CINXE.COM

<!DOCTYPE html> <html lang="en" dir="ltr"> <head>  <script async src="https://www.googletagmanager.com/gtag/js?id=G-P63WKM1TM1"></script> <script> window.dataLayer = window.dataLayer || []; function gtag(){dataLayer.push(arguments);} gtag('js', new Date()); gtag('config', 'G-P63WKM1TM1'); </script>  <script type="text/javascript" > (function(m,e,t,r,i,k,a){m[i]=m[i]||function(){(m[i].a=m[i].a||[]).push(arguments)}; m[i].l=1*new Date(); for (var j = 0; j < document.scripts.length; j++) {if (document.scripts[j].src === r) { return; }} k=e.createElement(t),a=e.getElementsByTagName(t)[0],k.async=1,k.src=r,a.parentNode.insertBefore(k,a)}) (window, document, "script", "https://mc.yandex.ru/metrika/tag.js", "ym"); ym(55165297, "init", { clickmap:false, trackLinks:true, accurateTrackBounce:true, webvisor:false }); </script> <noscript><div><img src="https://mc.yandex.ru/watch/55165297" style="position:absolute; left:-9999px;" alt="" /></div></noscript>    <title>Search results for: shear strain</title> <meta name="description" content="Search results for: shear strain"> <meta name="keywords" content="shear strain"> <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 ml-auto" type="button" data-toggle="collapse" data-target="#navbarMenu" aria-controls="navbarMenu" aria-expanded="false" aria-label="Toggle navigation"> <span class="navbar-toggler-icon"></span> </button> <div class="w-100"> <div class="d-none d-lg-flex flex-row-reverse"> <form method="get" action="https://waset.org/search" class="form-inline my-2 my-lg-0"> <input class="form-control mr-sm-2" type="search" placeholder="Search Conferences" value="shear strain" name="q" aria-label="Search"> <button class="btn btn-light my-2 my-sm-0" type="submit"><i class="fas fa-search"></i></button> </form> </div> <div class="collapse navbar-collapse mt-1" id="navbarMenu"> <ul class="navbar-nav ml-auto align-items-center" id="mainNavMenu"> <li class="nav-item"> <a class="nav-link" href="https://waset.org/conferences" title="Conferences in 2024/2025/2026">Conferences</a> </li> <li class="nav-item"> <a class="nav-link" href="https://waset.org/disciplines" title="Disciplines">Disciplines</a> </li> <li class="nav-item"> <a class="nav-link" href="https://waset.org/committees" rel="nofollow">Committees</a> </li> <li class="nav-item dropdown"> <a class="nav-link dropdown-toggle" href="#" id="navbarDropdownPublications" role="button" data-toggle="dropdown" aria-haspopup="true" aria-expanded="false"> Publications </a> <div class="dropdown-menu" aria-labelledby="navbarDropdownPublications"> <a class="dropdown-item" href="https://publications.waset.org/abstracts">Abstracts</a> <a class="dropdown-item" href="https://publications.waset.org">Periodicals</a> <a class="dropdown-item" href="https://publications.waset.org/archive">Archive</a> </div> </li> <li class="nav-item"> <a class="nav-link" href="https://waset.org/page/support" title="Support">Support</a> </li> </ul> </div> </div> </nav> </div> </header> <main> <div class="container mt-4"> <div class="row"> <div class="col-md-9 mx-auto"> <form method="get" action="https://publications.waset.org/abstracts/search"> <div 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 strain"> <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> 2744</div> </div> </div> </div> <h1 class="mt-3 mb-3 text-center" style="font-size:1.6rem;">Search results for: shear strain</h1> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">2744</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. Güler</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">2743</span> The Application of Distributed Optical Strain Sensing to Measure Rock Bolt Deformation Subject to Bedding Shear</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Thomas%20P.%20Roper">Thomas P. Roper</a>, <a href="https://publications.waset.org/abstracts/search?q=Brad%20Forbes"> Brad Forbes</a>, <a href="https://publications.waset.org/abstracts/search?q=Jurij%20Karlov%C5%A1ek"> Jurij Karlovšek</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Shear displacement along bedding defects is a well-recognised behaviour when tunnelling and mining in stratified rock. This deformation can affect the durability and integrity of installed rock bolts. In-situ monitoring of rock bolt deformation under bedding shear cannot be accurately derived from traditional strain gauge bolts as sensors are too large and spaced too far apart to accurately assess concentrated displacement along discrete defects. A possible solution to this is the use of fiber optic technologies developed for precision monitoring. Distributed Optic Sensor (DOS) embedded rock bolts were installed in a tunnel project with the aim of measuring the bolt deformation profile under significant shear displacements. This technology successfully measured the 3D strain distribution along the bolts when subjected to bedding shear and resolved the axial and lateral strain constituents in order to determine the deformational geometry of the bolts. The results are compared well with the current visual method for monitoring shear displacement using borescope holes, considering this method as suitable. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=distributed%20optical%20strain%20sensing" title="distributed optical strain sensing">distributed optical strain sensing</a>, <a href="https://publications.waset.org/abstracts/search?q=rock%20bolt" title=" rock bolt"> rock bolt</a>, <a href="https://publications.waset.org/abstracts/search?q=bedding%20shear" title=" bedding shear"> bedding shear</a>, <a href="https://publications.waset.org/abstracts/search?q=sandstone%20tunnel" title=" sandstone tunnel"> sandstone tunnel</a> </p> <a href="https://publications.waset.org/abstracts/112478/the-application-of-distributed-optical-strain-sensing-to-measure-rock-bolt-deformation-subject-to-bedding-shear" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/112478.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">2742</span> Investigation of Extreme Gradient Boosting Model Prediction of Soil Strain-Shear Modulus</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=Reza%20Bushehri"> Reza Bushehri</a> </p> <p class="card-text"><strong>Abstract:</strong></p> One of the principal parameters defining the clay soil dynamic response is the strain-shear modulus relation. Predicting the strain and, subsequently, shear modulus reduction of the soil is essential for performance analysis of structures exposed to earthquake and dynamic loadings. Many soil properties affect soil’s dynamic behavior. In order to capture those effects, in this study, a database containing 1193 data points consists of maximum shear modulus, strain, moisture content, initial void ratio, plastic limit, liquid limit, initial confining pressure resulting from dynamic laboratory testing of 21 clays is collected for predicting the shear modulus vs. strain curve of soil. A model based on an extreme gradient boosting technique is proposed. A tree-structured parzan estimator hyper-parameter tuning algorithm is utilized simultaneously to find the best hyper-parameters for the model. The performance of the model is compared to the existing empirical equations using the coefficient of correlation and root mean square error. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=XGBoost" title="XGBoost">XGBoost</a>, <a href="https://publications.waset.org/abstracts/search?q=hyper-parameter%20tuning" title=" hyper-parameter tuning"> hyper-parameter tuning</a>, <a href="https://publications.waset.org/abstracts/search?q=soil%20shear%20modulus" title=" soil shear modulus"> soil shear modulus</a>, <a href="https://publications.waset.org/abstracts/search?q=dynamic%20response" title=" dynamic response"> dynamic response</a> </p> <a href="https://publications.waset.org/abstracts/141477/investigation-of-extreme-gradient-boosting-model-prediction-of-soil-strain-shear-modulus" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/141477.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">201</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">2741</span> The Small Strain Effects to the Shear Strength and Maximum Stiffness of Post-Cyclic Degradation of Hemic Peat Soil</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Z.%20Adnan">Z. Adnan</a>, <a href="https://publications.waset.org/abstracts/search?q=M.%20M.%20Habib"> M. M. Habib</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The laboratory tests for measuring the effects of small strain to the shear strength and maximum stiffness development of post-cyclic degradation of hemic peat are reviewed in this paper. A series of laboratory testing has been conducted to fulfil the objective of this research to study the post-cyclic behaviour of peat soil and focuses on the small strain characteristics. For this purpose, a number of strain-controlled static, cyclic and post-cyclic triaxial tests were carried out in undrained condition on hemic peat soil. The shear strength and maximum stiffness of hemic peat are evaluated immediately after post-cyclic monotonic testing. There are two soil samples taken from West Johor and East