=2.
RCH=3.
RCH=4.
RCH=5.
RCH=6.
RCH=7.
RCH=8.
RCH=9.
RCH=10.
RCH=11.
RCH=12.
RCH=13.
RCH=14.
RCH=15.
RCH=16.
RCH=17.
RCH=18.
RCH=19.
RCH=20.
RCH=
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
1.
4.
0
0
0
0
0
0
2.
4.
0
0
0
0
0
0
3.
4.
0
0
0
0
0
0
4.
4.
0
0
0
0
0
0
5.
4.
0
0
0
0
0
0
6.
4.
0
0
0
0
0
0
7.
5.
0
0
0
0
0
0
8.
5.
0
0
0
0
0
0
9.
5.
0
0
0
0
0
0
10.
5.
0
0
0
0
0
0
11.
5.
0
0
0
0
0
0
12.
6.
0
0
0
0
0
0
13.
6.
0
0
0
0
0
0
14.
6.
0
0
0
0
0
0
15.
6.
0
0
0
0
0
0
16.
6.
0
0
0
0
0
0
17.
7.
0
0
0
0
0
0
18.
7.
0
0
0
0
0
0
0
INITIAL COND-1 RCH=
0
INITIAL COND-1 RCH=
0
INITIAL COND-1 RCH=
0
INITIAL COND-1 RCH=
0
INITIAL COND-1 RCH=
0
INITIAL COND-1 RCH=
0
INITIAL COND-1 RCH=
0
INITIAL COND-1 RCH=
0
INITIAL COND-1 RCH=
0
INITIAL COND-1 RCH=
0
INITIAL COND-1 RCH=
0
INITIAL COND-1 RCH=
0
INITIAL COND-1 RCH=
0
INITIAL COND-1 RCH=
0
INITIAL COND-1 RCH=
0
INITIAL COND-1 RCH=
0
INITIAL COND-1 RCH=
0
76
INITIAL COND-1 RCH=
0
INITIAL COND-1 RCH=
0
19.
7.
0
0
0
0
0
0
20.
7.
0
0
0
0
0
0
ENDATA7
ENDATA7A
INCR
0
INCR
0
INCR
0
INCR
0
INCR
0
INCR
0
INCR
0
INCR
0
INCR
0
INCR
0
INCR
0
INCR
0
INCR
0
INCR
0
INCR
0
INCR
0
INCR
0
INCR
0
INCR
0
INCR
0
INFLOW-1
RCH=
1. 5.379
4.
0
0
0
0
0
0
INFLOW-1
RCH=
2. 0.130
4.
0
0
0
0
0
0
INFLOW-1
RCH=
3. 3.343
4.
0
0
0
0
0
0
INFLOW-1
RCH=
4. 0.497
4.
0
0
0
0
0
0
INFLOW-1
RCH=
5. 0.543
4.
0
0
0
0
0
0
INFLOW-1
RCH=
6. 0.268
4.
0
0
0
0
0
0
INFLOW-1
RCH=
7. 0.686
5.
0
0
0
0
0
0
INFLOW-1
RCH=
8. 0.997
5.
0
0
0
0
0
0
INFLOW-1
RCH=
9. 0.449
5.
0
0
0
0
0
0
INFLOW-1
RCH=
10. 0.118
5.
0
0
0
0
0
0
INFLOW-1
RCH=
11. 0.175
5.
0
0
0
0
0
0
INFLOW-1
RCH=
12.
0.442
6.
0
0
0
0
0
0
INFLOW-1
RCH=
13.
0.098
6.
0
0
0
0
0
0
INFLOW-1
RCH=
14. 0.134
6.
0
0
0
0
0
0
INFLOW-1
RCH=
15.
0.196
6.
0
0
0
0
0
0
INFLOW-1
RCH=
16. 0.137
6.
0
0
0
0
0
0
INFLOW-1
RCH=
17.
0.138
7.
0
0
0
0
0
0
INFLOW-1
RCH=
18. 0.165
7.
0
0
0
0
0
0
INFLOW-1
RCH=
19. 0.409
7.
0
0
0
0
0
0
INFLOW-1
RCH=
20. 0.022
7.
0
0
0
0
0
0
ENDATA8
ENDATA8A
STREAM JUNCTION
12
1
JNC=A & R
12
12
ENDATA9
HEADWTR-1 HDW=
0
HEADWTR-1 HDW=
0
1.0
ROUEISS
4.841
4.
0
0
0
0
2.0
AFQA
3.009
4.
0
0
0
0
1.0
0
0
0
0
0
0
ENDATA10
HEADWTR-2 HDW=
0
0
0
77
HEADWTR-2 HDW=
ENDATA10A
POINTLD-1 PTL=
2.0
0
0
0
0
1.
Aoquora
1. 03E-2
2.
Madjel
4.20E-3
3.
Yanouh
3.71E-3
4.
Mhgaira&Hd
4. 95E-3
5.
Afqa
2 .32E-3
6.
Mnaitra
2 .31E-4
7.
Ghabat
3.24E-3
8.
Aaboud
1. 85E-3
9.
Mazraat
1.39E-3
10.
Qartaba
3 .57E-2
11.
Ain El Gho
1.39E-3
12.
Lassa
7. 53E-3
13.
