Effect of Specimen Preparation Method on the Stress-Strain Behavior of Sand in Plane-Strain Compression Tests

Wanatowski, Dariusz; Chu, Jian

doi:10.1520/gtj101307

Cited by 24 publications

(3 citation statements)

References 60 publications

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“…Several studies have shown that the value of K 0 is related to factors such as soil type [6], relative density [7][8][9], stress history [10], soil structure [11], and anisotropy [12]. For sandy soil, the relative density D r is one of the most significant influencing factors.…”

Section: Introductionmentioning

confidence: 99%

Experimental Study on the Coefficient of Earth Pressure at Rest for Sand

Li,

Dai,

Liu

et al. 2023

Buildings

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The coefficient of earth pressure at rest K0 is a state soil variable correlated with relative density Dr. As previously conducted K0 tests could not guarantee zero lateral deformation in the sand specimens, significant errors occurred in the test results. In this paper, a centrifugal model test method is used to study the K0 of sand with varying densities. The sand specimens with varying relative densities are prepared by sand pluviation, and a 50 g-ton centrifugal force is applied. Subsequently, the relationship of K0 and Dr with different densities is analyzed. The test results show that for the same type of sand, the value of K0 gradually increased with Dr. Based on the meso-evolution characteristics of sand particle recombination, various relationships between K0, the displacement deflection angle, and the friction offset angle between particles are analyzed. Furthermore, the relationship between particle volume fraction and K0 is derived, the assumption of increasing the coefficient K0 with the increase in Dr is verified, and the effect of Dr of sand on the force transfer behavior of the internal particle fabric is briefly discussed. The research results could significantly improve the current earth pressure theories.

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Section: Introductionmentioning

confidence: 99%

Experimental Study on the Coefficient of Earth Pressure at Rest for Sand

Li,

Dai,

Liu

et al. 2023

Buildings

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“…For example, Yang et al [4] indicate that the dry funnel method leads to stronger samples under monotonic loadings than the wet tamping method, but Sze and Yang [5] indicates the opposite. In addition, most studies on sample reconstitution methods are carried out by using triaxial apparatuses [2,[5][6][7].…”

Section: Introductionmentioning

confidence: 99%

Effect of Sample Reconstitution Methods on the Behaviors of Granular Materials under Shearing

Yang

et al. 2018

Journal of Testing and Evaluation

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The effect of sample reconstitution methods on the behavior of sand under shearing is investigated by using the first commercially available Variable Direction Dynamic Cyclic Simple Shear System. Three sample reconstitution methods are used in this study, the dry funnel method, air pluviation, and dried wet tamping. Because only dry specimens can be tested in many simple shear apparatuses, a new method called the dried wet tamping is used in this study, in which the soil sample prepared by the wet tamping is dried before being tested. Leighton buzzard sand at various relative densities is tested in monotonic, one-directional cyclic and two-dimensional circular cyclic simple shear tests. Experimental results show that different sample reconstitution methods have limited effects on the shear behavior in monotonic loading tests. On the contrary, the sample reconstitution methods greatly influence the dynamic responses of sand, including the undrained one-dimensional cyclic and two-dimensional circular cyclic loading. The liquefaction resistance is the greatest by using the dried wet tamping method, followed by the dry funnel method and air pluviation method. These test results are also compared with previous studies on sample reconstitution methods, and their similarities and differences are analyzed.

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“…Numerous reconstitution approaches have been developed in the past to mimic the in-situ fabric of granular materials deposited in different ways (e.g., alluvial deposits, fluvial deposits, compacted fills). It is well known that reconstitution techniques have a substantial effect on the soil fabric, which in turn affects shear strength properties (Oda, 1972a,b;Sze and Yang, 2014;Vaid et al, 1999;Wanatowski and Chu, 2008). If laboratory findings are to be transferred confidently to in-situ conditions, the reconstitution technique employed in the laboratory should resemble the natural deposition process.…”

Section: Sample Preparationmentioning

confidence: 99%

Anisotropy and Non-coaxial Behaviour of Sand Along Different Strain Paths

Selvarajah¹

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Anisotropic characteristics of granular soil, consolidated to various initial stress states, were evaluated under generalized strain paths using hollow cylinder torsional shear tests. Fraser River sand samples prepared by water pluviation were subjected to isotropic and anisotropic consolidation stresses and sheared under undrained conditions along specific strain paths characterized by constant intermediate principal strain parameter (𝑏 𝜀 ) and various fixed principal strain directions (𝛼 𝜀 ). A series of tests along different inclinations of the major principal strain with respect to the vertical depositional direction permitted an assessment of the interaction between principal strain directions and fabric. A decrease in strain hardening tendency is observed as the major principal strain aligned towards the bedding plane. Considering different levels of anisotropic consolidation stresses also allowed a detailed examination of how initial static shear affects the responses. In particular, generated principal stresses and their direction, as well as the pore pressure responses, were closely examined. Novel findings, that highlight range of intermediate principal stress parameter (𝑏 𝜎 ) associated with the undrained plane strain condition, and the interaction between 𝑏 𝜎 and 𝑏 𝜀 during shearing are presented. It was found that 𝑏 𝜎 systematically decreases with shear strain in constant 𝑏 𝜀 tests. The 𝑏 𝜎 value in plane strain tests (𝑏 𝜀 =0.5) was found to be in the range of 0.2 to 0.4 depending on the loading path, and the stage of shearing.The relationship between principal stress directions and plastic-strain increment directions was assessed to identify the nature of plasticity in the material. In order to ensure confident assessment of non-coaxiality, total strain was decomposed into elastic and plastic strain. The existence of non-coaxiality in Fraser River sand (FRS) was observed when the sand was subjected to undrained shear at fixed principal strain directions that do not coincide with the fabric axis of symmetry. Non-coaxiality was not observed when the principal directions of stress/strain coincided with the fabric axis of symmetry. It was also noticed that irrespective of the initial condition, the degree I would also like to express my special and sincere thanks to my second supervisor Dr. Mehdi Pouragha, who joined me in the second half of my journey, and provided me with continuous guidance, essential support and valuable suggestions at every phase of the analytical part of the research. In particular, encouraging and guiding me to use Matlab and Latex was one of the great things that saved me a lot of time. This thesis would not have been possible without his constant assistance and endless patience.I would like to thank Dr. Gertraud Medicus, Dr. Sai Vanapalli, Dr. Mohammad Rayhani, and Dr. Elena Zabolotnii, for being members in my examination committee and for providing valuable suggestions. I further thank Dr. Gertraud Medicus for the open-source MATLAB code for M-N surface uploaded on SoilModels....

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Effect of Specimen Preparation Method on the Stress-Strain Behavior of Sand in Plane-Strain Compression Tests

Cited by 24 publications

References 60 publications

Experimental Study on the Coefficient of Earth Pressure at Rest for Sand

Experimental Study on the Coefficient of Earth Pressure at Rest for Sand

Effect of Sample Reconstitution Methods on the Behaviors of Granular Materials under Shearing

Anisotropy and Non-coaxial Behaviour of Sand Along Different Strain Paths

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