Journal articles: 'Shear strength'

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Du, Jun, Dong Li, Zhiming Xiong, Xinggang Shen, Chenchen Li, and Weiwei Zhu. "Experimental Study on the Reciprocating Shear Characteristics and Strength Deterioration of Argillaceous Siltstone Rockfill Materials." Applied Sciences 13, no. 15 (August 2, 2023): 8888. http://dx.doi.org/10.3390/app13158888.

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The reciprocating shear mechanical properties and strength deterioration mechanisms of rockfill materials are of great research significance for high-fill slope stability analysis. To study the shear strength characteristics of argillaceous siltstone rockfill materials with different fabric characteristics under reciprocating shear loading, we analyzed the shear strength, hysteresis loop area, damping ratio, shear strength parameter, and shear stiffness of coarse-grained soils with different coarse grain contents using a coarse-grained soil direct shear testing machine capable of reciprocating shear and revealed their strength deterioration mechanism. The test results show that the shear strength of argillaceous siltstone rockfill materials is significantly affected by the coarse grain content and the number of reciprocating shears. Specifically, the shear strength increases with the coarse grain content and decreases with the number of reciprocating shears. The hysteresis loop area is positively correlated with the coarse grain content and negatively correlated with the number of reciprocating shears. The damping ratio is not related to the coarse grain content but tends to decrease with the number of reciprocating shears. Soil cohesion and the internal friction angle increase with the coarse grain content and decrease with the number of reciprocating shears. The soil failure shear stiffness is linearly correlated with the coarse grain content, and the normalized shear stiffness is logarithmically related to the number of reciprocating shears. According to these relationships, an empirical formula for the shear stiffness of argillaceous siltstone rockfill materials under different coarse grain contents and different numbers of reciprocating shears can be established to provide a basis for analyzing rockfill stability.

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Davachi, M. M., B. J. Sinclair, H. H. Hartmaier, B. L. Baggott, and J. E. Peters. "Determination of the Oldman River Dam foundation shear strength." Canadian Geotechnical Journal 28, no. 5 (October 1, 1991): 698–707. http://dx.doi.org/10.1139/t91-084.

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The paper describes the results of site investigation and laboratory testing and the analysis performed for the determination of foundation shear strength at the Oldman River Dam site in southwestern Alberta, Canada. Horizontally bedded claystones, siltstones, and sandstones at the site contain relatively weak bedding-plane shears that adversely affect foundation stability. Data on the bedding-plane shear characteristics were collected by mapping, borehole coring, shaft exploration, and large-diameter sampling. Shear planes of structure-wide continuity were identified. Numerous laboratory direct shear tests were done to measure in situ and residual shear strengths. The design angle of shearing resistance of selected continuous bedding-plane shears was evaluated by summing the representative residual angle of shearing resistance and components of the angle of shearing resistance due to in situ state, roughness, and thickness of the bedding-plane shears. Relatively flat dam slopes were found to be required for stability. The methods used at the Oldman River Dam should be applicable at other sites located in flat-lying mudrock sequences. Key words: Oldman River Dam, foundation shear strength, sedimentary rocks, bedding-plane shear, residual angle of shearing resistance, in situ state, roughness, thickness.

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Zhou, Zhi, Jiang Qian, and Wei Huang. "Shear strength of steel plate reinforced concrete shear wall." Advances in Structural Engineering 23, no. 8 (January 12, 2020): 1629–43. http://dx.doi.org/10.1177/1369433219898100.

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This article investigates the shear strength of steel plate reinforced concrete shear wall under cyclic loads. A nonlinear three-dimensional finite element model in ABAQUS was developed and validated against published experimental results. Then, a parametric study was conducted to evaluate the effects of the parameters on the lateral capacity of composite shear wall, including shear span ratio, concrete strength, axial load ratio, steel plate ratio and transverse reinforcement ratio of the web. Furthermore, a modified formula of shear strength of composite shear wall was proposed. Regression analyses were used to obtain the contribution coefficients of different parts from 720 finite element models. Finally, the shear strengths of specimens from published tests were compared with design strengths calculated using the proposed formula, American Institute of Steel Construction Provisions and Chinese Code. It was found that the Chinese Code well predicts the shear strength of composite shear wall of a steel plate ratio of less than 5%, while unsafely predicting that of a higher steel plate ratio. The American Institute of Steel Construction Provisions predictions are quite conservative because the contribution of the reinforced concrete is neglected. The modified formula safely predicts the shear strength of composite shear wall.

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Saeed, Jalal Ahmad, and Abbas Mohammed Abubaker. "Shear Strength and Behavior of High Strength Reinforced Concrete Beams without Stirrups." Sulaimani Journal for Engineering Sciences 3, no. 3 (April 1, 2016): 64–75. http://dx.doi.org/10.17656/sjes.10037.

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Saeed, S. A., and S. R. Sarhat. "Strength of fiber reinforced high-strength concrete with stirrups under direct shear." Journal of Zankoy Sulaimani - Part A 2, no. 2 (September 1, 1999): 64–73. http://dx.doi.org/10.17656/jzs.10040.

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Li, Qiaoyi, Guangqing Yang, He Wang, and Zhijie Yue. "The Direct and Oblique Shear Bond Strength of Geogrid-Reinforced Asphalt." Coatings 12, no. 4 (April 11, 2022): 514. http://dx.doi.org/10.3390/coatings12040514.

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The interlayer bonding strength is an essential property of geogrid-reinforced asphalt. To study the interlayer bonding characteristics of geogrid-reinforced asphalt, direct shear and oblique shear tests were carried out in the laboratory. The direct interlaminar shear strength of geogrid-reinforced asphalt was lower than that of unreinforced asphalt. The oblique shear strength of the carbon–carbon geogrid-reinforced sample was the highest, the unreinforced sample was second, and the carbon–glass geogrid-reinforced sample was the lowest. The stiffness of the geogrid affects the oblique shear strength. The interlayer direct shear strengths of AC-20C asphalt samples were higher than AC-13C asphalt samples. The oblique shear strengths of AC-20C asphalt samples were almost the same as the AC-13C asphalt samples. Normal stress made the double-layered sample tend to behave as a homogeneous granular material. The direct shear strength vs. shear displacement curves showed an area of oscillation, but the oblique shear curves were smooth throughout the process.

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Yamaguchi, Nobuyoshi. "In Situ Assessment Method of Wood Using Normalized Withdrawal Resistances of Metric-Screw Type Probes." Advanced Materials Research 778 (September 2013): 217–24. http://dx.doi.org/10.4028/www.scientific.net/amr.778.217.

