Статті в журналах: "CONSOLIDATION BEHAVIOUR"

1

Wesley, L. D. "Consolidation behaviour of allophane clays." Géotechnique 51, no. 10 (December 2001): 901–4. http://dx.doi.org/10.1680/geot.2001.51.10.901.

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2

Keramatikerman, Mahdi, Amin Chegenizadeh, and Hamid Nikraz. "CONSOLIDATION BEHAVIOUR OF LIME-CEMENTED BENTONITE." International Journal of Engineering Applied Sciences and Technology 04, no. 11 (April 30, 2020): 54–58. http://dx.doi.org/10.33564/ijeast.2020.v04i11.011.

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3

Abid, M. M., and I. C. Pyrah. "Consolidation behaviour of finely laminated clays." Computers and Geotechnics 10, no. 4 (January 1990): 307–23. http://dx.doi.org/10.1016/0266-352x(90)90020-v.

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4

Yoshidomi, Takahiro, Koichi Iinuma, and Motohiro Sugiyama. "Influence of load increment ratio on one-dimensional consolidation behaviour." MATEC Web of Conferences 192 (2018): 02029. http://dx.doi.org/10.1051/matecconf/201819202029.

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In this study, we conducted a stage loading consolidation test with varying load increment ratio and investigated its effect. By adjusting the primary consolidation ratio of one-dimensional consolidation analysis with secondary consolidation taken into account, it is possible to reproduce the consolidation amount-time curve affected by the load increment ratio.

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5

Hiraga, Misa, Hiroyuki Kyokawa, and Junichi Koseki. "Experimental and analytical investigations of volume change behaviour of saturated expansive soils in oedometer test." E3S Web of Conferences 92 (2019): 10006. http://dx.doi.org/10.1051/e3sconf/20199210006.

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The chemical and mechanical behaviours of saturated bentonite were experimentally and analytically investigated. A series of oedometer tests on saturated bentonite was conducted. By replacing the cell fluid during the oedometer test, one-dimensional osmotic consolidation and swelling behaviour were observed. The experimental results were simulated numerically using a constitutive model by considering the influence of electrochemical phenomena of clay mineral crystals on the macrostructural behaviour. It was concluded that the typical mechanical swellability of water-saturated bentonite in oedometer test is affected by a positive dilatancy behaviour due to the lower shear strength. After the osmotic consolidation test, a lateral contraction of the specimen in the oedometer was observed; this affected the compressibility during the subsequent mechanical consolidation. It was also concluded that the concentration of Na+ in the pore fluid affects the specific mechanical properties of bentonite.

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6

Wu, Gang, Wei Xie, Hongyue Sun, Xin Yan, and Bihui Tang. "Consolidation behaviour with and without siphon drainage." Proceedings of the Institution of Civil Engineers - Geotechnical Engineering 171, no. 5 (October 2018): 462–70. http://dx.doi.org/10.1680/jgeen.17.00213.

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7

Lun, Patrick T. W., and Alan K. Parkin. "Consolidation behaviour determined by the velocity method." Canadian Geotechnical Journal 22, no. 2 (May 1, 1985): 158–65. http://dx.doi.org/10.1139/t85-022.

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The "velocity method," wherein settlement rate is plotted against time on double-log scales, has been used to analyse a series of stage load oedometer tests. Because of the greatly enhanced sensitivity of this form of analysis, the test programme has been designed to reexamine the effects of sample thickness, load increment duration, and load increment ratio. A comparison of Cv values by various methods is made, with the velocity method being used as reference because it is free from the two most important errors that affect other methods. A comparison is also made with other theoretical solutions to indicate the validity of using the simple Terzaghi solution curve.An examination of some aspects of secondary compression is made by means of tests on nonaqueous samples and on samples at different temperatures, and a further investigation is made on the effect of cell water salt content. All results point to a fairly unique final slope on the velocity diagram that is of particular significance for long-term predictions. Key words: clay, consolidation test, settlement rate, pore pressure, loading, temperature effect, time factor, creep.

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8

Khan, Faseel S., and Shahid Azam. "Determination of consolidation behaviour of clay slurries." International Journal of Mining Science and Technology 26, no. 2 (March 2016): 277–83. http://dx.doi.org/10.1016/j.ijmst.2015.12.014.

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9

Sun, Zhuang, Rafael Salazar-Tio, Andrew Fager, and Bernd Crouse. "Micromechanics Digital Rock: Parameterization of Consolidation Level using a Grain Contact Model." E3S Web of Conferences 366 (2023): 01015. http://dx.doi.org/10.1051/e3sconf/202336601015.

