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Journal articles on the topic 'Cohesive-frictional'

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Author: Grafiati

Published: 10 December 2022

Last updated: 28 January 2023

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1

Parrinello, Francesco, Boris Failla, and Guido Borino. "Cohesive–frictional interface constitutive model." International Journal of Solids and Structures 46, no. 13 (June 2009): 2680–92. http://dx.doi.org/10.1016/j.ijsolstr.2009.02.016.

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2

Donzé, Frédéric Victor. "Impacts on cohesive frictional geomaterials." European Journal of Environmental and Civil Engineering 12, no. 7-8 (August 2008): 967–85. http://dx.doi.org/10.1080/19648189.2008.9693056.

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3

Carter, J. P., J. R. Booker, and S. K. Yeung. "Cavity expansion in cohesive frictional soils." Géotechnique 36, no. 3 (September 1986): 349–58. http://dx.doi.org/10.1680/geot.1986.36.3.349.

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4

Luding, Stefan. "Anisotropy in cohesive, frictional granular media." Journal of Physics: Condensed Matter 17, no. 24 (June 3, 2005): S2623—S2640. http://dx.doi.org/10.1088/0953-8984/17/24/017.

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5

Muravskii, G. B. "Finite elements for cohesive-frictional material." Finite Elements in Analysis and Design 47, no. 7 (July 2011): 784–95. http://dx.doi.org/10.1016/j.finel.2011.02.009.

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6

Garagash, Dmitry, Andrew Drescher, and Emmanuel Detournay. "Stationary shock in cohesive-frictional materials." Mechanics of Cohesive-frictional Materials 5, no. 3 (April 2000): 195–214. http://dx.doi.org/10.1002/(sici)1099-1484(200004)5:3<195::aid-cfm91>3.0.co;2-o.

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7

Muravskii, G. B. "Stresses in cohesive-frictional horizontal layer." ZAMM - Journal of Applied Mathematics and Mechanics / Zeitschrift für Angewandte Mathematik und Mechanik 92, no. 7 (April 19, 2012): 565–72. http://dx.doi.org/10.1002/zamm.201100060.

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8

Venzal, V., S. Morel, T. Parent, and F. Dubois. "Frictional cohesive zone model for quasi-brittle fracture: Mixed-mode and coupling between cohesive and frictional behaviors." International Journal of Solids and Structures 198 (August 2020): 17–30. http://dx.doi.org/10.1016/j.ijsolstr.2020.04.023.

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9

Singh, D. N., and P. K. Basudhar. "A note on vertical cuts in homogeneous soils." Canadian Geotechnical Journal 30, no. 5 (October 1, 1993): 859–62. http://dx.doi.org/10.1139/t93-076.

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In this note, the modified Lysmer method based on discrete elements and nonlinear programming technique has been extended to study the stability of a vertical cut in both homogeneous cohesive and cohesive–frictional soils to obtain lower bound solutions. For saturated clays under undrained condition, the calculated stability number (3.69) is closer to the upper bound value (3.78) than the lower bound value (3.64) reported in the literature until now. For cohesive–frictional soils, the obtained lower bound limit load compares well with that using a finite-element elastoplastic solution. Key words : lower bound, vertical cut, cohesive soils, stability number, discrete element, nonlinear programming.

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10

Bićanić, Nenad. "Discontinuous modelling of cohesive-frictional blocky materials." Revue européenne de génie civil 12, no. 7-8 (October 1, 2008): 987–1006. http://dx.doi.org/10.3166/ejece.12.987-1006.

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11

Luding, Stefan. "Cohesive, frictional powders: contact models for tension." Granular Matter 10, no. 4 (March 27, 2008): 235–46. http://dx.doi.org/10.1007/s10035-008-0099-x.

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12

Diez, Mario A., and Luis A. Godoy. "Viscoplastic incompressible flow of frictional-cohesive solids." International Journal of Mechanical Sciences 34, no. 5 (May 1992): 395–408. http://dx.doi.org/10.1016/0020-7403(92)90026-d.

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13

Li, Wenfeng, Meng Wang, and Jingyi Cheng. "Indentation hardness of the cohesive-frictional materials." International Journal of Mechanical Sciences 180 (August 2020): 105666. http://dx.doi.org/10.1016/j.ijmecsci.2020.105666.