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Withdrawal resistances of wood have been applied for in situ assessment of wood in existing timber structures. The author had proposed method to estimate shear strengths of wood from measured withdrawal resistances of probes which are screwed into wood. In order to verify the accuracy of these estimated shear strengths by proposed methods, withdrawal resistance measurements and shear loading tests were conducted for wood. Single withdrawal resistance measurement was applied for wood specimens, and estimated shear strengths from withdrawal measurements were compared to the measured shear strengths by shear loading tests of wood. Correlation between the estimated shear strengths and measured shear strengths of specimens was reasonably good (R2=0.73). Multiple coaxial withdrawal resistance measurement which can provide distribution of shear strengths in cross-section of wood was also proposed. The average of estimated shear strengths by single withdrawal resistances was 7 percent less than that of measured shear strengths. The average of estimated shear strength by multiple coaxial withdrawal resistances was 3 percent greater than that of measured shear strengths. The single withdrawal measurements and multiple coaxial withdrawal resistances are available to estimate shear strengths of wood and shear strength distribution in the cross-section of wood. Estimated shear strengths obtained from these methods will be valuable for strength based in situ assessment of wood.

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Morris, Peter Henri, and David John Williams. "A revision of Blight's model of field vane testing." Canadian Geotechnical Journal 37, no. 5 (October 1, 2000): 1089–98. http://dx.doi.org/10.1139/t00-035.

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Vane shear test data obtained by a number of researchers show that the excess pore pressures generated within the soil surrounding the vane by vane insertion and rotation and their effects on the measured vane shear strength have been misinterpreted for many years. The accepted model developed by Blight of field vane testing and the accepted criteria for determining undrained and fully drained vane shear strengths are based on this misinterpretation. Consequently, estimates that are based on this model of the degree of drainage that has been attained at the time the vane shear strength is measured may be significantly in error, and the measured undrained shear strengths may be unconservative. A revision of Blight's approximate theory of field vane testing is presented which is consistent with the available experimental data. Revised practical criteria for determining the undrained and fully drained shear strengths are also presented, and a simple revision of current standard vane shear test methods is proposed which would eliminate, for all but those soils with very high coefficients of consolidation, the possibility that estimates of the undrained vane shear strength may be unconservative.Key words: vane shear, undrained strength, drained strength, excess pore pressure.

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Almuammar, Majed, Allen Schulman, and Fouad Salama. "Shear bond strength of six restorative materials." Journal of Clinical Pediatric Dentistry 25, no. 3 (April 1, 2001): 221–25. http://dx.doi.org/10.17796/jcpd.25.3.r8g48vn51l46421m.

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The purpose of this study was to determine and compare the shear bond strength of a conventional glassionomer cement, a resin modified glass-ionomer, a composite resin and three compomer restorative materials. Dentin of the occlusal surfaces from sixty extracted human permanent molars were prepared for shear bond strength testing. The specimens were randomly divided into six groups of 10 each. Dentinal surfaces were treated according to the instructions of manufacturers for each material. Each restorative material was placed inside nylon cylinders 2 mm high with an internal diameter of 3 mm, which were placed perpendicular to dentin surfaces. Shear bond strengths were determined using an Universal Testing Machine at crosshead speed of 0.5 mm/min in a compression mode. Conventional glass-ionomer, Ketac-Molar aplicap showed the lowest mean shear bond strength 3.77 ± 1.76 (X ± SD MPa) and the composite resin, Heliomolar showed the highest mean shear bond strength 16.54 ± 1.65 while the mean bond strength of Fuji II LC was 9.55 ± 1.06. The shear bond strengths of compomer restorative materials were 12.83 ± 1.42, 10.64 ± 1.42 and 11.19 ± 1.19 for Compoglass, Hytac and Dyract respectively. ANOVA revealed statistically significant differences in the mean shear bond strengths of all groups (P<0.001). No statistically significant difference was found between the three compomer materials (P>0.5). Ketac-Molar and composite resin showed statistically significant difference (P<0.0005). The mode of fracture varied between materials. It is concluded that the compomer restorative materials show higher shear bond strength than conventional glass-ionomer and resin modified glass-ionomer, but less than composite resin. The fracture mode is not related to the shear bond strengths values.

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Irie, Masao, Yukinori Maruo, Goro Nishigawa, Kumiko Yoshihara, and Takuya Matsumoto. "Flexural Strength of Resin Core Build-Up Materials: Correlation to Root Dentin Shear Bond Strength and Pull-Out Force." Polymers 12, no. 12 (December 9, 2020): 2947. http://dx.doi.org/10.3390/polym12122947.

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The aims of this study were to investigate the effects of root dentin shear bond strength and pull-out force of resin core build-up materials on flexural strength immediately after setting, after one-day water storage, and after 20,000 thermocycles. Eight core build-up and three luting materials were investigated, using 10 specimens (n = 10) per subgroup. At three time periods—immediately after setting, after one-day water storage, and after 20,000 thermocycles, shear bond strengths to root dentin and pull-out forces were measured. Flexural strengths were measured using a 3-point bending test. For all core build-up and luting materials, the mean data of flexural strength, shear bond strength and pull-out force were the lowest immediately after setting. After one-day storage, almost all the materials yielded their highest results. A weak, but statistically significant, correlation was found between flexural strength and shear bond strength (r = 0.508, p = 0.0026, n = 33). As the pull-out force increased, the flexural strength of core build-up materials also increased (r = 0.398, p = 0.0218, n = 33). Multiple linear regression analyses were conducted using these three independent factors of flexural strength, pull-out force and root dentin shear bond strength, which showed this relationship: Flexural strength = 3.264 × Shear bond strength + 1.533 × Pull out force + 10.870, p = 0.002). For all the 11 core build-up and luting materials investigated immediately after setting, after one-day storage and after 20,000 thermocycles, their shear bond strengths to root dentin and pull-out forces were correlated to the flexural strength in core build-up materials. It was concluded that the flexural strength results of the core build-up material be used in research and quality control for the predictor of the shear bond strength to the root dentin and the retentive force of the post.

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Chang, Hongtao, Hu Feng, Zeyu Guo, Aofei Guo, and Yongkang Wang. "Bond Properties of Magnesium Phosphate Cement-Based Engineered Cementitious Composite with Ordinary Concrete." Materials 15, no. 14 (July 12, 2022): 4851. http://dx.doi.org/10.3390/ma15144851.

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A magnesium phosphate cement-based engineered cementitious composite (MPC-ECC) was developed using polyvinyl alcohol (PVA) fibers and fly ash. In this study, the bond behavior of MPC-ECC with ordinary concrete was evaluated through single and double shear bond strength tests. The effects of the water to solid mass ratio (W/S), the sand to binder mass ratio (S/B), the molar ratio of MgO to KH2PO4 (M/P), the fly ash content (F), the borax dosage (B), the volume fraction of PVA fibers (Vf), and curing age on the bond behavior of MPC-ECC with ordinary concrete were examined. The results showed that as the W/S increased, the single and double shear bond strengths were gradually reduced. As the S/B increased, the double shear bond strength increased; the single shear bond strength first decreased up to an S/B of 0.1 and then increased. With the increase of M/P, the single and double shear bond strengths increased. With the increase of F, the single shear bond strength first increased up to an F of 30% and then decreased; the double shear bond strength decreased. With the increase of B, the single and double shear bond strengths increased first and then decreased, and their strength reached its maximum at a B of 6%. The increase of Vf improved the single and double shear bond strengths. The research results can provide some technical guidance for repairing concrete structures with MPC-ECC.