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The mechanical behaviour of sedimentary rocks is conditioned by the interactions at the grain-grain contacts. We present a micromechanics digital rock workflow based on a cohesive contact model and introduce a general parameterization that can capture two extreme contact behaviours: free grains and fixed grains, as well as any intermediate degree of grain consolidation. With this parametric cohesive contact model, we can simulate a wide range of sedimentary rocks, from unconsolidated to well-consolidated rocks. We present a benchmark study on several samples and compare with laboratory-measured elastic moduli to calibrate its degree of consolidation. Simulations that do not include the grain contact modelling, tend to overestimate the elastic moduli, which manifests the significance of this contribution to capture well the grain contact behaviour. To demonstrate the impact of properly capturing the degree of consolidation on the rock strength and failure pattern, we present results for numerical uniaxial compression testing. This workflow provides physics-based solution to complex grain contact behaviour, which complements laboratory core analysis, and can be useful to reveal underlying grain-scale processes governing rock mechanical behaviour.

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10

Sun, Huasheng, Jihua Zhang, Guodong Zhao, and Hao Wang. "Tunnel Behaviour Caused by Basement Excavation in Clay." Geofluids 2021 (March 29, 2021): 1–11. http://dx.doi.org/10.1155/2021/5570846.

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Many researchers have investigated the effect of basement excavation on tunnel deformation. However, the influence of consolidation on the interaction of basement-tunnel-soil is rarely considered or systematically studied in clay. In this study, three-dimensional coupled-consolidation finite element analyses were conducted to investigate the effect of consolidation on the tunnel response to excavation. An advanced nonlinear constitutive model was adopted, and numerical parametric investigations were conducted to study the effect of the excavation depth, tunnel stiffness, soil permeability coefficient, and consolidation time on the tunnel response. The results revealed that the basement excavation led to stress release, which caused tunnel heave. Owing to the dissipation of excess negative pore water pressure, the tunnel heave further increased to become approximately twice as large compared with that observed when the foundation pit excavation had just been completed. As the consolidation time increased, the longitudinal tunnel heave and tunnel diameter change caused by the foundation pit excavation gradually increased, but the growth rate was slower down. When the consolidation time changed from 50 days to 150 days, the maximum tunnel heave at the crown and the maximum tunnel diameter change increased by 1.18 and 1.48 times, respectively. The soil’s permeability coefficient did not have a significant effect on the tunnel heave at the crown nor on the tunnel diameter change. The results obtained by this study are expected to be useful as an engineering reference for the analysis of soil structure problems in clay.

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11

Khelalfa, Houssam. "The consolidation matrix and the consolidation circle." Acta Geotechnica Slovenica 17, no. 2 (2020): 56–64. http://dx.doi.org/10.18690/actageotechslov.17.2.56-64.2020.

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In geotechnical engineering, the consolidation and settlement of structures are among the major problems an engineer must deal with. An appropriate estimation of a soil’s settlement is of significant importance, since it directly influences the performance of buildings and infrastructures that are built on soil.The compressibility characteristics of soils form one of the most important parameters required in the design of foundations. The compressibility behaviour of soils islargely dependent on the compression index, the properties and the parameters of the soil. A number of empirical correlations have been developed in the literature that aresupposedto connect the compression index to other soil parameters. The main objectives of this research were to study the relationships between the compression index (Cc) and the swelling index (Cs), and to investigate the effects of the natural void ratio (e0) and the over-consolidation ratio (OCR) on Cc and Cs, in order to combine them with the pre-compression stress (Pc), the consolidation duration (Tc) and the settlement (Su).Consequently, aconsolidation matrix and a consolidation circle are proposed, which gives us a new method and model to facilitate the calculations of the parameters involved in the soil consolidation, so as to summarize the consolidation phenomenon.

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12

Guo, Cai Xia, and Rui Qian Wu. "Analysis of One-Dimensional Thermal Consolidation for Saturated Soil Considering Different Permeabilities." Advanced Materials Research 919-921 (April 2014): 641–44. http://dx.doi.org/10.4028/www.scientific.net/amr.919-921.641.

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Based on the analytical solutions of pore-water pressure and settlement. Problems of the one-dimensional thermal consolidation of saturated soil considering three different permeabilities were analyzed. Aiming at each permeability of thermal consolidation theory, compared with the corresponding Terzaghis consolidation theory, the one-dimensional thermal consolidation behaviour of saturated soil was analyzed in terms of excess pore-water pressure, the settlement. The results show that the permeability plays an important role in the thermal consolidation. The more permeability, the quicker pore-water pressure dissipation and the rate of settlement. Settlement of ground is more sensitive to temperature condition than the excess pore-water pressure. The behaviour of excess pore-water pressure in the process of thermal consolidation is very similar to the corresponding Terzaghis theory.

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13

Hutchinson, J. N. "A sliding–consolidation model for flow slides." Canadian Geotechnical Journal 23, no. 2 (May 1, 1986): 115–26. http://dx.doi.org/10.1139/t86-021.

