American Society of Civil Engineers


Slope Stabilizing Piles and Pile-Groups: Parametric Study and Design Insights


by R. Kourkoulis, (Postdoctoral Researcher, National Technical Univ. of Athens, Greece.), F. Gelagoti, (Doctoral Candidate, National Technical Univ. of Athens, Greece.), I. Anastasopoulos, (Adjunct Lecturer, National Technical Univ. of Athens, Greece; presently, Research Fellow, Univ. of Dundee, UK.), and G. Gazetas, (corresponding author), M.ASCE, (Professor, National Technical Univ. of Athens, Greece E-mail: gazetas@ath.forthnet.gr)

Journal of Geotechnical and Geoenvironmental Engineering, Vol. 137, No. 7, July 2011, pp. 663-677, (doi:  http://dx.doi.org/10.1061/(ASCE)GT.1943-5606.0000479)

     Access full text
     Purchase Subscription
     Permissions for Reuse  

Document type: Journal Paper
Abstract: This paper uses a hybrid method for analysis and design of slope stabilizing piles that was developed in a preceding paper by the writers. The aim of this paper is to derive insights about the factors influencing the response of piles and pile-groups. Axis-to-axis pile spacing (S), thickness of stable soil mass (Hu), depth (Le) of pile embedment, pile diameter (D), and pile group configuration are the parameters addressed in the study. It is shown that S=4D is the most cost-effective pile spacing, because it is the largest spacing that can still generate soil arching between the piles. Soil inhomogeneity (in terms of shear stiffness) was found to be unimportant, because the response is primarily affected by the strength of the unstable soil layer. For relatively small pile embedments, pile response is dominated by rigid-body rotation without substantial flexural distortion: the short pile mode of failure. In these cases, the structural capacity of the pile cannot be exploited, and the design will not be economical. The critical embedment depth to achieve fixity conditions at the base of the pile is found to range from 0.7Hu to 1.5Hu, depending on the relative strength of the unstable ground compared to that of the stable ground (i.e., the soil below the sliding plane). An example of dimensionless design charts is presented for piles embedded in rock. Results are presented for two characteristic slenderness ratios and several pile spacings. Single piles are concluded to be generally inadequate for stabilizing deep landslides, although capped pile-groups invoking framing action may offer an efficient solution.


ASCE Subject Headings:
Slope stability
Embedment
Pile groups
Parameters

Author Keywords:
Slope stabilizing piles
Embedment depth
Simplified method
Dimensionless charts
Arching
Pile groups