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Journal articles on the topic 'Critical state soil mechanics'

Author: Grafiati

Published: 4 June 2021

Last updated: 21 February 2023

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1

Hettiaratchi, D. R. P. "A critical state soil mechanics model for agricultural soils." Soil Use and Management 3, no. 3 (September 1987): 94–105. http://dx.doi.org/10.1111/j.1475-2743.1987.tb00718.x.

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2

Sture, Stein. "Critical state soil mechanics via finite elements." Computer Methods in Applied Mechanics and Engineering 68, no. 2 (May 1988): 251–53. http://dx.doi.org/10.1016/0045-7825(88)90119-3.

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3

BEDIN, J., F. SCHNAID, A. V. DA FONSECA, and L. DE M. COSTA FILHO. "Gold tailings liquefaction under critical state soil mechanics." Géotechnique 62, no. 3 (March 2012): 263–67. http://dx.doi.org/10.1680/geot.10.p.037.

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4

Gaskin, Paul N. "An introduction to the mechanics of soils and foundations through critical state soil mechanics." Canadian Geotechnical Journal 31, no. 2 (April 1, 1994): 318. http://dx.doi.org/10.1139/t94-038.

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5

Toll, D. "An introduction to the mechanics of soils and foundations: Through critical state soil mechanics." Geotechnical and Geological Engineering 11, no. 2 (June 1993): 155–56. http://dx.doi.org/10.1007/bf00423341.

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6

Kirby, J. M., and P. D. Ayers. "Cohron sheargraph data: interpretation using critical state soil mechanics." Soil and Tillage Research 26, no. 3 (July 1993): 211–25. http://dx.doi.org/10.1016/0167-1987(93)90045-q.

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7

Liu, C. H., and J. Y. Wong. "Numerical simulations of tire-soil interaction based on critical state soil mechanics." Journal of Terramechanics 33, no. 5 (September 1996): 209–21. http://dx.doi.org/10.1016/s0022-4898(97)00005-0.

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8

Einav, Itai. "Soil mechanics: breaking ground." Philosophical Transactions of the Royal Society A: Mathematical, Physical and Engineering Sciences 365, no. 1861 (September 13, 2007): 2985–3002. http://dx.doi.org/10.1098/rsta.2007.0009.

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In soil mechanics, student's models are classified as simple models that teach us unexplained elements of behaviour; an example is the Cam clay constitutive models of critical state soil mechanics (CSSM). ‘Engineer's models’ are models that elaborate the theory to fit more behavioural trends; this is usually done by adding fitting parameters to the student's models. Can currently unexplained behavioural trends of soil be explained without adding fitting parameters to CSSM models, by developing alternative student's models based on modern theories? Here I apply an alternative theory to CSSM, called ‘breakage mechanics’, and develop a simple student's model for sand. Its unique and distinctive feature is the use of an energy balance equation that connects grain size reduction to consumption of energy, which enables us to predict how grain size distribution (gsd) evolves—an unprecedented capability in constitutive modelling. With only four parameters, the model is physically clarifying what CSSM cannot for sand: the dependency of yielding and critical state on the initial gsd and void ratio.

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9

Iskander, Khalil. "New Pressuremeter Test Analysis Based on Critical State Mechanics." International Journal of Geomechanics 13, no. 5 (October 2013): 625–35. http://dx.doi.org/10.1061/(asce)gm.1943-5622.0000257.

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10

Zhang, Jiajun, Sik-Cheung Robert Lo, Jun Yan, and Md Mizanur Rahman. "Is critical state soil mechanics framework applicable to pond ash?" Japanese Geotechnical Society Special Publication 2, no. 6 (2016): 292–97. http://dx.doi.org/10.3208/jgssp.oth-09.

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11

KIRBY, J. M. "Estimating critical state soil mechanics parameters from shear box tests." European Journal of Soil Science 49, no. 3 (September 1998): 503–12. http://dx.doi.org/10.1046/j.1365-2389.1998.4930503.x.

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12

Oquendo, W. F., J. D. Muñoz, and A. Lizcano. "Influence of rotations on the critical state of soil mechanics." Computer Physics Communications 182, no. 9 (September 2011): 1860–65. http://dx.doi.org/10.1016/j.cpc.2010.11.018.

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13

Liao, Liping, Yunchuan Yang, Zhiquan Yang, Yingyan Zhu, Jin Hu, and D. H. Steve Zou. "Mechanical state of gravel soil in mobilization of rainfall-induced landslides in the Wenchuan seismic area, Sichuan province, China." Earth Surface Dynamics 6, no. 3 (August 3, 2018): 637–49. http://dx.doi.org/10.5194/esurf-6-637-2018.