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A model is proposed for the behaviour of flow slides in loose, cohesionless materials in which the debris spreads out as a uniform sheet. Excess pore-fluid pressures are assumed to be generated, for example by undrained loading arising from the collapse of metastable structure, in the source area of the flow slide. Under the influence of these, the leading element of the debris moves downslope by basal sliding, consolidating as it does so by single, upward drainage. As a result, the pore pressure at the base of the element eventually decays to a value that brings the element to rest, hence defining the run-out of the flow slide. The model is applicable, in principle, to subaqueous and subaerial flow slides and to pore fluids consisting of water, gas, or both of these. The predictions of the model are tested against the observed behaviour and measured properties of the 1966 flow slide at Aberfan, South Wales. The results show that a sliding–consolidation model provides a possible mechanism for that event. Key words: Cohesionless material, loose metastable structure, partial liquefaction, excess pore-fluid pressure, basal sliding, consolidation, flow slide, acceleration, velocity, run-out.

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14

Vaid, Y. P. "Effect of consolidation history and stress path on hyperbolic stress–strain relations." Canadian Geotechnical Journal 22, no. 2 (May 1, 1985): 172–76. http://dx.doi.org/10.1139/t85-024.

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The hyperbolic approximation of the stress–strain behaviour of soil based on the results of conventional triaxial tests, which is used in incremental elastic analysis of soil deformation problems, is shown to be inapplicable for representing soil behaviour under anisotropic consolidation and different stress paths. Test results on a normally consolidated clay are presented to show that a separate hyperbolic representation of stress–strain behaviour is possible for each consolidation history and stress path if increment in deviator stress after consolidation, rather than deviator stress, is used as the stress variable. Hyperbolic parameters are thus shown to depend on test type.

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15

Kim, Yun Tae, and S. Leroueil. "Modeling the viscoplastic behaviour of clays during consolidation: application to Berthierville clay in both laboratory and field conditions." Canadian Geotechnical Journal 38, no. 3 (June 1, 2001): 484–97. http://dx.doi.org/10.1139/t00-108.

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To analyze the effects of strain rate and viscoplastic strain on consolidation of natural clay, this paper presents a nonlinear viscoplastic model in which viscoplastic behaviour is modeled by a unique effective stress (σ'v) viscous strain (εv) viscous strain rate (ε·v) relationship. The proposed model can consider the effects of strain rate and viscoplastic strain on consolidation, to take into account the difference in strain rate between laboratory and field conditions, and the combined processes of generation and dissipation of pore pressure during consolidation. This model can also predict the behaviour of clay during stepwise loading, constant rate of strain, and relaxation of effective stress. The predicted values using numerical analysis are compared with measured values in laboratory tests and in situ, under an embankment built on soft clay at Berthierville, Quebec. It is possible to estimate the consolidation behaviour of natural clay with reasonable accuracy using the proposed nonlinear viscoplastic model.Key words: consolidation, soft clay, strain rate, viscoplastic, relaxation.

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16

Rao, Sudhakar M., and T. Thyagaraj. "Swell–compression behaviour of compacted clays under chemical gradients." Canadian Geotechnical Journal 44, no. 5 (May 1, 2007): 520–32. http://dx.doi.org/10.1139/t07-002.

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The present study examines the effect of inflow of sodium chloride solutions on the swell–compression behaviour of compacted expansive clays under a range of external loads. Inflow of sodium chloride solutions reduced the swell magnitudes and pressures and even caused the compacted clay specimens to experience compressive strains in oedometer tests. The axial strain difference of specimens inundated with sodium chloride solutions and distilled water at a constant effective stress predicted the osmotic consolidation strains of a saturated clay specimen from an increase in osmotic suction in the pore fluid. Specimens exposed to larger osmotic suction gradients (Δπ) are predicted to experience larger osmotic consolidation strains. The predicted osmotic consolidation strains exceeded the experimental osmotic consolidation strains. The free-swell and load method and the swell under load procedure predicted different swell pressures owing to differences in strain contributions at the microstructure and macrostructure levels. The increase in osmotic suction in pore water apparently acts as an equivalent net stress (ρπ) that favours a reduction in swell potential of the compacted clay specimens due to a reduction in reversible swelling strains from an increase in net stress and irreversible macrostructural component that decreases because the distance of the stress point to the load–collapse (LC) curve decreases.Key words: compacted clays, chemical gradients, osmotic consolidation, suction, swell.

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17

Bihs, Annika, Mike Long, Steinar Nordal, and Priscilla Paniagua. "Consolidation parameters in silts from varied rate CPTU tests." AIMS Geosciences 7, no. 4 (2021): 637–68. http://dx.doi.org/10.3934/geosci.2021039.

