표제지
목차
Abstract 8
제1장 서론 10
1.1. 연구 배경 및 목적 10
1.2. 연구 구성 12
제2장 기존 연구 13
2.1. 압밀이론의 개요 13
2.1.1. Terzaghi의 일차원 압밀이론 14
2.1.2. 압밀도 산정 18
2.1.3. 시간 t에서의 점토층 전체(높이 2Hdr)의 평균압밀도[이미지참조] 21
2.2. 현장 계측에 의한 장래침하량의 예측 방법 24
2.2.1. 쌍곡선법(Hyperbolic method) 24
2.2.2. 호시노(星埜)법 26
2.2.3. Asaoka(淺岡)법 27
2.3. 국내 및 일본의 연약지반 침하 예측 및 실측 사례 29
2.3.1. 국내의 연약지반 침하 예측 및 실측 사례 29
2.3.2. 일본 연약지반 침하예측 및 실측 사례 30
제3장 준설매립점토의 특성 및 분석 34
3.1. 현장 개요 34
3.2. 준설매립점토의 특성 36
3.2.1. 부산항 신항 북컨테이너터미널 배후부지 36
3.2.2. 부산항 신항 웅동배후단지 1단계 조성공사 42
3.3. 준설매립점토의 특성 분석 결과 50
(1) 물리적 특성 50
(2) 비배수전단강도 특성 50
(3) 압밀 특성 51
(4) 원지반 점토 특성과 비교 51
제4장 준설매립현장의 계측 사례 분석 54
4.1. 준설매립현장의 설계 및 실측침하량 분석 54
4.2. 준설매립현장의 성토완료후 침하속도 분석 54
4.2.1. 준설매립현장 계측결과 54
4.2.2. 준설매립현장 계측결과 고찰 64
4.3. 준설매립현장의 침하량 분석 사례 연구 65
4.3.1. 침하 Data 적용범위에 따른 예측 침하량 비교 65
4.3.2. 침하량 분석 시 분석data 범위에 대한 고찰 67
제5장 결론 71
참고문헌 73
Table 2.1. Classification of settlements 13
Table 2.2. Summary of Fig. 2.7 23
Table 2.3. Predicted and actual measured of soft ground settlement in Korea 29
Table 3.1. Physical properties of reclaimed clay 37
Table 3.2. Consolidation characteristics of reclaimed clay 38
Table 3.3. Physical properties of reclaimed clay 40
Table 3.4. Physical property analysis 42
Table 3.5. Test results for consolidation properties 45
Table 3.6. Test result for strength characteristics 47
Table 3.7. Physical properties of reclaimed clay 50
Table 3.8. Strength properties of reclaimed clay 51
Table 3.9. Consolidation properties of reclaimed clay 51
Table 3.10. Comparison of characteristics of reclaimed clay and sedimentary clay at the North Container Terminal site 52
Table 3.11. Comparison of characteristics of reclaimed clay and sedimentary clay on site in the 1st stage of the Ungdong distripark 53
Table 4.1. Comparison of design and measured settlement 54
Table 4.2. Consolidation waiting period after completion of embankment 60
Table 4.3. Leave period for consolidation after completion of embankment 64
Table 4.4. Settlement and analysis result according to data range after completion of loading at the dredging reclamation site 67
Fig. 2.1. Principle of settlement by static load 14
Fig. 2.2. Consolidation model 15
Fig. 2.3. Consolidation settlement curve over time 15
Fig. 2.4. Definition of drainage distance(Hdr) according to drainage condition[이미지참조] 19
Fig. 2.5. Isochronous curve(The relationship between the time coefficient Tv and degree of consolidation U(t,z), H is the consolidation layer thickness)[이미지참조] 20
Fig. 2.6. Initial excess pore water pressure ue0(z) depends on depthdistribution form when constant ue0[이미지참조] 22
Fig. 2.7. Relationship between average degree of consolidation density and time factor 23
Fig. 2.8. Shematic diagram of the hyperbolic method 25
Fig. 2.9. 식 How to obtain α, β of equation (2.24) 25
Fig. 2.10. Method of prediction of settlement by hoshino method 27
Fig. 2.11. Prediction of settlement by Asaoka 28
Fig. 2.12. Comparison of measured values of time to settlement and predicted values by hyperbolic method 31
Fig. 2.13. Long-term settlement prediction and measured values of improved ground 32
Fig. 2.14. Comparison of pre-prediction and measured settlement data 33
Fig. 3.1. Location of study site 34
Fig. 3.2. Reclaimed clay survey location plan : Busan new port north container terminal distripark (section 2) 35
Fig. 3.3. Reclaimed clay survey location plan : Busan new port north container terminal distripark (section 3) 35
Fig. 3.4. Plasticity chart 36
Fig. 3.5. Overconsolidation ratio(OCR) 38
Fig. 3.6. Undrained shear strength 39
Fig. 3.7. Undrained shear strength (P-II area of section 3) 41
Fig. 3.8. Undrained shear strength (P-IV area in section 3) 41
Fig. 3.9. Physical properties of reclaimed clay and sedimentary clay 44
Fig. 3.10. Consolidation properties 46
Fig. 3.11. Undrained shear strength distribution (laboratory test) 48
Fig. 3.12. Undrained shear strength distribution (field test) 48
Fig. 3.13. Undrained shear strength distribution (Synthesis) 49
Fig. 3.14. Intensity increase rate distribution 49
Fig. 4.1. Settlement measurement results 59
Fig. 4.2. Settlement velocity change during consolidation period after completion of embankment 60
Fig. 4.3. Settlement measurement results 63
Fig. 4.4. Changes in settlement velocity during consolidation period after completion of embankment 63
Fig. 4.5. Settlement and analysis result according to the data range after completion of loading (North Container Terminal) 65
Fig. 4.6. Settlement and analysis result according to data range after completion of loading and loading soil (Ungdong distripark) 66
Fig. 4.7. Schematic diagram of the method of estimating settlement by the hyperbolic method 68
Fig. 4.8. Settling velocity during the leave period for consolidation 68
Fig. 4.9. Schematic diagram of settlement analysis 69
Fig. 4.10. Settlement analysis result in case of including shear settlement after embankment 70
Fig. 4.11. Settlement analysis result in case of excluding shear settlement after embankment 70