Strength and Stiffness of Coarse Granular Soils

Verdugo, Ramón A. Morillo; Hoz, Karem de la

doi:10.1007/978-1-4020-6146-2_9

Cited by 19 publications

(13 citation statements)

References 7 publications

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“…Engineering practice and research findings reveal that granular crushing, which induces GSD changes, has a significant effect on the mechanical behavior of granular materials: grain crushing generates a more contractive volumetric behavior concomitant with a decrease of the peak friction angle compared with the behavior of an intact material (Coop 1990;Verdugo and de la Hoz 2007). Biarez and Hicher (1997), Daouadji et al (2001), and Hu et al (2011) suggested that, as the amount of grain breakage increases, the critical-state line (CSL) shifts downward in the e-log p9 plane according to the evolution of GSD possibly described by the increase of the coefficient of uniformity.…”

Section: Introductionmentioning

confidence: 99%

Grading-Dependent Behavior of Granular Materials: From Discrete to Continuous Modeling

Liu

Dano

et al. 2015

J. Eng. Mech.

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International audienceThe aim of this paper is to investigate the effect of soil grading on the stress-strain and the critical-state behavior of granular materials from idealized spheres to natural soils as well as from discrete to continuous modeling. The three-dimensional discrete-element method has been applied to study the mechanical behavior of idealized granular materials. The results conﬁrm that the critical-state line (CSL) shifts down-ward as grading broadens with an increase of the coefﬁcient of uniformity Cu. An exponential relationship between the critical-state parameters and the coefﬁcient of uniformity Cu can then be established. Furthermore, experimental investigations on an artiﬁcial material (glass beads) and a natural material (Hostun sand) were carried out. The experimental results conﬁrm the grading dependency of the critical-state behavior, and a similar relationship between CSL and Cu, for both glass beads and natural sand, extending previous literature results for high Cu values up to 20. Moreover, the experimental results show that the CSL tends to stabilize when the coefﬁcient of uniformity Cu becomes higher than 10. Based on all test results, a simple elastoplastic model accounting for the inﬂuence of the grain size distribution (GSD) on the mechanical behavior of granular materials has been developed within the framework of critical-state soil mechanics. Comparisons between experimental results and simulations show that the model can accurately reproduce the mechanical behavior of granular materials with different GSDs

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Section: Introductionmentioning

confidence: 99%

Grading-Dependent Behavior of Granular Materials: From Discrete to Continuous Modeling

Liu

Dano

et al. 2015

J. Eng. Mech.

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“…However, the mechanical behavior of interlayer soil can show a large variability, depending on the proportion of fine particles contained in it. A number of studies (Babic et al 2000;Pedro 2004; Naeini and Baziar 2004;Kim et al 2005;Verdugo and Hoz 2007;Cabalar 2008;Seif El Dine et al 2010;Ebrahimi 2011;Anbazhagan et al 2011;Trinh et al 2012) showed that the mechanical behavior of soil containing a large proportion of fines is strongly influenced by the water content. As the water content changes are governed by the hydraulic behavior of soil, it appears important to assess the influence of fine particles content on the hydraulic behavior of interlayer soil.…”

Section: Introductionmentioning

confidence: 99%

Effect of fine particles on the hydraulic behavior of interlayer soil in railway substructure

et al. 2014

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The conventional railway substructure in France was built by emplacing ballast directly on subgrade. Over years of operation, the interpenetration of ballast and subgrade created a soil layer between them. Under different conditions, this naturally formed layer, namely interlayer, can contain different quantities of fine particles, becoming more or less sensitive to changes in water content. As the water content changes are governed by the hydraulic behavior of the interlayer soil, assessing the influence of fine particle content on the hydraulic behavior of interlayer soil is of importance. To this end, the hydraulic behavior of an interlayer soil taken from Sénissiat (near Lyon, France) was investigated using two infiltration columns, a large-scale column equipped with tensiometers and a time domain reflectometer (TDR) for suction and volumetric water content measurements, respectively, and a smaller column equipped with high-capacity tensiometers only. Different fines contents were considered and wetting–drying cycles were applied to the soil specimens. The hydraulic conductivity was determined by applying the instantaneous profile method. The results obtained showed that (i) hysteresis exists for both the soil water retention curve and the hydraulic conductivity changes with suction; (ii) the effect of wetting–drying cycles is insignificant; (iii) adding 10% fine particles to the natural interlayer soil gives rise to changes in the soil water retention curve but does not induce significant changes in hydraulic conductivity; (iv) the unsaturated hydraulic conductivity of interlayer soil with 10% fine particles added is close to that of soil sieved at 2 mm, suggesting that the unsaturated hydraulic conductivity of interlayer soil is mainly governed by fine particles through the suction effect. By contrast, in a saturated state, the value for the interlayer soil with 10% fine particles added was found to be higher, suggesting that in this case the hydraulic conductivity is mainly governed by the water transfer through macropores.

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“…It is worth mentioning that to test the GW backfill, a 7.5 in. diameter triaxial specimen is needed (assume sample is not scalped or the parallel gradation technique ( 26 – 30 ) is not utilized) because the maximum particle size is 1.25 in. Testing of such large size specimens is beyond the scope of this work.…”

Section: Resultsmentioning

confidence: 99%

Comparison of Field Behavior with Results from Numerical Analysis of a Geosynthetic Reinforced Soil Integrated Bridge System Subjected to Thermal Effects

Taeb¹,

Ooi

2020

Transportation Research Record

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When subjected to ambient daily temperature fluctuations, a 109.5 ft-long geosynthetic reinforced soil integrated bridge system (GRS-IBS) was observed to undergo cyclic straining of the superstructure. The upper and lower reaches of the superstructure experienced the highest and lowest strain fluctuation, respectively. These non-uniform strains impose not only axial loading of the superstructure but also bending. Pure axial loading in a horizontal superstructure will cause the footings to slide. However, bending in the superstructure will cause the footings to rotate thereby inducing cyclic fluctuations of the vertical pressure beneath the footing and also lateral pressure behind the end walls. Measured vertical footing pressure closest to the stream experienced the greatest daily pressure fluctuation (≈ 2,500–3,000 psf), while that nearest the end wall experienced the least. The toe pressure fluctuations seem rather large. That these large vertical pressure fluctuations are observed in a tropical climate like Hawaii when no other GRS-IBS in temperate regions has reported the same (or perhaps higher fluctuation) is indeed surprising. The larger these pressures are, the greater the likelihood of inducing cyclic-induced deformations of the GRS abutment. A finite element analysis of the same GRS-IBS was performed by applying an equivalent temperature and gradient to the superstructure over the coldest and hottest periods of a day to see if the field measured values of pressures are reasonable and verifiable, which indeed they were. This methodology is novel in the sense that the effects of axial load and bending of the superstructure are simulated using measured strains rather than measured temperatures.

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Strength and Stiffness of Coarse Granular Soils

Cited by 19 publications

References 7 publications

Grading-Dependent Behavior of Granular Materials: From Discrete to Continuous Modeling

Grading-Dependent Behavior of Granular Materials: From Discrete to Continuous Modeling

Effect of fine particles on the hydraulic behavior of interlayer soil in railway substructure

Comparison of Field Behavior with Results from Numerical Analysis of a Geosynthetic Reinforced Soil Integrated Bridge System Subjected to Thermal Effects

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