Stress–dilatancy behaviors of coarse granular soils in three-dimensional stress space

Xiao, Yang; Liu, Hanlong; Sun, Yifei; Liu, Hong; Chen, Yumin

doi:10.1016/j.enggeo.2015.05.029

Cited by 32 publications

(11 citation statements)

References 45 publications

(57 reference statements)

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“…The state variables generally employed in these models are the void ratio and the fabric tensor, the latter describing, the inherent/induced anisotropy. These models are commonly validated by means of simple and complex laboratory experimental tests (very often either triaxial or true triaxial), and, more recently, even by performing discrete element (DEM) numerical analyses . By contrast, to study the collisional regime, simple shear DEM numerical simulations are commonly employed, and the rheological models are based on either the kinetic theory of granular gases or the μ − I / ν − I approach …”

Section: Introductionmentioning

confidence: 99%

Three dimensional steady‐state locus for dry monodisperse granular materials: DEM numerical results and theoretical modelling

Redaelli

Prisco

2019

Num Anal Meth Geomechanics

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In this paper, steady-state conditions for ideal monodisperse dry granular materials are both theoretically and numerically analysed. A series of discrete element (DEM) numerical simulations have been performed on a periodic cell by imposing stress paths characterized by different Lode angles, pressures, and deviatoric strain rates. The dependence of the material response on both inertial number and loading path has been discussed in terms of void ratio, fabric, and granular temperature. DEM numerical results have been finally compared with the prediction of an already conceived model based on both kinetic and critical state theories, here suitably modified to account for three-dimensional conditions.In the literature, the constitutive models proposed within the soil mechanics community 8-10 consider only the quasi-static regime and do not take collisions among grains into account. The state variables generally employed in these models are the void ratio and the fabric tensor, the latter describing, the inherent/induced anisotropy. These models are commonly validated by means of simple and complex laboratory experimental tests (very often either triaxial or true triaxial), [11][12][13] and, more recently, even by performing discrete element (DEM) numerical analyses. [14][15][16][17][18] By contrast, to study the collisional regime, simple shear DEM numerical simulations are commonly employed, 19-21 and the rheological models are based on either the kinetic theory of granular gases 4,5,[22][23][24][25] or the − I∕ − I approach. [26][27][28] This paper focuses on the response of granular materials under steady true triaxial conditions. The material is assumed to be completely dry, the grains not to be crushable and particles to be spherical and identical with a fixed diameter d and a fixed density p . The ultimate goal of this paper is to formulate a physically based theoretical model suitably tailored to capture the response of dry granular materials from quasi-static to dynamic steady-state conditions. As in Johnson and Jackson, 29 Savage, 30 Louge, 31 Lee and Huang, 32 Vescovi et al, 33 Redaelli et al, 34 and Berzi and Jenkins, 35 the model proposed by the authors assumes a parallel scheme according to which stresses are calculated as the sum of a quasi-static and a collisional contribution. The former is assumed to be associated with long elapsing frictional contacts among grains involved in force chains and is evaluated by employing the so-called critical state theory. The latter contribution is associated with inelastic collisions among grains and is calculated according to the kinetic theories for granular gases accounting for frictional and deformable particles and correlated motion between grains. As a consequence, according to this approach, the energy can be stored by the medium as either elastic or kinetic, increasing the latter one with the material agitation, and can be dissipated by means of either sliding among grains when permanent contacts develop or grain inelastic collisions. The transition from...

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Section: Introductionmentioning

confidence: 99%

Three dimensional steady‐state locus for dry monodisperse granular materials: DEM numerical results and theoretical modelling

Redaelli

Prisco

2019

Num Anal Meth Geomechanics

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“…By comparing the true triaxial test and the discrete element analysis method, Daraporn studied the effect of different intermediate principal stress ratio on the mechanical properties of granular materials [13]. Triaxial compression tests were carried out by Yang to study the influence of intermediate principal stress ratio b on the stress-dilatancy relational of coarse granular soil [14]. However, little has been reported regarding true triaxial test on asphalt mixture or cement-stabilized materials.…”

