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Artykuły w czasopismach na temat „Triaxial loading path”

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Data publikacji: 8 czerwca 2024

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1

Vaid, Y. P., and S. Sasitharan. "The strength and dilatancy of sand." Canadian Geotechnical Journal 29, no. 3 (1992): 522–26. http://dx.doi.org/10.1139/t92-058.

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The effects of stress path and loading direction in the triaxial test on strength and dilatancy of sand are investigated. It is shown that the unique relationship observed between peak friction angle and dilation rate at peak in conventional triaxial tests is followed regardless of stress path, confining stress at failure, relative density, and the mode of loading (compression or extension). Key words : sand, peak friction angle, dilatancy, stress path, triaxial test.

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2

Atkinson, J. H., and D. B. Clinton. "Stress Path Tests on 100 mm Diameter Samples." Geological Society, London, Engineering Geology Special Publications 2, no. 1 (1986): 133–37. http://dx.doi.org/10.1144/gsl.1986.002.01.28.

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AbstractThe use of stress path tests is discussed in relation to geotechnical design, and a description is given of the triaxial test stress path apparatus developed at The City University.Test results are presented from a series of triaxial tests following stress paths commonly encountered in engineering design problems. These are compared with the results of conventional triaxial tests.The stress-strain behaviour and pore pressure response of soil are shown to be very much dependent on the stress path followed, and the advantages of using stress-controlled loading in triaxial tests is demons

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3

Wang, Zhaofeng, Guangliang Feng, Xufeng Liu, and Yangyi Zhou. "An Experimental Investigation on the Foliation Strike-Angle Effect of Layered Hard Rock under Engineering Triaxial Stress Path." Materials 16, no. 17 (2023): 5987. http://dx.doi.org/10.3390/ma16175987.

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Deep underground engineering encounters substantial layered hard rock formations, and the engineering triaxial stress path involves an increase in maximum principal stress, constant intermediate principal stress, and a decrease in minimum principal stress. However, previous research has focused on rock layer angles under conventional triaxial stress conditions, disregarding the influence of foliation strike angles in engineering triaxial stress scenarios. This study experimentally investigates the effects of foliation strike angles on layered hard rock under an engineering triaxial stress path

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4

Gautam, Rajeeb, and Ron CK Wong. "Transversely isotropic stiffness parameters and their measurement in Colorado shale." Canadian Geotechnical Journal 43, no. 12 (2006): 1290–305. http://dx.doi.org/10.1139/t06-083.

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Drained stress path triaxial tests and confined torsion tests were conducted on Colorado shale core samples to investigate transversely isotropic stiffness parameters at small strain deformation. Nonlinear plastic behaviour occurred along the primary loading path even at strains less than 0.01%. Nonlinear, hysteric behaviour was only observed during the loading–unloading path. However, the shale material displayed transverse isotropy in deformation, and very small or nondetectable Poisson's ratios in vertical and horizontal directions. This special response alludes to the postulate that the Co

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5

Xiao, Bin, Peijiao Zhou, and Shuchong Wu. "Creep Characteristics of Reconstituted Silty Clay under Different Pre-Loading Path Histories." Buildings 14, no. 5 (2024): 1445. http://dx.doi.org/10.3390/buildings14051445.

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Due to the long-term deformation settlement of foundations, issues such as damage and functional failure of buildings and structures have long been a concern in the engineering field. The creep of soil is one of the primary causes leading to long-term deformation of foundations. In this paper, the consolidation deformation, creep characteristics, and creep model of reconstituted saturated silty clay were studied using the isotropic consolidation creep test and triaxial compression creep test. The results show that for the isotropic consolidation creep test, although the applied load adopted di

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6

Chen, Rui, and B. Stimpson. "Triaxial stress relaxation tests on Saskatchewan potash." Canadian Geotechnical Journal 32, no. 1 (1995): 11–21. http://dx.doi.org/10.1139/t95-002.

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Relative to the study of creep, the stress relaxation phenomenon has been overlooked in research on salt rocks, especially with respect to the behavior of salt in deep underground mining environments. In the laboratory tests described in this paper, deformational properties of potash were first studied by performing reverse-loading tests that approximately simulate in situ loading paths during excavation of underground cavities. Potash relaxation properties were then investigated by multiple-stage, repeated relaxation tests along the reverse-loading path. Results show that potash behavior alon

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7

Zhang, Shu Chao, Shao Hui He, Pei Wang, and Lin Li. "Axial Unloading Test of Soil Based on the GDS Triaxial Apparatus." Applied Mechanics and Materials 638-640 (September 2014): 407–11. http://dx.doi.org/10.4028/www.scientific.net/amm.638-640.407.

