Contents & References of Simulation of water behavior during dam failure using numerical methods in GIS environment
List:
Table of contents
1- Chapter 1: Research overview. 2
1-1- Introduction. 2
1-2- Proposing the problem and the necessity of conducting research. 2
1-3- The main question. 3
1-4- research assumptions. 3
1-5- research objectives. 3
1-6- introducing the thesis structure. 4
1-6-1- Chapter 1: General research. 4
1-6-2- Chapter Two: The study area and research background. 4
1-6-3- The third chapter: theoretical foundations. 4
1-6-4- The fourth chapter: materials and methods 4
1-6-5- The fifth chapter: discussion and results. 5
1-6-6- The sixth chapter: summarizing and presenting the proposal and resources. 5
2- Chapter Two: The study area and research background. 7
2-1- Introduction. 7
2-2- Location, boundaries and extent of the studied area. 7
2-3- Research background. 13
3- The third chapter: theoretical foundations. 21
3-1- Introduction. 21
3-2- Dam failure. 21
3-3- Factors affecting dam failure. 22
3-3-1- The type of dam failure according to the flood hydrograph caused by it. 23
3-4- Examining the factors causing failure. 23
3-5- Mathematical model and calculation methods. 25
3-5-1- Mathematical models. 25
3-5-2- Choosing a numerical model. 26
3-5-3- Basic approaches to solve discontinuity problems. 26
3-6- Equations governing one-dimensional flow. 29
3-6-1- Numerical solution methods of governing equations. 32
3-6-1-1- Finite difference method. 32
3-6-1-2- Limited volume method. 33
3-6-1-3- Volume control method. 34
3-6-1-4- Finite element method. 34
3-7- HLL numerical solution method. 35
4- Chapter 4: Materials and methods 40
4-1- Introduction. 40
4-2- Research method. 40
4-3- The data used in the research. 41
4-3-1- Spatial data. 42
4-3-1-1- Topographic data. 42
4-4- Development of a numerical model for dam failure simulation. 42
4-5- Spatial database design. 43
4-6- Creating transverse sections. 43
4-6-1- Production of digital height model. 43
4-6-1-1- production of the Khat al-Qarajarian layer. 43
4-6-1-2- Creating points on the lines perpendicular to the Al-Qarajarian line. 45
4-6-1-3- extracting the height of points from the digital height model. 45
4-7- How to perform numerical model calculations and its evaluation. 46
4-7-1- HLL algorithm design. 47
4-7-2- Solving the flow equation. 48
4-7-3- Evaluation of the model. 50
4-8- Definition of scenarios 50
4-8-1- Water level level and maximum opening rate. 50
4-8-2- The level of the water level is 1760 and the maximum opening rate. 51
4-8-3- The level of the water level is 1760 and the amount of opening is 100 meters. 51
4-8-4- Maximum water level and 100 meters opening. 51
4-8-5- water level and maximum opening, but the bed is further downstream. 51
5- The fifth chapter: results and discussion. 53
5-1- Introduction. 53
5-2- Validation of flow solving program. 53
5-2-1- Static test. 53
5-2-2- Dam failure test with dry downstream. 54
5-2-3- Dam failure test with downstream. 56
5-3- The results of the first scenario. 58
5-4- The results of the second scenario. 62
5-5- Results of the third scenario. 65
5-6- The results of the fourth scenario. 70
5-7- The results of the fifth scenario. 74
5-8- Comparing the results of dry bed scenarios. 78
5-9- Comparing the results of dry bed scenario with wet bed. 79
6- Chapter 6: Conclusion and proposal. 81
6-1- Summary. 81
6-2- Assumption test. 83
6-3- Suggestion. 83
6-4- Persian sources: 84
6-5- Latin sources: 85
List of forms
Figure 2-1 of the study area. 8
Figure 2-2 Karaj Dam and downstream areas. 8
Figure 2-3 Location and population of the downstream areas of the dam (year 1985) 10
Figure 2-4 Use of the downstream areas of the dam. 11
Figure 2-5 Geological map of the studied area. 12
Figure 2-6- 3D view of the study area. 13
Figure 3-1 Geometric characteristics of cross sections in one-dimensional equations (Rafiei, 1388) 30
Figure 3-2 Control volume in the finite volume method. 31
Figure 4-1 research method. 41
Figure 4-2 Al-Qarajarian water line. 44
Figure 4-3 Creating points on lines perpendicular to the Al-Qarajarian line. 45
Figure 4-4 Diagram of cross sections in three separate places on the river flow. 46
Figure 4-5- Dam failure modeling form.46
Figure 4-6- HLL method algorithm. 48