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confidence: 99%

“…An octahedral failure criterion was developed for asphalt mixture [19,20]. Qun compared the strength analysis theory with the traditional theory [21].Compared with the research in the geotechnical field [1][2][3][4][5][6][7][8][9][10][11][12][13][14], despite some research on some pavement materials strength under complex stresses being reported [15][16][17][18][19][20][21], it is necessary to study the true triaxial strength of the two most important pavement materials in China more deeply: asphalt mixture and cement-stabilized macadam with respect to, for example, the impact of intermediate principal stress on different gradations of the same type of mixtures. These studies will help to more accurately guide the pavement materials' composition design and even to provide a solution for early cracking of pavements.In this paper, a true triaxial test will be conducted on different gradations of asphalt mixture and cement-stabilized macadam, using a simple proprietary true triaxial apparatus, to examine the effect of intermediate principal stress on their strengths.…”

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confidence: 99%

The Effect of Intermediate Principal Stress on Compressive Strength of Different Cement Content of Cement-Stabilized Macadam and Different Gradation of AC-13 Mixture

Guan

Hao-qing²,

Líu

et al. 2018

Applied Sciences

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Since the effect of intermediate principal stress on the strength of pavement materials is not entirely clear so far, a proprietary true triaxial apparatus was developed to simulate the spatial status of principal stresses to conduct compressive strength tests on different gradations of AC-13, different cement contents of cement-stabilized macadam. With the same minimum principal stress, the triaxial compressive strengths of cube specimens under different intermediate principal stresses were compared. The results indicate that, as the intermediate principal stress increases, the compressive strength of the specimen increases and then decreases; different gradations of AC-13 do not show much difference in triaxial compressive strength while different cement contents of cement-stabilized macadam indicate considerable difference. Analysis results suggest significant effect of intermediate principal stress on the compressive strength of pavement materials: for AC-13, the coarser the gradation, the greater the effect of intermediate principal strength on its strength; for cement-stabilized Macadam, the higher the cement content, the greater the effect of intermediate principal stress. Strength model analysis results suggest that Double-Shear-Corner Model is more suitable to characterize cement-stabilized macadam’s strength performance compared to the Mohr–Coulomb model and Double-Shear Model.

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“…e preloading greatly enhances the apparent cohesion, while it has a slight increase in the interface peak friction angle. e strength behavior is similar to those of wheat materials and soil-structure interfaces; however, the interface dilatancy behavior shows some different behaviors [29][30][31][32][33][34]. For example, the wheat-concrete interface shows mostly contraction deformation both in monotonic and cyclic loading process without any preloading process.…”

Section: Monotonic Behavior Of Wheat-concrete Interfacementioning

confidence: 73%

Shear Behavior of Wheat‐Concrete Interface during Monotonic and Cyclic Loading

Zeng

Wang

2019

Complexity

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The interface behavior between wheat and concrete plays a decisive role in the design of silo structures. In this paper, a series of strain-controlled monotonic direct shear (MDS) tests, cyclic direct shear (CDS) tests, and postcyclic direct shear (PCDS) tests were conducted to investigate the wheat-concrete interface behavior under monotonic and cyclic loading. The influence of cycle numbers, shear displacement amplitude, normal stress, and preloading consolidation was discussed in detail. In particular, the preloading consolidation simulates the partly discharging state of wheat. The values of peak stress increase with increasing displacement amplitude and cycles, and they change slightly after 10 cycles. The interface exhibits an overall contraction deformation during the MDS tests without preloading, but the contraction is suppressed by an alternating dilation during the DCS tests, and an overall small dilation occurs at small normal stress during PCDS tests. It is observed that the cyclic loading and preloading normal stresses result in an increasing peak strength, internal friction angle, and apparent cohesion, whereas a decrease in interface contraction deformation.

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Stress–dilatancy behaviors of coarse granular soils in three-dimensional stress space

Cited by 32 publications

References 45 publications

Three dimensional steady‐state locus for dry monodisperse granular materials: DEM numerical results and theoretical modelling

Three dimensional steady‐state locus for dry monodisperse granular materials: DEM numerical results and theoretical modelling

The Effect of Intermediate Principal Stress on Compressive Strength of Different Cement Content of Cement-Stabilized Macadam and Different Gradation of AC-13 Mixture

Shear Behavior of Wheat‐Concrete Interface during Monotonic and Cyclic Loading

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