Morphological Study of the Nile River Fourth Reach

Cairo University Faculty of Engineering Irrigation and Hydraulics Department

MORPHOLOGICAL STUDY OF THE NILE RIVER FOURTH REACH

Dalia Ahmed Fouad Mostafa

A Thesis Submitted to Irrigation and Hydraulics Department Faculty of Engineering - Cairo University In Partial Fulfillment of the Requirements for the Degree of Master of Science in Irrigation and Hydraulics

FACULTY OF ENGINEERING, CAIRO UNIVERSITY GIZA, EGYPT 2012 Cairo University Faculty of Engineering Irrigation and Hydraulics Department

MORPHOLOGICAL STUDY OF THE NILE RIVER FOURTH REACH

Dalia Ahmed Fouad Mostafa

Under the Supervision of

Prof. Dr. Mohamed Sherif El Prof. Dr. Medhat Said Aziz

Manadely

Director of the Professor of Hydraulics Nile Research Institute Irrigation and Hydraulics Department Faculty of Engineering National Water Research Center

FACULTY OF ENGINEERING, CAIRO UNIVERSITY GIZA, EGYPT 2012 Cairo University Faculty of Engineering Irrigation and Hydraulics Department

MORPHOLOGICAL STUDY OF THE NILE RIVER FOURTH REACH

Dalia Ahmed Fouad Mostafa

Approved by the Examining Committee

Prof. Dr. Mohamed Sherif El Manadely Thesis Main Advisor Professor of Hydraulics – Irrigation and Hydraulics Department – Faculty of Engineering

………………………………………………………………………………………………………………………………………

Prof. Dr. Mohamed Mokhles Abou- Seida Member Professor of Hydraulics – Irrigation and Hydraulics Department – Faculty of Engineering

……………………………………………………………………………………………………………………………………… Prof. Dr. Samy Abd-Elfatah Saad Member Deputy Director Hydraulics Research Institute – National Water Research Center

………………………………………………………………………………………………………………………………………

FACULTY OF ENGINEERING, CAIRO UNIVERSITY GIZA, EGYPT 2012

Engineer: Dalia Ahmed Fouad Mostafa Negm Date of Birth : 1 / 5 / 1982 Nationality : Egyptian E-mail : [email protected] Phone. : 01096532168 Address : Sheraton Heliopolis - Cairo Registration Date : 1 / 10 / 2005 Awarding Date : / / Degree : Master of Science Department : Irrigation and Hydraluics

Supervisors : Prof. Dr. Mohamed Sherif El Manadely Prof. Dr. Medhat Said Aziz (Director of the Nile Research Institute - National Water Research Center)

Examiners : Prof. Dr. Mohamed Sherif El Manadely Prof. Dr. Mohamed Mokhles Abou- Seida Prof. Dr. Samy Abd-Elfatah Saad (Deputy Director Hydraulics Research Institute - National Water Research Center)

Title of Thesis : Morphological Study of the Nile River Fourth Reach

Key Words: Nile River - Fourth Reach - Morphological Changes – Low Flow – High Flow

Summary :

The Nile River has experienced major morphological changes during the past decades. The aim of this study was to analyze some of the morphological changes in the fourth Nile River that occurred during the past decades and to predict the morphological changes in the future. Also Different scenarios were considered to study the effects of low flow on potable water and power plant stations located on the fourth reach and navigation problems. Other scenarios were considered to study the effects of high flows to locate the areas that will be inundated.

To My beloved parents , My Husband Hany & My Son Mohammed

ACKNOWLEDGEMENTS

First of all, I wish to give all my thanks to God for the completion of this work

I would like to express my thanks to my main supervisor Prof. Dr. Mohamed S. El- Manadely, Professor of Hydraulics, Irrigation and hydraulics Department, Cairo University, for his valuable advice, enthusiastic, guidance and continuous encouragement towards the successful completion of the study.

I wish to express my deepest sense of gratitude and sincerest appreciation to the supervisor Prof. Dr. Medhat Said Aziz, Director of the Nile Research Institute, National Water Research Center, for his helpful advice and valuable inspiration, he did not hesitate to provide his time for me and was always encouraging me to complete the study.

