Centrifugal testing of laterally loaded piles in sand

Georgiadis, Michael; Anagnostopoulos, Christos; Saflekou, S

doi:10.1139/t92-024

Cited by 109 publications

(40 citation statements)

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“…the average of the readings from the two sets of strain gauges at a given depth, or the reading given by the pair of gauges still functioning where one of the pairs of gauges has failed). A series of fourthorder polynomial splines (Georgiadis et al, 1992) has been fitted between the averaged bending moment data points in Fig. 12(a) and differentiated twice to derive the net soil pressure acting on the pile (Fig.…”

Section: Analysis Of Pile Bending Behaviourmentioning

confidence: 99%

Monitoring and analysis of the bending behaviour of discrete piles used to stabilise a railway embankment

2007

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Discrete piles are used to stabilise infrastructure slopes, especially where there is insufficient additional land to allow construction of large toe berms or regrading of the slope. Compared with more conventional structures such as retaining walls, there are few field data on how discrete piles typically bend and displace under slope loading. This paper presents the results from monitoring a number of discrete piles used to stabilise a railway embankment at Hildenborough, Kent, UK. Bending deflections deduced from strain gauges are compared with the displacements and rotations measured by inclinometer tubes cast into the piles. Four years after pile installation, the piles were bending downslope over their lower halves, with little bending measured in the upper sections. Regrading of the rockfill piling platform shortly after pile construction caused some of the pile loading, with further loading caused by the continued tendency for slope movement. Analysis of the piles using a simple elastic analysis gives bending moments and displacements close to those measured.

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Section: Analysis Of Pile Bending Behaviourmentioning

confidence: 99%

Monitoring and analysis of the bending behaviour of discrete piles used to stabilise a railway embankment

2007

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“…The required spring stiffness is traditionally determined through nonlinear soil reaction-deflection curves, the so-called p-y curves. These p-y curves have been established for different soil conditions based on in-situ pile tests under static (monotonic) or cyclic pile-head loading (Matlock 1970;Cox et al 1974;Reese et al 1974Reese et al , 1975Murchinson and O'Neill 1984;Georgiadis et al 1992;Reese 1997;Ashour and Norris 2000;Janoyan et al 2001). Since the continuity condition in the soil is fully satisfied in field tests, the associated p-y curves constitute a direct representation of pile response under the particular types of loading, justifying their implementation in pile design procedures (API 1993).…”

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confidence: 99%

Experimental p-y loops for estimating seismic soil-pile interaction

Rovithis

Kirtas

Pitilakis

2009

Bull Earthquake Eng

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Seismic soil-pile interaction is evaluated in this study based on back-calculated p-y loops constructed from sampled data of pile bending moments. Fundamental properties of p-y loops are implemented to derive distributed springs and dashpots, thereby quantifying soil-pile interaction in the realm of a Beam on Dynamic Winkler Foundation modeling. The procedure is validated by means of well-documented centrifuge tests of a single pile supported structure founded on a two-layer soil profile that comprises of soft clay overlying dense sand. Two shaking levels of a real earthquake motion applied at the base of the soil profile were examined and the generated seismic p-y loops were compared to cyclic p-y curves commonly used in pile design practice. The results demonstrate the strong influence of intensity of the input motion on seismic p-y loops while cyclic p-y curves established for soft clays tend to overestimate soil stiffness under strong excitation. Typical sets of recorded and computed structural response are presented, denoting the ability of the BDWF model related to p-y loops in reproducing adequately fundamental aspects of seismic soil-pile interaction.

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“…Pile elements interact with the soil by means of non-linear normal and shear coupling springs. The normal springs are defined using the Georgiadis et al [7] analytical method, while the shear springs properties are obtained from the soils properties [4]. More details about the numerical model and its validation against the shaking table results can be found in [8].…”

Section: Numerical Modelmentioning

confidence: 99%