Relevant bibliographies by topics / Triaxial stress

Academic literature on the topic 'Triaxial stress'

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Published: 4 June 2021
Last updated: 20 February 2023

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Journal articles on the topic "Triaxial stress"

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Serna Moreno, María del Carmen, Sergio Horta Muñoz, and Alberto Ruiz Gracia. "Design of Triaxial Tests with Polymer Matrix Composites." Polymers 14, no. 4 (February 21, 2022): 837. http://dx.doi.org/10.3390/polym14040837.

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Multiaxial testing in composites may generate failure modes which are more representative of what occurs in a real structure submitted to complex loading conditions. However, some of its main handicaps include the need for special facilities, the correct design of the experiments, and the challenging interpretation of the results. The framework of this research is based on a triaxial testing machine with six actuators which is able to apply simultaneous and synchronized axial loads in the three space directions. Then, the aim was to design from a numerical point of view a triaxial experiment adapted to this equipment. The methodology proposed could allow for an adequate characterization of the triaxial response of a polymer-based composite with apparent isotropic behaviour in the testing directions. The finite element method (FEM) is applied in order to define the geometry of the triaxial specimen. The design pursues to achieve homogeneous stress and strain states in the triaxially loaded region, which should be accessible for direct measurement of the strains. Moreover, a fixing system is proposed for experimentally reproducing the desired boundary conditions imposed on the numerical simulations. The procedure to determine the full strain tensor in the triaxially loaded region is described analytically and with the help of FEM virtual testing. The hydrostatic component and the deviatoric part of the strain tensor are proposed for estimating the susceptibility of the polymer-based composite to fail due to the triaxial strain state imposed. Then, the loading scenarios that cause higher values of the deviatoric components in the triaxially loaded region are considered to be more prone to damage the region of interest. Nevertheless, the experimental failure is expected to be produced in the arms of the specimen which are uniaxially loaded, since in all of the loading cases the simulations show higher levels of stress concentration out of the triaxially loaded region. Thus, although the triaxial strength could not be accurately determined by the proposed tests, they can be utilized for observing the triaxial response before failure.
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Li, Rong Jian, Xi An Li, Gao Feng Che, Wen Zheng, and Wen Jun Chen. "A Simple and Practicable Approach on Implementing for the Reduced Triaxial Extension by the Conventional Triaxial Apparatus." Advanced Materials Research 250-253 (May 2011): 2089–92. http://dx.doi.org/10.4028/www.scientific.net/amr.250-253.2089.

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Stress path is one of the very important factors of soil strength. It is significant to study the strength and reveal the importance of the impact of sand in different stress path conditions. Firstly, an ameliorating approach on implementing for the reduced triaxial extension by the conventional triaxial apparatus was discussed. Then, In order to study shear behaviors of the eolian sand under different stress path, two monotonic shearing tests with the conventional triaxial compression and the reduced triaxial extension stress path were performed and analyzed. The test results not only indicate that the amelioration on conventional triaxial apparatus is simple, practicable and inexpensive, but also reveal the difference of strength’s parameter between the reduced triaxial extension and conventional triaxial compression stress path. In sum, the stress path has important effect on the strength of the eolian sand.
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Stone, B. M., I. J. Jordaan, J. Xiao, and S. J. Jones. "Experiments on the damage process in ice under compressive states of stress." Journal of Glaciology 43, no. 143 (1997): 11–25. http://dx.doi.org/10.3189/s002214300000277x.

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AbstractDuring ice-structure interaction, ice will fail in a brittle manner dominated by two processes. The first corresponds to the formation of macrocracks and the consequent spalling-off of large ice pieces. The second includes an intense shear-damage process in zones, termed critical zones, where high pressures are transmitted to the structure. The shear-damage process results in microstructural changes including microcrack formation and recrystallization. A range of tests on laboratory-prepared granular ice have been conducted to determine the fundamental behaviour of ice under various stress states and stress history, particularly as it relates to changes in microstructure. The test series was designed to study three aspects: the intrinsic creep properties of intact, undamaged ice; the enhancement of creep and changes in microstructure due to damage; and the effects of different stress paths. Tests on intact ice with triaxial confining pressures and low deviatoric stresses, aimed at defining the intrinsic creep response in the absence of microcracking, showed that an accelerated creep rate occurred at relatively low deviatoric stresses. Hence, a minimum Creep rate occurred under these conditions. Recrystallization to a smaller grain-size and void formation were observed. Ice damaged uniaxially and triaxially prior to testing showed enhancement of creep under both uniaxial and triaxial loading conditions Creep rates in triaxially damaged ice were found to be non-linear with high deviatoric stresses, corresponding to a power-law dependence of creep rate. Uniaxially damaged specimens contained microcracks parallel to the stressed direction which tended to close under triaxial confinement. Damage under triaxial conditions at low confining pressures produced small recrystallized grains near zones of microcracking. At high confining pressures, a fine-grained recrystallized structure with no apparent cracking was observed uniformly across the specimen. The recrystallization process contributes significantly to the enhanced creep rates found in damaged specimens.
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Stone, B. M., I. J. Jordaan, J. Xiao, and S. J. Jones. "Experiments on the damage process in ice under compressive states of stress." Journal of Glaciology 43, no. 143 (1997): 11–25. http://dx.doi.org/10.1017/s002214300000277x.

