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Search results for: shear strength

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text-center" style="font-size:1.6rem;">Search results for: shear strength</h1> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4638</span> Evaluation of Applicability of High Strength Stirrup for Prestressed Concrete Members </h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=J.-Y.%20Lee">J.-Y. Lee</a>, <a href="https://publications.waset.org/abstracts/search?q=H.-S.%20Lim"> H.-S. Lim</a>, <a href="https://publications.waset.org/abstracts/search?q=S.-E.%20Kim"> S.-E. Kim</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Recently, the use of high-strength materials is increasing as the construction of large structures and high-rise structures increases. This paper presents an analysis of the shear behavior of prestressed concrete members with various types of materials by simulating a finite element (FE) analysis. The analytical results indicated that the shear strength and shear failure mode were strongly influenced by not only the shear reinforcement ratio but also the yield strength of shear reinforcement and the compressive strength of concrete. Though the yield strength of shear reinforcement increased the shear strength of prestressed concrete members, there was a limit to the increase in strength because of the change of shear failure modes. According to the results of FE analysis on various parameters, the maximum yield strength of the steel stirrup that can be applied to prestressed concrete members was about 860 MPa. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=prestressed%20concrete%20members" title="prestressed concrete members">prestressed concrete members</a>, <a href="https://publications.waset.org/abstracts/search?q=high%20strength%20reinforcing%20bars" title=" high strength reinforcing bars"> high strength reinforcing bars</a>, <a href="https://publications.waset.org/abstracts/search?q=high%20strength%20concrete" title=" high strength concrete"> high strength concrete</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20behavior" title=" shear behavior"> shear behavior</a> </p> <a href="https://publications.waset.org/abstracts/65500/evaluation-of-applicability-of-high-strength-stirrup-for-prestressed-concrete-members" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/65500.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">300</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4637</span> Diagonal Crack Width of RC Members with High Strength Materials</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=J.%20Y.%20Lee">J. Y. Lee</a>, <a href="https://publications.waset.org/abstracts/search?q=H.%20S.%20Lim"> H. S. Lim</a>, <a href="https://publications.waset.org/abstracts/search?q=S.%20H.%20Yoon"> S. H. Yoon</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This paper presents an analysis of the diagonal crack widths of RC members with various types of materials by simulating a compatibility-aided truss model. The analytical results indicated that the diagonal crack width was influenced by not only the shear reinforcement ratio but also the yield strength of shear reinforcement and the compressive strength of concrete. The yield strength of shear reinforcement and the compressive strength of concrete decreased the diagonal shear crack width of RC members for the same shear force because of the change of shear failure modes. However, regarding the maximum shear crack width at shear failure, the shear crack width of the beam with high strength materials was greater than that of the beam with normal strength materials. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=diagonal%20crack%20width" title="diagonal crack width">diagonal crack width</a>, <a href="https://publications.waset.org/abstracts/search?q=high%20strength%20stirrups" title=" high strength stirrups"> high strength stirrups</a>, <a href="https://publications.waset.org/abstracts/search?q=high%20strength%20concrete" title=" high strength concrete"> high strength concrete</a>, <a href="https://publications.waset.org/abstracts/search?q=RC%20members" title=" RC members"> RC members</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20behavior" title=" shear behavior"> shear behavior</a> </p> <a href="https://publications.waset.org/abstracts/46565/diagonal-crack-width-of-rc-members-with-high-strength-materials" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/46565.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">308</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4636</span> Calculating Shear Strength Parameter from Simple Shear Apparatus</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=G.%20Nitesh">G. Nitesh</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The shear strength of soils is a crucial parameter instability analysis. Therefore, it is important to determine reliable values for the accuracy of stability analysis. Direct shear tests are mostly performed to determine the shear strength of cohesionless soils. The major limitation of the direct shear test is that the failure takes place through the pre-defined failure plane but the failure is not along pre-defined plane and is along the weakest plane in actual shearing mechanism that goes on in the field. This leads to overestimating the strength parameter; hence, a new apparatus called simple shear is developed and used in this study to determine the shear strength parameter that simulates the field conditions. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=direct%20shear" title="direct shear">direct shear</a>, <a href="https://publications.waset.org/abstracts/search?q=simple%20shear" title=" simple shear"> simple shear</a>, <a href="https://publications.waset.org/abstracts/search?q=angle%20of%20shear%20resistance" title=" angle of shear resistance"> angle of shear resistance</a>, <a href="https://publications.waset.org/abstracts/search?q=cohesionless%20soils" title=" cohesionless soils"> cohesionless soils</a> </p> <a href="https://publications.waset.org/abstracts/15739/calculating-shear-strength-parameter-from-simple-shear-apparatus" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/15739.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">411</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4635</span> The Mechanical Behavior of a Chemically Stabilized Soil</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=I%20Lamri">I Lamri</a>, <a href="https://publications.waset.org/abstracts/search?q=L%20Arabet"> L Arabet</a>, <a href="https://publications.waset.org/abstracts/search?q=M.%20Hidjeb"> M. Hidjeb</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The direct shear test was used to determine the shear strength parameters C and 脴 of a series of samples with different cement content. Samples stabilized with a certain percentage of cement showed a substantial gain in compressive strength and a significant increase in shear strength parameters. C and 脴. The laboratory equipment used in UCS tests consisted of a conventional 102mm diameter sample triaxial loading machine. Beyond 4% cement content a very important increase in shear strength was observed. It can be deduced from a comparative study of shear strength of soil samples with 4%, 7%, and 10% cement with sample containing 2 %, that the sample with a 4% cement content showed 90% increase in shear strength while those with 7% and 10% showed an increase of around 13 and 21 fold. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=cement" title="cement">cement</a>, <a href="https://publications.waset.org/abstracts/search?q=compression%20strength" title=" compression strength"> compression strength</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20stress" title=" shear stress"> shear stress</a>, <a href="https://publications.waset.org/abstracts/search?q=cohesion" title=" cohesion"> cohesion</a>, <a href="https://publications.waset.org/abstracts/search?q=angle%20of%20internal%20friction" title=" angle of internal friction"> angle of internal friction</a> </p> <a href="https://publications.waset.org/abstracts/23790/the-mechanical-behavior-of-a-chemically-stabilized-soil" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/23790.