Journal articles: 'Interface direct shear'

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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Chen, Xiaobin, Jiasheng Zhang, Yuanjie Xiao, and Jian Li. "Effect of roughness on shear behavior of red clay – concrete interface in large-scale direct shear tests." Canadian Geotechnical Journal 52, no. 8 (August 2015): 1122–35. http://dx.doi.org/10.1139/cgj-2014-0399.

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Few studies have focused on evaluating regular surface roughness and its effect on interfacial shear behavior of the red clay – concrete interface. This paper presents the results of a series of laboratory large-scale direct shear tests conducted using different types of red clay – concrete interfaces. The objective is to examine the effect of surface roughness on these types of soil–concrete interfaces. In the smooth-interface tests, the measured peak and residual shear strength values are very close to each other, with no observed shear dilation. The surface roughness is found to have a remarkable effect on the interfacial shear strength and shear behavior, with the shear strength increasing with increased surface roughness level. The shear dilation is likely to occur on rougher interfaces under lower confining pressure due to the behavior of compressed clay matrices. Owing to the clay matrix’s cohesion and friction, the interfacial shear strength on rough interfaces consists of cohesive and frictional forces between the clay and concrete surfaces. The friction angle value is observed to fluctuate between the clay’s friction angle and the smooth interface’s friction angle. This can be related to the position change of the shear failure slip plane. The confining pressure and surface roughness could change the shear failure plane’s position on the interface. Furthermore, the red clay – structure interface is usually known as the weakest part in the mechanical safety assessment.

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Wang, Jun, Meng-Jie Ying, Fei-Yu Liu, Hong-Tao Fu, Jun-Feng Ni, and Jing Shi. "Effect of Particle-Size Gradation on Coarse Sand-Geotextile Interface Response in Cyclic and Postcyclic Direct Shear Test." Advances in Civil Engineering 2020 (September 3, 2020): 1–11. http://dx.doi.org/10.1155/2020/1323296.

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In order to investigate the influence of sand particle-size gradation on cyclic and postcyclic shear strength behaviour on sand-geotextile interfaces, a series of monotonic direct shear (MDS), cyclic direct shear (CDS), and postcyclic direct shear (PCDS) tests were performed using a large-scale direct shear apparatus. The influence of cyclic shear history on the direct shear behaviour of the interface was studied. The results indicated that cyclic shear stress degradation occurred at the sand-geotextile interface. Shear volumetric contraction induced by the cyclic direct shear increased with the increase in cycle number. The lowest final contraction value was observed in discontinuously graded sand. In the MDS tests, there were great differences in interface shear strength due to the different particle-size gradations, whereas the differences between shear volumes were negligible. In the PCDS tests, the shear stress-displacement curves exhibited postpeak stress hardening behaviour for different particle-size gradations, and differences in shear volumes were detected. The well-graded sand-geotextile interface had a higher value of shear stiffness and a higher damping ratio relative to the other interfaces. Postcyclic shear stress degradation was observed for the discontinuously graded sand-geotextile interface.

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Hamid, Tariq B., and Gerald A. Miller. "Shear strength of unsaturated soil interfaces." Canadian Geotechnical Journal 46, no. 5 (May 2009): 595–606. http://dx.doi.org/10.1139/t09-002.

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Unsaturated soil interfaces exist where unsaturated soil is in contact with structures such as foundations, retaining walls, and buried pipes. The unsaturated soil interface can be defined as a layer of unsaturated soil through which stresses are transferred from soil to structure and vice versa. In this paper, the shearing behavior of unsaturated soil interfaces is examined using results of interface direct shear tests conducted on a low-plasticity fine-grained soil. A conventional direct shear test device was modified to conduct direct shear interface tests using matric suction control. Further, the results were used to define failure envelopes for unsaturated soil interfaces having smooth and rough counterfaces. Results of this study indicate that matric suction contributes to the peak shear strength of unsaturated interfaces; however, postpeak shear strength did not appear to vary with changes in matric suction. Variations in net normal stress affected both peak and postpeak shear strength. Failure envelopes developed using the soil-water characteristic curve (SWCC) appeared to capture the nonlinear influence of matric suction on shear strength of soil and interfaces.

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Mortara, Giuseppe, Antonio Mangiola, and Vito Nicola Ghionna. "Cyclic shear stress degradation and post-cyclic behaviour from sand–steel interface direct shear tests." Canadian Geotechnical Journal 44, no. 7 (July 1, 2007): 739–52. http://dx.doi.org/10.1139/t07-019.

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The sliding interaction between sand and structural materials is involved in many geotechnical applications and is particularly important for the derivation of the shaft capacity of piles. Such interaction develops principally at the interface between the sand mass and the structural surface, and the comprehension of such interaction can be analysed through soil–structure interface tests. In particular, by using a modified version of the interface direct shear apparatus, that is, the constant normal stiffness direct shear apparatus, the friction characteristics of the interface and the role of the soil deformability on the experimental results can be studied. This paper focuses on the stress degradation occurring in these types of tests when cyclic loading is applied on sand–steel interfaces. Also, the post-cyclic response is analysed and compared to the response under monotonic conditions.Key words: interface, sand, shear stress, cyclic loading, stress degradation.

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Yin, Kexin, Jiangxin Liu, Jiaxing Lin, Andreea-Roxana Vasilescu, Khaoula Othmani, and Eugenia Di Filippo. "Interface Direct Shear Tests on JEZ-1 Mars Regolith Simulant." Applied Sciences 11, no. 15 (July 30, 2021): 7052. http://dx.doi.org/10.3390/app11157052.