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<abstract> <p>The interpretation of dissipation tests from cone penetration tests (CPTU) in silt is often considered challenging due to the occurrence of an unknown degree of partial consolidation during penetration which may influence the results significantly. The main objective of the present study is to investigate the influence of penetration rate and hence partial consolidation in silt deposits on the interpretation of consolidation parameters. Rate dependency studies have been carried out so as to give recommendations on how to establish design consolidation parameters in silts and consider the effect of partial consolidation on the development of design parameters. A comprehensive field and laboratory research program has been conducted on a silt deposit in Halsen-Stj?rdal, Norway. Alongside performing various rate penetration CPTU tests with rates varying between 0.5 mm/s and 200 mm/s, dissipation tests were executed to analyze the consolidation behaviour of the soil deposit. Furthermore, a series of soil samples have been taken at the site to carry out high quality laboratory tests. Correction methods developed for non-standard dissipation tests could be successfully applied to the silt deposit indicating partial consolidation. The results revealed an underestimation of the coefficient of consolidation if partial consolidation is neglected in the analysis, emphasizing the importance of considering the drainage conditions at a silt site thoroughly. To study the drainage conditions of a soil deposit a recently proposed approach has been applied introducing a normalized penetration rate to differentiate between drained and undrained behaviour during penetration. It is suggested that a normalized penetration rate of less than 0.1–0.2 indicate drained behaviour while a normalized penetration rate above 40–50 indicate undrained behaviour. Finally, available dissipation test data from a Norwegian Geo-Test Site (NGTS) in Halden, Norway have been used to successfully verify the recommendations made for silts.</p> </abstract>

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18

Razouki, Sabah Said. "Radial consolidation clay behaviour under haversine cyclic load." Proceedings of the Institution of Civil Engineers - Ground Improvement 169, no. 2 (May 2016): 143–49. http://dx.doi.org/10.1680/grim.14.00017.

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19

Harvey, D. P., R. Kalyanaraman, and T. S. Sudarshan. "Consolidation and mechanical behaviour of nanocrystalline iron powder." Materials Science and Technology 18, no. 9 (September 2002): 959–63. http://dx.doi.org/10.1179/026708302225004757.

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20

Goddard, Brandi, Monica Figueroa, Ahlam Abdulnabi, and Nicholas Beier. "Mine Waste: Consolidation Behaviour of Precious Metal Tailings." Alberta Academic Review 2, no. 2 (September 10, 2019): 29–30. http://dx.doi.org/10.29173/aar41.

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All mine processing plants generate waste. These byproducts include waste rock and a fine-grained slurry referred to as ‘tailings’ (Beier, 2015). The primary objective of treating tailings is to remove water, to enhance strength and stiffness (Sobkowicz and Morgenstern, 2009). Studying the geotechnical properties of tailings is essential to understand consolidation behaviour and facilitate land reclamation. Moreover, the geochemical characteristics of tailings should be examined to examine the potential onset of acid rock drainage (ARD). Acid rock drainage occurs when pH falls below 4, which can cause metal heavy leaching as they become present in solution. This study investigates both the geotechnical and geochemical behaviour of precious metal tailings in atmospheric conditions. The geochemical parameters of interest are pH, redox potential (Eh) and electric conductivity (Ec). The Large Strain Consolidation test (LSC) was implemented to characterize the compressibility behaviour of the sample. Accordingly, the amount of deformation that the tailings underwent was measured as they were loaded to different effective stresses. In addition, the hydraulic conductivity or the velocity of water flow was measured at the end of each consolidation step. Furthermore, the chemical parameters were evaluated using standardized probes. The tailings exhibit high compressibility during self-weight consolidation due to a combination of high initial void ratio and a high initial saturated hydraulic conductivity. In addition, hydraulic conductivity decreases nonlinearly as the samples are loaded because loading reduces the pore volume. The permeability decreased two orders of magnitude during loading, from 2.14E-05 m/s to 1.60E-7 m/s. From the geochemical point of view, there is no significant change in pH as the tailings consolidate. In this scenario, the presence of calcium carbonate has an acid-neutralizing capacity. Moreover, there is a slight increase in both redox potential and electric conductivity due to exposure to the atmosphere. The increasing trend of redox potential had a slope of 10 mV per day. While the slope of electric conductivity was 9 mS/cm per day.

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21

Abid, M. M., and I. C. Pyrah. "Consolidation behaviour of finely laminated clays. Technical note." International Journal of Rock Mechanics and Mining Sciences & Geomechanics Abstracts 28, no. 6 (November 1991): A352. http://dx.doi.org/10.1016/0148-9062(91)91306-c.

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22

Chu, J., M. H. Goi, and T. T. Lim. "Consolidation of cement-treated sewage sludge using vertical drains." Canadian Geotechnical Journal 42, no. 2 (April 1, 2005): 528–40. http://dx.doi.org/10.1139/t04-114.

