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capacity</title> <meta name="description" content="Search results for: shear capacity"> <meta name="keywords" content="shear capacity"> <meta name="viewport" content="width=device-width, initial-scale=1, minimum-scale=1, maximum-scale=1, user-scalable=no"> <meta charset="utf-8"> <link href="https://cdn.waset.org/favicon.ico" type="image/x-icon" rel="shortcut icon"> <link href="https://cdn.waset.org/static/plugins/bootstrap-4.2.1/css/bootstrap.min.css" rel="stylesheet"> <link href="https://cdn.waset.org/static/plugins/fontawesome/css/all.min.css" rel="stylesheet"> <link href="https://cdn.waset.org/static/css/site.css?v=150220211555" rel="stylesheet"> </head> <body> <header> <div class="container"> <nav class="navbar navbar-expand-lg navbar-light"> <a class="navbar-brand" href="https://waset.org"> <img src="https://cdn.waset.org/static/images/wasetc.png" alt="Open Science Research Excellence" title="Open Science Research Excellence" /> </a> <button class="d-block d-lg-none navbar-toggler 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id="custom-search-input"> <div class="input-group"> <i class="fas fa-search"></i> <input type="text" class="search-query" name="q" placeholder="Author, Title, Abstract, Keywords" value="shear capacity"> <input type="submit" class="btn_search" value="Search"> </div> </div> </form> </div> </div> <div class="row mt-3"> <div class="col-sm-3"> <div class="card"> <div class="card-body"><strong>Commenced</strong> in January 2007</div> </div> </div> <div class="col-sm-3"> <div class="card"> <div class="card-body"><strong>Frequency:</strong> Monthly</div> </div> </div> <div class="col-sm-3"> <div class="card"> <div class="card-body"><strong>Edition:</strong> International</div> </div> </div> <div class="col-sm-3"> <div class="card"> <div class="card-body"><strong>Paper Count:</strong> 5321</div> </div> </div> </div> <h1 class="mt-3 mb-3 text-center" style="font-size:1.6rem;">Search results for: shear capacity</h1> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">5321</span> Shear Strengthening of Reinforced Concrete Deep Beam Using Fiber Reinforced Polymer Strips</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ruqaya%20H.%20Aljabery">Ruqaya H. Aljabery</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Reinforced Concrete (RC) deep beams are one of the main critical structural elements in terms of safety since significant loads are carried in a short span. The shear capacity of these sections cannot be predicted accurately by the current design codes like ACI and EC2; thus, they must be investigated. In this research, non-linear behavior of RC deep beams strengthened in shear with Fiber Reinforced Polymer (FRP) strips, and the efficiency of FRP in terms of enhancing the shear capacity in RC deep beams are examined using Finite Element Analysis (FEA), which is conducted using the software ABAQUS. The effect of several parameters on the shear capacity of the RC deep beam are studied in this paper as well including the effect of the cross-sectional area of the FRP strip and the shear reinforcement area to the spacing ratio (As/S), and it was found that FRP enhances the shear capacity significantly and can be a substitution of steel stirrups resulting in a more economical design. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=Abaqus" title="Abaqus">Abaqus</a>, <a href="https://publications.waset.org/abstracts/search?q=concrete" title=" concrete"> concrete</a>, <a href="https://publications.waset.org/abstracts/search?q=deep%20beam" title=" deep beam"> deep beam</a>, <a href="https://publications.waset.org/abstracts/search?q=finite%20element%20analysis" title=" finite element analysis"> finite element analysis</a>, <a href="https://publications.waset.org/abstracts/search?q=FRP" title=" FRP"> FRP</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20strengthening" title=" shear strengthening"> shear strengthening</a>, <a href="https://publications.waset.org/abstracts/search?q=strut-and-tie" title=" strut-and-tie"> strut-and-tie</a> </p> <a href="https://publications.waset.org/abstracts/129694/shear-strengthening-of-reinforced-concrete-deep-beam-using-fiber-reinforced-polymer-strips" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/129694.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">150</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">5320</span> Repair and Strengthening of Plain and FRC Shear Deficient Beams Using Externally Bonded CFRP Sheets</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=H.%20S.%20S.%20Abou%20El-Mal">H. S. S. Abou El-Mal</a>, <a href="https://publications.waset.org/abstracts/search?q=H.%20E.%20M.%20Sallam"> H. E. M. Sallam</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This paper presents experimental and analytical study on the behavior of repaired and strengthened shear critical RC beams using externally bonded CFRP bi-directional fabrics. The use of CFRP sheets to repair or strengthen RC beams has been repetitively studied and proven feasible. However, the use of combined repair techniques and applying that method to both plain and FRC beams can maximize the shear capacity of RC shear deficient beams. A total of twelve slender beams were tested under four-point bending. The test parameters included CFRP layout, number of layers and fiber direction, injecting cracks before applying repairing sheets, enhancing the flexural capacity to differentiate between shear repair and strengthening techniques, and concrete matrix types. The findings revealed that applying CFRP sheets increased the overall shear capacity, the amount and orientation of wrapping is of prime importance in both repairing and strengthening, CFRP wrapping could change the failure mode from shear to flexural shear, the use of crack injection combined to CFRP wrapping further improved the shear capacity while, applying the previous method to FRC beams enhanced both shear capacity and failure ductility. Acceptable agreement was found between predicted shear capacities using the Canadian code and the experimental results of the current study. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=CFRP" title="CFRP">CFRP</a>, <a href="https://publications.waset.org/abstracts/search?q=FRC" title=" FRC"> FRC</a>, <a href="https://publications.waset.org/abstracts/search?q=repair" title=" repair"> repair</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20strengthening" title=" shear strengthening"> shear strengthening</a> </p> <a href="https://publications.waset.org/abstracts/28345/repair-and-strengthening-of-plain-and-frc-shear-deficient-beams-using-externally-bonded-cfrp-sheets" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/28345.