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">488</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4634</span> Shear Strength of Unsaturated Clayey Soils Using Laboratory Vane Shear Test</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Reza%20Ziaie%20Moayed">Reza Ziaie Moayed</a>, <a href="https://publications.waset.org/abstracts/search?q=Seyed%20Abdolhassan%20Naeini"> Seyed Abdolhassan Naeini</a>, <a href="https://publications.waset.org/abstracts/search?q=Peyman%20Nouri"> Peyman Nouri</a>, <a href="https://publications.waset.org/abstracts/search?q=Hamed%20Yekehdehghan"> Hamed Yekehdehghan</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The shear strength of soils is a significant parameter in the design of clay structures, depots, clay gables, and freeways. Most research has addressed the shear strength of saturated soils. However, soils can become partially saturated with changes in weather, changes in groundwater levels, and the absorption of water by plant roots. Hence, it is necessary to study the strength behavior of partially saturated soils. The shear vane test is an experiment that determines the undrained shear strength of clay soils. This test may be performed in the laboratory or at the site. The present research investigates the effect of liquidity index (LI), plasticity index (PI), and saturation degree of the soil on its undrained shear strength obtained from the shear vane test. According to the results, an increase in the LI and a decrease in the PL of the soil decrease its undrained shear strength. Furthermore, studies show that a rise in the degree of saturation decreases the shear strength obtained from the shear vane test. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=liquidity%20index" title="liquidity index">liquidity index</a>, <a href="https://publications.waset.org/abstracts/search?q=plasticity%20index" title=" plasticity index"> plasticity index</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20strength" title=" shear strength"> shear strength</a>, <a href="https://publications.waset.org/abstracts/search?q=unsaturated%20soil" title=" unsaturated soil"> unsaturated soil</a> </p> <a href="https://publications.waset.org/abstracts/147252/shear-strength-of-unsaturated-clayey-soils-using-laboratory-vane-shear-test" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/147252.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">135</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4633</span> Effect of Silt Presence on Shear Strength Parameters of Unsaturated Sandy Soils </h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=R.%20Ziaie%20Moayed">R. Ziaie Moayed</a>, <a href="https://publications.waset.org/abstracts/search?q=E.%20Khavaninzadeh"> E. Khavaninzadeh</a>, <a href="https://publications.waset.org/abstracts/search?q=M.%20Ghorbani%20Tochaee"> M. Ghorbani Tochaee</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Direct shear test is widely used in soil mechanics experiment to determine the shear strength parameters of granular soils. For analysis of soil stability problems such as bearing capacity, slope stability and lateral pressure on soil retaining structures, the shear strength parameters must be known well. In the present study, shear strength parameters are determined in silty-sand mixtures. Direct shear tests are performed on 161 Firoozkooh sand with different silt content at a relative density of 70% in three vertical stress of 100, 150, and 200 kPa. Wet tamping method is used for soil sample preparation, and the results include diagrams of shear stress versus shear deformation and sample height changes against shear deformation. Accordingly, in different silt percent, the shear strength parameters of the soil such as internal friction angle and dilation angle are calculated and compared. According to the results, when the sample contains up to 10% silt, peak shear strength and internal friction angle have an upward trend. However, if the sample contains 10% to 50% of silt a downward trend is seen in peak shear strength and internal friction angle. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=shear%20strength%20parameters" title="shear strength parameters">shear strength parameters</a>, <a href="https://publications.waset.org/abstracts/search?q=direct%20shear%20test" title=" direct shear test"> direct shear test</a>, <a href="https://publications.waset.org/abstracts/search?q=silty%20sand" title=" silty sand"> silty sand</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20stress" title=" shear stress"> shear stress</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20deformation" title=" shear deformation"> shear deformation</a> </p> <a href="https://publications.waset.org/abstracts/106132/effect-of-silt-presence-on-shear-strength-parameters-of-unsaturated-sandy-soils" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/106132.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">163</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4632</span> Influence of the Reliability Index on the Safety Factor of the Concrete Contribution to Shear Strength of HSC Beams</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ali%20Sagiroglu">Ali Sagiroglu</a>, <a href="https://publications.waset.org/abstracts/search?q=Sema%20Noyan%20Alacali"> Sema Noyan Alacali</a>, <a href="https://publications.waset.org/abstracts/search?q=Guray%20Arslan"> Guray Arslan</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This paper presents a study on the influence of the safety factor in the concrete contribution to shear strength of high-strength concrete (HSC) beams according to TS500. In TS500, the contribution of concrete to shear strength is obtained by reducing diagonal cracking strength with a safety factor of 0.8. It was investigated that the coefficient of 0.8 considered in determining the contribution of concrete to the shear strength corresponds to which value of failure probability. Also, the changes in the reduction factor depending on different coefficients of variation of concrete were examined. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=reinforced%20concrete" title="reinforced concrete">reinforced concrete</a>, <a href="https://publications.waset.org/abstracts/search?q=beam" title=" beam"> beam</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20strength" title=" shear strength"> shear strength</a>, <a href="https://publications.waset.org/abstracts/search?q=failure%20probability" title=" failure probability"> failure probability</a>, <a href="https://publications.waset.org/abstracts/search?q=safety%20factor" title=" safety factor"> safety factor</a> </p> <a href="https://publications.waset.org/abstracts/22211/influence-of-the-reliability-index-on-the-safety-factor-of-the-concrete-contribution-to-shear-strength-of-hsc-beams" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/22211.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">830</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4631</span> Particle Size Effect on Shear Strength of Granular Materials in Direct Shear Test</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=R.%20Alias">R. Alias</a>, <a href="https://publications.waset.org/abstracts/search?q=A.%20Kasa"> A. Kasa</a>, <a href="https://publications.waset.org/abstracts/search?q=M.%20R.%20Taha"> M. R. Taha</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The effect of particle size on shear strength of granular materials are investigated using direct shear tests. Small direct shear test (60 mm by 60 mm by 24 mm deep) were conducted for particles passing the sieves with opening size of 2.36 mm. Meanwhile, particles passing the standard 20 mm sieves were tested using large direct shear test (300 mm by 300 mm by 200 mm deep). The large direct shear tests and the small direct shear tests carried out using the same shearing rate of 0.09 mm/min and similar normal stresses of 100, 200, and 300 kPa. The results show that the peak and residual shear strength decreases as particle size increases. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=particle%20size" title="particle size">particle size</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20strength" title=" shear strength"> shear strength</a>, <a href="https://publications.waset.org/abstracts/search?q=granular%20material" title=" granular material"> granular material</a>, <a href="https://publications.waset.org/abstracts/search?q=direct%20shear%20test" title=" direct shear test"> direct shear test</a> </p> <a href="https://publications.waset.org/abstracts/16566/particle-size-effect-on-shear-strength-of-granular-materials-in-direct-shear-test" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/16566.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">489</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4630</span> Shear Behavior of Ultra High Strength Concrete Beams</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ghada%20Diaa">Ghada Diaa</a>, <a href="https://publications.waset.org/abstracts/search?q=Enas%20A.