Development of Operation Rule of Proposed Ganges Barrage Using Mathematical Model
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DEVELOPMENT OF OPERATION RULE OF PROPOSED GANGES BARRAGE USING MATHEMATICAL MODEL KHANDKER SAQIB ISHTIAQ DEPARTMENT OF WATER RESOURCES ENGINEERING BANGLADESH UNIVERSITY OF ENGINEERING AND TECHNOLOGY DHAKA, BANGLADESH DECEMBER 2011 i DEVELOPMENT OF OPERATION RULE OF PROPOSED GANGES BARRAGE USING MATHEMATICAL MODEL A Thesis Submitted by Khandker Saqib Ishtiaq (Roll No. 0409162026 P) In partial fulfillment of the requirements for the degree of Master of Science in Water Resources Engineering Department of Water Resources Engineering Bangladesh University of Engineering and Technology (BUET) DHAKA - 1000 December 2011 ii CERTIFICATE OF APPROVAL We hereby recommend that the thesis prepared by Khandker Saqib Ishtiaq, Roll No. 0409162026 (P), entitled “Development of Operation Rule of Proposed Ganges Barrage Using Mathematical Model” has been accepted as fulfilling this part of the requirements for the degree of Master of Science in Water Resource Engineering Dr. Md. Abdul Matin Chairman of the committee Professor (Supervisor) Dept. of Water Resources Engineering BUET Dr. Umme Kulsum Navera Member Professor and Head Dept. of Water Resources Engineering BUET Dr. M. Mirjahan Member Professor Dept. of Water Resources Engineering BUET Mr. Abu Saleh Khan Member Deputy Executive Director (External) IWM, Dhaka. December 2011 iii TABLE OF CONTENTS Page No. Certificate of Approval III Table of Contents IV List of Figures VI List of Tables VIII List of Abbreviations IX Acknowledgement X Abstract XI CHAPTER ONE: INTRODUCTION 1.1 General 1 1.2 Background of the Study 1 1.3 Objectives of the Study 3 1.4 Structure of the thesis 3 CHAPTER TWO: LITERATURE REVIEW 2.1 General 4 2.2 Review of Studies related to Ganges Barrage 4 2.3 Barrage operation related study 6 2.4 Morphological impact related study 13 2.5 Studies related to radial gate operation and calibration 17 CHAPTER THREE: GANGES BARRAGE PROJECT 3.1 General 21 3.2 Ganges River 21 3.2.1 Ganges Water Treaty 23 3.3 Hydraulic design parameters of Ganges Barrage 24 CHAPTER FOUR: THEORY AND METHODOLOGY 4.1 General 29 4.2 Theory 29 4.2.1 Governing Equation of One Dimensional Model 29 4.2.1.1 Hydrodynamic Equation of MIKE 11 30 4.2.1.2 Control Structures and flow regulations 32 4.2.2 Governing Equations of Two Dimensional model 34 4.2.2.1 Hydrodynamic flow equation of MIKE 21C 34 4.2.2.2 Morphological model of MIKE 21C 35 4.2.2.3 Sediment Continuity Equation 36 4.2.2.4 Flow Regulation 36 4.3 Rule Curve 36 4.4 Rating curve 37 iv 4.5 Methodology 37 4.5.1 Data Collection 37 4.5.2 Development of models 45 4.5.3 Development of Barrage Operational Plan 53 4.5.4 Development of rule curves 54 4.5.5 Assessment of sedimentation during Gate Operation 55 4.6 Concluding Remarks 55 CHAPTER FIVE: RESULTS AND DISCUSSIONS 5.1 Calibration of Discharge equation of radial gate 56 5.2 Barrage Operation plan 57 5.3 Rule Curve 64 5.4 Morphological changes due to barrage gate operation 69 5.4.1 For low discharge 69 5.4.2 For medium and high discharge 75 5.5 Assessment of sedimentation rate 77 CHAPTER SIX: CONCLUSIONS AND RECOMMENDATIONS 6.1 General 78 6.2 Conclusions 78 6.3 Recommendations for future study 80 References 81 APPENDIX A : RULE CURVES v LIST OF FIGURES Page No. Figure 2.1: Rule curves developed for Teesta barrage 7 Figure 3.1: Variation of sinuosity at the downstream of Hardinge Bridge to 23 confluence Figure 3.2: Satellite images of three years showing the extent and formation of 23 char Figure 3.3: Ganges Dependent Area and location of proposed barrage site 25 Figure 3.4: Layout of the proposed Ganges Barrage 28 Figure 4.1: Reach section with h- and q-grid points, on which the Saint Venant 31 equations are solved. Figure 4.2: Centered 6-point Abbot Scheme 32 Figure 4.3: Definition sketch of Radial Gate 33 Figure 4.4: Location of water level stations 38 Figure 4.5: Average, maximum and minimum water level of Ganges at Hardinge 39 Bridge from 1960 to 2009 Figure 4.6: Average, maximum and minimum water level of Gorai at GRB from 39 1960 to 2009 Figure 4.7: Minimum flow of Ganges at Hardinge Bridge from 1960 to 2010 40 Figure 4.8: Monthly Minimum, maximum and average flow variation of Ganges 40 at Hardinge Bridge Figure 4.9: Surveyed cross section at Barrage axis 41 Figure 4.10: Schematic Diagram of the Ganges River with Locations of Proposed 42 Channel Off-takes Figure 4.11: Layout of the physical model of Ganges Barrage 44 Figure 4.12: Variation of discharge co efficient with discharge from physical 44 model study Figure 4.13: Extent of the one dimensional model 46 Figure 4.14: Barrage section showing the