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Abstract. Gravel soils generated by the Wenchuan earthquake have undergone natural consolidation for the past decade. However, geological hazards, such as slope failures with ensuing landslides, have continued to pose great threats to the region. In this paper, artificial model tests were used to observe the changes of soil moisture content and pore water pressure, as well as macroscopic and microscopic phenomena of gravel soil. In addition, a mathematical formula of the critical state was derived from the triaxial test data. Finally, the mechanical states of gravel soil were determined. The results had five aspects. (1) The time and mode of the occurrence of landslides were closely related to the initial dry density. The process of initiation was accompanied by changes in density and void ratio. (2) The migration of fine particles and the rearrangement of coarse–fine particles contributed to the reorganization of the microscopic structure, which might be the main reason for the variation of dry density and void ratio. (3) If the confining pressure were the same, the void ratios of soils with constant particle composition would approach approximately critical values. (4) Mechanical state of gravel soil can be determined by the relative position between state parameter (e, p′) and ec–p′ planar critical state line, where e is the void ratio, ec is the critical void ratio and p′ is the mean effective stress. (5) In the process of landslide initiation, dilatation and contraction were two types of gravel soil state, but dilatation was dominant. This paper provided insight into interpreting landslide initiation from the perspective of critical state soil mechanics.

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14

Marto, Aminaton, Choy Soon Tan, Ahmad Mahir Makhtar, and Tiong Kung Leong. "Critical State of Sand Matrix Soils." Scientific World Journal 2014 (2014): 1–7. http://dx.doi.org/10.1155/2014/290207.

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The Critical State Soil Mechanic (CSSM) is a globally recognised framework while the critical states for sand and clay are both well established. Nevertheless, the development of the critical state of sand matrix soils is lacking. This paper discusses the development of critical state lines and corresponding critical state parameters for the investigated material, sand matrix soils using sand-kaolin mixtures. The output of this paper can be used as an interpretation framework for the research on liquefaction susceptibility of sand matrix soils in the future. The strain controlled triaxial test apparatus was used to provide the monotonic loading onto the reconstituted soil specimens. All tested soils were subjected to isotropic consolidation and sheared under undrained condition until critical state was ascertain. Based on the results of 32 test specimens, the critical state lines for eight different sand matrix soils were developed together with the corresponding values of critical state parameters,M,λ, andΓ. The range of the value ofM,λ, andΓis 0.803–0.998, 0.144–0.248, and 1.727–2.279, respectively. These values are comparable to the critical state parameters of river sand and kaolin clay. However, the relationship between fines percentages and these critical state parameters is too scattered to be correlated.

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15

Liu, Huabei, Erxiang Song, and Hoe I. Ling. "Constitutive modeling of soil-structure interface through the concept of critical state soil mechanics." Mechanics Research Communications 33, no. 4 (July 2006): 515–31. http://dx.doi.org/10.1016/j.mechrescom.2006.01.002.

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16

Silva, João Paulo, Pedro Cacciari, Vidal Torres, Luís Fernando Ribeiro, and André Assis. "Behavioural analysis of iron ore tailings through critical state soil mechanics." Soils and Rocks 45, no. 2 (April 21, 2022): 1–13. http://dx.doi.org/10.28927/sr.2022.071921.

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Understanding the geotechnical properties of iron ore tailings is currently one of the major challenges in the mining industry. With transitions from drained to undrained conditions occurring in seconds, recent dam problems have been a challenge to solve with classical soil mechanics, which provides few means to explain how such phenomena develop. There is also an increasing propensity in technical and scientific circles to seek constitutive models that are based on critical state soil mechanics and that allow for the analysis of tailings behaviour. However, there is still a lack of knowledge and information about the critical state properties of iron ore tailings. The present research experimentally and numerically investigated the effectiveness of modelling the behaviour of iron ore tailings. The aim of these experiments was to assess the critical state parameters of tailings from a significant iron ore operation site in Quadrilátero Ferrífero (Minas Gerais state, Brazil). The results indicated that the selected numerical model (NorSand) was adequate to evaluate the behaviour of the studied mine tailings. The numerical results showed consistent adherence to the experimental results of both drained and undrained tests, with deformations below 5% and samples in which the state parameter had a small magnitude.

