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Journal articles on the topic 'Undrained Condition'

Author: Grafiati

Published: 14 March 2023

Last updated: 31 July 2025

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1

Tang, Bin, Zhe Zeng, and Yan Xia Gong. "The Empirical Formula Research and the Test for the Soft Clay Coupled Consolidation and Creep Character in Different Drainage Conditions." Applied Mechanics and Materials 90-93 (September 2011): 1819–23. http://dx.doi.org/10.4028/www.scientific.net/amm.90-93.1819.

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Abstract: Conducted a series of triaixl coupled consolidation and creep tests ,and researched the coupled consolidation and creep character for the typical soft clay in Wuhan region in different drainage conditions.The following conclusions are got from analysing the stress、strain and time relationship curves in different conditions:(1)The consolidation drainage condition is very important in the soil consolidation creep deformation.When the stress is low,the deformation amount in the consolidation undrained condition is much smaller than that in the consolidation drained condition;with the in

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2

Dołżyk-Szypcio, Katarzyna. "Stress-strain behaviour of Toyoura sand in undrained triaxial compression." E3S Web of Conferences 92 (2019): 15010. http://dx.doi.org/10.1051/e3sconf/20199215010.

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The stress-plastic dilatancy relationship for Toyoura sand sheared under undrained triaxial conditions was analysed by use of Frictional State Theory. Under undrained conditions, plastic strain increments are counterbalanced by elastic strain increments. The linear stress ratio-plastic dilatancy relationships at different stages of sand shear were obtained by assuming that Poisson's ratio is a function of shear strain. Contrary to a drained condition, natural state parameter values are not special for characteristic points of sand behaviour under undrained conditions.

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3

Hsieh, P. G., and C. Y. Ou. "Analysis of Nonlinear Stress and Strain in Clay under the Undrained Condition." Journal of Mechanics 27, no. 2 (2011): 201–13. http://dx.doi.org/10.1017/jmech.2011.24.

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ABSTRACTThough the total stress undrained analysis approach in geotechnical engineering is widely utilized by practicing engineers, it has some intrinsic imperfections that cause the obtained parameters to have unavoidable empirical correlations. In this study, an undrained soft clay model is developed, which overcomes the imperfections of the conventional total stress undrained approach. In addition, the high soil stiffness at small strain and the concept of yield surface are employed to realistically simulate actual soil behavior. The model parameters can be obtainable directly from conventi

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4

Leong, W. K., and J. Chu. "Effect of undrained creep on instability behaviour of loose sand." Canadian Geotechnical Journal 39, no. 6 (2002): 1399–405. http://dx.doi.org/10.1139/t02-076.

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Prefailure instability in the form of a runway deformation can occur for loose sand under undrained conditions. The effect of creep on the instability behaviour of loose sand is studied experimentally in this note. Previous studies have established that instability can only occur when the stress state is above the instability line. However, if creep is allowed to develop under undrained conditions, instability can still possibly occur even when the stress state at which creep develops is below the instability line. A boundary that specifies the condition in which instability may be induced by

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5

Sun, Wen Jing, De An Sun, and Jin Yi Zhang. "Undrained Behavior of Unsaturated Bentonite-Sand Mixture." Advanced Materials Research 446-449 (January 2012): 1454–57. http://dx.doi.org/10.4028/www.scientific.net/amr.446-449.1454.

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The strength, deformation and hydro-mechanical behaviours of a compacted unsaturated Gaomiaozi bentonite-sand mixture under undrained condition are studied by conducting a series of isotropic compression tests and triaxial shear tests under constant water content. During undrained isotropic compression testing, void ratio and suction decrease while degree of saturation increases. The stress-strain relations are obtained from undrained triaxial shear tests. The volume contraction and lateral expansion can be observed. The suction decreases with increasing shearing. The net confining pressure an

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6

Nakata, Yukio, Tetsuya Tashita, Hiromu Chibana, and Kenji Matsukata. "Effect of drainage and saturation on undrained shear strength for compacted sandy soils." E3S Web of Conferences 92 (2019): 07003. http://dx.doi.org/10.1051/e3sconf/20199207003.