For his outstanding valuable help, Prof. Dr. Ahmed Fouad Negm, Head of Documentation and Information Center, National Water Research Center, the words may not justify how I admire his opinions, encouragement and support throughout this study. Sincerest gratitude and appreciation are also expressed to Prof. Dr. Ahmed Fahmy, Hydraulics research Institute, National Water Research Center, also Dr. Nahla Sadek, Nile Research Institute, National Water Research Center, for their support, constant encouragement, and guidance throughout the course of this study.

Last but not least I wish to express my deepest thanks, gratitude, and appreciation to my devoted mother, my father, and my husband for their love, warm caring, support, and, great patience throughout the time of this study. Finally, I want to thank everyone who helped or advised me during my work or even wished me good luck.

ABSTRACT

The Nile River has experienced major morphological changes during the past decades. The changes of flow discharges (for both cases; high and low flows), suspended sediment concentration changes, human interventions and the effect of new projects have major contribution for these changes.

The aim of this study was to analyze some of the morphological changes in the fourth Nile River reach located between Assiut Barrage (kilometer 544.500 D.S. the Aswan Dam) and the Delta Barrage (kilometer 954.500) that occurred during the past decades. Also to study and analyze the reach response to future expected low and high flows. Different scenarios were considered to study the effects of low flow on potable water and power plant stations located on the fourth reach and navigation problems. Other scenarios were considered to study the effects of high flows to locate the areas that will be inundated and to predict the morphological changes. The decision maker may therefore take the necessary actions concerning the existing and proposed projects located along the study reach.

One dimensional mathematical model; quasi 2-D; "GSTARS3" which is considered the most suitable model to simulate the water surface profile and the sediment transport was used in this research. The model was calibrated and verified using different sediment equations. The model results showed good agreements compared with actual measured data. The model was used also to simulate the different scenarios in the future, and the results were analyzed and discussed.

There was a general conclusion that deposition has more frequent occurrence than erosion on the bed for the whole reach during the past decades and also in the future. For the scenarios of low flows in the future; 15 and 8 potable water stations will be affected by passing the discharges of 35 and 39 Mm3/day respectively. The water levels at these stations will be below the critical level of the stations' operation. Also 6 and 5 locations will have navigational bottlenecks in case of passing the discharges of 35 and 39 Mm3/day respectively. For the scenarios of high flows in the future; the total lengths of the inundated regions at both banks are about 79.89, 26.06 and 15.01 km for the discharges 350, 200, and 190 Mm3/day respectively. The expected areas of the inundated regions are 4777, 962 and 448 feddans. ii

TABLE OF CONTENTS

ACKNOWLEDGEMENT...... i

ABSTRACT...... ii

TABLE OF CONTENTS...... iii

LIST OF TABLES...... vi

LIST OF FIGURES ...... viii

LIST OF ABBREVIATIONS...... xii

1. CHAPTER 1: INTRODUCTION ...... 1

1.1. General...... 1

1.2. Problem Definition...... 3

1.3. Main Objectives of the Study...... 4

1.4. Research Plan...... 4

1.5. Thesis Content...... 4

2. CHAPTER 2: LITERATURE REVIEW...... 7

2.1. The Future Expected Low and High Discharges. . . . . 7

2.2. Previous Works in Morphological Changes in Rivers . 7

2.3. Discussion...... 10 3. CHAPTER 3: SITE DESCRIPTION AND DATA

COLLECTION...... 12

3.1. Site Description ...... 12

3.2. The Fourth Reach Data Collections...... 13

3.2.1. Hydrological Data...... 13

3.2.2. Geometric Data...... 20

3.2.3. Navigation Requirements ...... 21

3.2.4. Bed Material Samples...... 22

3.2.5. Water and Power Plants Data...... 24

3.2.6. Roughness Coefficients ...... 27 3.3. Analyses the Morphological Changes Occurred

during the Past Decades (1982-2005)...... 27

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4. CHAPTER 4: NUMERICAL MODEL, CALBRATION

