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