Статті в журналах: "Remolded clay"

1

Chu, Chengfu, Zilong Wu, Yongfeng Deng, Yonggui Chen, and Qiong Wang. "Intrinsic compression behavior of remolded sand–clay mixture." Canadian Geotechnical Journal 54, no. 7 (July 2017): 926–32. http://dx.doi.org/10.1139/cgj-2016-0453.

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A series of incremental loading oedometer tests was conducted on pure clays and sand–clay mixtures with various sand/clay ratios and clay mineral compositions. The void indexes Iv and IvH were introduced to evaluate their intrinsic compressibility. Test results revealed that Iv was more suitable for depicting the compression behavior of pure clays than IvH; whereas, for the compressibility of sand–clay mixtures, the normalized compression line by using Iv was obviously different from that of pure clays and traditional soils due to the presence of sand particles. Therefore, a four-phase analysis framework of sand–clay mixtures was introduced to unify the intrinsic compression behavior of soils with and without sands. It was found that the updated clay void index Ivc parameter was effective to unify the soil’s compression behavior by excluding the influence of sand particles in clays before the sand skeleton formation. After the formation of the sand skeleton, the cluster particles change the stress distribution of mixtures, leading to less stress being applied on the clay matrix and thus the bifurcation of the intrinsic compression behavior.

2

Li, Jian, Shanxiong Chen, and Lingfa Jiang. "Dynamic Strength and Accumulated Plastic Strain Development Laws and Models of the Remolded Red Clay under Long-Term Cyclic Loads: Laboratory Test Results." Polish Maritime Research 22, s1 (September 1, 2015): 89–94. http://dx.doi.org/10.1515/pomr-2015-0038.

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Abstract The dynamic strength and accumulated plastic strain are two important parameters for evaluating the dynamic response of soil. As a special clay, the remolded red clay is often used as the high speed railway subgrade filling, but studies on its dynamic characteristics are few. For a thorough analysis of the suitability of the remolded red clay as the subgrade filling, a series of long-term cyclic load triaxial test under different load histories are carried out. Considering the influence of compactness, confining pressure, consolidation ratio, vibration frequency and dynamic load to the remolded red clay dynamic property, the tests obtain the development curves of the dynamic strength and accumulated plastic strain under different test conditions. Then, through curve fitting method, two different hyperbolic models respectively for the dynamic strength and accumulated plastic strain are built, which can match the test datum well. By applying the dynamic strength model, the critical dynamic strength of the remolded red clay are gained. Meanwhile, for providing basic datum and reference for relevant projects, all key parameters for the dynamic strength and accumulated plastic strain of the remolded red clay are given in the paper.

3

Zang, Meng, Jun Tai, and Haijun Lu. "Microstructure and Mechanical Properties of Expansive Clay under Drying–Wetting Cycle." Applied Sciences 13, no. 13 (June 24, 2023): 7464. http://dx.doi.org/10.3390/app13137464.

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Expansive clay is one of the most widely distributed soils in the world. Due to its rich content of strongly hydrophilic minerals—such as montmorillonite—expansive clay exhibits substantial swelling and shrinkage properties, and overconsolidation. The formation process of undisturbed expansive clay has a long and complicated geological history and innumerable drying–wetting cycles, resulting in the formation of special internal structures. In this study, the mud-to-natural-consolidation deposition process was simulated using a saturated mud-remolded sample preparation device, and then, mud-remolded soil under a certain consolidation pressure was prepared. Subsequently, the effects of the stress history and drying–wetting cycle on its mechanical properties and microstructure were examined through uniaxial consolidation compression experiments, K0 consolidation experiments, and pressure plate experiments of undisturbed soil, mud-remolded soil, and a drying–wetting cycle sample. The results showed that the mud-remolded soil completely broke the natural structure of the undisturbed soil, with the structural characteristics of the remolded soil being restored to a certain extent after the drying–wetting cycle. This not only reduced the void ratio of the soil sample, but also changed its compressibility and water retention characteristics, revealing the role of atmospheric drying–wetting cycles in the natural overconsolidation state of expansive clay and providing a theoretical basis for understanding their overconsolidation characteristics.

4

Waheed, Mohanned Q., and Noor M. Asmael. "Evaluation of Elasticity Modulus of Clayey Soil from Undrained Shear Strength." E3S Web of Conferences 427 (2023): 01028. http://dx.doi.org/10.1051/e3sconf/202342701028.

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The modulus of elasticity represents the soil stiffness; it was used to design and analyze the foundation, slope stability, retaining structure, etc. It is one of the main input parameters used in the finite element method for analyzing soil behavior. The scope of this study is to evaluate the correlation between the modulus of elasticity (E) and the cohesion of the soil (cu) for the remolded and undisturbed samples of clayey soil so it can assess the effect of lateral confining pressure on the soil modulus of elasticity. The unconfined test is chosen for remolded soil to identify the stress-strain behavior. After the experimental utilized is done, the test is modeled using the finite element method to study several states of soil. The PLAXIS program is utilized, and the results are compared with the practical results. The mohr-Coulomb model is chosen for this study because it is commonly used. Based on the results throughout this study, it can be concluded the simulation using the Mohr-Coulomb model of PLAXIS software gives good results for representing the unconfined compression test, so that for soft clay, the ratio between modulus of elasticity and cohesion is equal to (Eu = 30 cu) for remolded clay and (Eu = 55 cu) for undisturbed clay. While for stiff clay, it was equal (Eu = 65 cu) for remolded and (Eu = 120 cu) for undisturbed clay. The modulus of elasticity for the undisturbed is higher than for remolded clay, so the difference is almost double in the case of stiff clay. The lateral confining pressure affects the modules of soil; however, for soft clay, the range of soil modulus in the case of the drained test was (5 to 25 MPa), while the range is higher for the undrained case (18 to 54 MPa). Moreover, for stiff clay, the range was equal (11 to 100 MPa) for a drained test and between (18 to 100 MPa) for an undrained case.

5

Helle, Tonje Eide, Steinar Nordal, Per Aagaard, and Ole Kristian Lied. "Long-term effect of potassium chloride treatment on improving the soil behavior of highly sensitive clay — Ulvensplitten, Norway." Canadian Geotechnical Journal 53, no. 3 (March 2016): 410–22. http://dx.doi.org/10.1139/cgj-2015-0077.

