New analytical formulas to estimate the pullout capacity factor for rectangular plate anchors in NC clay

Liu, Jun; Tan, Mengxi; Hu, Yuxia

doi:10.1016/j.apor.2018.04.002

Cited by 31 publications

(11 citation statements)

References 34 publications

Supporting

Mentioning

Contrasting

Order By: Relevance

“…The present study does not consider installations effects (e.g., [16,34,35]) or more complex soil constitutive laws that could more realistically reproduce, for example, soil displacements (e.g., [30]) and linearly increasing strength with depth (e.g., [11,17,18]) or clay strength anisotropy.…”

Section: Discussionmentioning

confidence: 99%

“…For example, Yu et al [12] only presented their FEA results graphically and provided approximate fitting equations. Besides, they failed to properly identify the exact analytical deep failure solution as in other recent works (e.g., [15,18,19]). On the other hand, the very shallow failure mechanism and its analytical solution [20] are not usually considered (e.g., [12,15,18,19]).…”

Section: Introductionmentioning

confidence: 86%

“…Besides, they failed to properly identify the exact analytical deep failure solution as in other recent works (e.g., [15,18,19]). On the other hand, the very shallow failure mechanism and its analytical solution [20] are not usually considered (e.g., [12,15,18,19]). Martin [20] proposed an analytical solution for the very shallow failure mechanism, but the limit of this solution in terms of the embedment depth was only numerically estimated.…”

Section: Introductionmentioning

confidence: 86%

“…The constitutive model used within the numerical code was the one named "Mohr-Coulomb" [32] for drained conditions, but the parameters were chosen to reproduce a rigid-plastic Tresca behavior in undrained conditions, i.e., the friction and dilatation angles were set equal to 0, the cohesion as c u , and E and ν were chosen as explained above. The Tresca criterion is the common one to reproduce the undrained shear strength of clays, but more complex soil constitutive laws that could more realistically reproduce, for example, soil displacements (e.g., [30]), and linearly increasing strength with depth (e.g., [11,17,18]) or clay strength anisotropy, are beyond the scope of the paper.…”

Section: Numerical Modelsmentioning

confidence: 99%

“…Yu et al [12] presented detailed finite element analyses (FEA) and approximate fitting equations. Currently, there is still a lot of research on plate anchors in clay with a focus, for example, on cyclic loads (e.g., [13]), the influence of plate thickness (e.g., [14]), seepage and tension beneath the anchor (e.g., [15]), keying process (e.g., [16]), or non-uniform strength of the clay (e.g., [17,18]).…”

Section: Introductionmentioning

confidence: 99%

See 4 more Smart Citations

Pull-Out Capacity and Failure Mechanisms of Strip Anchors in Clay

et al. 2020

View full text Add to dashboard Cite

Plate anchors are a well-established solution for supporting the efforts of floating platforms for wind and marine renewable energies. The behavior of ultrathin rigid plate anchors buried in purely cohesive soils under undrained and plane-strain conditions is analyzed. As already known, a dimensional analysis shows that the pull-out capacity of the anchor may be expressed using a weightless break-out factor (Nc0) that only depends on the ratio between the depth and the anchor width (H/B). Using finite element analyses, tabulated values of the weightless break-out factor are provided in this paper and three different failure mechanisms are identified, namely very shallow (quasi-vertical), shallow or intermediate (semi-vertical), and deep (rotational). For very shallow failure mechanisms, the studied problem is completely equivalent to the trapdoor problem because immediate breakaway at the bottom part of the anchor is considered (vented conditions). The existing analytical solutions for the very shallow (Nc0 = 1.956 H/B) and deep cases (Nc = 3π + 2) using the slip-line method are reviewed and an analytical limit is proposed for the first time for the very shallow mechanism (H/B = 1.314). For shallow (intermediate) cases, the failure mechanism is identified and the angle of the main slip lines is numerically evaluated.

show abstract