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AbstractDuring ice-structure interaction, ice will fail in a brittle manner dominated by two processes. The first corresponds to the formation of macrocracks and the consequent spalling-off of large ice pieces. The second includes an intense shear-damage process in zones, termed critical zones, where high pressures are transmitted to the structure. The shear-damage process results in microstructural changes including microcrack formation and recrystallization. A range of tests on laboratory-prepared granular ice have been conducted to determine the fundamental behaviour of ice under various stress states and stress history, particularly as it relates to changes in microstructure. The test series was designed to study three aspects: the intrinsic creep properties of intact, undamaged ice; the enhancement of creep and changes in microstructure due to damage; and the effects of different stress paths. Tests on intact ice with triaxial confining pressures and low deviatoric stresses, aimed at defining the intrinsic creep response in the absence of microcracking, showed that an accelerated creep rate occurred at relatively low deviatoric stresses. Hence, a minimum Creep rate occurred under these conditions. Recrystallization to a smaller grain-size and void formation were observed. Ice damaged uniaxially and triaxially prior to testing showed enhancement of creep under both uniaxial and triaxial loading conditions Creep rates in triaxially damaged ice were found to be non-linear with high deviatoric stresses, corresponding to a power-law dependence of creep rate. Uniaxially damaged specimens contained microcracks parallel to the stressed direction which tended to close under triaxial confinement. Damage under triaxial conditions at low confining pressures produced small recrystallized grains near zones of microcracking. At high confining pressures, a fine-grained recrystallized structure with no apparent cracking was observed uniformly across the specimen. The recrystallization process contributes significantly to the enhanced creep rates found in damaged specimens.
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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 demonstrated.
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Sakane, Masao, Hiroki Kobayashi, Ryohei Ohki, and Takamoto Itoh. "Creep Void Formation and Rupture Lifetime in Multiaxial Stress States." Key Engineering Materials 795 (March 2019): 159–64. http://dx.doi.org/10.4028/www.scientific.net/kem.795.159.

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This paper discusses creep void formation and rupture lifetimes in multiaxial stress states for a SUS 304 stainless steel at elevated temperatures. Biaxial and triaxial tension creep tests were performed using a cruciform and a cubic specimen, respectively. These two types of the specimens were designed to achieve uniform equi-biaxial and equi-triaxial stress distributions by a finite element analysis in the gage parts. Void formation at grain boundaries was observed by intermitting biaxial creep tests and by interrupting triaxial creep tests. Creep rupture lifetimes were also obtained in biaxial and triaxial creep tests. Biaxial stresses increase the void formation but give a little influence on a creep rupture lifetime in the correlation with von Mises equivalent stress. Triaxial stresses also increase the void formation and drastically reduce a creep rupture lifetime in the correlation with von Mises equivalent stress. Evident void formation in an equi-triaxial stress condition demonstrates that von Mises equivalent stress is not a suitable measure to evaluate creep damage development in multiaxial stress states. A new equivalent stress is proposed to evaluate creep rupture lifetimes in biaxial and triaxial stress states.
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Černý, Miroslav, Petr Šesták, and Jaroslav Pokluda. "Stress Coupling Effect on Ideal Shear Strength: Tungsten as a Case Study." Advances in Materials Science and Engineering 2016 (2016): 1–5. http://dx.doi.org/10.1155/2016/5317985.

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Mechanical response of a perfect bcc tungsten crystal to a multiaxial loading was investigated from first principles. The multiaxial stress state consisted of the shear stress and a superimposed compressive triaxial stress with various levels of differential stresses. The studied shear system was 111110. Results obtained within a relatively wide range of the compressive stresses showed that increasing hydrostatic triaxial stress (with zero differential stresses) increased the shear strength almost linearly. On the other hand, triaxial stresses with greater portion of the differential components did not have such a simple effect on the shear strength: we found a certain optimum value of the superimposed triaxial stress yielding the maximum shear strength. Any change (both increase and decrease) in the triaxial stress then reduced the ideal shear strength value.
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Andreghetto, Dionatas, Lucas Festugato, Gustavo Miguel, and Andressa Silva. "Automated true triaxial apparatus development for soil mechanics investigation." Soils and Rocks 45, no. 2 (April 19, 2022): 1–10. http://dx.doi.org/10.28927/sr.2022.077321.

