Arabian Journal of Geosciences

, Volume 8, Issue 2, pp 605–618 | Cite as

Liquefaction susceptibility study of sandy soils: effect of low plastic fines

  • Yassine Benghalia
  • Ali Bouafia
  • Jean Canou
  • Jean-Claude Dupla
Original Paper

Abstract

The objective of this paper is to present a study on the mechanical behavior of three Algerian sands through cyclic triaxial tests with focus on the effect of the fines content. The particularity of this study is to keep the amount of the sand material matrix as a constant parameter for the entire range of fines content. This choice was considered due to the difficulty to determine experimentally the maximum and minimum void ratios of soil mixtures for fines content exceeding 15 %. The materials used in this investigation are originated from two different regions (Chlef and Boumerdes) in northern Algeria and are known for their higher seismicity levels. By varying the cyclic stress ratios and the proportion of fines contained naturally in the sand, a series of cyclic triaxial tests were carried out on reconstituted samples with a density index of 0.5 and an initial confining pressure of 100 kPa, on a servo-controlled dynamic machine with a sinusoidal frequency signal of 0.05 Hz and alternated symmetrical cycles. Comparing the clean and natural sands, the test results indicate that the presence of fines influences significantly the liquefaction resistance. Indeed, the fines content increases the liquefaction resistance for Zemmouri sand, decreases or stabilizes it for the Rass and Chlef sands, respectively. The effect of fines on the Chlef and Rass sands is in good agreement with the published literature, where the liquefaction resistance decreases to a threshold value and then increases with the increase of the fines content. This study can be used in soil classification and determination of liquefaction potential of seismic areas with smaller amounts of fines.

Keywords

Sand Fines Liquefaction Triaxial test Cyclic 

List of symbols

B

Skempton’s coefficient (B = Δuc/Δpcell)

Cc

Coefficient of curvature (Cc = (D30)2/(D10 × D60))

CSR

Cyclic stress ratio (CSR = qm/2σc)

Cu

Coefficient of uniformity (Cu = D60/D10)

D (in millimeter)

Diameter

D10 (in millimeter)

Effective grain size

D30, D60 (in millimeter)

Grain size corresponding to 10 and 60 % finer, respectively

D50 (in millimeter)

Mean grain size

e

Global void ratio

ef

Interfine void ratio

emax

Maximum void ratio

emin

Minimum void ratio

ES (in percent)

Sand equivalent

es

Intergranular void ratio

FC (in percent)

Fines content

FCth (in percent)

Threshold fines content

f (Hz)

Frequency

Gs

Specific gravity of sand

H (in millimeter)

Height

ID

Density index (ID = (emaxe)/(emaxemin))

Ip (in percent)

Plasticity index (Ip = wl − wp)

N

Number of cycles of loading

NLiq

Number of cycles to liquefaction

p’ (in kilopascal)

Effective mean stress (p′ = (σ1 + 2σ3)/3)

q (in kilopascal)

Deviator stress (q = σ1 − σ3)

qm (in kilopascal)

Loading amplitude

R2

Coefficient of correlation

SP/Sm

Poorly graded sand

Δpcell (in kilopascal)

Cell pressure increment

Δu (in kilopascal)

Excess of pore water pressure

Δuc (in kilopascal)

Pore pressure increment

εa (in percent)

Axial strain

ρdmax (in gram per cubic centimeter)

Maximum density of the solid grains

ρdmin (in gram per cubic centimeter)

Minimum density of the solid grains

σc (in kilopascal)

Initial confining pressure

wl (in percent)

Liquid limit

wp (in percent)

Plastic limit

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Copyright information

© Saudi Society for Geosciences 2014

Authors and Affiliations

  • Yassine Benghalia
    • 1
  • Ali Bouafia
    • 2
  • Jean Canou
    • 3
  • Jean-Claude Dupla
    • 3
  1. 1.Laboratory of Materials Sciences & EnvironmentHassiba Benbouali University of ChlefChlefAlgeria
  2. 2.Civil Engineering DepartmentSaâd Dahlab University of BlidaBlidaAlgeria
  3. 3.Navier Laboratory, CERMES, Ecole des Ponts ParisTechMarne-la-Vallée Cedex 2France

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