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The disposal of sewage sludge and other waste materials has become a problem in many cities around the world. A study on the use of sewage sludge and other waste materials for land reclamation has been conducted. One of the methods studied is to dispose of the sludge after it has been mixed with binders or other waste materials and then to consolidate the mixture on site using surcharge and prefabricated vertical drains (PVDs). To study the consolidation behaviour of the sludgebinder mixtures around PVDs, model tests using a fully instrumented consolidation tank were conducted. Some of the test results are presented in this paper. The study shows that PVDs are effective in consolidating the sludge and binder mixtures, provided that the PVDs used can sustain large bending and resist corrosion by the chemicals in the sludge.Key words: consolidation, geoenvironmental, land reclamation, prefabricated vertical drains.

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23

Walenna, Muhammad A. "Investigating the Consolidation Behaviour of Cement-Bentonite Barrier Materials Containing PFA and GGBS." Civil Engineering Journal 9, no. 3 (March 1, 2023): 512–30. http://dx.doi.org/10.28991/cej-2023-09-03-02.

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Cement-Bentonite (CB) barriers are expected to become a sustainable and reliable engineering solution. The deformation of CB is of interest to engineers to comprehend, particularly how CB responds to changes in loading during its construction and service life. The purpose of this study was to examine how samples of CB mixtures behaved during consolidation. This study investigated: (1) the influence of curing time and constituent materials on the consolidation properties of CB samples, (2) the volumetric change and the rate of volumetric change in response to a specific loading condition via consolidation tests. For this purpose, a laboratory consolidation test with a load range of 50 to 3200 kPa was carried out in accordance with BS 1377-7:1990 using the oedometer apparatus. This study discovered that the consolidation characteristics of CB samples are similar to those of overconsolidated soil. The CB sample became more resistant to consolidation under varying loads as curing progressed. The presence of more bentonite resulted in an increase in the recompression index. The inclusion of GGBS contributed to the consolidation characteristics of CB through the following mechanisms: (1) the significant decrease of the degree of consolidation with a curing period longer than 28 days, despite the slow strength development of the early-age curing; (2) the increase of the preconsolidation pressure; and the addition of GGBS was found to be more effective than the addition of more bentonite in increasing the preconsolidation pressure. Doi: 10.28991/CEJ-2023-09-03-02 Full Text: PDF

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24

Kali, Moeketsi. "SITUATING CIVIL SOCIETY IN DEMOCRATIC CONSOLIDATION IN LESOTHO." Journal of Public Administration and Development Alternatives 5, no. 2 (September 1, 2020): 1–17. http://dx.doi.org/10.55190/zsdg1347.

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Civil society is not only capable of helping start the transition to democracy but also able to help deepen democracy. Based on this premise, this article examines the role of civil society in the process of democratic consolidation in Lesotho. It aims to situate civil society in the entire process and efforts of consolidating democracy. To accomplish this endeavour, this article extensively examines the available relevant literature and data by relying on discourse analysis. It establishes that civil society in Lesotho plays a significant role in consolidating democracy through diverse activities such as advocacy, aggregation of interests, lobbying, and provision of civic education. Social protests are found to be one of the most preferred approaches of influencing policy in the direction of democratic consolidation, especially when the government is unresponsive to public needs. The article also revealed that in many instances, the government of Lesotho abuses its powers by violating civil and political rights. This behaviour seems to be the main impediment to democratic consolidation since civil society is largely assuming its role in the country. The article suggests that civil society should do more to deter the state’s abuse of power while the government should refrain from perpetuating human rights violations so as to enable the country’s democracy to consolidate. Keywords: Civil society, Christian Council of Lesotho, Democratic consolidation, Transformation Resource Centre, National University of Lesotho.

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Berilgen, Saadet A., Mehmet M. Berilgen, and Kutay Özaydın. "Determination of consolidation behaviour of Haliç dredged material by using a seepage‐induced consolidation test." Management of Environmental Quality: An International Journal 16, no. 6 (December 2005): 681–90. http://dx.doi.org/10.1108/14777830510623745.

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Estabragh, A. R., A. A. Javadi, and J. C. Boot. "Effect of compaction pressure on consolidation behaviour of unsaturated silty soil." Canadian Geotechnical Journal 41, no. 3 (June 1, 2004): 540–50. http://dx.doi.org/10.1139/t04-007.

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The effect of compaction pressure on subsequent soil behaviour during isotropic consolidation has been investigated by conducting controlled-suction triaxial tests on samples of an unsaturated compacted silty soil. A comprehensive set of laboratory experiments was carried out in a double-walled triaxial apparatus on samples of unsaturated soil that were prepared using two different compaction pressures. The axis translation technique was used for creating the desired suctions in the samples. In the experiments, the soil samples were subjected to isotropic consolidation under constant suctions. The results show that different compaction pressures produce different fabrics in a soil and therefore affect the behaviour of the soil. The results also show that the value of yield stress and the location of the loadingcollapse (LC) yield curve are functions of soil fabric. Furthermore, it is shown that the slopes of normal consolidation lines for densely and loosely compacted samples differ in unsaturated conditions but are the same in saturated soils. A comparison is made between the behaviour of the dense and loose samples, and the difference in the behaviour is explained.Key words: suction, unsaturated soil, compaction, consolidation, soil fabric.