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17

Uliniarz, Rafal. "A New Elasto-Plastic Critical State Model RU+MCC for Overconsolidated Soil." Applied Mechanics and Materials 837 (June 2016): 68–74. http://dx.doi.org/10.4028/www.scientific.net/amm.837.68.

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The paper presents a reasonably advanced constitutive law for soil – a hybrid of the Modified Cam Clay and a new RU development. The Modified Cam Clay model is an isotropic hardening elasto – plastic model originated by Burland in 1967 [1] within the critical state soil mechanics. This model describes realistically mechanical soil behaviour in normal consolidation states. The other one is designed to ensure more adequate soil responses to reloading paths, particularly in the range of small strains. The RU+MCC model has been implemented in the FEM computer code Z_SOIL.pc. To test the influence of the small strain nonlinearity on soil – structure interaction as well as to exhibit the ability of the proposed model to simulate realistically this effect, a comparative study based on the FEM solution has been carried out. As a benchmark a trial loading test of strip footing was used.

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18

Cuss, R. J., E. H. Rutter, and R. F. Holloway. "The application of critical state soil mechanics to the mechanical behaviour of porous sandstones." International Journal of Rock Mechanics and Mining Sciences 40, no. 6 (September 2003): 847–62. http://dx.doi.org/10.1016/s1365-1609(03)00053-4.

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19

KIRBY, J. M., and M. F. O'SULLIVAN. "Critical state soil mechanics analysis of the constant cell volume triaxial test." European Journal of Soil Science 48, no. 1 (March 1997): 71–78. http://dx.doi.org/10.1111/j.1365-2389.1997.tb00186.x.

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20

Kirby, J. M., M. F. O'sullivan, and J. T. Wood. "Estimating critical state soil mechanics parameters from constant cell volume triaxial tests." European Journal of Soil Science 49, no. 1 (March 1998): 85–93. http://dx.doi.org/10.1046/j.1365-2389.1998.00142.x.

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21

Rahman, M. M., H. B. K. Nguyen, A. B. Fourie, and M. R. Kuhn. "Critical State Soil Mechanics for Cyclic Liquefaction and Postliquefaction Behavior: DEM study." Journal of Geotechnical and Geoenvironmental Engineering 147, no. 2 (February 2021): 04020166. http://dx.doi.org/10.1061/(asce)gt.1943-5606.0002453.

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22

Tan, Jeremy, Rolando P. Orense, and Andy O’Sullivan. "The use of critical state soil mechanics to characterise Christchurch soil in relation to liquefaction susceptibility." Bulletin of the New Zealand Society for Earthquake Engineering 49, no. 4 (December 31, 2016): 319–33. http://dx.doi.org/10.5459/bnzsee.49.4.319-333.

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The majority of current procedures used to deduce liquefaction potential of soils rely on empirical methods. These methods have been proven to work in the past, but these methods are known to overestimate the liquefaction potential in certain regions of Christchurch due to a whole range of factors, and the theoretical basis behind these methods cannot be explained scientifically. Critical state soil mechanics theory was chosen to provide an explanation for the soil’s behaviour during the undrained shearing. Soils from two sites in Christchurch were characterised at regular intervals for the critical layers and tested for the critical state lines (CSL). Various models and relationships were then used to predict the CSL and compared with the actual CSL. However none of the methods used managed to predict the CSL accurately, and a separate Christchurch exclusive relationship was proposed. The resultant state parameter values could be obtained from shear-wave velocity plots and were then developed into cyclic resistance ratios (CRR). These were subsequently compared with cyclic stress ratios (CSR) from recent Christchurch earthquakes to obtain the factor of safety. This CSL-based approach was compared with other empirical methods and was shown to yield a favourable relationship with visual observations at the sites’ locations following the earthquake.

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23

Li, Xiang-Song, Yannis F. Dafalias, and Zhi-Liang Wang. "State-dependant dilatancy in critical-state constitutive modelling of sand." Canadian Geotechnical Journal 36, no. 4 (November 22, 1999): 599–611. http://dx.doi.org/10.1139/t99-029.

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A bounding-surface hypoplasticity model is modified to incorporate the basic premises of critical-state soil mechanics and cover both dense and loose sand behavior. The modification consists of rendering the phase-transformation line a function of the state parameter, which measures the difference between the current and critical void ratios at the same value of p, such that when the state parameter is zero, the phase-transformation line becomes identical to the critical-state line in q-p space. As a result the dilatancy depends on the state in a way that yields a zero value at critical state. This dependence allows a realistic modelling of the response of a sand in either loose or dense state, or in the transition from one state to another state. A comparison between model simulations and a sequence of experimental results for drained, undrained, monotonic, and cyclic loading conditions shows that the proposed concept and modelling technique work effectively over a wide range of densities and confining pressures using a unique set of parameters (or parameter dependence) for a given sand.Key words: bounding surface, critical state, dilatancy, phase transformation, soil plasticity, state parameter.

