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Journal articles on the topic 'Reversal direct shear test'

Author: Grafiati

Published: 4 June 2021

Last updated: 1 February 2022

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1

Lee, K. M., and V. R. Manjunath. "Soil-geotextile interface friction by direct shear tests." Canadian Geotechnical Journal 37, no. 1 (February 1, 2000): 238–52. http://dx.doi.org/10.1139/t99-124.

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This paper describes large-size direct shear tests on soil-geotextile interfaces. Medium-grained, uniform sand and three varieties of woven and nonwoven geotextiles manufactured with different techniques are utilized to investigate the soil-geotextile interface friction coefficient (f*). Tests were carried out using an apparatus specifically designed for interface testing, and results were compared with those obtained from the conventional direct shear equipment. The results obtained from this study indicated that the determination of peak interface behaviour was not a trivial matter, as the results were significantly affected by the boundary and testing conditions of the testing apparatus. The residual interface behaviour was investigated by multiple reversal direct shear tests. Since the use of multiple reversal direct shear tests on the proposed apparatus can impose a high degree of shear displacement and stress uniformity on the soil-geotextile interface, a more reliable definition of the residual interface friction can be obtained. The results indicate that woven-nonwoven geotextile interfaces exhibit a significant postpeak strength loss after a number of shear cycles. In the case of woven geotextiles, this is attributed to the opening up of the filaments associated with the physical damage caused during shear, whereas for nonwoven geotextiles it is due to the pulling out or tearing of filaments.Key words: geotextile, direct shear test, interface friction coefficient, peak shear strength, residual shear strength.

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2

Suzuki, Motoyuki, Shunsuke Tsuzuki, and Tetsuro Yamamoto. "Residual Strength Characteristics of Naturally and Artificially Cemented Clays in Reversal Direct Box Shear Test." Soils and Foundations 47, no. 6 (December 2007): 1029–44. http://dx.doi.org/10.3208/sandf.47.1029.

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3

Srokosz, Piotr, Ireneusz Dyka, and Marcin Bujko. "Interpretation of shear modulus degradation tests." Studia Geotechnica et Mechanica 40, no. 2 (September 21, 2018): 125–32. http://dx.doi.org/10.2478/sgem-2018-0015.

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AbstractThe problem is a continuation of the research conducted at the University of Warmia and Mazury in Olsztyn, Institute of Building Engineering. It concerns the development of methods for the interpretation of the shear modulus measurements based on the tests conducted on a torsional shear (TS) apparatus. The issue has significant importance in determining the deformation parameters, essential to perform numerical simulations of the interaction between a geotechnical structure and the subsoil. The purpose of this study was to conduct a comparative analysis of the various methods of interpretation of research results based on direct and reverse analysis, as well as automated classification of the first cycle of the relationship between the shear stress and the shear strain components obtained from the TS test. The methodology for verification of the presented interpretative methods consists in carrying out a series of laboratory tests on non-cohesive and cohesive samples of different granulation and state parameters. The course of the research includes the following steps: elaboration of the granulometric composition of several samples of soil, determination of soil index properties and execution of TS tests. Various methods of interpretation of obtained results were taken into account, in addition to conducting a comparative analysis. The study used a non-standard interpretation approach consisting of analysing one-fourth of the hysteresis loop of the first load–unload cycle of the tested samples. The obtained results confirmed the hypothesis that it is possible to estimate the degradation value of the shear modulus based on a part of the TS test results carried out under quasi-monotonic load conditions. The proposed methods of interpreting test results have confirmed their high usefulness, which is devoid of the uncertainty associated with standardised resonant column/TS testing.

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4

Zhang, Zhiqiang, Jiuyang Huan, Ning Li, and Mingming He. "Suggested New Statistical Parameter for Estimating Joint Roughness Coefficient considering the Shear Direction." Advances in Civil Engineering 2021 (February 27, 2021): 1–16. http://dx.doi.org/10.1155/2021/8872873.