Jaune
9. 24E-4
Qerqraiya
9. 24E-4
Ain El Del
9. 24E-4
Qehmez
2 .32E-3
Balhoss
1. 08E-4
Frat
4. 66E-4
Trabra
9. 24E-4
Chorene
1. 86E-4
Ain Jrain
9.24E-4
Nahr Ed Da
1. 85E-3
Mechane
3.71E-3
Adonis&Yah 0
1.36E-2
0
9.24E-4
Jouret Bed 0
2 .32E-3
Bizhel
2. 78E-3
0
0
0
0
0
0
POINTLD-1 PLT=
0
POINTLD-1 PLT=
0
POINTLD-1 PLT=
0
POINTLD-1 PLT=
0
POINTLD-1 PLT=
0
POINTLD-1 PLT=
0
POINTLD-1 PLT=
0
POINTLD-1 PLT=
0
POINTLD-1 PLT=
0
POINTLD-1 PLT=
0
POINTLD-1 PLT=
0
POINTLD-1 PLT=
0
POINTLD-1 PLT= 14.
0
POINTLD-1 PLT= 15.
0
POINTLD-1
PLT= 16.
0
PLT= 17.
0
POINTLD-1 PLT= 18.
0
POINTLD-1 PLT= 19.
0
POINTLD-1 PLT= 20.
0
POINTLD-1 PLT= 21.
0
POINTLD-1 PLT= 22.
0
POINTLD-1 PLT= 23.
0
POINTLD-1 PLT= 24.
0
POINTLD-1 PLT= 25.
0
POINTLD-1 PLT= 26.
0
POINTLD-1 PLT= 27.
0
POINTLD-1
Fart
0
78
PLT= 28.
Mradiye
0
1.85E-3
0
0
0
0
0
POINTLD-1 PLT= 29.
Zaaitra
0
4.70E-3
0
0
0
0
0
30.
Maissra
0
2.32E-3
0
0
0
0
0
PLT= 31.
Zeitoun
0
2.32E-3
0
0
0
0
0
PLT= 32.
El&Gh&Hou
0
1.36E-2
0
0
0
0
0
PLT= 33.
Jo&Qa&N&Bq 0
1.17E-2
0
0
0
0
0
PLT= 34.
Rest&Ibrah 0
2.40E-3
0
0
0
0
0
POINTLD-1
0
0
POINTLD-1 PLT=
0
POINTLD-1
0
POINTLD-1
0
POINTLD-1
0
POINTLD-1
0
ENDATAl1
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
ENDATA11A
ENDATA12
ENDATA13
ENDATA13A
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
15.
16.
17.
18.
19.
20.
21.
22.
23.
24.
25.
26.
27.
28.
29.
30.
31.
32.
33.
34.
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
79
Appendix 2D
TITLE01
TITLE02
TITLE03
TITLE04
NO
NO
TITLE05
TITLE06
TITLE07
TITLE08
TITLE09
NO
NO
NO
NO
NO
Population 2010
-
TITLE10
TITLE11
NO
TITLE12
TITLE13
NO
TITLE14
YES
TITLE15
NO
Coliform simulation
Ibrahim River
CONSERVATIVE MINERAL I
TRCR IN UNIT
CONSERVATIVE MINERAL II
CONSERVATIVE MINERAL III
TEMPERATURE
BIOCHEMICAL OXYGEN DEMAND
ALGAE AS CHL-A IN UG/L
PHOSPHORUS CYCLE AS P IN MG/L
(ORGANIC-P; DISSOLVED-P)
NITROGEN CYCLE AS N IN MG/L
(ORGANIC-N; AMMONIA-N; NITRITE-N;' NITRATE-N)
DISSOLVED OXYGEN IN MG/L
FECAL COLIFORM IN NO./100 ML
ARBITRARY NON-CONSERVATIVE
ENDTITLE
LIST DATA INPU T
WRITE OPTIONAL SUMMARY
NO FLOW AUGMEN TATION
STEADY STATE
NO TRAP CHANNE LS
PRINT LCD/SOLA R DATA
NO PLOT DO AND BOD DATA
FIXED DNSTM CO NC (YES=1)=
0.
5D-ULT BOD CONV K COEF
1.
OUTPUT METRIC
=
0
=
INPUT METRIC
1.
NUMBER OF REACHES
=
20.
NUMBER OF JUNCTIONS
=
NUMBER OF POINT LOADS
=
1
NUM OF HEADWATERS
=
2.
34.
TIME STEP
(HOURS)
=
LNTH. COMP. ELEMENT
(DX)=
0.25
MAXIMUM ROUTE TIME (HRS)=
30.
LATITUDE OF BASIN (DEG) =
STANDARD MARIDIAN (DEG) =
EVAP. COEF., (AE)
=
ELEV. OF BASIN (ELEV)
=
ENDATA1
ENDATA1A
ENDATAlB
STREAM REACH
1.RCH=
RM Source R
TIME INC. FOR RPT2 (HRS)=
LONGITUDE OF BASIN (DEG)=
DAY OF YEAR START TIME
=
EVAP. COEF.,(BE)
=
DUST ATTENUATION COEF.
=
FROM
29.75
TO
27.
STREAM REACH
2.RCH=
RM 27.0-25.0
FROM
27.
TO
3.RCH=
RM Source A
FROM
27.75
TO
4.RCH=
RM 26.5-25.0
FROM
26.5
TO
5.RCH=
RM 25.0-23.0
FROM
25.0
TO
6.RCH=
RM 23.0-21.0
FROM
23.0
TO
7.RCH=
RM 21.0-19.75
FROM
21.0
TO
25.
