Influence of Maximum Particle Diameter on the Mechanical Behavior of Soil‐Rock Mixtures

He, Zhuoling; Zhang, Junyun; Sun, Tao

doi:10.1155/2020/8850221

Cited by 8 publications

(4 citation statements)

References 17 publications

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“…Many scholars believe that the content of "rock blocks" and their size distribution are the main structural characteristic features of S-RM, which mainly control its mechanical properties (Casagli et al, 2003;He et al, 2020). In-situ and laboratory tests show that the shear strength of S-RM is akin to that of the rock blocks alone when the proportion of rock blocks is higher than a certain threshold, and is basically that of the fine soils when the proportion of rock blocks is less than a certain threshold, the friction angle of S-RM increases with the increase of proportion of rock blocks (Donaghe and Torrey, 1979;Vallejo and Mawby, 2000;Cen et al, 2017;Gao et al, 2018;Wang et al, 2018;Song et al, 2020;Dong et al, 2021).…”

Section: Introductionmentioning

confidence: 99%

A quantitative description method for the mechanical behavior of soil-rock mixture as affected by water content

Du,

Fu,

Sheng

et al. 2023

Front. Ecol. Evol.

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The mechanical properties of soil rock mixture (S-RM) are complex, especially the strength deterioration after encountering water, which readily leads to engineering instability. A series of large triaxial tests of S-RM with different water contents under various confining pressures were performed, the mechanical properties of S-RM were explored from a macroscopic perspective. The constitutive model of S-RM – an extended Duncan-Chang (DC) model considering water content – was developed. The results show that: (a) the stress-strain curves of S-RM are strain hardening type, the peak strength decreases non-linearly with the increase of water content, the higher the water content of sample, the more significant the bulging phenomenon and the more numerous and extensive the surface cracks; (b) the cohesion c and internal friction angle φ of S-RM both decrease approximately linearly with the increase of water content, and the secant modulus decreases significantly with the increase of water content, the reason of which can be attributed to the porosity and compression characteristics of S-RM; (c) the extended DC model can be used to describe the mechanical behavior of S-RM affected by water under triaxial test conditions. The material constant K, failure ratio Rf, c, and φ are all related to water content ω, while material constant n is independent, only ω, n, maximum principal stress σ1, and minimum principal stress σ3 are needed to determine the tangent modulus of the DC model of S-RM. The results can provide an experimental basis and mechanical understanding applicable to engineering practice in an S-RM formation.

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Section: Introductionmentioning

confidence: 99%

A quantitative description method for the mechanical behavior of soil-rock mixture as affected by water content

Du,

Fu,

Sheng

et al. 2023

Front. Ecol. Evol.

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show abstract

“…To assess the stability of such natural and artificial geostructures, several researches have investigated the S-RM shear response, showing that the shear strength of S-RMs is mainly controlled by the volumetric block proportion (VBP) (Medley and Rehermann 2004;Xu et al 2011;Kalender et al 2014;Napoli et al 2018aNapoli et al , b, 2019, but is also affected by the moisture content (Xu et al 2007;Li et al 2020), block grain size distribution (Hamidi et al 2012;Zhang et al 2016a, b), block size ( He et al 2020;Christoph et al 2021) and block orientation (Lindquist 1994;Khorasani et al 2019). In addition, for the block shape, Graziani et al (2012) found that the friction angle of S-RM is higher when the blocks are triangular, followed by rectangular and then prismatic blocks.…”

Section: Introductionmentioning

confidence: 99%

Influence of Block form on the Shear Behaviour of Soft Soil–Rock Mixtures by 3D Block Modelling Approaches

et al. 2022

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The influence of block forms on the shear behaviour of soil–rock mixtures with soft blocks (soft S–RMs) can be efficiently investigated by the discrete element method (DEM) on the basis of accurate 3D models accounting for the block breakage. This paper proposes a novel modelling approach, based on the spherical harmonics series, for the generation of 3D block geometries with different forms but same convexity and angularity. An already existing non-overlapping modelling approach was improved, characterized by a reduced computational cost, for the set-up of 3D block DEM models accounting for the block breakage. A number of soft S–RM DEM samples, subjected to numerical direct shear tests, were generated to analyze the influence of block forms and volumetric block proportion VBP on the mesoscopic and macroscopic behaviours. The results showed that the breakage degree is maximum for the spheroidal blocks, followed by the oblate, prolate and blade ones, due to the combined influence of the block frictional sliding and rotation. The shear strength of soft S–RMs is mainly controlled by the block interlocking and breakage, being maximum in the case of spheroidal block samples when the applied normal stress is low and in the case of prolate and blade ones for a high normal stress. It was found that a nonlinear Mohr–Coulomb criterion can provide a good description of the shear strength envelope of soft S–RMs. Soft S–RMs are characterized by a higher friction angle if composed by spheroidal and prolate blocks when the VBP is 40%, due to their elevated block interlocking, and in the case of prolate and blade blocks when the VBP is 60% at the higher normal stress, due to their lower block breakage degree.

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“…However, in fillers with large differences in the filler particle size, it is difficult to establish the linear correlation between roller measurement values and in situ measurements due to the large discreteness [27]. It is not convenient to diagnose the compaction quality by the target value.…”

Section: Introductionmentioning

confidence: 99%

Compaction Quality Inspection Method of Soil‐Rock Filled Embankment Based on Continuous Compaction Control Technology

Zhang

2021

Advances in Civil Engineering

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Affected by the site construction conditions, the measurement passes of the Taihang Expressway K8 + 105 ∼ K8 + 341 (K8 worksite) in the Taihang Expressway did not meet the requirements of data analysis, and the quantity of the control points was insufficient so that the linear correlation between the dynamic deformation modulus () and the vibratory compaction value (VCV) was not strong. Therefore, the target value of VCV cannot be used to diagnose the E v d compaction quality of soil-rock filler. This paper analyzes the roller measurement VCV value and in situ measurements E v d value separately. Results reveal the difference between the VCV mean measured in the last two passes and the standard deviation of the measured VCV mean in the last pass are used as the main basis for the actual compaction quality. In addition, the E v d mean in the last rolling can be used as an auxiliary judgment basis for the quality control of the compaction.

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Influence of Maximum Particle Diameter on the Mechanical Behavior of Soil‐Rock Mixtures

Cited by 8 publications

References 17 publications

A quantitative description method for the mechanical behavior of soil-rock mixture as affected by water content

A quantitative description method for the mechanical behavior of soil-rock mixture as affected by water content

Influence of Block form on the Shear Behaviour of Soft Soil–Rock Mixtures by 3D Block Modelling Approaches

Compaction Quality Inspection Method of Soil‐Rock Filled Embankment Based on Continuous Compaction Control Technology

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