Case History of Geosynthetic Reinforced Segmental Retaining Wall Failure

Yoo, Chung-Sik; Jung, Hye-Young

doi:10.1061/(asce)1090-0241(2006)132:12(1538)

Cited by 131 publications

(54 citation statements)

References 8 publications

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“…0 long geogrids having a long-term design strength of 10 kN/m with an axial stiffness of J=500 kN/m, installed at vertical spacing of 0.4~0.6 m. It was assumed that the wall facing consists of segmental blocks of 200 mm in height and 300 in depth with no batter angle. A silty sand, SM according to the Unified Soil Classification System (ASTM D2487-90 1992), was assumed to be used as backfill Note that the silty sand is the same soil used for the wall reported by Yoo and Jung (2007) which is the marginal soil, a completely decomposed granitic (CDG) soil in nature. Figure 2 shows the soil water characteristic curve used for the backfill soil.…”

Section: Grsw and Rainfall Consideredmentioning

confidence: 99%

“…Case histories concerning rain-triggered GRSW failure include those reported by Yoo and Jung (2007) and Yoo (2011). Yoo and Jung (2007) has presented a good case history of rainfall induced GRSW failure, based on the results of a forensic study on a 8 m high geosynthetic reinforced soil wall (GRSW) failure caused by heavy rainfall.…”

Section: Introductionmentioning

confidence: 99%

“…Yoo and Jung (2007) has presented a good case history of rainfall induced GRSW failure, based on the results of a forensic study on a 8 m high geosynthetic reinforced soil wall (GRSW) failure caused by heavy rainfall. According to Yoo and Jung (2007), a combination of three factors, the inappropriate design, the poorly draining backfill soil, and the heavy rainfall contributed to the wall failure.…”

Section: Introductionmentioning

confidence: 99%

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Performance of geosynthetic reinforced wall during rainfall

Yoo

Shin

2016

JGS Special Publication

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Global warming has become a global issue in recent years. Korean peninsula has been no exception in terms of global warming. The direct consequence of the temperature increase due to the global warming is an increase in the annual precipitation. Since the rate and amount of precipitation has of paramount implications on short and long-term performance of geo-structures, geo-engineers should pay attention to the issue of global warming. In this paper, the results of numerical investigation on a geosynethic reinforced soil wall (GRSW) are presented. A two dimensional stress-pore pressure coupled finite element model was adopted which can realistically simulate the interaction between rainfall and a GRSW within the framework of unsaturated soil concept. Practical implications on the findings of this study will also be discussed.

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Section: Grsw and Rainfall Consideredmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

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Performance of geosynthetic reinforced wall during rainfall

Yoo

Shin

2016

JGS Special Publication

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“…Generally, cohesionless soils possessing good drainage characteristics are preferable as fill materials in soil walls or slopes due to their high strength, ease of compaction, ability to dissipate excess pore water pressures and their inherent resistance to creep. However, the scarcity of good quality fill materials has recently led to the use of low permeable soils (Pathak and Alfaro, 2010), which results in some major difficulties including development of pore water pressures, excessive deformations, and reduction in shear strength at the interface of soil and reinforcement, as reported by Koerner and Soong (2001) and Yoo and Jung (2006).…”

Section: Introductionmentioning

confidence: 99%

Studies on the performance of geocomposite reinforced low-permeable slopes subjected to rainfall

Viswanadham

Bhattacherjee

2016

JGS Special Publication

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Slope instability due to rainwater infiltration is a common problem in many parts of the world, and causes thousands of deaths and damages to infrastructures annually. The problem becomes severe if the soil within the slope has low permeability, and cannot dissipate the pore water pressure generated during the rainfall event. In recent times, the unavailability of good quality backfill material has led to the use of locally available low-permeability soil in reinforced slopes/walls construction. A viable alternative is the inclusion of geocomposites within the slope, to provide the drainage and reinforcement actions necessary to maintain slope stability against rainfall. In the present paper, the effect of rainfall on the seepage characteristics and global stability of slopes with and without geocomposites was investigated numerically using Geostudio (2012). For this purpose, a typical low-permeable slope having 2V:1H inclination and 7.2 m height was considered, and the change in matric suction in the slope with time was studied by subjecting it to a medium rainfall of intensity 22 mm/hr for a duration of 24 hours. It was observed that, the low-permeable slope exhibited high pore water pressures and low factor of safety under the applied rainfall intensity. However, the same low-permeable slope when provided with geocomposite layers, showed significant lowering of phreatic surface and reduced pore pressures, and was stable even 24 hours after completion of duration of rainfall. A parametric study was also conducted to determine the optimum position of placement of geocomposite layers within the low-permeable slope subjected to rainfall. The results indicated that the placement of gecomposite layers at bottom portion of the slope was found to be most effective, as compared to middle and top positions. The use of dual-function geocomposites within slopes subjected to rainfall thus eliminates the necessity of procuring expensive high-permeability fill materials, thereby economizing the project.

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“…Les approches de type calcul à la rupture (Yoo et Jung, 2006 ;Quang et al, 2008) visent à déterminer l'équilibre du massif, mais ne permettent pas d'évaluer son état de déformations. La modélisation en déforma tions (Hatami et Bathurst, 2006 ;Bergado et Teerawattanasuk, 2007 ;Yoo et Kim, 2008) prend en compte divers éléments : le sol, les inclusions et leurs liaisons et est la seule à permettre le suivi d'un mur renforcé au cours du chargement.…”

Section: Introductionunclassified

Modélisation numérique tridimensionnelle de murs en Terre Armée. Confrontation à une modélisation physique en vraie grandeur

Dias

Abdelouhab

2009

Rev. Fr. Geotech.

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Three-dimensional numerical modelling of Reinforced Earth walls.Comparison to a full scale physical modelling AbstractReinforced Earth walls are, by the geometry and the position of the reinforcements, and the set-up process, by definition a three dimensional interaction soil/structure problem. The proposed approach consists of a three-dimensional modelling of an instrumented wall. The parameters of the soil/ reinforcement interaction are deduced from pullout tests and are introduced in the simulations. Numerical modelling is then compared with experimental results.

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Case History of Geosynthetic Reinforced Segmental Retaining Wall Failure

Cited by 131 publications

References 8 publications

Performance of geosynthetic reinforced wall during rainfall

Performance of geosynthetic reinforced wall during rainfall

Studies on the performance of geocomposite reinforced low-permeable slopes subjected to rainfall

Modélisation numérique tridimensionnelle de murs en Terre Armée. Confrontation à une modélisation physique en vraie grandeur

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