%20Khattab"> Enas A. Khattab</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Ultra High Strength Concrete (UHSC) is a new advanced concrete that is being transferred from laboratory researches to practicable applications. In addition to its excellent durability properties, UHSC has high compressive and tensile strengths, and high modulus of elasticity. Despite of this low degree of hydration, ultra high strength values can be achieved by controlling the mixture proportions. In this research, an experimental program was carried out to investigate the shear behavior of ultra high strength concrete beams. A total of nine beams were tested to determine the effect of different parameters on the shear behavior of UHSC beams. The parameters include concrete strength, steel fiber volume, shear span to depth ratio, and web reinforcement ratio. The results demonstrated that nominal shear stress at cracking load and at ultimate load increased with the increase of concrete strength or the decrease in shear span-depth ratio. Using steel fibers or shear reinforcement increases the ultimate shear strength and makes the shear behavior more ductile. In this study, a simplified analytical model to calculate the shear strength of UHSC beams is introduced. Shear strength estimated according to the proposed method in this research is in good agreement with the experimental results. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=ultra%20high%20strength" title="ultra high strength">ultra high strength</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20strength" title=" shear strength"> shear strength</a>, <a href="https://publications.waset.org/abstracts/search?q=diagonal" title=" diagonal"> diagonal</a>, <a href="https://publications.waset.org/abstracts/search?q=cracking" title=" cracking"> cracking</a>, <a href="https://publications.waset.org/abstracts/search?q=steel%20fibers" title=" steel fibers"> steel fibers</a> </p> <a href="https://publications.waset.org/abstracts/22302/shear-behavior-of-ultra-high-strength-concrete-beams" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/22302.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">618</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4629</span> The Effect of the Water and Fines Content on Shear Strength of Soils</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ouledja%20Abdessalam">Ouledja Abdessalam</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This work Contains an experimental study of the behavior of Chlef sand under the effect of various parameters influencing on shear strength. Because of their distinct nature, sands, silts, and clays exhibit completely different behavior (shear strength, the Contracting and dilatancy, the angle of internal friction and cohesion...). By cons when these materials are mixed, their behavior will become different from each considered alone. The behavior of these mixtures (silty sands...) is currently the state of several studies to better use. We have studied in this work: The influence of the following factors on the shear strength: The density (loose and dense), the fines content (silt), The water content. The apparatus used for the tests is the casagrande shear box. This device, although one may have some disadvantages and modern instrumentation is appropriately used to study the shear strength of soils. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=shear%20strength" title="shear strength">shear strength</a>, <a href="https://publications.waset.org/abstracts/search?q=sand" title=" sand"> sand</a>, <a href="https://publications.waset.org/abstracts/search?q=silt" title=" silt"> silt</a>, <a href="https://publications.waset.org/abstracts/search?q=contractancy" title=" contractancy"> contractancy</a>, <a href="https://publications.waset.org/abstracts/search?q=dilatancy" title=" dilatancy"> dilatancy</a>, <a href="https://publications.waset.org/abstracts/search?q=friction%20angle" title=" friction angle"> friction angle</a>, <a href="https://publications.waset.org/abstracts/search?q=cohesion" title=" cohesion"> cohesion</a>, <a href="https://publications.waset.org/abstracts/search?q=fines%20content" title=" fines content"> fines content</a> </p> <a href="https://publications.waset.org/abstracts/24378/the-effect-of-the-water-and-fines-content-on-shear-strength-of-soils" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/24378.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">505</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4628</span> The Effect of Water and Fines Content on Shear Strength of Silty Soils</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Dellal%20Seyyid%20Ali">Dellal Seyyid Ali</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This work Contains an experimental study of the behavior of Chlef sand under effect of various parameters influencing on shear strength. Because of their distinct nature, sands, silts and clays exhibit completely different behavior (shear strength, the Contracting and dilatancy, the angle of internal friction and cohesion ...). By cons when these materials are mixed, their behavior will become different from each considered alone. The behavior of these mixtures (silty sands ...) is currently the state of several studies to better use. We have studied in this work: The influence of the following factors on the shear strength: The density (loose and dense), the fines content (silt), the water content. The apparatus used for the tests is the casagrande shear box. This device, although one may have some disadvantages and modern instrumentation is appropriate used to study the shear strength of soils. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=shear%20strength" title="shear strength">shear strength</a>, <a href="https://publications.waset.org/abstracts/search?q=sand" title=" sand"> sand</a>, <a href="https://publications.waset.org/abstracts/search?q=silt" title=" silt"> silt</a>, <a href="https://publications.waset.org/abstracts/search?q=contractanct" title=" contractanct"> contractanct</a>, <a href="https://publications.waset.org/abstracts/search?q=dilatancy" title=" dilatancy"> dilatancy</a>, <a href="https://publications.waset.org/abstracts/search?q=friction%20angle" title=" friction angle"> friction angle</a>, <a href="https://publications.waset.org/abstracts/search?q=cohesion" title=" cohesion"> cohesion</a>, <a href="https://publications.waset.org/abstracts/search?q=fines%20content" title=" fines content"> fines content</a> </p> <a href="https://publications.waset.org/abstracts/39451/the-effect-of-water-and-fines-content-on-shear-strength-of-silty-soils" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/39451.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">259</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4627</span> The Influence of Water Content on the Shear Resistance of Silty Sands</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Mohamed%20Boualem%20Salah">Mohamed Boualem Salah</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This work involves an experimental study of the behavior of chlef sand under effect of various parameters influencing on shear strength. Because of their distinct nature, sands, silts and clays exhibit completely different behavior (shear strength, the contracting and dilatancy, the angle of internal friction and cohesion etc.). By cons when these materials are mixed, their behavior will become different from each considered alone. The behavior of these mixtures (silty sands etc.) is currently the state of several studies to better use. We studied in this work: The influence of the following factors on the shear strength: (The density, the fines content, the water content). The apparatus used for the tests is the shear box casagrande. This device, although one may have some disadvantages and modern instrumentation is appropriate used to study the shear strength of soils. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=behavior" title="behavior">behavior</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20strength" title=" shear strength"> shear strength</a>, <a href="https://publications.waset.org/abstracts/search?q=sand" title=" sand"> sand</a>, <a href="https://publications.waset.org/abstracts/search?q=silt" title=" silt"> silt</a>, <a href="https://publications.waset.org/abstracts/search?q=friction%20angle" title=" friction angle"> friction angle</a>, <a href="https://publications.waset.org/abstracts/search?q=cohesion" title=" cohesion"> cohesion</a>, <a href="https://publications.waset.org/abstracts/search?q=fines%20content" title=" fines content"> fines content</a>, <a href="https://publications.waset.org/abstracts/search?q=moisture%20content" title=" moisture content"> moisture content</a> </p> <a href="https://publications.waset.org/abstracts/18663/the-influence-of-water-content-on-the-shear-resistance-of-silty-sands" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/18663.