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Re-establishing high salt concentration in leached low-saline, highly sensitive clays significantly improves their mechanical properties. Long-term effects on quick clay exposed to diffusion of potassium chloride (KCl) from salt wells installed in 1972 at Ulvensplitten, Oslo, Norway, are investigated. The increased undrained and remolded shear strengths, as well as increased Atterberg limits, remain 30 to 40 years later. The undisturbed shear strength increased from less than 10 to 25–30 kPa, and the remolded shear strength increased from less than 0.5 to more than 6 kPa. The liquid limit increased beyond the natural water content. Adding KCl to quick clay improved the properties to such an extent that it no longer appears as quick. Recent ground investigations in the area suggest a permanent effect on an engineering time scale. Consequently, the method may be suitable to prevent large flow slides in quick clay areas.

6

Liu, Xianru, Jianguang Li, Ren Yi, and Kuangjie Zhao. "Modified Cam-clay Model Parameters M of Kunming Red Clay." Journal of Physics: Conference Series 2455, no. 1 (March 1, 2023): 012019. http://dx.doi.org/10.1088/1742-6596/2455/1/012019.

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Abstract Red clay is widely distributed in Kunming. At present, there are many engineering projects in Kunming, and many engineering projects are built on red clay. Therefore, it is very important to study the mechanical properties of red clay. Kunming red clay was remolded and prepared, and triaxial consolidation drainage tests of remolded saturated clay with the same water content and different dry densities were designed. Through the triaxial consolidation drainage test, the shear strength parameters of Kunming saturated red clay and the modified Cam-clay model parameters are obtained. The experimental results show that the modified Cam-clay model parameters of saturated red clay with the same water content and dry density are basically equal, and the larger the dry density is, the larger the modified Cam-clay model parameter M of saturated red clay is. The test results can provide reference data for engineering design in the Kunming area and modified Cam-clay model simulation in the Kunming area.

7

Karakan, Eyyüb. "Comparative Analysis of Atterberg Limits, Liquidity Index, Flow Index and Undrained Shear Strength Behavior in Binary Clay Mixtures." Applied Sciences 12, no. 17 (August 28, 2022): 8616. http://dx.doi.org/10.3390/app12178616.

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In geotechnical engineering applications, it is very important to obtain the undrained shear strength of remolded soils accurately and reliably. This study aims to obtain a trustworthy solution to determine the undrained shear strength of remolded clay mixtures using Atterberg limit test results in various states of consistency. An experimental study was carried out involving a wide range of clay mixtures of varying plasticity and geological origin. In the analyses, the variation in the undrained shear strength of remolded soil depending on the cone penetration depth, water content, flow index, liquidity index and log liquidity index was investigated. In the study, the highest undrained shear strength of 100% Na-montmorillonite (NaM) was obtained at 171.89 kPa and 56.60% water content, while the lowest undrained shear strength was obtained for 100% Sepiolite (S) at 9.28 kPa and 31.65% water content. The results of this study revealed that the shear strength is significantly affected by soil conditions, rather than dominant clay mineral. Moreover, it was observed that the undrained shear strength at the plastic limit was approximately 30–35 times greater than that at the liquid limit. Equations for liquid limit–flow index and plasticity index–flow index were proposed. It was concluded that the interdependence between undrained shear strength, liquidity index, log liquidity index and flow index is not unique due to the different physical and chemical properties of clays.

8

Hara, Hisao, and Hosei Uehara. "Characteristics of Deformation on Remolded Shimajiri Clay." Doboku Gakkai Ronbunshu, no. 561 (1997): 109–18. http://dx.doi.org/10.2208/jscej.1997.561_109.

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9

Graham, J., and E. C. C. Li. "Comparison of Natural and Remolded Plastic Clay." Journal of Geotechnical Engineering 111, no. 7 (July 1985): 865–81. http://dx.doi.org/10.1061/(asce)0733-9410(1985)111:7(865).

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10

Barzegar, AR, RS Murray, GJ Churchman, and P. Rengasamy. "The strength of remolded soils as affected by exchangeable cations and dispersible clay." Soil Research 32, no. 2 (1994): 185. http://dx.doi.org/10.1071/sr9940185.

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The tensile strengths of remoulded samples of five Australian soils with differing clay type, texture and shrink-swell potential were measured as a function of exchangeable cations (Na, Ca and Mg) and exchangeable sodium percentage (ESP). Spontaneously and mechanically dispersible clays were also determined as a function of ESP. The tensile strength changed with the nature of the exchangeable cation, clay content and amounts of spontaneously and mechanically dispersible clay. In Ca-soils, the tensile strength was highly correlated with clay content and CEC. Regression analyses of data for soils containing various amounts of exchangeable sodium showed that mechanically and spontaneously dispersible clay were individually correlated with the tensile strength of remoulded soils. However, multiple regression analyses of these data indicated that spontaneously dispersible clay alone was a major predictor of the tensile strength of remoulded sodic soils. This suggests that measurement of spontaneously dispersible clay adequately accounts for the differences in tensile strengths of dry remoulded soils as influenced by ESP values. Analysis of variance of data for all the soils with varying ESP values showed that spontaneously dispersible clay was strongly correlated with clay content. Analyses of data for individual soil type showed that spontaneously dispersible clay was highly correlated with ESP. For each soil studied, increase in ESP resulted in increase of dispersible clay and hence in tensile strength. Although tensile strength increased with ESP, the rate of change of strength with ESP was different for each soil. Soil with the highest clay content gave rise to the greatest rate of change. The effect of exchangeable magnesium on tensile strength was similar to calcium. However, in two of the soils, exchangeable magnesium, in the presence of sodium, increased the strength slightly more than calcium, confirming the ionic radius effect of these elements.

11

Lefebvre, Guy, Karol Rohan, and Jean-Pierre Milette. "Erosivity of intact clay: Influence of the natural structure." Canadian Geotechnical Journal 23, no. 4 (November 1, 1986): 427–34. http://dx.doi.org/10.1139/t86-072.

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Erodibility drill hole tests have been conducted on three Eastern Canadian clays on intact structured specimens, on specimens destructured by consolidation, and on remolded and reconsolidated specimens. The intact structured clay is highly resistant to erosion; links between particles can resist high tractive stresses. The resistance to erosion is drastically decreased however when the clay is destructured by consolidation or remolding. The decrease varies from one clay to the other; after consolidation the resistance to erosion is very low for the St. Hyacinthe clay but still high for the St. Leon clay. The clays are even more erodible after remolding and reconsolidation, but important differences are still observed between the clays tested. The pore water salinity appears as a significant factor in the understanding of the different behaviour observed after destructuration of the clay by consolidation or remolding. Key words: erosivity, rate of erosion, critical tractive stress, structured clay, destructuration, consolidation, remolding, pore water salinity.