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Cruden, D. M., S. Thomson, and P. C. Tsui. "The geotechnical characteristics of an ice-thrust mudstone, Wabamun Lake area, Alberta." Canadian Geotechnical Journal 26, no. 2 (May 1, 1989): 227–34. http://dx.doi.org/10.1139/t89-032.

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This first detailed report of the geotechnical characteristics of ice-thrust soft rock examines Upper Cretaceous, once heavily overconsolidated mudstones in the Highvale coal mine, Alberta. The fissured and brecciated sample from an ice-thrust shear zone in the mine behaves as a lightly overconsolidated sediment in laboratory tests and shows a non-brittle mode of shear deformation with a maximum shear strength close to residual. This behaviour is due to weathering and glaciotectonic deformation, which have jointed, sheared, and remoulded the mudstone, thus eliminating the fabric formed by overconsolidation.In the ice-thrust mudstone, platy clay minerals dominate and have been grouped into aggregations or shear-remoulded matrices. The strength of the brecciated portion of the mudstone ranges from peak to residual. The strength along principal displacement shears is at or close to residual, as back analysis of a slope failure shows. Key words: ice-thrust shear zone, glaciotectonic deformation, consolidation, nonbrittle deformation, principal displacement shears, shear strength.

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Mohammed, Ahmed, and Wael Mahmood. "Statistical Variations and New Correlation Models to Predict the Mechanical Behavior and Ultimate Shear Strength of Gypsum Rock." Open Engineering 8, no. 1 (August 11, 2018): 213–26. http://dx.doi.org/10.1515/eng-2018-0026.

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Abstract In this study, over 1000 data from the several research studies was used to characterize and compare the density, strengths, modulus, flexural strength, porosity and the ultimate shear strengths of the calcium rocks. The gypsum rock data were statistically analyzed, quantified and compared with the limestone rock data. The ranges of the densities for gypsum rock (CaSO4·2H2O) and limestone rock (CaCO3) were 2.10 to 2.83 gm/cm3 and 1.70 to 2.75 gm/cm3, respectively. The compressive and tensile strengths of the gypsum and limestone rocks varied from 2 MPa to 250 MPa and 1.8 MPa to 25 MPa, respectively. Vipulanandan correlation model was effective in relating the modulus of elasticity, flexural strength, with the relevant strengths of the rocks. A new nonlinear Vipulanandan failure criterion was developed to better quantify the tensile strength, pure shear (cohesion) strength and predict the maximum shear strength limit with applied normal stress on the gypsum and limestone rocks. The prediction of the failure models for the two rock types was also compared to the Mohr-Coulomb failure model. The Vipulanandan failure model predicted the maximum shear strength limit was, as the Mohr-Coulomb failure model does not have a limit on the maximum shear strength. With the Vipulanandan failure model based on the available data, the maximum shear strengths predicted for the gypsum and limestone rocks were 64 MPa and 114 MPa, respectively.

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Jun, Liu, Xiang Yuzhou, Xiong Yucheng, Wu zusong, and He Chuan. "Theoretical and Numerical Study of Shear Strength of Concrete Material." Journal of Engineering Science and Technology Review 13, no. 5 (2020): 161–68. http://dx.doi.org/10.25103/jestr.135.21.

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The shear strength of some concrete materials should be analyzed based on elastic-plastic theory in petroleum, water conservancy, tunnel engineering, and so on. The majority of researches concentrate mainly on the tensile and compressive strength of concretes, but few have studied the shear strength. Concrete materials have been increasingly applied broadly to geotechnical engineering. Thus, investigating the shear strength characteristics of concretes is of great importance. To study the characteristics of shear strength of concrete materials, the theoretical relationship between concrete’s compressive and shear strengths was discussed in the uniaxial, biaxial, and triaxial stress states. The concrete strength envelopes under the biaxial and uniaxial compressive strength were studied. Given the concrete shear strength, the overload method and the finite difference software FLAC3D were used to investigate the concrete failure modes and ultimate bearing capacities. Results show that the theoretical formula under the 3D stress-bearing condition is only applicable to the circumstance with equal compressive strengths under the biaxial and uniaxial conditions, which conforms to 3D Mohr’s circle theory. 3D Mohr’s circle theory is not totally applicable to concrete materials where the concrete compressive strength under the biaxial condition is larger than that under the uniaxial condition. Concrete material gains its shear strength 47 percent from its frictional force while the rest form cohesive force. The study results can provide a certain basis and reference for analyzing the shear strength characteristics of concrete materials.

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Berman, Jeffrey W., and Michel Bruneau. "Steel Plate Shear Walls Are Not Plate Girders." Engineering Journal 41, no. 3 (September 30, 2004): 95–106. http://dx.doi.org/10.62913/engj.v41i3.833.

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Steel plate shear walls that are allowed to buckle in shear and form a diagonal tension field have been the subject of several experimental and analytical studies. In some of these studies, references are made to the physical and analytical similarities between steel plate shear walls and vertical cantilever plate girders. Though these comparisons allow engineers to become quickly familiar with steel plate shear wall concepts in a qualitative way, they have led some to believe that steel plate shear walls can be quantitatively designed using standard plate girder shear strength equations. In this paper, the shear strength of steel plate shear walls found using an accepted model based on plastic analysis, and the shear strength for plate girders calculated from design code equations, are compared with the ultimate strengths of steel plate shear walls obtained from various experimental studies. It is shown that plate girder design equations significantly underestimate the strength of steel plate shear walls, leading to designs with greater-than-expected strength and a breakdown in the capacity design philosophy (i.e. leading to the occurrence of unintended failure modes) as well as an uneconomical use of steel. Strengths calculated from plastic analysis of an accepted analytical model for steel plate shear walls agree well with the experimental studies.

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Štefić, Tihomir, Aleksandar Jurić, and Pavao Marović. "Analysis of Shear Strength of Wood." Key Engineering Materials 488-489 (September 2011): 650–53. http://dx.doi.org/10.4028/www.scientific.net/kem.488-489.650.

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This paper presents the analysis of different types of shear strength of wood which can differ very much due to its structure and different orientations of applied load. These combinations of wood structure and load orientations lead to different modes of fracture. The main aim of the paper is to find a relation among all types of shear strength of the wood and to reduce the number of shear tests. Furthermore, different shear strengths will be analyzed both experimentally and numerically, i.e. experimentally by testing appropriate specimens and numerically with the help of the finite element structural analysis solver Robot AutoDesk. The testing specimens will be loaded parallel and perpendicular to the wood fibres and the radial and tangential planes will be analyzed. The paper will also investigate the relation to other strengths of wood (i.e. tensile strength parallel and perpendicular to the fibres) in order to simplify the testing procedure for shear strength determination.