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The mechanical behaviors of Martian regolith-structure interfaces are of great significance for the design of rover, development of excavation tools, and construction of infrastructure in Mars exploration. This paper presents an experimental investigation on the properties of a Martian regolith simulant (JEZ-1) through one-dimensional oedometer test, direct shear test, and interface direct shear tests between JEZ-1 and steel plates with different roughness. Oedometer result reveals that the compression and swelling indexes of the JEZ-1 are quite low, thus it is a less compressible and lower swelling soil. The cohesion and adhesion of JEZ-1 are lower than 5 kPa. The values of the internal friction angle range from 39.7° to 40.6°, and the interface friction angles are 16.7° to 36.2° for the smooth and rough interface. Furthermore, the direct shear and interface direct shear results indicate that the interface friction angles are lower than the internal friction angles of JEZ-1 and increase close to the internal friction angles with increasing interface roughness.

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Salama, Imane, and Christophe Dano. "Direct interface shear tests on Dunkirk sand." E3S Web of Conferences 92 (2019): 13003. http://dx.doi.org/10.1051/e3sconf/20199213003.

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After a field test campaign conducted in Dunkirk (north of France) on open-ended steel piles aiming to study the ageing phenomenon, laboratory scale shear tests were designed to study the behaviour of the sand-steel interface. In order to carry out this laboratory investigation, the direct interface shear apparatus was used for characterizing Dunkirk sand (in dry or unsaturated conditions with about 6% water content as in the field) consolidated on initially smooth mild steel plates at different consolidation time intervals (0, 1 and 7 days) and different consolidation stresses (50, 100, 200 and 300 kPa). The test program also included two normal boundary conditions (Constant normal load CNL and constant volume CV) so that they can be compared to the field results and determine the most approaching configuration. More, the unsaturated condition induced a corrosion of the mild steel plates, causing a layer of sand remaining glued to the plate after removing the shear box. Traces of corrosion were also observed on the lower part of the sand samples (in contact with the plate). These observations lead to the interpretation of an increase of the mechanical properties (local cohesion and increase of the friction angle). In order to follow the evolution of the corrosion for each plate, thickness measurements of the sand layer stuck on the plates were carried out.

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Suits, L. D., T. C. Sheahan, GA Miller, and TB Hamid. "Interface Direct Shear Testing of Unsaturated Soil." Geotechnical Testing Journal 30, no. 3 (2007): 13301. http://dx.doi.org/10.1520/gtj13301.

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Wang, Dong, Jian Xin Zhang, Bin Tian, and Jia Cao. "The Contrastive Research of Direct Shear Test on Different Pile-Soil Interface." Applied Mechanics and Materials 90-93 (September 2011): 1743–47. http://dx.doi.org/10.4028/www.scientific.net/amm.90-93.1743.

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In order to discuss the friction resistance properties between pile and soil, three groups of shear laboratory tests of pile-soil interface are adopted among concrete-soil , steel-soil and plastic(HDPE)-soil, and each test applies six normal stresses. The result indicates that with the growth of normal stress, the shear strength of pile-soil are increased; under the same normal stress, there is little change in frontal parts of curve with shear stress and displacement, but the rest of curve have a striking change along with the increase of normal stress; when the normal stress is less, the shear stress of different interfaces have little change; when the normal stress is greater, it shows that the shear strength of HDPE-soil interface is the greatest.

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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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Adeleke, Daniel, Denis Kalumba, and Johnny Oriokot. "Asperities effect on polypropylene & polyester geotextile-geomembrane interface shear behaviour." E3S Web of Conferences 92 (2019): 13017. http://dx.doi.org/10.1051/e3sconf/20199213017.

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The summary of this paper is focused on the result of a study that used quantitative measures of surface texture as the basis for examining the effects of asperities on the shear characteristics of geotextile-geomembrane interfaces. About 30 large direct shear tests were conducted to evaluate the geotextile-geomembrane interface shear strength properties. The results indicated a non-linear failure envelopes and strain softening behaviour at a normal stress range of 50 – 400 kPa. For most interface tested, the polyester-geotextiles resulted in higher shear strength as compared with polypropylene-geotextiles. Also, the polyester and polypropylene geotextile interface with the high asperity geomembrane produces a similar percentage increase in friction angle at the residual state. For textured geomembranes interfaced with both geotextile, polyester geotextile exhibited relatively less time before failure. Also, asperity height has a more pronounced effect than asperity density on the residual interface shear strength. The outcome of this study would provide a recommendation and guide that can lead to an improved basis for geosynthetics selection in various engineering application.

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LACERDA, B. M., M. C. V. LIMA, F. A. R. GESUALDO, and V. C. CASTILHO. "Numerical and experimental analysis of the behavior of structural elements composed of double lattice panels filled with cast-in-place concrete." Revista IBRACON de Estruturas e Materiais 8, no. 4 (August 2015): 467–78. http://dx.doi.org/10.1590/s1983-41952015000400003.