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Soil mechanical fully understanding requires considering a three dimensional approach, including soil response under the second principal stress and its potential anisotropy. In order to achieve such soil mechanical understanding, a true triaxial apparatus might be used. Therefore, in the present research an automated true triaxial apparatus was developed comprising its cubical cell, data acquisition and stress control systems. The manufactured apparatus was validated by means a laboratory test campaign where true triaxial test responses were compared to standard drained triaxial tests. True triaxial and standard drained triaxial tests were carried out on both naturally and artificially cemented soils. Results were gathered and compared. A soil mechanical compatibility was observed when test results of the newest true triaxial equipment were compared to test results obtained from a well validated standard triaxial apparatus. Thereby, the present paper reports an affordable successful true triaxial apparatus development demonstrating its efficiency for regular soil mechanical tests. Finally, a full stress rosette was established for a uniform fine sand where some small anisotropy was detected.
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Cui, Feng-kun, Huai-shuai Shang, Tie-jun Zhao, Guo-xi Fan, and Guo-sheng Ren. "Mechanical and Failure Criteria of Air-Entrained Concrete under Triaxial Compression Load after Rapid Freeze-Thaw Cycles." Advances in Materials Science and Engineering 2017 (2017): 1–8. http://dx.doi.org/10.1155/2017/6786270.

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The experiment study on the air-entrained concrete of 100 mm cubes under triaxial compression with different intermediate stress ratioα2=σ2D : σ3Dwas carried out using a hydraulic-servo testing system. The influence of rapid freeze-thaw cycles and intermediate stress ratio on the triaxial compressive strengthσ3Dwas analyzed according to the experimental results, respectively. The experimental results of air-entrained concrete obtained from the study in this paper and the triaxial compression experimental results of plain concrete got through the same triaxial-testing-system were compared and analyzed. The conclusion was that the triaxial compressive strength is greater than the biaxial and uniaxial compressive strength after the same rapid freeze-thaw cycles, and the increased percentage of triaxial compressive strength over biaxial compressive strength or uniaxial compressive strength is dependent on the middle stress. The experimental data is useful for precise analysis of concrete member or concrete structure under the action complex stress state.
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Goudar, D. M., M. S. Hossain, Christopher E. Truman, Ed J. Kingston, and David John Smith. "Uncertainties in Triaxial Residual Stress Measurements." Materials Science Forum 681 (March 2011): 498–503. http://dx.doi.org/10.4028/www.scientific.net/msf.681.498.

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Residual stress measurement techniques using mechanical strain relaxation depend on a number of physical quantities and are therefore sensitive to errors associated with the measured data. The resulting stress uncertainties can easily become significant and compromise the usefulness of the results or lead to misinterpretation of the behaviour of the residual stress distributions. It is therefore essential to develop an error analysis procedure for the measurements undertaken. Error analysis procedures for the deep hole drilling (DHD) method are developed to consider triaxial residual stresses. A modified deep hole drilling method, called the incremental deep-hole drilling (iDHD), was applied to measure the near yield residual stress distributions in a cold water quenched aluminium 7010 alloy forged block. The experimental results are used to illustrate the errors.
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Dissertations / Theses on the topic "Triaxial stress"

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Walsh, Thomas George. "The triaxial vane apparatus with stress control." Thesis, University of Ottawa (Canada), 2001. http://hdl.handle.net/10393/6305.

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The scope of this research has been two fold. The first stage was to develop a Tri Vane Apparatus. The Tri Vane Apparatus uses a miniature vane incorporated into a triaxial cell in order to study the use of the vane in different soils as well as allowing the effects of different vane parameters, such as rotation rate and vane geometry, to be studied in controlled conditions. Initial research was conducted into the history of this device with special emphasis on any previous designs. The design used in the current research has incorporated many design aspects used in these previous devices but has also made several improvements. This leads into the second stage of this research. Since the development of the vane test in 1948 by Cadling and Odenstad (1948), the test has almost exclusively been used for the study of the undrained shear strength of clays. This research has investigated the use of the vane test in sands. Through the use of the Tri Vane Apparatus constructed in the first stage of this research, extensive testing has been conducted on sand, in both isotropic and anisotropic stress conditions. (Abstract shortened by UMI.)
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Ambrose, Jasmin. "Failure of anisotropic shales under triaxial stress conditions." Thesis, Imperial College London, 2014. http://hdl.handle.net/10044/1/19270.