AND VERIFICATION...... 39

4.1. The Numerical Model...... 39

4.1.1. Introduction...... 39

4.1.2. Water Surface Profile Computation ...... 40

4.1.3. Sediment Transport Formulas ...... 41

4.1.4. Purpose and Capabilities ...... 43

4.2. Mathematical Model Calibration...... 44

4.2.1. Flow Mode Calibration Phase...... 45

4.2.2. Morphology Mode Calibration Phase ...... 48

4. 3. Mathematical Model Verification...... 55

4.3.1. Flow Mode Verification Phase...... 55

4.3.2. Morphology Mode Verification Phase...... 57 5. CHAPTER 5: MORPHOLOGICAL CHANGES IN THE

FOURTH REACH ...... 63

5.1. Introduction...... 63 5.2. Identify the Expected Morphological Changes in the

Future...... 63 6. CHAPTER 6: PROBLEMS ASSOCIATED WITH

EXPECTED FUTURE DISCHARGES...... 74

6.1. Introduction...... 74

6.2. Problems Associated With Future Low Discharges. . 74 6.2.1. Problems Associated With Water and Power

Plants ...... 76 6.2.1.1. Assessment the Status of the Stations

Located on the Eastern Bank...... 76 6.2.1.2. Assessment the Status of the Stations

Located on the Western Bank...... 78

6.2.2. Problems Associated With River Navigation. . . . 80

6.2.3. Discussion...... 81

6.3. Problems Associated With Future High Discharges. . 83

6.3.1. Problems Associated From D.S. Assiut Barrage to

El-Korimat ...... 84 6.3.2. Problems Associated From El-Korimat to Delta

Barrage...... 92

6.3.2.1. Flow Mode Calibration Phase...... 92

6.3.2.2. Morphology Mode Calibration Phase. . . 94

6.3.2.3. Model Operation for Year 2004-2005. . . 96

6.3.3. Discussion...... 108 7. CHAPTER 7: SUMMARY, CONCLUSIONS AND

RECOMMENDATIONS...... 111

7.1. Summary...... 111

7.2. Conclusions...... 111

7.3. Recommendations...... 113

REFERENCE ...... 115

APPENDIX I ...... I-1

APPENDIX II...... II-1

APPENDIX III ...... III-1

LIST OF TABLES

Table Name/Description Page No.

Table (3-1) Maximum and Minimum Water Levels at Different Stations 16 Table (3-2) Minimum Water Level (m) at Water Gauges (1990-2005) 17 Table (3-3) Maximum Water Level (m) at Water Gauges (1990-2005) 18 Table (3-4) The Main Characteristics of the Samples 23 Table (3-5) Water and Power Plants of the Fourth Reach 26 Table (3-6) Deposition and Scour Values during the Period from 1982 to 2004 35 Table (4-1) Water Level Obtained From Water Gages 45 Table (4-2) Manning Values Used in the Mathematical Model Calibration, 1982 46 Table (4-3) Manning “N” Values for Natural Streams and Excavated Channels 46 Table (4-4) Water Level Obtained From Water Gages 51 Table (4-5) Water Level Obtained From Water Gages 58 Table (6-1) Status of the Stations on East Side 77 Table (6-2) Status of the Stations on Western Side 79 Table (6-3) Inundated Distance along Banks for Discharge 350 Mm3/day, D.S. Assiut Barrage to El-Korimat Region 86 Table (6-4) Inundated Distance along Banks for Discharge 200 Mm3/day, D.S. Assiut Barrage to El-Korimat Region 87 Table (6-5) Inundated Distance along Banks for Discharge 190 Mm3/day, D.S. Assiut Barrage to El-Korimat Region 88 Table (6-6) Inundated Areas on Left and Right Banks, From D.S. Assiut Barrage to El-Korimat 89 Table (6-7) Areas of Submerged Islands, From D.S. Assiut Barrage to El- Korimat 89 Table (6-8) Location of Affected Buildings along the Risk Regions, From Assiut to El-Korimat, Discharge of 350 Mm3/day 91 Table (6-9) Location of Affected Buildings along the Risk Regions, From Assiut to El-Korimat, Discharge of 200 Mm3/day 91 Table (6-10) Location of Affected Buildings along the Risk Regions, From Assiut to El-Korimat, Discharge of 190 Mm3/day 91 Table (6-11) Manning Values Used In the Mathematical Model, El-Korimat to Delta Distance 94