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The 10 standard roughness joint profiles provided a visual comparison to get the joint roughness coefficient (JRC) of rock joint surface, but the accuracy of this method is influenced by human factors. Therefore, many researchers try to evaluate the roughness morphology of joint surface through the statistical parameter method. However, JRC obtained from most of the existing statistical parameters did not reflect the directional property of joint surface. Considering the 10 standard profiles as models of different roughness joints, we proposed a new idea for the accurate estimation of JRC. Based on the concept of area difference, the average of positive area difference (Sa) and sum of positive area difference (Ss) were first proposed to reflect the roughness of joint surfaces on the basis of directional property, and their fitting relationship with JRC was also investigated. The result showed that the Sa and Ss calculated by shearing from right to left (FRTL) and JRC backcalculated from right to left (FRTL) came to a satisfying power law. The correlation between JRC and Sa was better than that of Ss. The deviation between the predicted value calculated by Sa and the true value was smaller than that obtained from the existing statistical parameters. Therefore, Sa was recommended as a new statistical parameter to predict the JRC value of joint profile. As the sampling interval increased from 0.5 to 4 mm, the correlation between Sa and JRC gradually decreased, and the accuracy of the prediction results also declined. Compared with the single JRC values for joint profiles mentioned in the literature, the forward and reverse JRC were obtained. Based on the laboratory direct shear test of the natural joint surface, the JRC values of two joint surfaces in four shear directions were backcalculated by the JRC-JCS model. Based on 3D scanning and point cloud data processing technology, JRC of joint surface in different directions were obtained by Sa method, and they are very close to those obtained by JRC-JCS model. It is confirmed that Sa could accurately estimate the joint roughness coefficient and reflect its anisotropy.

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5

Ran, Wuping, Yu Zhang, Ling Li, Xizhong Shen, Hailin Zhu, and Yongbo Zhang. "Characterization of Bonding between Asphalt Concrete Layer under Water and Salt Erosion." Materials 12, no. 19 (September 20, 2019): 3055. http://dx.doi.org/10.3390/ma12193055.

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The contact state between layers of asphalt pavement not only has a significant effect on the mechanical response of road structure but is also the bottleneck of research on the mechanical behavior of pavement structure at present. In this paper, the effects and laws of different water–salt entry modes, salt solution concentrations, and temperatures coupling on the contact state between base and surface layers are studied by a 45° inclined shear test. The simulation and verification of each working condition are carried out by ABAQUS (Dassault, Paris, France) the friction coefficient between layers is reversed, and the actual contact state between layers is characterized in order to realize comprehensive evaluation and reasonable expression. The results show that different modes have different effects on contact characteristics. At the same temperature and concentration of the salt solution, bonding of water and salt erosion is the best, followed by direct erosion, with the worst being from bottom to top, and the interlayer bonding condition is weakened with increase in temperature. The relative accuracy of the software simulation and test analysis was as high as 92% and the friction coefficient of the water-free salt erosion test piece was found to be about 0.85 at 25 °C, while after the bottom-up erosion of the 14% salt solution the friction coefficient was found to be about 0.43, which indicates that the corrosion of the water–salt will have a great effect on the bonding condition between the structural layers of the road.

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6

He, Peng, Liuying Sun, and Zhen Wang. "Direct Shear Test of Unsaturated Soil." Earth Sciences Research Journal 21, no. 4 (October 1, 2017): 183–88. http://dx.doi.org/10.15446/esrj.v21n4.66103.

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The present study focuses on some tentative laboratory tests using a newly-constructed modified direct shear test apparatus. The single-stage and multistage direct shear tests were performed to determine the shear rate and test scheme of unsaturated shear test. Shear strength parameters of unsaturated soil in different conditions are obtained and the tests indicate good agreement with typical theories of unsaturated soil, the nonlinear matric suction failure envelope is determined. Some shear strength equations are also fitted through the experimental results.

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7

Au, S. W. C. "Reversal shear box test for Hong Kong saprolitic soils." Quarterly Journal of Engineering Geology and Hydrogeology 26, no. 3 (August 1993): 233–37. http://dx.doi.org/10.1144/gsl.qjegh.1993.026.003.09.

