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Comprehensive laboratory study on stress–strain of granular soils at constant global void ratio: combined effects of fabrics and silt content

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Abstract

The published literature has revealed conflicting results regarding the effect of low plastic fines fraction (Ip ≤ 5.0%) on the mechanical behavior of sandy soils. For this reason, the use of different sample initial structures as (initial relative density approach, global void ratio index approach, etc.) could explain these different mechanical responses of granular materials. Thus, it is necessary to evaluate the quantitative aspect of the low plastic fines effects on the undrained monotonic response of sand-silt mixtures using the global void ratio approach. To achieve this goal, an experimental testing program through controlled monotonic triaxial tests was carried out on reconstituted saturated Chlef sand containing from 0 to 50% silt with an interval of 10% at three global void ratios (e = 0.64, 0.66 and 0.68) and subjected to constant confining pressure (σ'3 = 100 kPa). The different samples were reconstituted using two different preparation techniques: DFP and MT. The obtained results show that the low plastic fines content appears as a very relevant parameter in the characterization of the mechanical response of sand-silt mixture samples reconstituted at constant global void ratios, where the steady state shear strength and instability shear strength decreased with the increase in low plastic fines content up to the limiting fines contents (Fc = 40% and Fc = 10%) considering both studied initial structures (Dry funnel pluviation and Moist tamping), respectively. Beyond these thresholds fines contents, a reverse trend was observed for all parameters under study. Moreover, the test results indicate that the brittleness index, flow potential (Vf), friction index, equivalent void ratio (e*) and equivalent relative density (Dr*) could be considered as reliable parameters in the prediction of the mechanical behavior of the silty sand soils under study.

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Abbreviations

C c :

Coefficient of curvature

C u :

Coefficient of uniformity

D 10 :

Effective grain size

D 50 :

Mean grain size

D r :

Initial relative density

D r*:

Equivalent relative density

IB:

Brittleness index

e max :

Maximum global void ratio

e min :

Minimum global void ratio

e i :

Initial global void ratio

e f :

Inter-fine void ratio

e*f :

Equivalent inter-fine void ratio

e g :

Intergranular void ratio

e*:

Equivalent void ratio

F c :

Fines content

F cthre :

Threshold fines content

FI:

Friction index

G s :

Specific gravity of solids

Ip:

Plasticity index

q :

Deviator stress

p′:

Effective mean pressure

q cs :

Critical state shear strength

q ins :

Shear strength at instability line

Q ss :

Quasi-steady state

P′cs :

Critical state effective mean pressure

P′ins :

Effective mean pressure at instability line

σ ' 3 :

Initial confining pressure

χ :

Particle size ratio

Vf:

Flow potential

ϕ cs :

Critical state friction angle

Δϕ cs :

Difference of critical state friction angle between the DFP samples and MT samples

ϕ ins :

Friction angle at instability line

m :

Mass of samples

B :

Skempton’s pore pressure parameter

A, C and E :

Constants of equation

R 2 :

Coefficient of determination

DFP:

Dry funnel pluviation

MT:

Moist tamping

W :

Water content

D :

Diameter of the sample

H :

Height of the sample

H/D :

Height to diameter ratio of the sample

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Acknowledgments

This research work was carried out in the Laboratory of Soil Mechanics, Foundation Engineering and Environmental Geotechnics in the context of mutual scientific cooperation between Hassiba Benbouali University of Chlef (Algeria) and Ruhr-University of Bochum (Germany). The authors are grateful for the financial support received from the Directorate General for Scientific Research and Technological Development, Algeria.

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Authors and Affiliations

  1. Laboratory of Materials Science and Environment, Hassiba Benbouali University of Chlef, Chlef, Algeria

    Youcef Mahmoudi, Abdellah Cherif Taiba & Mostefa Belkhatir

  2. Saâd Dahlab University of Blida, Ouled Yaïch, Algeria

    Leila Hazout

  3. Laboratory of Soil Mechanics, Foundation Engineering and Environmental Geotechnics, Bochum Ruhr University, Bochum, Germany

    Mostefa Belkhatir

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  1. Youcef Mahmoudi
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Correspondence to Youcef Mahmoudi.

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Mahmoudi, Y., Cherif Taiba, A., Hazout, L. et al. Comprehensive laboratory study on stress–strain of granular soils at constant global void ratio: combined effects of fabrics and silt content. Acta Geotech. 17, 3269–3292 (2022). https://doi.org/10.1007/s11440-022-01480-1

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