Three dimensional numerical modelling of discrete piles used to stabilise landslides

Kanagasabai, S., Smethurst, J.A. and Powrie, W. (2011) Three dimensional numerical modelling of discrete piles used to stabilise landslides Canadian Geotechnical Journal, 48, (9), pp. 1393-1411. (doi:10.1139/t11-046).


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Three dimensional finite difference analyses have been carried out to investigate the behaviour of a single pile used to stabilise a slipping mass of soil, by embedment into a stable stratum. Analyses were initially carried out to determine the reduction in the limiting pile-soil lateral pressure, pu, close to the unconfined ground surface. The analyses then explore the failure mechanisms for landslide stabilising piles categorised by Viggiani. The effects of varying the strength of the slip plane interface between the sliding and stable strata, and of a sloping ground surface on the behaviour of the pile are then investigated. The results from numerical models with a rigid pile, a distinct plane of sliding and a horizontal ground surface, as assumed by Viggiani, agree closely with his theoretical solutions. Lower values of pu close to the ground surface and adjacent to the sliding plane are found to reduce the maximum shear resistance that piles can provide to the slipping mass, when compared with Viggiani’s theoretical solutions. The further analyses show that the strength of the slip plane interface has a considerable influence on pile behaviour, and that the slope of the ground surface is only significant above a certain angle.

Item Type: Article
Digital Object Identifier (DOI): doi:10.1139/t11-046
ISSNs: 0008-3674 (print)
Keywords: slope stability, slope stabilization, finite element analysis, laterally loaded piles, pile–soil interaction, undrained
Subjects: T Technology > TA Engineering (General). Civil engineering (General)
Organisations: Infrastructure Group
ePrint ID: 76129
Date :
Date Event
1 September 2011e-pub ahead of print
September 2011Published
Date Deposited: 11 Mar 2010
Last Modified: 18 Apr 2017 20:41
Further Information:Google Scholar

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