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8

Dong, Yun, Yong Cun Wang, Li Guo Lu, and Wei Wang. "The Improved Shear Strength Calculation Method in Direct Shear Test." Applied Mechanics and Materials 405-408 (September 2013): 353–57. http://dx.doi.org/10.4028/www.scientific.net/amm.405-408.353.

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Direct shear test is broadly used to get the strength of soil, joints, and specific material in the field of geotechnical engineering because its simple structure and easier operation. But the current direct shear strength calculation does not concern on the variation of the shearing surface during the test, has no regard for the effects of the shearing area on the shear strength, so the test result is not the really strength of the samples. To discovery the affection of the shearing surface on the direct shear strength, three different calculation methods of shear surface and its affection on the shear strength were put forward based on the new mathematical model and large number of experimental with improvement direct shear apparatus, the new calculation method makes the result more accuracy and closer to the really shear strength of the samples.

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9

Wang, Jun-Jie, Hui-Ping Zhang, Hui-Bo Wen, and Yue Liang. "Shear Strength of an Accumulation Soil from Direct Shear Test." Marine Georesources & Geotechnology 33, no. 2 (October 24, 2014): 183–90. http://dx.doi.org/10.1080/1064119x.2013.828821.

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10

Gu, Xue F., Julian P. Seidel, and Chris M. Haberfield. "Direct Shear Test of Sandstone-Concrete Joints." International Journal of Geomechanics 3, no. 1 (September 2003): 21–33. http://dx.doi.org/10.1061/(asce)1532-3641(2003)3:1(21).

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11

McCOMBER, DIANE R., ROBERT A. LOHNES, and ELIZABETH M. OSMAN. "Double Direct Shear Test for Potato Texture." Journal of Food Science 52, no. 5 (September 1987): 1302–4. http://dx.doi.org/10.1111/j.1365-2621.1987.tb14068.x.

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12

Thornton, C., and L. Zhang. "Numerical Simulations of the Direct Shear Test." Chemical Engineering & Technology 26, no. 2 (February 5, 2003): 153–56. http://dx.doi.org/10.1002/ceat.200390022.

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13

Dołżyk-Szypcio, Katarzyna. "Direct Shear Test for Coarse Granular Soil." International Journal of Civil Engineering 17, no. 12 (March 12, 2019): 1871–78. http://dx.doi.org/10.1007/s40999-019-00417-2.

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14

Hong, Young-Ho, Yong-Hoon Byun, Jong-Gil Chae, and Jong-Sub Lee. "Shear Behavior of Sands Depending on Shear Box Type in Direct Shear Test." Journal of the Korean Geotechnical Society 31, no. 3 (March 31, 2015): 51–62. http://dx.doi.org/10.7843/kgs.2015.31.3.51.

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15

Benedicto, Antonio, Grant Harrison, Brandon Eccles, and Patrick Ledru. "Advanced Use of Borehole Acoustic Televiewer (ATV) for Structural Interpretation of Unconformity-Related Uranium Deposits." Economic Geology 116, no. 6 (September 1, 2021): 1435–53. http://dx.doi.org/10.5382/econgeo.4832.

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Abstract The structural controls on unconformity-related uranium deposits of the Athabasca basin, Saskatchewan, Canada, are a matter of debate regarding the role of inherited fault systems and their reactivation. This can be related to the lack of outcrops allowing for direct observations, the strong clay alteration halos wrapping deposits that often obliterate structures, and the poor core recovery related to drilling strongly altered and mineralized intervals, which limits observation of structures and reliable oriented measurements. Borehole imaging technology is an invaluable alternative for obtaining oriented data through challenging drilling intervals. The use of borehole Acoustic Televiewer (ATV) has been integrated in recent exploratory campaigns in the Athabasca basin by Orano Canada. Here, we present the inputs and benefits of the use of the ATV in the exploration of unconformity-related uranium deposits and the structural analysis of oriented data from seven inclined diamond drill holes completed in 2016 during the McClean project (Sue deposits). The main objectives were to precisely identify the structural controls of the basement-hosted mineralization, and to test the tool in a well-known site. This work shows the applicability and added value of using televiewer probes to provide reliable oriented data in zones where there is much less information available. The ATV data structural interpretation supports the concept of mineralization of dilational jogs opening during preexisting shear-related foliation under right-lateral reverse fault reactivation. The ATV provides robust oriented data, allowing for a better understanding of the meaning of flat-lying mineralized structures along the Sue trend.