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">349</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">5319</span> A Comparative Study on Behavior Among Different Types of Shear Connectors using Finite Element Analysis</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Mohd%20Tahseen%20Islam%20Talukder">Mohd Tahseen Islam Talukder</a>, <a href="https://publications.waset.org/abstracts/search?q=Sheikh%20Adnan%20Enam"> Sheikh Adnan Enam</a>, <a href="https://publications.waset.org/abstracts/search?q=Latifa%20Akter%20Lithi"> Latifa Akter Lithi</a>, <a href="https://publications.waset.org/abstracts/search?q=Soebur%20Rahman"> Soebur Rahman</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Composite structures have made significant advances in construction applications during the last few decades. Composite structures are composed of structural steel shapes and reinforced concrete combined with shear connectors, which benefit each material's unique properties. Significant research has been conducted on different types of connectors’ behavior and shear capacity. Moreover, the AISC 360-16 “Specification for Steel Structural Buildings” consists of a formula for channel shear connectors' shear capacity. This research compares the behavior of C type and L type shear connectors using Finite Element Analysis. Experimental results from published literature are used to validate the finite element models. The 3-D Finite Element Model (FEM) was built using ABAQUS 2017 to investigate non-linear capabilities and the ultimate load-carrying potential of the connectors using push-out tests. The changes in connector dimensions were analyzed using this non-linear model in parametric investigations. The parametric study shows that by increasing the length of the shear connector by 10 mm, its shear strength increases by 21%. Shear capacity increased by 13% as the height was increased by 10 mm. The thickness of the specimen was raised by 1 mm, resulting in a 2% increase in shear capacity. However, the shear capacity of channel connectors was reduced by 21% due to an increase of thickness by 2 mm. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=finite%20element%20method" title="finite element method">finite element method</a>, <a href="https://publications.waset.org/abstracts/search?q=channel%20shear%20connector" title=" channel shear connector"> channel shear connector</a>, <a href="https://publications.waset.org/abstracts/search?q=angle%20shear%20connector" title=" angle shear connector"> angle shear connector</a>, <a href="https://publications.waset.org/abstracts/search?q=ABAQUS" title=" ABAQUS"> ABAQUS</a>, <a href="https://publications.waset.org/abstracts/search?q=composite%20structure" title=" composite structure"> composite structure</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20connector" title=" shear connector"> shear connector</a>, <a href="https://publications.waset.org/abstracts/search?q=parametric%20study" title=" parametric study"> parametric study</a>, <a href="https://publications.waset.org/abstracts/search?q=ultimate%20shear%20capacity" title=" ultimate shear capacity"> ultimate shear capacity</a>, <a href="https://publications.waset.org/abstracts/search?q=push-out%20test" title=" push-out test"> push-out test</a> </p> <a href="https://publications.waset.org/abstracts/148299/a-comparative-study-on-behavior-among-different-types-of-shear-connectors-using-finite-element-analysis" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/148299.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">125</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">5318</span> Application Research on Large Profiled Statues of Steel-Concrete Composite Shear Wall </h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Zhao%20Cai-qi">Zhao Cai-qi</a>, <a href="https://publications.waset.org/abstracts/search?q=Ma%20Jun"> Ma Jun </a> </p> <p class="card-text"><strong>Abstract:</strong></p> Twin steel plates-concrete composite shear walls are composed of a pair of steel plate layers and a concrete layer sandwiched between them, which have the characteristics of both reinforced concrete shear walls and steel plate shear walls. Twin steel plates-composite shear walls contain very high ultimate bearing capacity and ductility, which have great potential to be applied in the super high-rise buildings and special structures. In this paper, we analyzed the basic characteristics and stress mechanism of the twin steel plates-composite shear walls. Specifically, we analyzed the effects of the steel plate thickness, wall thickness and concrete strength on the bearing capacity of the twin steel plates-composite shear walls. The analysis results indicate that：（1）the initial shear stiffness and ultimate shear-carrying capacity is not significantly affected by the thickness of concrete wall but by the class of concrete,（2）both factors significantly impact the shear distribution of the shear walls in ultimate shear-carrying capacity. The technique of twin steel plates-composite shear walls has been successfully applied in the construction of a 88-meter Huge Statue of Buddha located in Hunan Province, China. The analysis results and engineering experiences showed that the twin steel plates-composite shear walls have great potential for future research and applications. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=twin%20steel%20plates-concrete%20composite%20shear%20wall" title="twin steel plates-concrete composite shear wall">twin steel plates-concrete composite shear wall</a>, <a href="https://publications.waset.org/abstracts/search?q=huge%20statue%20of%20Buddha" title=" huge statue of Buddha"> huge statue of Buddha</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20capacity" title=" shear capacity"> shear capacity</a>, <a href="https://publications.waset.org/abstracts/search?q=initial%20lateral%20stiffness" title=" initial lateral stiffness"> initial lateral stiffness</a>, <a href="https://publications.waset.org/abstracts/search?q=overturning%20moment%20bearing" title=" overturning moment bearing"> overturning moment bearing</a> </p> <a href="https://publications.waset.org/abstracts/31153/application-research-on-large-profiled-statues-of-steel-concrete-composite-shear-wall" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/31153.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">403</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">5317</span> Shear Behavior of Steel-Fiber-Reinforced Precast/Prestressed Concrete Hollow Core Slabs</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Thi%20Nguyet%20Hang%20Nguyen">Thi Nguyet Hang Nguyen</a>, <a href="https://publications.waset.org/abstracts/search?q=Kang%20Hai%20Tan"> Kang Hai Tan</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Precast/prestressed concrete hollow core (PCHC) slabs, especially ones with depth more than 300 mm, are susceptible to web-shear failure. The reasons lie on the fact that the production process of PCHC slabs, i.e., the extrusion method (the most common method to cast PCHC slabs nowadays), does not allow them to contain any shear reinforcement. Moreover, due to the presence of the longitudinal voids, cross sections of PCHC slabs are reduced. Therefore, the shear capacity of the slabs depends solely on the tensile strength of concrete which is relatively low. Given that shear is a major concern in using hollow-core slabs, this paper investigates the possibility of adopting steel fibers in PCHC slabs produced by the extrusion method to enhance the shear capacity of the slabs. Three full-scale PCHC slabs with and without hooked-steel fibers were cast and tested until failure. Three different volumetric fiber contents of 0, 0.51 and 0.89% were investigated. The test results showed that there were substantial increases in shear capacity and ductility with the use of hooked-steel fibers. Ultimate shear strength increased with fiber content. In addition, while the specimen without steel fibers and the one with the steel-fiber volume fraction of 0.51% failed in web-shear mode, the specimen with the higher fiber content (0.89%) collapsed in flexural-shear mode. However, as the hooked-steel fibers with the fiber content of 0.89% were used, difficulties in concrete consolidation were observed while concrete was being cast. This could lead to a lower ultimate shear capacity due to a poorer bond between the concrete and the steel fibers. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=hollow-core%20slabs" title="hollow-core slabs">hollow-core slabs</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=steel%20fibers" title=" steel fibers"> steel fibers</a>, <a href="https://publications.waset.org/abstracts/search?q=web-shear%20failure" title=" web-shear failure"> web-shear failure</a> </p> <a href="https://publications.waset.org/abstracts/108492/shear-behavior-of-steel-fiber-reinforced-precastprestressed-concrete-hollow-core-slabs" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/108492.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">172</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">5316</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">5315</span> Code Evaluation on Web-Shear Capacity of Presstressed Hollow-Core Slabs </h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Min-Kook%20Park">Min-Kook Park</a>, <a href="https://publications.waset.org/abstracts/search?q=Deuck%20Hang%20Lee"> Deuck Hang Lee</a>, <a href="https://publications.waset.org/abstracts/search?q=Hyun%20Mo%20Yang"> Hyun Mo Yang</a>, <a href="https://publications.waset.org/abstracts/search?q=Jae%20Hyun%20Kim"> Jae Hyun Kim</a>, <a href="https://publications.waset.org/abstracts/search?q=Kang%20Su%20Kim"> Kang Su Kim</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Prestressed hollow-core slabs (HCS) are structurally optimized precast units with light-weight hollowed-sections and very economical due to the mass production by a unique production method. They have been thus widely used in the precast concrete constructions in many countries all around the world. It is, however, difficult to provide shear reinforcement in HCS units produced by the extrusion method, and thus all the shear forces should be resisted solely by concrete webs in the HCS units. This means that, for the HCS units, it is very important to estimate the contribution of web concrete to the shear resistance accurately. In design codes, however, the shear strengths for HCS units are estimated by the same equations that are used for typical prestressed concrete members, which were determined from the calibrations to experimental results of conventional prestressed concrete members other than HCS units. In this study, therefore, shear test results of HCS members with a wide range of influential variables were collected, and the shear strength equations in design codes were thoroughly examined by comparing to the experimental results in the shear database of HCS members. Acknowledgement: This research was supported by Basic Science Research Program through the National Research Foundation of Korea(NRF) funded by the Ministry of Science, ICT & Future Planning(NRF-2016R1A2B2010277). <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=hollow-core" title="hollow-core">hollow-core</a>, <a href="https://publications.waset.org/abstracts/search?q=web-shear" title=" web-shear"> web-shear</a>, <a href="https://publications.waset.org/abstracts/search?q=precast%20concrete" title=" precast concrete"> precast concrete</a>, <a href="https://publications.waset.org/abstracts/search?q=prestress" title=" prestress"> prestress</a>, <a href="https://publications.waset.org/abstracts/search?q=capacity" title=" capacity"> capacity</a> </p> <a href="https://publications.waset.org/abstracts/75859/code-evaluation-on-web-shear-capacity-of-presstressed-hollow-core-slabs" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/75859.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">506</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">5314</span> Effect of Anisotropy and Heterogeneity on Bearing Capacity of Shallow Foundations</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=S.%20A.%20Naeini">S. A. Naeini</a>, <a href="https://publications.waset.org/abstracts/search?q=A.%20Mahigir"> A. Mahigir</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Naturally occurring cohesive soil deposits are inherently anisotropic with respect to different properties amongst which is the shear strength. The anisotropy is primary due to the process of sedimentation followed by predominantly one-dimensional consolidation. However, most soils in their natural states exhibit some anisotropy with respect to shear strength and some non-homogeneity with respect to depth. In this paper the standard Mohr-Coulomb yield criterion was modified to consider the anisotropic shear strength properties. The term non-homogeneity used in this paper refers to only the cohesion intercept which is assumed to vary linearly with depth. The effect of both anisotropy and deterministic non-homogeneity on bearing capacity of shallow foundation was investigated using finite difference method. Result of numerical analysis indicates that the cohesion anisotropy has a significant effect on bearing capacity of shallow foundation. Furthermore, the linear and bilinear heterogeneity affects the bearing capacity in a similar way although the anisotropy issue emerges to be more important as far as shallow foundations are considered. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=anisotropic%20ratio" title="anisotropic ratio">anisotropic ratio</a>, <a href="https://publications.waset.org/abstracts/search?q=finite%20difference%20analysis" title=" finite difference analysis"> finite difference analysis</a>, <a href="https://publications.waset.org/abstracts/search?q=bearing%20capacity" title=" bearing capacity"> bearing capacity</a>, <a href="https://publications.waset.org/abstracts/search?q=heterogeneity" title=" heterogeneity"> heterogeneity</a> </p> <a href="https://publications.waset.org/abstracts/73977/effect-of-anisotropy-and-heterogeneity-on-bearing-capacity-of-shallow-foundations" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/73977.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">268</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">5313</span> Punching Shear Behavior of RC Column Footing on Stabilized Ground</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Sukanta%20K.%20Shill">Sukanta K. Shill</a>, <a href="https://publications.waset.org/abstracts/search?q=Md.%20M.%20Hoque"> Md. M. Hoque</a>, <a href="https://publications.waset.org/abstracts/search?q=Md.%20Shaifullah"> Md. Shaifullah</a> </p> <p class="card-text"><strong>Abstract:</strong></p> An experiment on the punching of RC column footing, comparison of test result to established different codes for punching shear calculation of column footings is presented in the paper. The principal aim of this study is to investigate the punching shear behavior of an isolated column footing using brick aggregate as coarse aggregate. Consequence, a RC model footing was constructed on a stabilized soil and tested the footing under field condition. The test result yields that the experimental punching shear capacity is greater than all the theoretical punching shear capacities obtained by using different codes of practices. It can be stated that BNBC 1993, as well as ACI 318, 2002 code formulae are very conservative in predicting the punching shear resistance of RC footing, whereas the CEB-FIP MC, 1990 formula and Eurocode2 formula are less conservative in predicting the punching shear resistance of footing. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=footing" title="footing">footing</a>, <a href="https://publications.waset.org/abstracts/search?q=punching%20shear" title=" punching shear"> punching shear</a>, <a href="https://publications.waset.org/abstracts/search?q=field%20condition" title=" field condition"> field condition</a>, <a href="https://publications.waset.org/abstracts/search?q=stabilized%20soil" title=" stabilized soil"> stabilized soil</a>, <a href="https://publications.waset.org/abstracts/search?q=brick%20aggregate" title=" brick aggregate"> brick aggregate</a> </p> <a href="https://publications.waset.org/abstracts/17204/punching-shear-behavior-of-rc-column-footing-on-stabilized-ground" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/17204.