STREAM REACH
26.5
STREAM REACH
25.
STREAM REACH
23.0
STREAM REACH
21.0
STREAM REACH
19.75
80
STREAM REACH
8.RCH=
RM 19.75-18.25 FROM
19.75
TO
9.RCH=
RM 18.25-16.0
FROM
18.25
TO
10.RCH=
RM 16.0-15.
FROM
16.0
TO
11.RCH=
RM 15.0-13.5
FROM
15.
TO
12.RCH=
RM 13.5-11.75
FROM
13.5
TO
13.RCH=
RM 11.75-10.75 FROM
11.75
TO
14.RCH=
RM 10.75-9.75
FROM
10.75
TO
15.RCH=
RM 9.75-7.5
FROM
9.75
TO
16.RCH=
RM 7.5-6.0
FROM
7.5
TO
17.RCH=
RM 6.0-4.0
FROM
6.0
TO
18.RCH=
RM 4.0-2.25
FROM
4.0
TO
19.RCH=
RM 2.25-1.25
FROM
2.25
TO
20.RCH=
RM 1.25-0.0
FROM
1. 25
TO
18.25
STREAM REACH
16.0
STREAM REACH
15.
STREAM REACH
13.5
STREAM REACH
11.75
STREAM REACH
10.75
STREAM REACH
9.75
STREAM REACH
7.5
STREAM REACH
6.0
STREAM REACH
4.0
STREAM REACH
2.25
STREAM REACH
1.25
STREAM REACH
0.0
ENDATA2
ENDATA3
FLAG FIELD
FLAG FIELD
FLAG FIELD
FLAG FIELD
FLAG FIELD
FLAG FIELD
FLAG FIELD
FLAG FIELD
FLAG FIELD
FLAG FIELD
FLAG FIELD
FLAG FIELD
FLAG FIELD
FLAG FIELD
FLAG FIELD
FLAG FIELD
FLAG FIELD
FLAG FIELD
FLAG FIELD
FLAG FIELD
ENDATA4ELD
HYDRAULICS
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
15.
16.
17.
18.
19.
20.
RCH=
1.
60.
0.433
0.433
1.52
0.045
HYDRAULICS RCH=
2.
60.
0.433
0.433
1.52
0.113
3.
60.
0.3
0.8
1.22
0.2
4.
60.
0.3
0.8
1.22
0.083
11.
8.
5.
6.
8.
8.
5.
6.
9.
4.
6.
7.
4.
4.
9.
6.
8.
7.
4.
5.
1.6.2.2.2.2.2.6.2. 2.2.
2.2.6.2.2.2.6.3.
1.6.2.6.2.
2.2.2.6.2.2.
4.6.2.6.2.2.6.2.
2.2.2.6.6.2.2.2.
6.2.2.6.2.
2.2.2.6.6.6.
2.2.2.2.6.2.2.2.6.
2.2.6.2.
2.2.2.2.6.6.
2.2.6.2.2.6.2.
2.2.2.6.
2.2.2.2.
2.2.2.2.2.2.2.2.2.
6.2.6.6.6.2.
6.2.2.2.6.2.2.2.
2.2.2.6.2.2.2.
2.6.2.6.
6.2.2.2.5.
.075
.075
HYDRAULICS RCH=
.075
HYDRAULICS RCH=
.075
81
5.
60.
0.433
0.433
1.52
0.025
6.
60.
0.408
0.265
4.48
0.025
7.
60.
0.408
0.265
4.48
0.04
8.
60.
0.408
0.265
4.48
0.033
9.
60.
0.408
0.265
4.48
0.018
10.
60.
0.408
0.265
4.48
0.06
11.
60.
0.408
0.265
4.48
0.05
12.
60.
0.408
0.265
4.48
0.057
13.
60.
0.408
0.265
4.48
0.05
14.
60.
0.408
0.265
4.48
0.075
15.
60.
0.7
1.75
6.71
0.089
16.
60.
0.147
0.147
4.57
0.013
17.
60.
0.293
0.293
4.57
0.015
RCH=
18.
60.
0.263
0.225
4.88
0.04
HYRDAULICS RCH=
19.
60.
0.06
0.035
6.10
0.01
20.
60.
0.133
0.0133
4.88
0.056
HYDRAULICS RCH=
.065
HYDRAULICS RCH=
.06
HYDRAULICS RCH=
.06
HYDRAULICS RCH=
.065
HYDRAULICS RCH=
.075
HYDRAULICS RCH=
.08
HYDRAULICS RCH=
.085
HYDRAULICS RCH=
.09
HYDRAULICS RCH=
.06
HYDRAULICS RCH=
.05
HYDRAULICS RCH=
.04
HYDRAULICS RCH=
.035
HYDRAULICS RCH=
.035
HYDRAULICS
.03
.025
HYDRAULICS RCH=
.02
ENDATA5
ENDATA5A
REACT COEF RCH=
1.
REACT COEF RCH=
2.
REACT COEF RCH=
3.
REACT COEF RCH=
4.
REACT COEF RCH=
5.
REACT COEF RCH=
6.
REACT COEF RCH=
7.
REACT COEF RCH=
8.
REACT COEF RCH=
9.