undersluice (a) and spillway (b) parts 46 Figure 4.15: Developed Rating curve at Hardinge Bridge for 2009 48 vi Figure 4.16: Comparison between observed and simulated water level at Talbaria 49 Figure 4.17: Comparison between observed and simulated water level at Sengram 50 Figure 4.18: Comparison between observed and simulated water level for 2010 50 hydrological year at Sengram Water Level Station Figure 4.19: Comparison of observed and simulated water level at two stations 53 along the Ganges for the final model calibration: a) Hardinge Bridge; b) Pangsha Figure 5.1: 12.5 mPWD pond level for 1 m opening of all undersluices 58 Figure 5.2: Changes of net discharge with pond level when all barrage gates are 59 closed Figure 5.3: Changes of net discharge with pond level when undersluice gate (all) 60 opening is 1 m Figure 5.4: Pond level variations for discharge above 45000 m3/s 61 Figure 5.5: Rating Curve at 150 m upstream from Barrage site 65 Figure 5.6: Rating Curve at 750 m downstream from Barrage site 66 Figure 5.7: Rule Curves for all Under Sluice gates for downstream water level of 68 3.7 mPWD Figure 5.8: Rule Curves for all Spillway gates for downstream water level of 3.7 68 mPWD Figure 5.9: River Morphology near barrage site before gate operation 71 Figure 5.10: Morphological changes at Barrage site for Run 1 and Run 2 71 Figure 5.11: Morphological changes at barrage site for run 3 72 Figure 5.12: Morphological changes at barrage site for run 4 72 Figure 5.13: Comparison of cross section at Barrage upstream for different 73 simulations Figure 5.14: Comparison of cross section at Barrage downstream for different 73 simulations Figure 5.15: Sediment Transport for at Barrage upstream for Run 1 and 2 74 Figure 5.16: Velocity vectors for (a) still pond and (b) Semi open operation 75 Figure 5.17: Morphological changes at barrage site due to Band 3 flow 76 Figure 5.18: Morphological changes at barrage site due to high discharges 76 vii LIST OF TABLES Page No. Table 3.1: Key hydrological characteristics of Ganges 22 Table 3.2: Water Sharing of Ganges River between India and Bangladesh 24 Table 3.3: Elevation & Storage Volume of Proposed Ganges Barrage 27 Table 4.1: List of Water level data collection stations 38 Table 4.2: Monthly Flow Diversions through Link Channels (m3/s) 43 Table 4.3: Parameters used while incorporating barrage in the model 47 Table 4.4: List of trial simulations for hydrodynamic model calibration with 49 various M Table 4.5: Flow Band covering round the year Ganges flow from minimum to 54 maximum Table 5.1: Response of discharges entering into radial gate for different 56 calibration factor Table 5.2: Discharge calibration factors used in this study 57 Table 5.3: List of simulations with different combinations 62 Table 5.4: Tentative barrage operation plan for low discharges 63 Table 5.5: Tentative barrage operation plan for medium discharges 63 Table 5.6: Tentative barrage operation plan for high discharges 64 Table 5.7: Selected downstream water level and corresponding discharges for rule 67 curve Table 5.8: List of conducted simulations in suing two dimensional model 70 Table 5.9: Net rate of Sedimentation for low discharges due to gate operation 77 viii LIST OF ABBREVIATIONS 1-D One Dimensional 2-D Two Dimensional BWDB Bangladesh Water Development Board CHR Canal Head Regulator DHI Danish Hydraulic Institute GDA Ganges Dependent Area GRB Gorai Railway Bridge HWL Head Water Level IWM Institute of Water Modelling PWD Public Works Department RRI River Research Institute ix ACKNOWLEDGEMENT The author wishes to express his sincere and profound gratitude to Dr. Md. Abdul Matin, Professor, Department of Water Resources Engineering (WRE) , Bangladesh University of Engineering and Technology (BUET), for this advice, support, guidance and supervision throughout this study. His guidance, valuable suggestion and feedback contributed greatly to this dissertation. The author is also grateful to Dr. Umme Kulsum Navera, Head, Department of WRE, BUET, Dr. M. Mirjahan, Professor, DWRE, BUET and Mr. Abu Saleh Khan, Deputy Executive Director, IWM, who were the members of the Board of Examiners for their useful comments and valuable suggestions. Author is in debt to Institute of Water Modelling (IWM), for providing necessary data, information and modelling tools to carry out this research work. Thanks are also to River Research Institute (RRI) and Bangladesh Water Development Board (BWDB) for providing all necessary data related to the study. Particularly, the author is grateful to management of IWM for providing all the facilities and the colleagues of River Engineering Division, IWM for providing valuable advices and heartiest support throughout the study.