title page
Abstract
Contents
CHAPTER I. INTRODUCTION 18
1.1. Background 18
1.2. Scope of Thesis 20
CHAPTER II. LITERATURE REVIEW 22
2.1. Introduction 22
2.2. Sedimentation Theory 24
2.2.1. Free Settling of Isolated Particles 24
2.2.2. Hindered Zone Settling 26
2.2.3. Settling Behavior of Soils in Nature 28
2.3. One Dimensional Consolidation Theory 32
2.3.1. Terzaghi Soil Mechanics for Consolidation 32
2.3.2. Mikasa's Consolidation Theory 38
2.3.3. One Dimensional Consolidation Theory for Large Strains 40
2.3.4. Undrained Shear Strength 44
2.3.5. Discussions 46
2.4. Shear Wave Characteristics of Clay 47
2.4.1. Effective Stress and Shear Wave Velocity 47
2.4.2. Void Ratio and Shear Wave Velocity 48
2.4.3. Bender Element Sensors 50
CHAPTER III. EVALUATION OF THE CONSOLIDATION STATE OF SOFT SOILS USING SHEAR WAVES 52
3.1. INTRODUCTON 52
3.2. EXPERIMENTAL PROGRAM 54
3.2.1. Site of Interest 54
3.2.2. Shelby Tube Consolidation Test Device 60
3.2.3. Laboratory Consolidation Test 66
3.3. EXPERIMENTAL RESULTS AND ANALYSIS 71
3.3.1. Shear Wave Velocity and Void Ratio Variation 71
3.3.2. Vertical Effective Stress-Shear Wave Velocity Relationship. 81
3.3.3. Consolidation State 84
3.3.4. Compressibility 99
3.4. FIELD APPLICATION 107
3.5. SUMMARY AND CONCLUSIONS 109
CHAPTER IV. EVALUATION OF THE CONSOLIDATION STATE OF DREDGED AND RECLAIMED CLAY USING SHEAR WAVES 113
4.1. Introduction 113
4.2. Experimental Program 115
4.2.1. Site of Interest 115
4.2.2. Sedimentation Testing Device 117
4.2.3. Electronic Peripheral Device 120
4.3. Sedimentation Test-Specimen Remolding 121
4.4. Consolidation Test 124
4.4.1. Basic Concept 124
4.4.2. Testing Sequence 124
4.5. Experimental Results and Analysis 127
4.5.1. Shear Wave Velocity and Void Ratio Variation 127
4.5.2. Vertical Effective Stress-Shear Wave Velocity Relation 130
4.5.3. Degree of Consolidation 133
4.5.4. Coefficient of Consolidation 136
4.5.5. Coefficient of Earth Pressure at Rest 140
4.5.6. Void Ratio-Shear Wave Velocity Relationship 144
4.5.7. Permeability Estimation 147
4.6. Field Application 149
4.6.1. Effective Stress State 150
4.6.2. Degree of Consolidation 153
4.6.3. Void Ratio 158
4.6.4. Settlement Prediction 160
4.6.5. In-situ Permeability 165
4.7. Summary and Conclusions 166
CHAPTER V. UNDRAINED SHEAR STRENGH AND SHEAR WAVE VELOCITY 168
5.1. Introduction 168
5.2. Experimental Program 170
5.2.1. Site of Interest 170
5.2.2. Experimental Devices 170
5.2.3. Specimen Remolding 170
5.3. Consolidation Test 171
5.3.1. Basic Concept 171
5.3.2. Testing Sequence 171
5.4. Experimental Results and Analysis 173
5.4.1. Shear Wave Velocity Variation 173
5.4.2. Vertical Effective Stress-Shear Wave Velocity Relation 175
5.4.3. Void Ratio- Shear Wave Velocity Relation 179
5.4.4. Undrained Shear Strength-Void Ratio Relation 181
5.4.5. Undrained Shear Strength-Shear Wave Velocity Relation 182
5.5. Summary and Conclusions 187
CHAPTER VI. CONCLUSIONS AND RECOMMENDATONS 189
6.1. Conclusion 189
6.1.1. Consolidation State of Soft Soils 189
6.1.2. Consolidation State of Dredged and Reclaimed Clay 190
6.1.3. Undrained Shear Strength and Shear Waves. 191
6.2. Recommendations for Future Studies. 193
APPENDIX 194
REFERENCE 200
요약문 206
감사의 글 208
VITA 210
2.1. Settling velocity - mixture concentration equations. 25
2.2. Variation of Tv with Uav.(이미지참조) 37
3.1. In-situ properties. 67
3.2. Load step for consolidation. 69
3.3. Experimental results of the Foreshore site, Incheon. 73
3.4. Experimental results of the Submarine deposit, Busan. 75
3.5. Experimental results of the thick clay deposit, Busan. 77
3.6. Experimentally determined α and β parameters. 83
3.7. Estimated degree of consolidation of the foreshore site, Incheon. 87
3.8. Evaluated in-situ soil consolidation properties. 107
4.1. Properties of the in-situ soil sample. 115
4.2. Summary of experimental properties. 126
4.3. Results of the consolidation test. 127
4.4. In-situ vertical shear wave velocity. 149
4.5. Expected additional void ratio change. 161
4.6. Stress - strain properties for the normally-consolidated condition. 162
5.1. Summary of experimental results. 173
2.1. Different settling types for different soils (Imai 1980). 29
2.2. General characteristics of sedimentation of a clay-water mixture(Imai 1981). 30
2.3. Forms of the β constitutive relationship (Pane and Schiffman 1985). 41
2.4. Typical values for α and β coefficient (Santamarina, et al. 2001) 48