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16

Wang, J., J. E. Dove, and M. S. Gutierrez. "Discrete-continuum analysis of shear banding in the direct shear test." Géotechnique 57, no. 6 (August 2007): 513–26. http://dx.doi.org/10.1680/geot.2007.57.6.513.

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17

KIM, Byeong-Su, Shoji KATO, Seong-Wan PARK, and Yuji TAKESHITA. "DEM Simulation on Opening between Shear Boxes in Direct Shear Test." Japanese Geotechnical Journal 11, no. 1 (2016): 21–31. http://dx.doi.org/10.3208/jgs.11.21.

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18

Nitka, M., and A. Grabowski. "Shear band evolution phenomena in direct shear test modelled with DEM." Powder Technology 391 (October 2021): 369–84. http://dx.doi.org/10.1016/j.powtec.2021.06.025.

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19

zhang, L., and C. Thornton. "A numerical examination of the direct shear test." Géotechnique 57, no. 4 (May 2007): 343–54. http://dx.doi.org/10.1680/geot.2007.57.4.343.

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20

Zhang Qi and Hou Mei-Ying. "Research on size effect of direct shear test." Acta Physica Sinica 61, no. 24 (2012): 244504. http://dx.doi.org/10.7498/aps.61.244504.

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21

SUZUKI, Motoyuki, Takeo UMEZAKI, Hiroshi KAWAKAMI, and Tetsuro YAMAMOTO. "Residual Strength of Soil by Direct Shear Test." Doboku Gakkai Ronbunshu, no. 645 (2000): 37–50. http://dx.doi.org/10.2208/jscej.2000.645_37.

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22

Dirgėlienė, Neringa, Šarūnas Skuodis, and Andrius Grigusevičius. "Experimental and Numerical Analysis of Direct Shear Test." Procedia Engineering 172 (2017): 218–25. http://dx.doi.org/10.1016/j.proeng.2017.02.052.

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23

Liu, S. H. "Simulating a direct shear box test by DEM." Canadian Geotechnical Journal 43, no. 2 (February 1, 2006): 155–68. http://dx.doi.org/10.1139/t05-097.

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Distinct element simulation was performed for direct shear box (DSB) tests on a dense and a loose two-dimensional (2D) sample of 3259 cylinders. Special attention was devoted to the effect that the frictional force between the inside surface of the upper shear box and the sample had on the measured shear strength in the DSB test. Some ways of minimizing this interface frictional force were introduced in the paper. Given that the deformation approximates simple shear within the deforming zone across the sample centre (referred to as the shear zone), a method was proposed to evaluate the overall strains in the DSB test. The numerically simulated data were used to interpret, on a microscopic scale, the angle of internal friction and a 2D stressdilatancy equation for the mobilized plane in granular material. It was found that the angle of internal friction in granular material is not directly related to the interparticle friction angle (ϕµ). Instead, it relates to the average interparticle contact angle ([Formula: see text]) on the mobilized plane and the ratio k/f0, representing the degree of the probability distribution of the interparticle contact forces that is biased toward the positive zone of the contact angle θ (along the shear direction), where k is the slope of the linear distribution of the average interparticle contact forces against the interparticle contact angle; and f0 is the average interparticle contact force.Key words: angle of internal friction, direct shear box test, distinct element method, friction, granular material, stressdilatancy.