REACT COEF RCH= 10.
REACT COEF RCH= 11.
REACT COEF RCH= 12.
REACT COEF RCH= 13.
REACT COEF RCH= 14.
REACT COEF RCH= 15.
REACT COEF RCH= 16.
REACT COEF RCH= 17.
REACT COEF RCH= 18.
REACT COEF RCH= 19.
REACT COEF RCH= 20.
ENDATA6
ENDATA6A
ALG/OTHER COEF RCH=1.
0
0
0
0.96
0
0
0
82
ALG/OTHER COEF
ALG/OTHER COEF
ALG/OTHER COEF
ALG/OTHER COEF
ALG/OTHER COEF
ALG/OTHER COEF
ALG/OTHER COEF
ALG/OTHER COEF
ALG/OTHER COEF
ALG/OTHER COEF
ALG/OTHER COEF
ALG/OTHER COEF
ALG/OTHER COEF
ALG/OTHER COEF
ALG/OTHER COEF
ALG/OTHER COEF
ALG/OTHER COEF
ALG/OTHER COEF
ALG/OTHER COEF
ENDATA6B
INITIAL C OND-1
RCH=2.
RCH=3.
RCH=4.
RCH=5.
RCH=6.
RCH=7.
RCH=8.
RCH=9.
RCH=10.
RCH=11.
RCH=12.
RCH=13.
RCH=14.
RCH=15.
RCH=16.
RCH=17.
RCH=18.
RCH=19.
RCH=20.
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
RCH=
1.
4.
0
0
0
0
0
0
RCH=
2.
4.
0
0
0
0
0
0
RCH=
3.
4.
0
0
0
0
0
0
RCH=
4.
4.
0
0
0
0
0
0
INITIAL COND-1 RCH=
5.
4.
0
0
0
0
0
0
6.
4.
0
0
0
0
0
0
7.
5.
0
0
0
0
0
0
8.
5.
0
0
0
0
0
0
9.
5.
0
0
0
0
0
0
10.
5.
0
0
0
0
0
0
11.
5.
0
0
0
0
0
0
12.
6.
0
0
0
0
0
0
13.
6.
0
0
0
0
0
0
14.
6.
0
0
0
0
0
0
15.
6.
0
0
0
0
0
0
16.
6.
0
0
0
0
0
0
17.
7.
0
0
0
0
0
0
18.
7.
0
0
0
0
0
0
0
INITIAL COND-1
0
INITIAL COND-1
0
INITIAL COND-1
0
0
INITIAL COND-1 RCH=
0
INITIAL COND-1 RCH=
0
INITIAL COND-1 RCH=
0
INITIAL COND-1 RCH=
0
INITIAL COND-1 RCH=
0
INITIAL COND-1 RCH=
0
INITIAL COND-1 RCH=
0
INITIAL COND-1 RCH=
0
INITIAL COND-1 RCH=
0
INITIAL COND-1 RCH=
0
INITIAL COND-1 RCH=
0
INITIAL COND-1 RCH=
0
INITIAL COND-1 RCH=
0
83
INITIAL COND-1 RCH=
0
INITIAL COND-1 RCH=
0
19.
7.
0
0
0
0
0
0
20.
7.
0
0
0
0
0
0
ENDATA7
ENDATA7A
INCR
0
INCR
0
INCR
0
INCR
0
INCR
0
INCR
0
INCR
0
INCR
0
INCR
0
INCR
0
INCR
0
INCR
0
INCR
0
INCR
0
INCR
0
INCR
0
INCR
0
INCR
0
INCR
0
INCR
0
INFLOW-1
RCH=
1. 5.379
4.
0
0
0
0
0
0
INFLOW-1
RCH=
2. 0.130
4.
0
0
0
0
0
0
INFLOW-1
RCH=
3. 3.343
4.
0
0
0
0
0
0
INFLOW-1
RCH=
4. 0.497
4.
0
0
0
0
0
0
INFLOW-1
RCH=
5. 0.543
4.
0
0
0
0
0
0
INFLOW-1
RCH=
6. 0.268
4.
0
0
0
0
0
0
INFLOW-1
RCH=
7. 0.686
5.
0
0
0
0
0
0
INFLOW-1
RCH=
8. 0.997
5.
0
0
0
0
0
0
INFLOW-1
RCH=
9. 0.449
5.
0
0
0
0
0
0
INFLOW-1
RCH=
10. 0.118
5.
0
0
0
0
0
0
INFLOW-1
RCH=
11. 0.175
5.
0
0
0
0
0
0
INFLOW-1
RCH=
12.
0.442
6.
0
0
0
0
0
0
INFLOW-1
RCH=
13.
0.098
6.
0
0
0
0
0
0
INFLOW-1
RCH=
14. 0.134
6.
0
0
0
0
0
0
INFLOW-1
RCH=
15. 0.196
6.
0
0
0
0
0
0
INFLOW-1
RCH=
16. 0.137
6.
0
0
0
0
0
0
INFLOW-1
RCH=
17.
0.138
7.
0
0
0
0
0
0
INFLOW-1
RCH=
18. 0.165
7.
0
0
0
0
0
0
INFLOW-1
RCH=
19. 0.409
7.
0
0
0
0
0
0
INFLOW-1
RCH=
20. 0.022
7.
