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Journal articles on the topic 'Interface direct shear'

Author: Grafiati

Published: 29 June 2021

Last updated: 29 July 2025

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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 (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 r

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2

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 t

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3

Hamid, Tariq B., and Gerald A. Miller. "Shear strength of unsaturated soil interfaces." Canadian Geotechnical Journal 46, no. 5 (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. Furt

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4

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 (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 rema

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5

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 (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 sw

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6

Ye, Hexin, Jinlin Huang, Jianwei Zhang, et al. "Numerical Simulation of In-Situ Direct Shear Test and Damage Failure Mechanism Study of Concrete-Bedrock Cementation Surface." Materials 18, no. 12 (2025): 2718. https://doi.org/10.3390/ma18122718.

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Owing to the insufficient understanding of the mechanical properties and damage mechanisms of concrete-rock bonding interfaces in dam foundations, this study establishes a refined three-dimensional simulation model for direct shear tests of concrete-rock bonding interfaces based on in-situ direct shear tests conducted at a reservoir. The damage evolution process and failure mechanisms of the concrete-rock interface under different loading conditions are investigated. The results indicate that under varying normal stresses, the shear stress-shear displacement curve exhibits an initial increase

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7

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 (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

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8

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 polypropylen

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9

Ferreira, Fernanda Bessa, Castorina Silva Vieira, Guilherme Mendonça, and Maria de Lurdes Lopes. "Effect of Sustained Loading on the Direct Shear Behaviour of Recycled C&D Material–Geosynthetic Interfaces." Materials 16, no. 4 (2023): 1722. http://dx.doi.org/10.3390/ma16041722.

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Recycled construction and demolition (C&D) wastes have been pointed out as a feasible alternative to traditional backfill materials of geosynthetic-reinforced structures, but the current knowledge about the interface behaviour between these unconventional (recycled) materials and the reinforcement is still limited, particularly as far as the time-dependent response is concerned. In this study, a series of large-scale direct shear tests was conducted using an innovative multistage method to evaluate the influence of shear creep loading on the direct shear response of the interfaces between

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10

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 (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

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11

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 she

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12

He, Shaohua, Xu Huang, Jiale Huang, Youyou Zhang, Zhiyong Wan, and Zhitao Yu. "Shear Bond Performance of UHPC-to-NC Interfaces with Varying Sizes: Experimental and Numerical Evaluations." Buildings 14, no. 11 (2024): 3684. http://dx.doi.org/10.3390/buildings14113684.

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This paper explores the effect of bonding size on the shear performance of ultra-high-performance concrete (UHPC) and normal concrete (NC). The study includes two sets of direct shear tests on a total of 16 Z-shaped UHPC-NC bonded specimens. The first set consists of eight direct shear tests on the chiseled UHPC-NC interface with an average roughness of 4 mm (referred to as series C), from the authors’ previous study. The second set involves eight direct shear tests on the chiseled UHPC-NC interface with additional short shear steel rebars (referred to as series CS) that possess identical roug

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13

Rizwan, Malik, Hassan Mujtaba, Khalid Farooq, et al. "Laboratory Investigation of Sand-Geosynthetic Interface Friction Parameters Using Cost-Effective Vertical Pullout Apparatus." Fibers 10, no. 10 (2022): 84. http://dx.doi.org/10.3390/fib10100084.

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The current research has been carried out to investigate the interactive behaviour of soil-geosynthetic interfaces. A cost-effective vertical pullout test (VPT) apparatus was designed for this purpose. A series of laboratory direct shear tests (DSTs) and vertical pullout tests (VPT) were carried out using three types of sands and four different types of geosynthetics. All three sandy samples used in this research were classified as poorly graded sand (SP) as per the Unified Soil Classification System (USCS) with median grain size ranging between 0.39~0.2 mm. The geosynthetics used were three w

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14

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, n

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15

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 sample

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16

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 (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% photoini

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17

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 contr

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18

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 a

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19

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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20

Li, Dejie, Chong Shi, Huaining Ruan, and Bingyi Li. "Shear Characteristics of Soil—Concrete Structure Interaction Interfaces." Applied Sciences 12, no. 18 (2022): 9145. http://dx.doi.org/10.3390/app12189145.

