Constitutive Modeling of Gravelly Soil–Structure Interface Considering Particle Breakage

Saberi, Miad; Annan, Charles-Darwin; Konrad, Jean‐Marie

doi:10.1061/(asce)em.1943-7889.0001246

Cited by 48 publications

(17 citation statements)

References 76 publications

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“…The Gravity Bottle Method (T0112-1993, Test Methods of Soils for Highway Engineering) [24] was used to acquire the specific gravities of weathered granite samples. It was found that the specific gravities of red-brown, yellow-brown, and gray granite samples were 2602 g/cm 3 , 2636 g/cm 3 , and 2609 g/cm 3 Test results (Table 1) show that quartz and feldspar (including plagioclase and potash feldspar) were the main mineral components of the soil samples, with contents of 12-77% and 11-36%, respectively. The samples contained a small amount of mica, hematite, and hornblende (1-4%).…”

Section: Sieving Test and Specific Gravity Testmentioning

confidence: 99%

Section: Sieving Test and Specific Gravity Testmentioning

confidence: 99%

“…[2]. Particle breakage can cause a change in the distribution of soil particles, and then the physical and mechanical properties of soil will be changed [3,4].…”

Section: Introductionmentioning

confidence: 99%

See 2 more Smart Citations

Weathering Process of In Situ Granite and Particle Breakage Characteristics of Compacted Weathered Granite

et al. 2018

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Quantificationally describing weathering process and characterizing particle breakage are important in predicting the behavior of coarse-grained soil (e.g., weathered granite). In order to comprehensively understand the mechanical properties of weathered granite and provide references for reasonable evaluation of the engineering properties of subgrade filling in mountains, a series of tests-X-ray diffraction, sieving, heavy compaction, large-scale triaxial, and field compaction tests-were carried out in this research. Based on the weathering process parameters (m and r) of in-situ granite samples at two typical sections of weathered granite mountains obtained by using previous grading equation, the mathematical model of weathering process with depth was proposed and the variation laws of weathering process with depth were described. The results show that, with an increase in burying depth of mountain profile (h) of weathered granite, the geological year's parameter (m) decrease by power function, but the geometric progression constants (r) increase by power function. Some factors affecting the particle breakage properties of compacted weathered granite were evaluated by using relative breakage (B r). Especially, the effect of field compaction condition (such as thickness of loose paving layer and number of vibratory rolling passes) on particle breakage was analyzed creatively. Through laboratory and field tests, it was found that particle gradation, mineral composition, compaction effect, stress level, and number of rolling passes significantly affected the particle breakage characteristics of weathered granite. Furthermore, it is worthy of attention that the weathered granite in this paper showed obvious particle breakage characteristics under weak compaction effect and at low stress levels and over-compaction could result in a decrease in the degree of compaction of a certain thickness of loose paving layer filled with weathered granite. Findings in this research can provide a theoretical basis for evaluating the physical properties and mechanical behavior of weathered granite as subgrade fillings.

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Section: Sieving Test and Specific Gravity Testmentioning

confidence: 99%

Section: Sieving Test and Specific Gravity Testmentioning

confidence: 99%

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Weathering Process of In Situ Granite and Particle Breakage Characteristics of Compacted Weathered Granite

et al. 2018

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“…Multiple elastoplastic soil-structure interface constitutive models have been proposed to capture the interface behavior. 12,18,[25][26][27][28][29][30][31][32][33][34][35][36][37] Most interface models can satisfactorily reflect the interface responses under CNL conditions, and many interface models have been evaluated through CNS tests. However, most interface models are based on single deformation mechanisms (i.e., one yield surface and one plastic potential surface), and the model parameters in most existing interface models are obtained primarily through CNL testing.…”

Section: Introductionmentioning

confidence: 99%

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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“…This model provides a method for estimating the elastic modulus of undamaged rocks using uniaxial compression test results and it presents a reasonable explanation of the chaos phenomenon occurring in uniaxial compression test. Saberi et al [29] considered the particle breakage and proposed a constitutive modeling of gravelly soil-structure interface. Ma et al [30] present a new approach for the development of an elastoplastic constitutive model to predict the strength and deformation behavior of soils under general stress conditions.…”

Section: Research Status In China and Elsewherementioning

confidence: 99%

An Analysis of the Mechanical Characteristics and Constitutive Relation of Cemented Mercury Slag

Zhang

et al. 2017

Advances in Materials Science and Engineering

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This study focuses on mercury slag in the Tongren area of Guizhou Province, China. Computed tomography (CT) is used with uniaxial and triaxial compression tests to examine the mechanical changes in cemented mercury slag and its formation. The CT results for the uniaxial compression test reveal the overall failure process of the mercury slag structure. Based on the coarse-grained soil triaxial test, a modified Duncan-Chang model is compared with the actual monitoring results and is found to be suitable for the analysis of the slag constitutive model.

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Constitutive Modeling of Gravelly Soil–Structure Interface Considering Particle Breakage

Cited by 48 publications

References 76 publications

Weathering Process of In Situ Granite and Particle Breakage Characteristics of Compacted Weathered Granite

Weathering Process of In Situ Granite and Particle Breakage Characteristics of Compacted Weathered Granite

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

An Analysis of the Mechanical Characteristics and Constitutive Relation of Cemented Mercury Slag

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