0
0
0
0
0
0
ENDATA8
ENDATA8A
STREAM JUNCTION
12
1
JNC=A & R
12
12
ENDATA9
HEADWTR-1 HDW=
0
HEADWTR-1 HDW=
0
1.0
ROUEISS
4.841
4.
0
0
0
0
2.0
AFQA
3.009
4.
0
0
0
0
1.0
0
0
0
0
0
0
ENDATA10
HEADWTR-2 HDW=
0
0
0
84
HEADWTR-2 HDW=
2.0
0
0
0
0
0
0
0
0
0
ENDATA10A
POINTLD-1 PTL=
1.
Aoquora
1. 15E-2
2.
Madjel
4. 67E-3
3.
Yanouh
4. 09E-3
4.
Mhgaira&Hd
5. 51E-3
5.
Afqa
2 . 56E-3
6.
Mnaitra
2 .53E-4
7.
Ghabat
3 .58E-3
8.
Aaboud
2 .05E-3
9.
Mazraat
1. 53E-3
10.
Qartaba
3 .99E-2
11.
Ain El Gho
1. 53E-3
Lassa
8. 38E-3
Jaune
1. 02E-3
Qerqraiya
1. 02E-3
Ain El Del
1. 02E-3
Qehmez
2 . 56E-3
Balhoss
1. 19E-4
Frat
5. 14E-4
Trabra
1. 02E-3
Chorene
2. 05E-4
Ain Jrain
1. 02E-3
Nahr Ed Da
2 .05E-3
Mechane
4. 67E-3
Adonis&Yah
1. 68E-2
Fart
1. 02E-3
Jouret Bed
2 . 56E-3
Bizhel
3 .07E-3
0
POINTLD-1 PLT=
0
POINTLD-1 PLT=
0
POINTLD-1 PLT=
0
POINTLD-1 PLT=
0
POINTLD-1 PLT=
0
POINTLD-1 PLT=
0
POINTLD-1 PLT=
0
POINTLD-1 PLT=
0
POINTLD-1 PLT=
0
POINTLD-1 PLT=
0
12.
0
POINTLD-1 PLT= 13.
0
POINTLD-1 PLT= 14.
0
POINTLD-1 PLT= 15.
0
POINTLD-1 PLT= 16.
0
POINTLD-1 PLT= 17.
0
POINTLD-1 PLT= 18.
0
POINTLD-1 PLT= 19.
0
POINTLD-1 PLT= 20.
0
POINTLD-1 PLT= 21.
0
POINTLD-1 PLT= 22.
0
POINTLD-1 PLT= 23.
0
POINTLD-1 PLT= 24.
0
POINTLD-1 PLT= 25.
0
POINTLD-1 PLT= 26.
0
POINTLD-1 PLT= 27.
0
POINTLD-1 PLT=
85
POINTLD-1
PLT=
28.
Mradiye
0
2.05E-3
0
0
0
0
0
PLT=
29.
Zaaitra
0
5.23E-3
0
0
0
0
0
PLT=
30.
Maissra
0
2.56E-3
0
0
0
0
0
PLT=
31.
Zeitoun
0
2.56E-3
0
0
0
0
0
PLT= 32.
El&Gh&Hou
0
1.51E-2
0
0
0
0
0
PLT= 33.
Jo&Qa&N&Bq 0
1.29E-2
0
0
0
0
0
PLT= 34.
Rest&Ibrah 0
2.65E-3
0
0
0
0
0
0
POINTLD-1
0
POINTLD-1
0
POINTLD-1
0
POINTLD-1
0
POINTLD-1
0
POINTLD-1
0
ENDATAl1
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
ENDATA11A
ENDATA12
ENDATA13
ENDATA13A
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
15.
16.
17.
18.
19.
20.
21.
22.
23.
24.
25.
26.
27.
28.
29.
30.
31.
32.
33.
34.
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
86
Appendix 2E
TITLE01
TITLE02
TITLE03
TITLE04
TITLE05
TITLE06
TITLE07
TITLE08
TITLE09
TITLE10
TITLE11
-
NO
NO
NO
NO
NO
NO
NO
NO
Pop ulat ion 2020
Coliform simulation
Ibrahim River
CONSERVATIVE MINERAL I
TRCR IN UNIT
CONSERVATIVE MINERAL II
CONSERVATIVE MINERAL III
TEMPERATURE
BIOCHEMICAL OXYGEN DEMAND
ALGAE AS CHL-A IN UG/L
PHOSPHORUS CYCLE AS P IN MG/L
(ORGANIC-P; DISSOLVED-P)
NITROGEN CYCLE AS N IN MG/L
(ORGANIC-N; AMMONIA-N; NITRITE-N;' NITRATE-N)
DISSOLVED OXYGEN IN MG/L
FECAL COLIFORM IN NO./100 ML
ARBITRARY NON-CONSERVATIVE
TITLE12
TITLE13
NO
TITLE14
YES
TITLE15
NO
ENDTITLE
LIST DATA INPUT
WRITE OPTIONAL SUMMARY
NO FLOW AUGMENTATION
STEADY STATE
NO TRAP CHANNELS
PRINT LCD/SOLAR DATA
NO PLOT DO AND BOD DA TA
FIXED DNSTM CONC (YES=1) =
0.
5D-ULT BOD CONV K COEF
1.
OUTPUT METRIC
=
0
=
INPUT METRIC
1.