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AbstractAn experimental and numerical investigation was conducted into the factors that interfere in the shear strength of the concrete-concrete interface in structures composed of double lattice panels subjected to direct shear stress. The experimental program consisted of testing 26 direct shear models with varying widths of concrete filling of 7 cm, 9 cm and 13 cm, with smooth and rough interfaces, as well as different concrete compressive strengths in the filled region. The numerical modeling, which was performed with ANSYS software, employed solid finite elements, bar elements and contact elements, taking into account the non-linearity of the materials involved. The analyses of the experimental results under direct shear indicated that the transfer of stresses at the interface occurred with loss of adhesion. The numerical simulations indicated that the higher the geometric ratio of reinforcement the higher the direct shear strength of the structural model. In general, the slip of the models with smooth interfaces was 2 or 3 times greater than the models with rough surfaces. Numerically, the models with smooth interfaces showed a 36.61% gain in shear strength when the compressive strength in the region filled with concrete increased from 20 MPa to 28.4 MPa.

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Xiong, Meng, Pengfei He, Yanhu Mu, and Xinlei Na. "Modeling of Concrete-Frozen Soil Interface from Direct Shear Test Results." Advances in Civil Engineering 2021 (January 2, 2021): 1–11. http://dx.doi.org/10.1155/2021/7260598.

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The shear behaviors of concrete-frozen soil interface are important for analyzing the performance of engineering structures buried in the frozen ground. In this paper, a series of direct shear tests were carried out to determine the concrete-soil interface behaviors at different test temperatures (19°C, −1°C, −3°C, and −5°C) and initial water contents (9.2%, 13.1%, 17.1%, and 20.8%) of soils. The interface shear behaviors, including the shear stress versus horizontal displacement, interface cohesion, and interface friction coefficient, were analyzed based on the test results. Then, a simple, nonlinear model was proposed and verified for the interface shear behaviors. The results show that the effect of initial water content and test temperature on the interface shear behavior is significant, and the peak stress increases with the increasing initial water content and decreasing test temperature. The interface cohesion is sensitive to the test temperature and initial water content, while the interface friction coefficient is insensitive to both the factors. The parameters of the simple nonlinear model can be gained by back-analyzing the test results. The predictions made by the proposed model are found to be in good agreement with the experimental results.

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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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De Leeuw, Lawrence W., Andrea Diambra, Matt S. Dietz, George Mylonakis, and Henry Milewski. "Interface shear strength of polypropylene pipeline coatings and granular materials at low stress level." E3S Web of Conferences 92 (2019): 13010. http://dx.doi.org/10.1051/e3sconf/20199213010.

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A range of sands were tested in direct and interface shear at very low stresses to determine the interface shear strength of polypropylene pipeline coating counterfaces and to evaluate interface efficiency. Polypropylene has a wide range of applications as a coating material in the offshore environment, so quantification of interfacial strength is an important component for geotechnical design. Direct shear tests show classic peak-postpeak stress-displacement and stress-dilatancy behaviour whereas interface tests show an elastic, perfectly plastic type behaviour for both loose and dense samples with no appreciable volumetric response. Interface efficiencies generally range between 0.3 and 0.7 dependent on both grain size and stress level. Normalised roughness is used to relate the surface roughness to the grain size and shows that the greater interface strength with smaller grained sands can be explained by their greater effective roughness. The relationship between stress ratio and normalised roughness for sand-polypropylene resembles established relationships for sand-steel interfaces.

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Xia, Jin, Kuang-yi Shan, Xiao-hui Wu, Run-li Gan, and Wei-liang Jin. "Shear-friction behavior of concrete-to-concrete interface under direct shear load." Engineering Structures 238 (July 2021): 112211. http://dx.doi.org/10.1016/j.engstruct.2021.112211.

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Xia, Hong Chun, Guo Qing Zhou, and Ze Chao Du. "Experimental Study on Shear Mechanical Characteristics of Soil-Structure Interface under Different Normal Stress." Advanced Materials Research 243-249 (May 2011): 2332–37. http://dx.doi.org/10.4028/www.scientific.net/amr.243-249.2332.

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The direct shear mechanical characteristics of soil-structure interface under different experimental condition were studied systematically using the DRS-1 high normal stress direct and residual shear apparatus. The results show that the normal stress is an important factor which determines the mechanical characteristics of soil-structure interface. The curve of shear stress-shear displacement presents strain softening when the normal stress<3MPa, linear hardening when =3~5MPa and strain hardening when12MPa, separately. At the same time, the volume of the soil expands when <3MPa and contracts when >3MPa. But the volume of the soil expands and contracts simultaneously during the process of direct shear when =3MPa.The roughness of the interface influences not only the shape of the shear stress-shear displacement curve but also the shear strength of the interface. Under same normal stress condition，the shear strength of interface increases with the roughness but the influence degree of interface roughness reduces gradually with the increase of normal stress. The grain breakage degree is different under different normal stress. It increases evidently with the increase of normal stress.

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Ferreira, Fernanda Bessa, Paulo M. Pereira, Castorina Silva Vieira, and Maria de Lurdes Lopes. "Time-Dependent Response of a Recycled C&D Material-Geotextile Interface under Direct Shear Mode." Materials 14, no. 11 (June 4, 2021): 3070. http://dx.doi.org/10.3390/ma14113070.