Table (6-12) Inundated Distance along Banks for Discharge 350 Mm3/day, El- Korimat to Delta Region 99 Table (6-13) Inundated Distance along Banks for Discharge 200 Mm3/day, El- Korimat to Delta Region 101 Table (6-14) Inundated Distance along Banks for Discharge 190 Mm3/day, El- Korimat to Delta Region 103 Table (6-15) Inundated Areas on Left and Right Banks. 104 Table (6-16) Areas of Submerged Islands 105 Table (6-17) Location of Affected Buildings along the Risk Regions, Discharge of 350 Mm3/day 106 Table (6-18) Location of Affected Buildings along the Risk Regions, Discharge of 200 Mm3/day 107 Table (6-19) Location of Affected Buildings along the Risk Regions, Discharge of 190 Mm3/day 108

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LIST OF FIGURES

Figure Name/Description Page No.

Figure (1-1) Layout of River Nile through Egypt 3 Figure (3-1) Location of the Fourth Reach 12 Figure (3-2) River Nile Hydrograph D.S. Assuit Barrage From (1982-2005) 14 Figure (3-3) Minimum and Maximum Discharge D.S. Assiut Barrage (1990- 2005) 14 Figure (3-4) Schematic Diagram Showing the Water Gauges Locations along the Fourth Reach 15 Figure (3-5) Minimum Water Level at Water Gauges (1990-2005) 16 Figure (3-6) Maximum Water Level at Water Gauges (1990-2005) 17 Figure (3-7) The Used Grab Sediment Sampler 22 Figure (3-8) Schematic Drawing Shows Water and Power Plants on Both Sides of the Fourth Reach 25 Figure (3-9) Cross-Sections at KM (556.00) for the Years 1982, 1997, 2004 28 Figure (3-10) Cross-Sections at KM (574.00) for the Years 1982, 1997, 2004 28 Figure (3-11) Cross-Sections at KM (583.00) for the Years 1982, 1997, 2004 28 Figure (3-12) Cross-Sections at KM (591.50) for the Years 1982, 1997, 2004 29 Figure (3-13) Cross-Sections at KM (612.10) for the Years 1982, 1997, 2004 29 Figure (3-14) Cross-Sections at KM (687.00) for the Years 1982, 1997, 2004 29 Figure (3-15) Cross-Sections at KM (712.00) for the Years 1982, 1997, 2004 30 Figure (3-16) Cross-Sections at KM (720.00) for the Years 1982, 1997, 2004 30 Figure (3-17) Cross-Sections at KM (747.00) for the Years 1982, 1997, 2004 30 Figure (3-18) Cross-Sections at KM (758.00) for the Years 1982, 1997, 2004 31 Figure (3-19) Cross-Sections at KM (776.00) for the Years 1982, 1997, 2004 31 Figure (3-20) Cross-Sections at KM (798.00) for the Years 1982, 1997, 2004 31 Figure (3-21) Cross-Sections at KM (808.60) for the Years 1982, 1997, 2004 32 Figure (3-22) Cross-Sections at KM (830.00) for the Years 1982, 1997, 2004 32 Figure (3-23) Cross-Sections at KM (852.00) for the Years 1982, 1997, 2004 32 Figure (3-24) Cross-Sections at KM (862.00) for the Years 1982, 1997, 2004 33 Figure (3-25) Cross-Sections at KM (885.00) for the Years 1982, 1997, 2004 33 Figure (3-26) Cross-Sections at KM (912.00) for the Years 1982, 1997, 2004 33 Figure (3-27) Cross-Sections at KM (920.00) for the Years 1982, 1997, 2004 34 Figure (3-28) Cross-Sections at KM (948.00) for the Years 1982, 1997, 2004 34 Figure (3-29) Longitudinal Bed Profile of the Fourth Reach 1982, 2004 38