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Lin, Xue‐Mei, Michael C. H. Yam, Kwok‐Fai Chung, and Yuchen Song. "Block shear strength of high strength steel staggered bolted connections." ce/papers 6, no. 3-4 (September 2023): 1281–86. http://dx.doi.org/10.1002/cepa.2244.

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AbstractThis paper presents an experimental and numerical study of block shear strength of staggered bolted connections made of high strength steel (HSS). The study aims to examine the effect of low ductility and low tensile‐to‐yield strength ratio of HSS material on the behaviour and block shear strength of staggered bolted connections. Two Q690 HSS staggered bolted connections were tested and failed in block shear failure, which was characterised by tension fracture of the staggered net tension plane and significant shear deformation along the shear plane. The test observations were further interpreted by finite element (FE) analysis. The test results and FE analysis indicate that the block shear failure mechanism of staggered bolted connections is the fracture of the staggered net tension plane combined with the yielding of the effective shear plane. Finally, the design methods in various design codes for evaluating the block shear strength of bolted connections were assessed and the results showed that the existing design methods provided inconsistent predictions of the block shear strength of HSS staggered bolted connections. More experimental and numerical works are currently in progress to further understand the block shear strength of HSS staggered bolted connections.

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Cai, Yang. "Research on Shear Strength for Asphalt Mixture by the Uniaxle Penetration Test Method." Applied Mechanics and Materials 97-98 (September 2011): 220–25. http://dx.doi.org/10.4028/www.scientific.net/amm.97-98.220.

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With uniaxle penetration test method and Triaxial Shear method test, the shear strengths for asphalt mixture were analyzed. It turns out that the result of triaxial shear test is a little conservative than that of uniaxle penetration test. Then reasonable structure factor for shear strength should be considered by uniaxle penetration test. Uniaxle penetration tests at different temperatures revealed there were a linear correlation between shear strength and temperature.The asphalt was not the main fator of shear strength at high temperature.

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Miyajima, Yoji, Kotaro Iguchi, Susumu Onaka, and Masaharu Kato. "Effects of Rolling Reduction and Strength of Composed Layers on Bond Strength of Pure Copper and Aluminium Alloy Clad Sheets Fabricated by Cold Roll Bonding." Advances in Materials Science and Engineering 2014 (2014): 1–11. http://dx.doi.org/10.1155/2014/614821.

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Three types of clad sheets, Cu/Al, Cu/AA5052, and Cu/AA5083, were produced by cold roll bonding with the rolling reduction of 50% and 75%. Tensile shear tests which give tensile shear strength were performed in order to assess the bond strength. Scanning electron microscopy was performed on the fractured interface produced by the tensile shear tests, which suggests that the fracture occurs within the Al alloy layer. The tensile shear strengths considering the area fraction of deposit of Al alloy on Cu side were compared with the shear stress converting from the ultimate tensile strengths. As a result, the tensile shear strength of the clad sheets is attributed to the shear strength of Al alloy layer close to the well bonded interface. A simple model was proposed that explains the effects of the rolling reduction and area fraction of deposit of Al alloy.

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Gao, Danping, Bowang Chen, Liu Wang, Chunan Tang, and Ping Yuan. "Comparative Study on Clear Specimen Strength and Member Strength of Side-Pressure Laminated Bamboo." Advances in Civil Engineering 2022 (January 27, 2022): 1–11. http://dx.doi.org/10.1155/2022/2546792.

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Side-pressure laminated bamboo (LB) made from heat-modified, fast-growing bamboo is introduced in this document. As a relatively new type of bamboo composite fabricated by bamboo strips, side-pressure LB has some favorable mechanical properties, such as thermal insulation, light mass, high strength, and earthquake resistance. To promote the application of side-pressure LB in structural engineering, according to the test standards for timber, the mechanical properties of bamboo, including tensile strength parallel to the grain, compressive strength parallel to the grain, bending strength and bending modulus, and shear strength parallel to the grain, were obtained by testing clear bamboo. Meanwhile, the bending and shear tests were performed on full-sized beams of side-pressure LB. Comparing the strength of clear bamboo and full-sized bamboo beams under bending and shear, explore the effect of size on bending and shear strength. The results demonstrate that the size effect has a significant influence on the bending strength, and the bending strength decreases clearly with the increase of the span of member; the shear strength is mainly affected by the shear area and decreases with the increase of the shear area. Based on the measured indicators of shear strength, a formula suitable for converting the shear strength of clear bamboo to full-sized bamboo beam is proposed. And the recommended design strengths of bamboo are given by using the limit state method, which provides a design basis for the engineering application of bamboo.

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Yin, Hua, Yao Ting Zhu, and Cheng Long Yin. "Study on the Mechanical Properties of Tack Coat between Asphalt Layers by Interlaminar Shear Tests." Applied Mechanics and Materials 361-363 (August 2013): 1490–94. http://dx.doi.org/10.4028/www.scientific.net/amm.361-363.1490.

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In order to study the mechanical properties of tack coat for asphalt pavement, the interlaminar shear test is introduced. Under the variety condition, the direct shear test is executed. The shear strengths are fitted by linear regression theory and the Mohr-Coulomb parameters are calculated. The results show that as pavement adhesive layer materials, SBS modified emulsified asphalt performance than the ordinary emulsified asphalt, the best dosage is 0.4 kg/m2, and SBS modified emulsified asphalt adhesive layer material immersion strength increased nearly 20%. When the interface material adds the cement, the strength will also increase and indicate good shear strength. With the normal stress increased, the shear strengths are increased. The shear strengths with normal stress are affected significantly by the interfacial friction, roughness of interface and normal stress.

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Abdullah, Muhammad, Asad Ullah Qazi, Qasim S. Khan, Syed Minhaj Saleem Kazmi, and Muhammad Junaid Munir. "Experimental and Analytical Investigations on Shear Performance of Ambient-Cured Reinforced Geopolymer Concrete Beams." Buildings 14, no. 1 (January 12, 2024): 204. http://dx.doi.org/10.3390/buildings14010204.

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Geopolymer concrete (GPC) has emerged as a sustainable alternative to ordinary Portland cement concrete (OPCC) as GPC significantly reduces embodied carbon dioxide emissions. This study compared the shear behavior of reinforced OPCC beams and GPC beams of the same cross-section and compressive strength. The study tested nine beams under three-point bending to evaluate the effects of concrete type and shear span on the shear strength. The results showed that OPCC and GPC beams exhibited relatively similar reduction rates in the shear strength with increasing a/d ratios, while the failure mode shifted from shear in OPCC beams to shear-flexure in GPC beams. The maximum deflection of GPC beams significantly increased with increasing a/d ratios. Moreover, empirical shear strength equations, intended for OPCC beams in various design codes, underestimated the shear strength of GPC beams by about 11.0-26.9% at the a/d ratio of 4.3 but significantly underestimated the shear strengths of GPC beams by 77% at lower a/d ratios of 1.6 and 2.9. Therefore, modifications are proposed to the existing design OPCC shear strength equations to significantly improve the prediction accuracy for the shear strength of GPC beams.