12

Lefebvre, Guy, Karol Rohan, and Serge Douville. "Erosivity of natural intact structured clay: Evaluation." Canadian Geotechnical Journal 22, no. 4 (November 1, 1985): 508–17. http://dx.doi.org/10.1139/t85-071.

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Previous studies on erodibility of cohesive soil are briefly reviewed and it is concluded that experimental observations have been mainly concerned with remolded and reconsolidated or weathered clays. The structure effect, which is considered important in the behaviour of natural intact clay, especially for Eastern Canadian clays, has not up to now been really considered in the evaluation of clay erodibility. This paper proposes a new laboratory technique for the study of the erodibility of natural intact clays and presents results of a testing program on three Canadian clays. The results indicate that Canadian structured clays are very resistant to erosion if intact and unweathered. Erosion is not taking place at the clay particle level but rather by the pulling out of larger elements composed of sand or silt grains or of clay aggregates. The pulling out of clay aggregates appears related to defects in the clay matrix, such as microfissures or planes of weakness associated with bedding. Key words: erosivity, intact clay, rate of erosion, tractive force, erosivity test, microstructure, macrostructure.

13

Ran, Xianwen, Xuan Zou, Jingyuan Zhou, and Wenhui Tang. "Shock Properties of One Unsaturated Clay and Its Equation of State Up to 30 GPa." Crystals 12, no. 1 (January 17, 2022): 119. http://dx.doi.org/10.3390/cryst12010119.

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The complicated composition of unsaturated clay, e.g., solid mineral particles, water, and air, makes it difficult to get its precise equation of state (EOS) over a wide pressure range. In this paper, the high-pressure EOS of unsaturated clay was discussed at the mesoscale. With the original clay extracted from the southern suburbs of Luoyang city, China, three unsaturated clays with moisture contents of 0%, 8%, and 15%, respectively, were remolded. Their Hugoniot parameters in the pressure range of 0–30 GPa were measured using a one-stage or two-stage light gas gun. With the measured Hugoniot parameters, a high-pressure EOS of the unsaturated clay up to 30 GPa was developed and it is in good agreement with the experimental data.

14

Yamada, Suguru, Masayuki Hyodo, Rolando P. Orense, and S. V. Dinesh. "Initial Shear Modulus of Remolded Sand-Clay Mixtures." Journal of Geotechnical and Geoenvironmental Engineering 134, no. 7 (July 2008): 960–71. http://dx.doi.org/10.1061/(asce)1090-0241(2008)134:7(960).

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15

Zhao, Dan, Qian-Feng Gao, Mahdia Hattab, Pierre-Yves Hicher, and Zhen-Yu Yin. "Microstructural evolution of remolded clay related to creep." Transportation Geotechnics 24 (September 2020): 100367. http://dx.doi.org/10.1016/j.trgeo.2020.100367.

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16

Shi, X. S., and I. Herle. "Modeling the compression behavior of remolded clay mixtures." Computers and Geotechnics 80 (December 2016): 215–25. http://dx.doi.org/10.1016/j.compgeo.2016.07.007.

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17

Chapuis, Robert P., and Tony Gatien. "An improved rotating cylinder technique for quantitative measurements of the scour resistance of clays." Canadian Geotechnical Journal 23, no. 1 (February 1, 1986): 83–87. http://dx.doi.org/10.1139/t86-010.

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The methods developed to predict the action of eroding fluid on cohesive soils lead to contradictory predictions. Most of them are questionable since they ignore the physicochemical parameters that seem to control the erosion process. In order to study the scour resistance of intact or remolded cohesive soils, a rotating cylinder technique allowing for the control of essential parameters was recently improved by the authors. Intact or remolded samples can be used. The water quality is controlled in order to respect the in situ physicochemical conditions. The shear stress transmitted by water to the clay surface is directly and accurately derived. The dry weight of eroded material per unit time and unit area, for given conditions, is also directly and adequately measured. The influence of water quality, or of any treatment of the clay, may be quantitatively analyzed. Key words: erosion, scour, clay, rotating cylinder, viscometry, physical chemistry, river channels.

18

Wang, Heng, Gongzhou Li, Fangbo Ning, Wei Gao, and Bin Su. "Unconfined Compression Test on In Situ Frozen Clay Sampled from Frozen Wellbore." Geofluids 2022 (March 8, 2022): 1–10. http://dx.doi.org/10.1155/2022/6564345.

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Based on the current shortcomings in frozen wall designations, in which the unconfined compressive strength test parameters of undisturbed and remolded frozen soils are used for calculations, in situ frozen soil samples were taken from a frozen wellbore, and unconfined compressive strength tests were performed in this study. The test results showed significant discreteness in the in situ freezing uniaxial compressive strength of the cohesive soil, with low test repeatability. Because of the anisotropy of the original soil structure, the elastic modulus of 31.3% of the undisturbed frozen soil was found to be lower than that of the remolded frozen soil at the same temperature, and it was 0.5–2.1 times the elastic modulus of the remolded frozen soil. This value was negatively correlated with the freezing temperature; however, it had no evident relationship with the occurrence depth of the frozen soil. Based on the design principle of the frozen wall of the west air shaft in Zhaogu No. 2 Mine, the thickness calculated by substituting the in situ frozen soil test parameters was 1.14–1.61 times that of the original design of the frozen wall of the viscous soil layer.

19

Weng, Zhenqi, Yueyue Zheng, Qinhao Zhu, Honglei Sun, and Dingyu Ni. "Effects of Granular Gradation on the Compressibility and Permeability of Lime-Stabilized Slurry with High Water Content." Applied Sciences 13, no. 7 (March 23, 2023): 4101. http://dx.doi.org/10.3390/app13074101.

