Particle size effects on coarse soil-geogrid interface response in cyclic and post-cyclic direct shear tests

Wang, J.; Liu, F.Y.; Wang, Peipei; Cai, Yuanqiang

doi:10.1016/j.geotexmem.2016.06.011

Cited by 97 publications

(20 citation statements)

References 33 publications

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“…Generally, most rheology studies are focused on remolded soil samples, in which coarse particles are eliminated artificially due to the difficulty in abstracting undisturbed slip zone soil from underground [20][21][22][23]. However, coarse particles have been shown to have a significant impact on the soil mechanical strength and its deformation [24][25][26][27]. As the weakest layer controlling landslide stability, the rheological property of slip zone soil considering its original internal structure requires additional investigation to provide a more reliable and precise result for the evaluation of deformation and stability of landslides [28].…”

Section: Introductionmentioning

confidence: 99%

Study on the Deformation Mechanism of Reservoir Landslides Considering Rheological Properties of the Slip Zone Soil: A Case Study in the Three Gorges Reservoir Region

2020

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Reservoir water level fluctuation is one of the main extrinsic factors that could change the stress field in landslides, as well as the mechanical strength of geomaterials, hence affecting the deformation and stability of landslides. The largest reservoir landslide in the Three Gorges Reservoir area was selected for a case study. The impact of reservoir water level fluctuation is represented by the dynamic change in the underground seepage field and was thereby analyzed with numerical modeling. The deformation behavior considering the rheological properties of the slip zone soil was studied. The sudden change in the displacement–time curve was selected as the failure criterion for the investigated landslide. The evolution process of the accelerated deformation stage was divided into slow acceleration, fast acceleration, and rapid acceleration stages. The Huangtupo landslide is characterized by a retrogressive landslide and is currently in the creep deformation stage; the deformation mechanism and deformation characteristics are closely related to the reservoir water level fluctuation. Research was carried out by means of field investigation, in situ monitoring, and numerical simulation to provide a true and reliable result for stability evaluation.

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Section: Introductionmentioning

confidence: 99%

Study on the Deformation Mechanism of Reservoir Landslides Considering Rheological Properties of the Slip Zone Soil: A Case Study in the Three Gorges Reservoir Region

2020

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“…Potyondy (1961), Brandt (1985), Yin et al (1995), Hu and Pu (2004), Taha and Fall (2013), Chen et al (2015), and Afzali-Nejad et al (2017) performed 2-D monotonic interface tests between soil and structure/geotextile, which are the most straightforward loading types. Numerous investigators (Desai et al 1985;Al-Douri and Poulos 1992;DeJong et al 2006 and2009;Miller and Hamid 2007;Mortara et al 2007;Khoury and Miller 2012;Di Donna et al 2016;Wang et al 2016;Boukpeti and White 2017; Farhadi and Lashkari 2017) performed series of 2-D direct-shear tests of interfaces to obtain a sound understanding of the 2-D cyclic behavior of soil-structure interfaces, especially the behavior of sand-structure interfaces.…”

Section: Introductionmentioning

confidence: 99%

Three-dimensional monotonic and cyclic behavior of a gravel–steel interface from large-scale simple-shear tests

2018

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Gravel–structure interfaces are involved in many large-scale geotechnical applications and play a vital role in the performance of soil–structure interaction systems. A large-scale simple-shear device was professionally developed and used to investigate three-dimensional (3-D) monotonic and cyclic shear behavior of a gravel–steel interface in two-way beeline, cross, and circular shear paths. The soil deformation was measured and was used to determine the interface thickness. The deforming and sliding displacements of the interface were quantified and separated from the total tangential displacement. Results show that the interface thickness is about 6–7 times the mean grain size, D50, independent of the normal stress and shear path. Under 3-D loading conditions, the shear stress vs. tangential displacement hysteretic response exhibits notably 3-D features. The interface becomes stiffer because of the hardening behavior of the gravel during cyclic shearing. The total normal displacement can be divided into irreversible and reversible components, which present different responses. The peak shear strength is mobilized when the interface dilatancy rate reaches the maximum at a sliding displacement of about 0.5D50, and behaves in an anisotropic manner caused by the shear orientation effect. The normal stress and shear paths have significant influences on the 3-D interface behavior.

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“…Most experimental studies have limited this scope on results from triaxial tests. In spite of their shortcomings (Andersen, 2009), simple shear tests have been preferred to triaxial tests since the interface shearing is much better reproduced through this type of testing, even if direct shear testing could also be considered (Pra-Ai, 2013;Pra-Ai & Boulon, 2017;Wang, Liu, Wang, & Cai, 2016). Similarly, even if it is now currently accepted that the shearing of a soil-pile interface occurs at a relatively constant normal stiffness (Fakharian & Evgin, 1997), a conservative approach would be to in perform constant volume simple shear tests, which maximises the degradation of the effective normal stress, as previously done in (Andersen, 2009;Dyvik, Berre, Lacasse, & Raadim, 1987;Lambe & Whitman, 1969) for instance.…”

Section: Introductionmentioning

confidence: 99%

Estimating normal effective stress degradation in sand under undrained simple shear condition

Dano

Hicher

et al. 2018

European Journal of Environmental and Civil Engineering

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The degradation of the effective normal stress in soil surrounding the pile caused by undrained cyclic loading affects the shaft capacity of the pile and can lead to structural instability. In order to investigate this phenomenon, a series of constant volume monotonic and cyclic simple shear tests on Fontainebleau sand has been conducted. Based on the experimental results, the shear stress at phase transformation state is first determined for different initial void ratios and initial normal effective stresses. Then, the number of cycles to liquefaction is estimated as a function of both the cyclic and the average shear stresses normalised by the shear stress at phase transformation. An empirical equation to evaluate the normal stress degradation is formulated and the procedure of parameter identification is presented. The performance of the suggested formulation has been analysed, based on simple shear test results on Fraser River sand and Quiou sand, and triaxial tests on Karlsruhe sand, and it has been validated by a series of additional tests on Fontainebleau sand. All the results indicate that the proposed formulation is able to estimate with good accuracy the effective normal stress degradation in sand subjected to undrained cyclic shearing.

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Particle size effects on coarse soil-geogrid interface response in cyclic and post-cyclic direct shear tests

Cited by 97 publications

References 33 publications

Study on the Deformation Mechanism of Reservoir Landslides Considering Rheological Properties of the Slip Zone Soil: A Case Study in the Three Gorges Reservoir Region

Study on the Deformation Mechanism of Reservoir Landslides Considering Rheological Properties of the Slip Zone Soil: A Case Study in the Three Gorges Reservoir Region

Three-dimensional monotonic and cyclic behavior of a gravel–steel interface from large-scale simple-shear tests

Estimating normal effective stress degradation in sand under undrained simple shear condition

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