한국해양대학교

Detailed Information

Metadata Downloads

굴착공사에서 소단이 가설흙막이 벽체 변위 거동에 미치는 영향

DC Field Value Language
dc.contributor.author 이명한 -
dc.date.accessioned 2017-02-22T05:53:45Z -
dc.date.available 2017-02-22T05:53:45Z -
dc.date.issued 2015 -
dc.date.submitted 57097-01-20 -
dc.identifier.uri http://kmou.dcollection.net/jsp/common/DcLoOrgPer.jsp?sItemId=000002241960 ko_KR
dc.identifier.uri http://repository.kmou.ac.kr/handle/2014.oak/8762 -
dc.description.abstract Together with the wall stiffness, a berm has the role of determining the stability of a temporary retaining wall during excavation. Especially in the case of a deeper excavation, the role of berm is very important. In this study, the measurement data, obtained from the temporary retaining wall in the bermed excavation site in urban and the numerical analysis results, were used to investigate the effects of berm's volume (width and slope), excavation depth and ground property on the maximum horizontal displacement of the temporary retaining wall. The measurement data indicated that the berm was effectively restrained to the wall displacement. The wall displacement varied to the excavation depth and berm's volume (width and slope). That is, as the excavation depth increased and the berm volume decreased, the wall displacement increased. The finite element program (MIDAS GeoXD) was used to estimate the effect of berm on the displacement of the wall in detail. As a result of numerical analysis, it was found that the berm is effectively restrained to the wall displacement, which is the same result as the measurement data. The maximum wall displacement increased as the slope increased (steeper) and as the berm width decreased. In the case of the same berm condition, the wall displacement restrained as the ground property was better. As the excavation depth increased, to get the same effect of berm, the volume of berm needed to be increased. A regression equation of wall displacement, with 93% of determination coefficient (R2=0.938), was constructed using the measurement data. An another regression equation with 70% of determination coefficient (R2=0.700) was also constructed using the numerical analysis results considering berm's volume (width and slope), soil property and excavation depth. A function of berm was evaluated using three methods -
dc.description.abstract intersection point method, moment method, and friction angle method. The intersection point method took the virtual resistance location as the intersection between berm base and wall. This method overestimated the function of berm when the excavation depth increased. The moment method took the virtual resistance location as the first point of zero moment below the excavation base. It underestimated the function of berm when the excavation depth increased. The friction angle method took the virtual resistance location as the Lohemeyer's method. Compared to other two methods, this method reasonably well-estimated the function of berm. In addition, based on the results of intersection point method and friction angle method, new equations, which can estimate the berm width required to maintain the wall-stability during excavation, were proposed. These equations are so simple and can be used in practice easily. A function of berm was also evaluated by comparison between the passive displacement of the berm and the maximum wall displacement. Both displacements were calculated using FEM program. If the passive displacement of the berm is larger than the wall displacement, the berm has no function of resistance of the wall. In addition, to decide the berm function, a decision diagram was proposed as functions of berm width, berm slope, and excavation depth. This diagram was drawn based on the comprehensive analysis of numerical analysis data. The regime was divided into three regimes as two boundary lines, upper line with berm slope 1:05 and lower line with berm slope 1:1.0. The berm function presented good in the bottom regime, intermediate in the middle regime, and bad in the top regime. -
dc.description.tableofcontents 목 차 List of Tables v List of Figures viii Abstract xiv 제 1 장 서론 1.1 연구 배경 1 1.2 연구 목적 3 1.3 연구 범위 4 1.4 연구 구성 5 제 2장 선행연구자료 고찰 2.1 실내실험 7 2.1.1 버팀대지지벽체 모형토조 실험 7 2.1.2 캔틸레버벽체 모형토조 실험 9 2.2 수치해석 11 2.2.1 점토지반에서 소단의 효과 11 2.2.2 지하연속벽에서 소단의 효과 14 2.2.3 소단의 크기에 따른 흙막이벽의 변위 15 2.2.4 캔틸레버벽체에서 소단의 효과 18 2.3 현장사례 20 2.3.1 매립지 가시설 사례 20 2.3.2 건축현장 사례 23 2.4 결과 고찰 26 2.4.1 실내실험 결과 고찰 26 2.4.2 수치해석 결과 고찰 32 2.4.3 현장사례 결과 고찰 35 제 3장 현장계측 3.1 현장상황과 조사 및 시험 결과 36 3.1.1 현장상황 36 3.1.2 조사 및 시험 결과 37 3.2 현장계측 41 3.2.1 계측기 설치 41 3.2.2 계측관리 기준치 42 3.2.3 소단에 따른 계측결과 43 3.3 결과 고찰 52 3.3.1 소단의 기하형상과 벽체변위 52 3.3.2 소단의 기하형상과 버팀대축력 57 제 4장 수치해석 4.1 수치해석 프로그램 59 4.1.1 개요 59 4.1.2 지반정수 산정을 위한 역해석 61 4.2 해석 조건 및 결과 63 4.2.1 소단형상과 굴착깊이 변화에 따른 변위 63 4.2.2 지반정수 및 변형계수 변화에 따른 변위 68 4.3 결과 고찰 81 4.3.1 소단의 기하특성과 지반물성치에 따른 회귀식 81 4.3.2 수치해석값과 회귀식에 의한 계산 값 비교분석 86 4.3.3 계측 값, 수치해석 값, 회귀식 값 비교분석 92 제 5장 소단 기능의 판단 5.1 소단의 기능 95 5.1.1 NAVFAC이 제시한 소단기능 판단방법 95 5.1.2 JGS 소단기능 판단방법 98 5.2 가상지지점에 의한 소단기능판단 102 5.2.1 소단 저변과 벽체 교점 이용법 (교점법) 102 5.2.2 Zero모멘트 발생점 이용법 (모멘트법) 104 5.2.3 Lohemeyer에 의한 방법 (마찰각법) 106 5.3 벽체주변 흙의 주동 및 수동변위에 의한 소단 기능판단 1085.4 결과 고찰 113 5.4.1 적정 소단 폭 검토 113 5.4.2 소단기능 판단 모식도 115 제 6장 결론 117 참고문헌 120 부록 123 감사의 글 129 -
dc.language kor -
dc.publisher 한국해양대학교 대학원 -
dc.title 굴착공사에서 소단이 가설흙막이 벽체 변위 거동에 미치는 영향 -
dc.title.alternative Effects of Berm on the Displacement Behavior of Temporary Earth Retaining Wall During Excavation -
dc.type Thesis -
dc.date.awarded 2016-02 -
Appears in Collections:
토목환경공학과 > Thesis
Files in This Item:
000002241960.pdf Download

Items in Repository are protected by copyright, with all rights reserved, unless otherwise indicated.

Browse