표제지
목차
ABSTRACT 10
제1장 서론 12
1.1. 연구목적 및 배경 12
1.2. 연구동향 13
제2장 연약지반과 오염지반의 측방유동 15
2.1. 연약지반의 실태와 특성 15
2.2. 오염지반의 실태와 특성 16
2.3. 측방유동의 메카니즘 17
2.4. 한계하중 및 극한하중(지지력) 22
2.5. 측방유동압의 해석법 24
2.6. 측방유동의 안정관리방법 26
2.6.1. 정성적인 안정관리법 27
2.6.2. 정량적인 안정관리법 29
제3장 모형실험 32
3.1. 실험장치의 제작 및 실험방법 32
3.1.1. 실험장치의 제작 32
3.1.2. 모형실험 방법 34
3.2. 모형지반의 특성 및 지반정수의 결정 35
3.2.1. 모형지반의 물리적 성질 35
3.2.2. 지반정수의 결정 39
3.3. 재하조건과 변위량의 분포 42
3.3.1. 침하량의 분포 43
3.3.2. 측방변위량의 분포 47
3.3.3. 융기량의 분포 50
3.3.4. 동일하중 q=0.20kg/cm²의 재하시의 변위분포 54
3.3.5. 한계하중 작용시의 변위량 분포 56
3.3.6. 극한하중에 의한 변위량 분포 59
3.4. 한계하중과 극한하중의 결정 62
3.5. 측방유동압의 결정 66
3.5.1. 측방유동압의 크기 66
3.5.2. 측방유동압의 분포형태 68
3.6. 안정관리방법의 검토 70
제4장 실험결과 및 분석 74
4.1. 변위량의 상호관계 74
4.2. 극한하중과 허용변위량의 관계 75
4.3. 최대변위량의 발생위치 76
4.4. 최대변위량의 실측값과 계산값의 검토 80
4.5. 최대측방유동압과 파괴하중과의 관계 84
제5장 결론 86
참고문헌 87
국문요약[내용없음] 5
Table 2.1. Proposed equation of critical surcharge and ultimate capacity in clay 23
Table 3.1. Physical properties of model Soil 36
Table 3.2. Soil modulus of Soft Silt Es 40
Table 3.3. Lateral coefficient of soil reaction Kh 40
Table 3.4. Increasing value of undrained cohesion 41
Table 3.5. Measured maximum deflection by model test 59
Table 3.6. Critical surcharge of model tests 63
Table 3.7. Comparison of critical surcharge(qcr) 64
Table 3.8. Ultimate capacity of model tests 65
Table 3.9. Comparison of ultimate capacity(qult) 65
Table 3.10. Comparison of maximum lateral flow pressure 67
Table 4.1. Comparison of ultimate capacity and surcharge with allowable deflection 75
Table 4.2. Theoretical deflection at critical surcharge 81
Table 4.3. Theoretical deflection at q=0.20kg/cm2 82
Table 4.4. Theoretical deflection at ultimate capacity 83
Table 4.5. Comparison of ultimate capacity & failure criterion by control diagram 85
Fig 2.1. Pattern of the lateral flow and failure in soft soils by embankment 18
Fig 2.2. The pattern of lateral soil flow by Tavenas 19
Fig 2.3. Profile of deformation in soils under embankment 19
Fig 2.4. Pattern of lateral flow in double layer soils 20
Fig 2.5. Critical surcharge and ultimate surcharge 22
Fig 2.6. Lateral pressure distribution by Tschebotarioff 24
Fig 2.7. Lateral pressure distribution from the meassured deflection 25
Fig 2.8. Effect of elapse time on settlements 27
Fig 2.9. Effect of elapse time on surface displacements 28
Fig 2.10. Control diagram by (Sv-ym) 29
Fig 2.11. Control diagram by (q/ym-q) 30
Fig 2.12. Control diagram by (Sv-ym/Sv) 31
Fig 3.1. Front view of model test apparatus 33
Fig 3.2. The photograph during model test 33
Fig 3.3. Displacement of particles in soils by model test 34
Fig 3.4. Grain size distribution curve of model soils 35
Fig 3.5. Plasticity chart of soils of model soils 36
Fig 3.6. Relations of wet density, void ratio, consistency index and compression... 37
Fig 3.7. Relations of wet density, soil modulus, consistency index and... 37
Fig 3.8. Relations of undrained cohesion, compression index and soil modulus to... 38