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24

KIRBY, J. M. "Critical-state soil mechanics parameters and their variation for Vertisols in eastern Australia." Journal of Soil Science 42, no. 3 (September 1991): 487–99. http://dx.doi.org/10.1111/j.1365-2389.1991.tb00425.x.

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25

Cunning, J. C., P. K. Robertson, and D. C. Sego. "Shear wave velocity to evaluate in situ state of cohesionless soils." Canadian Geotechnical Journal 32, no. 5 (October 1, 1995): 848–58. http://dx.doi.org/10.1139/t95-081.

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Shear wave velocity (Vs) measurements were carried out in a triaxial testing program on three different cohesionless soils. The Vs was measured using bender elements during consolidation and at ultimate steady state. After consolidation the soil samples were loaded in shear under constant strain rate triaxial compression either drained or undrained to determine their ultimate steady or critical state (USS) at large strains. The Vs measurements were used to develop relationships between the void ratio (e), mean normal effective stress (p′), and Vs. The shear loading results were expressed within the framework of critical state soil mechanics. The results of the Vs and USS information were combined with the state parameter concept to develop an equation to use field measured Vs to estimate the in situ consolidation state within a soil. Thus, the contractive–dilative boundary with respect to vertical effective stress for large strain loading can be determined from in situ measurements of Vs. These can then be used as a design aid to determine if a soil deposit is potentially susceptible to flow liquefaction. Worked examples to illustrate the procedure are given. Key words : shear wave velocity, cohesionless soil, in situ state, state parameter, liquefaction, laboratory testing.

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26

Hanna, Adel, and Riad Diab. "Passive Earth Pressure of Normally and Overconsolidated Cohesionless Soil in Terms of Critical-State Soil Mechanics Parameters." International Journal of Geomechanics 17, no. 1 (January 2017): 04016028. http://dx.doi.org/10.1061/(asce)gm.1943-5622.0000683.

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27

Murray, E. J., and J. D. Geddes. "A conceptual model for clay soils subjected to negative pore-water pressures." Canadian Geotechnical Journal 32, no. 5 (October 1, 1995): 905–12. http://dx.doi.org/10.1139/t95-087.

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Understanding and predicting the volume change behaviour of soils subjected to negative pore-water pressures presents a complex problem that requires a sound theoretical model matched to experimental evidence. A complete model must cover both saturated and unsaturated behaviour and relate stress levels to pore-water pressures and volume changes. A conceptual model for clay soils is presented which employs the principles of critical state soil mechanics. In developing the model, consideration is given to negative pore-water pressures arising as a result of the independent response to reductions in water content and reductions in confining stresses. In this way the limits of the conceptual model are defined. Key words : suction, negative pore-water pressure, volume change, unsaturated soil, critical state.

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28

Altuhafi, Fatin, Béatrice A. Baudet, and Peter Sammonds. "The mechanics of subglacial sediment: an example of new “transitional” behaviour." Canadian Geotechnical Journal 47, no. 7 (July 2010): 775–90. http://dx.doi.org/10.1139/t09-136.

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A series of isotropic compression tests and drained and undrained triaxial compression tests have been performed on glacial sediment from Iceland. Langjökull sediment, which is well graded, is thought to have reached a critical grading during deposition and transportation. Multiple parallel normal compression lines (NCLs) were found, but a unique critical state line (CSL) could be identified. This is unlike other so-called “transitional” soils, whose grading varies between reasonably well graded to gap graded, which tend to have distinct NCLs and critical state lines depending on the specimen density. It is thought that in the case of the Langjökull sediment studied, its particular strain history that involved incessant shearing during deposition accounts for the difference in behaviour. This provides the interesting case of a soil that has been crushed to a critical grading in situ, which depends on the mineralogy of the grains, which was then sampled and tested. Despite the unique grading, samples with a range of different void ratios can be prepared and the combination of grading and density seems to set a fabric that cannot be changed by compression, resulting in multiple parallel NCLs. At the critical state, however, the fabric has been destroyed and the CSL is unique.