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Shales are highly anisotropic in their mechanical behaviour. The strength of anisotropic shales depends not only on the magnitude of the principal stresses, but also on the bedding plane orientations relative to the principal stresses. In this study, the failure of shales are investigated using triaxial compression and extension tests, while the role of intermediate stress (sigma2) on the strength of anisotropic shale is evaluated using data from new triaxial extension tests, as well as data from the literature. Triaxial compression and extension experiments were made on two organic-rich shales, at different confining stresses and bedding angles (Beta). Examination of post-failure computed tomography (CT) and thin section images for high strength anisotropy shale show that, for large and small values of Beta, the fracture plane follows the angle that is predicted by the Coulomb’s failure criterion for an isotropic material. In the range of angles of roughly 35deg. 2 were fit more closely by the Pariseau model, whereas both shales that were a better fit with the JPW model had SAR < 2. Pariseau’s model is also more robust and accurate than Jaeger’s model when using a reduced numbers of data (i.e., data collected at fewer confining stresses and/or fewer angles). Finally, both the JPW model and Pariseau’s model was applied in the true-triaxial stress regime, in which sigma1 > sigma2 > sigma3. When analysed with Mogi’s experimental data on Chichibu Schist, both models could predict failure under true-triaxial stress conditions. Mogi’s data and the triaxial extension experiments for the two shales shows that an increase in the intermediate stress sigma2 increases the intact rock strength, whereas weak plane failure depends not only on intermediate stress sigma2, but also on bedding plane angle Beta and foliation direction (omega).
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Younessi, Sinaki Ahmad Reza. "Sand production simulation under true-triaxial stress conditions." Thesis, Curtin University, 2012. http://hdl.handle.net/20.500.11937/1133.

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Sand production in weakly consolidated sandstone reservoirs could result in damaging the production and surface facilities. Sanding includes two stages: the failure of sandstone around the borehole and sand grains being transported into the borehole. The first stage is related to stresses around the borehole whereas the second one is controlled by drawdown pressure. In order to avoid sanding, the stresses around the borehole and the drawdown pressure which initiate sanding are studied.This research simulated sand production through laboratory experiments and numerical simulations. The effect of three independent far-field stresses was investigated which is contrary to most of the current studies being performed under a uniaxial or triaxial stress state. Accordingly, a unique experimental setup and procedure was introduced to conduct sand production experiments under true-triaxial stress conditions. The effect of drawdown pressure and state of far-field stresses on the sanding mechanism and development of the failure zone around a borehole were investigated. The experiments were conducted on 100×100×100 mm3 cubic samples of synthetic sandstones. The samples were manufactured using an established procedure developed to produce samples with properties similar to weakly consolidated sandstone. The properties of the synthetic sandstone samples were determined by conducting a series of standard rock mechanics tests on cylindrical plugs. Using a true-triaxial stress cell (TTSC), cubic samples were subjected to three independent boundary stresses and uniform lateral fluid flow from the outer boundaries. The fluid flows through the sample radially and discharges from a hole drilled at the centre of the sample: this allows the study of sanding initiation by changing the state of stress, sample material and fluid properties.In this research, firstly, the concept of sand production from a geomechanics point of view and a summary of previous sanding experiments are explained. Thereafter, the procedure to prepare a sample suitable for sand production experiments is provided. Subsequently, the experimental equipment, setup and procedure are explained in detail. This is followed by presenting the results of two sets of experiments performed at different states of stress. The effect of changing the lateral stresses on the development of the failure zone around borehole was investigated in these experiments. During these experiments it was observed that a minimum drawdown pressure is needed to initiate sand production, regardless of the state of the boundary stresses. In addition, it was observed that the geometry (i.e. width and depth) of the failure zone developed around the borehole is a function of the state of stresses.The experiments were also simulated numerically using ABAQUS in order to gain a better understanding of sand production mechanisms. The numerical modelling procedure and results are presented in a separate section in this thesis. Good agreement was obtained between the results of both experimental and numerical methods which confirm the importance of the state of stresses on the evolution of sanding. Based on the experimental and numerical observations, it was shown that the effect of the magnitude of the maximum lateral stress on the depth of failure is more significant than the minimum lateral stress.
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Millar, Michael James. "The stress-strain behaviour of jointed chalk." Thesis, University of Brighton, 2000. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.324397.

