Relevant bibliographies by topics / Shear strength

Academic literature on the topic 'Shear strength'

Author: Grafiati
Published: 4 June 2021
Last updated: 8 June 2024

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Journal articles on the topic "Shear strength"

1

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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2

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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6

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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7

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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Dissertations / Theses on the topic "Shear strength"

1

Peng, Liying. "Shear strength of beams by shear-friction." Thesis, National Library of Canada = Bibliothèque nationale du Canada, 1999. http://www.collectionscanada.ca/obj/s4/f2/dsk2/ftp01/MQ38638.pdf.

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Lease, Adam R. "Insulation Impact on Shear Strength of Screw Connections and Shear Strength of Diaphragms." Thesis, Virginia Tech, 2005. http://hdl.handle.net/10919/44783.

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Several thousand tests throughout the world have been conducted on the shear strength of screw connections in cold-formed steel, however, little to no research has been conducted on how various thicknesses of insulation placed between two sheets of steel, such as a steel panel and structural supporting member, affects a screw's shear strength. Elemental tests were conducted as part of this study at Virginia Tech where rolled fiberglass insulation was placed between two pieces of steel connected by self-drilling screws and tested to failure. The results were compared to the North American Specification for the Design of Cold-Formed Steel Structural Members to determine if the presence of insulation affected the shear and tensile strengths of screw connections involving insulation. A series of diaphragm tests were also preformed to confirm the elemental tests. While the presence of insulation between two steel sheets connected by screws reduces the shear strength of the connection, the current equations for predicting this strength in the North American Specification are adequate. When the data acquired from this study and the screw shear data obtained in past research were combined, it was clear that the data collected during this study fell within the scatter of the data used to develop Section E4.3 of the North American Specification neglecting the need for modification.
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Lyons, John C. "Strength of welded shear studs." Thesis, This resource online, 1994. http://scholar.lib.vt.edu/theses/available/etd-06102009-063157/.

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Dillon, Patrick. "Shear Strength Prediction Methods for Grouted Masonry Shear Walls." BYU ScholarsArchive, 2015. https://scholarsarchive.byu.edu/etd/4395.

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The research in this dissertation is divided between three different approaches for predicting the shear strength of reinforcement masonry shear walls. Each approach provides increasing accuracy and precision in predicting the shear strength of masonry walls. The three approaches were developed or validated using data from 353 wall tests that have been conducted over the past half century. The data were collected, scrutinized, and synthesized using principles of meta-analysis. Predictions made with current Masonry Standards Joint Committee (MSJC) shear strength equation are unconservative and show a higher degree of variation for partially-grouted walls. The first approach modifies the existing MSJC equation to account for the differences in nominal strength and uncertainty between fully- and partially-grouted walls. The second approach develops a new shear strength equation developed to perform equally well for both fully- and partially-grouted walls to replace and improve upon the current MSJC equation. The third approach develops a methodology for creating strut-and-tie models to analyze or design masonry shear walls. It was discovered that strut-and-tie modeling theory provides the best description of masonry shear wall strength and performance. The masonry strength itself provides the greatest contribution to the overall shear capacity of the wall and can be represented as diagonal compression struts traveling from the top of the wall to the compression toe. The shear strength of masonry wall is inversely related to the shear span ratio of the wall. Axial load contributes to shear strength, but to a lesser degree than what has been previously believed. The prevailing theory about the contribution of horizontal shear reinforcement was shown to not be correct and the contribution is much smaller than was originally assumed by researchers. Horizontal shear reinforcement principally acts by resisting diagonal tensile forces in the masonry and by helping to redistribute stresses in a cracked masonry panel. Vertical reinforcement was shown to have an effect on shear strength by precluding overturning of the masonry panel and by providing vertical anchorages to the diagonal struts.
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Douglas, Kurt John Civil &amp Environmental Engineering Faculty of Engineering UNSW. "The shear strength of rock masses." Awarded by:University of New South Wales. School of Civil and Environmental Engineering, 2002. http://handle.unsw.edu.au/1959.4/19138.