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29

Braun, A. L., and Armando M. Awruch. "An Efficient Model for Numerical Simulation of the Mechanical Behavior of Soils. Part 2: Applications." Soils and Rocks 36, no. 2 (May 1, 2013): 171–82. http://dx.doi.org/10.28927/sr.362171.

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A numerical model to simulate the mechanical behavior of soils was introduced in Part 1 of this paper (also published in this issue). Detailed information about the analytical model were presented, where the critical state theory for soil mechanics was considered in the context of the elastoplastic formulation. Moreover, an efficient numerical formulation to deal with nonlinear applications was also presented, featuring important characteristics such as reduced integration techniques, explicit integration of the constitutive equation and a corotational formulation for the kinematical description of the continuum. In this second part of the present work, the numerical model proposed in the previous paper is applied to some classical examples of soil mechanics to demonstrate the applicability of the present formulation. Effects of a geometrically nonlinear approach over the numerical predictions are investigated and comparisons are performed taking into account results obtained by using a geometrically linear model. In addition, some comparisons are also carried out considering evaluations performed with different constitutive formulations in order to observe the mechanical behavior of the soil mass under different constitutive assumptions.

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30

Atkinson, J. H., and J. A. Little. "Undrained triaxial strength and stress–strain characteristics of a glacial till soil." Canadian Geotechnical Journal 25, no. 3 (August 1, 1988): 428–39. http://dx.doi.org/10.1139/t88-048.

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Undrained triaxial compression tests were carried out on reconstituted and nominally undisturbed tubed samples of a lodgement till from the Vale of St. Albans in Hertfordshire, England. The soil is a matrix-dominant, chalky boulder clay of Anglian age with little discernable engineering fabric. Electron microscope observations showed the presence of crystalline calcite in tube samples.The test results were examined within the general framework of critical state soil mechanics using normalizing procedures to take account of the different states and stress histories of the samples. These analyses demonstrate the practical importance of accounting for the current state and stress history in the interpretation of soil test data.The present results form a self-consistent pattern of behaviour. Differences between reconstituted and tubed samples were found only at small strain and may be attributed to cementing in tubed samples, which is broken down during reconstitution and during relatively large straining in recompression and shearing. Key words: boulder clay, cemented soil, critical state, shear strength, soil mechanics, stiffness, till, triaxial test.

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31

D’Ignazio, M., K. K. Phoon, and T. T. Länsivaara. "Uncertainties in modelling undrained shear strength of clays using Critical State Soil Mechanics and SHANSEP." IOP Conference Series: Earth and Environmental Science 710, no. 1 (April 1, 2021): 012075. http://dx.doi.org/10.1088/1755-1315/710/1/012075.

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32

Mohammadi, Amirabbas, and Abbas Qadimi. "Characterizing the process of liquefaction initiation in Anzali shore sand through critical state soil mechanics." Soil Dynamics and Earthquake Engineering 77 (October 2015): 152–63. http://dx.doi.org/10.1016/j.soildyn.2015.04.017.

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33

Junaideen, S. M., L. G. Tham, K. T. Law, F. C. Dai, and C. F. Lee. "Behaviour of recompacted residual soils in a constant shear stress path." Canadian Geotechnical Journal 47, no. 6 (June 2010): 648–61. http://dx.doi.org/10.1139/t09-129.

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The significance of studying soil behaviour in a constant shear stress path to understand rain-induced slope failures and debris flows has long been recognized. Studies with constant shear tests have, however, been limited, and some past results from undisturbed soils appear to show stress path–dependent volume change behaviour. The present study systematically investigates the behaviour of recompacted residual soils in a constant shear stress path using a comprehensive experimental program. It is shown that the results of this test program and previously published data can be interpreted using the concepts of critical-state soil mechanics.

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34

Yang, Jie, Zhen-Yu Yin, Farid Laouafa, and Pierre-Yves Hicher. "Hydromechanical modeling of granular soils considering internal erosion." Canadian Geotechnical Journal 57, no. 2 (February 2020): 157–72. http://dx.doi.org/10.1139/cgj-2018-0653.

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This paper attempts to formulate a coupled practical model in the framework of continuum mechanics to evaluate the phenomenon of internal erosion and its consequences on the mechanical behavior of soils. For this purpose, a four-constituent numerical approach has been developed to describe the internal erosion process. The detachment and transport of the fine particles have been described by a mass exchange formulation between the solid and fluid phases. The stress–strain relationship of the soil is represented by a nonlinear incremental model. Based on experimental data, this constitutive model has been enhanced by the introduction of a fines content–dependent critical state, which allows accounting for the influence of fines on soil deformation and strength. The applicability of the practical approach to capture the main features of the internal erosion process and its impact on the mechanical behavior of the eroded soil have been validated by comparing numerical and experimental results of internal erosion tests on Hong Kong completely decomposed granite (HK-CDG) mixtures, which demonstrated that the practical model was able to reproduce, with reasonable success, the experimental data. Furthermore, the influence of the stress state, the initial soil density, and the initial fraction of fines have been analyzed through numerical simulations using the proposed model.