NUMBER OF REACHES
=
20.
NUMBER OF JUNCTIONS
1
NUM OF HEADWATERS
=
2.
NUMBER OF POINT LOADS
34.
TIME STEP
=
(HOURS)
LNTH. COMP. ELEMENT
(DX)=
0.25
MAXIMUM ROUTE TIME (HRS)=
30.
LATITUDE OF BASIN (DEG) =
STANDARD MARIDIAN (DEG) =
EVAP. COEF.,(AE)
ELEV. OF BASIN (ELEV)
ENDATA1
ENDATA1A
ENDATAiB
STREAM REACH
1.RCH=
RM Source R
TIME INC. FOR RPT2 (HRS)=
LONGITUDE OF BASIN (DEG)=
DAY OF YEAR START TIME
EVAP. COEF.,(BE)
=
DUST ATTENUATION COEF.
=
FROM
29.75
TO
27.
STREAM REACH
2.RCH=
RM 27.0-25.0
FROM
27.
TO
3.RCH=
RM Source A
FROM
27.75
TO
4.RCH=
RM 26.5-25.0
FROM
26.5
TO
5.RCH=
RM 25.0-23.0
FROM
25.0
TO
6.RCH=
RM 23.0-21.0
FROM
23.0
TO
7.RCH=
RM 21.0-19.75
FROM
21.0
TO
25.
STREAM REACH
26.5
STREAM REACH
25.
STREAM REACH
23.0
STREAM REACH
21.0
STREAM
REACH
19.75
87
STREAM REACH
8.RCH=
RM 19.75-18.25 FROM
19.75
TO
9.RCH=
RM 18.25-16.0
FROM
18.25
TO
10.RCH=
RM 16.0-15.
FROM
16.0
TO
11.RCH=
RM 15.0-13.5
FROM
15.
TO
12.RCH=
RM 13.5-11.75
FROM
13.5
TO
13.RCH=
RM 11.75-10.75 FROM
11.75
TO
14.RCH=
RM 10.75-9.75
FROM
10.75
TO
15.RCH=
RM 9.75-7.5
FROM
9.75
TO
16.RCH=
RM 7.5-6.0
FROM
7.5
TO
17.RCH=
RM 6.0-4.0
FROM
6.0
TO
18.RCH=
RM 4.0-2.25
FROM
4.0
TO
19.RCH=
RM 2.25-1.25
FROM
2.25
TO
20.RCH=
RM 1.25-0.0
FROM
1. 25
TO
18.25
STREAM REACH
16.0
STREAM REACH
15.
STREAM REACH
13.5
STREAM REACH
11.75
STREAM REACH
10.75
STREAM REACH
9.75
STREAM REACH
7.5
STREAM REACH
6.0
STREAM REACH
4.0
STREAM REACH
2.25
STREAM REACH
1.25
STREAM REACH
0.0
ENDATA2
ENDATA3
FLAG FIELD
FLAG FIELD
FLAG FIELD
FLAG FIELD
FLAG FIELD
FLAG FIELD
FLAG FIELD
FLAG FIELD
FLAG FIELD
FLAG FIELD
FLAG FIELD
FLAG FIELD
FLAG FIELD
FLAG FIELD
FLAG FIELD
FLAG FIELD
FLAG FIELD
FLAG FIELD
FLAG FIELD
FLAG FIELD
ENDATA4ELD
HYDRAULICS
1.6.
2.2.
1.6.
2.2.
4.6.
2.2.
6.2.
2.2.
2.2.
2.2.
2.2.
2.2.
2.2.
2.2.
2.2.
6.2.
6.2.
2.2.
2.6.
6.2.
2.2.2.2.2.6.2.2.2.
6.2.2.2.6.3.
2.6.2.
2.6.2.2.
2.6.2.2.6.2.
2.6.6.2.2.2.
2.6.2.
2.6.6.6.
2.2 .6.2 .2 .2.6.
6.2.
2.2.6.6.
6.2.2.6.2.
2.6.
2.2.
2.2.2.2.2.2.2.
6.6.6.2.
2.2.6.2.2.2.
2.6.2.2.2.
2.6.
2.2.5.
RCH=
RCH=
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
15.
16.
17.
18.
19.
20.
11.
8.
5.
6.
8.
8.
5.
6.
9.
4.
6.
7.
4.
4.
9.
6.
8.
7.
4.
5.
RCH=
1.
60.
0.433
0.433
1.52
0.045
HYDRAULICS RCH=
2.
60.
0.433
0.433
1.52
0.113
3.
60.
0.3
0.8
1.22
0.2
4.
60.
0.3
0.8
1.22
0.083
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
.075
.075
HYDRAULICS RCH=
.075
HYDRAULICS RCH=
.075
88
5.
60.
0.433
0.433
1.52
0.025
6.
60.
0.408
0.265
4.48
0.025
7.
60.
0.408
0.265
4.48
0.04
8.
60.
0.408
0.265
4.48
0.033
9.
60.
0.408
0.265
4.48
0.018
10.
60.
0.408
0.265
4.48
0.06
11.
60.
0.408
0.265
4.48
0.05
12.
60.
0.408
0.265
4.48
0.057
RCH=
13.
60.
0.408
0.265
4.48
0.05
RCH=
14.
60.
0.408
0.265
4.48
0.075
HYDRAULICS RCH=
15.
60.