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The first section of this thesis (Chapter 2) describes the creation and analysis of a database on concrete and masonry dam incidents known as CONGDATA. The aim was to carry out as complete a study of concrete and masonry dam incidents as was practicable, with a greater emphasis than in other studies on the geology, mode of failure, and the warning signs that were observed. This analysis was used to develop a method of very approximately assessing probabilities of failure. This can be used in initial risk assessments of large concrete and masonry dams along with analysis of stability for various annual exceedance probability floods. The second and main section of this thesis (Chapters 3-6) had its origins in the results of Chapter 2 and the general interests of the author. It was found that failure through the foundation was common in the list of dams analysed and that information on how to assess the strength of the foundations of dams on rock masses was limited. This section applies to all applications of rock mass strength such as the stability of rock slopes. Methods used for assessing the shear strength of jointed rock masses are based on empirical criteria. As a general rule such criteria are based on laboratory scale specimens with very little, and often no, field validation. The Hoek-Brown empirical rock mass failure criterion was developed in 1980 for hard rock masses. Since its development it has become virtually universally accepted and is now used for all types of rock masses and in all stress regimes. This thesis uses case studies and databases of intact rock and rockfill triaxial tests collated by the author to review the current Hoek-Brown criterion. The results highlight the inability of the criterion to fit all types of intact rock and poor quality rock masses. This arose predominately due to the exponent a being restrained to approximately 0.5 to 0.62 and using rock type as a predictor of mi. Modifications to the equations for determining the Hoek-Brown parameters are provided that overcome these problems. In the course of reviewing the Hoek-Brown criterion new equations were derived for estimating the shear strength of intact rock and rockfill. Empirical slope design curves have also been developed for use as a preliminary tool for slope design.
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Ghazali, M. Z. B. M. "Shear strength of brick masonry joints." Thesis, University of Sussex, 1986. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.377057.

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Haghi, Arsalan Khodaparast. "Shear strength characteristics of bog peat." Thesis, University of Salford, 1991. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.305924.

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Stonebraker, Derek. "Iosipescu shear strength of reinforced concrete." Laramie, Wyo. : University of Wyoming, 2008. http://proquest.umi.com/pqdweb?did=1654493741&sid=3&Fmt=2&clientId=18949&RQT=309&VName=PQD.

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Baltodano-Goulding, Rafael. "Tensile strength, shear strength, and effective stress for unsaturated sand." Diss., Columbia, Mo. : University of Missouri-Columbia, 2006. http://hdl.handle.net/10355/4364.

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Thesis (Ph.D.)--University of Missouri-Columbia, 2006.
The entire dissertation/thesis text is included in the research.pdf file; the official abstract appears in the short.pdf file (which also appears in the research.pdf); a non-technical general description, or public abstract, appears in the public.pdf file. Title from title screen of research.pdf file viewed on (February) Vita. Includes bibliographical references.
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Erzin, Yusuf. "Strength Of Different Anatolian Sands In Wedge Shear, Triaxial Shear, And Shear Box Tests." Phd thesis, METU, 2004. http://etd.lib.metu.edu.tr/upload/12604689/index.pdf.

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Past studies on sands have shown that the shear strength measured in plane strain tests was higher than that measured in triaxial tests. It was observed that this difference changed with the friction angle &
#966
cv at constant volume related to the mineralogical composition. In order to investigate the difference in strength measured in the wedge shear test, which approaches the plane strain condition, in the triaxial test, and in the shear box test, Anatolian sands were obtained from different locations in Turkey. Mineralogical analyses, identification tests, wedge shear tests (cylindrical wedge shear tests (cylwests) and prismatic wedge shear tests (priswests)), triaxial tests, and shear box tests were performed on these samples. In all shear tests, the shear strength measured was found to increase with the inclination &
#948
of the shear plane to the bedding planes. Thus, cylwests (&
#948
= 60o) iii yielded higher values of internal friction &
#966
by about 3.6o than priswests (&
#948
= 30o) under normal stresses between 17 kPa and 59 kPa. Values of &
#966
measured in cylwests were about 1.08 times those measured in triaxial tests (&
#948
&
#8776
65o), a figure close to the corresponding ratio of 1.13 found by past researchers between actual plane strain and triaxial test results. There was some indication that the difference between cylwest and triaxial test results increased with the &
#966
cv value of the samples. With the smaller &
#948
values (30o and 40o), priswests yielded nearly the same &
#966
values as those obtained in triaxial tests under normal stresses between 20 kPa and 356 kPa. Shear box tests (&
#948
=0o) yielded lower values of &
#966
than cylwests (by about 7.9o), priswests (by about 4.4o), and triaxial tests (by about 4.2o) under normal stresses between 17 kPa and 48 kPa. It was shown that the shear strength measured in shear box tests showed an increase when &
#948
was increased from 30o to 60o
this increase (about 4.2o) was of the order of the difference (about 3.6o) between priswest (&
#948
= 30o) and cylwest (&
#948
= 60o) results mentioned earlier. Shear box specimens with &
#948
= 60o, prepared from the same batch of any sample as the corresponding cylwests, yielded &
#966
values very close to those obtained in cylwests.
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Books on the topic "Shear strength"

1

Wang, Zhen Nan. Interphasial shear strength and matrix shear strength in carbon epoxies. Ottawa: National Library of Canada, 1992.

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Liu, Ka Yan. The shear strength of polymers. Ottawa: National Library of Canada = Bibliothèque nationale du Canada, 1993.