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Normal triaxial apparatus is suited to the loading stress path test, some stress path triaxial apparatus can be used to unload radial load smaller than the axial load, but it is difficult to unload axial load smaller than the radial load or even unload the axial load to zero. Using the iso-diameter headgear, different axial-radial unload ratio tests were done on the GDS triaxial apparatus, and the axial load was unloaded smaller than the radial load. During the test, it was found there are some deficiencies in the GDSLAB system. The results conformed to the characteristics of unloading test, w

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8

Kim, In Tai, and Erol Tutumluer. "Unbound Aggregate Rutting Models for Stress Rotations and Effects of Moving Wheel Loads." Transportation Research Record: Journal of the Transportation Research Board 1913, no. 1 (2005): 41–49. http://dx.doi.org/10.1177/0361198105191300105.

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The latest research findings on stress rotations caused by moving wheel loads and their effects on permanent deformation or rut accumulation in pavement granular layers are presented. Realistic pavement stresses induced by moving wheel loads were examined in the unbound aggregate base and subbase layers, and the significant effects of rotation of principal stress axes were indicated for a proper characterization of the permanent deformation behavior. To account for the rutting performances of especially thick granular layers, a comprehensive set of repeated load triaxial tests was conducted in

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9

Newson, T. A., M. C. R. Davies, and A. R. A. Bondok. "Selecting the rate of loading for drained stress path triaxial tests." Géotechnique 47, no. 5 (1997): 1063–67. http://dx.doi.org/10.1680/geot.1997.47.5.1063.

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10

Wang, Xiaoliang, Zhen Zhang, and Jiachun Li. "Triaxial behavior of granular material under complex loading path by a new numerical true triaxial engine." Advanced Powder Technology 30, no. 4 (2019): 700–706. http://dx.doi.org/10.1016/j.apt.2018.12.020.

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11

Zhang, Yingjie, Jiangteng Li, Gang Ma, and Shuangfei Liu. "Unloading Mechanics and Energy Characteristics of Sandstone under Different Intermediate Principal Stress Conditions." Advances in Civil Engineering 2021 (April 22, 2021): 1–9. http://dx.doi.org/10.1155/2021/5577321.

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The TRW-3000 true triaxial rock testing machine was used to conduct loading and unloading tests of sandstone under different σ 2 , and the true triaxial lateral unloading mechanics and energy characteristics of sandstone under different σ 2 were studied. The experimental results show the following: (1) compared with the results of the loading test, the peak strength of the sandstone under the unloading σ 3 path is reduced, the unloading direction has obvious expansion and deformation, and the amount of expansion increases significantly with the increase of σ 2 ; sudden brittle failure occurs a

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12

Sławińska-Budzich, Justyna, and Jacek Mierczyński. "Deformations and stability of granular soils: Classical triaxial tests and numerical results from an incremental model." Studia Geotechnica et Mechanica 42, no. 2 (2020): 137–50. http://dx.doi.org/10.2478/sgem-2019-0039.

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AbstractThis article presents a modified incremental model describing pre-failure deformations of granular soils under classical triaxial conditions. The original shape of equations has been proposed by Sawicki and Świdziński [40, 41]. A new form of equations that are consistent with the proposed definitions of deviatoric loading and unloading is suggested. Triaxial tests necessary for calibrating the proposed model have been performed. The modified model is used to simulate the deformations and stability of sand for every pre-failure loading path and makes it possible to describe the behaviou

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13

Vaid, Y. P., E. K. F. Chung, and R. H. Kuerbis. "Stress path and steady state." Canadian Geotechnical Journal 27, no. 1 (1990): 1–7. http://dx.doi.org/10.1139/t90-001.

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The effect of stress path on the steady state line of a liquefiable sand is investigated. Results from undrained triaxial compression and extension tests on water-deposited sands show that the steady state line of a given sand, though unique in the effective stress space, is not so in the void ratio – effective stress space. The sand is contractive over a much larger range of void ratios in extension than in compression. While a single steady state line emerges for compression loading, extension loading yields several lines, each characteristic to a given deposition void ratio. All these exten

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14

Bergado, D. T., K. C. Chong, P. A. M. Daria, and M. C. Alfaro. "Deformability and consolidation characteristics of soft Bangkok clay using screw plate tests." Canadian Geotechnical Journal 27, no. 5 (1990): 531–45. http://dx.doi.org/10.1139/t90-069.