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Lime stabilization is one of the main methods to achieve efficient treatment and resource utilization of waste slurry. This study investigated the compressibility and permeability of lime-stabilized slurry with different granular gradations based on the ultra-low stress consolidation/permeability test and identified the stabilization mechanism of lime-stabilized slurry with high water content by mercury intrusion porosimetry (MIP) and scanning electron microscopy (SEM) tests. The test results indicated that (i) lime-stabilized slurry with high water content showed obvious evidence of remolded yield stress and (ii) the remolded yield stress increased with the increasing lime dosage. Lime was found to induce the flocculation of clay to form aggregates through ion exchange, further stabilizing them through the volcanic ash reaction, thus increasing the remolded yield strength of the stabilized slurry. The remolded yield stress of the Hangzhou stabilized slurry with a 1% lime dosage was shown to increase from 0 kPa to 5.71 kPa, while the compression index CS1 decreased by 68.8%. In addition, the pore volumes and diameters of the soil increased once the flocculation was completed, leading to increased permeability of the stabilized slurry. It was, however, observed that the stabilized slurry permeability did not increase infinitely with the increasing lime dosage, but on the contrary decreased once the lime dosage exceeded a certain threshold value. The permeability of the Hangzhou stabilized slurry was found to be one order of magnitude higher than that of the remolded slurry at the optimal dosage. Whereas for slurry with high clay content, the recommended lime dosage was established to be 2% to reduce its compressibility or enhance its permeability; for slurry with high silt content, the recommended lime dosage was ascertained to be 3%.

20

Yamada, Suguru, Masayuki Hyodo, Rolando P. Orense, S. V. Dinesh, and Taichi Hyodo. "Strain-Dependent Dynamic Properties of Remolded Sand-Clay Mixtures." Journal of Geotechnical and Geoenvironmental Engineering 134, no. 7 (July 2008): 972–81. http://dx.doi.org/10.1061/(asce)1090-0241(2008)134:7(972).

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21

Yao, Wang, Xi’an Li, Ning Zhang, Yongbiao Ren, Jianfeng Shi, Chen Zhang, Quan Xue, and Zhitao Hao. "A Feasible Method for Evaluating the Uniformity of Remolded Loess Samples with Shear Strength." Buildings 13, no. 1 (January 5, 2023): 145. http://dx.doi.org/10.3390/buildings13010145.

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The precision and reliability of test findings are closely related to the uniformity of remolded loess samples. Although many methods to evaluate the uniformity of remolded loess have been proposed, they have not been widely accepted, due to the many defects. Therefore, it is necessary to explore the evaluation method and index of the uniformity of remolded loess samples in laboratory tests. In this paper, variations in shear strength and microscopic properties along the sample height were examined using the direct shear test and scanning electron microscopy (SEM) test. The feasibility and reliability of employing shear strength as an indicator to assess the uniformity of remolded loess samples were confirmed based on the test results. The results showed that the shear strength and shear strength parameters decreased from top to bottom along the sample height, and that the difference in the shear strength and shear strength parameters between the top and the bottom of remolded loess samples increased with the increase in the sample height. The variation tendency of the shear strength and shear strength parameters altered when the height–diameter (H/D) ratio exceeded 0.97. The SEM test results revealed that as the sample height increased, the disparity in microstructure and pore distribution in various portions of remolded loess samples became more apparent. The effect of sample height on the uniformity of remolded loess samples was mostly attributable to the variation in coating thickness and the content of clay particles on the surface of coarse particles, induced by a reduction in compactness from the top to the bottom of samples. The coefficient for evaluating the uniformity of the remolded loess sample was defined as the ratio of the shear strength at the top to that at the bottom of the remolded sample, and 0.8 was chosen as the threshold value. The shear strength reflected the uniformity of remolded loess samples as accurately as the microscopic test parameters. Furthermore, the direct shear test is the most classic and widely used laboratory test, with a low cost, easy accessibility, short test cycle, simple data processing and low environmental requirements, which provides another feasible method to evaluate the uniformity of remolded loess.

22

Jong, E. De, L. M. Kozak, and H. B. Storehouse. "Comparison of shrink-swell indices of some Saskatchewan soils and their relationships to standard soil characteristics." Canadian Journal of Soil Science 72, no. 4 (November 1, 1992): 429–39. http://dx.doi.org/10.4141/cjss92-036.

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Shrink-swell indices for 27 soil samples (representing the major horizons of eight soil profiles) were determined and related to soil texture, organic and inorganic C content, and specific surface area. The coefficient of linear extension was measured from saturation and from 33 kPa matric suction to oven-dryness on undisturbed clods (COLEclod) and on remolded samples of the less than 2-mm fraction (COLErod); the Atterberg limits were determined on the less than 0.4-mm fraction. COLEclod, COLErod and the plasticity index were highly correlated with each other and with clay content and surface area, but not with organic or inorganic C. The extent of the shrinkage was significantly (P > 0.01) related to the water content at the start of the shrinkage test; this relationship was clearer for the remolded than the undisturbed samples, possibly due to the structure of the clods. Key words: Coefficient of linear extension, plasticity index, clods vs. remolded, texture, organic carbon

23

Jiang, Yuzhou, Dongxing Wang, and Shengjie Di. "On the compression behavior of remolded cement-admixed soft clay." Marine Georesources & Geotechnology 36, no. 3 (May 16, 2017): 323–30. http://dx.doi.org/10.1080/1064119x.2017.1317305.

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Bryson, L. Sebastian, and Ali Salehian. "Performance of constitutive models in predicting behavior of remolded clay." Acta Geotechnica 6, no. 3 (August 20, 2011): 143–54. http://dx.doi.org/10.1007/s11440-011-0144-5.

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25

Cui, Guang Qin, Zeng Rong Liu, and Chen Guang Ma. "Elasto-Plastic Constitutive Model Considering the Influences of Soil Structure and Anisotropy." Applied Mechanics and Materials 405-408 (September 2013): 478–82. http://dx.doi.org/10.4028/www.scientific.net/amm.405-408.478.

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Structure and anisotropy are two fundamental aspects of natural clays. They cant be ignored because of their significant influences on soils strength and stress-strain behavior, etc. Therefore, anisotropic tensor and structural parameters are introduced in Modified Cam Clay Model which is only suitable for isotropic remolded clays, and evolution laws of them are given in this paper. Thus, an elasto-plastic constitutive model considering the influences of natural soil structure and anisotropy is established. Most parameters involved in this model have explicit physical meaning and are easily determined through geotechnical tests, which makes this model more flexible, practical and applicable to practical engineering.

26

Josh, Matthew, and Ben Clennell. "Broadband electrical properties of clays and shales: Comparative investigations of remolded and preserved samples." GEOPHYSICS 80, no. 2 (March 1, 2015): D129—D143. http://dx.doi.org/10.1190/geo2013-0458.1.

