Slope stabilizing piles and pile-groups: Parametric study and design insights

Kourkoulis, R; Gelagoti, F; Anastasopoulos, I; Gazetas, G

dc.contributor.author	Kourkoulis, R	en
dc.contributor.author	Gelagoti, F	en
dc.contributor.author	Anastasopoulos, I	en
dc.contributor.author	Gazetas, G	en
dc.date.accessioned	2014-03-01T01:37:05Z
dc.date.available	2014-03-01T01:37:05Z
dc.date.issued	2011	en
dc.identifier.issn	1090-0241	en
dc.identifier.uri	https://dspace.lib.ntua.gr/xmlui/handle/123456789/21442
dc.subject	Embedment	en
dc.subject	Parameters	en
dc.subject	Pile groups	en
dc.subject	Slope stability	en
dc.subject.classification	Engineering, Geological	en
dc.subject.classification	Geosciences, Multidisciplinary	en
dc.subject.other	Analysis and design	en
dc.subject.other	Dimensionless design	en
dc.subject.other	Embedment	en
dc.subject.other	Embedment depth	en
dc.subject.other	Hybrid method	en
dc.subject.other	Inhomogeneities	en
dc.subject.other	Parameters	en
dc.subject.other	Parametric study	en
dc.subject.other	Pile groups	en
dc.subject.other	Pile response	en
dc.subject.other	Pile spacing	en
dc.subject.other	Relative strength	en
dc.subject.other	Rigid body rotation	en
dc.subject.other	Shear stiffness	en
dc.subject.other	Short pile	en
dc.subject.other	Single piles	en
dc.subject.other	Slenderness ratios	en
dc.subject.other	Sliding planes	en
dc.subject.other	Soil arching	en
dc.subject.other	Soil layer	en
dc.subject.other	Soil mass	en
dc.subject.other	Stabilizing piles	en
dc.subject.other	Structural capacities	en
dc.subject.other	Design	en
dc.subject.other	Slope protection	en
dc.subject.other	Slope stability	en
dc.subject.other	Soils	en
dc.subject.other	Piles	en
dc.subject.other	pile group	en
dc.subject.other	slope dynamics	en
dc.subject.other	slope stability	en
dc.subject.other	slope stabilization	en
dc.subject.other	soil-structure interaction	en
dc.title	Slope stabilizing piles and pile-groups: Parametric study and design insights	en
heal.type	journalArticle	en
heal.identifier.primary	10.1061/(ASCE)GT.1943-5606.0000479	en
heal.identifier.secondary	http://dx.doi.org/10.1061/(ASCE)GT.1943-5606.0000479	en
heal.language	English	en
heal.publicationDate	2011	en
heal.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 (H-u), depth (L-e) 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: 7H(u) to 1: 5H(u), 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. DOI: 10.1061/(ASCE)GT.1943-5606.0000479. (C) 2011 American Society of Civil Engineers.	en
heal.publisher	ASCE-AMER SOC CIVIL ENGINEERS	en
heal.journalName	Journal of Geotechnical and Geoenvironmental Engineering	en
dc.identifier.doi	10.1061/(ASCE)GT.1943-5606.0000479	en
dc.identifier.isi	ISI:000292517800004	en
dc.identifier.volume	137	en
dc.identifier.issue	7	en
dc.identifier.spage	663	en
dc.identifier.epage	677	en