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Geosynthetic-reinforced soil structures have been used extensively in recent decades due to their significant advantages over more conventional earth retaining structures, including the cost-effectiveness, reduced construction time, and possibility of using locally-available lower quality soils and/or waste materials, such as recycled construction and demolition (C&D) wastes. The time-dependent shear behaviour at the interfaces between the geosynthetic and the backfill is an important factor affecting the overall long-term performance of such structures, and thereby should be properly understood. In this study, an innovative multistage direct shear test procedure is introduced to characterise the time-dependent response of the interface between a high-strength geotextile and a recycled C&D material. After a prescribed shear displacement is reached, the shear box is kept stationary for a specific period of time, after which the test proceeds again, at a constant displacement rate, until the peak and large-displacement shear strengths are mobilised. The shear stress-shear displacement curves from the proposed multistage tests exhibited a progressive decrease in shear stress with time (stress relaxation) during the period in which the shear box was restrained from any movement, which was more pronounced under lower normal stress values. Regardless of the prior interface shear displacement and duration of the stress relaxation stage, the peak and residual shear strength parameters of the C&D material-geotextile interface remained similar to those obtained from the conventional (benchmark) tests carried out under constant displacement rate.

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Zhao, C. F., Y. Wu, C. Zhao, Q. Z. Zhang, F. M. Liu, and F. Liu. "Pile Side Resistance in Sands for the Unloading Effect and Modulus Degradation." Materiales de Construcción 69, no. 334 (April 9, 2019): 185. http://dx.doi.org/10.3989/mc.2019.03718.

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A total of 36 groups of sand-concrete interface loading and unloading direct shear tests were used to analyze the mechanical properties of the pile side-soil interface. The test results show that the interface residual shear stress for the same applied normal stress tends to be constant for the rough sand-concrete interface. The initial shear modulus and peak shear stress of the interface both decrease with the degree of unloading and increase with the interface roughness. The maximum amount of interface shear dilatancy increases with the degree of unloading, and the maximum amount of interface shear shrinkage decreases with unloading for the same interface roughness. A pile side resistance-displacement model is established using the shear displacement method. The proposed function considers both the radial unloading effect and modulus degradation of soil around the pile. The effect of radial unloading and interface roughness on the degradation of the equivalent shear modulus is analyzed using a single fitting parameter b. Good agreement of the proposed model is confirmed by applying the direct shear tests of the 36 groups.

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Sharma, J. S., I. R. Fleming, and M. B. Jogi. "Measurement of unsaturated soil – geomembrane interface shear-strength parameters." Canadian Geotechnical Journal 44, no. 1 (January 1, 2007): 78–88. http://dx.doi.org/10.1139/t06-097.

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Laboratory tests of soil–geomembrane interface shear strength are typically carried out with no provision for the measurement of pore pressures at the soil–geomembrane interface. This paper describes a series of soil–geomembrane interface shear tests carried out with continuous measurement of suction close to the interface during the shearing process. The tests were conducted using a modified direct shear box with a miniature pore-pressure transducer installed adjacent to the surface of the geomembrane. Results of the interface shear tests conducted using this method show that it is quite effective in evaluating shear behaviour at the interface between a geomembrane and an unsaturated soil at low matric suction values. The results suggest that soil suction contributes to shearing resistance at low normal stress values. At higher normal stress values, the interface shear behaviour appears to be governed only by the magnitude of total normal stress.Key words: geomembrane, interface shear strength, suction, direct shear test, pore-pressure transducer.

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NEUVAZHAYEV, D. V., N. S. ESKOV, and A. S. KOZLOVSKIKH. "Direct numerical simulation of developed shear driven turbulence." Laser and Particle Beams 18, no. 2 (April 2000): 189–95. http://dx.doi.org/10.1017/s0263034600182060.

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The work is devoted to direct numerical simulation of turbulent mixing by shear driven instability at an interface of two plane-parallel gas flows. The work presents the results obtained in 2D simulations of turbulence being developed at the interface of two almost incompressible gases using the MAX program package. Spatial and temporal evolution of the turbulence zone resulted from shear driven instability is studied. We calculated the constant of shear driven turbulence mixing and investigated how the rate of turbulence zone growth depended on density difference of mixed fluids. Heterogeneity coefficient of the mixture was calculated for all considered density differences.

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Latheef K.V.M, Abdul, and V. I. Beena. "GEOGRID - SAND INTERFACE FRICTIONAL PROPERTIES IN DIRECT SHEAR MODE." International Journal of Advanced Research 8, no. 5 (May 31, 2020): 172–85. http://dx.doi.org/10.21474/ijar01/10917.

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Liu, Chia-Nan, Jorge G. Zornberg, Tsong-Chia Chen, Yu-Hsien Ho, and Bo-Hung Lin. "Behavior of Geogrid-Sand Interface in Direct Shear Mode." Journal of Geotechnical and Geoenvironmental Engineering 135, no. 12 (December 2009): 1863–71. http://dx.doi.org/10.1061/(asce)gt.1943-5606.0000150.

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Xiao, Zhao Yun, Wei Xu, Yan Sheng Deng, and Fan Tu. "Numerical Simulation of Interface Softening for Large Size Direct Shear Test." Advanced Materials Research 368-373 (October 2011): 3230–35. http://dx.doi.org/10.4028/www.scientific.net/amr.368-373.3230.

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The interface of non-woven geotextile and HDPE geomembrane based on direct shear test has an obvious softening behavior. This paper adopts displacement-softening model that proposed by Esterhuizen and conducts secondary development by using ABAQUS and its embedded FRIC subroutine, making further efforts to conduct numerical simulation of interface of non-woven geotextile and HDPE geomembrane based on large-size direct shear tests. Results show that the developed interface friction model can simulate the characteristics of interface softening of certain materials better, thus providing a method when study the interface softening characteristic of materials.