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The shear characteristics of the interfaces between soil and concrete structures are essential for the safety of the structures. In this study, a large-scale direct shear test apparatus was developed to measure the mechanical parameters of soil–concrete interfaces under conditions with different soil types, soil moisture contents, and interfacial filling materials. The results showed that the shear stress of the soil–concrete interface increased initially and then became stable with the increase in the shear displacement. The shear displacement of the sandy soil when the shear stress became st

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21

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 (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 interfac

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22

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 (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 effe

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23

Hossain, Md Akhtar, and Jian-Hua Yin. "Laboratory investigation of unsaturated soil-cement grout interfaces." Australian Geomechanics Journal 60, no. 2 (2025): 169–82. https://doi.org/10.56295/agj6029.

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The important parameters on which the shear strength of any interface depends are overburden stress and degree of saturation. Nowadays, grouting pressure is considered as an another important issue as it provides better interface strength than gravity grouting in case of cast-in-situ soil-cement grout interface, like soil-nail and soil-pile interfaces. In the present study, a series of interface direct shear tests are performed between compacted completely decomposed granite (CDG) soil and cement grout under different overburden stresses, matric suctions and grouting pressures. The interface s

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24

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 (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 unde

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25

Liu, Qinghui, Xinzhuo Xie, Long Qian, Xingwen Guo, and Xin Cai. "Macroscale Static Mechanical Behaviors of Cemented Sand Gravel Dams with Consideration of Construction Interfaces." Materials 18, no. 9 (2025): 2068. https://doi.org/10.3390/ma18092068.

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In order to study the influence of construction interfaces on the safety of middle-low and 100-m cemented sand gravel (CSG) dams, direct shear tests of the construction interfaces with laying mortar and roughening under four different normal pressures are firstly conducted; shear stress–shear displacement curves and interface parameters for the interface models are obtained. Then, finite element models are established using a modified Duncan–Chang constitutive model and a zero-thickness interface model. Displacements, stresses, and anti-sliding stability coefficients of the construction interf

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26

J., Jayashree, Nithesh N., Parthiban M., Sakthi Ganesh C., and Sangeetha S. "STUDY ON INTERFACE FRICTION BETWEEN SAND AND GEOTEXTILE." International Journal of Engineering Research and Modern Education Special Issue, April 2017 (2017): 124–26. https://doi.org/10.5281/zenodo.570525.

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This project deals with the comparative study of characteristics of sand in natural condition and by reinforcing the sand using Geotextile. The index and engineering properties of sand like Specific gravity, Sieve analysis, Relative density and Direct shear tests were analyzed in the laboratory for sandy soil. To determine the interface friction direct shear test is carried out for sand with and without reinforcement under different loading conditions. The type of Geosynthetic reinforcement used for the study is Geotextile and is placed in the soil at two different positions and the direct she

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27

Lv, Haijun, Lu Han, Xing Zhang, and Hang Lin. "Numerical Analysis for Shear Behavior of Binary Interfaces under Different Bonded Conditions." Applied Sciences 14, no. 9 (2024): 3686. http://dx.doi.org/10.3390/app14093686.

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The shear performance of the binary interface formed by mortar and rock cementation is a key factor influencing the stability and safety of basic engineering projects related to livelihood and economy since concrete has become one of the most widely used materials in engineering. Therefore, it is an urgent practical problem to further explore and clarify the shear failure mechanism of the mortar–rock binary interface. In response to the current research objective focused on fully bonded interfaces, this paper constructed binary interface models with different bonded conditions to perform direc

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28

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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29

Shi, Shoukun, Da Wang, Zhiyun Li, Yan Jiang, Jinchao Yue, and Yibin Huang. "Shear Performance of New-to-Old Concrete Under Different Interface Treatments." Coatings 15, no. 7 (2025): 805. https://doi.org/10.3390/coatings15070805.

