Foundations bearing capacity subjected to seepage by the kinematic approach of the limit analysis

doi:10.1007/s11709-013-0227-5

Front Struc Civil Eng

2013, Vol. 7

Issue (4) : 446-455 https://doi.org/10.1007/s11709-013-0227-5

RESEARCH ARTICLE

Foundations bearing capacity subjected to seepage by the kinematic approach of the limit analysis

Mehdi VEISKARAMI¹(

), Ghasem HABIBAGAHI²

1. Civil Engineering Department, Faculty of Engineering, University of Guilan, Rasht P.O. 41635-3756, Iran; 2. Civil and Environmental Engineering Department, School of Engineering, Shiraz University, Shiraz P.O. 71334-1585, Iran

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Abstract

An estimate of the ultimate load on foundations on soil layers subject to groundwater flow has been presented. The kinematic approach of the limit analysis was employed to find the upper-bound limit of the bearing capacity. Both smooth and rough base strip foundations were considered associated with different collapse patterns. Presence of the groundwater flow leads to a non-symmetric collapse pattern, i.e., a weak side and a strong side in two-sided collapse patterns, depending on the direction of the flow. It was found that the bearing capacity has a decreasing trend with increase in the groundwater flow gradient and hence, a reduction factor has been introduced to the third term in the bearing capacity equation as a function of the flow gradient.

Keywords foundation bearing capacity limit analysis numerical computation plasticity seepage

Corresponding Author(s): VEISKARAMI Mehdi,Email:mveiskarami@gmail.com

Issue Date: 05 December 2013

Cite this article:

Mehdi VEISKARAMI,Ghasem HABIBAGAHI. Foundations bearing capacity subjected to seepage by the kinematic approach of the limit analysis[J]. Front Struc Civil Eng, 2013, 7(4): 446-455.

URL:

https://academic.hep.com.cn/fsce/EN/10.1007/s11709-013-0227-5
https://academic.hep.com.cn/fsce/EN/Y2013/V7/I4/446

Fig.1 Failure mechanisms. (a) Original and multi-block Prandtl [], two-sided mechanism; (b) original and multi-block Hill [] two-sided mechanism; (c) one-sided collapse pattern with a continuous deformation region []

Fig.2 Incremental work and energy dissipation computation in a multi-block failure mechanism. (a) Position of a rigid block and applied forces before deformation; (b) position of a rigid block after deformation; (c) velocity discontinuity

Fig.3 Influence of the water flow on the formation of the failure mechanisms. (a) Non-symmetric Prandtl failure mechanism; (b) non-symmetric Hill failure mechanism; (c) one-sided failure mechanism

Tab.1 Bearing capacity factor, , for smooth base foundations obtained by different methods

Tab.2 Bearing capacity factor, , for rough base foundations obtained by different methods

Fig.4 Failure mechanisms in presence of groundwater flow: (a), (b) and (c) Hill’s non-symmetric mechanisms for smooth base foundations and (d), (e) and (f) Prandtl’s multi-block mechanisms for rough base foundations ( = 30° in all cases)

Fig.5 Variation of the bearing capacity correction factor, , versus normalized hydraulic gradient, / for the rough-base strip foundations subjected to the groundwater flow: Continuous: Rough base one-sided mechanism with continuous deformation Multi-Block: Prandtl [] mechanism with multi-rigid blocks. Stress Char.: Results from Veiskarami and Kumar [] based on the stress characteristics method

Fig.6 Variation of the bearing capacity correction factor, , versus normalized hydraulic gradient, / for the smooth-base strip foundations subjected to the groundwater flow: Continuous: Smooth base one-sided mechanism with continuous deformation Multi-Block: Hill [] mechanism with multi-rigid blocks. Stress Char.: Results from Veiskarami and Kumar [] based on the stress characteristics method

Fig.7 Variation of the bearing capacity correction factor , versus normalized hydraulic gradient, / for (a) Rough base foundations with a one-sided continuous deformation region, (b) rough base foundations with multi-block mechanism, (c) smooth-base foundations with a continuous deformation region and (d) smooth-base foundations with multi-block failure mechanism

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