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Khatrush, Suleiman Ali. "The yielding of a fine sand in triaxial stress space." Thesis, University of Surrey, 1987. http://epubs.surrey.ac.uk/841582/.

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This thesis contains an experimental investigation of the yielding behaviour of sand loaded in triaxial compression, extension and a combination of both (stress reversal). The testing programme was conducted on 102 x 205 mm medium dense samples of fine Leighton Buzzard sand. A considerable part of the work was directed towards improving the testing technique in order to obtain good quality data. For this purpose, an automated stress path system was constructed and programmed utilizing a microcomputer to take full control of the applied stresses so that any desired stress path could be closely followed in the conventional triaxial cell. Furthermore, new displacement measuring devices were developed and used throughout the testing programme for monitoring both axial and radial deformation locally on the middle third of the triaxial specimen. The results indicate that generally the behaviour of sand is highly anisotropic and that during non-reversal stress paths, the yield condition can be described by a set of curved yield loci in the p' - q stress space. Such yield loci have more curvature in extension than in compression. Stress reversal is found to cause a significant softening of the stress-strain behaviour. However, depending on the level of deviatoric prestress on the opposite side, the sand may become even softer than in the virgin stress-strain condition. The typical errors likely to occur during conventional deformation measurement are discussed, and it is concluded that the use of local measurement should replace both external axial and volumetric monitoring techniques.
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Ovando, Shelley Efrain. "Stress-strain behaviour of granular soils tested in the triaxial cell." Thesis, Imperial College London, 1986. http://hdl.handle.net/10044/1/7891.

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Menozzi, Jerald Paul. "Microcomputer-based controller of coupled fluid pressures in triaxial stress testing." Thesis, Massachusetts Institute of Technology, 1985. http://hdl.handle.net/1721.1/104016.

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Thesis (B.S.)--Massachusetts Institute of Technology, Dept. of Electrical Engineering and Computer Science, 1985.
MICROFICHE COPY AVAILABLE IN ARCHIVES AND ENGINEERING
Bibliography: leaf 42.
by Jerald Paul Menozzi Jr.
B.S.
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Salman, Talib H. "Triaxial behaviour of partially saturated granular soils at low stress levels." Thesis, University of Sheffield, 1995. http://etheses.whiterose.ac.uk/10232/.

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Granular soil is used as a backfilling material in trenches that are prepared for the installation, repair and replacement of service pipes. The soil is likely to be partially saturated and subjected to low stress levels (<100 kPa), as it exists at shallow depths (about 5m below the ground). A new double-wall triaxial cell has been designed for testing partially saturated granular specimens with height/diameter equal to 375mm/150mm, at low stress levels. The cell is able to make separate measurements and control of the pore air and pore water pressures. It was designed to make specimen stress and strain measurements internally. A conventional triaxial cell was modified to carry out tests on saturated granular specimens of the same dimensions at low stress levels. Two gradings of Limestone, fine and coarse, with maximum particle sizes of 5mm and 20mm respectively are used in the triaxial tests. The experimental results showed that the suction in the range 25 kPa to 75 kPa can have an effect on the volume, stiffness and shear strength of partially saturated granular soils at low stress levels. The results also showed that there is a linear relationship between q and (p-u_a) for the unsaturated soils or (p-u_w) for the saturated soils. And Fredlund's equation cannot be used to predict the shear strength of partially saturated granular soils at low stress levels, if the value of φ'is taken from tests carried out on saturated specimens. The results also showed that there was a relationship between q,(p-u_a), suction, specific volume and water content, all at failure.
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Al-Harthy, Said Salim. "Laboratory investigation of petrophysical properties of sandstone rocks under true triaxial stress." Thesis, Imperial College London, 1999. http://hdl.handle.net/10044/1/8549.

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Zissopoulos, Pantelis. "Shortcrete under triaxial stress conditions : material properties and their use in structural analysis." Thesis, Imperial College London, 1998. http://hdl.handle.net/10044/1/11380.

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Books on the topic "Triaxial stress"

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Eberhardshtayner, Yozef, Sergey Leonovich, and Valentin Dorkin. Design models of structural building materials under multiaxial stress. ru: INFRA-M Academic Publishing LLC., 2020. http://dx.doi.org/10.12737/1082947.

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The monograph presents the results of experimental and theoretical studies of the behavior of wood and concrete of various structures under biaxial and triaxial compression. It contains a systematic classification of existing models for concrete that link three-axis nonlinear elastic stresses and deformations, as well as research and subsequent evaluation of some basic models from the point of view of their possible use in the framework of spatial load analysis using FEM. It is intended for scientific and engineering workers of research and design organizations.
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M, Kwaśniewski, Li Xiaochun 1964-, and Takahashi Manabu 1955-, eds. True triaxial testing of rocks. Boca Raton, FL: CRC Press/Balkema, 2012.