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Collapses of embankments have occurred due to heavy rainfall. It is very important to understand the strength properties under various unsaturated, partially saturated and fully saturated conditions of compacted materials. So, a series of unsaturated and saturated triaxial compression tests for compacted soils have been conducted to understand the effects of drainage and saturation on undrained strength. Soil samples were collected from several road embankments to carry out the experiments. The undrained (CU) strength of compacted material decreased with increase in the degree of saturation. E

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7

Hsu, Shih Tsung, Wen Chi Hu, Yu Heng Lin, and Zhuo Ling. "A Characteristic and a Precisely Constitutive Model for Undrained Clay." Materials Science Forum 975 (January 2020): 203–7. http://dx.doi.org/10.4028/www.scientific.net/msf.975.203.

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Constitutive models for soils are usually adopted in numerical method to analyze the behavior of geotechnical structures. This study performs a series of consolidated-undrained triaxial tests to establish the stress-strain curve of clay. A constitutive model that considers continuous strain hardening-softening is proposed based on the results of triaxial tests. Triaxial test results reveal that undrained shear strength linearly increases with an increase in consolidated pressure , the normalized undrained shear strength is about 0.52 not only for this study but also for the other two cases aro

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8

ISHIZAKI, Hitoshi. "Deformation analysis of composite groud under undrained condition." Doboku Gakkai Ronbunshu, no. 448 (1992): 53–62. http://dx.doi.org/10.2208/jscej.1992.448_53.

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9

Fattah, M. Y., F. A. Salman, Y. J. Al-Shakarchi, and A. M. Raheem. "Coupled pile-soil interaction analysis in undrained condition." Journal of Central South University 20, no. 5 (2013): 1376–83. http://dx.doi.org/10.1007/s11771-013-1625-5.

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10

Li, Xuefeng, Wendong Xu, Lei Chang, and Wenwei Yang. "Shear Behaviour of Aeolian Sand with Different Density and Confining Pressure." Applied Sciences 12, no. 6 (2022): 3020. http://dx.doi.org/10.3390/app12063020.

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Different from the other roadbed material, the unique mechanical properties of aeolian sand bring great difficulties to the construction and maintenance of desert highways. However, the main attention was usually paid to the engineering properties of aeolian sand, such as collapsibility, strong permeability, and poor gradation. To investigate the shear behaviour of aeolian sand under different engineering conditions, the drained and undrained tests were performed on aeolian sand with relatively large range of density and confining pressure. Under this condition, both the drained and undrained

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11

Hong, Jung Hwa, and Young Hwan Park. "Development of Pore Pressure Measurement System in Lacunocanalicular Network of Trabeculae Using MEMS Based Micro-Pressure Transducer." Key Engineering Materials 345-346 (August 2007): 1157–60. http://dx.doi.org/10.4028/www.scientific.net/kem.345-346.1157.

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Experimental measurement of pore pressure generation in lacunocanalicular network of trabeculae is never measured, although the characteristics could be important for bone remodeling. In this study, the pore pressure generation in micro-trabecular specimens within the elastic range was measured in vitro using a specially designed micro-experimental setup and a MEMS based micro-pressure transducer. Then, a quasi-static loading (9㎛/min) was applied up to the strain of 0.4 % with measuring pore pressure generations in the undrained and drained conditions. 49.2 ± 4.45 KPa of pore pressure generati

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12

Fakharian, Kazem, Farzad Kaviani Hamedani, Iman Parandian, and Morteza Jabbarpour Aghdam. "Investigation of fabric evolution using bidirectional shear wave velocity measurements." E3S Web of Conferences 92 (2019): 03008. http://dx.doi.org/10.1051/e3sconf/20199203008.

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In order to characterise fabric evolution, continuous bidirectional shear wave velocity measurements are performed in vertical and horizontal directions (V&H) on triaxial soil specimens during shearing in which two horizontal piezo-electrics were mounted on samples using a new measurement technique. The specimens are prepared by wet tamping method and then subjected to strain-controlled compressional shearing under drained and undrained conditions. The shear wave velocities of all drained specimens initially increased as the loading commenced and then converged to a unique state in both ho

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13

Sheahan, Thomas C. "Interpretation of undrained creep tests in terms of effective stresses." Canadian Geotechnical Journal 32, no. 2 (1995): 373–79. http://dx.doi.org/10.1139/t95-038.