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">408</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4626</span> Effect of Corrosion on the Shear Buckling Strength</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Myoung-Jin%20Lee">Myoung-Jin Lee</a>, <a href="https://publications.waset.org/abstracts/search?q=Sung-Jin%20Lee"> Sung-Jin Lee</a>, <a href="https://publications.waset.org/abstracts/search?q=Young-Kon%20Park"> Young-Kon Park</a>, <a href="https://publications.waset.org/abstracts/search?q=Jin-Wook%20Kim"> Jin-Wook Kim</a>, <a href="https://publications.waset.org/abstracts/search?q=Bo-Kyoung%20Kim"> Bo-Kyoung Kim</a>, <a href="https://publications.waset.org/abstracts/search?q=Song-Hun%20Chong"> Song-Hun Chong</a>, <a href="https://publications.waset.org/abstracts/search?q=Sun-Ii%20Kim"> Sun-Ii Kim</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The ability to resist the shear strength arises mainly from the web panel of steel girders and as such, the shear buckling strength of these girders has been extensively investigated. For example, Blaser鈥檚 reported that when buckling occurs, the tension field has an effect after the buckling strength of the steel is reached. The findings of these studies have been applied by AASHTO, AISC, and to the European Code that provides guidelines for designs aimed at preventing shear buckling. Steel girders are susceptible to corrosion resulting from exposure to natural elements such as rainfall, humidity, and temperature. This corrosion leads to a reduction in the size of the web panel section, thereby resulting in a decrease in the shear strength. The decrease in the panel section has a significant effect on the maintenance section of the bridge. However, in most conventional designs, the influence of corrosion is overlooked during the calculation of the shear buckling strength and hence over-design is common. Therefore, in this study, a steel girder with an A/D of 1:1, as well as a 6-mm-, 16-mm-, and 12-mm-thick web panel, flange, and intermediate reinforcing material, respectively, were used. The total length was set to that (3200 mm) of the default model. The effect of corrosion shear buckling was investigated by determining the volume amount of corrosion, shape of the erosion patterns, and the angular change in the tensile field of the shear buckling strength. This study provides the basic data that will enable designs that incorporate values closer (than those used in most conventional designs) to the actual shear buckling strength. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=corrosion" title="corrosion">corrosion</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20buckling%20strength" title=" shear buckling strength"> shear buckling strength</a>, <a href="https://publications.waset.org/abstracts/search?q=steel%20girder" title=" steel girder"> steel girder</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20strength" title=" shear strength"> shear strength</a> </p> <a href="https://publications.waset.org/abstracts/46131/effect-of-corrosion-on-the-shear-buckling-strength" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/46131.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">375</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4625</span> Size Effect on Shear Strength of Slender Reinforced Concrete Beams</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Subhan%20Ahmad">Subhan Ahmad</a>, <a href="https://publications.waset.org/abstracts/search?q=Pradeep%20Bhargava"> Pradeep Bhargava</a>, <a href="https://publications.waset.org/abstracts/search?q=Ajay%20Chourasia"> Ajay Chourasia</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Shear failure in reinforced concrete beams without shear reinforcement leads to loss of property and life since a very little or no warning occurs before failure as in case of flexural failure. Shear strength of reinforced concrete beams decreases as its depth increases. This phenomenon is generally called as the size effect. In this paper, a comparative analysis is performed to estimate the performance of shear strength models in capturing the size effect of reinforced concrete beams made with conventional concrete, self-compacting concrete, and recycled aggregate concrete. Four shear strength models that account for the size effect in shear are selected from the literature and applied on the datasets of slender reinforced concrete beams. Beams prepared with conventional concrete, self-compacting concrete, and recycled aggregate concrete are considered for the analysis. Results showed that all the four models captured the size effect in shear effectively and produced conservative estimates of the shear strength for beams made with normal strength conventional concrete. These models yielded unconservative estimates for high strength conventional concrete beams with larger effective depths ( > 450 mm). Model of Bazant and Kim (1984) captured the size effect precisely and produced conservative estimates of shear strength of self-compacting concrete beams at all the effective depths. Also, shear strength models considered in this study produced unconservative estimates of shear strength for recycled aggregate concrete beams at all effective depths. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=reinforced%20concrete%20beams%3B%20shear%20strength%3B%20prediction%20models%3B%20size%20effect" title="reinforced concrete beams; shear strength; prediction models; size effect">reinforced concrete beams; shear strength; prediction models; size effect</a> </p> <a href="https://publications.waset.org/abstracts/122714/size-effect-on-shear-strength-of-slender-reinforced-concrete-beams" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/122714.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">161</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4624</span> Effect of Clay Content on the Drained Shear Strength</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Navid%20Khayat">Navid Khayat</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Drained shear strength of saturated soils is fully understood. Shear strength of unsaturated soils is usually expressed in terms of soil suction. Evaluation of shear strength of compacted mixtures of sand鈥揷lay at optimum water content is main purpose of this research. To prepare the required samples, first clay and sand are mixed in 10, 30, 50, and 70 percent by dry weight and then compacted at the proper optimum water content according to the standard proctor test. The samples were sheared in direct shear machine. Stress 鈥搒train relationship of samples indicated a ductile behavior. Most of the samples showed a dilatancy behavior during the shear and the tendency for dilatancy increased with the increase in sand proportion. The results show that with the increase in percentage of sand a decrease in cohesion intercept c' for mixtures and an increase in the angle of internal friction 桅鈥檌s observed. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=clay" title="clay">clay</a>, <a href="https://publications.waset.org/abstracts/search?q=sand" title=" sand"> sand</a>, <a href="https://publications.waset.org/abstracts/search?q=drained%20shear%20strength" title=" drained shear strength"> drained shear strength</a>, <a href="https://publications.waset.org/abstracts/search?q=cohesion%20intercept" title=" cohesion intercept "> cohesion intercept </a> </p> <a href="https://publications.waset.org/abstracts/15677/effect-of-clay-content-on-the-drained-shear-strength" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/15677.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">439</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4623</span> Evaluation of Drained Shear Strength of Bentonite-Sand Mixtures</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Navid%20Khayat">Navid Khayat</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Drained shear strength of saturated soils is fully understood. Shear strength of unsaturated soils is usually expressed in terms of soil suction. Evaluation of shear strength of compacted mixtures of sand-bentonite at optimum water content is main purpose of this research. To prepare the required samples, first, bentonite and sand are mixed in 10, 30, 50 and 70 percent by dry weight and then compacted at the proper optimum water content according to the standard proctor test. The samples were sheared in direct shear machine. Stress-strain relationship of samples indicated a ductile behavior. Most of the samples showed a dilatancy behavior during the shear and the tendency for dilatancy increased with the increase in sand proportion. The results show that with the increase in percentage of sand a decrease in cohesion intercept c' for mixtures and an increase in the angle of internal friction 桅鈥檌s observed. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=bentonite" title="bentonite">bentonite</a>, <a href="https://publications.waset.org/abstracts/search?q=sand" title=" sand"> sand</a>, <a href="https://publications.waset.org/abstracts/search?q=drained%20shear%20strength" title=" drained shear strength"> drained shear strength</a>, <a href="https://publications.waset.org/abstracts/search?q=cohesion%20intercept" title=" cohesion intercept"> cohesion intercept</a> </p> <a href="https://publications.waset.org/abstracts/3463/evaluation-of-drained-shear-strength-of-bentonite-sand-mixtures" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/3463.