Bearing Capacity of Circular Footings

Erickson, Hans L.; Drescher, A.

doi:10.1061/(asce)1090-0241(2002)128:1(38)

Cited by 122 publications

(69 citation statements)

References 17 publications

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“…Such solutions are, however, limited by the assumption of associated flow as required by the plasticity formulation. Erickson and Drescher (2002) showed that the assumption of associated flow can lead to an over-prediction of bearing capacity for sands, as these generally exhibit a nonassociative behaviour. For carbonate sands, this discrepancy can be even greater, as the high compressibility contributes to a reduction in the bearing capacity (e.g.…”

Section: Introductionmentioning

confidence: 99%

Comparison of failure modes below footings on carbonate and silica sands

Dijkstra

Gaudin

White

2013

International Journal of Physical Modelling in Geotechnics

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To investigate the differences in failure mechanisms beneath vertically loaded shallow foundations on silica and carbonate sands by way of particle image velocimetry analysis, 1g and centrifuge model tests have been performed. A comparison of silica and carbonate sand behaviour at low stresses and low initial soil density was made possible by 1g scaling conditions, while centrifuge conditions focused on high stresses and high soil density. This strategy provided separate insights into the effects of the compressibility and crushability of both sands. Results indicated a distinct difference in failure mode between the two sands. The footing on silica sand exhibited a shallow failure mode with large localised strains close to the soil surface. In contrast, the footing on carbonate sand mobilised strains lower in magnitude over a greater depth. The increased stress level in the centrifuge reduced the surface heave and resulted in deeper failure mechanisms in both sands. The bearing capacity factor for the experimental results could be backcalculated with simple limit analysis solutions, provided that different friction angles were used to account for the variation of stress levels. However, such an approach masks the influence of compressibility on the failure mechanism in the loose and compressible cases by requiring a lower friction angle than is realistically possible.

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Section: Introductionmentioning

confidence: 99%

Comparison of failure modes below footings on carbonate and silica sands

Dijkstra

Gaudin

White

2013

International Journal of Physical Modelling in Geotechnics

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“…However, Manoharan and Dasgupta [26] and Frydman and Burd [21] commented that this independency is only valid for low friction angles ðf5308Þ; they showed that N g decreases when non-normality increases for f > 308 and a greater effect is expected for higher friction angles. These outcomes were later confirmed for both circular footings [27] and strip footings [28].…”

Section: Introductionmentioning

confidence: 66%

Load-displacement and bearing capacity of foundations on granular soils using a multi-surface kinematic constitutive soil model

Banimahd

Woodward

2006

Int. J. Numer. Anal. Meth. Geomech.

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SUMMARYA finite element approach based on an advanced multi-surface kinematic constitutive model is used to evaluate the bearing capacity of footings resting on granular soils. Unlike simple elastic-perfectly plastic models, often applied to granular foundation problems, the present model realistically accounts for stress dependency of the friction angle, strain softening-hardening and non-associativity. After the model and its implementation into a finite element code are briefly discussed, the numerical difficulty due to the singularity at the footing edge is addressed. The bearing capacity factor N g is then calculated for different granular materials. The effect of footing size, shape, relative density and roughness on the ultimate bearing capacity are studied and the computed results compare very favourably with the general experimental trends. In addition, it is shown that the finite element solution can clearly represent counteracting mechanisms of progressive failure which have an important effect on the bearing capacity of granular foundations.

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“…Using a FISH function, the ultimate bearing capacity q u was calculated by dividing the sum of the vertical footing nodal forces by the area of the footing, with its width equal to the distance to the center of the first element outside the footing (FLAC 2005;Erickson and Drescher 2002).…”

Section: Flac Simulationsmentioning

confidence: 99%

Bearing Capacity of Shallow Foundation on Two Clay Layers by Numerical Approach

et al. 2012

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Natural soils are often deposited in layers. The estimation of the bearing capacity of the soil, using conventional bearing capacity theory based on the properties of the top layer, introduces significant inaccuracies if the thickness of the top layer is comparable to the width of the rigid footing placed on the soil surface. Saturated normally consolidated and lightly overconsolidated clays indicate that under undrained condition the cohesion of soil mass increases almost linearly with depth. A few theoretical studies have been proposed in the literature to incorporate the variation of cohesion with depth in the computation of the ultimate bearing capacity of strip and circular footings. In this paper, after reviewing previous works, numerical computations using the FLAC code (Fast Lagrangian Analyses of Continua) are reported to evaluate the two layered clays effect on the bearing capacity beneath rigid strip footing subject to axial static load. The results of the bearing capacity relating to the relative thickness of the top layer, the strength ratio of the soil two-layered clays and the rates of the increase of soil cohesion with depth are presented in Tables and graphs. The obtained results are compared with previous published results available in the literature.

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Bearing Capacity of Circular Footings

Cited by 122 publications

References 17 publications

Comparison of failure modes below footings on carbonate and silica sands

Comparison of failure modes below footings on carbonate and silica sands

Load-displacement and bearing capacity of foundations on granular soils using a multi-surface kinematic constitutive soil model

Bearing Capacity of Shallow Foundation on Two Clay Layers by Numerical Approach

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