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The paper provides an effective stress-based interpretation technique for undrained creep behavior in cohesive soils. This technique could ultimately be used to predict whether a particular applied shear stress level will lead to failure or creep rupture. During the primary phase of undrained creep at constant shear stress, the soil's strain rate decreases, which in turn leads to a decrease in the undrained shear strength. However, it has been shown for a number of soils that a minimum undrained strength, or upper yield strength (suy), is eventually reached regardless of further strain rate de

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14

Chang, Ming-Fang, Cee Ing Teh, and LaiFa Cao. "Critical state strength parameters of saturated clays from the modified Cam clay model." Canadian Geotechnical Journal 36, no. 5 (1999): 876–90. http://dx.doi.org/10.1139/t99-050.

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The evaluation of critical state strength parameters is important, especially with the introduction of limit state design. The modified Cam clay (MCC) model is often used, but it is suitable mainly for evaluating the critical state strength parameters from triaxial compression tests on isotropically consolidated soils. The initial stress condition of a natural soil is usually anisotropic, and the stress paths imposed by external loading could deviate from that of a simple triaxial compression. The use of MCC in practice deserves careful consideration. This paper describes a proposed extension

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15

Wu, Shengshen, Annan Zhou, Jie Li, Jayantha Kodikara, and Wen-Chieh Cheng. "Hydromechanical behaviour of overconsolidated unsaturated soil in undrained conditions." Canadian Geotechnical Journal 56, no. 11 (2019): 1609–21. http://dx.doi.org/10.1139/cgj-2018-0323.

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Hydromechanical behaviour of an unsaturated silt with various suctions and different overconsolidated ratios (OCRs) was investigated through a series of undrained triaxial tests (constant water contents, CW). All the samples were prepared from the slurry state. Different OCRs (= 1, 2, 4, and 8 in net stress) were achieved by unloading the samples to 400, 200, 100, and 50 kPa from an initial confining net pressure of 400 kPa. Then the samples were dried to various suctions (0, 100, 200, 300, and 400 kPa). Unsaturated samples with different OCRs were then sheared at CW conditions following the c

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16

Silvestri, V. "On the determination of the stress-strain curve of clay from the undrained plane-strain expansion of hollow cylinders: a long-forgotten method." Canadian Geotechnical Journal 35, no. 2 (1998): 360–63. http://dx.doi.org/10.1139/t97-084.

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This paper presents the method to obtain the shear stress curve of clay from the undrained plane-strain expansion of hollow cylinder triaxial tests. No prior knowledge of the constitutive properties of the material is required. The theory also indicates that when the outer radius of the cylinder is very large compared with the inner radius, the equation used to interpret pressuremeter tests in clay is recovered.Key words: hollow cylinder, expansion tests, clays, plane strain, undrained condition, shear stress curve.

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17

Ma'ruf, M. F., K. Suzuki, M. Oda, and M. Yoshimine. "Normalized plastic work of sand under undrained monotonic loading condition." Journal of applied mechanics 7 (2004): 57–64. http://dx.doi.org/10.2208/journalam.7.57.

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18

Uchaipichat, Anuchit. "Temperature and Suction Effects on Slope Stability under Undrained Condition." Applied Mechanics and Materials 858 (November 2016): 98–103. http://dx.doi.org/10.4028/www.scientific.net/amm.858.98.

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In this paper, the variation of safety factor of unsaturated soil slope with temperature and matric suction was simulated. The simulation was performed using modified ordinary method of slices for unsaturated soil slope including temperature and suction effects. The expression for factor of safety of unsaturated soil slope at elevated temperature under undrained condition was derived. The ranges of temperature and suction in simulation were 25 to 60 degree Celsius and 0 to 100 kPa, respectively. The simulation was performed using soil parameters presented in literature. The simulation results

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19

O’Kelly, B. C., R. B. J. Brinkgreve, and V. Sivakumar. "Pullout resistance of granular anchors in clay for undrained condition." Soils and Foundations 54, no. 6 (2014): 1145–58. http://dx.doi.org/10.1016/j.sandf.2014.11.009.

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20

Ma, Shuqi, and Marte Gutierrez. "Coupled Damage-Plasticity Modelling of Saturated Shale under Undrained Condition." KSCE Journal of Civil Engineering 25, no. 1 (2020): 316–25. http://dx.doi.org/10.1007/s12205-020-1303-8.

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21

Xu, Bin Bin, Toshihiro Noda, and Kentaro Nakai. "Realization of Uniform Deformation under Three-Dimensional Condition Based on Soil-Water Coupled Analysis Considering Inertia Forces." Applied Mechanics and Materials 638-640 (September 2014): 530–33. http://dx.doi.org/10.4028/www.scientific.net/amm.638-640.530.