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24

Pincus, HJ, and N. Takada. "Mikasa's Direct Shear Apparatus, Test Procedures and Results." Geotechnical Testing Journal 16, no. 3 (1993): 314. http://dx.doi.org/10.1520/gtj10052j.

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25

Liu, S. H., De’an Sun, and Hajime Matsuoka. "On the interface friction in direct shear test." Computers and Geotechnics 32, no. 5 (July 2005): 317–25. http://dx.doi.org/10.1016/j.compgeo.2005.05.002.

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26

Yan, W. M. "Fabric evolution in a numerical direct shear test." Computers and Geotechnics 36, no. 4 (May 2009): 597–603. http://dx.doi.org/10.1016/j.compgeo.2008.09.007.

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27

Chen, Jianhang, Paul C. Hagan, and Serkan Saydam. "Shear behaviour of a cement grout tested in the direct shear test." Construction and Building Materials 166 (March 2018): 271–79. http://dx.doi.org/10.1016/j.conbuildmat.2018.01.151.

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28

SKUODIS, Šarūna, Arnoldas NORKUS, Neringa DIRGĖLIENĖ, and Liudvikas RIMKUS. "DETERMINING CHARACTERISTIC SAND SHEAR PARAMETERS OF STRENGTH VIA A DIRECT SHEAR TEST." JOURNAL OF CIVIL ENGINEERING AND MANAGEMENT 22, no. 2 (March 1, 2016): 271–78. http://dx.doi.org/10.3846/13923730.2015.1073174.

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The article considers the peculiarities of determining quartz sand shear strength according to the Mohr-Coulomb strength criterion, via a direct shear test and that of factors influencing the characteristic angle of internal friction and cohesion values of the obtained strength parameters. The air-dry sand of the Baltic Sea region from Lithuanian coastal area near Klaipėda city has been analyzed. The solid density of the investigated sand grains was ρs = 2.65 g/cm3. The initial density of the tested samples made ~1.48–1.50 g/cm3. Processing data on the shear test yielded that the quantity of 18 tests was sufficient for the relevant accuracy of determining characteristic sand shear parameters of strength. This quantity of tests allow avoiding the influence of statistical coefficient tα that depends on a degree of freedom (K = n – 2). The paper presents additionally analyzed three different approaches to determining the characteristic shear parameters of strength and that of a comparative analysis of the applied approaches.

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29

Vizini, Vítor Oliveira Santos, and Marcos Massao Futai. "Modified Direct Shear Test for Determining Shear Strength of Rock and Concrete." Geotechnical Testing Journal 44, no. 6 (March 29, 2021): 20200185. http://dx.doi.org/10.1520/gtj20200185.

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30

Li, Lihua, Han Yan, Henglin Xiao, Wentao Li, and Zhangshuai Geng. "Sand- and Clay-Photocured-Geomembrane Interface Shear Characteristics Using Direct Shear Test." Sustainability 13, no. 15 (July 22, 2021): 8201. http://dx.doi.org/10.3390/su13158201.

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It is well known that geomembranes frequently and easily fail at the seams, which has been a ubiquitous problem in various applications. To avoid the failure of geomembrane at the seams, photocuring was carried out with 1~5% photoinitiator and 2% carbon black powder. This geomembrane can be sprayed and cured on the soil surface. The obtained geomembrane was then used as a barrier, separator, or reinforcement. In this study, the direct shear tests were carried out with the aim to investigate the interfacial characteristics of photocured geomembrane–clay/sand. The results show that a 2% photoinitiator has a significant effect on the impermeable layer for the photocured geomembrane–clay interface. As for the photocured geomembrane–sand interface, it is reasonable to choose a geomembrane made from a 4% photoinitiator at the boundary of the drainage layer and the impermeable layer in the landfill. In the cover system, it is reasonable to choose a 5% photoinitiator geomembrane. Moreover, as for the interface between the photocurable geomembrane and clay/sand, the friction coefficient increases initially and decreases afterward with the increase of normal stress. Furthermore, the friction angle of the interface between photocurable geomembrane and sand is larger than that of the photocurable geomembrane–clay interface. In other words, the interface between photocurable geomembrane and sand has better shear and tensile crack resistance.