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Haghi, Arsalan Khodaparast. Shear strength characteristics of bog peat. Salford: University of Salford, 1991.

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National Institute of Standards and Technology (U.S.), ed. Shear strength of high-strength concrete walls and deep beams. Gaithersburg, Md: U.S. Dept. of Commerce, Technology Administration, National Institute of Standards and Technology, 2000.

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National Institute of Standards and Technology (U.S.), ed. Shear strength of high-strength concrete walls and deep beams. Gaithersburg, Md: U.S. Dept. of Commerce, Technology Administration, National Institute of Standards and Technology, 2000.

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National Institute of Standards and Technology (U.S.), ed. Shear strength of high-strength concrete walls and deep beams. Gaithersburg, Md: U.S. Dept. of Commerce, Technology Administration, National Institute of Standards and Technology, 2000.

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National Institute of Standards and Technology (U.S.), ed. Shear strength of high-strength concrete walls and deep beams. Gaithersburg, Md: U.S. Dept. of Commerce, Technology Administration, National Institute of Standards and Technology, 2000.

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National Institute of Standards and Technology (U.S.), ed. Shear strength of high-strength concrete walls and deep beams. Gaithersburg, Md: U.S. Dept. of Commerce, Technology Administration, National Institute of Standards and Technology, 2000.

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A, Soltis Lawrence, and Forest Products Laboratory (U.S.), eds. Experimental shear strength of glued-laminated beams. [Madison, WI]: U.S. Dept. of Agriculture, Forest Service, Forest Products Laboratory, 1994.

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F, Richards Adrian, ASTM Committee D-18 on Soil and Rock., and International Symposium on Laboratory and Field Vane Shear Strength Testing (1987 : Tampa, Fla.), eds. Vane shear strength testing in soils: Field and laboratory studies. Philadelphia, PA: ASTM, 1988.

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Book chapters on the topic "Shear strength"

1

Verruijt, Arnold. "Shear Strength." In An Introduction to Soil Mechanics, 163–71. Cham: Springer International Publishing, 2017. http://dx.doi.org/10.1007/978-3-319-61185-3_20.

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Hendry, Michael T. "Shear Strength." In Selective Neck Dissection for Oral Cancer, 1–2. Cham: Springer International Publishing, 2017. http://dx.doi.org/10.1007/978-3-319-12127-7_257-1.

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Craig, R. F. "Shear strength." In Soil Mechanics, 23–28. Boston, MA: Springer US, 1992. http://dx.doi.org/10.1007/978-1-4899-3772-8_4.

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Gooch, Jan W. "Shear Strength." In Encyclopedic Dictionary of Polymers, 657. New York, NY: Springer New York, 2011. http://dx.doi.org/10.1007/978-1-4419-6247-8_10532.

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Chen, Xiaodong, and Kai Sun. "Shear Strength." In Encyclopedia of Ocean Engineering, 1–6. Singapore: Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-10-6963-5_302-1.

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Barnes, G. E. "Shear Strength." In Soil Mechanics, 130–67. London: Macmillan Education UK, 1995. http://dx.doi.org/10.1007/978-1-349-13258-4_7.

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Hendry, Michael T. "Shear Strength." In Encyclopedia of Earth Sciences Series, 831–33. Cham: Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-319-73568-9_257.

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Li, Yanrong, Jingui Zhao, and Bin Li. "Shear strength." In Loess and Loess Geohazards in China, 97–116. London : CRC Press/Balkema, [2017]: CRC Press, 2017. http://dx.doi.org/10.1201/9781315177281-6.

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Barnes, Graham. "Shear strength." In Soil Mechanics, 208–59. London: Macmillan Education UK, 2017. http://dx.doi.org/10.1057/978-1-137-51221-5_7.

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Chen, Xiaodong, and Kai Sun. "Shear Strength." In Encyclopedia of Ocean Engineering, 1574–80. Singapore: Springer Nature Singapore, 2022. http://dx.doi.org/10.1007/978-981-10-6946-8_302.

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Conference papers on the topic "Shear strength"

1

"Shear Strength of High-Strength Concrete Members." In SP-121: High-Strength Concrete: Second International Symposium. American Concrete Institute, 1990. http://dx.doi.org/10.14359/2825.

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Eddy, Morgan A., Marte S. Gutierrez, and Mora Lumbantoruan. "Probabilistic Liquefied Shear Strength." In GeoCongress 2006. Reston, VA: American Society of Civil Engineers, 2006. http://dx.doi.org/10.1061/40803(187)192.

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Zeng, L., and L. Haylock. "Effects of Fastener Coating and Shear Strength on Joint Lap Shear Strength." In Aerospace Manufacturing and Automated Fastening Conference & Exhibition. 400 Commonwealth Drive, Warrendale, PA, United States: SAE International, 2008. http://dx.doi.org/10.4271/2008-01-2311.

