국문목차
표제지=0,1,4
감사의 글=0,5,1
목차=0,6,2
Abstract=i,8,1
연구사=ii,9,1
I. 서론=1,10,1
1. 연구배경 및 목적=1,10,1
2. 연구동향=2,11,2
II. 수동말뚝의 해석 및 이론적 배경=4,13,1
1. 수동말뚝=4,13,1
1) 수동말뚝의 정의=4,13,2
2) 수동말뚝의 종류와 실태=5,14,3
2. 측방유동이론=7,16,1
1) 측방 유동의 기초이론=7,16,3
2) 교대의 측방이동 판정=10,19,6
3. 수동말뚝 해석법=16,25,1
1) 유동압에 의한 산정법=16,25,8
2) 변위에 의한 산정법=23,32,5
3) 유한 요소법=28,37,1
III. 실험장치 및 방법=29,38,1
1. 성토에 근접한 기초말뚝=29,38,1
1) 실험 장치=29,38,3
2) 모형지반=31,40,1
3) 실험 방법=32,41,5
2. 산사태 방지 억지말뚝=37,46,1
1) 실험 장치=37,46,6
2) 모형 지반=42,51,2
3) 실험방법=44,53,3
IV. 실험결과 및 고찰=47,56,1
1. 성토에 근접한 기초말뚝=47,56,1
1) 단독 말뚝의 휨 모멘트 거동특성=47,56,2
2) 열말뚝의 휨모멘트 거동특성=48,57,4
3) 열말뚝의 측방토압과 하중분담비=51,60,7
4) 열말뚝의 효율=58,67,3
2. 산사태 방지 억지말뚝=61,70,1
1) 단독 말뚝의 거동특성=61,70,3
2) 열말뚝의 거동특성=64,73,3
3) 열말뚝의 최대 휨 모멘트비=67,76,2
4) 열말뚝의 효율=69,78,2
3. 수동 열말뚝의 거동특성=71,80,1
1) 단독말뚝의 휨모멘트 거동특성=71,80,2
2) 수동 열말뚝의 최대 휨모멘트비=72,81,2
3) 수동 열말뚝의 효율=74,83,1
3) 수동 열말뚝의 한계간격=75,84,1
V. 결론=76,85,1
Table contents=77,86,1
Photo contents=78,87,1
Figure contents=79,88,2
참고문헌=81,90,6
Table1. Properties of model pile=30,39,1
Table2. Physical properties of soil=31,40,1
Table3. The summary of test cases in laboratory model test=32,41,1
Table4. Shear strength of the soil=36,45,1
Table5. Properties of model pile=39,48,1
Table6. Distinction between rigid pile and flexible pile=41,50,1
Table7. Suggested average values of nh for driven piles in sand(이미지참조)=42,51,1
Table8. Physical properties of HAP-CHEN sand=42,51,1
Table9. The summary of test cases in model tests=45,54,1
Table10. Load distribution of a inner pile=57,66,1
Table11. Efficiency of a row pile and limit space=60,69,1
Photo1. Model pile and soil=33,42,1
Photo2. Soil stability=33,42,1
Photo3. Embankment loading and measurement=34,43,1
Photo4. Laboratory vane tester=36,45,1
Photo5. Spraying the sand=46,55,1
Photo6. Installing the test system=46,55,1
Fig.1. Active pile and passive pile=5,14,1
Fig.2. The kind of passive pile=6,15,1
Fig.3. Pattern of the lateral flow and failure in soft soils by embankment=8,17,1
Fig.4. The pattern of lateral soil flow by tavenas=9,18,1
Fig.5. Calculation of sliding surface=10,19,1
Fig.6. Calculation of lateral flow index=11,20,1
Fig.7. Calculation of considering number of lateral flow=12,21,1
Fig.8. Decision by non circular sliding failure=14,23,1
Fig.9. Tschebotarioff's method=17,26,1
Fig.10. De Beer and Wallays' method((Fs)slope≥1.6)(이미지참조)=19,28,1
Fig.11. De Beer and Wallays' method((Fs)slope<1.6)(이미지참조)=20,29,1
Fig.12. State of plastic deformation in soils around piles=21,30,1
Fig.13. Winkler model=23,32,1
Fig.14. Poulos method=25,34,1
Fig.15. Instrument of laboratory test=29,38,1
Fig.16. Instrument of strain gage=30,39,1
Fig.17. Distance and pile space from the toe of the load=32,41,1
Fig.18. Schematic drawing of model test=37,46,1
Fig.19. Instrument of strain gage=39,48,1
Fig.20. Grain size curve of HAP-CHEN sand=43,52,1
Fig.21. The installation of the pile=44,53,1
Fig 22. Moment of the single pile=47,56,1
Fig.23. Comparison of moment of inner and outer pile(S=2B)=48,57,3
Fig.24. Moment behavior characteristics of a row pile=50,59,1
Fig.25. Comparison of lateral pressure=52,61,1
Fig.26. Lateral pressure by the distance and space of a row pile(inner)=53,62,2
Fig.27. Load distribution of a row pile=55,64,3
Fig.28. Efficiency of a row pile and limit space=59,68,2
Fig.29. Resistance to lateral soil movement of single pile=61,70,1
Fig.30. Bending moment distribution along depth in single pile=62,71,1
Fig.31. Bending moment along displacement in single pile=63,72,1
Fig.32. Lateral load of group piles under lateral soil movement=64,73,1
Fig.33. Relation of soil movement and bending moment=65,74,1
Fig.34. Bending moment distribution along depth in group piles=66,75,1
Fig.35. Relation of RM and S/B=67,76,1
Fig.36. Relation for Mmax and S/B=68,77,1
Fig.37. Relation of RF and pile spacing=69,78,1
Fig.38. Comparison of single pile=71,80,1
Fig.39. Ratio of maximum bending moment=72,81,1
Fig.40. Ratio of maximum bending moment=73,82,1
Fig.41. Ratio of maximum bending moment=74,83,1
Fig.42. Ratio of maximum bending moment=75,84,1