Fig 3.9. Relations of undrained cohesion and compression index to soil modulus 38
Fig 3.10. Relations of stress and strain of soils by qu-test 40
Fig 3.11. Relations of the strength increase of undrained cohesion 42
Fig 3.12. Relations between surcharge and elapse time 43
Fig 3.13. Settlements in (S000) 44
Fig 3.14. Settlements in (S020) 44
Fig 3.15. Settlements in (S040) 45
Fig 3.16. Settlements in (S060) 45
Fig 3.17. Settlements in (S080) 46
Fig 3.18. Settlements in (S100) 46
Fig 3.19. Lateral Deflections in (S000) 47
Fig 3.20. Lateral Deflections in (S020) 48
Fig 3.21. Lateral Deflections in (S040) 48
Fig 3.22. Lateral Deflections in (S060) 49
Fig 3.23. Lateral Deflections in (S080) 49
Fig 3.24. Lateral Deflections in (S100) 50
Fig 3.25. Heaving in (S000) 51
Fig 3.26. Heaving in (S020) 51
Fig 3.27. Heaving in (S040) 52
Fig 3.28. Heaving in (S060) 52
Fig 3.29. Heaving in (S080) 53
Fig 3.30. Heaving in (S100) 53
Fig 3.31. Profiles of settlements by q=0.20kg/cm2 55
Fig 3.32. Profiles of lateral deflections by q=0.20kg/cm2 55
Fig 3.33. Profiles of heavings by q=0.20kg/cm2 56
Fig 3.34. Profiles of settlements by qcr 57
Fig 3.35. Profiles of lateral deflections by qcr 58
Fig 3.36. Profiles of heavings by qcr 58
Fig 3.37. Profiles of settlements by qult 60
Fig 3.38. Profiles of lateral deflections by qult 61
Fig 3.39. Profiles of heavings by qult 61
Fig 3.40. Relations between surcharge & settlement surcharge(q) 62
Fig 3.41. Relations between surcharge & lateral deflection 62
Fig 3.42. Relations between surcharge & heaving 63
Fig 3.43. Relations of undrained cohesion & critical surcharge 64
Fig 3.44. Relations of undrained cohesion & ultimate capacity 66
Fig 3.45. Relations of undrained cohesion and maximum lateral flow pressure 68
Fig 3.46. Depth distribution of lateral flow pressure 69
Fig 3.47. Control diagrams by (Sv-Ym) 70
Fig 3.48. Relations of maximum settlement & maximum heaving by (Sv-Hv) 71
Fig 3.49. Relations of maximum lateral deflection & maximum heaving by (ym-Hv) 72
Fig 3.50. Control diagrams by (q/ym-q) 72
Fig 3.51. Control diagrams by (Sv-ym/Sv) 73
Fig 4.1. Relations of undrained cohesion and the ratio of each deflection 74
Fig 4.2. Relations of the surcharge with allowable deflection & qult diagram 76
Fig 4.3. Relations of maximum lateral deflection and depth of happening 77
Fig 4.4. The depth of happening of maximum lateral deflection with increase of... 78
Fig 4.5. Relations of maximum heaving and position of happening 78
Fig 4.6. The position of happening of maximum heaving with increase of... 79
Fig 4.7. Comparisons of tested & theoretical deflection by qcr 81
Fig 4.8. Comparisons of tested & theoretical deflection by q=0.20kg/cm2 82
Fig 4.9. Comparisons of tested & theoretical deflection by qult 83
Fig 4.10. Relations of ultimate capacity and maximum lateral flow pressure 84
Fig 4.11. Comparison of ultimate capacity & failure criterion by control diagram 85