2.5. Shear wave velocity - porosity relationship for various mixtures of kaolinite clay (Santamarina, et al. 2001). 50
2.6. Bender elements: (a) schematic representation of bender element… 51
3.1. Layer profile of the foreshore site in Incheon. 56
3.2. Seismic cone penetration test result of the foreshore site, Incheon. 57
3.3. Layer profile and SPS-logging result of the submarine deposit, Busan. 58
3.4. Layer profile and SPS-logging result of the thick clay deposit, Busan. 59
3.5. Installation of a series type bender element. 60
3.6. Configuration of the bottom plate. 62
3.7. Configuration of the top load cap. 62
3.8. Cutting the Shelby tube and specimen together. 63
3.9. Laboratory consolidation test setup. 64
3.10. Electronic signal processing peripheral devices. 65
3.11. Example of shear wave travel time measurement. 70
3.12. Vertical shear wave velocity increase of a single load step… 72
3.13. Void ratio variation of a single load step (Same to Fig. 3.12). 72
3.14. Vertical shear wave velocity and void ratio variation with time - The foreshore site (Incheon). 74
3.15. Vertical shear wave velocity and void ratio variation with time - The submarine deposit (Busan). 76
3.16. Vertical shear wave velocity and void ratio variation with time of the thick clay deposit, Busan. 79
3.17. Curve fitting of the vertical effective stress - shear wave velocity relation 82
3.18. Flow chart of consolidation state evaluation. 84
3.19. Consolidation state evaluation of the foreshore site, Incheon. 88
3.20. Consolidation state evaluation of the submarine deposit, Busan. 92
3.21. Consolidation state evaluation of the thick clay deposit, Busan. 96
3.22. Stress - strain curve of the foreshore site, Incheon. 100
3.23. Stress-strain curve of the submarine deposit, Busan. 102
3.24. Stress-strain curve of the thick clay deposit, Busan. 104
3.25. In-situ consolidation state and shear wave velocity distribution. 112
4.1. Drill log profile of the site of interest, Kwangyang. 116
4.2. Guide tube and separable oedometric cell of the sedimentation test device. 118
4.3. Top view of the separable oedometric cell. 118
4.4. Drainage system of the oedometric cell. 119
4.5. Load cap. 119
4.6. Photographic images taken during the sedimentation test. 122
4.7. The measured volume change of the soil with time. 123
4.8. Reconstituted basic element specimens. 123
4.9. Self-weight consolidation testing system. 126
4.10. Shear wave velocity and void ratio variation during laboratory consolidation test. 129
4.11. Curve fitting of the vertical effective stress - shear wave velocity relation. 131
4.12. Vertical effective stress - shear wave velocity relationship for each specimen. 132
4.13. Degree of consolidation - vertical shear wave velocity relationship. 135
4.14. The variation of the coefficient of consolidation with the vertical shear wave velocity. 138
4.15. Degree of consolidation and coefficient of consolidation relationship. 139
4.16. Coefficient of earth pressure variation with time. 142
4.17. Ko - vertical shear wave velocity relationship.(이미지참조) 143
4.18. Vertical shear wave velocity - void ratio relationship. 144
4.19. Vertical effective stress - void ratio relationship. 146
4.20. Vertical effective stress and permeability relationship. 148
4.21. The in-situ consolidation state. 151
4.22. Estimated degree of consolidation of the 5.0m in depth. 154
4.23. Estimated degree of consolidation of the 7.5m in depth. 155
4.24. Estimated degree of consolidation of the 10.0m in depth. 156
4.25. Predicted profile of the degree of consolidation in situ. 157
4.26. Total settlement of the in-situ layer. 163
5.1. Photographic image taken after laboratory vane shear test. 172
5.2. Vertical effective stress-shear wave velocity relationship during loading and unloading. 174
5.3. Shear wave velocity and void ratio variation. (B specimen: 42kpa load). 177
5.4. Shear wave velocity and void ratio variation (C specimen: 58.8kpa load). 177
5.5. Shear wave velocity and void ratio variation (D specimen: 75.6kpa load). 178
5.6. Vertical shear wave velocity - void ratio relationship during loading. 179
5.7. Vertical shear wave velocity - void ratio relationship during unloading. 180
5.8. Undrained shear strength - void ratio relationship. 181
5.9. Estimated undrained shear strength - shear wave velocity relationship. 182
5.10. Vertical shear wave velocity - undrained shear strength relationship. 184
5.11. Pre-consolidation stress - undrained shear strength relationship. 185