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27

Zhang, Wen-Wei, Guofu Zhu, Ren Wang, and Qingshan Meng. "Solution charts for the consolidation of circular footings embedded in a finite stratum." Canadian Geotechnical Journal 46, no. 6 (June 2009): 708–18. http://dx.doi.org/10.1139/t09-005.

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This technical note used the finite element method to investigate the consolidation behaviour of circular footings embedded in a finite stratum based on Biot’s consolidation theory. The influence of three factors on the degree of consolidation settlement was examined: (1) the ratio of the buried depth to the thickness of the stratum, (2) the ratio of the footing radius to the thickness of the stratum, and (3) the Poisson’s ratio of the soil skeleton. Based on the results of analysis, new normalized time factors are suggested. It is shown that the degree of consolidation exhibits very good normalized behaviour using the time factors. The authors also present solution charts for determining the degree of consolidation settlement of circular footings embedded in a finite stratum. These charts can provide engineers with a quick answer to the design issues. The maximum error caused by using the solution charts is within 3%.

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28

Chatterjee, Santiram, David J. White, and Mark F. Randolph. "Coupled consolidation analysis of pipe–soil interactions." Canadian Geotechnical Journal 50, no. 6 (June 2013): 609–19. http://dx.doi.org/10.1139/cgj-2012-0307.

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Current design practice for pipe–seabed interaction in soft soils is generally based on the assumption of undrained behaviour throughout laying and subsequent operation. In reality, drainage and consolidation around a partially embedded pipe can have a marked effect on the vertical penetration and horizontal breakout resistance. In this paper, a large-deformation finite element methodology coupled with the “modified Cam clay” plasticity soil model has been developed to study the coupled consolidation behaviour of soil around partially embedded seabed pipelines. Simulations of penetration show that after laying, subsequent consolidation leads to further embedment by an amount dependent on the level of drainage that occurred during laying. Also, if the pipe is embedded under undrained conditions, the waiting period between laying and operation allows the soil around the pipe to consolidate under the pipe self-weight. The consolidation process results in an increase in the strength of the soil. The lateral breakout resistance and the direction of pipe movement on breakout thus depend on the consolidated strength of the soil around the pipe, as well as the applied loading. The envelopes of vertical–lateral combined loading bearing capacity differ markedly from those predicted assuming undrained behaviour throughout.

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29

Wickland, Benjamin E., G. Ward Wilson, and Dharma Wijewickreme. "Hydraulic conductivity and consolidation response of mixtures of mine waste rock and tailings." Canadian Geotechnical Journal 47, no. 4 (April 2010): 472–85. http://dx.doi.org/10.1139/t09-115.

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Hydraulic conductivity and consolidation behaviour are examined for an alternative mine waste disposal technique. One type of waste rock, one type of tailings, and mixtures of the same waste rock and tailings were tested in bench-scale and column studies. Specimens 150 mm in diameter were tested for hydraulic conductivity by falling-head method alternated with one-dimensional consolidation, specimens 300 mm in diameter were tested for one-dimensional consolidation response, and specimens 1 m in diameter were tested for self-weight consolidation behaviour in 6 m high columns. Deformation of mixtures under one-dimensional loading was similar to that of waste rock alone and much less than that of tailings alone. Hydraulic conductivity of mixtures was similar to that of tailings alone and independent of specimen diameter. Mixture behaviour was attributed to a homogeneous structure including waste rock in particle-to-particle contact and a continuous, saturated matrix of tailings. The results indicate that mixing waste rock and tailings can produce dense deposits with values of hydraulic conductivity that are orders of magnitude lower than those of waste rock alone, thereby limiting fluxes through the waste and the associated potential for acid rock drainage. Mixture deposits will also have less consolidation-related settlement than tailings, thus improving stability and aiding reclamation.

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30

Jia, R., J. C. Chai, T. Hino, and Z. S. Hong. "Strain-rate effect on consolidation behaviour of Ariake clay." Proceedings of the Institution of Civil Engineers - Geotechnical Engineering 163, no. 5 (October 2010): 267–77. http://dx.doi.org/10.1680/geng.2010.163.5.267.

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31

Shokouhi, Ali, Chenming Zhang, and David J. Williams. "Settling, consolidation and desiccation behaviour of coal tailings slurry." Mining Technology 127, no. 1 (April 11, 2017): 1–11. http://dx.doi.org/10.1080/14749009.2017.1308691.

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32

Lee, Myung Ho. "Electrically induced settling and consolidation behaviour of soft soil." KSCE Journal of Civil Engineering 11, no. 4 (July 2007): 185–91. http://dx.doi.org/10.1007/bf02823983.

