A case study of geotextile-reinforced embankment on soft ground

Bergado, Dennes T.; Long, P.V.; Murthy, B. R. Srinivasa

doi:10.1016/s0266-1144(02)00032-8

Cited by 61 publications

(31 citation statements)

References 4 publications

Supporting

Mentioning

Contrasting

Unclassified

Order By: Relevance

“…Although a number of case studies of embankment on soft soils have been published in the literature (e.g., Leroueil et al 1978aLeroueil et al , 1978bLeroueil et al , 1990Indraratna et al 1992;Rowe and Hinchberger 1998;Rowe et al 2001;Bergado et al 2002), there is a lack of cases with long-term foundation displacement data. In particular, the complete settlement profile near foundation level was monitored over a period of 9 years.…”

Section: Introductionmentioning

confidence: 99%

Long-term performance of a wide embankment on soft clay improved with prefabricated vertical drains

Mak

Gnanendran

et al. 2008

Can. Geotech. J.

View full text Add to dashboard Cite

This paper presents the long-term performance of a wide geogrid-reinforced road embankment constructed on soft clay improved with prefabricated vertical drains (PVDs) at a freeway extension site 150 km north of Sydney in Australia. The foundation soil and the embankment were instrumented and monitored for about 400 days for excess pore-water pressure, earth pressure, and reinforcement tension, and for 9 years for displacement profiles. The embankment was constructed in stages and surcharged in an attempt to reduce post-construction settlement. As the embankment width was wide relative to the thickness of the soft clay, the settlement near the centre was modelled by a unit cell analysis. The equivalent horizontal permeability was determined by back analysis of the central zone using the first 12 months of settlement data. All other soil parameters were determined from the laboratory and field testing. The predicted pore-water pressure response over the first 400 days showed reasonable agreement with measured values. The same analysis was then continued to predict settlement over a period of 9 years. The predicted settlement was, however, smaller than the measured value at the centre region of the embankment.Résumé : Cet article présente la performance à long terme d'un large remblai routier armé de géogrid construit sur de l'argile molle améliorée avec des drains verticaux préfabriqués (« PVDs ») sur le site d'une extension d'autoroute à 150 km au nord de Sydney en Australie. Le sol de fondation et le remblai ont été instrumentés et des mesures ont été prises durant une longue période, d'environ 400 jours pour l'excédent de la pression interstitielle, pour la pression des terres et pour la traction dans l'armature, et durant 9 ans pour les profils de déplacement. Le remblai a été construit en stages et surchargé pour tenter de réduire le tassement postconstruction. Comme la largeur du remblai était grande par rapport à l'épaisseur de l'argile molle, le tassement près du centre a été modélisé par une analyse de cellule unique. La perméabilité horizontale équivalente a été déterminée par une analyse à rebours de la zone centrale en utilisant les premiers 12 mois de données de tassement. Tous les autres paramètres de sol ont été déterminés par des essais sur le terrain et en laboratoire. La réaction prédite de la pression interstitielle durant les 400 premiers jours a montré une concordance raisonnable avec les valeurs mesurées. La même analyse a alors été poursuivie pour prédire le tassement durant une période de 9 ans. Cependant, le tassement prédit était plus petit que la valeur mesurée dans la région centrale du remblai.

show abstract

Section: Introductionmentioning

confidence: 99%

Long-term performance of a wide embankment on soft clay improved with prefabricated vertical drains

Mak

Gnanendran

et al. 2008

Can. Geotech. J.

View full text Add to dashboard Cite

show abstract

“…The SSM is a Cam-clay type model developed by Vermeer and Brinkgreve, 1995. The material properties were obtained from the previous test data on Bangkok clay (Balasubramaniam et al, 1978) and the result of previous investigations (Chai 1992;Bergado et al, 1995;Bergado et al, 2002a, b). The FEM parameters for all the materials are also tabulated in Table 2.…”

Section: Materials Models and Parametersmentioning

confidence: 99%

Behavior and Simulation of Deep Cement Mixing (DCM) and Stiffened Deep Cement Mixing (SDCM) Piles Under Full Scale Loading

Voottipruex

Bergado

Suksawat

et al. 2011

Soils and Foundations

View full text Add to dashboard Cite

Professor in Geotechnical Engineering Program, School of Engineering and Technology, Asian Institute of Technology, Thailand (bergado＠ ait.ac.th).iii) M. Eng. Graduate, ditto. iv) Doctoral Graduate, ditto. v) Regional Technical Manager of PLAXIS Asia. The manuscript for this paper was received for review on January 29, 2010; approved on December 7, 2010. Written discussions on this paper should be submitted before November 1, 2011 to the Japanese Geotechnical Society, 4-38-2, Sengoku, Bunkyo-ku, Tokyo 112-0011, Japan. Upon request the closing date may be extended one month. ABSTRACT A new kind of Deep Cement Mixing (DCM) pile called StiŠened Deep Mixing Pile (SDCM) is introduced to mitigate the low ‰exural strength and unexpected failures of DCM piles. A jet grouting method with a jet pressure of 22 MPa, was utilized in the installation of DCM piles. The SDCM pile consists of a DCM pile with a precast reinforced concrete core pile inserted at its center. Pile and embankment load tests were conducted, and then the results of theˆeld load tests were simulated by a 3Dˆnite element method (FEM) to back-analyze and conˆrm the related design parameters. These parameters were then used further in numerical experiments. Theˆeld test results showed that the settlements and lateral movements of the SDCM pile using a prestressed concrete core pile with area ratio (A core /A DCM ) of 0.17 and a length ratio of 0.85 was less than those of the DCM pile by 40z and 60z, respectively. Moreover, the SDCM pile foundation increased the bearing capacity by as much as 2.2 times. The average lateral pile capacity of the SDCM piles was 15 times higher than the DCM piles. A strength reduction factor of 0.40 was obtained at the concrete core and the DCM interface from the full scale pullout test. The behavior of both the DCM and SDCM piles was conˆrmed from the subsequent 3D FEM simulations. From the 3D FEM simulations, the length of the concrete core pile had more in‰uence on the settlements of the SDCM pile than its cross-sectional area. However, both the length and cross-sectional area of concrete core pile aŠected the lateral resistance of the SDCM pile.

show abstract

“…From the result of previous work (Chai, 1992;Bergado et al, 1995Bergado et al, , 2002Alfaro et al, 1997), k * /l * was assumed to be 0.2, as suggested by Vermeer and Brinkgreve (1995), and used for all layer of soft clay. Rowe and Taechakumthorn (in press) used an elasto-viscoplastic constitutive model to capture the time-dependent stress-strainstrength characteristic of soft rate-sensitive soil.…”

Section: Soft Claymentioning

confidence: 99%

Numerical simulation and sensitivity analyses of full-scale test embankment with reinforced lightweight geomaterials on soft Bangkok clay

Tanchaisawat

Bergado

Voottipruex

2008

Geotextiles and Geomembranes

View full text Add to dashboard Cite

A case study of geotextile-reinforced embankment on soft ground

Cited by 61 publications

References 4 publications

Long-term performance of a wide embankment on soft clay improved with prefabricated vertical drains

Long-term performance of a wide embankment on soft clay improved with prefabricated vertical drains

Behavior and Simulation of Deep Cement Mixing (DCM) and Stiffened Deep Cement Mixing (SDCM) Piles Under Full Scale Loading

Numerical simulation and sensitivity analyses of full-scale test embankment with reinforced lightweight geomaterials on soft Bangkok clay

Contact Info

Product

Resources

About