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"Shear Strength of High-Strength Concrete—ACI 318-95 versus Shear Friction." In SP-189: High-Performance Concrete Research to Practice. American Concrete Institute, 2000. http://dx.doi.org/10.14359/5864.

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Kono, Susumu, Hitoshi Tanaka, and Fumio Watanabe. "Interface Shear Transfer for High Strength Concrete and High Strength Shear Friction Reinforcement." In International Conference on High Performance Materials in Bridges. Reston, VA: American Society of Civil Engineers, 2003. http://dx.doi.org/10.1061/40691(2003)28.

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"Shear Strength of RC Members with High-Strength Concrete." In SP-176: High-Strength Concrete in Seismic Regions. American Concrete Institute, 1998. http://dx.doi.org/10.14359/5908.

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MALAZNIK, SCOTT, and MICHELE ARMET. "Shear strength of structural adhesives." In 28th Structures, Structural Dynamics and Materials Conference. Reston, Virigina: American Institute of Aeronautics and Astronautics, 1987. http://dx.doi.org/10.2514/6.1987-896.

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Dandekar, D. P., B. A. M. Vaughan, W. G. Proud, Mark Elert, Michael D. Furnish, Ricky Chau, Neil Holmes, and Jeffrey Nguyen. "SHEAR STRENGTH OF ALUMINUM OXYNITRIDE." In SHOCK COMPRESSION OF CONDENSED MATTER - 2007: Proceedings of the Conference of the American Physical Society Topical Group on Shock Compression of Condensed Matter. AIP, 2008. http://dx.doi.org/10.1063/1.2833120.

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Summers, James, Fredrick R. Rutz, and Carnot Nogueira. "Shear Strength of Bonded Concrete." In Structures Congress 2020. Reston, VA: American Society of Civil Engineers, 2020. http://dx.doi.org/10.1061/9780784482896.038.

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Kodaka, Takeshi, Kazuo Itabashi, Hiroki Fukuzawa, and Shinjoro Kato. "Cyclic Shear Strength of Clay under Simple Shear Condition." In GeoShanghai International Conference 2010. Reston, VA: American Society of Civil Engineers, 2010. http://dx.doi.org/10.1061/41102(375)28.

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Reports on the topic "Shear strength"

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Fattal, S. G., and D. R. Todd. Ultimate strength of masonry shear walls:. Gaithersburg, MD: National Institute of Standards and Technology, 1991. http://dx.doi.org/10.6028/nist.ir.4633.

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Duthinh, Dat. Shear strength of high-strength concrete walls and deep beams. Gaithersburg, MD: National Institute of Standards and Technology, 2000. http://dx.doi.org/10.6028/nist.ir.6495.

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Dillon, J., J. E. Jr Moore, M. A. Ebadian, and W. K. Jones. Sensor for Viscosity and Shear Strength Measurement. Office of Scientific and Technical Information (OSTI), October 1998. http://dx.doi.org/10.2172/966.

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Ebadian, M. A., J. Dillion, J. Moore, and K. Jones. Sensor for viscosity and shear strength measurement. Office of Scientific and Technical Information (OSTI), January 1998. http://dx.doi.org/10.2172/666055.

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Duthinh, Dat, and Nicholas J. Carino. Shear design of high-strength concrete beams:. Gaithersburg, MD: National Institute of Standards and Technology, 1996. http://dx.doi.org/10.6028/nist.ir.5870.

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Doi, Shigeru, and Takao Mori. Tensile Shear Strength of Aluminum-Steel Rivet Joint. Warrendale, PA: SAE International, September 2005. http://dx.doi.org/10.4271/2005-08-0540.

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Moran, K., and H. Christian. Triaxial shear strength testing facility for the western Atlantic. Natural Resources Canada/ESS/Scientific and Technical Publishing Services, 1985. http://dx.doi.org/10.4095/120135.

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Poloski, Adam P., Paul R. Bredt, Andrew J. Schmidt, Robert G. Swoboda, Jeffrey W. Chenault, and Sue Gano. Thermal Conductivity and Shear Strength of K Basin Sludge. Office of Scientific and Technical Information (OSTI), May 2002. http://dx.doi.org/10.2172/15003681.

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Aubeny, Charles. Mine Burial in Cohesive Sediments: Undrained Shear Strength Characterization. Fort Belvoir, VA: Defense Technical Information Center, September 2004. http://dx.doi.org/10.21236/ada613044.

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Ramirez, J., and Gerardo Aguilar. Shear Reinforcement Requirements for High-Strength Concrete Bridge Girders. West Lafayette, IN: Purdue University, 2005. http://dx.doi.org/10.5703/1288284313393.

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You might also be interested in the extended bibliographies on the topic 'Shear strength' for particular source types:
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