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Schrems, Karol Krumrey. Ductile fracture of metals under triaxial states of stress. 1999.

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Tolle, Michael C. Ductile facture of metals under high triaxial stress states. 1993.

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Kliewer, Julie E. Test procedures for low-confining stress, multistage triaxial testing of compacted cohesive soils. 1992.

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Kliewer, Julie E. Test procedures for low-confining stress, multistage triaxial testing of compacted cohesive soils. 1992.

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Jones, A. M., and R. H. Fenn. The Effect of Sample Position on the Determination of Triaxial Stress by X-ray Diffraction. AEA Technology Plc, 1987.

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Bažant, Zdenek P., Jia-Liang Le, and Marco Salviato. Quasibrittle Fracture Mechanics and Size Effect. Oxford University Press, 2021. http://dx.doi.org/10.1093/oso/9780192846242.001.0001.

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Many modern engineering structures are composed of brittle heterogenous (a.k.a. quasibrittle) materials. These materials include concrete (an archetype), composites, tough ceramics, rocks, cold asphalt mixtures, and many brittle materials at the microscale. Understanding the failure behavior of these materials is of paramount importance for improving the resilience and sustainability of various engineering structures including civil infrastructure, aircraft, ships, military armors, and microelectronic devices. This book provides a comprehensive treatment of quasibrittle fracture mechanics. It first presents a concise but rigorous and complete treatment of the linear elastic fracture mechanics, which is the foundation of all fracture mechanics. The topics covered include energy balance analysis of fracture, analysis of near-tip field and stress intensity factors, Irwin's relationship, J-integral, calculation of compliance function and deflection, and analysis of interfacial crack. Built upon the content of linear elastic fracture mechanics, the book presents various fundamental concepts of nonlinear fracture mechanics, which include estimation of inelastic zone size, cohesive crack model, equivalent linear elastic fracture mechanics model, R-curve, and crack band model. The book also discusses some more advanced concepts such as the effects of the triaxial stress state in the fracture process zone, nonlocal continuum models, and discrete computational model. The significant part of the book is devoted to the discussion of the energetic and statistical size effects, which is a salient feature of quasibrittle fracture. The book also presents probabilistic fracture mechanics, and its consequent reliability-based structural analysis and design of quasibrittle structures. Finally, the book provides an extensive review of various practical applications of quasibrittle fracture mechanics.
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Book chapters on the topic "Triaxial stress"

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Issen, Kathleen A., Mathew D. Ingraham, and Thomas A. Dewers. "Strain Localization Conditions Under True Triaxial Stress States." In Advances in Bifurcation and Degradation in Geomaterials, 309–14. Dordrecht: Springer Netherlands, 2011. http://dx.doi.org/10.1007/978-94-007-1421-2_40.

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Fischer, F. D. "Transformation Plasticity (TRIP) Under a Triaxial Stress State." In Mechanical Effects of Welding, 39–48. Berlin, Heidelberg: Springer Berlin Heidelberg, 1992. http://dx.doi.org/10.1007/978-3-642-84731-8_3.

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Arroyo, Marcos, Cristiana Ferreira, and Jiraroth Sukolrat. "Dynamic Measurements and Porosity in Saturated Triaxial Specimens." In Soil Stress-Strain Behavior: Measurement, Modeling and Analysis, 537–46. Dordrecht: Springer Netherlands, 2007. http://dx.doi.org/10.1007/978-1-4020-6146-2_35.

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Enomoto, T., F. Tatsuoka, M. Shishime, S. Kawabe, and H. Di Benedetto. "Viscous Property of Granular Material in Drained Triaxial Compression." In Soil Stress-Strain Behavior: Measurement, Modeling and Analysis, 383–97. Dordrecht: Springer Netherlands, 2007. http://dx.doi.org/10.1007/978-1-4020-6146-2_21.

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Castex, L., and J. Barralis. "Triaxial Analysis of Residual Stress Fields in Metallic Plates." In Measurement of Residual and Applied Stress Using Neutron Diffraction, 573. Dordrecht: Springer Netherlands, 1992. http://dx.doi.org/10.1007/978-94-011-2797-4_49.

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Wu, Bangbiao, and Kaiwen Xia. "Dynamic Tensile Failure of Rocks Under Triaxial Stress State." In Springer Series in Geomechanics and Geoengineering, 632–35. Cham: Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-319-97112-4_141.