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This study centred on the performance of the screw plate test (SPLT) to determine the deformability and consolidation characteristics of soft Bangkok clay. For comparison, a series of stress-path-controlled triaxial consolidation tests (tri) were carried out on good quality samples of Bangkok clay taken from the same testing sites and imposed with the same loading conditions as the screw plate tests. Undrained and drained moduli and coefficients of consolidation were obtained from the stress-path-controlled triaxial consolidation tests and were compared with the corresponding values of the scr

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15

Windisch, Andor. "Multiaxial Strength and Deformations of Concrete, Failure Modes and a New Failure Criterion." Concrete Structures 24 (2023): 137–48. http://dx.doi.org/10.32970/cs.2023.1.19.

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The multiaxial strength of concrete, the associated stress-strain relationships, the failure modes and the failure criteria are again and again in the interest of researchers. After a historical review the most important bi- and triaxial experiments loading through brushes are analyzed. Based on the principal strengths and the loading path-concept a new, transparent type of presentation of the ultimate strength surface (USS) is introduced. For concrete classes ≤ C100 simplified relative strength-increase values are proposed. The difficulties of deformation measurements are reviewed. The outlin

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16

Cao, Yangbing, Qiang Yan, Sui Zhang, and Fuming Cai. "Experimental Research on Anisotropy Characteristics of Shale under Triaxial Incremental Cyclic Loading and Unloading." Applied Sciences 14, no. 6 (2024): 2602. http://dx.doi.org/10.3390/app14062602.

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Shale is a common rock type that is associated with underground engineering projects, and several important factors, such as bedding structure, confining pressure, and the loading and unloading path, significantly influence the anisotropy of shale. Triaxial monotonic loading tests and triaxial incremental cyclic loading and unloading tests of shale under three kinds of confining pressures and five types of bedding inclination angles (θ) were thus performed to investigate the anisotropy of shale in terms of mechanical behavior, acoustic emission (AE), and energy evolution, and reveal the mechan

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17

Vaid, Y. P., and S. Sivathayalan. "Static and cyclic liquefaction potential of Fraser Delta sand in simple shear and triaxial tests." Canadian Geotechnical Journal 33, no. 2 (1996): 281–89. http://dx.doi.org/10.1139/t96-007.

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The potential for static and cyclic liquefaction of the sand that underlies the highly seismic Fraser Delta is assessed under simple shear test conditions, typical of an earthquake shaking. A comparison of liquefaction potential is also made between simple shear and conventional triaxial stress conditions. It is shown that the liquefaction potential of sand is profoundly influenced by the stress path. The reduction factors currently applied to the cyclic triaxial resistance for representing simple shear response may involve a large degree of conservatism in design. A direct measurement of soil

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18

Mohammadi, Amirabbas, and David Airey. "Undrained response of Sydney sand under non-reversal cyclic loading." E3S Web of Conferences 92 (2019): 08005. http://dx.doi.org/10.1051/e3sconf/20199208005.

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Stress history and loading path can significantly influence the cyclic response of sands. It is well known that cyclic behaviour under non-symmetrical cycling is generally different from that under symmetrical loading around zero deviator stress. Anisotropic consolidation prior to cycling in triaxial apparatus changes the behaviour by exerting an initial static shear stress on critical planes. The present paper reports the results from a number of cyclic triaxial tests on anisotropically consolidated samples of Sydney beach sand. The samples are reconstituted in the laboratory and subjected to

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19

Maksimov, Fedor, and Alessandro Tombari. "Derivation of Cyclic Stiffness and Strength Degradation Curves of Sands through Discrete Element Modelling." Modelling 3, no. 4 (2022): 400–416. http://dx.doi.org/10.3390/modelling3040026.

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Cyclic degradation in fully saturated sands is a liquefaction phenomenon characterized by the progressive variation of the soil strength and stiffness that occurs when the soil is subjected to cyclic loading in undrained conditions. An evaluation of the relationships between the degradation of the soil properties and the number of loading cycles is essential for deriving advanced cyclic constitutive soil models. Generally, the calibration of cyclic damage models can be performed through controlled laboratory tests, such as cyclic triaxial testing. However, the undrained response of soils is de

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20

Corte, Marina Bellaver, Erdin Ibraim, Lucas Festugato, Andrea Diambra, and Nilo Cesar Consoli. "Stiffness of lightly cemented sand under multiaxial loading." E3S Web of Conferences 92 (2019): 11008. http://dx.doi.org/10.1051/e3sconf/20199211008.