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14

Bićanić, Nenad. "Discontinuous modeling of cohesive-frictional blocky materials." European Journal of Environmental and Civil Engineering 12, no. 7-8 (August 2008): 987–1006. http://dx.doi.org/10.1080/19648189.2008.9693057.

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15

Baek, Seung Yub, and Kyungmok Kim. "Development of a Time-Dependent Friction Model for Frictional Aging at the Nanoscale." Journal of Nanomaterials 2016 (2016): 1–6. http://dx.doi.org/10.1155/2016/7908345.

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A model for describing frictional aging of silica is developed at the nanoscale. A cohesive zone is applied to the contact surface between self-mated silica materials. Strengthening of interfacial bonding during frictional aging is reproduced by increasing fracture energy of a cohesive zone. Fracture energy is expressed as a function of hold time between self-mated silica materials. Implicit finite element simulation is employed, and simulation results are compared with experimental ones found in the literature. Calculated friction evolutions with various hold times are found to be in good agreement with experimental ones. Dependence of mesh size and cohesive thickness is identified for obtaining accurate simulation result.

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16

Mántaras, F. M., and F. Schnaid. "Cylindrical cavity expansion in dilatant cohesive-frictional materials." Géotechnique 52, no. 5 (June 2002): 337–48. http://dx.doi.org/10.1680/geot.2002.52.5.337.

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17

Mantaras, F. M., and F. Schnaid. "Cylindrical cavity expansion in dilatant cohesive-frictional materials." Géotechnique 52, no. 5 (June 2002): 337–48. http://dx.doi.org/10.1680/geot.52.5.337.38710.

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18

Jaaranen, Joonas, and Gerhard Fink. "Cohesive-frictional interface model for timber-concrete contacts." International Journal of Solids and Structures 230-231 (November 2021): 111174. http://dx.doi.org/10.1016/j.ijsolstr.2021.111174.

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19

MATSUOKA, Hajime, and De'an SUN. "A constitutive law for frictional and cohesive materials." Doboku Gakkai Ronbunshu, no. 463 (1993): 163–72. http://dx.doi.org/10.2208/jscej.1993.463_163.

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20

Ord, Alison, and Bruce E. Hobbs. "Fracture pattern formation in frictional, cohesive, granular material." Philosophical Transactions of the Royal Society A: Mathematical, Physical and Engineering Sciences 368, no. 1910 (January 13, 2010): 95–118. http://dx.doi.org/10.1098/rsta.2009.0199.

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Naturally, deformed rocks commonly contain crack arrays (joints) forming patterns with systematic relationships to the large-scale deformation. Kinematically, joints can be mode-1, -2 or -3 or combinations of these, but there is no overarching theory for the development of the patterns. We develop a model motivated by dislocation pattern formation in metals. The problem is formulated in one dimension in terms of coupled reaction–diffusion equations, based on computer simulations of crack development in deformed granular media with cohesion. The cracks are treated as interacting defects, and the densities of defects diffuse through the rock mass. Of particular importance is the formation of cracks at high stresses associated with force-chain buckling and variants of this configuration; these cracks play the role of ‘inhibitors’ in reaction–diffusion relationships. Cracks forming at lower stresses act as relatively mobile defects. Patterns of localized deformation result from (i) competition between the growth of the density of ‘mobile’ defects and the inhibition of these defects by crack configurations forming at high stress and (ii) the diffusion of damage arising from these two populations each characterized by a different diffusion coefficient. The extension of this work to two and three dimensions is discussed.

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21

Giannakopoulos, A. E., and Th Zisis. "Analysis of Knoop indentation of cohesive frictional materials." Mechanics of Materials 57 (February 2013): 53–74. http://dx.doi.org/10.1016/j.mechmat.2012.10.013.

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22

Bhattacharya, Paramita, and Penke Sriharsha. "Stability of Horseshoe Tunnel in Cohesive-Frictional Soil." International Journal of Geomechanics 20, no. 9 (September 2020): 06020021. http://dx.doi.org/10.1061/(asce)gm.1943-5622.0001770.

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23

Bard, Romain, and Franz-Josef Ulm. "Scratch hardness-strength solutions for cohesive-frictional materials." International Journal for Numerical and Analytical Methods in Geomechanics 36, no. 3 (January 31, 2011): 307–26. http://dx.doi.org/10.1002/nag.1008.

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24

Pietruszczak, S., and Z. Mroz. "On failure criteria for anisotropic cohesive-frictional materials." International Journal for Numerical and Analytical Methods in Geomechanics 25, no. 5 (2001): 509–24. http://dx.doi.org/10.1002/nag.141.