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In the paper, based on soil-water coupled finite deformation analysis, theoretical considerations and numerical calculations were carried out under undrained three-dimensional condition in order to reproduce a uniform deformation field. At first, a theoretical consideration was assumed to realize a uniform deformation for a saturated soil, according to which the initial velocity and acceleration in both vertical and circumferential directions should be applied to each node to remove the influence of inertia effect. This first theoretical analysis is useful and can guide the numerical calculati

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22

Osinov, Vladimir A. "Sufficient conditions for hyperbolicity and consistency of the dynamic equations for fluid-saturated solids." Archive of Applied Mechanics 91, no. 6 (2021): 2569–79. http://dx.doi.org/10.1007/s00419-021-01904-6.

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AbstractPrevious studies showed that the dynamic equations for a porous fluid-saturated solid may lose hyperbolicity and thus render the boundary-value problem ill-posed while the equations for the same but dry solid remain hyperbolic. This paper presents sufficient conditions for hyperbolicity in both dry and saturated states. Fluid-saturated solids are described by two different systems of equations depending on whether the permeability is zero or nonzero (locally undrained and drained conditions, respectively). The paper also introduces a notion of wave speed consistency between the two sys

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23

Li, Zhiqing, Chuan Tang, Ruilin Hu, and Yingxin Zhou. "RESEARCH ON MODEL FITTING AND STRENGTH CHARACTERISTICS OF CRITICAL STATE FOR EXPANSIVE SOIL." Journal of Civil Engineering and Management 19, no. 1 (2013): 9–15. http://dx.doi.org/10.3846/13923730.2012.734857.

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According to Mengzi expansive soil, consolidated drained tests and undrained tests are carried on under saturated and remoulded conditions. The stress-strain characteristics of saturated soil are researched systematically under different confining pressure, initial dry density, initial water content, shearing rate and drainage condition. The inherent unity of diversity of shearing strength for the same samples measured by different experimental methods is indicated according to the normalization of critical state test results. And the failure lines in p ‘- q - ν space of remoulded saturated ex

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24

Norris, G., R. Madhu, M. Ashour, and R. Valceschini. "Peak Undrained Resistance of Loose Sands." Transportation Research Record: Journal of the Transportation Research Board 1569, no. 1 (1997): 65–76. http://dx.doi.org/10.3141/1569-08.

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The peak undrained resistance (σ d,upeak) of a loose sand during liquefaction under monotonic loading does not necessarily occur on or near the Mohr Coulomb failure envelope. Instead, it occurs as that combination or product of a decreasing effective confining pressure ([Formula: see text]) and an increasing stress level ( SL). The condition in which this product is a maximum occurs at a particular point on a plot of the deviator stress (σ d) versus volumetric strain (ε v) as assessed from a drained triaxial test. A method is presented whereby a single drained test with volume change measureme

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25

Shen, Yang, Wen Jun Huang, Yan De Li, and Hai Dong Xu. "Calculation Method of Bearing Capacity Improvement of Soft Soil Foundation under Vacuum Preloading." Applied Mechanics and Materials 353-356 (August 2013): 352–56. http://dx.doi.org/10.4028/www.scientific.net/amm.353-356.352.

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The theory of vacuum preloading was mainly focused on calculations of settlement and consolidation degree, but not on the bearing capacity improvement under vacuum preloading. Based on the Mohr-Coulombs failure criterion and elastic-plastic theory, the formula of bearing capacity improvement of vacuum preloading foundation was deduced under undrained condition. The consolidation and vacuum attenuation degree were taken into the consideration, and a calculation formula with fewer parameters by using CU total stress strength index was derived. Meanwhile the relation between bearing capacity and

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Mallikarachchi, Hansini, and Kenichi Soga. "A Constitutive Model for Locally Drained Shear Bands in Globally Undrained Dense Sand." E3S Web of Conferences 92 (2019): 16005. http://dx.doi.org/10.1051/e3sconf/20199216005.

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When saturated granular materials which are dilative in nature are subjected to the undrained deformation, their strength increases due to the generation of negative excess pore pressure. This phenomenon is known as dilative hardening and can be witnessed in saturated dense sand or rocks during very fast loading. However, experimental evidence of undrained biaxial compression tests of dense sand shows a limit to this dilative hardening due to the formation of shear bands. There is no consensus in the literature about the mechanism which triggers these shear bands in the dense dilative sand und

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27

Been, Ken, and Michael Jefferies. "Stressdilatancy in very loose sand." Canadian Geotechnical Journal 41, no. 5 (2004): 972–89. http://dx.doi.org/10.1139/t04-038.