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Sandoval Vallejo, Eimar, Andrés Ramírez Tazcón, and Diego Cuarán. "Shear strength of landfills." DYNA 82, no. 193 (October 20, 2015): 83–92. http://dx.doi.org/10.15446/dyna.v82n193.46046.

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Landfills are engineering structures formed with a specific material, whose shear strength properties can be determined in a similar way, as it is done for a geotechnical material. This paper presents results from an experimental program carried out to obtain the strength parameters for Presidente landfill at Valle del Cauca (Colombia). The experimental program included unconsolidated undrained direct shear tests (UU) performed on laboratory reconstituted samples. Variation of the internal friction angle and cohesion, as a function of the specific weight, depth and decomposition time of the landfill was evaluated. Results were also compared to international values used for design purposes. Results showed a remarkable influence of the waste decomposition time in the shear strength. Some relationship with the depth was also found. Obtained strength parameters are within international ranges recommended for design purposes.

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Wang, Xiaotong, and N. P. Padture. "Shear strength of ceramics." Journal of Materials Science 39, no. 5 (March 2004): 1891–93. http://dx.doi.org/10.1023/b:jmsc.0000016212.61341.52.

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Elmenshawi, Abdelsamie, Tom Brown, and Robert Loov. "Behaviour of flexural plastic hinges under high seismic shear with consideration of concrete strength." Canadian Journal of Civil Engineering 36, no. 11 (November 2009): 1711–21. http://dx.doi.org/10.1139/l09-099.

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A successful seismic design for a reinforced concrete element is one that can postpone the shear failure until the required ductility and deformation capacity are obtained. After flexural yielding, shear deformations are the main causes for strength and stiffness degradation. An experimental program was carried out to explore the shear behaviour of flexural plastic hinges of elements constructed with different concrete strengths (30–175 MPa) tested under load reversals. The specimen represented a beam–column assembly and was designed to have the inelastic deformation at the beam end only. The research investigated the effect of shear deformations on the hysteretic behaviour and stiffness deterioration, cyclic shear demands, shear resisting mechanisms, and the effect of concrete strength on the hinge shear strength. It was found that the effect of concrete strength on beam shear strength under cyclic loading differs from that under unidirectional loading.

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HASHIMOTO, Atsuhide, and Tomohisa YAMADA. "ULTIMATE SHEAR STRENGTH OF HIGH STRENGTH BOLTS." Journal of Structural and Construction Engineering (Transactions of AIJ) 440 (1992): 77–84. http://dx.doi.org/10.3130/aijsx.440.0_77.

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A Obaidi, Hussain, and Naser A Khayyat. "Shear bond strength of the Iingually and buccally bonded brackets via three composite systems." Mustansiria Dental Journal 2, no. 2 (March 17, 2024): 157–66. http://dx.doi.org/10.32828/mdj.v2i2.1063.

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This study aimed to determine and compare the shear bond strength of linguallybonded brackets via: Two—paste composite (Orthodontic Mix Bonding System), No —mix composite [Orthodontic Bonding System (No—mix)] and Light—cured composite( Transbond XT .)Thirty extracted upper first premolars for orthodontic request were used for thisinvestigation. The teeth were divided into three groups; each of which consisted of l0teeth. The lingual surface of the tooth used to evaluate the lingual bond strength andthe buccal surface of the same tooth utilized to evaluate the buccal bond strength. Foreach group of teeth investigated to determine the lingual and buccal bond shearstrength, using one type of composite system for each group .The lingually bonded and buccally bonded samples were subjected to shearforce using the universal compression testing machine apparatus. The lingual andbuccal shear bond strengths were recorded and converted into Mpa and the data werestatistically analyzed .The results showed the lingual shear bond strength insignilicantly less than thatof buccal shear bond strength regarding the Orthodontic Mix Bonding System andOrthodontic Bonding System (No—mix), and the lingual shear bond strength wassignificantly less than the buccal shear bond strength regarding Light—curedcomposite (Transbond XT), The lingual and buccal shear strengths of the bondedbracket via Orthodontic Mix Bonding System were the highest than the shear bondstrength of the other composite systems

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HIRABAYASHI, Hiroshi, Takayuki KAWAGUCHI, Shunzo KAWAJIRI, and Satoshi YAMASHITA. "Interrelationship between field vane shear strength and undrained shear strengths from laboratory tests." Japanese Geotechnical Journal 15, no. 3 (September 30, 2020): 599–608. http://dx.doi.org/10.3208/jgs.15.599.

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Lee, In-Hwan, Yo-Jin Song, and Soon-Il Hong. "Tensile shear strength of steel plate-reinforced larch timber as affected by further reinforcement of the wood with carbon fiber reinforced polymer (CFRP)." BioResources 16, no. 3 (May 27, 2021): 5106–17. http://dx.doi.org/10.15376/biores.16.3.5106-5117.

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To improve the connecting strength of larch timbers, tensile shear test specimens were fabricated, and their connecting shear strength performance was examined. The control specimens consisted of larch timber reinforced with steel plate. These were compared with similar specimens in which the wood had been reinforced with carbon fiber reinforced polymer (CFRP). The reinforced specimens were fabricated in three types depending on the position of the CFRP reinforcement in the wooden part. All specimens were fabricated in two end distance types, depending on the bolt insertion position. The end distances examined were 60 mm (5D) and 84 mm (7D). The maximum connecting strength and the yield shear strength of each type were not different according to the CFRP reinforcement position. The reinforced specimens had an average connecting strength and yield shear strength that was 24% to 29% higher than the control specimens. The CFRP-reinforced specimens with an end distance of 5D had an average connecting strength and an average yield shear strength that that was 70% and 26% higher, respectively, than non-reinforced 7D specimens. The yield shear strength was predicted by measuring the bearing strengths of the larch timber samples and CFRP-reinforced timber samples. The predicted yield shear strength matched the measured yield shear strength.

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Morris, Peter H., and David J. Williams. "Effective stress vane shear strength correction factor correlations." Canadian Geotechnical Journal 31, no. 3 (June 1, 1994): 335–42. http://dx.doi.org/10.1139/t94-041.