0.7
1.75
6.71
0.089
16.
60.
0.147
0.147
4.57
0.013
17.
60.
0.293
0.293
4.57
0.015
18.
60.
0.263
0.225
4.88
0.04
19.
60.
0.06
0.035
6.10
0.01
20.
60.
0.133
0.0133
4.88
0.056
HYDRAULICS RCH=
.065
HYDRAULICS RCH=
.06
HYDRAULICS RCH=
.06
HYDRAULICS RCH=
.065
HYDRAULICS RCH=
.075
HYDRAULICS RCH=
.08
HYDRAULICS RCH=
.085
HYDRAULICS RCH=
.09
HYDRAULICS
.06
HYDRAULICS
.05
.04
HYDRAULICS RCH=
.035
HYDRAULICS RCH=
.035
HYDRAULICS RCH=
.03
HYRDAULICS RCH=
.025
HYDRAULICS RCH=
.02
ENDATA5
ENDATA5A
REACT COEF RCH=
1.
REACT COEF RCH=
2.
REACT COEF RCH=
3.
REACT COEF RCH=
4.
REACT COEF RCH=
5.
REACT COEF RCH=
6.
REACT COEF RCH=
7.
REACT COEF RCH=
8.
REACT COEF RCH=
9.
REACT COEF RCH= 10.
REACT COEF RCH= 11.
REACT COEF RCH= 12.
REACT COEF RCH= 13.
REACT COEF RCH= 14.
REACT COEF RCH= 15.
REACT COEF RCH= 16.
REACT COEF RCH= 17.
REACT COEF RCH= 18.
REACT COEF RCH= 19.
REACT COEF RCH= 20.
ENDATA6
ENDATA6A
ALG/OTHER COEF RCH=1
3.
3.
3.
3.
3.
3.
3.
3.
3.
3.
3.
3.
3.
3.
3.
3.
3.
3.
3.
3.
0
0
0
0.96
0
0
0
89
ALG/OTHER COEF
ALG/OTHER COEF
ALG/OTHER COEF
ALG/OTHER COEF
ALG/OTHER COEF
ALG/OTHER COEF
ALG/OTHER COEF
ALG/OTHER COEF
ALG/OTHER COEF
ALG/OTHER COEF
ALG/OTHER COEF
ALG/OTHER COEF
ALG/OTHER COEF
ALG/OTHER COEF
ALG/OTHER COEF
ALG/OTHER COEF
ALG/OTHER COEF
ALG/OTHER COEF
ALG/OTHER COEF
ENDATA6B
INITIAL COND-1
RCH=2.
RCH=3.
RCH=4.
RCH=5.
RCH=6.
RCH=7.
RCH=8.
RCH=9.
RCH=10.
RCH=11.
RCH=12.
RCH=13.
RCH=14.
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
RCH=15.
RCH=16.
RCH=17.
RCH=18.
RCH=19.
RCH=20.
1.
4.
0
0
0
0
0
0
2.
4.
0
0
0
0
0
0
3.
4.
0
0
0
0
0
0
4.
4.
0
0
0
0
0
0
5.
4.
0
0
0
0
0
0
6.
4.
0
0
0
0
0
0
7.
5.
0
0
0
0
0
0
8.
5.
0
0
0
0
0
0
9.
5.
0
0
0
0
0
0
10.
5.
0
0
0
0
0
0
11.
5.
0
0
0
0
0
0
12.
6.
0
0
0
0
0
0
13.
6.
0
0
0
0
0
0
RCH=
14.
6.
0
0
0
0
0
0
INITIAL COND-1 RCH=
15.
6.
0
0
0
0
0
0
16.
6.
0
0
0
0
0
0
17.
7.
0
0
0
0
0
0
18.
7.
0
0
0
0
0
0
RCH=
0
INITIAL COND-1 RCH=
0
INITIAL COND-1 RCH=
0
INITIAL COND-1 RCH=
0
INITIAL COND-1 RCH=
0
INITIAL COND-1 RCH=
0
INITIAL COND-1 RCH=
0
INITIAL COND-1 RCH=
0
INITIAL COND-1 RCH=
0
INITIAL COND-1 RCH=
0
INITIAL COND-1 RCH=
0
INITIAL COND-1 RCH=
0
INITIAL COND-1 RCH=
0
INITIAL COND-1
0
0
INITIAL COND-1 RCH=
0
INITIAL COND-1 RCH=
0
INITIAL COND-1 RCH=
0
90
INITIAL COND-1 RCH=
0
INITIAL COND-1 RCH=
0
19.
7.
0
0
0
0
0
0
20.
7.
0
0
0
0
0
0
ENDATA7
ENDATA7A
INCR
0
INCR
0
INCR
0
INCR
0
INCR
0
INCR
0
INCR
0
INCR
0
INCR
0
INCR
0
INCR
0
INCR
0
INCR
0
INCR
0
INCR
0
INCR
0
INCR
0
INCR
0
INCR
0
INCR
0
INFLOW-1
RCH=
1. 5.379
4.
0
0
0
0
0
0
INFLOW-1
RCH=
2. 0.130
4.
0
0
0
0
0
0
INFLOW-1
RCH=
3. 3.343
4.
0
0
0
0
0
0
INFLOW-1
RCH=
4. 0.497
4.
0
0
0
0
0
0
INFLOW-1
RCH=
5. 0.543
4.