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33

Ludovico-Marques, Marco, and Carlos Chastre. "Effect of consolidation treatments on mechanical behaviour of sandstone." Construction and Building Materials 70 (November 2014): 473–82. http://dx.doi.org/10.1016/j.conbuildmat.2014.08.005.

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34

Han, Shuoshuo, Nathan L. Bangs, Suzanne M. Carbotte, Demian M. Saffer, and James C. Gibson. "Links between sediment consolidation and Cascadia megathrust slip behaviour." Nature Geoscience 10, no. 12 (November 20, 2017): 954–59. http://dx.doi.org/10.1038/s41561-017-0007-2.

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35

Toniolo, L., A. Paradisi, S. Goidanich, and G. Pennati. "Mechanical behaviour of lime based mortars after surface consolidation." Construction and Building Materials 25, no. 4 (April 2011): 1553–59. http://dx.doi.org/10.1016/j.conbuildmat.2010.08.010.

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36

Saix, C., P. Devillers, and M. S. El Youssoufi. "Éléments de couplage thermomécanique dans la consolidation de sols non saturés." Canadian Geotechnical Journal 37, no. 2 (April 1, 2000): 308–17. http://dx.doi.org/10.1139/t99-112.

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Анотація:

Thermomechanical couplings in the consolidation of an unsaturated clayey silty sand are investigated. The couplings are analysed through the influence of the temperature (relative to the total vertical stress) on the mechanical characteristics (relative to thermal) of the consolidation. They are evidenced by means of two types of tests (thermal consolidation and mechanical consolidation). The two types of tests lead to quantitative results comparable with regards to characteristic parameters of both types of consolidation. Some elements of interpretation are proposed to integrate all of the experimental results within a framework of thinking resorting to the thermoelastoplastic behaviour of the soil under study and to the thermal and mechanical hardening phenomena.Key words: unsaturated soils, consolidation, thermal, mechanical, coupling, hardening.

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37

Leroueil, S., J. Tardif, M. Roy, P. La Rochelle, and J. M. Konrad. "Effects of frost on the mechanical behaviour of Champlain Sea clays." Canadian Geotechnical Journal 28, no. 5 (October 1, 1991): 690–97. http://dx.doi.org/10.1139/t91-083.

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This paper presents the mechanical behaviour of Champlain Sea clays when subjected to one cycle of freeze-thaw. It appears that most of the characteristics, namely, the undrained shear strength, the thaw consolidation volume change, and the strength after consolidation, are related to the initial liquidity index and can thus be easily predicted. Results also show that frozen–thawed Champlain Sea clays present a dilatant behaviour very similar to that of granular materials. Key words: sensitive clays, frost, laboratory, strength, compressibility.

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38

Thang, Nguyen Ngoc. "Creep behaviour of saturated clay subjected to cyclic loading in plain strain condition." Journal of Science and Technology in Civil Engineering (STCE) - HUCE 17, no. 2 (June 26, 2023): 35–46. http://dx.doi.org/10.31814/stce.huce2023-17(2)-04.

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Creep of clayey soils is defined as the time-dependent deformation under sustained stresses, due to viscous behavior of the soil skeletons. Creep behavior of soil depend upon main factors which include time, temperature, soil type, soil structure, stress history, stress state and drainage conditions. In this study, a series of one-dimensional oedometer laboratory creep tests were conducted on samples subjected to cyclic loading in order to study the effect of overconsolidation ratio (OCR) and duration of preloading on the secondary consolidation coefficient of the soft clay. Test results reveal that the secondary consolidation coefficient of theoverconsolidated samples are smaller than that of the normally consolidated samples, and decreases with increasing OCR with a drastic drop for OCR values close to 1. On the basis of the isotache model, an equation for secondary consolidation coefficient compression index is proposed as a function of OCR and duration of preloading. The laboratory tests show that the actual measured secondary consolidation coefficient is independent of time. Therefore, to comply with this reality, the proposed equation was modified to be independent of time and laboratory test results were used to calibrate parameters of the newly proposed equation.

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39

Powell, J. Suzanne, W. Andy Take, Greg Siemens, and V. H. Remenda. "Time-dependent behaviour of the Bearpaw Shale in oedometric loading and unloading." Canadian Geotechnical Journal 49, no. 4 (April 2012): 427–41. http://dx.doi.org/10.1139/t2012-004.

