Ultimate bearing capacity of strip and circular foundations using power type yield criterion using the method of stress characteristics

Ganesh, R.; Kumar, Jyant

doi:10.1016/j.compgeo.2021.104066

Cited by 18 publications

(5 citation statements)

References 42 publications

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“…Therefore, the soil internal friction angle is related to the stress level. The nonlinear Mohr-Coulomb failure criterion can be expressed as follows [38][39][40]…”

Section: Nonlinear Failure Criterionmentioning

confidence: 99%

“…The nonlinear Mohr–Coulomb failure criterion can be expressed as follows 38–40

\begin{equation}\tau = {c_0}{\left( {1 + \sigma /{\sigma _t}} \right)^{\left( {1/m} \right)}}\end{equation}

where c 0 and σ t are the initial cohesion and uniaxial tensile strength of the soil ( c 0 ≥ 0, σ t ≥ 0), respectively. These parameters are determined through experimental tests.…”

Section: Nonlinear Failure Criterionmentioning

confidence: 99%

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Three‐dimensional upper‐bound limit analysis of ultimate pullout capacity of anchor plates using variation method

Zhao

Tan

et al. 2022

Num Anal Meth Geomechanics

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The uplift bearing capacity of anchor plates has been the focus of geotechnical engineering research. In this study, based on the upper-bound limit analysis theory and considering the nonlinear characteristics of geomaterials, the three-dimensional uplift behavior of a shallow horizontal anchor plate was analyzed. Based on the variational principle, virtual power principle, and equilibrium equation, the ultimate pullout forces of rectangular and circular anchor plates were derived, and the dimensionless breakout factor and failure mechanism of the overlying soil were obtained. The ultimate pullout forces were in good agreement with the existing research results, and the principal stresses along the rupture surface agreed well with that obtained by numerical analysis, which could demonstrate the effectiveness and accuracy of the proposed method. Moreover, the effects of the nonlinear coefficient, anchor size and aspect, embedment ratio, and surface overload on the breakout factor were investigated. Meanwhile, the shape modification factors of rectangular and circular anchor plates were obtained. The findings of this study can provide a useful reference for anchor plate design.

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“…Therefore, the soil internal friction angle is related to the stress level. The nonlinear Mohr-Coulomb failure criterion can be expressed as follows [38][39][40]…”

Section: Nonlinear Failure Criterionmentioning

confidence: 99%

“…The nonlinear Mohr–Coulomb failure criterion can be expressed as follows 38–40

\begin{equation}\tau = {c_0}{\left( {1 + \sigma /{\sigma _t}} \right)^{\left( {1/m} \right)}}\end{equation}

where c 0 and σ t are the initial cohesion and uniaxial tensile strength of the soil ( c 0 ≥ 0, σ t ≥ 0), respectively. These parameters are determined through experimental tests.…”

Section: Nonlinear Failure Criterionmentioning

confidence: 99%

Three‐dimensional upper‐bound limit analysis of ultimate pullout capacity of anchor plates using variation method

Zhao

Tan

et al. 2022

Num Anal Meth Geomechanics

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“…Furthermore, the size effect has also been attributed to the influence of relative density experimentally [17]. The size effect of footing on UBC has recently been investigated in some of the prominent research studies by using different analysis techniques [18][19][20][21]. However, the detailed literature review indicated that the effect of soil unit weight has not yet been widely investigated in estimating the influence of stress level on UBC.…”

Section: Introductionmentioning

confidence: 99%

1 Influence of Strip Footing Size on the Ultimate Bearing Capacity Formula for Sandy Soils

Iqbal¹

2023

GEOMATE

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For the estimation of the ultimate bearing capacity (UBC) of footings, most contemporary formulas employ a linear yield function in the shear stress-normal stress space. However, it is well known that the general property in the failure envelopes of sandy soils manifests the non-linear effect of the stress level on the peak friction angle. The focus of this research study is the assessment of the UBC of surface strip footings ascribed to the effect of confining stress level and relative density (D r ) on the shear strength of sandy soils. The rigid plastic finite element method (RPFEM), using the confining stress dependence property of Toyoura sand, is utilized in non-linear finite element analyses. The results of the UBC analyses are ascertained to be consistent with those of the centrifuge experiments in the published references. The ground failure domains in the case of the non-linear shear strength model are gleaned smaller than those in the case of the linear shear strength one. The analysis results are compared with prevailing guidelines, for instance, the Architectural Institute of Japan (AIJ) and the Japan Road Association (JRA), which are developed for the mean shear strength property of sandy soils. The applicability of the UBC formula to effective stress analysis is also discussed, and the modified formula is developed.

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“…Failure envelopes under undrained soil conditions for different foundation geometries, soil strength profiles, and interface conditions have been considered previously (e.g. strip (Ganesh and Kumar, 2021), rectangular (Gourvenec and Randolph, 2003), circular (Suryasentana et al, 2020; Wang et al, 2020) and bucket (He et al, 2021) foundations); homogeneous strength (Taiebat and Carter, 2002), non-homogeneous strength (Feng et al, 2014; Ganesh and Kumar, 2021) and two-layer strength (Xia et al, 2021) soils; and zero-tension interface (Pham et al, 2020; Shen et al, 2016) and unlimited-tension interface (Gourvenec and Randolph, 2003; Wang et al, 2020)). These studies focused primarily on load combinations of vertical ( V ), horizontal ( H ), and moment ( M ) loads.…”

Section: Introductionmentioning

confidence: 99%

Undrained capacity of circular shallow foundations under combined VHMT loading

Newson

2022

Wind Engineering

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Wind turbine (WT) foundations are generally subjected to large combined vertical, horizontal, moment, and torsional (VHMT) loads. The available investigations of the ultimate limit states of WT foundations focus predominately on unlimited-tension soil-foundation interfaces that are more appropriate for offshore settings. However, the interfaces for onshore WT foundations are generally unable to resist tensile loads. To address this omission, a zero-tension interface is used to investigate the VHMT failure envelope of circular shallow foundations under undrained soil conditions using finite element analysis. The effects of soil strength heterogeneity and foundation embedment were investigated. The results show that torsional loads reduce the VHM bearing capacity of circular foundations. The foundation embedment is also found to significantly increase the foundation bearing capacity. A full 4-D analytical expression for the VHMT failure envelope has been proposed based on the calculated failure envelopes.

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Ultimate bearing capacity of strip and circular foundations using power type yield criterion using the method of stress characteristics

Cited by 18 publications

References 42 publications

Three‐dimensional upper‐bound limit analysis of ultimate pullout capacity of anchor plates using variation method

Three‐dimensional upper‐bound limit analysis of ultimate pullout capacity of anchor plates using variation method

1 Influence of Strip Footing Size on the Ultimate Bearing Capacity Formula for Sandy Soils

Undrained capacity of circular shallow foundations under combined VHMT loading

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