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This paper presents experimental triaxial tests conducted on two lightly cemented sand samples on the set-up conditions of a Hollow Cylinder Torsional Apparatus (HCTA). The laboratory study has been carried out on an angular to sub-angular silica sand reinforced with Portland cement of high early strength. The samples have identical porosity/volumetric cement content ratio, η/Civ, values. The Young's modulus and shear modulus were measured by the application of a series of small unload-reload cycles at different investigation points along the triaxial stress path up to about 50% of the maximum

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21

Sawicki, Andrzej, Justyna Sławińska, and Jacek Mierczyński. "Structure and Calibration of Constitutive Equations for Granular Soils." Studia Geotechnica et Mechanica 36, no. 4 (2015): 35–46. http://dx.doi.org/10.2478/sgem-2014-0034.

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Abstract The form of incremental constitutive equations for granular soils is discussed for the triaxial configuration. The classical elasto-plastic approach and the semi-empirical model are discussed on the basis of constitutive relations determined directly from experimental data. First, the general structure of elasto-plastic constitutive equations is presented. Then, the structure of semiempirical constitutive equations is described, and a method of calibrating the model is presented. This calibration method is based on a single experiment, performed in the triaxial apparatus, which also i

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22

Sivakumar, V., D. McKelvey, J. Graham, and D. Hughes. "Triaxial tests on model sand columns in clay." Canadian Geotechnical Journal 41, no. 2 (2004): 299–312. http://dx.doi.org/10.1139/t03-097.

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Vibro-stone columns can improve the bearing capacity and reduce the settlement of foundations. Their performance depends on the strength of the column material, reinforcement method of column installation, type of in situ soil, area replacement ratio, and column length. This paper examines the behaviour of small laboratory specimens of soft clay (undrained shear strength ≈ 30 kPa) reinforced with sand columns when tested under known boundary stress conditions. Two series of tests were carried out on kaolin specimens (diameter 100 mm, height 200 mm) in a triaxial cell. In the first series, spec

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23

Kowalska, M. "Simulation of Stress Paths Derived from FEM Analysis in Triaxial Tests." Archives of Civil Engineering 59, no. 1 (2013): 119–29. http://dx.doi.org/10.2478/ace-2013-0005.

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Abstract Reliable estimation of geotechnical parameters is often based on reconstruction of a complete loading process of subsoil on a specimen in laboratory tests. Unfortunately laboratory equipment available in many laboratories is sometimes limited to just a triaxial apparatus - the use of which generates difficulties whenever a non-axisymmetric problem is analysed.The author suggests two simple operations that may be done to improve the quality of simulation in triaxial tests. The first one is based on the use of triaxial extension along the segments of the stress path p’-q-θ for which the

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24

Mohamad, Habib Musa, Adnan Zainorabidin, and Adriana Erica Amaludin. "Stress Path Behaviour and Friction Angle Transition Due to the Cyclic Loading Effects." Civil Engineering Journal 9, no. 4 (2023): 895–905. http://dx.doi.org/10.28991/cej-2023-09-04-010.

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In various aspects, peat soil is different from mineral soil. Peat is a biogenic deposit that emerged within the last 10,000 years, during the post-glacial (Holocene) era. Peat is a soft soil that is unable to support external loads without experiencing significant deformations. Tyre pressure from automobiles and/or aeroplane wheels on paved surfaces creates traffic load, which can manifest as static or dynamic types of loading. To resolve the problem with peat soils, a thorough understanding of the static and dynamic behaviour of peat is still required. Many people who live near regularly use

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25

Sasitharan, S., P. K. Robertson, D. C. Sego, and N. R. Morgenstern. "Collapse behavior of sand." Canadian Geotechnical Journal 30, no. 4 (1993): 569–77. http://dx.doi.org/10.1139/t93-049.

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Loose cohesionless materials can collapse during either static or dynamic loading, resulting in a rapid buildup of pore pressure and associated reduction in shear resistance. As the cohesionless material collapses, it rapidly looses resistance until the acting shear stress decreases to the available residual or steady-state strength. Specially designed stress-path testing has been performed on sand to investigate this collapse process. Results from this test program and previously published data show that a state boundary can be defined when a cohesionless material moves from peak to steady st

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26

Zhang, Yan Gang, Kun Yong Zhang, Wang Lin Li, and Qiao Zhen Shi. "Unloading Triaxial Experimental Study on Stress Path of Excavated Soil Slope." Advanced Materials Research 243-249 (May 2011): 2797–801. http://dx.doi.org/10.4028/www.scientific.net/amr.243-249.2797.