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The dielectric permittivity of mudrocks cannot be determined from the mixing ratios of the constituent minerals and brine and their individual dielectric response. The high-frequency dielectric permittivity is linked ([Formula: see text] correlation) to water content, but the relationship is complicated by mineral type and the hydration state. The cation exchange capacity (CEC) and specific surface area (SSA) determine the establishment of a polarizable electrical double layer and give rise to the long range diffusion of ions leading to Maxwell-Wagner polarization. This ultimately determines the dielectric response below 50 MHz. Procedures for SSA analysis based on sorption of 2-ethoxyethanol and CEC analysis based on methylene blue titration, were developed for investigating swelling clays. These were combined with a procedure for preparing remolded paste samples from pulverized rock and drill cuttings to form the basis of this investigation. In a case study of 123 drill cutting samples retrieved from an undisclosed well, dielectric analysis of the remolded samples exhibits [Formula: see text] correlation with SSA, [Formula: see text] correlation with CEC, and [Formula: see text] correlation with clay content. A pseudodielectric log of the remolded drill cuttings exhibited a weak correlation with downhole resistivity, gamma ray, and compressional slowness logs measured by a service company in the shaly sections of the well, but no correlation in the sandy section of the well. This attributed to better preservation of shaly cuttings due to finer microstructure and therefore less alteration during uphole transport and sample preparation.

27

Park, Yeong Mog, Ik Joo Um, Norihiko Miura, and Seung Cheol Baek. "A Change of Undrain Shear Strength of Soft Ground during Consolidation Process." Applied Mechanics and Materials 513-517 (February 2014): 269–72. http://dx.doi.org/10.4028/www.scientific.net/amm.513-517.269.

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The purpose of this study is to investigate the undrain shear strength increment during consolidation process of soft clayey soils. Thirty kinds of laboratory triaxial tests have been performed using undisturbed and remolded Ariake clay samples with different degree of consolidation and 5 kinds of confining pressure. Test results show that well known linear equation proposed by Yamanouchi et al.(1982) is overestimated the strength of undisturbed soft clay ground in the process of consolidation. A new simple and reasonable exponential equation proposed in this paper.

28

Wang, Min, Ling Wei Kong, and Xiao Yan Wang. "Study on Dynamical Modulus and Damping Ratio of Lime-Treated Soil." Advanced Materials Research 487 (March 2012): 534–38. http://dx.doi.org/10.4028/www.scientific.net/amr.487.534.

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In order to study dynamic properties of lime-treated expansive clay, a comprehensive series of laboratory tests were conducted via dynamic triaxial test system. The influences of factors such as moisture content, confining pressure, vibration frequency, consolidation ratio and the number of cycles on dynamic characteristics were discussed. It is found that the dynamic stress-strain curves of lime-treated expansive clay show the general trend of hyperbola. Compared with the remoulded expansive soil, the bearing capacity of lime improved expansive soil is higher than remolded soil.

29

Dahal, Bhim Kumar, and Jun-Jie Zheng. "Compression behavior of reconstituted clay: A study on black clay." Journal of Nepal Geological Society 55, no. 1 (June 4, 2018): 55–60. http://dx.doi.org/10.3126/jngs.v55i1.22789.

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The soft and black clay found in the Kathmandu Valley is locally known as Kalomato which is highly compressible and weak. The Kalomato from the Khasibazaar is taken as study material. Experimental study is carried out on undisturbed, remoulded and reconstituted soil samples to determine the compression behavior. The study revealed that the undisturbed soil sample has the highest compression index among all samples while the remolded sample has the lowest compression index. The reconstituted soil sample using cement shows that the compression index increases with the increase in cement content while decrease with the increase in curing time. When cement content increases to 15%, the load required to compress the soil to the equal void ratio also increases to almost three times of the undisturbed soil and seven times of the remoulded soil. Therefore, reconstitution of soil using cement is found as effective method for improvement of compression behaviour. This study also has established graphical interrelations between the compression index, swelling index and the cement content which can be used in the study of Kalomato.

30

Fukuda, Fumihiko, Toshiyuki Mitachi, and Satoru Shibuya. "Induced Anisotropy Appeared in the Deformation and Strength of Remolded Clay." Soils and Foundations 37, no. 4 (December 1997): 139–48. http://dx.doi.org/10.3208/sandf.37.4_139.

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31

王, 洪云. "Cumulative Deformation Characteristics of Soft Clay Remolded Samples under Cyclic Loading." Hans Journal of Civil Engineering 09, no. 09 (2020): 942–49. http://dx.doi.org/10.12677/hjce.2020.99098.

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32

Wang, Dong Lin. "Experimental Study on Relationship between Saturation Degree and Void Ratio of Remolded Soils on Drying Path." Advanced Materials Research 194-196 (February 2011): 1045–48. http://dx.doi.org/10.4028/www.scientific.net/amr.194-196.1045.

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By using of shrinkage curve, the empirical relationship between the degree of saturation and the void ratio on drying path was established for four types of soils including sand, silt, clay and soft clay. It was indicated that during the process of drying, the soil samples continuously shrunk with the decrease of saturation degree. For test samples of sand and silt, the curve of saturation degree and void ratio is flat; For test samples of clay and silt clay, however, the shrinkage of the soil samples was almost fulfilled when the degree of the saturation of soil samples decreased to 90% and the void ratio of the soil samples almost kept unchanged while the degree saturation of soil was reduced to 70%.

33

Li, Jian, Shang-Xiong Chen, and Ling-Fa Jiang. "Test study on the influences of dynamic stress and load history to the dynamic properties of the remolded red clay." Earth Sciences Research Journal 20, no. 4 (October 1, 2016): 1. http://dx.doi.org/10.15446/esrj.v20n4.54400.

