Vertical uplift resistance of circular plate anchors in clays under undrained condition

Khatri, Vishwas N.; Kumar, Jyant

doi:10.1016/j.compgeo.2009.06.008

Cited by 60 publications

(19 citation statements)

References 15 publications

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“…A number of experimental as well as theoretical investigations have been carried out by different researchers to determine the vertical uplift resistance of a single isolated plate anchor (Meyerhof and Adams 1968;Das 1978;Rowe 1978;Ovesen 1981;Rowe and Davis 1982;Dickin 1988;Merifield et al 2001;Kumar and Kouzer 2008;Khatri and Kumar 2009). However, very limited information exists to estimate the vertical uplift resistance of a group of coaxial horizontal anchors.…”

Section: Introductionmentioning

confidence: 97%

Vertical uplift capacity of a group of two coaxial anchors in a general c–ϕ soil

Kumar

Naskar

2012

Can. Geotech. J.

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Section: Introductionmentioning

confidence: 97%

Vertical uplift capacity of a group of two coaxial anchors in a general c–ϕ soil

Kumar

Naskar

2012

Can. Geotech. J.

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“…Consequently, a computational method of LB theorem was proposed by Lysmer who used a finite element (FE) concept for discretization of the problem and linear programming (LP) for formulation and solution of the problem. Subsequently, the LB FE limit analysis (FELA) with mathematical programming (MP) was advocated and developed by many researchers for the two‐dimensional (2D) plane strain condition, 2D axisymmetric condition, and three‐dimensional (3D) geometry . Note that the techniques of FELA with MP were also used to develop the computational method of the UB theorem .…”

Section: Introductionmentioning

confidence: 99%

Lower bound limit analysis of an anisotropic undrained strength criterion using second‐order cone programming

Ukritchon

Keawsawasvong

2018

Num Anal Meth Geomechanics

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Summary In this paper, the formulation of the lower bound limit analysis of an anisotropic undrained strength criterion using second‐order cone programming is described. The finite element concept was used to discretize the soil mass into 3‐noded triangular elements. The stress field was modeled using a linear interpolation within the elements while stress discontinuities were permitted to occur at the shared edges of adjacent elements. An elliptical yield criterion was adopted to model the anisotropic undrained strength of the clay. A statically admissible stress field was defined by enforcing the equilibrium equations within all triangular elements and along all shared edges of adjacent elements, stress boundary conditions, and no stress violation of the anisotropic strength envelope cast in the form of a conic quadratic constraint. The lower bound solution of the proposed formulation was solved by second‐order cone programming. The proposed formulation of the anisotropic undrained strength criterion was validated through comparison of the model's predictions with the known exact solutions of strip footings, and was applied to solve undrained stability of a shallow unlined square tunnel. Computational performance between the proposed approach of second‐order cone programming and linear programming was examined and discussed.

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“…have been developed to meet the demand for large pull out capacity foundation system. A number of investigations on uplift capacity of anchors were carried out by the several investigators (Balla 1961;Adams and Hayes 1967;Sutherland 1965;Sutherland et al 1982;Das and Jin 1987;Subbarao et al 1988;Dickin 1988;Dickin and Leung 1990;Hanna and Ghaly 1994;Ilamparuthi and Dickin 2001a, b;Sawwaf and Nazir 2006;Sakai and Tanaka 2007;Song et al 2008;Kouzer and Jyant 2009;Khatri and Kumar 2009). From the above investigations it is found that the study on uplift capacity of belled anchors with and without ties is very limited.…”

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confidence: 99%

Effect of Geotextile Ties on Uplift Capacity of Anchors Embedded in Sand

Ghosh

Bera

2010

Geotech Geol Eng

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This paper presents the results of experimental investigation on the effect of geotextile ties on uplift capacity of anchors embedded in sand. Uplift capacity of anchor increases with increase in embedment depth to base diameter (H/D) ratio irrespective of type of anchor. With the introduction of tie to anchors, uplift capacity of anchors increases and optimum number of layers of ties is found to be 2. A non linear power model has been developed to predict the uplift capacity at any settlement (Q R ) of anchors with tie in terms of uplift capacity at any settlement (Q URs ) of anchor without tie, H/D ratio, number of layers of tie and displacement to base diameter ratio (D/D). The model is applicable for predicting Q R having the values of Q RS , H/D, N and D/D in the range of 0.257 B Q URs B 1.420, 1.5 B H/D B 3.0, 1 B N B 4, 0.8 B D/D B 8.

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Vertical uplift resistance of circular plate anchors in clays under undrained condition

Cited by 60 publications

References 15 publications

Vertical uplift capacity of a group of two coaxial anchors in a general c–ϕ soil

Vertical uplift capacity of a group of two coaxial anchors in a general c–ϕ soil

Lower bound limit analysis of an anisotropic undrained strength criterion using second‐order cone programming

Effect of Geotextile Ties on Uplift Capacity of Anchors Embedded in Sand

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