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25

Luding, S., R. Tykhoniuk, and J. Tomas. "Anisotropic Material Behavior in Dense, Cohesive-Frictional Powders." Chemical Engineering & Technology 26, no. 12 (December 10, 2003): 1229–32. http://dx.doi.org/10.1002/ceat.200303236.

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26

Yamamoto, Kentaro, Andrei V. Lyamin, Daniel W. Wilson, Scott W. Sloan, and Andrew J. Abbo. "Stability of a single tunnel in cohesive–frictional soil subjected to surcharge loading." Canadian Geotechnical Journal 48, no. 12 (December 2011): 1841–54. http://dx.doi.org/10.1139/t11-078.

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This paper focuses mainly on the stability of a square tunnel in cohesive–frictional soils subjected to surcharge loading. Large-size noncircular tunnels are quickly becoming a widespread building technology by virtue of the development of advanced tunneling machines. The stability of square tunnels in cohesive–frictional soils subjected to surcharge loading has been investigated theoretically and numerically, assuming plane strain conditions. Despite the importance of this problem, previous research on the subject is very limited. At present, no generally accepted design or analysis method is available to evaluate the stability of tunnels or openings in cohesive–frictional soils. In this study, a continuous loading is applied to the ground surface, and both smooth and rough interface conditions between the loading and soil are modelled. For a series of tunnel geometries and material properties, rigorous lower and upper bound solutions for the ultimate surcharge loading of the considered soil mass are obtained by applying recently developed numerical limit analysis techniques. The results obtained are presented in the form of dimensionless stability charts for practical convenience, with the actual surcharge loads being closely bracketed from above and below. As a handy practical means, upper bound rigid-block mechanisms for square tunnels have also been developed, and the obtained values of collapse loads were compared with the results from numerical limit analysis to verify the accuracy of both approaches. Finally, an expression that approximates the ultimate surcharge load of cohesive–frictional soils with the inclusion of shallow square tunnels has been devised for use by practicing engineers.

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27

Martínez Cutillas, Francisco J. "Análisis de fenómenos de localización en materiales cohesivo-friccionales." Informes de la Construcción 46, no. 432 (August 30, 1994): 45–56. http://dx.doi.org/10.3989/ic.1994.v46.i432.1125.

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28

Hardy, Stuart. "Discrete Element Modelling of Pit Crater Formation on Mars." Geosciences 11, no. 7 (June 24, 2021): 268. http://dx.doi.org/10.3390/geosciences11070268.

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Pit craters are now recognised as being an important part of the surface morphology and structure of many planetary bodies, and are particularly remarkable on Mars. They are thought to arise from the drainage or collapse of a relatively weak surficial material into an open (or widening) void in a much stronger material below. These craters have a very distinctive expression, often presenting funnel-, cone-, or bowl-shaped geometries. Analogue models of pit crater formation produce pits that typically have steep, nearly conical cross sections, but only show the surface expression of their initiation and evolution. Numerical modelling studies of pit crater formation are limited and have produced some interesting, but nonetheless puzzling, results. Presented here is a high-resolution, 2D discrete element model of weak cover (regolith) collapse into either a static or a widening underlying void. Frictional and frictional-cohesive discrete elements are used to represent a range of probable cover rheologies. Under Martian gravitational conditions, frictional-cohesive and frictional materials both produce cone- and bowl-shaped pit craters. For a given cover thickness, the specific crater shape depends on the amount of underlying void space created for drainage. When the void space is small relative to the cover thickness, craters have bowl-shaped geometries. In contrast, when the void space is large relative to the cover thickness, craters have cone-shaped geometries with essentially planar (nearing the angle of repose) slope profiles. Frictional-cohesive materials exhibit more distinct rims than simple frictional materials and, thus, may reveal some stratigraphic layering on the pit crater walls. In an extreme case, when drainage from the overlying cover is insufficient to fill an underlying void, skylights into the deeper structure are created. This study demonstrated that pit crater walls can exhibit both angle of repose slopes and stable, gentler, collapse slopes. In addition, the simulations highlighted that pit crater depth only provides a very approximate estimate of regolith thickness. Cone-shaped pit craters gave a reasonable estimate (proxy) of regolith thickness, whereas bowl-shaped pit craters provided only a minimum estimate. Finally, it appears that fresh craters with distinct, sharp rims like those seen on Mars are only formed when the regolith had some cohesive strength. Such a weakly cohesive regolith also produced open fissures, cliffs, and faults, and exposed regolith “stratigraphy” in the uppermost part of the crater walls.