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The dynamic properties of subgrade materials are critical factors affecting stability within the traffic engineering discipline. Remolded red clays are frequently used as subgrade filling materials, however, to date, a paucity of data exist on to the dynamic properties of this material. Accordingly, a large number of dynamic triaxial tests under cyclic loads were carried out to quantify the suitability of remolded red clay as subgrade filling. Several potentially influencing dynamic factors were considered, including dynamic stress, vibration frequency, consolidation confining pressure, consolidation ratio and compactness. Plastic strain and dynamic strength curves of remolded red clays under varying dynamic loads and load histories have been developed, in addition to the inclusion of those influencing factors. Test results show that within the range not exceeding the inherent strength of the test samples, increases soil compactness, confining pressure, and vibration frequency serves to enhance overall dynamic power in concurrence with retarding the development of accumulated plastic strain. Conversely, an improvement in the amplitude of the dynamic stress and consolidation ratio was shown to cause a decrease in dynamic strength and acceleration in the development of accumulated plastic strain. An empirical equation relating critical dynamic strength and load histories of remolded red clay has been developed for the provision of fundamental reference data for future studies. Pruebas sobre la influencia de la carga dinámica y la historia de carga en las propiedades dinámicas de arcilla roja reestructurada ResumenLas propiedades dinámicas de los materiales de base son factores cruciales que afectan la estabilidad en la ingeniería de tráfico. La arcilla roja reestructurada se utiliza frecuentemente como material de relleno de bases, sin embargo, hasta la fecha, existe una escasez de información sobre las propiedades dinámicas de este material. De acuerdo con esto, se realizó un gran número de pruebas triaxiales dinámicas bajo cargas cíclicas para cuantificar la pertinencia de la arcilla roja reestructurada como material de relleno en bases. Se consideraron varios factores dinámicos que podrían ser determinantes, como la fuerza dinámica, la frecuencia de vibración, la presión de confinamiento, el índice de consolidación y la compactibilidad. Se desarrollaron las curvas de fuerza plástica y dinámica de arcilla roja reestructurada con varias cargas dinámicas e historia de cargas, además de la inclusión de los factores determinantes. El resultado de las pruebas muestra que dentro del rango de la fuerza inherente a las muestras de estudio, el incremento de la compactibilidad del suelo, la presión de confinamiento y la frecuencia de vibración sirven para mejorar, en general, el poder dinámico al tiempo que retrasa el desarrollo de la fuerza plástica. Al contrario, el mejoramiento de la amplitud de la fuerza dinámica y el índice de consolidación muestra una reducción en la fuerza dinámica y una aceleración en el desarrollo de la fuerza plástica acumulada. Finalmente, se desarrolló una ecuación empírica que relaciona la fuerza dinámica crítica y las cargas históricas de arcilla roja reestructurada con el fin de proveer información de referencia para estudios futuros.

34

Chapuis, Robert P. "Quantitative measurement of the scour resistance of natural solid clays." Canadian Geotechnical Journal 23, no. 2 (May 1, 1986): 132–41. http://dx.doi.org/10.1139/t86-023.

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The erosion of clayey soils is a complex phenomenon that includes various types of erosive actions. A tentative classification of erosion processes is proposed. This paper concentrates on the scour resistance of solid clays. Available prediction methods are reviewed. Generally they propose relationships between physical or mechanical parameters and the critical hydraulic shear stress, [Formula: see text]c, that defines a boundary between "no erosion" and "erosion". It became apparent that the physicochemical parameters of both the clay and the eroding water control the erosion process. However, subsequent studies on these parameters have yet to yield reliable predictions of natural clay erodibility from indirect measurements. An erosion testing program was therefore performed on three Quebec clays with the improved rotating cylinder technique. In this test, intact or remolded samples can be tested, physicochemical parameters can be controlled, and the hydraulic shear stress [Formula: see text] and the erosion rate ė can be adequately determined. A relatively complete and accurate graph of ė versus [Formula: see text], including ė values for [Formula: see text] values lower than critical can be established. Previous and present research underline the need to exert a strict control of all clay and water parameters, including that of sample preparation, in order to adequately simulate a field problem. Key words: erosion, clay, scour resistance, physicochemical properties, rotating cylinder test.

35

Qamar, Wajeeha, Ammad Hassan Khan, Zia ur Rehman, and Zubair Masoud. "Sustainable Application of Wool-Banana Bio-Composite Waste Material in Geotechnical Engineering for Enhancement of Elastoplastic Strain and Resilience of Subgrade Expansive Clays." Sustainability 14, no. 20 (October 14, 2022): 13215. http://dx.doi.org/10.3390/su142013215.

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Agro-biogenic stabilization of expansive subgrade soils is trending to achieve cost-effective and sustainable geotechnical design to resist distress and settlement during the application of heavy traffic loads. This research presents optimized remediation of expansive clay by addition of proportionate quantities of waste renewable wool-banana (WB) fiber composites for the enhancement of elastoplastic strain (ԐEP), peak strength (Sp), resilient modulus (MR) and California bearing ratio (CBR) of expansive clays. Remolded samples of stabilized and nontreated clay prepared at maximum dry density (γdmax) and optimum moisture content (OMC) were subjected to a series of swell potential, unconfined compressive strength (UCS), resilient modulus (MR) and CBR tests to evaluate swell potential, ԐEP, MR, and CBR parameters. The outcome of this study clearly demonstrates that the optimal WB fiber dosage (i.e., 0.6% wool and 1.2% banana fibers of dry weight of clay) lowers the free swell up to 58% and presents an enhancement of 3.5, 2.7, 3.0 and 4.5-times of ԐEPT, Sp, MR and CBR, respectively. Enhancement in ԐEP is vital for the mitigation of excessive cracking in expansive clays for sustainable subgrades. The ratio of strain relating to the peak strength (ԐPS) to the strain relating to the residual strength (ԐRS), i.e., ԐPS/ԐRS = 2.99 which is highest among all fiber-clay blend depicting the highly ductile clay-fiber mixture. Cost-strength analysis reveals the optimized enhancement of ԐEPT, Sp, MR and CBR in comparison with cost using clay plus 0.6% wool plus 1.2% banana fibers blend which depicts the potential application of this research to economize the stabilization of subgrade clay to achieve green and biogeotechnical engineering goals.

36

Xu, Panpan, Qiying Zhang, Hui Qian, and Wengang Qu. "Effect of Sodium Chloride Concentration on Saturated Permeability of Remolded Loess." Minerals 10, no. 2 (February 22, 2020): 199. http://dx.doi.org/10.3390/min10020199.

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Loess contains many sodium and chloride ions that can easily be leached when seepage occurs, thus affecting the mechanical properties of loess. This study investigated a series of sodium chloride solution concentrations to explore their influence on the permeability of remolded loess, as well as the underlying mechanism of such. The results indicated that the saturated hydraulic conductivity of remolded loess increases with time in response to different sodium chloride concentrations, and the sample was more permeable with increasing concentration. Moreover, the salt effect promoted the dissolution of calcite and dolomite, and the cation exchange stimulated the leaching of other cations, thus leading to further structural loosening. Furthermore, the aggregation of clay particles increased, thus forming a larger pore space among aggregates and providing effective channels for permeation. These findings provide a theoretical basis for an improved understanding of channel degradation in the loess area of Northwest China.