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The current research was implemented to study the practical unloading stress path that the slope mass experienced during the excavation process, which is very important in the stress and strain numerical analysis. Series of unloading tests were carried out under different confining pressure. During the test process, the minor principal stress was kept decreasing, while the major principal stress was kept unchanged to simulate the stress path in some locations of the soil slope, such as at the top of the slope. The corresponding conventional triaxial compression tests were also carried out as c

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27

Wang, Yan Fang, Zhi Gang Zhou, and Zheng Yin Cai. "Studies about Creep Characteristic of Silty Clay on Triaxial Drained Creep Test." Applied Mechanics and Materials 580-583 (July 2014): 355–58. http://dx.doi.org/10.4028/www.scientific.net/amm.580-583.355.

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The creep characteristic of saturated silty clay was studied by triaxial drained creep test through two stress paths of axial loading and lateral lightening. According to test data, some conclusions were submitted. First, the axial creep laws between the two stress paths were consistent on the drainage conditions. Volume strains were much smaller than axial strains. Volume strains presented shear dilatancy along with lightening confining pressure. The silty clay creep coefficient was put forward and its variation law was summarized. The silt soil creep coefficient was closely related to the de

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28

Deli, Á., and B. Vásárhelyi. "Investigation of the fracture process with different loading path triaxial tests on saturated sandstone." Bulletin of Engineering Geology and the Environment 59, no. 3 (2000): 187–93. http://dx.doi.org/10.1007/s100640000068.

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Gennaro, V. De, J. Canou, J. C. Dupla, and N. Benahmed. "Influence of loading path on the undrained behaviour of a medium loose sand." Canadian Geotechnical Journal 41, no. 1 (2004): 166–80. http://dx.doi.org/10.1139/t03-082.

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The results of an experimental programme aimed at studying the undrained behaviour of Hostun sand are presented in this paper. Specific conditions concerning the initial relative density (medium loose arrangements) and the loading paths (compression and extension under monotonic and cyclic loadings) were considered in the test programme. Monotonic tests carried out in both drained and undrained conditions show a significant difference in behaviour between compression and extension. It is observed that, in undrained conditions, Hostun sand is weaker in extension than in compression. In compress

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Liu, Yiming, Xinchao Liao, Lihua Li, and Haijun Mao. "Discrete Element Modelling of the Mechanical Behavior of Sand–Rubber Mixtures under True Triaxial Tests." Materials 13, no. 24 (2020): 5716. http://dx.doi.org/10.3390/ma13245716.

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Sand–rubber mixtures (SRMs) consisting of stiff sand particles and soft rubber particles are typical binary mixture materials that possess a variety of complicated properties. The complexity of the properties of sand–rubber mixtures is increased when complex stress path is involved. This study investigates the mechanical behavior of sand–rubber mixtures under generalized loading conditions using the discrete element method. A series of numerical true triaxial shear tests were conducted on pure sand and sand–rubber mixtures. The effect of rubber content and loading path on both of the macroscop

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Ng, Robert M. C., and K. Y. Lo. "The measurements of soil parameters relevant to tunnelling in clays." Canadian Geotechnical Journal 22, no. 3 (1985): 375–91. http://dx.doi.org/10.1139/t85-049.

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A comprehensive laboratory program was carried out on specimens trimmed from 152 mm diameter piston samples of a soft silty clay and a varved clay at a tunnel site in Thunder Bay. Results of conventional triaxial tests as well as special tests for the determination of anisotropic elastic parameters, simple shear tests, and stress path tests are presented.Results indicate that the unloading moduli are about twice the loading moduli, the Poisson's ratios in unloading are about three times those in loading, but the independent shear modulus is relatively unaffected. While the modulus is sensitive

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Wang, Zhe, Jing Li, and Ren Jie Shang. "Experimental Study on Mechanical Behavior of Concrete Loading along Path (Constant Stress, Constant Strain, Increasing Strain)." Applied Mechanics and Materials 238 (November 2012): 91–95. http://dx.doi.org/10.4028/www.scientific.net/amm.238.91.