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Figure (4-1) Schematic Representation of the Use of Stream Tube Concept 39 Figure (4-2) Model Calibration in Case of Minimum Discharge (1982) 47 Figure (4-3) Model Calibration in Case of Maximum Discharge (1982) 48 Figure (4-4) Model Calibration, Predicted Water Surface Profile in the Case of Minimum Discharge at 1997 50 Figure (4-5) Model Calibration, Predicted Water Surface Profile in the Case of Maximum Discharge at 1997 50 Figure (4-6) Cross-Section at KM (545.00) 51 Figure (4-7) Cross-Section at KM (583.00) 52 Figure (4-8) Cross-Section at KM (644.00) 52 Figure (4-9) Cross-section at KM (653.00) 52 Figure (4-10) Cross-Section at KM (785.30) 53 Figure (4-11) Cross-Section at KM (791.00) 53 Figure (4-12) Cross-section at KM (852.00) 53 Figure (4-13) Cross-section at KM (912.00) 54 Figure (4-14) Cross-Section at KM (930.00) 54 Figure (4-15) Cross-section at KM (948.00) 54 Figure (4-16) Model Verification in Case of Minimum Discharge (1997) 56 Figure (4-17) Model Verification in Case of Maximum Discharge (1997) 56 Figure (4-18) Model Verification, Predicted Water Surface Profile in Case of Minimum Discharge at 2005 57 Figure (4-19) Model Verification, Predicted Water Surface Profile in Case of Maximum Discharge at 2005 58 Figure (4-20) Cross-Section at KM (545.00) 59 Figure (4-21) Cross-Section at KM (583.00) 59 Figure (4-22) Cross-Section at KM (644.00) 60 Figure (4-23) Cross-section at KM (653.00) 60 Figure (4-24) Cross-Section at KM (785.30) 60 Figure (4-25) Cross-Section at KM (791.00) 61 Figure (4-26) Cross-section at KM (852.00) 61 Figure (4-27) Cross-section at KM (912.00) 61 Figure (4-28) Cross-Section at KM (930.00) 62 Figure (4-29) Cross-sections at KM (948.00) 62 Figure (5-1) Discharge Hydrograph D.S. Assuit Barrage for the Maximum Consecutive Five Years (1999 To 2003) 64 Figure (5-2) Discharge Hydrograph D.S. Assuit Barrage for the Minimum Consecutive Five Years (1982 To 1986) 65

Figure (5-3) Model Output Results Corresponding to the Discharges of the Maximum Consecutive Five Years 65 Figure (5-4) Model Output Results Corresponding to the Discharges of the Minimum Consecutive Five Years 66 Figure (5-5) Cross-Section at KM (545.00) 66 Figure (5-6) Cross-Section at KM (574.00) 67 Figure (5-7) Cross-Section at KM (608.00) 67 Figure (5-8) Cross-Section at KM (627.00) 67 Figure (5-9) Cross-Section at KM (634.00) 68 Figure (5-10) Cross-Section at KM (645.00) 68 Figure (5-11) Cross-Section at KM (687.00) 68 Figure (5-12) Cross-Section at KM (712.00) 69 Figure (5-13) Cross-Section at KM (758.00) 69 Figure (5-14) Cross-Section at KM (776.00) 69 Figure (5-15) Cross-Section at KM (808.60) 70 Figure (5-16) Cross-Section at KM (815.00) 70 Figure (5-17) Cross-Section at KM (824.00) 70 Figure (5-18) Cross-Section at KM (844.45) 71 Figure (5-19) Cross-Section at KM (912.00) 71 Figure (5-20) Cross-Section at KM (948.00) 71 Figure (5-21) Bed Level Changes 73 Figure (6-1) Water Surface Profile Corresponding to Future Expected Low 3 Discharge = 35M m /day Running for Time Period 30 Days 75 Figure (6-2) Water Surface Profile Corresponding to Future Expected Low 3 Discharge = 39 Mm /day Running for Time Period 30 Days 75 Figure (6-3) Water and Electricity Stations Located on Eastern Side 77 Figure (6-4) Water and Electricity Stations Located on Western Side 78 Figure (6-5) The Navigational Bottlenecks Corresponding to Q = 39 Mm3\day 80 Figure (6-6) The Navigational Bottlenecks Corresponding to Q = 35 Mm3\day 81 Figure (6-7) Changes in Average Bed Levels 82 Figure (6-8) Model Output Results from D.S. Assiut Barrage to El-Korimat 3 Corresponding to the Discharge of 190 Mm /day passing for 30 Days 84 Figure (6-9) Model Output Results from D.S. Assiut Barrage to El-Korimat 3 Corresponding to the Discharge of 200 Mm /day passing for 30 Days 85