37

Shang, Xiang-yu, Guo-qing Zhou, and Yong Lu. "Stress-dependent undrained shear behavior of remolded deep clay in East China." Journal of Zhejiang University-SCIENCE A 16, no. 3 (March 2015): 171–81. http://dx.doi.org/10.1631/jzus.a1400255.

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38

Banerjee, Subhadeep, and Sardar Malek. "Assessment of a Hyperbolic Model for Undrained-Cyclic Shearing of Remolded Clay." Journal of Engineering Mechanics 146, no. 7 (July 2020): 04020064. http://dx.doi.org/10.1061/(asce)em.1943-7889.0001780.

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39

Ye, Wanjun, Yiqian Chen, Chong Gao, Tengfei Xie, Hongjun Jing, and Yousheng Deng. "Experimental Study on the Microstructure and Expansion Characteristics of Paleosol Based on Spectral Scanning." Journal of Spectroscopy 2021 (January 15, 2021): 1–11. http://dx.doi.org/10.1155/2021/6689073.

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To investigate the microstructure of paleosol and its expansion characteristics, the paleosol of the Zaosheng #3 tunnel of the Yinxi high-speed railway was studied. Based on X-ray diffraction (XRD), energy-dispersive X-ray spectroscopy (EDX), nuclear magnetic resonance (NMR), and scanning electron microscopy techniques (SEM), the microstructure of the paleosol was analyzed in terms of the mineral composition, formation elements, pore structure, and particle morphology. Five groups of undisturbed and remolded soils with different moisture contents were tested for the unloaded expansion rate and loaded expansion rate. The results show that the mineral components of the paleosol are mainly quartz, potash feldspar, calcite, and hematite, with the highest-content-component quartz accounting for 45.4% of the total content; the clay mineral composition of the paleosol has the highest content of montmorillonite at 12.3%. The elemental composition of the paleosol is dominated by Al, Si, Ca, and Fe, which form expansive mineral components such as quartz and montmorillonite, creating inherent conditions for expansibility of the paleosol. The T2 distribution curves of the undisturbed and remolded paleosol are composed of three peaks. The pore distribution of paleosol mainly includes medium pores, followed by large pores, and the contents of small pores and superlarge pores are very small. In terms of particle contact, the undisturbed soil is mostly in the form of “surface-surface” and “surface-edge” contact, and the remolded soil is mainly in the form of “point-surface” and “point-point” contact. The unloaded expansion rate of remolded soil is approximately twice that of undisturbed soil. The rate of loaded expansion of both soils decreases with increasing moisture content.

40

Yan, Changbin, Xiao Xu, and Lei Huang. "Identifying the Impact Factors of the Dynamic Strength of Mudded Intercalations during Cyclic Loading." Advances in Civil Engineering 2018 (August 16, 2018): 1–9. http://dx.doi.org/10.1155/2018/5805294.

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Despite reports on previous research associated with the dynamic strength of mudded intercalations during cyclic loading, a systematic investigation of the impact factors of this strength is still valuable. This work aimed at experimentally revealing the impact factors of the strength along with their impacts. The potential impact factors considered in this work include (i) water content, (ii) clay mineral composition, (iii) clay content, (iv) confining pressure, and (v) cyclic failure time. Specimens of mudded intercalations were collected from China and were remolded and prepared for a dynamic triaxial test under cyclic loads. The test results showed that the dynamic strength is impacted by water content (strongly), clay mineral composition (moderately), confining pressure (moderately), and cyclic failure time (weakly); no significant impact of clay content was detected. Moreover, the dynamic cohesion is correlated with clay mineral composition (strongly), water content (moderately), and cyclic failure time (weakly); no significant correlation with clay content or confining pressure was detected. Finally, the dynamic friction angle is correlated with water content (strongly), clay content (moderately), and cyclic failure time (weakly); no significant correlation with clay mineral composition or confining pressure was detected.

41

Li, Shun Qun, Ling Xia Gao, and Shou Xi Chai. "Study on Micro-Structure Rebuild of Clay in Process of Consolidation." Advanced Materials Research 168-170 (December 2010): 685–89. http://dx.doi.org/10.4028/www.scientific.net/amr.168-170.685.

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Vacuum freeze drying method is applied to prepare samples for SEM from one-dimensional consolidation clay which suffered different pressures from original remolded state. And then simple and synthetical micro-structure parameters of SEM photos obtained from some section are studied to uncover relation between mechanics properties and micro-structure. The results tell us that the first principal component approximately linear increases with consolidation pressure. It is distinct that the synthetical parameters are superior to the simple parameters in construction soil mechanics relation because the former can reflect the whole micro-structure qualities, but the latter can not.

42

Olek, Bartłomiej, Paweł Dobak, and Grażyna Gaszyńska-Freiwald. "Sensitivity evaluation of Krakowiec clay based on time-dependent behavior." Open Geosciences 10, no. 1 (December 6, 2018): 718–25. http://dx.doi.org/10.1515/geo-2018-0057.

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Abstract Time resistance of soil structure in oedometer IL (Incremental Loading) tests was defined by Janbu as specific dependence between load and development of strain during consolidation process. Anumber of laboratory tests have been conducted in order to study the time dependent behaviour of the natural and remoulded clay, thereby providing sensitivity evaluation. The soil sensitivity framework was applied to represent the effect of structure and stress dependency on the time resistance number. For this purpose, the creep behavior of structured and remolded clay during consolidation were compared and the initial amount of bonding (structure) was determined as well. In this study, the initial amount of bonding was defined through the intrinsic time resistance number and lowest measured time resistance number determined by the IL oedometer test conducted on intact (undisturbed) sample. In case of the Krakowiec clay, it was found that the time resistance number varies with effective stress level. The investigated clay indicated medium sensitivity, which is in great agreement with previous reports on the sensitivity of the Krakowiec clay.

43

Dung, Nguyen Tien, and Phyu Sin Khin. "Compressibility characteristics of clays in the Red River Delta." Journal of Science and Technology in Civil Engineering (STCE) - HUCE 17, no. 1 (March 24, 2023): 41–57. http://dx.doi.org/10.31814/stce.nuce2023-17(1)-04.