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Triaxial compressive experiments were performed with normal concrete by using the large triaxial test system. The loading process was divided into two stages: (1) Under the condition of keeping the three axial stresses equivalent, the compressive stress was increased to a specified value p, which was maintained for a period of time; (2) The strain in y direction was increased monotonously while the stress in x direction and the strain in z direction both remained constant. In this paper, the study on the experiments indicates: the minimum principal stress significantly influences the strength

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Zhang, Liang, Fujun Niu, Minghao Liu, Jing Luo, and Xin Ju. "Mechanical Behavior of Cracked Rock in Cold Region Subjected to Step Cyclic Loading." Geofluids 2022 (January 17, 2022): 1–15. http://dx.doi.org/10.1155/2022/6220549.

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In order to analyze the mechanical behavior of cracked rock in cold region subjected to cyclic loading, step cyclic loading and unloading (SCLU) triaxial tests with different stress paths have been designed. The mechanical responses such as strength, deformation, and failure mode were analyzed. The test results show that limestone has obvious strengthening effect under cyclic loading due to local crushing and filling of internal structural plane. The strengthening effect and fatigue damage effect caused by cyclic loading and the impact damage effect caused by the upgraded of stress level have

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Uthayakumar, M., and Y. P. Vaid. "Static liquefaction of sands under multiaxial loading." Canadian Geotechnical Journal 35, no. 2 (1998): 273–83. http://dx.doi.org/10.1139/t98-007.

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A fundamental study of the undrained behaviour of sands under multiaxial loading is presented. The investigation was carried out using Fraser River and Syncrude sands in a hollow cylinder torsional shear device. Shear loading was carried out under strain control to capture the postpeak strain-softening characteristics of loose sands. It is shown that the undrained response of loose sands is highly dependent on the loading direction. The friction angle mobilized at phase transformation and steady state is a unique material property, independent of the mode of loading, direction of principal str

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35

Zhang, Yang, Yongjie Yang, and Depeng Ma. "Mechanical Characteristics of Coal Samples under Triaxial Unloading Pressure with Different Test Paths." Shock and Vibration 2020 (August 10, 2020): 1–10. http://dx.doi.org/10.1155/2020/8870821.

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In order to understand the influence of unloading path on the mechanical properties of coal, triaxial unloading confining pressure tests with different initial confining pressure and different unloading rate were carried out. The test results show that the triaxial unloading strength of coal samples under different test conditions is lower than conventional triaxial tests, but the brittleness characteristics are more obvious. This result indicates that the coal samples are easily damaged under unloading conditions. In the axial loading stage of the confinement unloading tests, the axial strain

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Chen, Zheng-Han, D. G. Fredlund, and Julian K.-M. Gan. "Overall volume change, water volume change, and yield associated with an unsaturated compacted loess." Canadian Geotechnical Journal 36, no. 2 (1999): 321–29. http://dx.doi.org/10.1139/t98-097.

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This paper presents the overall volume change, water volume change, and yield associated with an unsaturated, compacted, low-plasticity loess from China. Two types of tests were conducted using a modified triaxial apparatus, namely isotropic compression tests with controlled suction (ICT), and triaxial shrinkage tests (TST). In the triaxial shrinkage tests, the net cell pressure is controlled and suction is allowed to increase. The results show that the stress path has a significant effect on overall volume change and the water volume change. The soil parameters related to overall volume chang

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Liu, Furong, Zhiwei Zhou, Wei Ma, Shujuan Zhang, and Zhizhong Sun. "Dynamic Parameters and Hysteresis Loop Characteristics of Frozen Silt Clay under Different Cyclic Stress Paths." Advances in Materials Science and Engineering 2021 (June 8, 2021): 1–22. http://dx.doi.org/10.1155/2021/3763181.

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In cold regions, the long-term stability of engineering facilities is unavoidably influenced by the negative temperature, freeze-thaw process, dry-wet process, and dynamic loading conditions induced by earthquakes and traffic loads. In order to investigate the effects of different cyclic stress paths on the evolution of dynamic mechanical properties of frozen silt clay, a series of cyclic triaxial tests with variation confining pressure (VCP) or constant confining pressure (CCP) were performed. Triaxial low-temperature apparatus (MTS-810) was taken advantage of to simulating various cyclic str

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Zhao, Yanru, Tiande Wen, Xiaohui Sun, Liping Huang, and Rui Chen. "Effect of Loading Path on the Mechanical Properties of Completely Decomposed Granite Soil Based on the Multiscale Method." Advances in Civil Engineering 2021 (January 30, 2021): 1–12. http://dx.doi.org/10.1155/2021/6635768.