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A recent effective stress model of vane shear strength testing in soils can relate measured torques to vane shear strengths using theoretical analysis in terms of effective stress parameters. The strength estimates are based on known in situ stresses and soil parameters derived from laboratory testing. The model may be applied, for example, in obtaining theoretical estimates of conventional undrained vane shear strengths for comparison with field data and for use in stability analyses. However, the model incorporates a correction factor μv, analogous to Bjerrum's field vane shear strength correction factor μ, intended to compensate for pore-pressure and shearing-rate effects. This correction factor must be evaluated before reliable torque or shear strength estimates can be made in any given case. To facilitate this, the paper presents correlations of μv with both liquid limit and plasticity index, based on world-wide data from clays and silts. The correlations are compared with independent data from Norwegian clays. Key words : clay, correction factor, effective stress, liquid limit, plasticity index, silt, vane shear strength.

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Galyshev, Sergei, and Bulat Atanov. "The Dependence of the Strength of a Carbon Fiber/Aluminum Matrix Composite on the Interface Shear Strength between the Matrix and Fiber." Metals 12, no. 10 (October 19, 2022): 1753. http://dx.doi.org/10.3390/met12101753.

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Taking the example of a composite wire with an Al-25% Sn alloy matrix reinforced with carbon fiber, the dependence of composite bending strength on interface shear strength was determined. Samples of the composite wire with different interface shear strengths were obtained by heat treatment at temperatures from 300 to 600 °C. The highest bending strength of 2450 MPa was observed for composite wire samples with the lowest interface shear strength. With an increase in the shear strength of the interface, a decrease in the strength was observed. The study of the surface of carbon fiber extracted from the composite showed that heat treatment led to the formation of aluminum carbide crystals on the fiber surface, the size and number of which increased with increasing temperature. As a result, there was an increase in the shear strength of the interface. The evaluation of the work of fracture of a composite with different strengths of the interface between the matrix and the fiber demonstrated that as the strength of the interface increases, the work of fracture decreases, due to the premature fracture of the composite through crack propagation in one plane. Based on the experimental data, the refined mixture rule according to the Weibull distribution, and an assessment of the critical stress of crack propagation according to the Griffith–Orowan–Irwin concept, the dependence of composite strength on the shear strength of the interface was estimated. Due to this, the critical shear strength was calculated at which the greatest strength of the composite can be achieved, these values being 107 MPa and 2675 MPa, respectively. It is shown that the contribution of the work of overcoming the friction force to the total work of fracture at relatively small values of shear strength can be several times greater than the total contribution of all other types of energy.

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Nie, Shaofeng, Tianhua Zhou, Yang Zhang, Ben Zhang, and Shuo Wang. "Investigation on the Design Method of Shear Strength and Lateral Stiffness of the Cold-Formed Steel Shear Wall." Mathematical Problems in Engineering 2020 (March 27, 2020): 1–13. http://dx.doi.org/10.1155/2020/8959712.

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The assembled cold-formed steel stud shear walls are the main lateral force resisting members of cold-formed steel residential buildings. In this paper, three cold-formed steel shear walls with different types of sheathings (gypsum board and OSB board) were tested under the monotonic lateral loading. The failure modes, the shear strength, and the load-displacement curves of the shear walls were obtained and analyzed to investigate the relationship between screws and shear walls. The test results showed that the material types of the sheathings influence the shear strength of the CFS shear wall greatly. The sum of shear strengths of CFS shear walls with one-side gypsum board and CFS shear walls with one-side OSB board is close to that of the CFS shear wall with the both-sided board (one side is gypsum board and the other side is OSB board). The shear strength of the screws between the board and the CFS stud plays a decisive role in the shear strength of the CFS shear wall, which is usually governed by the shear strength of the screw connections. The design methods of the shear strength and the lateral stiffness of the CFS shear walls were proposed and evaluated by comparing the calculated results with the test results. The comparison results demonstrated that the modified design method of shear strength is conservative and feasible to predict the shear strength of the CFS shear wall. The design method of the lateral stiffness of the CFS shear wall is available to calculate the lateral displacement of the CFS shear wall under the elastic stage, but it is not useful under the nonelastic stage. The proposed design methods can be served as a reference for engineering practice.

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Lee, Jung Yoon, Jong Wook Park, and Sang A. Cha. "Strength of Interior Reinforced Concrete Beam-Column Assembles." Advanced Materials Research 250-253 (May 2011): 3506–9. http://dx.doi.org/10.4028/www.scientific.net/amr.250-253.3506.

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This paper provides a method to predict the strength of interior reinforced concrete beam-column joints that fail in shear before the plastic hinges occur at both ends of the adjacent beams. The proposed method takes into account the axial force ratio, the compressive strength of concrete, and the shear strength deterioration in the beam-column joints. In order to verify the shear strength of the proposed method, the behaviors of 38 interior beam-column joints were compared. Comparisons between the observed and calculated shear strengths of the tested beam-column assembles, showed reasonable agreement.

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Xue, Xin, Hiroshi Seki, and Yu Song. "Influence of Stirrup Corrosion on Shear Strength of RC Beams." Applied Mechanics and Materials 204-208 (October 2012): 3287–93. http://dx.doi.org/10.4028/www.scientific.net/amm.204-208.3287.

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There have been few reports on shear behavior of reinforced concrete (RC) beams with corroded stirrups, and the influence of stirrup corrosion has yet to be identified. Given this background, experience was carried out to investigate the shear behavior of RC beams containing corroded stirrups. Investigation results indicate that if the percentage local maximum mass loss is below 35%, there is little influence on the load-carrying mechanism. The concrete shear resistance seems to change little and the shear capacity can be calculated by just taking into consideration the reduction in stirrup shear resistance. It is also found that the anchorage conditions of the stirrups have a predominant influence on the shears of RC beams.

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Huang, Shibing, Haowei Cai, Zekun Xin, and Gang Liu. "The temperature-dependent shear strength of ice-filled joints in rock mass considering the effect of joint roughness, opening and shear rates." Cryosphere 17, no. 3 (March 13, 2023): 1205–23. http://dx.doi.org/10.5194/tc-17-1205-2023.

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Abstract. Global warming causes many rockfall activities in alpine mountains, especially when ice-filled joints in the rock mass become thawed. The warming and thawing of frozen soils and intact rocks have been widely studied in the past several decades; however, the variation of shear strengths of ice-filled joints is not fully understood. In this study, a series of compression–shear experiments were conducted to investigate the shear strength of ice-filled rock joints by considering the effects of joint roughness, temperature, opening, shear rates and normal stress. The joint roughness can improve the shear strength of ice-filled joints. However, the contribution of joint roughness is controlled by some noticeable bulges instead of the joint roughness coefficient (JRC) index. The peak shear strength of the ice-filled joint linearly increases with the increasing aggregation of rupture ice area before these noticeable bulges. As the joint opening increases, the effect of joint roughness decreases, and the shear strength of ice-filled joints tends to be equal to the shear strength of pure ice. In addition, the shear strength quickly reduces with increasing temperature from −15 to −0.5 ∘C. The shear failure mode changes from shear cracking of joint ice to the shear debonding of the ice–rock interface above −1 ∘C. Increasing shear rate decreases the shear strength of ice-filled joints because the joint ice displays the brittle failure phenomenon at a high shear rate. The peak shear strength of the ice-filled joint linearly increases with the increase in normal stress. Moreover, it is also proved that the Mohr–Coulomb criterion can be used to characterize the shear strength of ice-filled joints under different normal stresses. This research can provide a better understanding of the warming degradation mechanism of ice-filled joints by considering the abovementioned important influencing factors.