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Guo, W. L., and X. J. Fu. "Elastic-Plastic Asymptotic Solution for Crack under Triaxial Stress Constraint." In Fracture of Engineering Materials and Structures, 107–12. Dordrecht: Springer Netherlands, 1991. http://dx.doi.org/10.1007/978-94-011-3650-1_13.

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Olson, Mitchell D., Wilson Wong, and Michael R. Hill. "Simulation of Triaxial Residual Stress Mapping for a Hollow Cylinder." In Conference Proceedings of the Society for Experimental Mechanics Series, 429–35. New York, NY: Springer New York, 2012. http://dx.doi.org/10.1007/978-1-4614-4226-4_50.

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Wern, H., and L. Suominen. "New Advantages in Soft X-ray Stress Measurement and Triaxial Analysis of Nonuniform Stress States." In Advances in X-Ray Analysis, 279–89. Boston, MA: Springer US, 1994. http://dx.doi.org/10.1007/978-1-4615-2528-8_35.

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Mesutoğlu, Mehmet, and İhsan Özkan. "Stress-Strain-Electrical Resistance Characterization of Rock Material under Triaxial Loading." In Mine Planning and Equipment Selection, 529–39. Cham: Springer International Publishing, 2014. http://dx.doi.org/10.1007/978-3-319-02678-7_51.

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Conference papers on the topic "Triaxial stress"

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Huang*, Lanhua, Guangzhi Zhang, Jiajia Zhang, and Zhonggao Ma. "Stress-dependent anisotropy in transversely isotropic rocks under triaxial stress conditions." In International Geophysical Conference, Qingdao, China, 17-20 April 2017. Society of Exploration Geophysicists and Chinese Petroleum Society, 2017. http://dx.doi.org/10.1190/igc2017-277.

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Karpanan, Kumarswamy, and William Thomas. "Local Failure Analysis of HPHT Subsea Tree Components due to Triaxial Stress." In ASME 2014 Pressure Vessels and Piping Conference. American Society of Mechanical Engineers, 2014. http://dx.doi.org/10.1115/pvp2014-28722.

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Structures can fail prematurely and potentially suddenly when the stress state is in triaxial tension. Triaxial stresses commonly occur in notches, crack tips and thread roots. Yielding criteria such as Tresca and von Mises are based on the difference in the principal stresses and therefore reduce as the three principal stresses become more equal in magnitude. Therefore, structures need to be analyzed for failure due to triaxial stress state when conducting a plastic collapse study. One of the requirements of the ASME Section VIII Divisions 2 and 3, Design by Analysis approach is to check for the local failure of the component due to triaxial stress. Based on the ASME approach, local failure is analyzed by calculating the allowable total equivalent strain and summing the plastic strain history through a damage accumulation function. In this paper, two common HPHT subsea tree components, a gate valve body and a load bearing shoulder are analyzed for ASME local failure criteria.
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Yamamuro, J. A., and Y. Liu. "Shear Banding in Clay under Axisymmetric Triaxial Stress Conditions." In GeoCongress 2012. Reston, VA: American Society of Civil Engineers, 2012. http://dx.doi.org/10.1061/9780784412121.113.

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King, M. S., X. D. Jing, and J. R. Marsden. "Petrophysical Studies of Sandstones under True-Triaxial Stress Conditions." In 63rd EAGE Conference & Exhibition. European Association of Geoscientists & Engineers, 2001. http://dx.doi.org/10.3997/2214-4609-pdb.15.p032.

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Akdag, Selahattin, Murat Karakus, Giang Nguyen, and Abbas Taheri. "Influence of specimen dimensions on bursting behaviour of rocks under true triaxial loading condition." In Eighth International Conference on Deep and High Stress Mining. Australian Centre for Geomechanics, Perth, 2017. http://dx.doi.org/10.36487/acg_rep/1704_32_akdag.

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Al-Harthy, S. S., J. Dennis, X. D. Jing, and J. R. Marsden. "Petrophysical Properties Under True-Triaxial Stress For Hydrocarbon Recovery Prediction." In SPE Permian Basin Oil and Gas Recovery Conference. Society of Petroleum Engineers, 1998. http://dx.doi.org/10.2118/39770-ms.

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Olson, Mitchell D., Wilson Wong, and Michael R. Hill. "Simulation of Triaxial Residual Stress Mapping for a Hollow Cylinder." In ASME 2012 Pressure Vessels and Piping Conference. American Society of Mechanical Engineers, 2012. http://dx.doi.org/10.1115/pvp2012-78885.