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Mechanical properties of intact completely decomposed granite (CDG) soil, widely distributed in South China, decrease drastically as encountering external load-related disturbance or soaked by water. In this study, staged triaxial consolidated drained (CD) test and microscopic scanning were conducted using intact CDG specimens extracted from a construction site to investigate the mechanical behavior and microscopic pore distribution. The results show that the stress-strain relationship reveals a shrinking behavior in the first-stage loading and a brittle behavior in the second-stage loading. T

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Shu, Rongjun, Lingwei Kong, Bingheng Liu, and Juntao Wang. "Stress–Strain Strength Characteristics of Undisturbed Granite Residual Soil Considering Different Patterns of Variation of Mean Effective Stress." Applied Sciences 11, no. 4 (2021): 1874. http://dx.doi.org/10.3390/app11041874.

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Granite residual soil is one of the most frequently encountered problem soils in tropical regions, whose mechanical behavior heavily depends on the pattern of variation of mean effective stress (p’) during shearing, which can be classified into three categories: increasing-p’, constant-p’, and decreasing-p’. Unfortunately, so far, the stress–strain strength characteristics of granite residual soils have been studied mainly under increasing-p’ stress paths, although it is very likely to encounter stress paths with decreasing p’ in practice, especially in excavation engineering. Moreover, most p

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Cai, Yuanqiang, Qi Sun, Lin Guo, C. Hsein Juang, and Jun Wang. "Permanent deformation characteristics of saturated sand under cyclic loading." Canadian Geotechnical Journal 52, no. 6 (2015): 795–807. http://dx.doi.org/10.1139/cgj-2014-0341.

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The loading path involving principal stress rotation (PSR) during shear is an important phenomenon encountered in many field conditions. Typically for traffic loading, both the magnitude and direction of principal stresses may vary with time due to the motion of vehicles, and the stress path can be mimicked by a heart shape in the deviatoric stress space. Conventional triaxial tests are not suitable to recreate this type of stress path in that no torsional shear stress can be applied on the test samples. To overcome this limitation, a series of tests using a hollow cylinder apparatus were cond

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Theocaris, P. S. "Positive and Negative Failure-Shears in Orthotropic Materials." Journal of Reinforced Plastics and Composites 11, no. 1 (1992): 32–55. http://dx.doi.org/10.1177/073168449201100103.

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Failure predictions of off-axis loaded fiber composite laminae are given according to the elliptic paraboloid failure criterion for anisotropic solids [1]. The failure condition assumes that for any anisotropic solid a safe triaxial loading path exists, along the hydrostatic compression, and thus the failure surface must be open-ended. By appropriately formulating the failure criterion, it is shown that the geometric interpretation of the failure surface in the principal stress space is an elliptic paraboloid (EPFS) whose axis of symmetry is parallel to the hydrostatic axis in the principal st

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Patutin, AV, and SV Serdyukov. "Laboratory stands for hydraulic fracturing simulation in a nonuniform stress field." IOP Conference Series: Earth and Environmental Science 991, no. 1 (2022): 012035. http://dx.doi.org/10.1088/1755-1315/991/1/012035.

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Abstract The paper considers the capabilities of well-known laboratory facilities for hydraulic fracturing modeling under the true triaxial loading conditions. Of greatest interest are the stands that allow you to create a crack in large cubic samples with an edge length of 200 mm or more. In this case, it is possible to reduce the influence of edge effects from the boundaries of the sample on the propagation path of the discontinuity. The review includes research results obtained using 10 different facilities located in major scientific centers.

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Castelli, Francesco, Antonio Cavallaro, Salvatore Grasso, and Valentina Lentini. "Undrained Cyclic Laboratory Behavior of Sandy Soils." Geosciences 9, no. 12 (2019): 512. http://dx.doi.org/10.3390/geosciences9120512.

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The complex cyclic shear stress path experienced by the soil during an earthquake, which could also induce liquefaction phenomena, can be approximated in the laboratory only by using sophisticated testing apparatuses. Cyclic triaxial tests have been widely used, especially for coarse grained soils, as in this study. In the framework of the design for the seismic retrofitting of the ‘‘Ritiro viaduct’’ foundations along the A20 motorway connecting Messina with Palermo (Italy), a soil liquefaction study was also carried out. With this aim, a detailed geological and geotechnical characterization o

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BUTKOVICH, JEREMY N., and YOUSSEF M. A. HASHASH. "Neural network material model enhancement: Optimization through selective data removal." Artificial Intelligence for Engineering Design, Analysis and Manufacturing 21, no. 1 (2007): 61–72. http://dx.doi.org/10.1017/s089006040707014x.