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Virtually all investigation of liquefaction has used undrained tests, and it has become common to represent the undrained strength in terms of a collapse surface or collapse stress ratio described by an effective friction angle. A difficulty with undrained tests is that they only allow observation of the interaction of elastic and plastic strain because of the imposed boundary condition (i.e., no drainage or zero volume change), precluding a proper understanding of an effective stress criterion for maximum undrained strength. Drained triaxial tests do not suffer from this shortcoming, and stre

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Kumruzzaman, Md, and Jian-Hua Yin. "Influences of principal stress direction and intermediate principal stress on the stress–strain–strength behaviour of completely decomposed granite." Canadian Geotechnical Journal 47, no. 2 (2010): 164–79. http://dx.doi.org/10.1139/t09-079.

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The measurement and study of the stress–strain–strength behaviour of soils in general stress states involving the change of magnitudes and direction of the principal stresses are necessary and important. To investigate the strength behaviour under such conditions, consolidated undrained tests on remoulded hollow cylinder specimens of completely decomposed granite (CDG) were carried out using a hollow cylinder apparatus. Tests were conducted by maintaining a fixed principal stress direction with angle α from the vertical direction together with a fixed value of intermediate principal stress coe

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Penumadu, Dayakar, Arumugam Skandarajah, and Jean-Lou Chameau. "Strain-rate effects in pressuremeter testing using a cuboidal shear device: experiments and modeling." Canadian Geotechnical Journal 35, no. 1 (1998): 27–42. http://dx.doi.org/10.1139/t97-076.

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The objective of the present research was to study the effect of rate of probe expansion in pressuremeter testing for cohesive soil. Emphasis in this paper was given to quantifying and modeling the effect of strain rate on the undrained shear strength. The strain path followed by an element of clay adjacent to the expanding probe was simulated using an automated flexible boundary cuboidal shear device (CSD) typically up to a magnitude of strain level of 10%. Two types of soil (kaolin, kaolin-silica mix) were used consistently for all the testing. Repeatable cubical cohesive specimens were obta

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30

Nguyen, An. "Thermally Induced Pore Pressure Build Up in Saturated Porous Low Permeable Formation." Iraqi Geological Journal 56, no. 1C (2023): 202–14. http://dx.doi.org/10.46717/igj.56.1c.14ms-2023-3-25.

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Heating a saturated low permeable geological formation induces pore pressure build-up, so-called thermal pressurization, due to the difference in thermal dilation of the solid skeleton and the pore water. The excess pore pressure generally leads to a decrease in the effective stress and can provoke thermally hydraulic fracturing or shear failure. This paper aims at deriving an explicit solution of the pore pressure increase as a linear function of the temperature variation and total mean stress variation in the framework of linear poroelasticity under undrained conditions. The thermal pressuri

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31

Yu, Fangwei, and Ikuo Towhata. "Particle breakage and its influence on soil behavior under undrained condition." Japanese Geotechnical Society Special Publication 2, no. 9 (2016): 386–90. http://dx.doi.org/10.3208/jgssp.jpn-020.

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32

Liu, Xin, Yuchuan Wang, and Boo Hyun Nam. "Characterizing undrained shear behavior of loess subjected to K loading condition." Engineering Geology 302 (June 2022): 106634. http://dx.doi.org/10.1016/j.enggeo.2022.106634.

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Chen, Rong‐Her, and Jiann‐Jyh Wang. "A constitutive model for saturated compacted soils under undrained shear condition." Journal of the Chinese Institute of Engineers 10, no. 6 (1987): 639–46. http://dx.doi.org/10.1080/02533839.1987.9677022.

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Yimsiri, Siam, Wanwarang Ratananikom, Fumihiko Fukuda, and Suched Likitlersuang. "Undrained strength-deformation characteristics of Bangkok Clay under general stress condition." Geomechanics and Engineering 5, no. 5 (2013): 419–45. http://dx.doi.org/10.12989/gae.2013.5.5.419.

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Wei, Jian-Guang, and Chuan-Liang Yan. "Borehole stability analysis in oil and gas drilling in undrained condition." Geomechanics and Engineering 7, no. 5 (2014): 553–67. http://dx.doi.org/10.12989/gae.2014.7.5.553.