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Moore, Amy M., Gian A. Rassati, and James A. Swanson. "An Experimental Analysis of Strength and Ductility of High-Strength Fasteners." Engineering Journal 47, no. 3 (September 30, 2010): 161–74. http://dx.doi.org/10.62913/engj.v47i3.985.

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A total of 1,533 structural bolts, consisting of four different bolt grades and six different diameters, up to 5 in. in length, were tested in direct tension and shear with the threads excluded and not excluded from the shear plane. Thread lengths, tensile and shear strength, and elongation at failure were measured. The experimental values were then compared to the requirements of the current AISC, RCSC, and ASTM specifications. This paper presents and discusses the results of the experimental tests and of the subsequent comparisons. It is concluded that all fasteners tested meet the minimum strength required by ASTM and RCSC. Furthermore, it is noted that while the strength in tension and in shear with the threads excluded from the shear plane are conservatively assessed by AISC specifications, the strength with the threads not excluded from the shear plane is often not conservatively predicted. As a consequence, an alternative expression for the shear strength with the threads not excluded from the shear plane is proposed. It is also concluded that the actual thread length can be different than the nominal values, potentially affecting the available cross section in shear. Finally, the measurement of the elongation at failure shows that all grades of fastener tested have a satisfactorily ductile behavior.

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Qadan, Hani, Amjad A. Yasin, Ahmad B. Malkawi, and Muhmmad I. M. Rjoub. "Punching Shear Strength Prediction for Reinforced Concrete Flat Slabs without Shear Reinforcement." Civil Engineering Journal 8, no. 1 (January 1, 2022): 167–80. http://dx.doi.org/10.28991/cej-2022-08-01-013.

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Failure of flat slabs usually occurs by punching shear mode. Current structural codes provide an experience-based design provision for punching shear strength which is often associated with high bias and variance. This paper investigates the effect of adding a horizontal reinforcement mesh at the top of the slab-column connection zone on punching the shear strength of flat slabs. A new equation considering the effect of adding this mesh was proposed to determine the punching shear strength. The proposed equation is based on the Critical Shear Crack Theory combined with the analysis of results extracted from previous experimental and theoretical studies. Moreover, the equation of load-rotation curves for different steel ratios together with the failure criterion curves were evaluated to get the design points. The investigated parameters were the slab thicknesses and dimensions, concrete strengths, size of the supporting column, and steel ratios. The model was validated using a new set of specimens and the results were also compared with the predictions of different international design codes (ACI318, BS8110, AS3600, and Eurocode 2). Statistical analysis provides that the proposed equation can predict the punching shear strength with a level of high accuracy (Mean Square Error =2.5%, Standard Deviation =0.104, Mean=1.0) and over a wide range of reinforcement ratios and compressive strengths of concrete. Most of the predictions were conservative with an underestimation rate of 12%. Doi: 10.28991/CEJ-2022-08-01-013 Full Text: PDF

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38

Sharifounnasab, Mohsen, and C. Robert Ullrich. "Rate of Shear Effects on Vane Shear Strength." Journal of Geotechnical Engineering 111, no. 1 (January 1985): 135–39. http://dx.doi.org/10.1061/(asce)0733-9410(1985)111:1(135).

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Kassem, Wael, and Ahmed Elsheikh. "Estimation of Shear Strength of Structural Shear Walls." Journal of Structural Engineering 136, no. 10 (October 2010): 1215–24. http://dx.doi.org/10.1061/(asce)st.1943-541x.0000218.

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Gratchev, Ivan B., and Kyoji Sassa. "Shear Strength of Clay at Different Shear Rates." Journal of Geotechnical and Geoenvironmental Engineering 141, no. 5 (May 2015): 06015002. http://dx.doi.org/10.1061/(asce)gt.1943-5606.0001297.

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Kim, Mun-Gil, Sung-Chul Chun, Young-Ho Kim, Hye-Jung Sim, and Min-Seo Bae. "Shear Strength Evaluation on Multiple High-Shear Ring Anchors Using Shear Strength Model of a Single High-Shear Ring Anchor." Journal of the Korea Concrete Institute 28, no. 4 (August 31, 2016): 463–71. http://dx.doi.org/10.4334/jkci.2016.28.4.463.

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42

Chabib, H. El, M. Nehdi, and A. Saïd. "Predicting the effect of stirrups on shear strength of reinforced normal-strength concrete (NSC) and high-strength concrete (HSC) slender beams using artificial intelligence." Canadian Journal of Civil Engineering 33, no. 8 (August 1, 2006): 933–44. http://dx.doi.org/10.1139/l06-033.

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The exact effect that each of the basic shear design parameters exerts on the shear capacity of reinforced concrete (RC) beams without shear reinforcement (Vc) is still unclear. Previous research on this subject often yielded contradictory results, especially for reinforced high-strength concrete (HSC) beams. Furthermore, by simply adding Vc and the contribution of stirrups Vs to calculate the ultimate shear capacity Vu, current shear design practice assumes that the addition of stirrups does not alter the effect of shear design parameters on Vc. This paper investigates the validity of such a practice. Data on 656 reinforced concrete beams were used to train an artificial neural network model to predict the shear capacity of reinforced concrete beams and evaluate the performance of several existing shear strength calculation procedures. A parametric study revealed that the effect of shear reinforcement on the shear strength of RC beams decreases at a higher reinforcement ratio. It was also observed that the concrete contribution to shear resistance, Vc, in RC beams with shear reinforcement is noticeably larger than that in beams without shear reinforcement, and therefore most current shear design procedures provide conservative predictions for the shear strength of RC beams with shear reinforcement.Key words: analysis, artificial intelligence, beam depth, compressive strength, modeling, shear span, shear strength.

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Park, Wan Shin, Jeong Eun Kim, Sun Woong Kim, Song Hee Yun, Nam Young Eom, and Hyun Do Yun. "Panel Shear Strength of Steel Coupling Beam-Pseudo Strain Hardening Cementitious Composite Wall Connection." Applied Mechanics and Materials 328 (June 2013): 965–69. http://dx.doi.org/10.4028/www.scientific.net/amm.328.965.

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Hybrid coupled wall systems, where steel coupling beams couple two or more pseudo strain hardening cementitious composite (PSH2C) shear wall can be used in medium and high-rise construction subjected to earthquake. This paper addresses the panel shear strength of steel coupling beams - PSH2C shear wall connection. Test variables included the connection detail in hybrid coupled shear wall system. The results show that Specimens PSH2C-PSFF and PSH2C-PSFFT exhibits greater panel shears strength than Specimen PSH2C-PSF.