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Neural network (NN)-based constitutive models have been used increasingly to capture soil constitutive response. When combined with the self-learning simulation (SelfSim) inverse analysis framework, NN models can be used to extract soil behavior when given field measurements of boundary deformations and loads. However, the data sets used to train and repeatedly retrain the NN models are large, and training times, especially when used in SelfSim, are long. A diverse set of stress–strain data is extracted from a simulated braced excavation problem to train a NN-based constitutive model. Several

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Gabet, Thomas, Yann Malécot, and Laurent Daudeville. "Triaxial behaviour of concrete under high stresses: Influence of the loading path on compaction and limit states." Cement and Concrete Research 38, no. 3 (2008): 403–12. http://dx.doi.org/10.1016/j.cemconres.2007.09.029.

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Ma, Xiaodong, John W. Rudnicki, and Bezalel C. Haimson. "Failure characteristics of two porous sandstones subjected to true triaxial stresses: Applied through a novel loading path." Journal of Geophysical Research: Solid Earth 122, no. 4 (2017): 2525–40. http://dx.doi.org/10.1002/2016jb013637.

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Sun, Qi, Yuanqiang Cai, Jian Chu, Quanyang Dong, and Jun Wang. "Effect of variable confining pressure on cyclic behaviour of granular soil under triaxial tests." Canadian Geotechnical Journal 54, no. 6 (2017): 768–77. http://dx.doi.org/10.1139/cgj-2016-0439.

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Previous studies were performed to use combined cyclic deviatoric stress and confining pressure to simulate cyclic vertical and horizontal normal stresses under traffic loading. The effect of variable confining pressure (VCP) on the permanent deformation of soils was investigated. However, some studies concluded VCP could promote the development of permanent deformation compared to the tests with constant confining pressure (CCP), while others drew the opposite conclusions. In this study, three types of CCP and VCP tests with identical maximum stress, identical average stress, and identical in

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Skopek, Peter, N. R. Morgenstern, P. K. Robertson, and D. C. Sego. "Collapse of dry sand." Canadian Geotechnical Journal 31, no. 6 (1994): 1008–14. http://dx.doi.org/10.1139/t94-115.

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Loose cohesionless saturated materials have proved responsible for a number of serious or catastrophic flow slides. Liquefaction failures with no obvious triggering mechanism have also been recorded. This phenomenon of sudden liquefaction without a presence of cyclic shear stresses is often referred to as spontaneous or static liquefaction. Results from previously published studies suggest that liquefaction is triggered not by the undrained loading and generation of pore pressures but by the collapse of the metastàble sand structure, which in turn generates the driving pore pressures in a satu

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Wang, Yin, Zhen Qi, Tongzhong Wei, Junji Bao, Xun Zhang, and Yansheng Zhou. "Numerical Study on the Responses of Suction Pile Foundations under Horizontal Cyclic Loading Considering the Soil Stiffness Degradation." Journal of Marine Science and Engineering 11, no. 12 (2023): 2336. http://dx.doi.org/10.3390/jmse11122336.

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This paper analyzes the deformation responses of single-cylinder and four-cylinder suction pile foundations in soft clay under horizontal cyclic loading. Based on the existing stiffness degradation model of soft clay, a more suitable model for marine soft clay is proposed by carrying out dynamic triaxial experiments under different stress levels. The stiffness degradation and cumulative displacement of soil under cyclic loading are implemented in ABAQUS by compiling a USDFLD subroutine. The rationality is verified by comparison with the displacement response of the pile measured by the centrif

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Feng, Wang, Chi Shichun, Li Shijie, and Jia Yufeng. "Testing and Micromechanical Modelling of Rockfill Materials Considering the Effect of Stress Path." Mathematical Problems in Engineering 2016 (2016): 1–14. http://dx.doi.org/10.1155/2016/7630541.

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We have extended the micromechanics-based analytical (M-A) model to make it capable of simulating Nuozhadu rockfill material (NRFM) under different stress paths. Two types of drained triaxial tests on NRFM were conducted, namely, the stress paths of constant stress ratio (CSR) and the complex stress paths with transitional features. The model was improved by considering the interparticle parameter variation with the unloading-reloading cycles and the effect of the stress transition path. The evolution of local dilatancy at interparticle planes due to an externally applied load is also discusse

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