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ABSTRACT 7

I. 서론 18

1. 연구의 배경 18

2. 기존의 연구 20

3. 연구의 목적 22

4. 연구의 구성 24

II. 유체-입자 양방향수치해석기법 26

1. 머리말 26

2. 유체해석을 위한 파동장모델 27

1) 기초방정식 27

2) 격자구성 및 Cell에서 변수위치의 결정 30

3) 기초방정식의 이산화(Discretization) 32

4) SOLA scheme 34

5) 자유수면의 모의(VOF method) 37

6) 경계조건 51

7) 안정조건 62

3. 개별요소법(DEM) 64

1) 개별요소법의 개요 64

2) 접촉판정과 접촉상대변위증분 64

3) 입자간 작용력 66

4) 운동방정식 68

5) 개별요소법(DEM) 계수 설정 71

4. 파동장모델과 개별요소법의 양방향해석기법 77

1) 양방향해석기법의 개요 77

2) 양방향해석기법의 흐름도 77

5. 맺음말 79

III. 유체-입자 양방향 연성수치모델의 검증 80

1. 머리말 80

2. 파동장모델의 검증 80

1) 파동장모델의 검증을 위한 조건 80

2) 파랑-구조물 상호작용에 따른 파고/유속변화 검증 82

3) 파랑-호안 상호작용에 따른 파고/간극수압변화 검증 85

3. 개별요소법의 검증 88

1) 개별요소법의 검증을 위한 조건 88

2) 안식각 검증 89

4. 조시화기법의 검증 91

1) 이동량 검증 91

2) 조시화기법을 이용한 이동량 검증 98

5. 맺음말 100

IV. 해중 식생대공법의 개발 및 특성 분석 102

1. 머리말 102

2. 해중 식생대의 개요 102

3. 수리모형실험 104

1) 실험방법 104

2) 실험조건 107

4. 수치파동수조 108

1) 수치파동수조의 개요 108

2) 수치파동수조의 타당성 110

5. 해중 식생대 주변의 수리특성 111

1) 파랑제어특성 111

2) 흐름제어특성 134

6. 해중 식생대 설치에 따른 연안역 초기이동특성 139

1) 수치모형실험의 개요 139

2) 해중 식생대의 파랑 및 흐름제어특성에 따른 초기표사이동 140

7. 맺음말 149

V. 인공산호초공법의 개발 및 특성 분석 150

1. 머리말 150

2. 인공산호초의 개요 150

3. 수리모형실험 152

1) 실험방법 152

2) 실험조건 153

4. 수치파동수조 154

1) 수치파동수조의 개요 154

2) 수치파동수조의 타당성 155

5. 인공산호초 주변의 수리특성 157

1) 파랑제어특성 157

2) 흐름제어특성 168

6. 인공산호초 설치에 따른 연안역 초기이동특성 171

1) 수치모형실험의 개요 171

2) 인공산호초의 파랑 및 흐름제어특성에 따른 초기표사이동 172

7. 맺음말 180

VI. 결론 및 고찰 182

1. 유체-입자 양방향수치해석기법의 타당성 183

2. 해중 식생대의 파랑 및 흐름제어특성 184

3. 해중 식생대에 따른 초기표사이동의 저감특성 185

4. 인공산호초의 파랑 및 흐름제어특성 185

5. 인공산호초에 따른 초기표사이동의 저감특성 186

참고문헌 188

표목차

Table 1. Determination of the free surface orientation 44

Table 2. Numerical test conditions for verification of NWT 81

Table 3. Numerical test conditions for verification of NWT 82

Table 4. Numerical test conditions for verification of DEM 89

Table 5. Comparison between the measure (Yamada et al., 2010) and... 91

Table 6. Numerical test conditions for verification of NWT-DEM coupled... 92

Table 7. Performance and specification of hydraulic experiment wave tank 105

Table 8. Hydraulic experiments setup condition 108

Table 9. The conditions of incident waves used in this study 109

Table 10. Comparison of wave reflection, transmission and dissipation... 134

Table 11. Performance and specification of wave tank 153

Table 12. Hydraulic experiments setup condition 153

Table 13. The conditions of incident waves used in this study 155

Table 14. Wave heights efficiency of Hydraulic experiments 158

Table 15. Comparison of wave reflection, transmission and dissipation... 168

그림목차

Fig. 1. Definition of porosity components in porous body element 28

Fig. 2. Location of variables for a staggered mesh 31

Fig. 3. Newton-Raphson method 35

Fig. 4. Modeling of free surface 40

Fig. 5. Exception to the classification of cells 41

Fig. 6. Evaluation of free surface shape 43

Fig. 7. Definition of Donor-cell and Acceptor-cell 45

Fig. 8. Fluid density of boundary cell for Donor-Acceptor method 46

Fig. 9. Change of subscript in the boundary cell 47

Fig. 10. Advection method of VOF function 48

Fig. 11. Exception of advection computation 49