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29

Javankhoshdel, Sina, and Richard J. Bathurst. "Simplified probabilistic slope stability design charts for cohesive and cohesive-frictional (c-ϕ) soils." Canadian Geotechnical Journal 51, no. 9 (September 2014): 1033–45. http://dx.doi.org/10.1139/cgj-2013-0385.

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Design charts to estimate the factor of safety for simple slopes with cohesive-frictional (c-[Formula: see text]) soils are now available in the literature; however, the factor of safety is an imperfect measure for quantifying the margin of safety of a slope because nominal identical slopes with the same factor of safety can have different probabilities of failure due to variability in soil properties. In this study, simple circular slip slope stability charts for [Formula: see text] = 0 soils by Taylor in 1937 and c-[Formula: see text] soils published by Steward et al. in 2011 are extended to match estimates of factors of safety to corresponding probabilities of failure. A series of new charts are provided that consider a practical range of coefficient of variation for cohesive and frictional strength parameters of the soil. The data to generate the new charts were produced using conventional probabilistic concepts together with closed-form solutions for cohesive soil cases, and Monte Carlo simulation in combination with conventional limit equilibrium-based circular slip analyses using the SVSlope program for c-[Formula: see text] soil cases. The charts are a useful tool for geotechnical engineers when making a preliminary estimate of the probability of failure of a simple slope without running Monte Carlo simulations.

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30

Silvestri, Vincenzo. "Limitations of the theorem of corresponding states in active pressure problems." Canadian Geotechnical Journal 43, no. 7 (July 1, 2006): 704–13. http://dx.doi.org/10.1139/t06-035.

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This paper analyzes the application of the theorem of corresponding states or the correspondence rule, as found in a number of advanced soil mechanics textbooks, and shows that it results in approximate solutions to limit-state problems. The limitations of the rule are made apparent by applying it to the determination of active pressures exerted on vertical retaining walls by cohesivefrictional backfills with inclined ground surfaces. A correct derivation of the correspondence rule is obtained for this case. An example is given that illustrates the inadequacy of this rule when boundary conditions are not properly accounted for in the analysis.Key words: theorem of corresponding states, active pressure, vertical retaining wall, inclined ground surface, cohesivefrictional backfill.

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31

Houlsby, G. T. "A General Failure Criterion for Frictional and Cohesive Materials." Soils and Foundations 26, no. 2 (June 1986): 97–101. http://dx.doi.org/10.3208/sandf1972.26.2_97.

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32

Nukala, Phani K. V. V., Pallab Barai, and Rahul Sampath. "An algorithm for simulating fracture of cohesive–frictional materials." Journal of Statistical Mechanics: Theory and Experiment 2010, no. 11 (November 2, 2010): P11004. http://dx.doi.org/10.1088/1742-5468/2010/11/p11004.

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33

Kodikara, Jayantha K., and Ian D. Moore. "Axial Response of Tapered Piles in Cohesive Frictional Ground." Journal of Geotechnical Engineering 119, no. 4 (April 1993): 675–93. http://dx.doi.org/10.1061/(asce)0733-9410(1993)119:4(675).

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34

Luding, S. "Shear flow modeling of cohesive and frictional fine powder." Powder Technology 158, no. 1-3 (October 2005): 45–50. http://dx.doi.org/10.1016/j.powtec.2005.04.018.

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35

Saloustros, Savvas, Luca Pelà, and Miguel Cervera. "A crack-tracking technique for localized cohesive–frictional damage." Engineering Fracture Mechanics 150 (December 2015): 96–114. http://dx.doi.org/10.1016/j.engfracmech.2015.10.039.

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36

Artioli, E., S. Marfia, and E. Sacco. "VEM-based tracking algorithm for cohesive/frictional 2D fracture." Computer Methods in Applied Mechanics and Engineering 365 (June 2020): 112956. http://dx.doi.org/10.1016/j.cma.2020.112956.

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37

Liolios, Pantelis, and George Exadaktylos. "A smooth hyperbolic failure criterion for cohesive-frictional materials." International Journal of Rock Mechanics and Mining Sciences 58 (February 2013): 85–91. http://dx.doi.org/10.1016/j.ijrmms.2012.09.001.