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Wang, Cheng Hua, Kui Jin, and Chuan Zhan. "Model Test Studies of the Mechanical Properties of Pile - Soil Interface." Applied Mechanics and Materials 392 (September 2013): 904–8. http://dx.doi.org/10.4028/www.scientific.net/amm.392.904.

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The study of the mechanical properties of pile-soil interface is an important aspect to research the vertical bearing behavior of piles. Currently special direct shear tests and special simple shear tests are usually used to study the mechanical properties of soil-structure interface. But those tests have shortcomings of difficulty in simulating the force properties of complex interface. In this paper, the mechanical properties of different interface between soil and concrete surface were studied through the large-scale direct shear tests.

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Wang, You-Bao, Chunfeng Zhao, and Yue Wu. "Study on the Effects of Grouting and Roughness on the Shear Behavior of Cohesive Soil–Concrete Interfaces." Materials 13, no. 14 (July 8, 2020): 3043. http://dx.doi.org/10.3390/ma13143043.

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Grouted soil–concrete interfaces exist in bored piles with post-grouting in pile tip or sides and they have a substantial influence on pile skin friction. To study the effect of grouting volume on the shearing characteristics of the interface between cohesive soil and concrete piles with different roughness, grouting equipment and a direct shear apparatus were combined to carry out a total of 48 groups of direct shear tests on cohesive soil–concrete interfaces incorporating the grouting process. The test results showed that the shear behavior of the grouted cohesive soil–concrete interface was improved mainly because increasing the grouting volume and roughness increased the interfacial apparent cohesion. In contrast, increasing the grouting volume and roughness had no obvious increasing effects on the interfacial friction angle. Interfacial grouting contributed to the transition in the grouted cohesive soil from shrinkage to dilation: as the grouting volume increased, the shrinkage became weaker and the dilation became more obvious. The shear band exhibited a parabolic distribution rather than a uniform distribution along the shearing direction and that the shear band thickness was greater in the shearing direction, and it will become thicker with increasing grouting volume or roughness. The analysis can help to understand the shear characteristics of soil–pile interface in studying the vertical bearing properties of pile with post-grouting in tip or sides.

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Zhao, Chun Feng, Bao Lai Yu, and Cheng Zhao. "Experimental Analysis on Shear Behavior of Sand-Concrete Interface." Applied Mechanics and Materials 204-208 (October 2012): 893–98. http://dx.doi.org/10.4028/www.scientific.net/amm.204-208.893.

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In order to study the shear behavior of sand-concrete structure interface, shear stress and relative displacement curves were obtained through a series of direct shear tests, in the procedure of which the roughness of interfaces was quantified into 3 grades and the stress history can be achieved by loading the sand to an initial normal stress and then unloading to a normal stress to shear. Through analyzing the curves, several conclusions can be obtained as follows: Shear stress increases with the initial normal stress and roughness at the same tangential displacement. The initial shear modulus can be improved in case of the increase of initial normal stress and roughness. The friction coefficient can be obtained by fitting the curve of the maximum shear stress and normal stress corresponded to Mohr-Coulomb Criterion linearly. The friction coefficient of sand-concrete interface increases with roughness as well as its increase range.

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Razali, Roslizayati, Nor Azizah Che Azmi, Diana Che Lat, Mazidah Mukri, and Farah Hafifie Ahamad. "The Significant Effect of Interface Shear Strength Between Soil Liner and Geotextile with Different Percentages of Bentonite and Sodium Bentonite with Geosynthetic." MATEC Web of Conferences 150 (2018): 02009. http://dx.doi.org/10.1051/matecconf/201815002009.

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This research focuses on the interface shear performance between geotextile and soil with various percentages of bentonite and sodium bentonite for landfill stability by using Direct Shear Test. Admixtures are mixed with clay to improve its performance as a liner material due to their ability to fill the voids between soil particles and also the most effective sealants. The aim of this study is focused on evaluating the effectiveness of bentonite and sodium bentonite on improving interface shear strength of fine soil. In this study, direct shear box was used to measure the interface shear strength of soil with different percentages of bentonite and sodium bentonite at optimum moisture content. Analysis shows that the most suitable percentage is of 5 % of bentonite and 2.5 % of sodium bentonite due to the highest interface shear strength of the mixture with geosynthetic. It is clearly shown that 2.5 % sodium bentonite is the most suitable percentage to be used as admixture for landfill stability as it gives higher interface shear strength.

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Tan, Junkun, Jiaqi Guo, Shifan Qiao, Changrui Dong, Ziyong Cai, and Gang Wang. "Experimental Study on the Shearing Behaviour on the Interface between Coarse Sand and Concrete under High Stress." Geofluids 2021 (August 14, 2021): 1–12. http://dx.doi.org/10.1155/2021/9982235.

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The shear behaviour on the interface between soil and structure is a research hot point. Based on the RMT-150B rock mechanics test system, a series of high-stress direct tests were performed on the coarse sand under the condition of different moisture contents and concrete substrates with different rough and hardness. The results showed that the shear stress-displacement curve and volumetric strain-displacement curve of the interface under high stress could be fitted by a hyperbolic model; the ultimate shear strength and initial shear stiffness of the interface both increased with the normal stress while the shear stiffness decreased with the shear displacement. The crushing rate of the coarse sand particles on the interface increased with the normal stress. After the range analysis for the influencing factors of the interface’s shearing behaviour, it was shown that for the ultimate shear strength, their sequence of influencing degree was normal stress, the roughness of interface, moisture content, and hardness of concrete base; for the initial shear strength, the sequence was normal stress, moisture content, interface roughness, and basal hardness. As for dry sand, the possibility of relative particle crushing was higher than that of sand with a moisture content of 8%, and a peak of crushing occurred when the moisture content was 16%.