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35

Islam, Mohammad N., Carthigesu T. Gnanendran, and Mehrdad Massoudi. "Finite Element Simulations of an Elasto-Viscoplastic Model for Clay." Geosciences 9, no. 3 (March 26, 2019): 145. http://dx.doi.org/10.3390/geosciences9030145.

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In this paper, we develop an elasto-viscoplastic (EVP) model for clay using the non-associated flow rule. This is accomplished by using a modified form of the Perzyna’s overstressed EVP theory, the critical state soil mechanics, and the multi-surface theory. The new model includes six parameters, five of which are identical to those in the critical state soil mechanics model. The other parameter is the generalized nonlinear secondary compression index. The EVP model was implemented in a nonlinear coupled consolidated code using a finite-element numerical algorithm (AFENA). We then tested the model for different clays, such as the Osaka clay, the San Francisco Bay Mud clay, the Kaolin clay, and the Hong Kong Marine Deposit clay. The numerical results show good agreement with the experimental data.

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36

Gu, Xiaoqiang, Jiachen Zhang, and Xin Huang. "DEM analysis of monotonic and cyclic behaviors of sand based on critical state soil mechanics framework." Computers and Geotechnics 128 (December 2020): 103787. http://dx.doi.org/10.1016/j.compgeo.2020.103787.

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37

Evesque, P. "Analysis of Processes Governing Sandpile Avalanches Using Triaxial Test Results and “Critical State” of Soil Mechanics." Europhysics Letters (EPL) 14, no. 5 (March 1, 1991): 427–32. http://dx.doi.org/10.1209/0295-5075/14/5/007.

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38

Oleinik, A. I., K. M. Akhmedov, and V. V. Shamov. "Numerical investigation of stability multi-storey buildings on weak ground based on their non-linearity." Bulletin of Kazakh Leading Academy of Architecture and Construction 79, no. 1 (March 30, 2021): 271–82. http://dx.doi.org/10.51488/1680-080x/2021.1-35.

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The problems of loss of stability and collapse of high-rise buildings located on weak soils are studied numerically. The problem is solved in a nonlinear formulation using a bilinear model of the soil base. From the point of view of construction mechanics, the critical state of the «ground base – structure» system is considered as an indifferent state. To solve this problem, the perturbation theory is used in combination with the method of successive loadings. Based on the results obtained, a variant of strengthening the foundation is proposed.

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39

COLLINS, I. F., and H. S. YU. "UNDRAINED CAVITY EXPANSIONS IN CRITICAL STATE SOILS." International Journal for Numerical and Analytical Methods in Geomechanics 20, no. 7 (July 1996): 489–516. http://dx.doi.org/10.1002/(sici)1096-9853(199607)20:7<489::aid-nag829>3.0.co;2-v.

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40

Loukidis, D., and R. Salgado. "Active pressure on gravity walls supporting purely frictional soils." Canadian Geotechnical Journal 49, no. 1 (January 2012): 78–97. http://dx.doi.org/10.1139/t11-087.

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The active earth pressure used in the design of gravity walls is calculated based on the internal friction angle of the retained soil or backfill. However, the friction angle of a soil changes during the deformation process. For drained loading, the mobilized friction angle varies between the peak and critical-state friction angles, depending on the level of shear strain in the retained soil. Consequently, there is not a single value of friction angle for the retained soil mass, and the active earth pressure coefficient changes as the wall moves away from the backfill and plastic shear strains in the backfill increase. In this paper, the finite element method is used to study the evolution of the active earth pressure behind a gravity retaining wall, as well as the shear patterns developing in the backfill and foundation soil. The analyses relied on use of a two-surface plasticity constitutive model for sands, which is based on critical-state soil mechanics.

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41

Yang, Yunming, and H. S. Yu. "A non-coaxial critical state soil model and its application to simple shear simulations." International Journal for Numerical and Analytical Methods in Geomechanics 30, no. 13 (2006): 1369–90. http://dx.doi.org/10.1002/nag.531.

