Lower bound solutions for uplift capacity of strip anchors adjacent to sloping ground in clay

Sahoo, Jagdish Prasad; Khuntia, Sunil

doi:10.1080/1064119x.2017.1322647

Cited by 18 publications

(2 citation statements)

References 36 publications

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“…Merifield et al [6,7] presented rigorous numerical limit analysis for the ultimate capacity of horizontal, vertical, and inclined strip plate anchors in both homogeneous and inhomogeneous clay soils. Similarly, by using the finiteelement limit analysis, the ultimate uplift capacity of multiplate strip anchors and strip anchors embedded adjacent to sloping ground in fully cohesive soil under undrained condition have also been studied [8][9][10][11]. ese complex interactions between adjacent plates have also been presented in the seismic problems [12].…”

Section: Introductionmentioning

confidence: 99%

Finite‐Element Analysis of Keying Process of Plate Anchors in Three‐Layer Soft‐Stiff‐Soft Clay Deposits

Feng

Xu²,

Song

et al. 2019

Advances in Civil Engineering

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This paper presents the results from numerical modeling of the keying process of plate anchors in three-layer soft-stiff-soft clay deposits. Three-dimensional large deformation finite-element analyses were carried out, and the results were firstly validated by the centrifuge test data and the previous numerical results. The soil flow mechanism during the keying process of plate anchors was examined, and a series of parametric studies were performed to investigate the factors affecting the rotation characteristics of plate anchors with an emphasis on the presence of the interbedded stiff soil layer. The results indicate that the loss of embedment depth of plate anchors decreases with the increase of the thickness of the first soil layer when the anchor is initially located at the middle of stiff soil layer. The flow velocity of soil around the anchor that is initially embedded at the first layer and adjacent to the underlying interbedded stiff soil layer is generally larger, resulting in a smaller embedment depth loss compared with the traditional normally consolidated soil layer. The interbedded stiff soil layer affects the keying process of plate anchors embedded 1.0B above and 2.0B below the interbedded stiff soil layer (B is the width of the square plate anchors). The increase of the strength of local soil around the plate anchors leads to the increase of the embedment depth loss, but the increase of the strength of soil slightly away from the plate anchors leads to the decrease of the embedment depth loss.

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Section: Introductionmentioning

confidence: 99%

Finite‐Element Analysis of Keying Process of Plate Anchors in Three‐Layer Soft‐Stiff‐Soft Clay Deposits

Feng

Xu²,

Song

et al. 2019

Advances in Civil Engineering

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“…To better capture realistic, scaled gravitational conditions, centrifuge-based laboratory experiments have been employed in assessing uplift capacity (Dickin, 1988;Tagaya et al, 1988;Dickin and Leung, 1990). Theoretical uplift solutions have been developed by using cavity expansion theory (Vesic 1971), limit equilibrium theory (Meyerhof and Adams, 1968, Murray and Geddes, 1987, Ghaly and Hanna, 1994Sahoo and Khuntia, 2017), reverse hopper theory (Lee et al 2014), and elastoplastic continuum analyses (Rowe andDavis, 1982, Tagaya et al, 1988). However, there is very little research studying the effect of geosynthetic reinforcement in realizing uplift capacity.…”

Section: Introductionmentioning

confidence: 99%

Experimental and numerical investigation of the uplift capacity of plate anchors in geocell-reinforced sand

Rahimi

Tafreshi

Leshchinsky

et al. 2018

Geotextiles and Geomembranes

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Plate anchors are frequently used to provide resistance against uplift forces. This paper describes the reinforcing effects of a geocell-reinforced soil layer on uplift behaviour of anchor plates. The uplift tests were conducted in a test pit at near full-scale on anchor plates with widths between 150 and 300 mm with embedment depths of 1.5 to 3 times the anchor width for both unreinforced and geocell-reinforced backfill. A single geocell layer with pocket size 110 mm×110 mm and height 100 mm, fabricated from non-perforated and nonwoven geotextile, was used. The results show that the peak and residual uplift capacities of anchor models were highest when the geocell layer over the anchor was used, but with increasing anchor size and embedment depth, the benefit of the geocell reinforcement deceases. Peak loads between 130% and 155% of unreinforced conditions were observed when geocell reinforcement was present. Residual loading increased from 75% to 225% that of the unreinforced scenario. The reinforced anchor system could undergo larger upward displacements before peak loading occurred. These improvements may be attributed to the geocell reinforcement distributing stress to a wider area than the unreinforced case during uplift. The breakout factor increases with embedment depth and decreased with increasing anchor width for both unreinforced and reinforced conditions, the latter yielding larger breakout factors. Calibrated numerical modelling demonstrated favorable agreement with experimental observations, providing insight into detailed behavior of the system. For example, surface heave decreased by over 80% when geocell was present because of a much more efficient stress distribution imparted by the presence of the geocell layer.

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Bearing Capacity of Strip Footing Placed on Reinforced Cohesionless Soil Slope Using Conic Programming

Halder

Chakraborty

2022

Lecture Notes in Civil Engineering

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Lower bound solutions for uplift capacity of strip anchors adjacent to sloping ground in clay

Cited by 18 publications

References 36 publications

Finite‐Element Analysis of Keying Process of Plate Anchors in Three‐Layer Soft‐Stiff‐Soft Clay Deposits

Finite‐Element Analysis of Keying Process of Plate Anchors in Three‐Layer Soft‐Stiff‐Soft Clay Deposits

Experimental and numerical investigation of the uplift capacity of plate anchors in geocell-reinforced sand

Bearing Capacity of Strip Footing Placed on Reinforced Cohesionless Soil Slope Using Conic Programming

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