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30

Yavari, Neda, Anh Minh Tang, Jean-Michel Pereira, and Ghazi Hassen. "Effect of temperature on the shear strength of soils and the soil–structure interface." Canadian Geotechnical Journal 53, no. 7 (July 2016): 1186–94. http://dx.doi.org/10.1139/cgj-2015-0355.

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In the present work, the shear behaviour of soils and the soil–concrete interface is investigated through direct shear tests at various temperatures. A conventional direct shear apparatus, equipped with a temperature control system, was used to test sand, clay, and the clay–concrete interface at various temperatures (5, 20, and 40 °C). These values correspond to the range of temperatures observed near thermoactive geostructures. Tests were performed at normal stress values ranging from 5 to 80 kPa. Results show that the effect of temperature on the shear strength parameters of soils and the soil–concrete interface is negligible. A softening behaviour was observed during shearing of the clay–concrete interface, which was not the case with clay specimens. The peak strength of the clay–concrete interface is smaller than the ultimate shear strength of clay.

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31

Al-Emami, Omar. "Investigation of soil-steel interface behavior of Iraqi soil by direct shear apparatus." MATEC Web of Conferences 162 (2018): 01003. http://dx.doi.org/10.1051/matecconf/201816201003.

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Soil - structure interaction is an important theme observed in many civil engineering structures like fondations. The interface shear strength plays a significant role in the analysis and design of many structures constructed above or under the ground. In this study, a total of 28 specimens were tested at vertical stresses of 100, 200, and 400 kPa using direct shear apparatus under consolidated drained condition. A silty sand soil, as per USCS classification system was prepared in the laboratory at different water contents (4.5%, 8.8%, and 12.5%) and voids ratios (0.4, 0.6, 0.8, and 1). The frictional resistance of this soil was measured. The soil samples were also sheared against three steel surfaces of different textures (smooth, moderate-rough, and rough). The experimental results showed that the steel surface texture is an effective factor in soil-steel interface shear strength. The interface shear strength of the rough steel surface was found higher than smooth and semi-rough steel surfaces. In addition to the surface roughness, the water content and void ratio also play important roles in interface shear strength.

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32

Feng, Shi-Jin, Jie-Ni Chen, Hong-Xin Chen, Xin Liu, T. Zhao, and Annan Zhou. "Analysis of sand – woven geotextile interface shear behavior using discrete element method (DEM)." Canadian Geotechnical Journal 57, no. 3 (March 2020): 433–47. http://dx.doi.org/10.1139/cgj-2018-0703.

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The interaction between soil and geotextile is essential for the performance of reinforced soil. This study reveals the microscopic mechanism of interface shear between sand and geotextile based on the discrete element method (DEM). The surface characteristics of geotextile are simulated by overlapped particles. The micromechanical parameters of sand, geotextile, and interface are calibrated effectively using laboratory test results. Three types of shear tests on the sand–geotextile interface are simulated; namely, interface direct shear test (IDST), double-sided interface shear test (D_IST), and interface direct shear test with periodic boundary (PBST). For IDST, the results show that the thickness of shear band is 2.4∼3.0 times the average particle diameter (D50); the contact force, percentage of sliding contact, and contact normal anisotropy inside the shear band are larger than those outside the shear band, whereas the coordination number is smaller inside the shear band. The mechanical response of D_IST is similar to that of IDST. However, D_IST has a shear band thickness of 3.0D50, and greater coordination number, percentage of sliding contact, and contact normal anisotropy. The results of PBST indicate that the peak stress and the shear band no longer appear without boundary constraint and the contact distribution is uniform.

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33

Tajdini, Milad, Ali Rostami, Mohammad M. Karimi, and Hasan Taherkhani. "Evaluation of the Geo-Mechanical Parameters of the Interface between Asphalt Concrete and Sand with Applying Direct Shear Test and Numerical Modeling." Advanced Materials Research 587 (November 2012): 116–21. http://dx.doi.org/10.4028/www.scientific.net/amr.587.116.

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Asphaltic concrete has been used as waterproofing core in embankment dams, since 1948. In this application, the asphaltic core is surrounded by granular filter materials. The interaction of the asphaltic concrete and the granular materials has not been sufficiently investigated. In this paper the mechanical behavior of the interface between a natural smooth sand filter and asphaltic concrete at different levels of normal stresses and a constant shear strain rate has been studied. Small scale direct shear test has been conducted in this study, in which the shear surface is considered as the interface. Asphalt concrete specimens used in the shear test were cut in square shape (10×10×2.5 cm) from cylindrical specimen compacted by modified marshal compaction method. According to the direct shear test the interface constitutive parameters (cohesion, friction angle and shear stiffness) have been obtained. Using the parameters obtained from the direct shear tests, the numerical model of the test by applying FLAC3D Finite Difference software has been made, for which the Mohr-Coulomb constitutive parameters of the asphalt concrete have been obtained from back analysis using ABAQUS Finite Element software according to the conducted Marshal Test results on the asphalt. Utilizing the obtained parameters for both asphalt and interface, the normal stiffness of the interface has been extracted by back analysis with applying FLAC3D. It is shown that the shear stiffness and shear yield strength of the interface between sand and asphalt concrete, and the normal stiffness of the interface increase with increasing the normal stress level since driving direct shear test. The results of this study can help solving numerical problems of the interaction of asphaltic core and surrounding soil with considering more precise interface constitutive value, especially in the embankment dams with asphaltic core, which normal stress distribution on the asphaltic core varies through the different depths in the dam due to the hydrostatic pressure.