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Lin, M. R., J. E. Ritter, L. Rosenfeld, and T. J. Lardner. "Measuring the interfacial shear strength of thin polymer coatings on glass." Journal of Materials Research 5, no. 5 (May 1990): 1110–17. http://dx.doi.org/10.1557/jmr.1990.1110.

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The interfacial adhesive shear strengths of four commercial polymer coatings on soda-lime glass were measured by the microindentation and single lap shear tests. The indentation interfacial shear strengths were over an order of magnitude greater and exhibited significantly less variability than those measured by lap shear. It is believed that the indentation test measures the “intrinsic” interfacial shear strength of the bonded coatings, whereas the lap shear strengths are controlled by large processing flaws (pores in this study) in the region of stress concentration near the overlap edge.

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Xu, Luoyu Roy, Qinglin Wang, Yinxu Ni, Gonghe Zhang, Fenghua Liu, Xiaodong Zheng, and Yang Liu. "Significant Shear Failure Difference among Additively Manufactured Polymers Using Different Techniques." Polymers 14, no. 19 (September 26, 2022): 4028. http://dx.doi.org/10.3390/polym14194028.

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Because additively manufactured materials are increasingly being used in load-bearing structures, strength research has become critical. Surprisingly, numerous studies have reported the tensile strength measurements, but only a few studies have presented meaningful results for the shear strength measurements of additively manufactured polymers. Hence, this paper proposes a combined experimental and numerical investigation of a new interlayer shear strength measurement approach, and it targeted the applications of the same polyamide (PA12) specimens made with fused deposition modeling (FDM) and selective laser sintering (SLS). A necking-shaped shear specimen was developed to measure the pure shear strengths with the aid of a three-dimensional (3D) finite element analysis. The results showed that the specimens made with FDM and SLS exhibited totally different shear failure behaviors. The ultimate shear strength of the FDM-PA specimens had more than a 32% increase over that of the SLS-PA specimens. An interface mechanics assumption was employed to explore the different shear failure mechanisms with the support of a fractography analysis.

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Hirsz, Marta, and Krystyna Nagrodzka-Godycka. "Verification of selected calculation methods regarding shear strength in beams without web reinforcement." MATEC Web of Conferences 219 (2018): 03015. http://dx.doi.org/10.1051/matecconf/201821903015.

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The purpose of the article was to compare selected calculation methods regarding shear strength in reinforced concrete beams without web reinforcement. Several calculation methods were tested. This included codes: PN-EN 1992-1-1:2008, ACI 318-14 and fib Model Code for Concrete Structures 2010. The analysis also consists of authorial methods published in technical literature. Calculations of shear strengths were made based on experimental works found in literature. The shear strength ratios Vtest/Vcalc were chosen to be the yardstick of comparison, where Vtest is the experimental shear strength and Vcalc is the calculated shear strength. A wide range of variables including shear span/depth ratio, compressive strength of concrete, longitudinal steel percentage helped to verify the applicability of calculation methods. Although most of authorial techniques proved to be unstable, they succeeded to show that codes’ formulas for shear strength may still be improved. The presented article is a part of Authors’ long term research in the matter and a new chapter of their study now concerning beams without web reinforcement.

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Pan, Ning, and Xiaoshan Zhang. "Shear Strength of Fibrous Sheets: An Experimental Investigation." Textile Research Journal 67, no. 8 (August 1997): 593–600. http://dx.doi.org/10.1177/004051759706700807.

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This study of the shear strength of fibrous sheets first measures the in-plane shear strengths of various samples, including woven and nonwoven fabrics and paper, using a custom-made apparatus attached to an Instron tester. The structure of the apparatus and the measurement procedures are introduced in this article. The tested shear strength values are then compared with theoretical predictions from an earlier work. Discrepancies and possible causes are analyzed. Load-elongation curves for both tensile and shear are compared for individual fabrics and between fabrics. The relationship between the anisotropy of fabric tensile strength and the ratio of tested and predicted shear strength is explored. Also, the effect of fiber movement during textile deformation is examined. Finally, the original Tsai-Wu theory used for shear strength prediction of anisotropic materials is modified for application to the fibrous sheets, and the new predictions are provided for comparison.

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Zhao, J. "Joint surface matching and shear strength part B: JRC-JMC shear strength criterion." International Journal of Rock Mechanics and Mining Sciences 34, no. 2 (February 1997): 179–85. http://dx.doi.org/10.1016/s0148-9062(96)00063-0.

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Lee, Jung-Yoon, Dong-Ik Shin, Kang-Su Kim, Sang-Woo Kim, Deuckhang Lee, and Hyeon-Jong Hwang. "Shear Strength Evaluation by Variable Crack Angle (II) Design Strength of Shear Reinforcement." Journal of the Korea Concrete Institute 35, no. 4 (August 31, 2023): 367–77. http://dx.doi.org/10.4334/jkci.2023.35.4.367.

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Verma, Sonali, Divya Singh, Gaurav Jain, Preeti Shukla, and Pradyumna Misra. "Influence of different endodontic irrigants on shear bond strength of composite resin to coronal dentin: An in vitro study." Asian Journal of Oral Health and Allied Sciences 14 (May 24, 2024): 6. http://dx.doi.org/10.25259/ajohas_2_2024.

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Objectives: Endodontic irrigants are critical in root canal treatments, but their influence on the coronal dentin bond strength of composite restorations is a key concern for a favorable clinical prognosis. The present in vitro study explores the effect of different endodontic irrigants on shear bond strength of composite resin. Material and Methods: Fifty permanent human mandibular molars were sectioned to expose coronal dentin and divided into five groups. Each group received a specific irrigant treatment before composite resin bonding. Shear bond strength was examined using Instron Universal testing machine, and statistical analysis was conducted using post hoc Tukey’s test and analysis of variance. Results: Group A (Saline) showed a mean shear bond strength of 18.5 Megapascal (MPa). Group B [sodium hypochlorite (NaOCl)] had mean shear bond strength of 15.2 MPa. Group C [Chlorhexidine (CHX) Gluconate] exhibited mean shear bond strength of 20.3 MPa. Group D ethylenediaminetetraacetic acid (EDTA) recorded mean shear bond strength of 14.8 MPa, while Group E [citric acid (CA)] had the highest mean shear bond strength at 22.7 MPa. Conclusion: The type of endodontic irrigant used significantly affected the shear bond strength of composite restorations to coronal dentin. CHX gluconate and CA displayed superior bond strengths compared to Saline, NaOCl, and EDTA. This underscores the importance of irrigant selection in achieving successful composite restorations in endodontically treated teeth.

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Journal articles on the topic 'Shear strength'

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