Abstract
Stone columns or granular piles are frequently used for the stabilization of soft clays and silts and loose silty sands with large amount of fines. Granular piles/stone columns improve the performance of foundations on soft ground by reducing the settlement to an acceptable level and also by increasing the load carrying capacity. The columns of granular material also help to speed up consolidation effects in the soft ground. Consideration of granular piles often to be homogeneous may not be true always and may lead to errors in the predictions of response of granular pile reinforced ground. The consideration of non-homogeneity of granular pile in terms of its non-linear behaviour of deformation modulus for settlement analysis could represent its in situ behaviour closer and more realistic. Present analysis carried out study of non-homogeneous granular pile in homogeneous soil based on the continuum approach in terms of settlement influence factor, normalized axial load and mobilized stress distributions with depth and the percentage of applied load transferred to the base. This analysis is applicable for a range of linear to non-linear analysis of deformation modulus of granular pile from top to tip.
Similar content being viewed by others
Change history
08 September 2017
An erratum to this article has been published.
Abbreviations
- GP:
-
Granular pile
- L:
-
Length of granular pile
- D:
-
Diameter of GP = (2a)
- S:
-
Spacing of GPs
- P:
-
Load on GP
- Egp :
-
Deformation modulus of granular pile material
- Es, νs :
-
Deformation modulus and Poisson’s ratio of soil
- Kgp0 :
-
Relative stiffness of granular pile = (Egp0/Es)
- τ:
-
Shear stresses at GP-soil interface
- pb :
-
Pile base pressure
- ‘n’:
-
Total number of elements of GP
- Isp :
-
Soil displacements influence factor
- Egp0 :
-
Stress-independent deformation modulus or deformation modulus at the top of granular pile
- τ*:
-
Normalized shear stresses of GP = (τ/(P/πdL))
- z* (=z/L):
-
Normalized depth of GP
- α and δ:
-
Degrees of non-homogeneity of GP
- c1 and c2 :
-
Intermediate parameters to describe pile displacement matrix
References
Mitchell JK, Solymar ZV (1984) Time dependent strength gain in freshly deposited or densified sand. J Geotech Eng Div 110(11):1559–1575
Mattes NS, Poulos HG (1969) Settlement of Single Compressible Pile. J Soil Mech Found Div 95(1):189–207
Greenwood DA, Kirsch K (1983) Specialist ground improvement by vibratory and dynamic methods-state of the art report. In: Proceedings of international conference on piling and ground treatment for foundations, Institute of Civil Engineers, London, pp 17–45
Datye KR, Nagaraju SS (1975). Installation and testing of rammed stone columns. In: Proceedings of IGS speciality session, 5th ARC on SMFE, Bangalore, pp 101–104
Aboshi H, Ichimoto E (1979) The composer—a method to improve characteristics of soft clays by inclusion of large diameter sand columns. In: Proceedings of international conference on soil reinforcement: reinforced earth and other techniques, Paris, vol 1, pp 211–216
Baez JI, Martin GM (1995) Permeability and shear wave velocity of vibro-replacement stone columns. In: Hryciw RD (ed) Proceedings of geotechnical engineering division of ASCE on soil improvement for earthquake hazard mitigation. Geotechnical Special Publications, no 49, pp 66–81
Madhav MR et al (2006) Analysis and settlement of a non-homogeneous granular pile. Indian Geotech J 36(3):249–271
Loh AK (1982) Soil improvement with stone columns for foundation of an oil tank. 7 SEAGC, Hong Kong, pp 585–598
Author information
Authors and Affiliations
Corresponding author
Additional information
The original version of this article was revised. The article title was incorrectly published as Submission of Manuscript on Settlement Analysis of Non-homogeneous Single Granular Pile. However, the correct title should be Settlement Analysis of Non-homogeneous Single Granular Pile.
An erratum to this article is available at https://doi.org/10.1007/s40098-017-0261-7.
Appendix
Appendix
where \(\left[ {I^{pD} } \right]\) is a square matrix of size (n + 1) of pile displacement influence coefficients. {Y} is a column vector of size, (n + 1). U = (c1 − c2) × Kgp0/4, V = −c2 × Kgp0/2, and W = (c1 + c2) × Kgp0/4 with.
Rights and permissions
About this article
Cite this article
Gupta, P., Sharma, J.K. Settlement Analysis of Non-homogeneous Single Granular Pile. Indian Geotech J 48, 92–101 (2018). https://doi.org/10.1007/s40098-017-0240-z
Received:
Accepted:
Published:
Issue Date:
DOI: https://doi.org/10.1007/s40098-017-0240-z