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34

Feng, Da-Kuo, Jian-Min Zhang, and Wen-Jun Hou. "Three-Dimensional Direct-Shear Behaviors of a Gravel–Structure Interface." Journal of Geotechnical and Geoenvironmental Engineering 144, no. 12 (December 2018): 04018095. http://dx.doi.org/10.1061/(asce)gt.1943-5606.0001968.

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35

Ganesan, Senthil, Matthew Kuo, and Malcolm Bolton. "Influences on Pipeline Interface Friction Measured in Direct Shear Tests." Geotechnical Testing Journal 37, no. 1 (October 30, 2013): 20130008. http://dx.doi.org/10.1520/gtj20130008.

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36

Lopes, M. L., and R. Silvano. "Soil/Geotextile Interface Behaviour in Direct Shear and Pullout Movements." Geotechnical and Geological Engineering 28, no. 6 (June 29, 2010): 791–804. http://dx.doi.org/10.1007/s10706-010-9339-z.

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37

Mikina, K., J. Konkol, and L. Balachowski. "Shaft friction from the DMT and direct shear interface tests." IOP Conference Series: Earth and Environmental Science 727, no. 1 (April 1, 2021): 012002. http://dx.doi.org/10.1088/1755-1315/727/1/012002.

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38

Nguyen, Minh-Duc, and Minh-Phu Ho. "The influence of saturation on the interface shear strength of clay and nonwoven geotextile." Journal of Science and Technology in Civil Engineering (STCE) - NUCE 15, no. 1 (January 22, 2021): 41–54. http://dx.doi.org/10.31814/stce.nuce2021-15(1)-04.

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The paper presents a series of modified direct shear tests to investigate the interface shear strength between clay and nonwoven geotextile under different normal stresses and degrees of saturation. The modified direct shear apparatus consists of a 60 mm × 60 mm square shear box assembly with a 60 mm × 60 mm acrylic block inserted in the bottom shear box. A woven geotextile layer was glued to the top of the acrylic block, while the top shear box was filled by the compacted clayey soil. The results revealed that the interface shear strength of clay and nonwoven geotextile reduced by 13.4-27.7% when changing from optimum moisture content (OMC) of the soil to saturation condition. The high permeability of nonwoven geotextile induced the dissipation of excess pore water pressure at the interface when shearing. As a result, the adhesion factor of the clay-geotextile interface increased from about 0.6 for the specimens at OMC to over 0.8 for consolidated saturated specimens. In contrast, for the impermeable reinforcement, the interface shear strength analysis of previous studies shows that the adhesion factor of the reinforcement and clayey soil would be reduced when increasing the water content of the clay specimens. Keywords: adhesion factor; clay; nonwoven geotextile, interface shear strength; saturation.

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39

Xu, Youwei, David J. Williams, and Mehdi Serati. "Measurement of shear strength and interface parameters by multi-stage large-scale direct/interface shear and pull-out tests." Measurement Science and Technology 29, no. 8 (June 28, 2018): 085601. http://dx.doi.org/10.1088/1361-6501/aacb8a.

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40

Di Donna, Alice, Alessio Ferrari, and Lyesse Laloui. "Experimental investigations of the soil–concrete interface: physical mechanisms, cyclic mobilization, and behaviour at different temperatures." Canadian Geotechnical Journal 53, no. 4 (April 2016): 659–72. http://dx.doi.org/10.1139/cgj-2015-0294.

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Behaviour of the pile–soil interface is important to correctly predict the response of floating piles in terms of displacement and lateral friction. Regarding energy piles, which couple the structural roles of deep foundations with the principle of shallow geothermal energy, the response of pile–soil interfaces is influenced by seasonal and daily cyclic thermal variations. Accordingly, the goal of this paper is to experimentally investigate the response of the pile–soil interface at different temperatures. This experimental campaign aims to analyse (i) the cyclic mobilization of the shear strength of the soil–pile interface that is induced by thermal deformation of the pile and (ii) the direct influence of temperature variations on the soil and soil–pile interface behaviour. In this study, a direct shear device was developed and calibrated for nonisothermal soil–structure interface testing. It appears that the sand–concrete interface was affected by cyclic degradation but not affected directly by temperature. Conversely, the response of the clay–concrete interface changed at different temperatures, showing an increase of strength with increasing temperature, presumably due to the effects of temperature on clay deformation.

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41

Čairović, Đorđe, František Girgle, Vojtěch Kostiha, Jaroslav Kadlec, and Petr Stepanek. "Comparison and Review of Concrete-to-Concrete Interface Shear Resistance According to Major Design Codes." Solid State Phenomena 249 (April 2016): 166–72. http://dx.doi.org/10.4028/www.scientific.net/ssp.249.166.

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The paper focuses on interface shear behavior, more precisely on shear resistance of the interface between lightweight and regular concrete layers cast at different times without shear reinforcement crossing the interface. Different approaches according to most of major design codes (Eurocode, ACI and Model Code 2010 among other) are briefly reviewed, with emphasis on difference between variables resp. material and cross-section characteristics, on which interface resistance depends. Furthermore, two sets of experiments were carried out: direct shear test on Z-type specimens and slant shear test slightly modified to enforce adhesive failure. Obtained results are compared with theoretical values.

