지오그리드 强度와 間隔에 따른 補强土擁壁의 限界 높이 = Critical Height of Geogrid Reinforced Wall according to Different Spacing and Geogrid Strength|RISS 상세보기

다국어 초록 (Multilingual Abstract)

Geogrid strength and vertical spacing are very important variables for the stability of geogrid reinforced walls. However, there are insufficient specific standards or guidelines for them both domestically and internationally.
This study performed a series of numerical analyses to investigate the effect of geogrid strength and vertical spacing on the stability of reinforced walls.
The tensile strength of the geogrid was assumed to be 60 kN/m, 80 kN/m, 100 kN/m, and 150 kN/m, and the vertical heights to be 5 m, 7 m, 8 m, 9 m, and 10 m, respectively, as the analysis sections.
For the hypothesized cross section, the vertical spacing of the geogrid was applied as 20 cm, 40 cm, 60 cm, and 80 cm, and the changes in the safety factor of external stability and internal stability were observed through numerical analysis.
As a result of analyzing the safety factor of pullout according to tensile strength and vertical spacing of the geogrid and considering the change characteristics of the critical height, the vertical spacing was found to be more sensitive than the tensile strength of the geogrid in determining the internal stability of a reinforced wall.
The critical height may have differences in results depending on analysis conditions such as the type of geogrid and ground conditions, but if it is used in design practice, preliminary design stage, and design adequacy review, it will be useful.
In order to utilize the results of this study in the design practice of geogrid reinforced earth retaining walls, the critical height for each condition is suggested, meaning the boundary of the height at which safety is ensured according to the strength and vertical spacing of the geogrid above the suggested value.

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목차 (Table of Contents)

Ⅰ. 서 론 1
1.1 연구 배경 및 목적 1
1.2 연구 내용 및 방법 3
1.3 연구 동향 5

Ⅰ. 서 론 1
1.1 연구 배경 및 목적 1
1.2 연구 내용 및 방법 3
1.3 연구 동향 5
Ⅱ. 보강토 옹벽 설계기준 11
2.1 보강토 옹벽 개요 11
2.2 메커니즘 13
2.3 안정성 해석이론 16
2.3.1 외적 안정성 16
2.3.2 내적 안정성 23
2.4 보강토 옹벽 설계기준 26
2.5 안전율 기준 27
2.6 보강토 옹벽의 높이제한 29
2.7 보강재의 설계기준 29
2.7.1 보강재의 길이 및 포설간격 29
2.7.2 보강재의 장기허용인장강도 31
Ⅲ. 수치해석 및 결과 35
3.1 해석 방법 35
3.2 해석 조건 36
3.2.1 지반 및 하중조건 36
3.2.2 Case별 해석조건 36
3.2.3 해석단면 38
3.2.4 보강재 상세제원 40
3.3 수치해석 결과 41
3.3.1 외적 안정성 해석결과 41
3.3.2 내적 안정성 해석결과 47
3.4 해석결과 분석 및 고찰 63
3.4.1 보강재 설치 간격에 따른 외적 안정성 결과 63
3.4.2 인발 안전율의 보강재 설치 간격에 따른 변화 68
3.4.3 파단 안전율의 보강재 설치 간격에 따른 변화 71
3.5 보강재 설치 간격에 따른 한계높이 고찰 73
3.5.1 보강재 설치 간격에 따른 한계높이 분석(H=5.0m) 73
3.5.2 보강재 설치 간격에 따른 한계높이 분석(H=7.0m) 75
3.5.3 보강재 설치 간격에 따른 한계높이 분석(H=8.0m) 77
3.5.4 보강재 설치 간격에 따른 한계높이 분석(H=9.0m) 78
3.5.5 보강재 설치 간격에 따른 한계높이 분석(H=10.0m) 80
3.5.6 보강재 설치 간격에 따른 강도별 한계높이 분석결과 정리 82
Ⅳ. 결 론 84
참고문헌
감사의 글

참고문헌 (Reference)

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7. Model Tests on the Behavior of Geogrid Reinforced Soil Walls with Vertical Spacing of Reinforcement Layers, Cho , S. D. , Ahn , T. B. , Lee , K. W. and Oh , S. Y ., Vol.20 , No.5 , pp.109∼116 . ( In Korean ), , 2004

8. Effects of Vertical Spacing and Length of Reinforcement on the Behaviors of Reinforced Subgrade with Rigid Wall, Kim , D. S. , Park , S. Y. and Kim , K. W., Vol.11 , No.4 , pp.27∼35 . ( In Korean ), , 2012