Figure 5-1 The result of static test modeling. 54
Figure 5-2 Initial conditions for the analytical solution of dam failure with dry downstream 54
Figure 5-3 The result of dam failure modeling with dry bed after 20 seconds. 55
Figure 5-4 Comparison of numerical solution and analytical solution of dam failure with dry bed in 20 seconds. 55
Figure 5-5- The initial conditions of the analytical solution of the dam failure with downstream. 56
Figure 5-6- The result of dam failure modeling with a wet bed after 20 seconds. 57
Figure 5-7- Comparison of numerical solution and analytical solution of dam failure with lower bed in 20 seconds. 57
Figure 5-8 Flood zoning at 12 minutes and 30 seconds after dam failure (first scenario) 59
Figure 5-9 Flood zone 3 hours after dam failure (first scenario) 60
Figure 5-10 Flood zone 3 hours and 26 minutes after dam failure (first scenario) 61
Figure 5-11 Zone Flood 14 minutes and 32 seconds after the dam failure (second scenario) 63
Figure 5-12 Flood area 1 hour and 15 minutes after dam failure (second scenario) 64
Figure 5-13 Flood area 4 hours and 15 minutes after dam failure (second scenario) 65
Figure 5-14 Flood area 15 minutes and 23 After the dam failure (third scenario) 67
Figure 5-15 Flood zone 2 hours and 20 minutes after dam failure (third scenario) 68
Figure 5-16 Flood zone 4 hours and 18 minutes after dam failure (third scenario) 69
Figure 5-17 Flood zone 15 minutes after dam failure (scenario 4) 71
Figure 5-18 Flood area 2 hours after dam failure (fourth scenario) 72
Figure 5-19 Flood area 3 hours and 37 minutes after dam failure (fourth scenario) 73
Figure 5-20 Flood area 12 minutes after dam failure (fifth scenario) 75
Figure 5-21 Flood area 1 hour and 50 minutes after dam failure (fifth scenario) 76
Figure 5-22 Flood area 3 hours and 9 minutes after dam failure (fifth scenario) 77
Figure 5-23- Comparison of the first scenario with the second (dry bed) 78
Figure 5-24 Comparison of the first scenario with the fourth (dry bed) 78
Figure 25-5- Comparison of the first scenario with the fifth. 79
Figure 6-1- Steps of crisis management. 82
List of tables
Table 2-1 of the downstream areas of the dam and their distance from the Al-Qarajarian line. 9
Table 3-1- Examples of the phenomenon of dam failure (Chitsazan, 2008) 22
Table 3-2- Various factors causing dam failure (Rafiei, 2018) 24
Table 3-3- Statistics of the percentage of failures based on the type of failure (Rafiei, 2010) 25
Table 4-1- Coefficient Approximate Manning for pitches with different coatings. 49
Table 5-1- Time of flood reaching the areas downstream of the dam (first scenario) 58
Table 5-2- Time of the flood zone reaching the downstream areas of the dam (second scenario) 62
Table 5-3- Time of the flood zone reaching the downstream areas of the dam (third scenario) 66
Table 5-4- Time of reaching the flood zone Areas downstream of the dam (fourth scenario) 70
Table 5-5- The time of the flood zone reaching the areas downstream of the dam (scenario five) 74
Source:
1-1-Persian sources:
Abarshi Maryam, Jafarzadeh Mohammadreza, Hosseini Seyyed Mahmoud, (1389), investigation of the risks caused by the failure of the Targah dam, the fifth congress National Institute of Civil Engineering, Ferdowsi University of Mashhad, Mashhad, Iran.
Banihashmi Mohammad Ali, (2012), two-dimensional model of dam failure, final report of the applied research project, research assistant of the country's water resources management organization, Ministry of Energy.
Baharestani, Aida, (2015), two-dimensional model of water and sediment movement in dam failure using the finite volume method, master's thesis, water engineering, faculty of civil engineering, University of Tehran.
Jabali Kakah, Hae Zhar, (2017), two-dimensional modeling of dam failure using SPH elementless method, Master's thesis, Department of Hydraulic Structures, Faculty of Civil Engineering, Tehran University. (1389), two-dimensional simulation of dam failure using triangular irregular networks (finite volume method), Master's thesis, Department of Hydraulic Structures, Faculty of Civil Engineering, University of Tehran.
Rafiei Dastjardi, K. (2008), Recalibration of one and two-dimensional mathematical models of dam failure simulator using field data, Master's thesis, University of Tehran