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">409</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">5312</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">5311</span> Investigation on the Behavior of Conventional Reinforced Coupling Beams</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Akash%20K.%20Walunj">Akash K. Walunj</a>, <a href="https://publications.waset.org/abstracts/search?q=Dipendu%20Bhunia"> Dipendu Bhunia</a>, <a href="https://publications.waset.org/abstracts/search?q=Samarth%20Gupta"> Samarth Gupta</a>, <a href="https://publications.waset.org/abstracts/search?q=Prabhat%20Gupta"> Prabhat Gupta</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Coupled shear walls consist of two shear walls connected intermittently by beams along the height. The behavior of coupled shear walls is mainly governed by the coupling beams. The coupling beams are designed for ductile inelastic behavior in order to dissipate energy. The base of the shear walls may be designed for elastic or ductile inelastic behavior. The amount of energy dissipation depends on the yield moment capacity and plastic rotation capacity of the coupling beams. In this paper, an analytical model of coupling beam was developed to calculate the rotations and moment capacities of coupling beam with conventional reinforcement. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=design%20studies" title="design studies">design studies</a>, <a href="https://publications.waset.org/abstracts/search?q=computational%20model%28s%29" title=" computational model(s)"> computational model(s)</a>, <a href="https://publications.waset.org/abstracts/search?q=case%20study%2Fstudies" title=" case study/studies"> case study/studies</a>, <a href="https://publications.waset.org/abstracts/search?q=modelling" title=" modelling"> modelling</a>, <a href="https://publications.waset.org/abstracts/search?q=coupling%20beam" title=" coupling beam"> coupling beam</a> </p> <a href="https://publications.waset.org/abstracts/3310/investigation-on-the-behavior-of-conventional-reinforced-coupling-beams" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/3310.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">476</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">5310</span> Fracture Mechanics Modeling of a Shear-Cracked RC Beams Shear-Strengthened with FRP Sheets</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Shahriar%20Shahbazpanahi">Shahriar Shahbazpanahi</a>, <a href="https://publications.waset.org/abstracts/search?q=Alaleh%20Kamgar"> Alaleh Kamgar </a> </p> <p class="card-text"><strong>Abstract:</strong></p> So far, the conventional experimental and theoretical analysis in fracture mechanics have been applied to study concrete flexural- cracked beams, which are strengthened using fiber reinforced polymer (FRP) composite sheets. However, there is still little knowledge about the shear capacity of a side face FRP- strengthened shear-cracked beam. A numerical analysis is herein presented to model the fracture mechanics of a four-point RC beam, with two inclined initial notch on the supports, which is strengthened with side face FRP sheets. In the present study, the shear crack is forced to conduct by using an initial notch in supports. The ABAQUS software is used to model crack propagation by conventional cohesive elements. It is observed that the FRP sheets play important roles in preventing the propagation of shear cracks. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=crack" title="crack">crack</a>, <a href="https://publications.waset.org/abstracts/search?q=FRP" title=" FRP"> FRP</a>, <a href="https://publications.waset.org/abstracts/search?q=shear" title=" shear"> shear</a>, <a href="https://publications.waset.org/abstracts/search?q=strengthening" title=" strengthening"> strengthening</a> </p> <a href="https://publications.waset.org/abstracts/25999/fracture-mechanics-modeling-of-a-shear-cracked-rc-beams-shear-strengthened-with-frp-sheets" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/25999.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">550</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">5309</span> Finite Element Analysis of Reinforced Structural Walls</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Mintesinot%20Teshome%20Mengsha">Mintesinot Teshome Mengsha</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Reinforced concrete structural walls are provided in structures to decrease horizontal displacements under seismic loads. The cyclic lateral load resistance capacity of a structural wall is controlled by two parameters, the strength and the ductility; it is better to have the shear strength somewhat greater than the compression to prevent shear failure, which is brittle, sudden and of serious consequence. Due to architectural and functional reasons, small openings are provided in this important structural part. The main objective of this study is to investigate the finite element of RC structural walls with small openings subjected to cyclic load using the finite element approach. The experimental results in terms of load capacity, failure mode, crack pattern, flexural strength, shear strength, and deformation capacity. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=ABAQUS" title="ABAQUS">ABAQUS</a>, <a href="https://publications.waset.org/abstracts/search?q=finite%20element%20method" title=" finite element method"> finite element method</a>, <a href="https://publications.waset.org/abstracts/search?q=small%20openings" title=" small openings"> small openings</a>, <a href="https://publications.waset.org/abstracts/search?q=reinforced%20concrete%20structural%20walls" title=" reinforced concrete structural walls"> reinforced concrete structural walls</a> </p> <a href="https://publications.waset.org/abstracts/186309/finite-element-analysis-of-reinforced-structural-walls" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/186309.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">56</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">5308</span> Analytical Model to Predict the Shear Capacity of Reinforced Concrete Beams Externally Strengthened with CFRP Composites Conditions</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Rajai%20Al-Rousan">Rajai Al-Rousan</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This paper presents a proposed analytical model for predicting the shear strength of reinforced concrete beams strengthened with CFRP composites as external reinforcement. The proposed analytical model can predict the shear contribution of CFRP composites of RC beams with an acceptable coefficient of correlation with the tested results. Based on the comparison of the proposed model with the published well-known models (ACI model, Triantafillou model, and Colotti model), the ACI model had a wider range of 0.16 to 10.08 for the ratio between tested and predicted ultimate shears at failure. Also, an acceptable range of 0.27 to 2.78 for the ratio between tested and predicted ultimate shears by the Triantafillou model. Finally, the best prediction (the ratio between the tested and predicted ones) of the ultimate shear capacity is observed by using Colotti model with a range of 0.20 to 1.78. Thus, the contribution of the CFRP composites as external reinforcement can be predicted with high accuracy by using the proposed analytical model. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=predicting" title="predicting">predicting</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20capacity" title=" shear capacity"> shear capacity</a>, <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=beams" title=" beams"> beams</a>, <a href="https://publications.waset.org/abstracts/search?q=strengthened" title=" strengthened"> strengthened</a>, <a href="https://publications.waset.org/abstracts/search?q=externally" title=" externally"> externally</a>, <a href="https://publications.waset.org/abstracts/search?q=CFRP%20composites" title=" CFRP composites"> CFRP composites</a> </p> <a href="https://publications.waset.org/abstracts/60945/analytical-model-to-predict-the-shear-capacity-of-reinforced-concrete-beams-externally-strengthened-with-cfrp-composites-conditions" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/60945.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">229</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">5307</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">5306</span> Finite Element Approach to Evaluate Time Dependent Shear Behavior of Connections in Hybrid Steel-PC Girder under Sustained Loading</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Mohammad%20Najmol%20Haque">Mohammad Najmol Haque</a>, <a href="https://publications.waset.org/abstracts/search?q=Takeshi%20Maki"> Takeshi Maki</a>, <a href="https://publications.waset.org/abstracts/search?q=Jun%20Sasaki"> Jun Sasaki</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Headed stud shear connections are widely used in the junction or embedded zone of hybrid girder to achieve whole composite action with continuity that can sustain steel-concrete interfacial tensile and shear forces. In Japan, Japan Road Association (JRA) specifications are used for hybrid girder design that utilizes very low level of stud capacity than those of American Institute of Steel Construction (AISC) specifications, Japan Society of Civil Engineers (JSCE) specifications and EURO code. As low design shear strength is considered in design of connections, the time dependent shear behavior due to sustained external loading is not considered, even not fully studied. In this study, a finite element approach was used to evaluate the time dependent shear behavior for headed studs used as connections at the junction. This study clarified, how the sustained loading distinctively impacted on changing the interfacial shear of connections with time which was sensitive to lodging history, positions of flanges, neighboring studs, position of prestress bar and reinforcing bar, concrete strength, etc. and also identified a shear influence area. Stud strength was also confirmed through pushout tests. The outcome obtained from the study may provide an important basis and reference data in designing connections of hybrid girders with enhanced stud capacity with due consideration of their long-term shear behavior. <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=hybrid%20girder" title=" hybrid girder"> hybrid girder</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20connections" title=" shear connections"> shear connections</a>, <a href="https://publications.waset.org/abstracts/search?q=sustained%20loading" title=" sustained loading"> sustained loading</a>, <a href="https://publications.waset.org/abstracts/search?q=time%20dependent%20behavior" title=" time dependent behavior"> time dependent behavior</a> </p> <a href="https://publications.waset.org/abstracts/109092/finite-element-approach-to-evaluate-time-dependent-shear-behavior-of-connections-in-hybrid-steel-pc-girder-under-sustained-loading" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/109092.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">5305</span> Structural Behavior of Precast Foamed Concrete Sandwich Panel Subjected to Vertical In-Plane Shear Loading</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Y.%20H.%20Mugahed%20Amran">Y. H. Mugahed Amran</a>, <a href="https://publications.waset.org/abstracts/search?q=Raizal%20S.%20M.%20Rashid"> Raizal S. M. Rashid</a>, <a href="https://publications.waset.org/abstracts/search?q=Farzad%20Hejazi"> Farzad Hejazi</a>, <a href="https://publications.waset.org/abstracts/search?q=Nor%20Azizi%20Safiee"> Nor Azizi Safiee</a>, <a href="https://publications.waset.org/abstracts/search?q=A.%20A.%20Abang%20Ali"> A. A. Abang Ali</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Experimental and analytical studies were accomplished to examine the structural behavior of precast foamed concrete sandwich panel (PFCSP) under vertical in-plane shear load. PFCSP full-scale specimens with total number of six were developed with varying heights to study an important parameter slenderness ratio (H/t). The production technique of PFCSP and the procedure of test setup were described. The results obtained from the experimental tests were analysed in the context of in-plane shear strength capacity, load-deflection profile, load-strain relationship, slenderness ratio, shear cracking patterns and mode of failure. Analytical study of finite element analysis was implemented and the theoretical calculations of the ultimate in-plane shear strengths using the adopted ACI318 equation for reinforced concrete wall were determined aimed at predicting the in-plane shear strength of PFCSP. The decrease in slenderness ratio from 24 to 14 showed an increase of 26.51% and 21.91% on the ultimate in-plane shear strength capacity as obtained experimentally and in FEA models, respectively. The experimental test results, FEA models data and theoretical calculation values were compared and provided a significant agreement with high degree of accuracy. Therefore, on the basis of the results obtained, PFCSP wall has the potential use as an alternative to the conventional load-bearing wall system. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=deflection%20curves" title="deflection curves">deflection curves</a>, <a href="https://publications.waset.org/abstracts/search?q=foamed%20concrete%20%28FC%29" title=" foamed concrete (FC)"> foamed concrete (FC)</a>, <a href="https://publications.waset.org/abstracts/search?q=load-strain%20relationships" title=" load-strain relationships"> load-strain relationships</a>, <a href="https://publications.waset.org/abstracts/search?q=precast%20foamed%20concrete%20sandwich%20panel%20%28PFCSP%29" title=" precast foamed concrete sandwich panel (PFCSP)"> precast foamed concrete sandwich panel (PFCSP)</a>, <a href="https://publications.waset.org/abstracts/search?q=slenderness%20ratio" title=" slenderness ratio"> slenderness ratio</a>, <a href="https://publications.waset.org/abstracts/search?q=vertical%20in-plane%20shear%20strength%20capacity" title=" vertical in-plane shear strength capacity"> vertical in-plane shear strength capacity</a> </p> <a href="https://publications.waset.org/abstracts/49314/structural-behavior-of-precast-foamed-concrete-sandwich-panel-subjected-to-vertical-in-plane-shear-loading" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/49314.