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">319</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4622</span> An Experimental Study of the Effectiveness of Lubricants in Reducing the Sidewall Friction</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Jian%20Zheng">Jian Zheng</a>, <a href="https://publications.waset.org/abstracts/search?q=Li%20Li"> Li Li</a>, <a href="https://publications.waset.org/abstracts/search?q=Maxime%20Daviault"> Maxime Daviault</a> </p> <p class="card-text"><strong>Abstract:</strong></p> In several cases, one needs apply lubrication materials in laboratory tests to reduce the friction (shear strength) along the interfaces between a tested soil and the side walls of container. Several types of lubricants are available. Their effectiveness had been tested mostly through direct shear tests. These testing conditions are quite different than those when the tested soil is placed in the container. Thus, the shear strengths measured from direct shear tests may not be totally representative of those of interfaces between the tested soil and the sidewalls of container. In this paper, the effectiveness of different lubricants used to reduce the friction (shear strength) of soil-structure interfaces has been studied. Results show that the selected lubricants do not significantly reduce the sidewall friction (shear strength). Rather, the application of wax, graphite, grease or lubricant oil has effect to increase the sidewall shear strength due probably to the high viscosity of such materials. Subsequently, the application of lubricants between tested soil and sidewall and neglecting the friction (shear strength) along the sidewalls may lead to inaccurate test results. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=arching" title="arching">arching</a>, <a href="https://publications.waset.org/abstracts/search?q=friction" title=" friction"> friction</a>, <a href="https://publications.waset.org/abstracts/search?q=laboratory%20tests" title=" laboratory tests"> laboratory tests</a>, <a href="https://publications.waset.org/abstracts/search?q=lubricants" title=" lubricants"> lubricants</a> </p> <a href="https://publications.waset.org/abstracts/81128/an-experimental-study-of-the-effectiveness-of-lubricants-in-reducing-the-sidewall-friction" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/81128.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">281</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4621</span> A Hybrid Model Tree and Logistic Regression Model for Prediction of Soil Shear Strength in Clay</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ehsan%20Mehryaar">Ehsan Mehryaar</a>, <a href="https://publications.waset.org/abstracts/search?q=Seyed%20Armin%20Motahari%20Tabari"> Seyed Armin Motahari Tabari</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Without a doubt, soil shear strength is the most important property of the soil. The majority of fatal and catastrophic geological accidents are related to shear strength failure of the soil. Therefore, its prediction is a matter of high importance. However, acquiring the shear strength is usually a cumbersome task that might need complicated laboratory testing. Therefore, prediction of it based on common and easy to get soil properties can simplify the projects substantially. In this paper, A hybrid model based on the classification and regression tree algorithm and logistic regression is proposed where each leaf of the tree is an independent regression model. A database of 189 points for clay soil, including Moisture content, liquid limit, plastic limit, clay content, and shear strength, is collected. The performance of the developed model compared to the existing models and equations using root mean squared error and coefficient of correlation. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=model%20tree" title="model tree">model tree</a>, <a href="https://publications.waset.org/abstracts/search?q=CART" title=" CART"> CART</a>, <a href="https://publications.waset.org/abstracts/search?q=logistic%20regression" title=" logistic regression"> logistic regression</a>, <a href="https://publications.waset.org/abstracts/search?q=soil%20shear%20strength" title=" soil shear strength"> soil shear strength</a> </p> <a href="https://publications.waset.org/abstracts/141471/a-hybrid-model-tree-and-logistic-regression-model-for-prediction-of-soil-shear-strength-in-clay" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/141471.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">197</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4620</span> The Effect of Soil Binder and Gypsum to the Changes of the Expansive Soil Shear Strength Parameters</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Yulia%20Hastuti">Yulia Hastuti</a>, <a href="https://publications.waset.org/abstracts/search?q=Ratna%20Dewi"> Ratna Dewi</a>, <a href="https://publications.waset.org/abstracts/search?q=Muhammad%20Sandi"> Muhammad Sandi</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Many methods of soil stabilization that can be done such as by mixing chemicals. In this research, stabilization by mixing the soil using two types of chemical admixture, those are gypsum with a variation of 5%, 10%, and 15% and Soil binder with a concentration of 20 gr / lot of water, 25 gr / lot of water, and 30 gr / lot of water aimed to determine the effect on the soil plasticity index values and comparing the value of shear strength parameters of the mixture with the original soil conditions using a Triaxial UU test. Based on research done shows that with increasing variations in the mix, then the value of plasticity index decreased, which was originally 42% (very high degree of swelling) becomes worth 11.24% (lower Swelling degree) when a mixture of gypsum 15% and 30 gr / Lt water soil binder. As for the value shear, strength parameters increased in all variations of mixture. Admixture with the highest shear strength parameter's value is at 15% the mixture of gypsum and 20 gr / litre of water of soil binder with the 14 day treatment period, which has enhanced the cohesion value of 559.01%, the friction angle by 1157.14%. And a shear strength value of 568.49%. It can be concluded that the admixture of gypsum and soil binder correctly, can increase the value of shear strength parameters significantly and decrease the value of plasticity index of the soil. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=expansive%20soil" title="expansive soil">expansive soil</a>, <a href="https://publications.waset.org/abstracts/search?q=gypsum" title=" gypsum"> gypsum</a>, <a href="https://publications.waset.org/abstracts/search?q=soil%20binder" title=" soil binder"> soil binder</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20strength" title=" shear strength"> shear strength</a> </p> <a href="https://publications.waset.org/abstracts/58657/the-effect-of-soil-binder-and-gypsum-to-the-changes-of-the-expansive-soil-shear-strength-parameters" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/58657.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">475</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4619</span> Effect of Compaction and Degree of Saturation on the Unconsolidated Undrained Shear Strength of Sandy Clay</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Fatima%20Mehmood">Fatima Mehmood</a>, <a href="https://publications.waset.org/abstracts/search?q=Khalid%20Farooq"> Khalid Farooq</a>, <a href="https://publications.waset.org/abstracts/search?q=Rabeea%20Bakhtawer"> Rabeea Bakhtawer</a> </p> <p class="card-text"><strong>Abstract:</strong></p> For geotechnical engineers, one of the most important properties of soil to consider in various stability analyses is its shear strength which is governed by a number of factors. The objective of this research is to ascertain the effect of compaction and degree of saturation on the shear strength of fine-grained soil. For this purpose, three different dry densities such as in-situ, maximum standard proctor, and maximum modified proctor, were determined for the sandy clay soil. The soil samples were then prepared to keep dry density constant and varying degrees of saturation. These samples were tested for (UU) unconsolidated undrained shear strength in triaxial compression tests. The decrease in shear strength was observed with the decrease in density and increase in the saturation. The values of the angle of internal friction followed the same trend. However, the change in cohesion with the increase in saturation showed a different behavior, analogous to the compaction curve. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=compaction" title="compaction">compaction</a>, <a href="https://publications.waset.org/abstracts/search?q=degree%20of%20saturation" title=" degree of saturation"> degree of saturation</a>, <a href="https://publications.waset.org/abstracts/search?q=dry%20density" title=" dry density"> dry density</a>, <a href="https://publications.waset.org/abstracts/search?q=geotechnical%20investigation" title=" geotechnical investigation"> geotechnical investigation</a>, <a href="https://publications.waset.org/abstracts/search?q=laboratory%20testing" title=" laboratory testing"> laboratory testing</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20strength" title=" shear strength"> shear strength</a> </p> <a href="https://publications.waset.org/abstracts/112365/effect-of-compaction-and-degree-of-saturation-on-the-unconsolidated-undrained-shear-strength-of-sandy-clay" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/112365.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">137</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4618</span> Developing a New Relationship between Undrained Shear Strength and Over-Consolidation Ratio</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Wael%20M%20Albadri">Wael M Albadri</a>, <a href="https://publications.waset.org/abstracts/search?q=Hassnen%20M%20Jafer"> Hassnen M Jafer</a>, <a href="https://publications.waset.org/abstracts/search?q=Ehab%20H%20Sfoog"> Ehab H Sfoog</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Relationship between undrained shear strength (Su) and over consolidation ratio (OCR) of clay soil (marine clay) is very important in the field of geotechnical engineering to estimate the settlement behaviour of clay and to prepare a small scale physical modelling test. In this study, a relationship between shear strength and OCR parameters was determined using the laboratory vane shear apparatus and the fully automatic consolidated apparatus. The main objective was to establish non-linear correlation formula between shear strength and OCR and comparing it with previous studies. Therefore, in order to achieve this objective, three points were chosen to obtain 18 undisturbed samples which were collected with an increasing depth of 1.0 m to 3.5 m each 0.5 m. Clay samples were prepared under undrained condition for both tests. It was found that the OCR and shear strength are inversely proportional at similar depth and at same undrained conditions. However, a good correlation was obtained from the relationships where the R2 values were very close to 1.0 using polynomial equations. The comparison between the experimental result and previous equation from other researchers produced a non-linear correlation which has a similar pattern with this study. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=shear%20strength" title="shear strength">shear strength</a>, <a href="https://publications.waset.org/abstracts/search?q=over-consolidation%20ratio" title=" over-consolidation ratio"> over-consolidation ratio</a>, <a href="https://publications.waset.org/abstracts/search?q=vane%20shear%20test" title=" vane shear test"> vane shear test</a>, <a href="https://publications.waset.org/abstracts/search?q=clayey%20soil" title=" clayey soil"> clayey soil</a> </p> <a href="https://publications.waset.org/abstracts/55043/developing-a-new-relationship-between-undrained-shear-strength-and-over-consolidation-ratio" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/55043.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">281</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4617</span> The Effect of Grading Characteristics on the Shear Strength and Mechanical Behavior of Granular Classes of Sand-Silt</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Youssouf%20Benmeriem">Youssouf Benmeriem </a> </p> <p class="card-text"><strong>Abstract:</strong></p> Shear strength of sandy soils has been considered as the important parameter to study the stability of different civil engineering structures when subjected to monotonic, cyclic and earthquake loading conditions. The proposed research investigated the effect of grading characteristics on the shear strength and mechanical behavior of granular classes of sands mixed with silt in loose and dense states (Dr = 15% and 90%). The laboratory investigation aimed at understanding the extent or degree at which shear strength of sand-silt mixture soil is affected by its gradation under static loading conditions. For the purpose of clarifying and evaluating the shear strength characteristics of sandy soils, a series of Casagrande shear box tests were carried out on different reconstituted samples of sand-silt mixtures with various gradations. The soil samples were tested under different normal stresses (100, 200 and 300 kPa). The results from this laboratory investigation were used to develop insight into the shear strength response of sand and sand-silt mixtures under monotonic loading conditions. The analysis of the obtained data revealed that the grading characteristics (D10, D50, Cu, ESR, and MGSR) have significant influence on the shear strength response. It was found that shear strength can be correlated to the grading characteristics for the sand-silt mixture. The effective size ratio (ESR) and mean grain size ratio (MGSR) appear as pertinent parameters to predict the shear strength response of the sand-silt mixtures for soil gradation under study. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=grading%20characteristics" title="grading characteristics">grading characteristics</a>, <a href="https://publications.waset.org/abstracts/search?q=granular%20classes%20of%20sands" title=" granular classes of sands"> granular classes of sands</a>, <a href="https://publications.waset.org/abstracts/search?q=mechanical%20behavior" title=" mechanical behavior"> mechanical behavior</a>, <a href="https://publications.waset.org/abstracts/search?q=sand-silt" title=" sand-silt"> sand-silt</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20strength" title=" shear strength"> shear strength</a> </p> <a href="https://publications.waset.org/abstracts/12681/the-effect-of-grading-characteristics-on-the-shear-strength-and-mechanical-behavior-of-granular-classes-of-sand-silt" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/12681.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">385</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4616</span> Immediate and Long-Term Effect of the Sawdust Usage on Shear Strength of the Clayey Silt Soil</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Dogan%20Cetin">Dogan Cetin</a>, <a href="https://publications.waset.org/abstracts/search?q=Omar%20Hamdi%20Jasim"> Omar Hamdi Jasim</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Using some additives is very common method to improve the soil properties such as shear strength, bearing capacity; and to reduce the settlement and lateral deformation. Soil reinforcement with natural materials is an attractive method to improve the soil properties because of their low cost. However, the studies conducted by using natural additive are very limited. This paper presents the results of an investigation on the immediate and long-term effects of the sawdust on the shear strength behavior of a clayey silt soil obtained in Arnavutkoy in Istanbul with sawdust. Firstly, compaction tests were conducted to be able to optimum moisture content for every percentage of sawdust. The samples were obtained from compacted soil at optimum moisture content. UU Triaxial Tests were conducted to evaluate the response of randomly distributed sawdust on the strength of low plasticity clayey silt soil. The specimens were tested with 1%, 2% and 3% content of sawdust. It was found that the undrained shear strength of clay soil with 1%, 2% and 3% sawdust were increased respectively 4.65%, 27.9% and 39.5% higher than the soil without additive. At 5%, shear strength of clay soil decreased by 3.8%. After 90 days cure period, the shear strength of the soil with 1%, 2%, 3% and %5 increased respectively 251%, 302%, 260% and 153%. It can be said that the effect of the sawdust usage has a remarkable effect on the undrained shear strength of the soil. Besides the increasing undrained shear strength, it was also found that the sawdust decreases the liquid limit, plastic limit and plasticity index by 5.5%, 2.9 and 10.9% respectively. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=compaction%20test" title="compaction test">compaction test</a>, <a href="https://publications.waset.org/abstracts/search?q=sawdust" title=" sawdust"> sawdust</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20strength" title=" shear strength"> shear strength</a>, <a href="https://publications.waset.org/abstracts/search?q=UU%20Triaxial%20Test" title=" UU Triaxial Test"> UU Triaxial Test</a> </p> <a href="https://publications.waset.org/abstracts/61946/immediate-and-long-term-effect-of-the-sawdust-usage-on-shear-strength-of-the-clayey-silt-soil" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/61946.