Effects of sand compaction pile installation in model clay beds

Juneja, Ashish; Mir, Bashir Ahmed; Parihar, Aditya

doi:10.3328/ijge.2011.05.02.199-209

Cited by 11 publications

(6 citation statements)

References 7 publications

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“…Lee et al (2004) noted that the dissipation of the excess pore pressure leads to an increase in the strength of the surrounding soil, hereafter termed 'set-up'. This effect has also been highlighted by other studies (Aboshi et al, 1979(Aboshi et al, , 1991Yagyu et al, 1991;Matsuda et al, 1997;Juneja, 2002). It has also been observed in centrifuge model tests using in-flight sand pile installation systems (Lee et al, 2001(Lee et al, , 2004Juneja, 2002;Ng, 2003).…”

Section: Introductionsupporting

confidence: 66%

“…This effect has also been highlighted by other studies (Aboshi et al, 1979(Aboshi et al, , 1991Yagyu et al, 1991;Matsuda et al, 1997;Juneja, 2002). It has also been observed in centrifuge model tests using in-flight sand pile installation systems (Lee et al, 2001(Lee et al, , 2004Juneja, 2002;Ng, 2003). However, these studies have focused mainly on the disturbance to the soil, as well as on stress and pore pressure changes generated during the installation process.…”

Section: Introductionsupporting

confidence: 66%

“…A separate finite-element analysis was carried out for comparison with the centrifuge model results on sand piles in Singapore marine clay reported by Lee et al (2004) and Juneja (2002). Table 1 shows the material parameters used for modelling the Singapore marine clay (Tan, 1983;Chua, 1990;Juneja, 2002;Arulrajah & Bo, 2008).…”

Section: Finite-element Modelmentioning

confidence: 99%

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Effect of sand compaction pile installation on strength of soft clay

Yi¹,

Goh²,

Lee³

2013

Géotechnique

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In the design of sand compaction piles, the increase in undrained shear strength of the soft clay around the sand piles is often ignored. This paper examines the long-term gain in strength in the soft clay using centrifuge modelling and finite-element analysis. Stress, pore pressure and strength measurements in the centrifuge models are used to benchmark the finite-element results. Parametric studies are then conducted using finite-element analyses to explore the effects of the friction angle and modulus of the soft clay on the trend and quantum of strength increase. The findings show that the ratio of improved strength to original shear strength decays as a function of the logarithm of radial distance. A method of estimating strength increase is proposed, based on two parameters that are related to the friction angle and modulus of the soil. For multiple piles driven with almost no time lag for pore dissipation, strength gain does not accumulate with successive piles. On the other hand, if there is sufficient time for pore pressure dissipation between the driving of successive piles, the strength gains from the successive piles can be accumulated.

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Section: Introductionsupporting

confidence: 66%

Section: Introductionsupporting

confidence: 66%

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Effect of sand compaction pile installation on strength of soft clay

Yi¹,

Goh²,

Lee³

2013

Géotechnique

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“…Indraratna and Redana, 1998;Sharma and Xiao, 2000). This is attributed to the fact that the ratio of the final diameter of the drain to the diameter of the casing or mandrel used in the installation is not significantly high to permit set-up of stresses in the clay, which otherwise is the case when SCPs are installed (Juneja et al, 2011). On the other hand, the smear zone has traditionally been only considered in the design of sand-and PV-drains (Akagi, 1977;Barron, 1948).…”

Section: Introductionmentioning

confidence: 97%

Behaviour of clay reinforced by sand compaction pile with smear

Juneja

Mir

2012

Proceedings of the Institution of Civil Engineers - Ground Impr

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In the design practice for sand compaction piles (SCPs), it is usually assumed that the state of in situ soil does not change during the installation. In fact, there is evidence to suggest that extensive remoulding of the preferred soil fabric occurs within the zone immediately surrounding the SCP. Properties of the soil within this heavily disturbed zone can affect the pore pressure dissipation, and hence the time after which the ultimate strength of the composite ground would be available. In this study, the effect of smear zone around SCPs is modelled in the laboratory using triaxial tests. SCPs of 25–80 mm diameter were installed in 100 mm diameter cylindrical samples. The sand columns were installed by pre-drilling a hole and then backfilling it with well-compacted sand. The smear zone was created by using a rough casing to drill the hole. The effect of the smear zone on SCP was investigated by observing the change in pore pressure during consolidation and the undrained shear strength of the composite sample. Although the shear-induced pore pressures and the undrained shear strength of the composite samples could reasonable be predicted, wide scatter still existed in the relationship between the stress concentration factor and the area replacement ratio.

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“…Existing stability analysis methods of the cylindrical cavity expansion are generally based on the conditions of infinite space (e.g. Juneja et al 2011;Liyanapathirana 2016;Mansour et al 2015;Sexton and McCabe 2015;Zhou et al 2014aZhou et al , 2014bZhou et al , 2014cZhou et al , 2015Zhou et al , 2016Zou and He 2015;Li 2015, Zou andSu 2015;Zou et al 2012Zou et al , 2016 or semi-infinite space, and solved many engineering issues. For instance, Gibson (1950) calculated the bearing capacity of the pile foundation in soft soil mass using spherical cavity expansion theory.…”

Section: Introductionmentioning

confidence: 99%

An approximate solution for the cylindrical cavity expansion under the non-axisymmetric displacement boundary condition on hypotenuse

Zou

Zuo

2016

International Journal of Geotechnical Engineering

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Based on the virtual image technique, stress function method and Boussinesq's solutions, an approximate solution of the cylindrical cavity expansion is investigated under the non-axisymmetric displacement boundary condition on hypotenuse. The stress harmonic functions on the ground surface are improved. At first, the elastic solution without any correction is deduced, considering the combined effects of the actual and image sources. Then, stress on the ground surface is revised by the improved stress harmonic function. Stress on the slope surface boundary is corrected by integrating Boussinesq's solution and then applying the coordinate transformation technique. Moreover, the newly induced stresses on the ground surface boundary (resulting from the correction process of the slope surface boundary) are further revised by the improved stress harmonic function. Finally, the linear elastic superposition principle is adopted to obtain the approximate solution under the non-axisymmetric and free displacement boundary conditions on hypotenuse. In addition, the proposed solution is validated by the numerical results. The numerical analysis results show that it is helpful to control the safety reserve of stress and displacement considering the boundary effects and stress revisions. Larger vertical displacement of the ground surface could result from larger slope inclination, shorter limb distance, smaller cylindrical cavity depth, larger expansion pressure and smaller elastic modulus of soils.

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Effects of sand compaction pile installation in model clay beds

Cited by 11 publications

References 7 publications

Effect of sand compaction pile installation on strength of soft clay

Effect of sand compaction pile installation on strength of soft clay

Behaviour of clay reinforced by sand compaction pile with smear

An approximate solution for the cylindrical cavity expansion under the non-axisymmetric displacement boundary condition on hypotenuse

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