Reinforcement and Arching Effect of Geogrid-Reinforced and Pile-Supported Embankment on Marine Soft Ground

Oh, Young In; Shin, Eun Chul

doi:10.1080/10641190701359591

Cited by 53 publications

(42 citation statements)

References 4 publications

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“…Oh and Shin (2007) indeed found, in their Figure 13, that the total measured load was approximately 60% lower than the embankment weight.…”

Section: Oh and Shin's Scaled Tests (2007)mentioning

confidence: 85%

“…The strip subsoil models predict GR strains that are too high. Table 5.18 Measured and calculated GR strains in Korea (Oh and Shin, 2007). ctc distance GR strain measured …”

Section: Oh and Shin's Scaled Tests (2007)mentioning

confidence: 99%

“…Scaled field experiments were performed at the Geotechnical Experimentation Site of the University of Incheon in the Republic of Korea (Oh and Shin, 2007). Figure 5.12 presents part of the test area.…”

Section: Oh and Shin's Scaled Tests (2007)mentioning

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%

“…To validate a step 2 model, both arching A a n d t h e G R s t r a i n need to be measured. Only a very limited number of researchers have reported measurements of A in full-scale tests with GR ( Van Eekelen et al, 2010a or scaled experiments with GR (Oh and Shin, 2007; (Chapter 2 of this thesis). 2013 (Chapter 4 of this thesis), ) used most of these measurements to validate their proposed steps 1 and 2 separately.…”

Section: Introductionmentioning

confidence: 99%

See 4 more Smart Citations

Design Guideline Basal Reinforced Piled Embankments

Eekelen¹,

Brugman²

2016

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“…Oh and Shin (2007) indeed found, in their Figure 13, that the total measured load was approximately 60% lower than the embankment weight.…”

Section: Oh and Shin's Scaled Tests (2007)mentioning

confidence: 85%

“…The strip subsoil models predict GR strains that are too high. Table 5.18 Measured and calculated GR strains in Korea (Oh and Shin, 2007). ctc distance GR strain measured …”

Section: Oh and Shin's Scaled Tests (2007)mentioning

confidence: 99%

Section: Oh and Shin's Scaled Tests (2007)mentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

See 3 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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