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Анотація:

Time-dependent behaviour can have a significant influence on the compressibility characteristics of soils. However, most of the research on this topic has investigated the behaviour of soft soils. In this paper, the time-dependent behaviour of a hard clay shale (Bearpaw Shale) is investigated using both one-dimensional multi-staged loading (MSL) oedometer and constant rate of strain (CRS) oedometer consolidation tests conducted on 25.0 and 16.9 mm diameter specimens. The results show that soft clays and hard clay shales that share the same Cαe/[Formula: see text] ratio (where Cαe is the secondary compression index and [Formula: see text] is the incremental compression index) will show the same approximately 7% change in pre-consolidation pressure for an increase of one log cycle of strain rate despite the many orders of magnitude difference in pre-consolidation pressure. In the case of the Bearpaw Shale, this 7% change in pre-consolidation pressure corresponds to approximately 700 kPa. The time-dependent behaviour of the Bearpaw Shale during unloading (Cαe/[Formula: see text], where [Formula: see text] is the incremental swelling index) was observed to follow a similar ratio to that observed in compression (Cαe/[Formula: see text]). While the exact nature of the compression and swelling events that have occurred over the life of the Bearpaw Formation is not clear, the influence of secondary compression cannot be ignored for interpretation of the geological history of this deposit.

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40

Muir Wood, David. "Analysis of consolidation with constant rate of displacement." Canadian Geotechnical Journal 53, no. 5 (May 2016): 740–52. http://dx.doi.org/10.1139/cgj-2015-0405.

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The “constant rate of strain” consolidation test has been widely used for several decades to provide a continuous load–displacement response. An exact theoretical solution can be obtained for this consolidation problem. Two other solution techniques have pedagogic advantage in their simplicity, and in their ability to (i) clarify the phases of response of the consolidating sample and (ii) be extended to incorporate additional details of material response or testing configuration. The parabolic isochrone technique imposes a particular mode shape on the isochrones at all times. Treating the sample as a single system, and applying the boundary conditions at the system level, the governing equation becomes an ordinary differential equation. For more elaborate soil properties or experimental procedures a finite difference description of the problem is readily programmed and solved. These solution techniques are used to illustrate the importance of distinguishing between the observed response of the system — the soil specimen under test — and the behaviour of the soil elements that make up this system. Examples are given of erroneous conclusions that might be drawn if this distinction is not recognised.

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41

Juneja, Ashish, and Anurag Shantaram Chafale. "Consolidation behaviour of double-porosity clay using flexible wall permeameter." Proceedings of the Institution of Civil Engineers - Ground Improvement 172, no. 3 (August 2019): 179–91. http://dx.doi.org/10.1680/jgrim.18.00060.

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42

Turki, Djamel, Messaoud Saidani, El-habib Belarbi, and Nouria Fatah. "Investigation of the effect of consolidation on cement flow behaviour." Advances in Cement Research 32, no. 7 (July 2020): 315–22. http://dx.doi.org/10.1680/jadcr.17.00178.

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43

Ittershagen, T., J. Schwedes, and A. Kwade. "A new powder tester to investigate the anisotropic consolidation behaviour." Powder Technology 211, no. 1 (July 2011): 85–89. http://dx.doi.org/10.1016/j.powtec.2011.03.038.

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44

Dutta, Jagori, and Anil Kumar Mishra. "Consolidation behaviour of bentonites in the presence of salt solutions." Applied Clay Science 120 (February 2016): 61–69. http://dx.doi.org/10.1016/j.clay.2015.12.001.

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45

Thyagaraj, T., and Sudhakar M. Rao. "Osmotic Swelling and Osmotic Consolidation Behaviour of Compacted Expansive Clay." Geotechnical and Geological Engineering 31, no. 2 (December 2, 2012): 435–45. http://dx.doi.org/10.1007/s10706-012-9596-0.

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46

Khan, Faseel S., and Shahid Azam. "A framework for coupled consolidation-desiccation behaviour of clay slurries." International Journal of Mining Science and Technology 28, no. 2 (March 2018): 275–80. http://dx.doi.org/10.1016/j.ijmst.2017.12.007.

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47

Islam, Shriful, David J. Williams, Marcelo Llano-Serna, and Chenming Zhang. "Settling, consolidation and shear strength behaviour of coal tailings slurry." International Journal of Mining Science and Technology 30, no. 6 (November 2020): 849–57. http://dx.doi.org/10.1016/j.ijmst.2020.03.013.

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48

Fassihi, A. R. "Consolidation behaviour of polymeric substances in non-disintegrating solid matrices." International Journal of Pharmaceutics 44, no. 1-3 (June 1988): 249–56. http://dx.doi.org/10.1016/0378-5173(88)90122-6.

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49

Ponraj, N. Vijay, A. Azhagurajan, and S. C. Vettivel. "Microstructure, consolidation and mechanical behaviour of Mg/n-TiC composite." Alexandria Engineering Journal 55, no. 3 (September 2016): 2077–86. http://dx.doi.org/10.1016/j.aej.2016.06.033.

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50

Grimi, Nabil, Eugène Vorobiev, Nikolaï Lebovka, and Jean Vaxelaire. "Solid–liquid expression from denaturated plant tissue: Filtration–consolidation behaviour." Journal of Food Engineering 96, no. 1 (January 2010): 29–36. http://dx.doi.org/10.1016/j.jfoodeng.2009.06.039.

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