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">354</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4615</span> Influence of Flexural Reinforcement on the Shear Strength of RC Beams Without Stirrups</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Guray%20Arslan">Guray Arslan</a>, <a href="https://publications.waset.org/abstracts/search?q=Riza%20Secer%20Orkun%20Keskin"> Riza Secer Orkun Keskin</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Numerical investigations were conducted to study the influence of flexural reinforcement ratio on the diagonal cracking strength and ultimate shear strength of reinforced concrete (RC) beams without stirrups. Three-dimensional nonlinear finite element analyses (FEAs) of the beams with flexural reinforcement ratios ranging from 0.58% to 2.20% subjected to a mid-span concentrated load were carried out. It is observed that the load-deflection and load-strain curves obtained from the numerical analyses agree with those obtained from the experiments. It is concluded that flexural reinforcement ratio has a significant effect on the shear strength and deflection capacity of RC beams without stirrups. The predictions of the diagonal cracking strength and ultimate shear strength of beams obtained by using the equations defined by a number of codes and researchers are compared with each other and with the experimental values. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=finite%20element" title="finite element">finite element</a>, <a href="https://publications.waset.org/abstracts/search?q=flexural%20reinforcement" title=" flexural reinforcement"> flexural reinforcement</a>, <a href="https://publications.waset.org/abstracts/search?q=reinforced%20concrete%20beam" title=" reinforced concrete beam"> reinforced concrete beam</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20strength" title=" shear strength"> shear strength</a> </p> <a href="https://publications.waset.org/abstracts/25278/influence-of-flexural-reinforcement-on-the-shear-strength-of-rc-beams-without-stirrups" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/25278.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">330</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4614</span> Image Processing on Geosynthetic Reinforced Layers to Evaluate Shear Strength and Variations of the Strain Profiles</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=S.%20K.%20Khosrowshahi">S. K. Khosrowshahi</a>, <a href="https://publications.waset.org/abstracts/search?q=E.%20G%C3%BCler"> E. G眉ler</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This study investigates the reinforcement function of geosynthetics on the shear strength and strain profile of sand. Conducting a series of simple shear tests, the shearing behavior of the samples under static and cyclic loads was evaluated. Three different types of geosynthetics including geotextile and geonets were used as the reinforcement materials. An image processing analysis based on the optical flow method was performed to measure the lateral displacements and estimate the shear strains. It is shown that besides improving the shear strength, the geosynthetic reinforcement leads a remarkable reduction on the shear strains. The improved layer reduces the required thickness of the soil layer to resist against shear stresses. Consequently, the geosynthetic reinforcement can be considered as a proper approach for the sustainable designs, especially in the projects with huge amount of geotechnical applications like subgrade of the pavements, roadways, and railways. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=image%20processing" title="image processing">image processing</a>, <a href="https://publications.waset.org/abstracts/search?q=soil%20reinforcement" title=" soil reinforcement"> soil reinforcement</a>, <a href="https://publications.waset.org/abstracts/search?q=geosynthetics" title=" geosynthetics"> geosynthetics</a>, <a href="https://publications.waset.org/abstracts/search?q=simple%20shear%20test" title=" simple shear test"> simple shear test</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20strain%20profile" title=" shear strain profile"> shear strain profile</a> </p> <a href="https://publications.waset.org/abstracts/71433/image-processing-on-geosynthetic-reinforced-layers-to-evaluate-shear-strength-and-variations-of-the-strain-profiles" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/71433.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">220</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4613</span> FEM and Experimental Studies on the Filled Steel I-Girder Bridge</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Waheed%20Ahmad%20Safi">Waheed Ahmad Safi</a>, <a href="https://publications.waset.org/abstracts/search?q=Shunichi%20Nakamura"> Shunichi Nakamura</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Steel/concrete composite bridge with the concrete filled steel I-girder (CFIG) was proposed, and the bending and shear strength was studied by experiments and FEM analysis. The area surrounded by the upper and lower flanges and the web is filled with concrete in CFIG, which is used at the intermediate support of a continuous girder. The bending and shear tests of the CFIG were carried out, showing that the bending strength of CFIG was 2.8 times of the conventional steel I-girder and the shear strength was 3.0 times of the steel I-girder. Finite element models were established to clarify bending and shear behaviors and the load transfer mechanism of CFIG. FEM result agreed very well with the test results. The FEM model was also applied to simulate the shear tests of the CFIG specimens. A trail design was carried out for a four-span continuous highway bridge and the design method was established. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=bending%20strength" title="bending strength">bending strength</a>, <a href="https://publications.waset.org/abstracts/search?q=concrete%20filled%20steel%20I-girder" title=" concrete filled steel I-girder"> concrete filled steel I-girder</a>, <a href="https://publications.waset.org/abstracts/search?q=steel%20I-girder" title=" steel I-girder"> steel I-girder</a>, <a href="https://publications.waset.org/abstracts/search?q=FEM" title=" FEM"> FEM</a>, <a href="https://publications.waset.org/abstracts/search?q=limit%20states%20design%20and%20shear%20strength" title=" limit states design and shear strength"> limit states design and shear strength</a> </p> <a href="https://publications.waset.org/abstracts/76921/fem-and-experimental-studies-on-the-filled-steel-i-girder-bridge" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/76921.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">263</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4612</span> Semi Empirical Equations for Peak Shear Strength of Rectangular Reinforced Concrete Walls</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ali%20Kezmane">Ali Kezmane</a>, <a href="https://publications.waset.org/abstracts/search?q=Said%20Boukais"> Said Boukais</a>, <a href="https://publications.waset.org/abstracts/search?q=Mohand%20Hamizi"> Mohand Hamizi</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This paper presents an analytical study on the behavior of reinforced concrete walls with rectangular cross section. Several experiments on such walls have been selected to be studied. Database from various experiments were collected and nominal shear wall strengths have been calculated using formulas, such as those of the ACI (American), NZS (New Zealand), Mexican (NTCC), and Wood and Barda equations. Subsequently, nominal shear wall strengths from the formulas were compared with the ultimate shear wall strengths from the database. These formulas vary substantially in functional form and do not account for all variables that affect the response of walls. There is substantial scatter in the predicted values of ultimate shear strength. Two new semi empirical equations are developed using data from tests of 57 walls for transitions walls and 27 for slender walls with the objective of improving the prediction of peak strength of walls with the most possible accurate. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=shear%20strength" title="shear strength">shear strength</a>, <a href="https://publications.waset.org/abstracts/search?q=reinforced%20concrete%20walls" title=" reinforced concrete walls"> reinforced concrete walls</a>, <a href="https://publications.waset.org/abstracts/search?q=rectangular%20walls" title=" rectangular walls"> rectangular walls</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20walls" title=" shear walls"> shear walls</a>, <a href="https://publications.waset.org/abstracts/search?q=models" title=" models "> models </a> </p> <a href="https://publications.waset.org/abstracts/12121/semi-empirical-equations-for-peak-shear-strength-of-rectangular-reinforced-concrete-walls" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/12121.