Performance of reinforced embankment on soft Bangkok clay with high-strength geotextile reinforcement

Bergado, Dennes T.; Long, P.V.; Lee, C.H.; Loke, K.H.; Werner, G

doi:10.1016/0266-1144(94)90005-1

Cited by 25 publications

(9 citation statements)

References 1 publication

Supporting

Mentioning

Contrasting

Order By: Relevance

“…It was predicted that the forces in the reinforcement layers below the height of 3.6 m increased beyond the allowable reinforcement strength by 95% consolidation for Case 2, and this is not accounted for in conventional design. Although it has been shown that current design methods can be conservative with respect to the expected reinforcement strain (Bell et al, 1983;Bergado et al, 1991Bergado et al, , 1994Nakajima et al, 1996;Allen and Bathurst, 2002), this may not be the case for a wall which experiences significant unexpected yielding of the foundation soil. The internal stability design (National Concrete Masonry Association (NCMA), 1996) for reinforcement rupture only accounts for the applied loading conditions and does not account for the consolidation or shear deformations of the yielding foundation which have been shown to significantly increase reinforcement strains.…”

Section: Discussionmentioning

confidence: 92%

Design and behaviour of a geosynthetic reinforced retaining wall and bridge abutment on a yielding foundation

Skinner

Rowe

2005

Geotextiles and Geomembranes

121

View full text Add to dashboard Cite

Section: Discussionmentioning

confidence: 92%

Design and behaviour of a geosynthetic reinforced retaining wall and bridge abutment on a yielding foundation

Skinner

Rowe

2005

Geotextiles and Geomembranes

121

View full text Add to dashboard Cite

“…The one layer of geotextile is not sufficient to support the saturated soil embankment. There should be at least 2 layers of reinforced geotextile, as earlier suggested by Bergado et al (1994). If there is the tension crack occurred in the structure of embankment, to reinforce the embankment, only the three layers will be sufficient.…”

Section: Stabilization For the Clayey Soil Foundationmentioning

confidence: 99%

“…is the same at 15%. Institute of Technology, Thailand (Bergado, 1994). For the unsupported slope, the deterministic and the probabilistic values of calculation and 1000 times of simulation are shown in Table 1.…”

Section: Slope Cut In Massive Limestonementioning

confidence: 99%

Proposed Reliability Techniques on Soil and Rock Excavations

Tangchawal¹

2011

Energy Research Journal

View full text Add to dashboard Cite

Problem statement: Assessment of the ground mass excavation is normally done by the deterministic method. A quantitative indication of mass stability provides as an index term known "the Factor of Safety (F.S.)". There are uncertain to some degrees, such as only a single value of mass properties is used or variation in geologic conditions, computed values of F.S. are never absolutely precise. An alternative measurement of stability regarding use of index terms "Reliability (R) and probability of failure [p (f)]" is to cope with the uncertainty well. Concurrent processes of stability assessment are done using both the deterministic and reliability methods. Field data on the reliability approach assumed to be either normal function or lognormal function distribution. Conclusion/Recommendations: Three types of reliability model are proposed. Modeling types are based on the safety margin, the most likely value of F.S. and data simulation, respectively. These probabilistic values obtained from each model, are compared with the deterministic method. The risk on ground mass failures and environmental impacts due to excavation, be better defined and also achieved the optimized cost of construction excavation.

show abstract

“…This article presents a case study of evaluation of undrained stability for a hypothetical geosynthetic-reinforced embankment on soft soil where the shear strength increases with depth. The simulation of the ultimate limit state response is carried out by using numerical modeling (Bergado et al, 1994, Palmeira et al, 1998 with the finite elements method, following the conceptual framework presented by Rowe & Soderman (1987), Rowe et al (1995) and Hinchberger & Rowe (2003).…”

Section: Introductionmentioning

confidence: 99%

A Sole Empirical Correlation Expressing Strength of Fine-Grained Soils - Lime Mixtures

Consoli¹,

Ibraim²,

Diambra³

et al. 2017

View full text Add to dashboard Cite

Abstract. The literature review of previous studies and the analysis of observations and knowledge gathered in Africa, as well as regional experience in Brazil, India and Australia on the influences of texture, grain size distribution and mineralogy conditions on the stability of materials used in pavement base have shown that the mechanical behaviour of lateritic soils is strongly influenced by their physical and mineralogical properties, we argue in this article that development of new procedures for classification of these soils as new building materials, that consider appropriate designs for the humid tropics and the nature and state parameters associated with the mechanical behaviour, can broaden the use of a higher percentage of local soils in pavement layers for low cost road compared to traditional techniques.

show abstract

Performance of reinforced embankment on soft Bangkok clay with high-strength geotextile reinforcement

Cited by 25 publications

References 1 publication

Design and behaviour of a geosynthetic reinforced retaining wall and bridge abutment on a yielding foundation

Design and behaviour of a geosynthetic reinforced retaining wall and bridge abutment on a yielding foundation

Proposed Reliability Techniques on Soil and Rock Excavations

A Sole Empirical Correlation Expressing Strength of Fine-Grained Soils - Lime Mixtures

Contact Info

Product

Resources

About