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In shield tunneling, ensuring bonding performance at new-to-old concrete interfaces between segments and linings is crucial for composite lining stability. While extensive research exists on the mechanical bonding behavior of such interfaces, comparative studies on two prevalent treatment methods—scabbling and grooving—remain limited. This study systematically evaluates these techniques’ effects on interfacial bonding via direct shear tests, benchmarking against smooth-interface specimens. Complementary cohesive zone modeling simulations further analyze stress distribution and damage evolution

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30

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 (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

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31

Qian, Long, Xingwen Guo, Qinghui Liu, Xin Cai, and Xiaochuan Zhang. "Macro-Mesoscopic Failure Mechanism Based on a Direct Shear Test of a Cemented Sand and Gravel Layer." Buildings 14, no. 12 (2024): 4078. https://doi.org/10.3390/buildings14124078.

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In order to explore the influence of different layer treatment methods on the macro- and meso-mechanical properties of cemented sand and gravel (CSG), in this paper, the shear behavior of CSG material was simulated by a three-dimensional particle flow program (PFC3D) based on the results of direct shear test in the laboratory. In shear tests, untreated CSG samples with interface coating mortar and chiseling were used, and granular discrete element software (PDC3D 7.0) was used to establish mesoscopic numerical models of CSG samples with the above three interface treatment methods, in order to

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32

Yin, Kexin, Anne-Laure Fauchille, Eugenia Di Filippo, Panagiotis Kotronis, and Giulio Sciarra. "A Review of Sand–Clay Mixture and Soil–Structure Interface Direct Shear Test." Geotechnics 1, no. 2 (2021): 260–306. http://dx.doi.org/10.3390/geotechnics1020014.

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Natural soils are usually heterogeneous and characterized with complex microstructures. Sand–clay mixtures are often used as simplified soils to investigate the mechanical properties of soils with various compositions (from clayey to sandy soils) in the laboratory. Performing laboratory tests on a sand–clay mixture with definite clay fraction can provide information to understand the simplified soils’ mechanical behavior and better predict natural soils’ behavior at the engineering scale. This paper reviews previous investigations on sand–clay mixture and soil–structure interface direct shear

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33

Sahib Banyhussan, Qais, Ahmed Mancy Mosa, Abdullah Nasser Hussein, and Esraa Jasim Sigar. "Evaluating the Shear Strength of Subbase-subgrade Interface Using Large Scale Direct Shear Test." International Journal of Innovation in Engineering 3, no. 1 (2023): 35–47. http://dx.doi.org/10.59615/ijie.3.1.35.

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The inclusion of geogrid in road pavements can improve pavement performance through increasing the lateral confinement, bearing capacity, and overall rigidity of the pavement, as well as reducing the vertical and lateral pavement deformations. The materials used in the present study are: subbase granular materials Type B, two types of subgrade soil; clay and sandy soil, and two nonwoven biaxial geogrids (G1 and G2) used as reinforcing materials. Direct shear testing was adopted by manufacturing a large-scale direct shear apparatus consisted of an upper, square box of size 20 cm × 20 cm × 10 cm

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34

Li, Huanhuan, Zhigang Meng, and Songlin Shen. "Effects of Interface Morphology on the Shear Mechanical Properties of Sand–Concrete Interfaces." Materials 16, no. 18 (2023): 6122. http://dx.doi.org/10.3390/ma16186122.

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The morphology of the contact surface between cast-in-place engineering structures and soil is generally random. Previous research focusing on the shear mechanical properties of soil–concrete interfaces has predominantly concentrated on the role of interface roughness by constructing regular concrete surface types, largely neglecting the potential impact of the roughness morphology (i.e., the morphology of the concrete surface). In this study, concrete blocks with the same interface roughness and different roughness morphologies were constructed based on the sand-cone method, including random

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35

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 stre

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36

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

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Chen, Dun, Guoyu Li, Pengfei He, Hang Zhang, Jie Sheng, and Miao Wang. "Investigating the Shear Characteristics of Geomembrane–Sand Interfaces Under Freezing Conditions." Designs 9, no. 1 (2025): 9. https://doi.org/10.3390/designs9010009.