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38

Jones, Robert, Hubert M. Pollock, Derek Geldart, and Ann Verlinden-Luts. "Frictional forces between cohesive powder particles studied by AFM." Ultramicroscopy 100, no. 1-2 (July 2004): 59–78. http://dx.doi.org/10.1016/j.ultramic.2004.01.009.

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39

Bergado, D. T., J. C. Chai, H. O. Abiera, M. C. Alfaro, and A. S. Balasubramaniam. "Interaction between cohesive-frictional soil and various grid reinforcements." Geotextiles and Geomembranes 12, no. 4 (January 1993): 327–49. http://dx.doi.org/10.1016/0266-1144(93)90008-c.

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40

Hambleton, J. P., and A. Drescher. "Approximate model for blunt objects indenting cohesive-frictional materials." International Journal for Numerical and Analytical Methods in Geomechanics 36, no. 3 (January 5, 2011): 249–71. http://dx.doi.org/10.1002/nag.1004.

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41

Tamagnini, Claudio, René Chambon, and Denis Caillerie. "A second gradient elastoplastic cohesive-frictional model for geomaterials." Comptes Rendus de l'Académie des Sciences - Series IIB - Mechanics 329, no. 10 (October 2001): 735–39. http://dx.doi.org/10.1016/s1620-7742(01)01393-9.

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42

Karihaloo, B. L., and Q. Z. Xiao. "Asymptotic fields ahead of mixed mode frictional cohesive cracks." ZAMM - Journal of Applied Mathematics and Mechanics / Zeitschrift für Angewandte Mathematik und Mechanik 90, no. 9 (August 26, 2010): 710–20. http://dx.doi.org/10.1002/zamm.200900386.

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43

Sfantos, G. K., and M. H. Aliabadi. "Modelling Intergranular Microfracture Using a Boundary Cohesive Grain Element Formulation." Key Engineering Materials 324-325 (November 2006): 9–12. http://dx.doi.org/10.4028/www.scientific.net/kem.324-325.9.

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In this paper, intergranular microfracture evolution in polycrystalline brittle materials is simulated using a cohesive grain boundary integral formulation. A linear cohesive law is used for modelling multiple microcracking initiation and propagation under mixed mode failure conditions, encountering the stochastic e=ects of the grain location, morphology and orientation. Furthermore, in cases where crack surfaces come into contact, slide or separate, fully frictional contact analysis is performed.

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44

Parrinello, Francesco, and Giuseppe Marannano. "Cohesive delamination and frictional contact on joining surface via XFEM." AIMS Materials Science 5, no. 1 (2018): 127–44. http://dx.doi.org/10.3934/matersci.2018.1.127.

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45

Senanayake, S. M. C. U., A. Haque, and H. H. Bui. "An experiment-based cohesive-frictional constitutive model for cemented materials." Computers and Geotechnics 149 (September 2022): 104862. http://dx.doi.org/10.1016/j.compgeo.2022.104862.

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46

Nan, Wenguang, and Yiqing Gu. "Experimental investigation on the spreadability of cohesive and frictional powder." Advanced Powder Technology 33, no. 3 (March 2022): 103466. http://dx.doi.org/10.1016/j.apt.2022.103466.

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47

Hasan, Layla Fadhil, and Akram Hasan Abd. "Geometrical profile of cohesive-frictional soil slopes for optimal stability." Periodicals of Engineering and Natural Sciences (PEN) 10, no. 1 (January 7, 2022): 323. http://dx.doi.org/10.21533/pen.v10i1.2613.

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48

Yu, H. S., and J. P. Carter. "Rigorous Similarity Solutions for Cavity Expansion in Cohesive‐Frictional Soils." International Journal of Geomechanics 2, no. 2 (April 2002): 233–58. http://dx.doi.org/10.1061/(asce)1532-3641(2002)2:2(233).

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49

Abd, A. H. "Earthquake-induced displacement of cohesive-frictional slopes subject to cracks." IOP Conference Series: Earth and Environmental Science 26 (September 9, 2015): 012046. http://dx.doi.org/10.1088/1755-1315/26/1/012046.

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50

Islam, M. Shafiqul, Grytan Sarkar, M. Rahanuma Tajnin, M. Rokonuzzaman, and T. Sakai. "Limit load of strip anchors in uniform cohesive-frictional soil." Ocean Engineering 190 (October 2019): 106428. http://dx.doi.org/10.1016/j.oceaneng.2019.106428.

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