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42

Wu, Ze-Xiang, Hui Ji, Jian Han, and Chuang Yu. "Numerical modelling of granular column collapse using coupled Eulerian–Lagrangian technique with critical state soil model." Engineering Computations 36, no. 7 (August 12, 2019): 2480–504. http://dx.doi.org/10.1108/ec-08-2018-0358.

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Purpose Current modellings of granular collapse are lack of considering the effect of soil density. This paper aims to present a numerical method to analyse the collapse of granular column based on the critical-state soil mechanics. Design/methodology/approach In the proposed method, a simple critical-state based constitutive model is first adopted and implemented into a finite element code using the coupled Eulerian–Lagrangian technique for large deformation analysis. Simulations of column collapse with various aspect ratios are then conducted for a given initial soil density. The effect of aspect ratio on the final size of deposit morphology, dynamical collapse profiles and the stable region is discussed comparing to experimental results. Moreover, complementary simulations with various initial soil densities on each aspect ratio are conducted. Findings Simulations show that a lower value of initial density leads to a lower final deposit height and a longer run-out distance. The simulated evolutions of kinetic energy and collapsing profile with time by the proposed numerical approach also show clearly a soil density-dependent collapse process. Practical implications To the end, this study can improve the understanding of column collapse in different aspect ratios and soil densities, and provide a computational tool for the analysis of real scale granular flow. Originality/value The originality of this paper is proposed in a numerical approach to model granular column collapse considering the influences of aspect ratio and initial void ratio. The proposed approach is based on the finite element platform with coupled Eulerian–Lagrangian technique for large deformation analysis and implementing the critical-state based model accounting for the effect of soil density.

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Lopera Perez, J. C., C. Y. Kwok, C. O׳Sullivan, X. Huang, and K. J. Hanley. "Assessing the quasi-static conditions for shearing in granular media within the critical state soil mechanics framework." Soils and Foundations 56, no. 1 (February 2016): 152–59. http://dx.doi.org/10.1016/j.sandf.2016.01.013.

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Flemings, Peter B., and Demian M. Saffer. "Pressure and Stress Prediction in the Nankai Accretionary Prism: A Critical State Soil Mechanics Porosity-Based Approach." Journal of Geophysical Research: Solid Earth 123, no. 2 (February 2018): 1089–115. http://dx.doi.org/10.1002/2017jb015025.

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Kashirsky, V. I., and S. V. Dmitriev. "The current state and prospects of soil plate tests." Engineering survey 13, no. 1 (June 17, 2019): 6–16. http://dx.doi.org/10.25296/1997-8650-2019-13-1-6-16.

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The methods and results of determining the deformation characteristics of soils, the history and current state of soil plate tests are considered. Various types are described: flat rectangular — large-size, standard round, screw plates, dilatometer plates, devices for their anchoring and creating loads on them. A critical analysis of the results of testing dispersed soils with plates of various designs was performed, the influence of the used test methods on the obtained values of the soil deformability characteristics was considered. The issues of integration of field and laboratory methods of soil research are analyzed. In megalopolises such as Moscow, St. Petersburg, Yekaterinburg, often the height of buildings exceeds 150–200 m, and the depth of the designed objects is 25–30 meters or more. This leads to the study of soils at depths significantly greater than that performed in previous years. No less relevant is the study of specific soils with plates on urban areas previously used and reused for construction, especially in the conditions of renovation of dilapidated housing. A separate problem is the study of the physical-mechanical properties of soils (plate tests along with laboratory studies) in basement levels and other buried structures, the solution of which is under development. Equally important is the consideration of changes in the natural conditions during the plate tests in the process of engineering geological surveys in areas with permafrost and seasonally frozen soils. The developed methods and devices, taking into account the requirements of the current regulatory technical documents, allow the testing of soils with plates to the level of advanced technologies currently leading in this area.

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Sadrekarimi, Abouzar. "Influence of state and compressibility on liquefied strength of sands." Canadian Geotechnical Journal 50, no. 10 (October 2013): 1067–76. http://dx.doi.org/10.1139/cgj-2012-0395.

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Critical-state soil mechanics is a useful framework to understand sand behavior. In this paper, a relationship is developed for estimating undrained critical shear strength of sands based on the critical-state framework. The application of this relationship is demonstrated by comparison with laboratory test results and sand liquefied strength from field liquefaction flow failure case histories. Using this relationship, the effects of effective stress variation and density on undrained critical shear strength are studied for different combinations of critical-state line parameters corresponding to several reference sands. The parametric study indicates that depending on sand void ratio, undrained critical shear strength may increase, remain the same or decrease as sand shearing–compressibility (represented by the slope of the critical-state line) increases. The underlying mechanisms of field failures in dense sands and reverse behavior of compressible sands are explained through this relationship. It is suggested that the critical-state parameter alone is insufficient for describing the behavior of liquefiable sands and sand shearing–compressibility should be also taken into account for estimating undrained shear strength corresponding to the changes in density and effective confining stress.