Fig. 12. Velocity boundary condition 52

Fig. 13. Pressure boundary condition on free surface 53

Fig. 14. Sketch of added fictitious dissipation zone 54

Fig. 15. Virtual velocity components in case of the mesh with inclined... 57

Fig. 16. Estimation of surface permeability in case of the mesh with inclined... 58

Fig. 17. Gradual increasing of wave source 61

Fig. 18. Coordinates of two dimensioal elements 65

Fig. 19. Spring-dashpot-slider system 67

Fig. 20. Contact of spring element 73

Fig. 21. Section method of judging for contac 76

Fig. 22. Flowchart of two-way analysis method between NWT and DEM 78

Fig. 23. Definition sketch of numerical wave tank based on the... 81

Fig. 24. Definition sketch of numerical wave tank based on the... 82

Fig. 25. Comparison between the measured (Nadaoka et al., 1994) and the... 83

Fig. 26. Comparison between the measured (Nadaoka et al., 1994) and the... 84

Fig. 27. Comparison between the measured (Nadaoka et al., 1994) and the... 85

Fig. 28. Comparison between the measured (Nakamura, 2008) and the... 86

Fig. 29. Comparison between the measured (Nakamura, 2008) and the... 87

Fig. 30. Definition sketch of numerical tank based on the experiment by... 88

Fig. 31. Spatial distribution of behavior due to the Alumina and Quartz sand 90

Fig. 32. Comparison between the measured (Yamada et al., 2010) and the... 91

Fig. 33. Definition sketch of numerical wave tank based on the experiment... 92

Fig. 34. Spatial distribution of bore-induced open the gate(CASE1,... 94

Fig. 35. Comparison between the measured(Othman et al., 2014) and... 95

Fig. 36. Comparison between the measured(Othman et al., 2014) and the... 96

Fig. 37. Comparison between the measured (Othman et al., 2014) and the... 97

Fig. 38. Comparison between the measured (Othman et al., 2014) and the... 98

Fig. 39. Spatial distribution for Large-Scale method 99

Fig. 40. Comparison between the measured (Othman et al., 2014) and... 100

Fig. 41. Present condition of submerged vegetation zone 103

Fig. 42. Schematic diagram of submerged vegetation zone 103

Fig. 43. Schematic diagram of submerged vegetation zone for hydraulic... 104

Fig. 44. Schematic diagram of measurement area velocity field at front... 106

Fig. 45. Schematic diagram of free surface capturing 107

Fig. 46. Definition sketch of numerical wave tank due to submerged... 109

Fig. 47. Definition sketch of numerical wave tank based on the hydraulic... 110

Fig. 48. Conparison between the measured (Asano et al., 1988) and the... 111

Fig. 49. Temporal and Spatial distribution of surface around vegeatation... 112

Fig. 50. Temporal and Spatial distribution of surface around vegeatation... 113

Fig. 51. Time-series of non-dimensional free surface elevations in... 114

Fig. 52. Distributions of wave reflection, transmission and dissipation... 115

Fig. 53. Distributions of wave reflection, transmission and dissipation... 115

Fig. 54. Spatial distribution of wave height around flexible vegetation zone... 115

Fig. 55. Spatial distribution of wave height around rigid vegetation zone... 116

Fig. 56. Spatial distribution of wave and velocity fields around submerged... 117