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31

ÁLVAREZ, EZEQUIEL, and ALEJANDRO SZYNKMAN. "DIRECT TEST OF TIME REVERSAL INVARIANCE VIOLATION IN B-MESONS." Modern Physics Letters A 23, no. 25 (August 20, 2008): 2085–91. http://dx.doi.org/10.1142/s021773230802728x.

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In this letter we reinterpret and reanalyze the available data of the B-meson factories showing the existence of direct experimental evidence of time reversal invariance violation in B-mesons. This reinterpretation consists of using the available observables to define a new observable which, in a model-independent way and without assuming CPT invariance, compares a transition between a B0 and a here-defined Bα-state, with its time reversed transition. The observable then offers a direct way to probe time reversal invariance and it is therefore independent of any conclusion obtained from current experimental information on CP violation and CPT invariance. As far as we are concerned, this is the first direct evidence of time reversal invariance violation in B-mesons and also the first one obtained from decaying particles whose mean lifetime difference is negligible.

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32

Xu, Lei, and Qing Wen Ren. "Particle Flow Simulation of Direct Shear Test of Rock Discontinuities." Advanced Materials Research 1065-1069 (December 2014): 159–63. http://dx.doi.org/10.4028/www.scientific.net/amr.1065-1069.159.

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The stability of rock masses is controlled by the shear behavior of rock discontinuities, and it is hard to investigate the shear behavior of rock discontinuities at micro-scale by using traditional physical test method. With this in mind, Particle Flow Code is used to simulate the direct shear test of rock discontinuities. The PFC model of rock discontinuities is established firstly, and its micro-properties are inversed by using the proposed optimization inversion method based on the asynchronous particle swarm algorithm. Then, the PFC simulation of shear behavior of rock discontinuities is performed. The simulation results show that the number of microcracks gradually increases with the increasement of shear displacement, and the accumulated microcracks result in the shear failure of rock discontinuities.

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33

Keramatikerman, Mahdi, Amin Chegenizadeh, and Hamid Nikraz. "DIRECT SHEAR TEST ON FLY ASH- LIME SOIL MIXTURES." International Journal of Engineering Applied Sciences and Technology 04, no. 11 (April 30, 2020): 50–53. http://dx.doi.org/10.33564/ijeast.2020.v04i11.010.

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34

Potts, D. M., G. T. Dounias, and P. R. Vaughan. "Finite element analysis of the direct shear box test." Géotechnique 37, no. 1 (March 1987): 11–23. http://dx.doi.org/10.1680/geot.1987.37.1.11.

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35

Wang, Weiguang, and Wan Li. "Particle breakage of coral sand in direct shear test." IOP Conference Series: Materials Science and Engineering 794 (May 15, 2020): 012044. http://dx.doi.org/10.1088/1757-899x/794/1/012044.

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36

Guo, Peijun. "Modified Direct Shear Test for Anisotropic Strength of Sand." Journal of Geotechnical and Geoenvironmental Engineering 134, no. 9 (September 2008): 1311–18. http://dx.doi.org/10.1061/(asce)1090-0241(2008)134:9(1311).

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37

Tejchman, J. "FE-Simulations of a Direct Wall Shear Box Test." Soils and Foundations 44, no. 4 (August 2004): 67–81. http://dx.doi.org/10.3208/sandf.44.4_67.

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38

Suits, L. D., T. C. Sheahan, and Luis F. Vesga. "Direct Tensile-Shear Test (DTS) on Unsaturated Kaolinite Clay." Geotechnical Testing Journal 32, no. 5 (2009): 101563. http://dx.doi.org/10.1520/gtj101563.

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39

Chaney, RC, KR Demars, H. Matsuoka, S. Liu, D. Sun, and U. Nishikata. "Development of a New In-Situ Direct Shear Test." Geotechnical Testing Journal 24, no. 1 (2001): 92. http://dx.doi.org/10.1520/gtj11285j.

