Triaxial tests of soil–rock mixtures with different rock block distributions

Zhang, Haiyang; Xu, Wenjie; Yu, Yuzhen

doi:10.1016/j.sandf.2016.01.004

Cited by 97 publications

(53 citation statements)

References 16 publications

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“…If the CGM at the site is directly used to test the dynamic characteristics by a resonant column device, the size effect from large-sized gravels cannot be ignored, so it is necessary to conduct a reduced scale test. Based on the technical manuals of the geotechnical test and the corresponding references [2,[29][30][31], it is concluded that the diameter of the gravels should not be greater than one fifth of the minimum size of the specimen. Hence, in in-door model testing, the gravel size was limited within the range of 2 mm (which is the threshold between soil and gravel) and 10 mm (which is one fifth of the diameter of the specimen), and the specific gradation curves are shown in Figure 2.…”

Section: Experimental Gravelsmentioning

confidence: 99%

“…According to the CT diagram of the CGM in Figure 10, it can be found that, with the increase of gravel content, more gravels appear in the section diagram of the CGM, and that the section size of the gravels is in the range of 2 and 10 mm. In addition, the angular gravels tend to have less relative distance between each other, which can be recognized as an interlock effect [2,17]. The large size of the gravels reduces the amount of clay particles and the contacting points of particles in the given volume, and the high stiffness of the gravels increases the propagation effect of the stress wave.…”

Section: Dynamic Shear Modulusmentioning

confidence: 99%

“…The reason for the greater dynamic shear modulus of CGMr under lower shear strain (<10 −5 ) is because of the better compaction characteristic of CGMr under the same compaction work (shown in Figure 11) and the better completion in the gravel's edges (shown in Figure 3) [16,17,20,35]. The lower reduction tendency of the dynamic shear modulus with shear strain in CGMa can be explained by the better interlock effect between angular gravels when the dynamic shear strain appears in the CGM [2,17].…”

Section: Dynamic Shear Modulusmentioning

confidence: 99%

“…Comparing the referent shear strain with the different gravel shapes with the given gravel content and confining pressure, it can be observed that the referent shear strain of CGMa is greater than CGMr under the same confining pressure and with the same gravel content. The reason for this tendency is mainly focused on the interlock effect between the particles [2,17], in which angular gravels limit particles to dislocate or rotate relatively, whereas round gravels enhance this ability in CGM. Therefore, a greater referent shear strain appeared in CGMa.…”

Section: Referent Shear Strainmentioning

confidence: 99%

“…Clay-gravel mixtures (CGMs) constitute a great engineering material, which is widely utilized in subgrade engineering, rock-fill dams, and sea filling [1][2][3][4]. A CGM is a heterogeneous two-phase material, consisting of low-strength clay and high-strength and large-sized gravels.…”

Section: Introductionmentioning

confidence: 99%

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Characterization of the Dynamic Properties of Clay–Gravel Mixtures at Low Strain Level

et al. 2020

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In order to support the dynamic design of subgrade filling engineering, an experiment on the dynamic shear modulus (G) and damping ratio (D) of clay-gravel mixtures (CGMs) was carried out. Forty-two groups of resonant column tests were conducted to explore the effects of gravel content (0%, 10%, 20%, 30%, 40%, 50%, and 60%, which was the mass ratio of gravel to clay), gravel shape (round and angular gravels), and confining pressure (100, 200, and 300 kPa) on the dynamic shear modulus, and damping ratio of CGMs under the same compacting power. The test results showed that, with the increase of gravel content, the maximum dynamic shear modulus of CGMs increases, the referent shear strain increases linearly, and the minimum and maximum damping ratios decrease gradually. In CGMs with round gravels, the maximum dynamic shear modulus and the maximum damping ratio are greater, and the referent shear strain and the minimum damping ratio are smaller, compared to those with angular gravels. With the increase of confining pressure, the maximum dynamic shear modulus and the referent shear strain increase nonlinearly, while the minimum and maximum damping ratios decrease nonlinearly. The predicting equation for the dynamic shear modulus and the damping ratio of CGMs when considering confining pressure, gravel content, and shape was established. The results of this research may put forward a solid foundation for engineering design considering low-strain-level mechanical performance.

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Section: Experimental Gravelsmentioning

confidence: 99%

Section: Dynamic Shear Modulusmentioning

confidence: 99%

Section: Dynamic Shear Modulusmentioning

confidence: 99%

Section: Referent Shear Strainmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

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Characterization of the Dynamic Properties of Clay–Gravel Mixtures at Low Strain Level

et al. 2020

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A homogenization‐based state‐dependent model for gap‐graded granular materials with fine‐dominated structure

Shi

Zhao

Gao

2021

Num Anal Meth Geomechanics

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Gap‐graded granular soils are common natural soils composed of cohesionless granular matrix and rock aggregates. Since they are widely used as construction materials worldwide, their deformation behavior is crucial for the design of civil infrastructures. There have been rare constitutive models reported for gap‐graded granular soils in the literature. This study presents a homogenization‐based state‐dependent model within the elastoplastic framework. The model features a homogenization equation with a structure parameter and a novel state‐dependent dilatancy function to describe the behavior of granular matrix. Simulations of the model reveals that the initial stiffness and peak shear strength of gap‐graded soils rely on both the coarse fraction and the initial density of granular matrix. The structure parameter is related to the internal structure of gap‐graded soils, and it varies with the particle shape, and particle size distribution of rock aggregates. A higher value of the structure parameter indicates a more distinct coarse fraction effect of rock aggregates, that is, higher initial stiffness, higher peak shear strength, and higher residual shear strength. For a given coarse fraction, the critical states can be well fitted by a straight line through the origin, and the critical state strength parameter Mm increases with the rising rock fraction. A practical method is further proposed for the critical state line of gap‐graded granular soils in e‐p′ compression plane. The proposed model is validated by using experimental data from the literature, including the soils with various densities of sand matrix, different particle size, and particle size distribution of rock aggregates. Comparison between measured data and model predictions indicates that the proposed model can well reproduce the stress‐strain relationship and volumetric deformation behavior of sand‐gravel mixtures and soil‐rock mixtures.

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Experimental Study on Static and Dynamic Characteristics of Tunnel Slag as Road-Base Material

Xie,

Ma,

Zhang

et al. 2024

Environmental Science and Engineering

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Triaxial tests of soil–rock mixtures with different rock block distributions

Cited by 97 publications

References 16 publications

Characterization of the Dynamic Properties of Clay–Gravel Mixtures at Low Strain Level

Characterization of the Dynamic Properties of Clay–Gravel Mixtures at Low Strain Level

A homogenization‐based state‐dependent model for gap‐graded granular materials with fine‐dominated structure

Experimental Study on Static and Dynamic Characteristics of Tunnel Slag as Road-Base Material

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