Fig. 57. Spatial distribution of wave and velocity fields around flexible... 118

Fig. 58. Spatial distribution of wave and velocity fields around rigid... 119

Fig. 59. Spatial distribution of non-dimensional wave heights around... 119

Fig. 60. Spatial distribution of wave and velocity fields around flexible... 121

Fig. 61. Spatial distribution of wave and velocity fields around flexible... 122

Fig. 62. Spatial distribution of wave and velocity fields around rigid... 123

Fig. 63. Spatial distribution of wave and velocity fields around rigid... 123

Fig. 64. Spatial distribution of non-dimensional wave heights around... 124

Fig. 65. Spatial distribution of non-dimensional wave heights around rigid... 124

Fig. 66. Spatial distribution of wave and velocity fields around flexible... 126

Fig. 67. Spatial distribution of wave and velocity fields around flexible... 126

Fig. 68. Spatial distribution of wave and velocity fields around rigid... 127

Fig. 69. Spatial distribution of wave and velocity fields around rigid... 128

Fig. 70. Spatial distribution of non-dimensional wave heights around... 128

Fig. 71. Spatial distribution of non-dimensional wave heights around rigid... 129

Fig. 72. Spatial distribution of wave and velocity fields around flexible... 130

Fig. 73. Spatial distribution of wave and velocity fields around flexible... 131

Fig. 74. Spatial distribution of wave and velocity fields around rigid... 132

Fig. 75. Spatial distribution of wave and velocity fields around rigid... 133

Fig. 76. Spatial distribution of non-dimensional wave heights around... 133

Fig. 77. Spatial distribution of non-dimensional wave heights around rigid... 133

Fig. 78. Spatial distribution of velocity field around flexible vegetation... 135

Fig. 79. Spatial distribution of velocity field around rigid vegetation zone 136

Fig. 80. Spatial distribution of vertical velocity due to PIV 136

Fig. 81. Spatial distribution of velocity, vorticity and turbulence intensity... 137

Fig. 82. Spatial distribution of velocity, vorticity and turbulence intensity... 138

Fig. 83. Spatial distribution of velocity, vorticity and turbulence intensity... 138

Fig. 84. Vertical distribution of mean velocity around submerged... 139

Fig. 85. Definition sketch of numerical wave tank ACRs method at sandy... 140

Fig. 86. Spatial distribution of non-dimensional wave heights around... 141

Fig. 87. Spatial distribution of non-dimensional mean water level around... 141

Fig. 88. Spatial distribution for sediment transport around swash zone... 143

Fig. 89. Spatial distribution for sediment transport around swash zone... 144

Fig. 90. Spatial distribution for sediment transport around swash zone... 144

Fig. 91. Spatial distribution for sediment transport around swash zone... 144

Fig. 92. Spatial distribution for sediment transport around swash zone... 144

Fig. 93. Spatial distribution for sediment transport around swash zone... 146

Fig. 94. Spatial distribution for sediment transport around swash zone... 146

Fig. 95. Spatial distribution for sediment transport around swash zone... 146

Fig. 96. Spatial distribution for sediment transport around swash zone... 147

Fig. 97. Spatial distribution for sediment transport around swash zone... 147

Fig. 98. Behavior of the sediment transport in swash zone 148

Fig. 99. Behavior of the sediment transport in swash zone with flexibel... 148

Fig. 100. Behavior of the sediment transport in swash zone with rigid... 149

Fig. 101. Coastal formed by wave attenuation and erosion control for... 151

Fig. 102. Schematic diagram of the wave basin including the ACRs... 151

Fig. 103. Schematic diagram of the wave basin including the ACRs... 152

Fig. 104. Materials and structures for the hydraulic experiment 154

Fig. 105. Defintion sketch of numerical wave tank due to submerged... 155

Fig. 106. Defintion sketch of numerical wave tank based on the hydraulic... 156

Fig. 107. Comparison between the measured hydraulic experiment and the... 157

Fig. 108. Spatial distribution of surface elevations around ACRs with... 158

Fig. 109. Spatial distribution of wave and velocity fields around... 160

Fig. 110. Spatial distribution of wave and velocity fields around ACRs... 161

Fig. 111. Spatial distribution of wave and velocity fields around ACRs... 162

Fig. 112. Spatial distribution of wave and velocity fields around ACRs... 162

Fig. 113. Spatial distribution of wave and velocity fields around ACRs... 163

Fig. 114. Spatial distribution of wave and velocity fields around ACRs... 164

Fig. 115. Spatial distribution of non-dimensional wave heights around... 164

Fig. 116. Spatial distribution of wave and velocity fields around ACRs... 166

Fig. 117. Spatial distribution of wave and velocity fields around ACRs... 167

Fig. 118. Spatial distribution of non-dimensional wave heights around... 167

Fig. 119. Spatial distribution of velocity, vorticity and turbulence intensity... 169