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40

吴, 旭恒. "Direct Shear Test of Root-Soil Complex under MICP." Hans Journal of Civil Engineering 10, no. 03 (2021): 235–40. http://dx.doi.org/10.12677/hjce.2021.103026.

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41

Mitchell, M. R., R. E. Link, Hai-nian Wang, Xi-jun Liu, and Pei-wen Hao. "Evaluating the Shear Resistance of Hot Mix Asphalt by the Direct Shear Test." Journal of Testing and Evaluation 36, no. 6 (2008): 101732. http://dx.doi.org/10.1520/jte101732.

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42

Cho, Doo Yong, Jin Woong Choi, and Sun Kyu Park. "A Study on Shear Strength of the Perfobond Rib Shear Connector for Composite Beam." Applied Mechanics and Materials 764-765 (May 2015): 1026–30. http://dx.doi.org/10.4028/www.scientific.net/amm.764-765.1026.

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For safe and efficient use of the Perfobond Rib shear connector, it is essential to investigate mechanical behaviors and evaluate performance of shear resistance. When the Perforbond Rib shear connectors are to be used for a structure, they show flexural-shear behavior due to external force rather than direct shear behavior. Therefore, this study performed a direct shear test and proposed the equation for the shear resistance assessment. Also, a flexural shear test was conducted. Through the direct shear test, main factors that affect directly shear resistance were found. The flexural shear stress and the direct shear stress were calculated and it is revealed that the flexural shear stress is approximately 6% stronger than the direct shear stress.

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43

Gan, J. K. M., D. G. Fredlund, and H. Rahardjo. "Determination of the shear strength parameters of an unsaturated soil using the direct shear test." Canadian Geotechnical Journal 25, no. 3 (August 1, 1988): 500–510. http://dx.doi.org/10.1139/t88-055.

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Multistage direct shear tests have been performed on saturated and unsaturated specimens of a compacted glacial till. A conventional direct shear apparatus was modified in order to use the axis-translation technique for direct shear tests on unsaturated soils. The soil can be subjected to a wide range of matric suctions. The testing procedure and some typical results are presented. Nonlinearity in the failure envelope with respect to matric suction was observed. Suggestions are made as to how best to handle the nonlinearity from a practical engineering standpoint. Key words: shear strength, unsaturated soils, negative pore-water pressures, soil suction, direct shear.

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44

Ma, Qiang, Hang Shu, Jia Mou, Lihua Li, and Zhenyi Zheng. "Large-Scale Direct Shear Test on Tire Slice Reinforced Crushed Concrete Particles." Advances in Materials Science and Engineering 2020 (March 13, 2020): 1–8. http://dx.doi.org/10.1155/2020/8014830.

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In order to study the mechanical properties of tire slices reinforced crushed concrete particles, a series of shear tests were carried out under the conditions of different vertical loads, different tire volume contents, and different shear rates. The test results show that the addition of tire slices can increase the internal friction angle and cohesion of concrete particles, therefore increase the shear strength of crushed concrete particles. The peak shear stress increases with the increase of vertical load. However, with the increase of the tire volume content, the reinforcement effect of the tire slices first increases and then decreases, and the effect is best when the tire volume content is 4%. Under the vertical load of 60 kPa, the reinforcement effect of 4% tire volume content is the best, and the peak shear stress increases by 46.53%. Additionally, the shear rate has a little effect on the peak shear stress. The larger the shear rate is, the smaller the shear displacement is and the faster the shear strength decreases. The smaller the shear rate is, the more gently the shear strength decreases.

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Tang, Ya Ming, and Xue Jia. "Bionic Semi-Cylindrical Metal Surface and Soil Direct Shear Test." Applied Mechanics and Materials 157-158 (February 2012): 70–73. http://dx.doi.org/10.4028/www.scientific.net/amm.157-158.70.