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Darusman, Taryono, Daniel Murdiyarso, Impron Impron, Iswandi Anas Chaniago, and Dwi Puji Lestari. "Carbon Dynamics in Rewetted Tropical Peat Swamp Forests." Climate 10, no. 3 (2022): 35. http://dx.doi.org/10.3390/cli10030035.

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Degraded and drained peat swamp forests (PSFs) are major sources of carbon emissions in the forestry sector. Rewetting interventions aim to reduce carbon loss and to enhance the carbon stock. However, studies of rewetting interventions in tropical PSFs are still limited. This study examined the effect of rewetting interventions on carbon dynamics at a rewetted site and an undrained site. We measured aboveground carbon (AGC), belowground carbon (BGC), litterfall, heterotrophic components of soil respiration (Rh), methane emissions (CH4), and dissolved organic carbon (DOC) concentration at both

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Li, Qian, and Le Fu. "Research on Strength Characteristics of Expansive Soil." Applied Mechanics and Materials 109 (October 2011): 96–99. http://dx.doi.org/10.4028/www.scientific.net/amm.109.96.

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According to expansive soil, consolidated drained tests and undrained tests are carried on under saturated and remoulded conditions. The stress-strain characteristics of saturated soil are researched systematically under different confining pressure, initial dry density, initial water content, shearing rate and drainage condition. The inherent unity of diversity of shearing strength for the same samples measured by different experimental methods is indicated according to the normalization of critical state test results.

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Abhinav, Anshu, and Tugce Baser. "Undrained Shear Strength of Frozen Unsaturated Silts." E3S Web of Conferences 382 (2023): 06001. http://dx.doi.org/10.1051/e3sconf/202338206001.

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This study focuses on investigation of the undrained shear strength of unsaturated frozen silts prepared at varying initial thermal and hydraulic conditions. The initial degree of saturation controls ice and unfrozen water contents at temperatures below depression point. The strength properties of frozen soils are highly influenced by ice and water contents which is highly coupled with thermal state of the soils. To evaluate the strength properties of frozen silts, a series of direct simple shear experiments were performed using Bonny silt prepared at different initial degrees of saturation un

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Wanatowski, Dariusz, Jian Chu, and Wai Lay Loke. "Drained instability of sand in plane strain." Canadian Geotechnical Journal 47, no. 4 (2010): 400–412. http://dx.doi.org/10.1139/t09-111.

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Flowslide or failure of loose granular soil slopes is often explained using liquefaction or instability data obtained from undrained triaxial tests. However, under static loading conditions, the assumption of an undrained condition is not realistic for sand, particularly clean sand. Case studies have indicated that instability of granular soil can occur under essentially drained conditions (e.g., the Wachusett Dam failure in 1907). Laboratory studies on Changi sand by Chu et al. in 2003 have shown that sand can become unstable under completely drained conditions. However, these studies were ca

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40

Travascio, Francesco, Shihab Asfour, Roberto Serpieri, and Luciano Rosati. "Analysis of the consolidation problem of compressible porous media by a macroscopic variational continuum approach." Mathematics and Mechanics of Solids 22, no. 5 (2015): 952–68. http://dx.doi.org/10.1177/1081286515616049.

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This study presents an analysis of the stress-partitioning mechanism for fluid saturated poroelastic media in the transition from drained (e.g. slow deformations) to undrained (e.g. fast deformation) flow conditions. The goal of this analysis is to derive fundamental solutions for the general consolidation problem and to show how Terzaghi’s law is recovered as the limit undrained flow condition is approached. The approach is based on a variational macroscopic theory of porous media (VMTPM). First, the linearized form of VMTPM is expressed in a u– p dimensionless form. Subsequently, the behavio

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Zhou, Hong Xing, Shao Heng He, Min Gao, Zhi Ding, and Tang Dai Xia. "Effect of Initial Consolidation Stress Path on Shear Behavior of Calcareous Sand." Key Engineering Materials 871 (January 2021): 349–56. http://dx.doi.org/10.4028/www.scientific.net/kem.871.349.

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Calcareous sand is widely used as backfill material for land reclamation, but due to its special mechanical characteristics such as easily broken particles, calcareous sand foundation is facing more complex engineering problems. In this study, drained and undrained shear tests were carried out on calcareous sand samples from the South China Sea using K0 consolidation and isotropic consolidation conditions. It was found that the particle breakage of calcareous sand has obvious dependence on the initial consolidation stress path and drainage condition, thus showing different shear strength behav

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Sireesha, Dr G. "Effect of Reinforcement on Properties of Silty Sand." International Journal for Research in Applied Science and Engineering Technology 9, no. 12 (2021): 1934–38. http://dx.doi.org/10.22214/ijraset.2021.39649.

