Soil–structure cyclic direct shear tests: a new interpretation of the direct shear experiment and its application to a series of cyclic tests

Pra-ai, Suriyavut; Boulon, M.

doi:10.1007/s11440-016-0456-6

Cited by 68 publications

(45 citation statements)

References 19 publications

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“…Concerning the volumetric behavior, all these authors observed a volumetric cyclic contraction of soil adjacent to the interface at a decreasing rate with cycling (Uesugi et al, 1990;Airey et al, 1992;Tabucanon et al, 1995;Evgin, 1996, 1997;DeJong et al, 2003;Oumarou and Evgin, 2005;Mortara et al, 2007;Liu et al, 2012;Pra-ai and Boulon, 2016). A few of them indicated that the volumetric cyclic contraction was greater for loose specimens than dense specimens (Uesugi et al, 1990;Tabucanon et al, 1995;Oumarou and Evgin, 2005;Pra-ai and Boulon, 2016). DeJong et al (2003) noticed the magnitude of contraction generally exceed the magnitude of dilation in each cycle, resulting in net contraction per cycle.…”

Section: Constant Normal Stiffness Conditionmentioning

confidence: 99%

“…Several authors have described this friction degradation phenomenon as a consequence of the global contraction response of the soil adjacent to the interface, which is followed by a decrease in the confining stress (Poulos, 1989;Airey et al, 1992;Tabucanon et al, 1995;Fakharian and Evgin, 1997;DeJong et al, 2003;Gavin and O'Kelly, 2007;Mortara et al, 2007;Liu et al, 2012;Li et al, 2012;Bekki et al, 2013;Di Donna et al, 2015;Pra-ai and Boulon, 2016). This phenomenon requires especial attention for friction piles as the radial effective stress is most affected, while the pile base resistance remains almost constant (Gavin and O'Kelly, 2007).…”

Section: Soil-structure Interface Under Cyclic Loadingmentioning

confidence: 99%

“…Many researchers performed cyclic interface shear tests under CNL conditions (Uesugi et al, 1989;Uesugi et al, 1990;Airey et al, 1992;Fakharian and Evgin, 1996;Oumarou and Evgin, 2005;Mortara et al, 2007;Pra-ai and Boulon, 2016). Uesugi et al (1989) observed that the friction coefficient under cyclic loading converged to a value close to the residual shear stress developed under monotonic loading.…”

Section: Constant Normal Load Conditionmentioning

confidence: 99%

“…Several authors stated that the constant normal stiffness boundary condition replicates the actual field condition of piles and it can be used to understand the subsequent loss of shaft capacity reported for model and full-scale piles during cycling (Tabucanon et al, 1995;Chin and Poulos, 1996;Fakharian and Evgin, 1997;DeJong et al, 2003;Mortara et al, 2007;Jardine and Standing, 2012;Liu et al, 2012;Pra-ai and Boulon, 2016). Many studies noticed that the shear stress attained in each cycle rapidly decreased, resulted from the decrease of the normal stress (Airey et al, 1992;Tabucanon et al, 1995;Fakharian and Evgin, 1997;DeJong et al, 2003;Mortara et al, 2007;Liu et al, 2012;Pra-ai and Boulon, 2016). Figure 3.8 exhibits the shear stress (τn) achieved at a n th displacement reversal and at the first displacement reversal (τ1) to define the degradation factor (Mortara et al, 2007), which is similar of those proposed by early authors (Poulos, 1989;Airey et al, 1992).…”

Section: Constant Normal Stiffness Conditionmentioning

confidence: 99%

“…Many authors observed that shaft friction degradation phenomenon increased as the constant normal stiffness increased (Poulos, 1988;Tabucanon et al, 1995;Fakharian and Evgin, 1997;Mortara et al, 2007;Liu et al, 2012;Pra-ai and Boulon, 2016). For achieving practical results, cyclic interface shear tests should be conducted under a confinement condition that match the field condition (Jardine et al, 2005;Aghakouchak et al, 2015).…”

Section: Constant Normal Stiffness Conditionmentioning

confidence: 99%

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The shaft friction degradation of piles under cyclic axial loading in wind turbine foundations.

Nardelli¹

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Catalogação-na-publicação ACKNOWLEDGMENT I would like to express my deepest gratitude to my supervisor, Professor Marcos Massao Futai, for his encouragement and guidance during the past two years. I would like to acknowledge the committee members of this dissertation, Professor Cristina de Hollanda Cavalcanti Tsuha and Professor Marcio de Souza Soares de Almeida for their contributions. I am also very thankful to the Geotechnical Engineering Research Group (GeoInfraUSP) whose support has enabled me to grow professionally and overcome several challenges. I would like to thank all my GeoInfraUSP colleagues for their assistance and friendship. I would like to express my thanks to the Brazilian Association of Wind Energy for sharing the Brazilian wind farm statistics database. I am also very grateful to all the wind energy companies and foundation designers who actively participated in this research: Alupar,

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Section: Constant Normal Stiffness Conditionmentioning

confidence: 99%

Section: Soil-structure Interface Under Cyclic Loadingmentioning

confidence: 99%

Section: Constant Normal Load Conditionmentioning

confidence: 99%

Section: Constant Normal Stiffness Conditionmentioning

confidence: 99%

Section: Constant Normal Stiffness Conditionmentioning

confidence: 99%

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The shaft friction degradation of piles under cyclic axial loading in wind turbine foundations.

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A two‐mechanism soil–structure interface model for three‐dimensional cyclic loading

Liu

Zou

Kong

2020

Num Anal Meth Geomechanics

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Summary A three‐dimensional (3D) soil–structure interface model is proposed within the two‐mechanism constitutive theory and bounding surface theory originally established for soils. The proposed model has two main characteristics: first, the model is formulated based on two different and superposed deformation mechanisms. The first mechanism is due to the stress ratio increment, and the second is due to the normal stress increment. Each mechanism induces a shear strain component and a normal strain component. The proposed model can be reduced to the conventional single‐mechanism interface model. Second, the plastic modulus and stress dilatancy are defined using the bounding surface theory. The plastic flow rule under cyclic loading is modified and assumed to be dependent on both the stress state of the mapping point and the stress reversal loading direction. The proposed model was validated against the available 3D interface tests and was found to satisfactorily reflect the salient features of the interfaces under monotonic and cyclic loading paths with different normal boundaries. The problem in which the elastic normal stiffness in conventional single‐mechanism interface models is often underestimated to enhance the simulation performance under varying normal stress conditions is solved by incorporating the second mechanism. And the effect of the second mechanism on the modeling behavior is discussed. The modified plastic flow direction accurately simulates the 3D cyclic shear response, and the difference between the model simulation and test result increases with the number of cycles by use of the plastic flow direction defined in conventional bounding surface theory.

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Overview of Experimental Granular Soil–Structure Interface Behavior

Zhou¹,

Yin²

2022

Practice of Discrete Element Method in Soil-Structure Interface Modelling

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Soil–structure cyclic direct shear tests: a new interpretation of the direct shear experiment and its application to a series of cyclic tests

Cited by 68 publications

References 19 publications

The shaft friction degradation of piles under cyclic axial loading in wind turbine foundations.

The shaft friction degradation of piles under cyclic axial loading in wind turbine foundations.

A two‐mechanism soil–structure interface model for three‐dimensional cyclic loading

Overview of Experimental Granular Soil–Structure Interface Behavior

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