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In order to test the reducing adhesion and resistance efficient of bionic semi-cylindrical metal non-smooth surface, the direct shear test is experimented on a kind of bionic dredging tools with typical bionic half- circularity metal surface non-smooth surface. The relation of shear force and shear displacement on a certain pressure is presented. The result will help to design the structure of cutting soil tools’ surfaces with less adhesion and resistance.

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Cho, Dooyong, Jinwoong Choi, and Hoseong Jeong. "Direct and Flexural Shear Strength of Composite Beam with Perforbond Rib." Polymers and Polymer Composites 26, no. 1 (January 2018): 9–18. http://dx.doi.org/10.1177/096739111802600102.

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When Perfobond Rib shear connectors are used as flexural materials in structures such as bridges, they show flexural shear behavior due to external force, rather than direct shear behavior. The aim of this study is thus to analyze the difference between both behaviors. First, we prepared a specimen to analyze direct shear behavior using Perfobond Rib shear connectors, analyzed the characteristics of behavior with a push-out test and proposed a formula of shear resistance assessment. Proposed formula shows a relatively good fit with less than 10% error. A flexural shear test was then conducted based on the result of the direct shear test. Based on the static flexural test it analyzed the flexural behavior and the flexural shear stress it calculated. Direct shear stress and EN 1994-1-1 to lead and be calculated, it compared the flexural shear stress and it analyzed in about the shear resistance stress which it follows in load direction. Finally, we compared both test results, and the comparison showed that the flexural shear stress is approximately 6% stronger than the direct shear stress.

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Chegenizadeh, Amin, and Hamid Nikraz. "Shear Test on Reinforced Clay." Advanced Materials Research 250-253 (May 2011): 3223–27. http://dx.doi.org/10.4028/www.scientific.net/amr.250-253.3223.

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Composite soils have been widely used in civil engineering applications, especially in slopes, embankment dam and landfills. This paper aims to investigate effect of fiber inclusion on shear stress of composite soil (i.e. clay composite). A series of laboratory direct shear tests carried out to evaluate fiber effect on strength behavior of composite clay. Clay was selected as soil part of the composite and plastic fiber was used as reinforcement. The fiber parameters differed from one test to another, as fiber length were changed from 20 mm to 65 mm and fiber content were varied from 0.7% and 2%.Normal stress kept constant at 150 kpa. For each test, stress_ displacement graph derived and the results were compared. The results proved that inclusion of fiber affected shear stress behaviour of clay composite so that increasing in fiber content and length caused increasing in shear stress.

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Yun, Hyun Do, Seok Joon Jang, and Young Chan You. "Direct Shear Responses of Insulated Concrete Sandwich Panels with GFRP Shear Connectors." Applied Mechanics and Materials 204-208 (October 2012): 803–6. http://dx.doi.org/10.4028/www.scientific.net/amm.204-208.803.

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This paper investigates shear flow strength of insulated concrete sandwich panels with glass fiber reinforced polymer (GFRP) shear connectors based on push-out test. The precast insulated concrete panels consist of 60mm concrete wall, 100mm insulation, and 130mm concrete wall. Two concrete walls were connected with GFRP corrugated shear connector. Four specimens with variables such as the insulation type and the width of GFRP corrugated shear connector were made. Failure modes, shear flow-deflection relationships and post-peak strength were investigated. Test results indicate that the specimens with EPS insulation show higher shear flow strength than those with XPSS insulation due to the relatively high surface roughness of EPS insulation, and the shear flow strength increased with increasing shear connector width.

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Fu, W. X., X. Z. Lei, J. B. Sun, and Q. S. Zhou. "Scale dependence of shear strength from direct shear test for a coarse granular material." Materials Research Innovations 19, sup5 (May 2015): S5–659—S5–665. http://dx.doi.org/10.1179/1432891714z.0000000001171.

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Roesyanto and A. S. Ritonga. "Shear strength parameters of peat soil of district of Asahan by direct shear test." IOP Conference Series: Materials Science and Engineering 801 (June 3, 2020): 012013. http://dx.doi.org/10.1088/1757-899x/801/1/012013.

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