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">5304</span> Shear Strengthening of Reinforced Concrete Flat Slabs Using Prestressing Bars</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Haifa%20Saleh">Haifa Saleh</a>, <a href="https://publications.waset.org/abstracts/search?q=Kamiran%20Abduka"> Kamiran Abduka</a>, <a href="https://publications.waset.org/abstracts/search?q=Robin%20Kalfat"> Robin Kalfat</a>, <a href="https://publications.waset.org/abstracts/search?q=Riadh%20Al-Mahaidi"> Riadh Al-Mahaidi</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The effectiveness of using pre-stressing steel bars for shear strengthening of high strength reinforced concrete (RC) slabs was assessed. Two large-scale RC slabs were tested, one without shear reinforcement and the second strengthened against punching shear failure using pre-stressing steel bars. The two slabs had the same dimensions, flexural reinforcement ratio, loading and support arrangements. The experimental program including the method of strengthening, set up and instrumentation are described in this paper. The experimental results are analyzed and discussed in terms of the structural behavior of the RC slabs, the performance of pre-stressing steel bolts and failure modes. The results confirmed that the shear strengthening technique increased the shear capacity, ductility and yield capacity of the slab by up to 15%, 44%, and 22%, respectively compared to the unstrengthened slab. The strengthening technique also successfully contributed to changing the failure mode from a brittle punching shear mode to ductile flexural failure mode. Vic3D digital image correlation system (photogrammetry) was also used in this research. This technique holds several advantages over traditional contact instrumentations including that it is inexpensive, it produces results that are simple to analyze and it is remote visualization technique. The displacement profile along the span of the slab and rotation has been found and compared with the results obtained from traditional sensors. The performance of the photogrammetry technique was very good and the results of both measurements were in very close agreement. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=flat%20slab" title="flat slab">flat slab</a>, <a href="https://publications.waset.org/abstracts/search?q=photogrammetry" title=" photogrammetry"> photogrammetry</a>, <a href="https://publications.waset.org/abstracts/search?q=punching%20shear" title=" punching shear"> punching shear</a>, <a href="https://publications.waset.org/abstracts/search?q=strengthening" title=" strengthening"> strengthening</a> </p> <a href="https://publications.waset.org/abstracts/89102/shear-strengthening-of-reinforced-concrete-flat-slabs-using-prestressing-bars" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/89102.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">164</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">5303</span> Numerical Analysis of Geosynthetic-Encased Stone Columns under Laterally Loads</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=M.%20Hossein%20Zade"> M. Hossein Zade</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Out of all methods for ground improvement, stone column became more popular these days due to its simple construction and economic consideration. Installation of stone column especially in loose fine graded soil causes increasing in load bearing capacity and settlement reduction. Encased granular stone columns (EGCs) are commonly subjected to vertical load. However, they may also be subjected to significant amount of shear loading. In this study, three-dimensional finite element (FE) analyses were conducted to estimate the shear load capacity of EGCs in sandy soil. Two types of different cases, stone column and geosynthetic encased stone column were studied at different normal pressures varying from 15 kPa to 75 kPa. Also, the effect of diameter in two cases was considered. A close agreement between the experimental and numerical curves of shear stress - horizontal displacement trend line is observed. The obtained result showed that, by increasing the normal pressure and diameter of stone column, higher shear strength is mobilized by soil; however, in the case of encased stone column, increasing the diameter had more dominated effect in mobilized shear strength. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=encased%20stone%20column" title="encased stone column">encased stone column</a>, <a href="https://publications.waset.org/abstracts/search?q=laterally%20load" title=" laterally load"> laterally load</a>, <a href="https://publications.waset.org/abstracts/search?q=ordinary%20stone%20column" title=" ordinary stone column"> ordinary stone column</a>, <a href="https://publications.waset.org/abstracts/search?q=validation" title=" validation"> validation</a> </p> <a href="https://publications.waset.org/abstracts/55939/numerical-analysis-of-geosynthetic-encased-stone-columns-under-laterally-loads" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/55939.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">369</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">5302</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">5301</span> Effective Width of Reinforced Concrete U-Shaped Walls Due to Shear Lag Effects</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ryan%20D.%20Hoult">Ryan D. Hoult</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The inherent assumption in the elementary theory of bending that plane sections remain plane is commonly used in the design of reinforced concrete members. However, in reality, a shear flow would develop in non-rectangular sections, where the longitudinal strains in between the web and flanges of the element would lag behind those at the boundary ends. This phenomenon, known as shear lag, can significantly reduce the expected moment capacity of non-rectangular reinforced concrete walls. This study focuses on shear lag effects in reinforced concrete U-shaped walls, which are commonly used as lateral load resisting elements in reinforced concrete buildings. An extensive number of finite element modelling analyses are conducted to estimate the vertical strain distributions across the web and flanges of a U-shaped wall with different axial load ratios and longitudinal reinforcement detailing. The results show that shear lag effects are prominent and sometimes significant in U-shaped walls, particularly for the wall sections perpendicular to the direction of loading. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=shear%20lag" title="shear lag">shear lag</a>, <a href="https://publications.waset.org/abstracts/search?q=walls" title=" walls"> walls</a>, <a href="https://publications.waset.org/abstracts/search?q=U-shaped" title=" U-shaped"> U-shaped</a>, <a href="https://publications.waset.org/abstracts/search?q=moment-curvature" title=" moment-curvature"> moment-curvature</a> </p> <a href="https://publications.waset.org/abstracts/92183/effective-width-of-reinforced-concrete-u-shaped-walls-due-to-shear-lag-effects" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/92183.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">211</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">5300</span> Story-Wise Distribution of Slit Dampers for Seismic Retrofit of RC Shear Wall Structures</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Minjung%20Kim">Minjung Kim</a>, <a href="https://publications.waset.org/abstracts/search?q=Hyunkoo%20Kang"> Hyunkoo Kang</a>, <a href="https://publications.waset.org/abstracts/search?q=Jinkoo%20Kim"> Jinkoo Kim</a> </p> <p class="card-text"><strong>Abstract:</strong></p> In this study, a seismic retrofit scheme for a reinforced concrete shear wall structure using steel slit dampers was presented. The stiffness and the strength of the slit damper used in the retrofit were verified by cyclic loading test. A genetic algorithm was applied to find out the optimum location of the slit dampers. The effects of the slit dampers on the seismic retrofit of the model were compared with those of jacketing shear walls. The seismic performance of the model structure with optimally positioned slit dampers was evaluated by nonlinear static and dynamic analyses. Based on the analysis results, the simple procedure for determining required damping ratio using capacity spectrum method along with the damper distribution pattern proportional to the inter-story drifts was validated. The analysis results showed that the seismic retrofit of the model structure using the slit dampers was more economical than the jacketing of the shear walls and that the capacity spectrum method combined with the simple damper distribution pattern led to satisfactory damper distribution pattern compatible with the solution obtained from the genetic algorithm. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=seismic%20retrofit" title="seismic retrofit">seismic retrofit</a>, <a href="https://publications.waset.org/abstracts/search?q=slit%20dampers" title=" slit dampers"> slit dampers</a>, <a href="https://publications.waset.org/abstracts/search?q=genetic%20algorithm" title=" genetic algorithm"> genetic algorithm</a>, <a href="https://publications.waset.org/abstracts/search?q=jacketing" title=" jacketing"> jacketing</a>, <a href="https://publications.waset.org/abstracts/search?q=capacity%20spectrum%20method" title=" capacity spectrum method"> capacity spectrum method</a> </p> <a href="https://publications.waset.org/abstracts/47979/story-wise-distribution-of-slit-dampers-for-seismic-retrofit-of-rc-shear-wall-structures" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/47979.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">275</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">5299</span> Nonlinear Analysis of Steel Fiber Reinforced Concrete Frames Considering Shear Behaviour of Members under Varying Axial Load</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Habib%20Akbarzadeh%20Bengar">Habib Akbarzadeh Bengar</a>, <a href="https://publications.waset.org/abstracts/search?q=Mohammad%20Asadi%20Kiadehi"> Mohammad Asadi Kiadehi</a>, <a href="https://publications.waset.org/abstracts/search?q=Ali%20Rameeh"> Ali Rameeh</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The result of the past earthquakes has shown that insufficient amount of stirrups and brittle behavior of concrete lead to the shear and flexural failure in reinforced concrete (RC) members. In this paper, an analytical model proposed to predict the nonlinear behavior of RC and SFRC elements and frames. In this model, some important parameter such as shear effect, varying axial load, and longitudinal bar buckling are considered. The results of analytical model were verified with experimental tests. The results of verification have shown that the proposed analytical model can predict the nonlinear behavior of RC and SFRC members and also frames accurately. In addition, the results have shown that use of steel fibers increased bearing capacity and ductility of RC frame. Due to this enhancement in shear strength and ductility, insufficient amount of stirrups, which resulted in shear failure, can be offset with usage of the steel fibers. In addition to the steps taken, to analyze the effects of fibers percentages on the bearing capacity and ductility of frames parametric studies have been performed to investigate of these effects. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=nonlinear%20analysis" title="nonlinear analysis">nonlinear analysis</a>, <a href="https://publications.waset.org/abstracts/search?q=SFRC%20frame" title=" SFRC frame"> SFRC frame</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20failure" title=" shear failure"> shear failure</a>, <a href="https://publications.waset.org/abstracts/search?q=varying%20an%20axial%20load" title=" varying an axial load"> varying an axial load</a> </p> <a href="https://publications.waset.org/abstracts/96894/nonlinear-analysis-of-steel-fiber-reinforced-concrete-frames-considering-shear-behaviour-of-members-under-varying-axial-load" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/96894.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">5298</span> Shear Strengthening of Reinforced Concrete Deep Beams Using Carbon Fiber Reinforced Polymers</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Hana%27%20Al-Ghanim">Hana' Al-Ghanim</a>, <a href="https://publications.waset.org/abstracts/search?q=Mu%27tasim%20Abdel-Jaber"> Mu'tasim Abdel-Jaber</a>, <a href="https://publications.waset.org/abstracts/search?q=Maha%20Alqam"> Maha Alqam</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This experimental investigation deals with shear strengthening of reinforced concrete (RC) deep beams using the externally bonded carbon fiber-reinforced polymer (CFRP) composites. The current study, therefore, evaluates the effectiveness of four various configurations for shear strengthening of deep beams with two different types of CFRP materials including sheets and laminates. For this purpose, a total of 10 specimens of deep beams were cast and tested. The shear performance of the strengthened beams is assessed with respect to the cracks’ formation, modes of failure, ultimate strength and the overall stiffness. The obtained results demonstrate the effectiveness of using the CFRP technique on enhancing the shear capacity of deep beams; however, the efficiency varies depending on the material used and the strengthening scheme adopted. Among the four investigated schemes, the highest increase in the ultimate strength is recorded by using the continuous wrap of two layers of CFRP sheets, exceeding a value of 86%, whereas an enhancement of about 36% is achieved by the inclined CFRP laminates. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=deep%20beams" title="deep beams">deep beams</a>, <a href="https://publications.waset.org/abstracts/search?q=laminates" title=" laminates"> laminates</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20strengthening" title=" shear strengthening"> shear strengthening</a>, <a href="https://publications.waset.org/abstracts/search?q=sheets" title=" sheets"> sheets</a> </p> <a href="https://publications.waset.org/abstracts/55807/shear-strengthening-of-reinforced-concrete-deep-beams-using-carbon-fiber-reinforced-polymers" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/55807.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">360</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">5297</span> Evaluation for Punching Shear Strength of Slab-Column Connections with Ultra High Performance Fiber-Reinforced Concrete Overlay</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=H.%20S.%20Youm">H. S. Youm</a>, <a href="https://publications.waset.org/abstracts/search?q=S.%20G.%20Hong"> S. G. Hong</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This paper presents the test results on 5 slab-column connection specimens with Ultra High Performance Fiber-Reinforced Concrete (UHPFRC) overlay including 1 control specimen to investigate retrofitting effect of UHPFRC overlay on the punching shear capacity. The test parameters were the thickness of the UHPFRC overlay and the amount of steel re-bars in it. All specimens failed in punching shear mode with abrupt failure aspect. The test results showed that by adding a thin layer of UHPFRC over the Reinforced Concrete (RC) substrates, considerable increases in global punching shear resistance up to 82% and structural rigidity were achieved. Furthermore, based on the cracking patterns the composite systems appeared to be governed by two failure modes: 1) diagonal shear failure in RC section and 2) debonding failure at the interface. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=punching%20shear%20strength" title="punching shear strength">punching shear strength</a>, <a href="https://publications.waset.org/abstracts/search?q=retrofit" title=" retrofit"> retrofit</a>, <a href="https://publications.waset.org/abstracts/search?q=slab-column%20connection" title=" slab-column connection"> slab-column connection</a>, <a href="https://publications.waset.org/abstracts/search?q=UHPFRC" title=" UHPFRC"> UHPFRC</a>, <a href="https://publications.waset.org/abstracts/search?q=UHPFRC%20overlay" title=" UHPFRC overlay"> UHPFRC overlay</a> </p> <a href="https://publications.waset.org/abstracts/80648/evaluation-for-punching-shear-strength-of-slab-column-connections-with-ultra-high-performance-fiber-reinforced-concrete-overlay" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/80648.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">258</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">5296</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">309</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">5295</span> Triplet Shear Tests on Retrofitted Brickwork Masonry Walls</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Berna%20Istegun">Berna Istegun</a>, <a href="https://publications.waset.org/abstracts/search?q=Erkan%20Celebi"> Erkan Celebi</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The main objective of this experimental study is to assess the shear strength and the crack behavior of the triplets built of perforated brickwork masonry elements. In order to observe the influence of shear resistance and energy dissipating before and after retrofitting applications by using the reinforcing system, static-cyclic shear tests were employed in the structural mechanics laboratory of Sakarya University. The reinforcing system is composed of hybrid multiaxial seismic fabric consisting of alkali resistant glass and polypropylene fibers. The plaster as bonding material used in the specimen’s retrofitting consists of expanded glass granular. In order to acquire exact measuring data about the failure behavior of the two mortar joints under shear stressing, vertical load-controlled cylinder having force capacity of 50 kN and loading rate of 1.5 mm/min. with an internal inductive displacement transducers is carried out perpendicular to the triplet specimens. In this study, a total of six triplet specimens with textile reinforcement were prepared for these shear bond tests. The three of them were produced as single-sided reinforced triplets with seismic fabric, while the others were strengthened on both sides. In addition, three triplet specimens without retrofitting and plaster were also tested as reference samples. The obtained test results were given in the manner of force-displacement relationships, ductility coefficients and shear strength parameters comparatively. It is concluded that two-side seismic textile applications on masonry elements with relevant plaster have considerably increased the sheer force resistance and the ductility capacity. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=expanded%20glass%20granular" title="expanded glass granular">expanded glass granular</a>, <a href="https://publications.waset.org/abstracts/search?q=perforated%20brickwork" title=" perforated brickwork"> perforated brickwork</a>, <a href="https://publications.waset.org/abstracts/search?q=retrofitting" title=" retrofitting"> retrofitting</a>, <a href="https://publications.waset.org/abstracts/search?q=seismic%20fabric" title=" seismic fabric"> seismic fabric</a>, <a href="https://publications.waset.org/abstracts/search?q=triplet%20shear%20tests" title=" triplet shear tests"> triplet shear tests</a> </p> <a href="https://publications.waset.org/abstracts/75476/triplet-shear-tests-on-retrofitted-brickwork-masonry-walls" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/75476.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">205</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">5294</span> Comparative Safety Performance Evaluation of Profiled Deck Composite Slab from the Use of Slope-Intercept and Partial Shear Methods</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Izian%20Abd.%20Karim">Izian Abd. Karim</a>, <a href="https://publications.waset.org/abstracts/search?q=Kachalla%20Mohammed"> Kachalla Mohammed</a>, <a href="https://publications.waset.org/abstracts/search?q=Nora%20Farah%20Abd%20Aznieta%20Aziz"> Nora Farah Abd Aznieta Aziz</a>, <a href="https://publications.waset.org/abstracts/search?q=Law%20Teik%20Hua"> Law Teik Hua </a> </p> <p class="card-text"><strong>Abstract:</strong></p> The economic use and ease of construction of profiled deck composite slab is marred with the complex and un-economic strength verification required for the serviceability and general safety considerations. Beside these, albeit factors such as shear span length, deck geometries and mechanical frictions greatly influence the longitudinal shear strength, that determines the ultimate strength of profiled deck composite slab, and number of methods available for its determination; partial shear and slope-intercept are the two methods according to Euro-code 4 provision. However, the complexity associated with shear behavior of profiled deck composite slab, the use of these methods in determining the load carrying capacities of such slab yields different and conflicting values. This couple with the time and cost constraint associated with the strength verification is a source of concern that draws more attentions nowadays, the issue is critical. Treating some of these known shear strength influencing factors as random variables, the load carrying capacity violation of profiled deck composite slab from the use of the two-methods defined according to Euro-code 4 are determined using reliability approach, and comparatively studied. The study reveals safety values from the use of m-k method shows good standing compared with that from the partial shear method. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=composite%20slab" title="composite slab">composite slab</a>, <a href="https://publications.waset.org/abstracts/search?q=first%20order%20reliability%20method" title=" first order reliability method"> first order reliability method</a>, <a href="https://publications.waset.org/abstracts/search?q=longitudinal%20shear" title=" longitudinal shear"> longitudinal shear</a>, <a href="https://publications.waset.org/abstracts/search?q=partial%20shear%20connection" title=" partial shear connection"> partial shear connection</a>, <a href="https://publications.waset.org/abstracts/search?q=slope-intercept" title=" slope-intercept"> slope-intercept</a> </p> <a href="https://publications.waset.org/abstracts/29262/comparative-safety-performance-evaluation-of-profiled-deck-composite-slab-from-the-use-of-slope-intercept-and-partial-shear-methods" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/29262.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">356</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">5293</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">5292</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">331</span> </span> </div> </div> <ul class="pagination"> <li class="page-item disabled"><span class="page-link">&lsaquo;</span></li> <li class="page-item active"><span class="page-link">1</span></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=shear%20capacity&page=2">2</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=shear%20capacity&page=3">3</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=shear%20capacity&page=4">4</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=shear%20capacity&page=5">5</a></li> <li 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