0
0
0
0
0
0
INFLOW-1
RCH=
6. 0.268
4.
0
0
0
0
0
0
INFLOW-1
RCH=
7. 0.686
5.
0
0
0
0
0
0
INFLOW-1
RCH=
8. 0.997
5.
0
0
0
0
0
0
INFLOW-1
RCH=
9. 0.449
5.
0
0
0
0
0
0
INFLOW-1
RCH=
10. 0.118
5.
0
0
0
0
0
0
INFLOW-1
RCH=
11. 0.175
5.
0
0
0
0
0
0
INFLOW-1
RCH=
12.
0.442
6.
0
0
0
0
0
0
INFLOW-1
RCH=
13. 0.098
6.
0
0
0
0
0
0
INFLOW-1
RCH=
14. 0.134
6.
0
0
0
0
0
0
INFLOW-1
RCH=
15.
0.196
6.
0
0
0
0
0
0
INFLOW-1
RCH=
16. 0.137
6.
0
0
0
0
0
0
INFLOW-1
RCH=
17.
0.138
7.
0
0
0
0
0
0
INFLOW-1
RCH=
18. 0.165
7.
0
0
0
0
0
0
INFLOW-1
RCH=
19. 0.409
7.
0
0
0
0
0
0
INFLOW-1
RCH=
20. 0.022
7.
0
0
0
0
0
0
ENDATA8
ENDATA8A
STREAM JUNCTION
12
1
JNC=A & R
12
12
ENDATA9
HEADWTR-1 HDW=
0
HEADWTR-1 HDW=
0
1.0
ROUEISS
4.841
4.
0
0
0
0
2.0
AFQA
3.009
4.
0
0
0
0
1.0
0
0
0
0
0
0
ENDATA10
HEADWTR-2 HDW=
0
0
0
91
HEADWTR-2 HDW=
ENDATA10A
POINTLD-1 PTL=
2.0
0
0
0
0
1.
Aoquora
0
1.42E-2
2.
Madjel
0
5. 78E-3
3.
Yanouh
0
5 .06E-3
POINTLD-1 PLT=
4.
Mhgaira&Hd 0
6. 81E-3
0
POINTLD-1 PLT=
0
5.
Afqa
0
3.12E-3
POINTLD-1 PLT=
6.
Mnaitra
0
3 .09E-4
7.
Ghabat
0
4.39E-3
8.
Aaboud
0
2.49E-3
9.
Mazraat
0
1. 87E-3
Qartaba
0
5. 03E-2
Ain El Gho 0
1 .87E-3
Lassa
0
1. 04E-2
Jaune
0
1.25E-3
Qerqraiya
0
1.25E-3
Ain El Del 0
1.25E-3
Qehmez
0
3.12E-3
Balhoss
0
1. 45E-4
Frat
0
6 .26E-4
Trabra
0
1.25E-3
Chorene
0
2 . 50E-4
Ain Jrain
0
1 .25E-3
0
0
0
0
0
0
POINTLD-1 PLT=
0
POINTLD-1 PLT=
0
0
POINTLD-1 PLT=
0
POINTLD-1 PLT=
0
POINTLD-1 PLT=
0
POINTLD-1 PLT=
10.
0
11.
0
POINTLD-1 PLT= 12.
0
POINTLD-1 PLT= 13.
0
POINTLD-1 PLT= 14.
0
POINTLD-1 PLT= 15.
0
POINTLD-1 PLT= 16.
0
POINTLD-1 PLT= 17.
0
POINTLD-1 PLT= 18.
0
POINTLD-1 PLT= 19.
0
POINTLD-1 PLT= 20.
0
POINTLD-1 PLT= 21.
0
POINTLD-1 PLT= 22.
0
POINTLD-1 PLT= 23.
0
POINTLD-1 PLT= 24.
0
POINTLD-1 PLT= 25.
0
POINTLD-1 PLT= 26.
0
POINTLD-1 PLT= 27.
0
POINTLD-1 PLT=
Nahr Ed Da 0
2.49E-3
Mechane
0
5. 06E-3
Adonis&Yah 0
1. 87E-2
Fart
0
1. 25E-3
Jouret Bed 0
3. 12E-3
Bizhel
3.74E-3
0
92
PLT=
28.
Mradiye
0
2.49E-3
0
0
0
0
0
PLT=
29.
Zaaitra
0
6.47E-3
0
0
0
0
0
PLT= 30.
Maissra
0
3.12E-3
0
0
0
0
0
PLT=
31.
Zeitoun
0
3.12E-3
0
0
0
0
0
POINTLD-1 PLT=
32.
El&Gh&Hou
0
1.87E-2
0
0
0
0
0
Jo&Qa&N&Bq 0
1.59E-2
0
0
0
0
0
Rest&Ibrah 0
3.24E-3
0
0
0
0
0
POINTLD-1
0
POINTLD-1
0
POINTLD-1
0
POINTLD-1
0
0
POINTLD-1 PLT= 33.
0
POINTLD-1
PLT= 34.
0
ENDATAl1
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
POINTLD-2
ENDATA11A
ENDATAl2
ENDATA13
ENDATA13A
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
PTL=
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
15.
16.
17.
18.
19.
20.
21.
22.
23.
24.
25.
26.
27.
28.
29.
30.
31.
32.
33.
34.
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
3E+4
93