Determination of the Cyclic Properties of Silty Sands

Determination of the Cyclic Properties of Silty Sands

Eyyüb Karakan (Kilis 7 Aralik University, Turkey) and Selim Altun (Ege University, Turkey)
DOI: 10.4018/978-1-5225-2709-1.ch012
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Liquefaction may be triggered by cyclic loading on saturated silty sands, which is responsible of severe geotechnical problems. Development of excess pore water pressure in soil results in a liquid-like behavior and may be the reason of unavoidable superstructural damage. In this study, in order to investigate the behavior of saturated silty sands exposed to cyclic loading under undrained conditions, a systematic testing program of stress-controlled cyclic triaxial tests was performed on specimens of different silt contents, under different loading conditions and environment. The effect of parameters such as silt content on the liquefaction behavior of specimens was studied. Pore water pressure and shear strain curves were obtained for the silty sands. Furthermore, the boundaries existing in the literature on sands are compared with the results current research, on silty sands. Conclusively, the outcomes of this study were useful to develop insight into the behavior of clean and silty sands under seismic loading conditions.
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1. Introduction

While the cyclic behavior of clean sands has been investigated in-depth over the fifty years, this phenomenon in silty sand containing varying amounts of fines, stimulated a real interest in recent twenty years. The number of researches on this subject are quite limited and the studies claim that this type of soil is more susceptible to liquefaction, in comparison with clean sand. However, the reported results are still contradictory due to effect of fines content on the shear strength of silty sands.

The effect of fines content on the cyclic liquefaction potential of sands has been investigated extensively in geotechnical literature. Several investigations in the field shows that the presence of fines increases liquefaction resistance (Seed and Lee 1966; Seed et al., 1985) while laboratory tests results show different trends, for the fine content less than 30% (Koester et al., 1994; Troncoso, 1990). Koester (1990) claimed that fine content is more important than the plasticity index (PI), contrary to Ishihara (Ishihara, 1993) and Prakash and Guo (1999), claiming that high plasticity fines might change the liquefaction behavior. Finn et al. (1993) indicated that many of the past studies used different criteria for comparison of the effect of fines on liquefaction resistance, resulting different conclusions.

The effect of fines content on liquefaction resistance are based on mechanisms of deformation in the particle size level. Laboratory test results suggest that fines in small percentages (F.C<30%) take up the space between sand particles without contributing to soil strength. This result in a decrease of global void ratio (e). Thus, liquefaction resistance of soils with the same global void ratio decrease with increasing fines content and not the same intergranular void ratio of the sand skeleton eSK, a more representative index of behavior (Polito and Martin, 2001; Thevanayagam, 1998; Thevanayagam and Mohan, 2000; Vaid, 1994) . Similarly, for larger fine values, the fines dominate over the sand matrix and the overall behavior depends greatly on the included fines.

Erten and Maher (1995), studied pore pressure generation effect of both plastic and non plastic silty sand. They found the limit fine content up to 30%. They concluded low plasticity silty sand is not significantly effective on pore pressure generation.

El Hosri et al., (1984) showed that increase in plasticity index caused a reduction in liquefaction resistance of silty soil, in a low plasticity index range. They also found that for soils of a high plasticity index range, an increase in plasticity index increases the liquefaction resistance for undisturbed silt-clay mixtures. It is also clear that plasticity index has a considerable effect on liquefaction resistance.

Altun et al., (2005) showed a decrease of liquefaction resistance up to a certain limiting fines content followed by an increase in liquefaction resistance. Amini and Qi (2000) reported that as fines content increases, the cyclic resistance of sand silt mixtures can continuously increase, however, Belkhatir et al., 2010; Stamatopoulos, 2010 found that as fines content is increased, the cyclic resistance of sand silt mixtures can decrease. On the other hand, Koester, 1994; Papadopoulou and Tika, 2008; Polito and Martin, 2001; Xenaki and Athanasopoulos, 2003 observed that increasing fines content, caused reduction in cyclic resistance of sand silt mixtures, up to a certain fines content value and a subsequent increase. Belkhatir et al. (2011) found that the liquefaction resistance decreases with the increase of the intergranular void ratio.

Key Terms in this Chapter

Steady State Strength: In general, when a loose sand is consolidated to a very high confining stress and subjected to undrained shear it reaches a peak strength at small strains and exhibits a steep reduction in strength reaching at large strains.

Global Void Ratio: Global void ratio (e) is the ratio of the volume of voids to the total volume of the soil.

Interfine Void Ratio: The interfine void ratio defined as the volume of void per unit volume of active (fine grain) solids.

Liquefaction: The basic mechanism of liquefaction in a deposit of loose sand during earthquakes is the persistent generation of excess pore water pressure and reduction of mean effective stress.

Volumetric Strain: The amount of excess pore water drained out of the soil specimen following regularly excited undrained tests.

Intergranular Void Ratio: The concept of the intergranular void ratio calculates the void ratio while assuming that the volume occupied by the fines is part of the volume of voids. The fines fill the voids formed between the sand grains.

Safety Factor: Factor of safety against liquefaction can be defined as undrained shear strength under seismic loading over maximum shear stress ratio under seismic loading.

Silt Sand Mixtures: Fine soils containing 35-65% coarse material are described as sandy silt.

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