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This study experimentally investigates the effects of freezing conditions on the shear characteristics of geomembrane–soil interfaces, employing a temperature-controlled direct shear apparatus. The findings reveal significant variations in shear stress–shear displacement patterns at the soil–geomembrane interface under different thermal conditions. At positive temperatures, the interface manifests strain hardening behavior, whereas at negative temperatures, it transitions from weak softening at low normal stress to strong strain softening at high normal stress. The shear displacement–normal di

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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 (2005): 317–25. http://dx.doi.org/10.1016/j.compgeo.2005.05.002.

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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 (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),

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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 (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 so

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Won, Jeong-Yun, and Maiely Minozzo. "Friction Corrections for Small-Scale Direct Shear, Residual Shear, and Interface Shear Box Tests." Geotechnical Testing Journal 48, no. 1 (2024): 68–79. https://doi.org/10.1520/gtj20240039.

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ABSTRACT ERRATUM: This paper published online on November 26, 2024, with the authors’ affiliations incorrectly listed as “Geotechnical Laboratory.” The authors’ affiliations should have been listed as “Innovative Geotechnology, Geotechnical Laboratory.” The affiliations were corrected, and the updated paper was posted online on April 30, 2025. The publisher apologizes for this error. Direct shear devices have been used for drained direct shear, residual shear, and interface shear box tests. Direct shear devices have many sources of friction that affect the shear resistance readings from the so

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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 modulu

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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 (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. Heterogeneit

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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 int

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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 (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%

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Zhao, Yun-Chuan, Hong-Gang Lei, Lang-Kuo Guo, and Guo-Yun Lu. "Experimental Investigation on Interface Performance of UHPC-Strengthened NC Structure through Push-Out Tests." Materials 16, no. 5 (2023): 1766. http://dx.doi.org/10.3390/ma16051766.

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Strengthening concrete structures with ultra-high performance concrete (UHPC) can both improve the bearing capacity of the original normal concrete (NC) structure and prolong the service life of the structure due to the high strength and durability of UHPC. The key to the synergistic work of the UHPC-strengthened layer and the original NC structures lies in the reliable bonding of their interfaces. In this research study, the shear performance of the UHPC–NC interface was investigated by the direct shear (push-out test) test method. The effects of different interface preparation methods (smoot

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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 fr

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Yu, Kun, Zhongya Zhang, Yang Zou, Jinlong Jiang, Xingqi Zeng, and Liang Tang. "Interfacial Shear Performance of Epoxy Adhesive Joints of Prefabricated Elements Made of Ultra-High-Performance Concrete." Polymers 14, no. 7 (2022): 1364. http://dx.doi.org/10.3390/polym14071364.

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Application of ultra-high-performance concrete (UHPC) in joints can improve the impact resistance, crack resistance, and durability of structures. In this paper, the direct shear performance of ultra-high-performance concrete (UHPC) adhesive joints was experimentally studied. Twenty-four direct shear loading tests of UHPC adhesive joints were carried out considering different interface types and constraint states. The failure modes and load-slip curves of different interfaces were studied. Results indicated that passive confinement could enhance the strength and ductility of the interface; the

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Cui, She-qiang, Chao Zhou, and Hamed Sadeghi. "Investigation of thermal effects on the saturated shear behaviour of a clayey sand-structure interface." E3S Web of Conferences 544 (2024): 12002. http://dx.doi.org/10.1051/e3sconf/202454412002.

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The mechanical behaviour of soil-structure interfaces at various temperatures plays a key role in predicting the performance of energy piles, such as their ultimate bearing capacity and settlement under heating and cooling. The experimental data was limited in the literature, and previous studies used clay and clean sand. In this study, a modified direct shear apparatus that can control temperature was developed. To control interface temperature, a refrigerated/heated circulating bath is connected to channels in the lower shear box and then heated/cooled water is circulated. The interface can

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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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