Fig. 120. Spatial distribution of velocity, vorticity and turbulence intensity... 170

Fig. 121. Spatial distribution of velocity, vorticity and turbulence intensity... 170

Fig. 122. Vertical distribution of mean velocity around submerged... 171

Fig. 123. Definition sketch of numerical wave tank ACRs method at sandy... 172

Fig. 124. Spatial distribution of non-dimensional wave heights around... 173

Fig. 125. Spatial distribution of non-dimensional mean water level around... 173

Fig. 126. Spatial distribution for behavior around ACRs method under... 175

Fig. 127. Spatial distribution for behavior around ACRs method under... 175

Fig. 128. Spatial distribution for behavior around ACRs method under... 176

Fig. 129. Spatial distribution for behavior around ACRs method under... 177

Fig. 130. Spatial distribution for behavior around ACRs method under... 177

Fig. 131. Spatial distribution for behavior around ACRs method under... 178

Fig. 132. Behavior of the sediment transport in swash zone 178

Fig. 133. Behavior of the sediment transport in swash zone with ACRs... 179

Fig. 134. Behavior of the sediment transport in swash zone with ACRs... 179

초록보기

 On sand coasts, coastal erosion causes sand to move to the outer sea and the coastal side, resulting in coastline retreat and the collapse of coastal roads. Many specialists have analyzed and researched solutions for this phenomenon, with many studies still being conducted to establish a mechanism that analyzes the exact cause of the problem. Among these, critical depth for sand movement, critical wave height for sand movement, and critical velocity for sand movement were established to analyze coastal drift regarding the depth of water and waves that initiate wave-induced sediment movement. The movement state of individual sand particles according to the hydraulic force acting at the time when the sediment starts to move is classified as follows: the limit where a few of the protruding particles in the sea bottom initiate the movement (the initial movement limit), the limit where almost all the particles in the first layer of the surface layer of the sea bottom move (the frontal movement limit), the limit where the sands in the surface layer move collectively in the direction of the wave (the surface movement limit), and the limit where significant movement of the drift sand occurs so that the change of water depth is clearly visible (the full movement limit). As a dynamic parameter related to these movement limits, the ratio of shear resistance of the sediment to bottom shear force by waves in external force was described as the number of shields. Meanwhile, the terrain variation prediction model using the drift amount formula obtained from the experience of the hydraulic model experiment applying the limit shear flow rate does not consider the dynamic behavior of the sediment constituting the ground. Therefore, this study considered the behavior of individual particles through the Lagrangian approach, and also performed numerical simulation on the movement limit of individual sediment through the interaction analysis of the discrete element method (DEM) and a wave field model that can reproduce the physical properties of the sand. The behavior of individual particles according to the physical properties of the sand is accurately reproduced, and through numerical analysis, the movement state according to the interaction of critical depth and critical wave height for sand movement (velocity) is also well represented.

To control initial sediment transport in the coastal area, an artificial coral reefs (ACRs) method and a vegetation zone method were developed as soft defenses through a hydraulic model experiment. The effectiveness and validity of the numerical model using a NWT-DEM two-way coupled model was verified through comparison with experimental data. Furthermore, the wave/flow control characteristics were numerically compared according to the specifications of the soft defenses to control coastal erosion in a numerical wave tank. The numerical wave tank was prepared for analysis of initial sediment transport in a swash zone according to the optimum specifications of these soft defenses. The initial sediment transport in the swash zone decreased by the wave/flow control characteristics through the soft defenses.

The results of this study demonstrated that the ACRs method and aquatic vegetation zone method for controlling coastal erosion are economical compared to the gravity type coastal structures and have a high utilization potential because they can efficiently control the initial sediment transport.

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