Performance of Pile-Supported Embankment over Soft Soil: Full-Scale Experiment

Briançon, Laurent; Simon, Bruno

doi:10.1061/(asce)gt.1943-5606.0000561

Cited by 176 publications

(65 citation statements)

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“…As expected, the inclusion of the geogrid can effectively transfer the vertical stress from the subsoil to the pile cap, with an approximately 30% reduction of the vertical stress acting on the subsoil, particularly for stiffer geogrid. The three-layer geogrid is found to reduce more vertical stress Multilayered low-strength geogrid-reinforced piled embankment Wang, Zhuang, Liu and Xiao acting on the subsoil and results in a more uniform distribution of the vertical stress compared with the single-layer geogrid, particularly along the edge line BC, as also illustrated by Briancon and Simon (2012).…”

Section: Comprehensive Analysis Of Three Layers Of Low-strength Geogridmentioning

confidence: 79%

Multilayered low-strength geogrid-reinforced piled embankment

Wang

ZhuangYan

LiuHanlong

et al. 2018

Geotechnical Research

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Multilayered low-stiffness geogrids have been used in constructing embankments, but without full understanding of their true behaviour -for example, the construction of apartments in Northern Ireland failed due to the excessive and continuing deformation of the load transfer platform. This paper presents a numerical simulation of multilayered geogrid-reinforced piled embankments. It shows that the inclusion of geogrids can effectively help transferring stress from subsoil to the pile cap, particularly for stiffer geogrids. Although the maximum settlement is approximately identical, an embankment with a three-layer geogrid provides more uniform stress distribution on the surface of subsoil and results in less differential settlement through the embankment. The maximum settlement and the total tension in the geogrid are found to be dependent only on the total stiffness provided and not on the number of geogrid layers. The parametric study shows that the combination of very soft subsoil and a geogrid with low stiffness results in relatively large settlement and may cause intolerable geogrid strain. The pile spacing is also found to be the most sensitive factor influencing the maximum settlement of the subsoil. Finally, an analytical method is assessed and shows reasonable agreement with the numerical results.

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Section: Comprehensive Analysis Of Three Layers Of Low-strength Geogridmentioning

confidence: 79%

Multilayered low-strength geogrid-reinforced piled embankment

Wang

ZhuangYan

LiuHanlong

et al. 2018

Geotechnical Research

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“…The tests with a cohesive fill (Almeida et al, 2007 andSimon, 2012) have been included, even though they are less comparable with the analytical models developed for non-cohesive fill. Figure 5.27e and f show that Z-tri-str and HR-uni-str match the measurements least.…”

Section: Discussionmentioning

confidence: 99%

“…Furthermore, floods, heavy showers or artesian water can affect the arching behaviour due to changes in the fill behaviour, the reduction of effective stresses, and the weight or swell of the subsoil. , Briançon and Simon (2012) and Sloan (2011) all presented measurements showing that moisture affects arching behaviour. However, the mechanism is not yet understood and further research is required.…”

Section: Watermentioning

confidence: 99%

“…In Figure 5.18 and Chapter 5.5, = 53 o has been used. Briançon and Simon (2012) give a friction angle = 36 o and an effective cohesion c = 60 kPa for the fill of industrial gravel. As described in Chapter 5.3.2, a cohesive fill is less suitable for comparing measurements with analytical models not meant for cohesive material.…”

Section: Determination Of Parametersmentioning

confidence: 99%

“…Seven full-scale cases have been reported with the data that will be considered in the present paper: in Brazil (Spotti, 2006;andAlmeida et al, 2007 and2008), in Houten, the Netherlands , near Woerden, the Netherlands ( , in Finland (Huang et al, 2009, including FDM calculations), in the Krimpenerwaard, the Netherlands (Haring et al, 2008), in Hamburg, Germany (Weirauch et al, 2013) and in France (Briançon and Simon, 2012). Additionally, four series of model experiments reported in the literature are considered in the present paper: from Virginia (Sloan, 2011 andMcGuire et al, 2012), the Republic of Korea (Oh and Shin, 2007), Germany (Zaeske, 2001, also reported in Kempfert et al, 2004) and the Netherlands (Van Eekelen et al, 2012a and b, adopted in Chapter 2 and 3 of this thesis).…”

Section: Introductionmentioning

confidence: 99%

See 2 more Smart Citations

Design Guideline Basal Reinforced Piled Embankments

Eekelen¹,

Brugman²

2016

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Mathematical modelling of the mechanical response of geosynthetic‐reinforced and pile‐supported embankments

Mangraviti

Flessati

Prisco

2023

Num Anal Meth Geomechanics

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Piled foundations are commonly employed to reduce settlements in artificial earth embankments founded on soft soil strata. To limit the number of piles and, consequently, construction costs, popular is the use of geosynthetic reinforcements laid at the embankment base. Nowadays, the complex interaction between geosynthetics, piles and soil is not yet fully understood and, in the scientific literature, simplified displacement‐based approaches to choose reinforcements, pile diameter and spacing are missing. In this paper, the authors, starting from the critical analysis and theoretical interpretation of finite difference numerical results, introduce a new mathematical model to rapidly assess both (i) differential/average settlements at the top of the embankment and (ii) maximum tensile forces in the basal reinforcement. The model, conceived to reproduce the response of a pile belonging to the central part of the embankment, is the result of an upscaling procedure based on a suitable sub‐structuring of the spatial domain (an axisymmetric unit cell) and on the concept of plane of equal settlements. For the foundation soil, drained conditions are considered, the pile skin roughness is disregarded, and piles are assumed to get the rigid bedrock. As generalised kinematic variables average and differential settlements are employed, whereas as generalized static ones the embankment height and the geosynthetic axial force. The model is validated against field measurements (where layered foundation soil and pile caps are included) and an application example of the model, used as a preliminary design tool in a displacement‐based perspective, is finally provided.

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Performance of Pile-Supported Embankment over Soft Soil: Full-Scale Experiment

Cited by 176 publications

References 1 publication

Multilayered low-strength geogrid-reinforced piled embankment

Multilayered low-strength geogrid-reinforced piled embankment

Design Guideline Basal Reinforced Piled Embankments

Mathematical modelling of the mechanical response of geosynthetic‐reinforced and pile‐supported embankments

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