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The Red River Delta (RRD) is the second largest delta in Vietnam and is a significant economic zone in the country, encompassing important cities and economic zones. Geologically, the delta consists of clay layers distributed all over its area, which strongly impact the foundation designs of the infrastructure system (e.g., highways, industrial parks, harbors). However, up to date, there were no comprehensive studies on the compressibility characteristics of the clays in the delta. This study presents a primary study on some compressibility characteristics of clays in the whole delta with an emphasis on the use of CPTu data in the interpretation. For this, high-quality field and laboratory test results obtained from four research test sites and eight project sites were analyzed to depict the characteristics. The results indicate that the clays in the delta are typically soft to medium stiff and normally consolidated to slightly overconsolidated, which represent typical characteristics of young Holocene deposits. The compression index (Cc) of the clays was found to have good correlations with natural water content (Wn) or in-situ void ratio (e0). The ratio of radial coefficient of consolidation from a consolidation test with a central drain (CD) to the vertical coefficient of consolidation from the standard consolidation test (i.e., cr,CD/cv) from the 4 research test sites is on average 2.76 (log t method) and 2.32 (root t method) and these average ratios are found typical for deltaic soil deposits. The correlations for the remolded samples indicate that the drainage type has a strong influence to the induced coefficients of homogeneously remolded soils. Results from this study help geotechnical engineers have a general view on the compressibility characteristics of the clays in the delta, which in turn helps secure optimal foundation design solutions.

44

Lin, P., Z. x. Li, A. Garg, and J. S. Yadav. "Simplified analyses of stress induced anisotropy in remolded soft clay under undrained conditions." Archives of Materials Science and Engineering 2, no. 105 (October 1, 2020): 56–64. http://dx.doi.org/10.5604/01.3001.0014.5762.

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Purpose: The soil’s anisotropy induced by stress (i.e. stress induced anisotropy) has an important effect on the behavior of soil. This paper focuses on analyzing the anisotropy of remolded Shantou soft clay under compression stress path. Design/methodology/approach: Experiments were executed by using three axle experimental instruments. The data obtained from the plain strain tests were analyzed and the relationship between stress and strain was calculated by using the modified Duncan- Chang and Lade-Duncan models. The models were modified under the condition of plain strain and cohesion. Findings: It was concluded that in complex stress path conditions, the conventional triaxial tests may not fully reflect the actual stress of soil and its response in the Duncan-Chang and Lade-Duncan models. Research limitations/implications: The formulation of Mohr-Coulomb failure criterion in the plasticity framework is quite diffcult. As a result, dilatancy cannot be described. The properties of soil in unload or drained conditions remain to be part of further investigated. Practical implications: Based upon the two stiffness parameters, the modified Duncan- Chang model has captured the soil behaviour in a very conformable way and is recommened for practical modeling. These constitutive models of soil are widely used in the numerical analyses of soil structure such as embankments. Originality/value: Duncan-Chang and Lade-Duncan models widely used in engineering practices are modes based on conventional triaxial cases. Both models have have some inherent limitations to represent the stress-strain characteristics of soils, such as shear-induced dilatancy and stress path dependency and required corrections. In this investigation, the tests are carried out in undrained conditions. It is related to the properties of soil in load conditions.

45

Lim, Hyeongmin. "A Study on Consolidation Characteristics of Remolded Clay due to the Liquid Limit." Journal of the Korean Geoenvironmental Society 15, no. 5 (May 1, 2014): 67–74. http://dx.doi.org/10.14481/jkges.2014.15.5.67.

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46

Yu, Shuman, and Yi Shan. "Experimental Comparison and Study on Small-Strain Damping of Remolded Saturated Soft Clay." Geotechnical and Geological Engineering 35, no. 5 (April 29, 2017): 2479–83. http://dx.doi.org/10.1007/s10706-017-0244-6.

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47

Park, DongSoon, Bruce L. Kutter, and Jason T. DeJong. "Effects of Thixotropy and Cement Content on the Sensitivity of Soft Remolded Clay." Journal of Geotechnical and Geoenvironmental Engineering 141, no. 2 (February 2015): 04014095. http://dx.doi.org/10.1061/(asce)gt.1943-5606.0001221.

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48

Yang, Shen, Du Wenhan, Liu Hanlong, Wang Baoguang, and Wang Qincheng. "Amplitude Ratio Effect on Dynamic Characteristics of Remolded Soft Clay Under Train Loads." Soil Mechanics and Foundation Engineering 55, no. 4 (September 2018): 249–57. http://dx.doi.org/10.1007/s11204-018-9532-2.

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49

Kamil, Ahmed Shakir, and Ala Nasir Aljorany. "Thixotropic Hardening of Fao Clay." Journal of Engineering 25, no. 5 (May 1, 2019): 68–78. http://dx.doi.org/10.31026/j.eng.2019.05.05.

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Fao region is characterized by weak soft silty clay to clayey silt thick layer which extends to a depth of about 20 m. The construction of some structures on such soils may needs piles. During the installation of driven piles, the soil geotechnical properties are exposed to significant changes result due to shearing under large shear strains. These changes significantly decrease the shear strength of the virgin soil due to the destruction of soil structure caused by remolding. The degradation of shear strength is usually followed by strength regaining which is called “Thixotropy”. In this study, the thixotropic effect on Fao clay was investigated. Many disturbed and undisturbed soil samples were brought from Fao region. Some of the soil samples were thoroughly remolded in the laboratory in its natural water content and molded as direct shear specimens. More than 180 specimens were prepared and tested over 36 weeks in order to accurately assess the percentage of strength regaining with time passing. The results show that soil remolding causes about a 45 % reduction in shear strength in comparing with the shear strength of the intact soil. This reduced percent in shear strength was almost fully regained after 25 weeks due to thixotropic effect.

50

Hailemariam, Henok, and Frank Wuttke. "An Experimental Study on the Effect of Temperature on the Shear Strength Behavior of a Silty Clay Soil." Geotechnics 2, no. 1 (March 3, 2022): 250–61. http://dx.doi.org/10.3390/geotechnics2010011.

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In this paper, we report on the results of an experimental study of the yielding and shear strength behavior of a normally consolidated silty clay soil from eastern Germany. The shear strength tests were performed on remolded forms of the soil using a triaxial cell which can regulate the temperature of the specimen. The experimental program comprised a series of pressure stepping compression consolidated drained (CD) triaxial tests at temperatures of 20, 40 and 60 °C. Overall, although the volume change behavior of the soil was found to exhibit some variations with changes in temperature, possibly due to changes in the double layer thickness of the clay fraction of the soil upon heating, the shear strength behavior (in terms of effective angle of internal friction) of the silty clay soil was found to exhibit minor changes with variations in temperature and can be assumed to be independent of temperature for the range considered in this study.

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