Installation of Pile Group in Overconsolidated Clay

O’Neill, Michael W.; Hawkins, R. A.; Audibert, Jean M.E.

doi:10.1061/ajgeb6.0001366

Cited by 28 publications

(3 citation statements)

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“…The measured pore pressure response varies along the pile shaft and with radial distance from the pile (2)(3)(4). The time for complete dissipation is important because it will affect the measured pile capacities and influence construction schedules (5) and may also affect the sequence of driving of adjacent piles in groups (6). A similar pore pressure response is observed with in situ tests, including the piezoprobe and piezocone.…”

Section: Pile and Cone Analogymentioning

confidence: 81%

“…Table 1 presents key sites that have also been characterized by piezocone tests. References for the instrumented piles are given, as are sources for comparative piezocone tests that were conducted at these sites (3,4,6,(12)(13)(14)(15)(16)(17)(18)(19). The pore pressure responses noted are for both piles and penetrometers at positions along the shaft.…”

Section: Dissipation After Pile Drivingmentioning

confidence: 99%

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Pore Pressure Dissipation Behavior Surrounding Driven Piles and Cone Penetrometers

Burns

Mayne

1999

Transportation Research Record: Journal of the Transportation R

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Driven piles are a common foundation used to support highway bridges. Data gathered from instrumented piles and piezocone tests in finegrained soils indicate that variable pore pressure profiles, which depend on the overconsolidation ratio of the soil, can develop during penetration. For piles driven in soft clays and silts, the pore pressure profiles developed show a monotonically decreasing response with time. However, for piles driven in heavily overconsolidated silts and clays, the pore pressure profiles show dilatory behavior, with the pore pressure behavior increasing from the initial measured value to a maximum, and then decreasing to hydrostatic values. A theoretical framework is presented that combines cavity expansion theory and critical state soil mechanics with an analytical solution to the radical consolidation equation to estimate the pore pressure response as a function of time and to evaluate the coefficient of consolidation of fine-grained soils on the basis of instrumented pile and piezocone data. The method is able to describe the pore pressure response curve in soils that demonstrate either monotonically decreasing or dilatory pore pressure behavior. Driven pile data from three sites are used to verify the estimations of the model.

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Section: Pile and Cone Analogymentioning

confidence: 81%

Section: Dissipation After Pile Drivingmentioning

confidence: 99%

Pore Pressure Dissipation Behavior Surrounding Driven Piles and Cone Penetrometers

Burns

Mayne

1999

Transportation Research Record: Journal of the Transportation R

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“…I agree. However, a few more references are available than those listed by the authors, e.g., O'Neill et al (1982aO'Neill et al ( , 1982b, Phung (1993), andReese (1999). Figure D1 shows the load-movement measured by Phung (1993) in comparing the response of a single pile to a group of five piles driven at a centerto-center spacing (c/c) of 5.7 pile diameters in a fine sand.…”

mentioning

confidence: 99%

Discussion of “Load tests on full-scale bored pile groups”

FelleniusBengt¹

2013

Can. Geotech. J.

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A finite element–based approach for predictions of rigid pile group stiffness efficiency in clays

Sheil

McCabe

2013

Acta Geotech.

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This paper presents a finite element parametric study of several variables that affect the stiffness efficiency of rigidly-capped pile groups with a view to developing a solution for preliminary design purposes. Previous empirical solutions from linear elastic work had identified a significant dependence of stiffness efficiency on pile group size and group spacing and in this study, the effect of the pile length-to-diameter ratio, the compressibility of a stiff bearing stratum beneath the pile group and the depth below ground level to the stiff bearing stratum are also considered. Pile groups in a soft clay/silt are modelled using PLAXIS 3D Foundation in conjunction with a soil model than captures the stressdependency of soil stiffness. The trends from the soft soil study have been formulated into a set of equations which can be used to predict the stiffness efficiency of pile groups. This new approach captures more variables than previous simpler empirical prediction methods and performs better when applied to a database of 29 published pile group case histories.

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Installation of Pile Group in Overconsolidated Clay

Cited by 28 publications

References 0 publications

Pore Pressure Dissipation Behavior Surrounding Driven Piles and Cone Penetrometers

Pore Pressure Dissipation Behavior Surrounding Driven Piles and Cone Penetrometers

Discussion of “Load tests on full-scale bored pile groups”

A finite element–based approach for predictions of rigid pile group stiffness efficiency in clays

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