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Abstract: The variation of the stress-strain behavior and shear -parameters of reinforced silty sand is studied. The geotextiles were provided at different heights in the sample and tested in unconsolidated undrained condition. Two types of geotextiles, woven and nonwoven were used as reinforcement and the experiment was conducted at three water contents. Tests were performed on samples prepared at OMC, dry of OMC and wet of OMC in order to study the effect of water content. The results demonstrated that geotextile inclusion increases the peak strength, axial strain at failure. The sample was

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Ahlinhan, Marx Ferdinand, Orphée Joel Dansou, Bidossessi Dorothée Djenou, Léonard Sounouvou, and Edmond Codjo Adjovi. "Swelling and Shrinkage Performance of Expansive Soils under Repeated Moisture Variations." Current Journal of Applied Science and Technology 44, no. 4 (2025): 91–110. https://doi.org/10.9734/cjast/2025/v44i44517.

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Expansive soils increase in volume when they absorb water and contract as they dry out. This continuous variation in volume can cause uneven settlement, leading to cracks in light structures. The expansive soils under lightly loaded constructions, such as light buildings, pavements, are subjected to almost two cyclic shrink-swell per annum in the tropical zone due to the seasonal climatic variation. Expansive clay soils, characterized by high concentrations of montmorillonite, smectite, or other clay minerals, tend to shrink and swell with changes in moisture content. These volume changes can

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Szypcio, Zenon. "Stress-Dilatancy for Soils. Part II: Experimental Validation for Triaxial Tests." Studia Geotechnica et Mechanica 38, no. 4 (2016): 59–65. http://dx.doi.org/10.1515/sgem-2016-0031.

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Abstract Different forms of the stress-dilatancy relations obtained based on the frictional theory for the triaxial condition are presented. The analysed test data show that the shear resistance of many soils is purely frictional. The angle Φ0 represents the resistance of the soil as a combined effect of sliding and particle rolling on the macro-scale during shear at the critical frictional state. The stress-plastic dilatancy relations differ not only for triaxial compression and extension but also for drained and undrained conditions. The experiment investigated shows the correctness of the f

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NAKAZAWA, Hiroshi, Kenji ISHIHARA, Yoshimichi TSUKAMOTO, and Toshiyuki KAMATA. "CHARACTERISTICS OF UNDRAINED SHEAR BEHAVIOR OF SANDY SOIL UNDER PARTIALLY SATURATED CONDITION." Doboku Gakkai Ronbunshuu C 63, no. 2 (2007): 334–43. http://dx.doi.org/10.2208/jscejc.63.334.

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Wang, H., J. Koseki, and T. Sato. "p-Constant Condition Applied to Undrained Cyclic Triaxial Test of Unsaturated Soils." Geotechnical Testing Journal 40, no. 4 (2017): 20160115. http://dx.doi.org/10.1520/gtj20160115.

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Khatri, Vishwas N., and Jyant Kumar. "Vertical uplift resistance of circular plate anchors in clays under undrained condition." Computers and Geotechnics 36, no. 8 (2009): 1352–59. http://dx.doi.org/10.1016/j.compgeo.2009.06.008.

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Khatri, Vishwas N., and Jyant Kumar. "Stability of an unsupported vertical circular excavation in clays under undrained condition." Computers and Geotechnics 37, no. 3 (2010): 419–24. http://dx.doi.org/10.1016/j.compgeo.2009.11.001.

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Wu, Ze-Xiang, Christophe Dano, Pierre-Yves Hicher, and Zhen-Yu Yin. "Estimating normal effective stress degradation in sand under undrained simple shear condition." European Journal of Environmental and Civil Engineering 25, no. 1 (2018): 170–89. http://dx.doi.org/10.1080/19648189.2018.1521750.

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Mosa J. Al-Mosawe and Mohammed Yousif Fattah. "EFFECT OF LOADS ON THE STABILITY OF COHESIVE SLOPES IN UNDRAINED CONDITION." Journal of Engineering 11, no. 01 (2005): 61–78. http://dx.doi.org/10.31026/j.eng.2005.01.07.

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