Figure (6-10) Model Output Results from D.S. Assiut Barrage to El-Korimat 3 Corresponding to the Discharge of 350 Mm /day passing for 30 Days 85 Figure (6-11) Mathematical Model Calibration for Discharge 44 Mm3/day 93 Figure (6-12) Mathematical Model Calibration for Discharge 170 Mm3/day 93 Figure (6-13) Model Calibration, Predicted Water Surface Profile in the Case of Minimum Discharge at 2004 95 Figure (6-14) Model Calibration, Predicted Water Surface Profile in the Case of Maximum Discharge at 2004 96 Figure (6-15) Model Output Results from El-Korimat to Delta Barrage 3 Corresponding to the Discharge of 190 Mm /day 97 Figure (6-16) Model Output Results from El-Korimat to Delta Barrage 3 Corresponding to the Discharge of 200 Mm /day 97 Figure (6-17) Model Output Results from El-Korimat to Delta Barrage 3 Corresponding to the Discharge of 350 Mm /day 98 Figure (6-18) Changes in Bed Levels 110

LIST OF ABBREVIATIONS

D.S. Downstream GSATRS Generalized Sediment Transport model for Alluvial River Simulation AHD Aswan High Dam MWRI Ministry of Water Resource and irrigation

NRI Nile Research Institute NWRC National water research center RTA River Transport Authority U.S Upstream

xii

CHAPTER 1 1. INTRODUCTION

1.1. General

One of the side effects of the construction of the Aswan High Dam (AHD) is the deposition of silt associated with the water flood at upstream (U.S.) of the dam in Lake Nasser, which resulted in increasing the capacity of water passing downstream (D.S.) AHD on the carrying and transporting of sediment from the bed of the Nile, which is known as degradation. In addition; the increased viability of the water flows to cause landslides, bank erosion and the transfer of loose materials to other areas in the downstream direction. These phenomena began to appear in the first reach of the river, which starts from downstream of the AHD to U.S. Esna barrage, followed by the second, the third and the fourth reach, which starts from D.S. Assiut barrage to U.S. Delta barrage.

Irresponsible human interventions and their activities on both sides of the river - which was to create some of the islands and the construction of some buildings within the boundaries of the river to a large extent – caused to reduce the capacity of the river to carry the high discharge similar to the situation before the construction of the AHD.

The Nile River is a natural river, thus it has many islands dividing its flow into two branches and also has many bends and meanders along its course from Aswan to the Mediterranean Sea. The Nile River bedfrom from Aswan to Cairo is generally consisted of successive layers of sandy soils. Meanwhile the upper layers of the river banks consisted of clayey silt to silty sand soil layers. On the other hand, some islands on the rivers are consisted of sandy silt soils and the others have the same formation as the river banks.

As mentioned earlier the discharge flow through the Nile River was controlled after the construction of the Aswan High Dam. The maximum discharge flow

1 was reduced and the suspended sediment concentration AHD greatly reduced. Thus, the Nile River is subjected to morphological changes in many locations along its course, particularly through the distance between Aswan and Cairo.

The last 1200 km of the 6800 km long Nile lies in Egypt between Aswan and Cairo, The Nile River is divided into four reaches, the first reach starting from D.S. AHD to U.S. Isna barrage, the second reach starting from D.S. Esna barrage to U.S. Nag Hammady barrage, the third reach starting from D.S. Nag Hammady barrage to U.S. Assuit barrage, and the fourth reach starting from D.S. Assuit barrage to U.S. Delta barrage, then the Nile splits into two branches at the south end of the Delta, the western or Rosetta branch and the eastern or Damietta branch, The two branches expand northwards into the Mediterranean Sea. Figure (1-1) provides a layout of the Nile River through Egypt.

Figure (1- 1) Layout of Nile River through Egypt

1.2. Problem Definition

The fourth reach of the Nile River has been selected to represent the present study as it is more critical than the other three reaches because it has not yet reached the complete hydraulic and morphological stability. This is in addition; this reach is the longest one of the four reaches with a length of about 410 km