[논문]계단식 블록식 보강토 옹벽의 전체 안전성

유충식; 김선빈

doi:10.7843/kgs.2008.24.9.23

초록
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본 논문에서는 계단식 형태로 시공되는 블록식 보강토 옹벽의 전체 안정성이 고려된 설계에 관한 내용을 다루었다. 다양한 계원과 이격거리로 설계된 네 가지 설계사례에 대해 현재 통용되고 있는 FHWA 및 NCMA 설계기준에 근거하여 내 외적 안정해석을 수행하고 그 결과를 토대로 두 설계기준의 차이점을 검토하였다. 아울러 대상옹벽에 대해 한계평형해석에 근거한 사면안정해석과 연속체역학 기반의 강도감소기법 해석을 수행하여 계단식 옹벽의 설계를 지배하는 파괴 메카니즘을 고찰하였다. 그 결과 내 외적 안정성 공히 FHWA에서 채택하고 있는 설계기준이 NCMA 보다 보수적인 결과(낮은 안전율)를 주는 것으로 나타났다. 또한 계단식 옹벽의 보강재의 소요 포설 길이는 전반적으로 전체 안정성에 좌우되는 것으로 검토되었으며 상부 옹벽의 보강재의 길이는 현 설계기준 보다 현저히 증가시켜야 하는 것으로 검토되었다.

Abstract ▼ AI-Helper

This paper presents the global stability of geosynthetic reinforced segmental retaining walls in tiered configuration. Four design cases of walls with different geometries and offset distances were analyzed based on the FHWA and NCMA design guidelines and the discrepancies between the different guid...

This paper presents the global stability of geosynthetic reinforced segmental retaining walls in tiered configuration. Four design cases of walls with different geometries and offset distances were analyzed based on the FHWA and NCMA design guidelines and the discrepancies between the different guidelines were identified. A series of global slope stability analyses were conducted using the limit-equilibrium analysis and the continuum mechanics based shear strength reduction method with the aim of identifying failure patterns and the associated factors of safety. The results indicated among other things that the FHWA design approach yields conservative results both in the external and internal stability calculations, i.e., lower factors of safety, than the NCMA design approach. It was also found that required reinforcement lengths are usually governed by the global slope stability requirement rather than the external stability calculations. Also shown is that the required reinforcement lengths for the upper tiers are much longer than those based on the current design guidelines.

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가설 설정

within lower tier 4) Le = embedded length beyond active zone for top-most reinforcement in lower tier 5) For Wall D, FHWA design guideline assumes no interaction.

제안 방법

The above field walls were re-analyzed by NCMA and FHWA design approaches with the aiming of demonstrating the inherent differences in the stability calculations. Table 2 summarizes the design parameters for the backfill and the reinforcement used in the stability analyses.
This paper presents the results of stability analyses on geosynthetic reinforced segmental retaining walls in tiered configuration. Four design cases of walls with different geometries and offset distances were considered.
analysis as part of design. This study presents the results of a series of analyses conducted in parallel using two independent type of analyses: one based on limiting equilibrium (LE) and the other based on continuum mechanics. This paper is intended to be an extension of the previous work done by Yoo and Kim (2006).

이론/모형

The factors of safety values for each wall are summarized in Table 4. Note that the LE slope stability analyses were conducted based on the modified Bishop method. Salient features that can be observed in these figures are two-fbld.

성능/효과

Salient features that can be observed in these figures are two-fbld. First, for a given wall, the minimum factors of safety computed by the LE and the FE-SSR analyses are in good agreement, although the fectors of safety fi'om the FE-SSR are somewhat smaller (less than 10%) than those from the LE approach. Second, the potential feilure surfaces from the two approaches are also similar in shape.
The results indicate that both the upper and lower tier reinforcement lengths need to be increased as great as by 50% to meet the global stability requirement. The results also show that the lower and upper parts of the upper and lower tiers, respectively, require much longer reinforcement lengths than those satisfying the external stability.
The results indicated among other things that the FHWA design approach yields conservative results both in the external and internal stability calculations, i.e, lower factors of safety, than the NCMA design approach. In addition to the different design earth pressures, the differences in the calculation models (i.

참고문헌 (14)

Collin, J. (1997), "Design Manual for Segmental Retaining Walls", 2nd Ed. 1997, National Concrete Masonry Association (NCMA), Virginia, USA
Elias, V. and Christopher, B.R. (1997), "Mechanically Stabilized Earth Walls and Reinforced Soil Slopes, Design and Construction Guidelines", FHWA Demonstration Project 82, FHWA, Washington, DC, FHWA-SA-96-071
Lee, K.Z.Z. and Wu, J.T.H. (2004), "A synthesis of case histories on GRS bridge-supporting strucutres with flexible facing", Geotextile and Geomembranes, 22(4), 181-204

상세보기
Leshchinsky, D. (1999), Putting Technology to Work: MSEW and ReSlope for Reinforced Soil-Structure Design. Geotechnical Fabrics Report, Vol.18, pp.34-39
Leshchinsky, D. and Han, J. (2004), "Geosynthetic Reinforced Multitiered Walls", J. of Geotech. and Geoenvir. Engrg, ASCE, Vol.230, No.12, pp.1225-1235
Yoo, C. (2003), "Instrumentation of Geosynthetic Reinforced Segmental Retaining Wall in a Tiered Configuration", Internal Report, Sungkyunkwan University
Yoo, C. and Kim, J.S. (2002), Behavior of Soil-Reinforced Segmental Retaining Walls in Tiered Arrangement. Journal of Korean Geotechical Society, KSGE, Vol.18, No.3, pp.61-72
Yoo, C. and Jung, H.S. (2004), "Measured behavior of a geosyntheticreinforced segmental retaining wall in a tiered configuration", Geotextiles and Geomembranes, Vol.22, No.5, pp. 359-376

상세보기
Yoo, C. and Kim, S.B. (2006), "A Comparative Study on Design of Geosynthetic Reinforced Modular Block Wall in Tiered Arrangement", Proceedings of 8th International Conference on Geosynthetics, Yokohama, Japan, in-print
Yoo, C., Jung, H.Y., and Song, A.R. (2005), "Numerical Investigation on Behavior of Geosynthetic Reinforced Modular Block Walls in a Tiered Arrangement", Journal of Korean Geotechnical Society, 21(10):1-12
Yoo, C. and Song, A.R. (2006), "Effect of foundation yielding on performance of two-tier geosynthetic reinforced segmental retaining walls - A numerical investigation", Geosynthetics International, 20(30): 110-120
Griffiths, D.V. and Lane, P.A. (1999), "Slope stability analysis by finite elements", Geotechnique 49, No.3, 387-403

상세보기
Rocscience Inc. (2005), $Phase^2$ v6.0 Two dimensional finite element slope stability analysis
Zienkiewicz, O.C. and Taylor, R.L. (1989), "The finite element method", Vol.1, 4th edition. London, New York, McGraw-Hill

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계단식 블록식 보강토 옹벽의 전체 안전성
Global Stability of Geosynthetic Reinforced Segmental Retaining Walls in Tiered Configuration 원문보기

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계단식 블록식 보강토 옹벽의 전체 안전성 Global Stability of Geosynthetic Reinforced Segmental Retaining Walls in Tiered Configuration 원문보기

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계단식 블록식 보강토 옹벽의 전체 안전성
Global Stability of Geosynthetic Reinforced Segmental Retaining Walls in Tiered Configuration 원문보기

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