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42

Wang, Yonghong, Xueying Liu, Mingyi Zhang, and Xiaoyu Bai. "Effect of Roughness on Shear Characteristics of the Interface between Silty Clay and Concrete." Advances in Civil Engineering 2020 (October 20, 2020): 1–9. http://dx.doi.org/10.1155/2020/8831759.

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In order to study the effect of roughness on the mechanical parameters of silty clay-concrete interface, and to explore the applicability of silicon piezoresistive sensor to test the interface pressure, a large-scale direct shear test system was used to carry out experimental research on the shear characteristics of silty clay-concrete interface under different roughness conditions. Based on silicon piezoresistive sensor, the shear characteristics of silty clay-concrete interface are analyzed. The results show that the silicon piezoresistive sensor has excellent performance in measuring the interface pressure and can accurately obtain the shear characteristics of the silty clay-concrete interface. The roughness has a significant influence on the shear strength, shear stiffness, and other mechanical properties of the prefabricated pile-soil interface. With the increase of roughness, interface shear strength, interface friction angle, shear stiffness coefficient, and interface residual shear stress all show an increasing trend, with the maximum increase of 37.0%. The interface adhesion decreased first and then increased with the increase of roughness, with an increase of 23.7%. The test results can provide reference for the engineering practice of jacked pile.

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43

Zeng, Changnv, and Yuke Wang. "Shear Behavior of Wheat-Concrete Interface during Monotonic and Cyclic Loading." Complexity 2019 (November 3, 2019): 1–15. http://dx.doi.org/10.1155/2019/6792650.

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The interface behavior between wheat and concrete plays a decisive role in the design of silo structures. In this paper, a series of strain-controlled monotonic direct shear (MDS) tests, cyclic direct shear (CDS) tests, and postcyclic direct shear (PCDS) tests were conducted to investigate the wheat-concrete interface behavior under monotonic and cyclic loading. The influence of cycle numbers, shear displacement amplitude, normal stress, and preloading consolidation was discussed in detail. In particular, the preloading consolidation simulates the partly discharging state of wheat. The values of peak stress increase with increasing displacement amplitude and cycles, and they change slightly after 10 cycles. The interface exhibits an overall contraction deformation during the MDS tests without preloading, but the contraction is suppressed by an alternating dilation during the DCS tests, and an overall small dilation occurs at small normal stress during PCDS tests. It is observed that the cyclic loading and preloading normal stresses result in an increasing peak strength, internal friction angle, and apparent cohesion, whereas a decrease in interface contraction deformation.

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44

Wasti, Y. "Geomembrane–geotextile interface shear properties as determined by inclined board and direct shear box tests." Geotextiles and Geomembranes 19, no. 1 (January 2001): 45–57. http://dx.doi.org/10.1016/s0266-1144(00)00002-9.

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45

Sharma, Mahesh, Manojit Samanta, and Shantanu Sarkar. "A study on interface shear behaviour of soil nails from pullout and direct shear tests." International Journal of Physical Modelling in Geotechnics 20, no. 1 (January 2020): 24–37. http://dx.doi.org/10.1680/jphmg.18.00031.

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46

Nakamura, Tsutomu, Toshiyuki Mitachi, and Isao Ikeura. "Direct Shear Testing Method as a Means for Estimating Geogrid—Sand Interface Shear—Displacement Behavior." Soils and Foundations 39, no. 4 (August 1999): 1–8. http://dx.doi.org/10.3208/sandf.39.4_1.

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47

Yao, Bo, Fangchao Li, Xiao Wang, and Gang Cheng. "Evaluation of the shear characteristics of steel–asphalt interface by a direct shear test method." International Journal of Adhesion and Adhesives 68 (July 2016): 70–79. http://dx.doi.org/10.1016/j.ijadhadh.2016.02.005.

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48

Qian, Bing, Lei Zhang, Yue Ma, and Xiang Li Kong. "Shear Characteristics between FRP-Concrete Bonding Interface." Materials Science Forum 1005 (August 2020): 39–46. http://dx.doi.org/10.4028/www.scientific.net/msf.1005.39.

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At present, fiber reinforced composite materials (FRP) are widely used in the reinforcement of concrete structures. The bonding interface between FRP plates and concrete is the key part of the strengthening of concrete structures with FRP plates. The bonding performance directly determines the success or failure of structural reinforcement. Based on the self-developed test device, the development of FRP and concrete in direct shear debonding test specimens, with the aid of advanced digital image correlation DIC technology, accurate measurement of specimen strain distribution on the surface of the FRP plate, and the FRP plate surface strain along the plate long distribution rule and the bond strength of the specimens was well researched, it reveals that the stripping of FRP and concrete interface failure process, and provides technical guidance for the treatment of FRP-concrete bond interface in practical projects.

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49

Xu, Xiangqian, Mamadou Fall, Imad Alainachi, and Kun Fang. "Characterisation of fibre-reinforced backfill/rock interface through direct shear tests." Geotechnical Research 7, no. 1 (March 1, 2020): 11–25. http://dx.doi.org/10.1680/jgere.19.00029.

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50

Vieira, C. S., M. L. Lopes, and L. M. Caldeira. "Sand-geotextile interface characterisation through monotonic and cyclic direct shear tests." Geosynthetics International 20, no. 1 (February 2013): 26–38. http://dx.doi.org/10.1680/gein.12.00037.

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Journal articles on the topic 'Interface direct shear'

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