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Wang, Y. H., and W. K. Siu. "Structure characteristics and mechanical properties of kaolinite soils. II. Effects of structure on mechanical properties." Canadian Geotechnical Journal 43, no. 6 (June 1, 2006): 601–17. http://dx.doi.org/10.1139/t06-027.

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This paper reports the effects of structure on the mechanical responses of kaolinite with known and controlled fabric associations. The dynamic properties and strength were assessed by resonant column tests and undrained triaxial compression tests, respectively. The experimental results demonstrate that interparticle forces and associated fabric arrangements influence the volumetric change under isotropic compression. Soils with different structures have individual consolidation lines, and the merging trend is not readily seen under an isotropic confinement up to 250 kPa. The dynamic properties of kaolinite were found to be intimately related to the soil structure. Stronger interparticle forces or higher degrees of flocculated structure lead to a greater small-strain shear modulus, Gmax, and a lower associated damping ratio, Dmin. The soil structure has no apparent influence on the critical-state friction angle (ϕ′c = 27.5°), which suggests that the critical stress ratio does not depend on interparticle forces. The undrained shear strength of kaolinite is controlled by its initial packing density rather than by any interparticle attractive forces, and yet the influence of the structure on the effective stress path is obvious.Key words: interparticle forces, shear modulus, damping ratio, stressstrain behavior, undrained shear strength, critical state.

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Kirby, JM, and BG Blunden. "Interaction of soil deformations, structure and permeability." Soil Research 29, no. 6 (1991): 891. http://dx.doi.org/10.1071/sr9910891.

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Soil deformations, structure and permeability are linked in consistent and qualitatively predictable ways. The critical state concept of soil mechanics provides a useful framework for the description of deformations and the changes in structure and permeability in agricultural operations. Changes in structure are limited until yield (the onset of permanent deformation) occurs either in uniaxial compression or shear. Following yield, changes are more pronounced and may be expansive or compressive. Expansion during shear is accompanied by localised zones of aligned fabric, while compression during shear results in more general rearrangement of structure. Uniaxial compression and compression during shear both result in decreases to permeability. Expansion during shear leads to increases or decreases in permeability, depending on the initial structure. In all cases, shearing appears to cause a change in permeability towards a unique set of relationships among the stresses, void ratio and permeability. Quantitative predictions of changes in structure and permeability resulting from soil deformation cannot be made using current information. Systematic studies of the interaction between soil deformations and structure are required, together with further systematic studies of the interaction between soil deformations and permeability. The critical state concept suggests useful directions in which to explore these interactions.

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White, David J., and Matt Hodder. "A simple model for the effect on soil strength of episodes of remoulding and reconsolidation." Canadian Geotechnical Journal 47, no. 7 (July 2010): 821–26. http://dx.doi.org/10.1139/t09-137.

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Many geotechnical processes related to offshore foundations and pipelines on clay soils involve intermittent episodes of remoulding and reconsolidation. To assess the resulting response, it is necessary to predict the operative soil strength, which decreases due to remoulding but can increase due to reconsolidation. A simple framework that allows these processes to be linked, via concepts from critical state soil mechanics, is described. The framework is illustrated by back-analysing a T-bar penetrometer test that involved episodes of both remoulding and reconsolidation, which was conducted in a geotechnical centrifuge. It is shown that the model can capture the surprising increases in both the intact and the remoulded strength that are observed between episodes of remoulding.

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Sternik, Krzysztof. "Technical Notoe: Prediction of Static Liquefaction by Nor Sand Constitutive Model." Studia Geotechnica et Mechanica 36, no. 3 (February 28, 2015): 75–83. http://dx.doi.org/10.2478/sgem-2014-0029.

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Abstract The paper gives a short description of unstable behaviour of saturated sand under undrained monotonic loading. Constitutive model Nor Sand capable to describe static liquefaction is presented. The model is based on critical state soil mechanics and assumes associated flow rule. Hardening law incorporates the state parameter proposed earlier by Been and Jefferies. Results of numerical simulations of undrained element tests have been presented and discussed.

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