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This paper describes a novel method to determine a two-dimensional map of the triaxial residual stress on a radial-axial plane of interest in a hollow cylindrical body. With the description in hand, we present a simulation to validate the steps of the method. The simulation subject is a welded cylindrical nozzle typical of a nuclear power pressurized water reactor pressurizer; in the weld region, the nozzle inner diameter is roughly 132 mm (5.2 inch) and the wall thickness is roughly 35 mm (1.4 inch). The pressure vessel side of the nozzle is carbon steel (with a thin stainless steel lining), the piping side is austenitic stainless steel, and between the two are weld and buttering deposits of nickel alloy. Weld residual stresses in such nozzles have important effects on crack growth rates in fatigue and stress corrosion cracking, therefore measurements of weld residual stress can help provide inputs for managing aging reactor fleets. Nuclear power plant welds often have large and complex geometry, which has made residual stress measurements difficult, and this work provides a proof of concept for a new experimental technique for measurements on welded nozzles.
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Dasenbrock, Derrick D., and Rachid Hankour. "Improved Soil Property Classification through Automated Triaxial Stress Path Testing." In GeoCongress 2006. Reston, VA: American Society of Civil Engineers, 2006. http://dx.doi.org/10.1061/40803(187)23.

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Zhang, Kunyong, Jai K. Jung, and Ting Zhang. "True Triaxial Experimental Study of Stress-Induced Anisotropy of Sand." In GeoHunan International Conference 2011. Reston, VA: American Society of Civil Engineers, 2011. http://dx.doi.org/10.1061/47633(412)25.

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Zhu, X., M. Serati, E. Mutaz, and Z. Chen. "True Triaxial Testing of Anisotropic Solids." In 56th U.S. Rock Mechanics/Geomechanics Symposium. ARMA, 2022. http://dx.doi.org/10.56952/arma-2022-2125.

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ABSTRACT: Accurate determination of rock mechanical properties (particularly sedimentary shales, mica and schists with foliation and bedding planes) is critical to the safe design and excavation of underground mines and tunnels. Traditional techniques to calculate rock elastic properties often involve testing cylindrical or disc-shaped specimens under uniaxial compression or diametrical loading. But, these stress conditions may not represent the actual stress state under which rock is subjected at depth. A true triaxial testing technique on cubed specimens are, therefore, preferred as it better represents field stress conditions. This paper introduces and verifies a modified step-compression true-triaxial based technique to measure the elastic constants in fibre-reinforced epoxy samples, selected as a low-porosity anisotropic solid. The elastic constants obtained from the proposed method (even under higher stress levels) are found to be in good agreement with results from the benchmark tests with uniaxial compression but in the meanwhile offers other anisotropic parameters, which cannot be obtained from conventional measurements. 1. INTRODUCTION Accurate determination of rock directional elastic properties has always been a hot topic in rock mechanics with immediate applications in most geotechnical and mining engineering (Eberli et al., 2003). While rock is frequently treated as a CHILE (continuous, homogeneous, isotropic, and linearly elastic) medium, this assumption provides only limited insight into the true rock mass deformations (Chou & Chen, 2008; Serati, Alehossein, & Williams, 2016). A more practical rock behavior is therefore the consideration of rock anisotropy, since many rocks exposed near the Earth’s surface show various levels of directionally dependent properties due to bedding, stratification, foliation, fissuring, schistosity, jointing, and faulting (Amadei, 1996). In the stress-strain relationship study for a loaded rock sample, rock behavior can be generally classified into four categories: isotropic, transversely isotropic, orthotropic, and anisotropic. The number of elastic constants to represent the stress-strain relation of a complete anisotropic rock is 21. However, due to the elastic symmetry of three isotropic planes, the number of stiffness constants of an orthotropic material can be reduced to nine (9) constants only. It can be further reduced to five elastic parameters for a transversely isotropic material (E1, E2, ν1, ν2, and G2) and two (namely the Poisson’s ratio and Young’s modulus) for a perfectly isotropic material, where the subscripts "1" and "2" refer to in-plane and out-of-plane directions in transversely isotropic materials (Ding et al., 2006).
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Reports on the topic "Triaxial stress"

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Harikrishnan, R., G. Hareland, and N. R. Warpinski. Comparison and verification of two models which predict minimum principal in situ stress from triaxial data. Office of Scientific and Technical Information (OSTI), November 1993. http://dx.doi.org/10.2172/10104161.

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Roehnelt, R., M. E. Kassner, T. C. Kennedy, and R. S. Rosen. Elastic incompatibility stresses across planar and nonplanar grain boundaries in silver, aluminum, and zirconium applied to ductile fracture criteria under high triaxial stress. Office of Scientific and Technical Information (OSTI), July 1996. http://dx.doi.org/10.2172/406254.

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