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">343</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4611</span> Shear Strength and Consolidation Behavior of Clayey Soil with Vertical and Radial Drainage</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=R.%20Pillai%20Aparna">R. Pillai Aparna</a>, <a href="https://publications.waset.org/abstracts/search?q=S.%20R.%20Gandhi"> S. R. Gandhi</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Soft clay deposits having low strength and high compressibility are found all over the world. Preloading with vertical drains is a widely used method for improving such type of soils. The coefficient of consolidation, irrespective of the drainage type, plays an important role in the design of vertical drains and it controls accurate prediction of the rate of consolidation of soil. Also, the increase in shear strength of soil with consolidation is another important factor considered in preloading or staged construction. To our best knowledge no clear guidelines are available to estimate the increase in shear strength for a particular degree of consolidation (U) at various stages during the construction. Various methods are available for finding out the consolidation coefficient. This study mainly focuses on the variation of, consolidation coefficient which was found out using different methods and shear strength with pressure intensity. The variation of shear strength with the degree of consolidation was also studied. The consolidation test was done using two types of highly compressible clays with vertical, radial and a few with combined drainage. The test was carried out at different pressures intensities and for each pressure intensity, once the target degree of consolidation is achieved, vane shear test was done at different locations in the sample, in order to determine the shear strength. The shear strength of clayey soils under the application of vertical stress with vertical and radial drainage with target U value of 70% and 90% was studied. It was found that there is not much variation in cv or cr value beyond 80kPa pressure intensity. Correlations were developed between shear strength ratio and consolidation pressure based on laboratory testing under controlled condition. It was observed that the shear strength of sample with target U value of 90% is about 1.4 to 2 times than that of 70% consolidated sample. Settlement analysis was done using Asaoka鈥檚 and hyperbolic method. The variation of strength with respect to the depth of sample was also studied, using large-scale consolidation test. It was found, based on the present study that the gain in strength is more on the top half of the clay layer, and also the shear strength of the sample ensuring radial drainage is slightly higher than that of the vertical drainage. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=consolidation%20coefficient" title="consolidation coefficient">consolidation coefficient</a>, <a href="https://publications.waset.org/abstracts/search?q=degree%20of%20consolidation" title=" degree of consolidation"> degree of consolidation</a>, <a href="https://publications.waset.org/abstracts/search?q=PVDs" title=" PVDs"> PVDs</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20strength" title=" shear strength"> shear strength</a> </p> <a href="https://publications.waset.org/abstracts/84962/shear-strength-and-consolidation-behavior-of-clayey-soil-with-vertical-and-radial-drainage" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/84962.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">238</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4610</span> Correlation between the Undrained Shear Strength of Clay of the Champlain Sea as Determined by the Vane Test and the Swedish Cone</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Tahar%20Ayadat">Tahar Ayadat</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The undrained shear strength is an essential parameter for determining the consistency and the ultimate bearing capacity of a clay layer. The undrained shear strength can be determined by field tests such as the in situ vane test or in laboratory, including hand vane test, triaxial, simple compression test, and the consistency penetrometer (i.e. Swedish cone). However, the field vane test and the Swedish cone are the most commonly used tests by geotechnical experts. In this technical note, a comparison between the shear strength results obtained by the in situ vane test and the cone penetration test (Swedish cone) was conducted. A correlation between the results of these two tests, concerning the undrained shear strength of the Champlain sea clay, has been developed. Moreover, some applications of the proposed correlation on some geotechnical problems have been included, such as the determination of the consistency and the bearing capacity of a clay layer. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=correlation" title="correlation">correlation</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20strength" title=" shear strength"> shear strength</a>, <a href="https://publications.waset.org/abstracts/search?q=clay" title=" clay"> clay</a>, <a href="https://publications.waset.org/abstracts/search?q=vane%20test" title=" vane test"> vane test</a>, <a href="https://publications.waset.org/abstracts/search?q=Swedish%20cone" title=" Swedish cone"> Swedish cone</a> </p> <a href="https://publications.waset.org/abstracts/59650/correlation-between-the-undrained-shear-strength-of-clay-of-the-champlain-sea-as-determined-by-the-vane-test-and-the-swedish-cone" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/59650.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">394</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4609</span> Influence of Yield Stress and Compressive Strength on Direct Shear Behaviour of Steel Fibre-Reinforced Concrete</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Bensaid%20Boulekbache">Bensaid Boulekbache</a>, <a href="https://publications.waset.org/abstracts/search?q=Mostefa%20Hamrat"> Mostefa Hamrat</a>, <a href="https://publications.waset.org/abstracts/search?q=Mohamed%20Chemrouk"> Mohamed Chemrouk</a>, <a href="https://publications.waset.org/abstracts/search?q=Sofiane%20Amziane"> Sofiane Amziane</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This study aims in examining the influence of the paste yield stress and compressive strength on the behaviour of fibre-reinforced concrete (FRC) versus direct shear. The parameters studied are the steel fibre contents, the aspect ratio of fibres and the concrete strength. Prismatic specimens of dimensions 10x10x35cm made of concrete of various yield stress reinforced with steel fibres hooked at the ends with three fibre volume fractions (i.e. 0, 0.5, and 1%) and two aspects ratio (65 and 80) were tested to direct shear. Three types of concretes with various compressive strength and yield stress were tested, an ordinary concrete (OC), a self-compacting concrete (SCC) and a high strength concrete (HSC). The concrete strengths investigated include 30 MPa for OC, 60 MPa for SCC and 80 MPa for HSC. The results show that the shear strength and ductility are affected and have been improved very significantly by the fibre contents, fibre aspect ratio and concrete strength. As the compressive strength and the volume fraction of fibres increase, the shear strength increases. However, yield stress of concrete has an important influence on the orientation and distribution of the fibres in the matrix. The ductility was much higher for ordinary and self-compacting concretes (concrete with good workability). The ductility in direct shear depends on the fibre orientation and is significantly improved when the fibres are perpendicular to the shear plane. On the contrary, for concrete with poor workability, an inadequate distribution and orientation of fibres occurred, leading to a weak contribution of the fibres to the direct shear behaviour. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=concrete" title="concrete">concrete</a>, <a href="https://publications.waset.org/abstracts/search?q=fibre" title=" fibre"> fibre</a>, <a href="https://publications.waset.org/abstracts/search?q=direct%20shear" title=" direct shear"> direct shear</a>, <a href="https://publications.waset.org/abstracts/search?q=yield%20stress" title=" yield stress"> yield stress</a>, <a href="https://publications.waset.org/abstracts/search?q=orientation" title=" orientation"> orientation</a>, <a href="https://publications.waset.org/abstracts/search?q=strength" title=" strength"> strength</a> </p> <a 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