Malaysia peat soil. Based on these laboratories and field testing data, it was found that the shear strength and maximum stiffness of peat soil decreased in post-cyclic monotonic loading than its initial shear strength and stiffness. In particular, degradation in shear strength and stiffness is more sensitive for peat soil due to fragile and uniform fibre structures. Shear strength of peat soil, τ<sub>max</sub> = 12.53 kPa (Beaufort peat, BFpt) and 36.61 kPa (Parit Nipah peat, PNpt) decreased than its initial 58.46 kPa and 91.67 kPa. The maximum stiffness, G<sub>max</sub> = 0.23 and 0.25 decreased markedly with post-cyclic, G<sub>max</sub> = 0.04 and 0.09. Simple correlations between the G<sub>max</sub> and the τ<sub>max</sub> effects due to small strain, ε = 0.1, the G<sub>max</sub> values for post-cyclic are relatively low compared to its initial G<sub>max</sub>. As a consequence, the reported values and patterns of both the West Johor and East Malaysia peat soil are generally the same. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=post-cyclic" title="post-cyclic">post-cyclic</a>, <a href="https://publications.waset.org/abstracts/search?q=strain" title=" strain"> strain</a>, <a href="https://publications.waset.org/abstracts/search?q=maximum%20stiffness" title=" maximum stiffness"> maximum stiffness</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/65062/the-small-strain-effects-to-the-shear-strength-and-maximum-stiffness-of-post-cyclic-degradation-of-hemic-peat-soil" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/65062.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">302</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">2740</span> Shear Buckling of a Large Pultruded Composite I-Section under Asymmetric Loading</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Jin%20Y.%20Park">Jin Y. Park</a>, <a href="https://publications.waset.org/abstracts/search?q=Jeong%20Wan%20Lee"> Jeong Wan Lee</a> </p> <p class="card-text"><strong>Abstract:</strong></p> An experimental and analytical research on shear buckling of a comparably large polymer composite I-section is presented. It is known that shear buckling load of a large span composite beam is difficult to determine experimentally. In order to sensitively detect shear buckling of the tested I-section, twenty strain rosettes and eight displacement sensors were applied and attached on the web and flange surfaces. The tested specimen was a pultruded composite beam made of vinylester resin, E-glass, carbon fibers and micro-fillers. Various coupon tests were performed before the shear buckling test to obtain fundamental material properties of the I-section. An asymmetric four-point bending loading scheme was utilized for the shear test. The loading scheme resulted a high shear and almost zeros moment condition at the center of the web panel. The shear buckling load was successfully determined after analyzing the obtained test data from strain rosettes and displacement sensors. An analytical approach was also performed to verify the experimental results and to support the discussed experimental program. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=strain%20sensor" title="strain sensor">strain sensor</a>, <a href="https://publications.waset.org/abstracts/search?q=displacement%20sensor" title=" displacement sensor"> displacement sensor</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20buckling" title=" shear buckling"> shear buckling</a>, <a href="https://publications.waset.org/abstracts/search?q=polymer%20composite%20I-section" title=" polymer composite I-section"> polymer composite I-section</a>, <a href="https://publications.waset.org/abstracts/search?q=asymmetric%20loading" title=" asymmetric loading"> asymmetric loading</a> </p> <a href="https://publications.waset.org/abstracts/23154/shear-buckling-of-a-large-pultruded-composite-i-section-under-asymmetric-loading" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/23154.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">452</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">2739</span> Full-Field Estimation of Cyclic Threshold Shear Strain</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=E.%20E.%20S.%20Uy">E. E. S. Uy</a>, <a href="https://publications.waset.org/abstracts/search?q=T.%20Noda"> T. Noda</a>, <a href="https://publications.waset.org/abstracts/search?q=K.%20Nakai"> K. Nakai</a>, <a href="https://publications.waset.org/abstracts/search?q=J.%20R.%20Dungca"> J. R. Dungca</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Cyclic threshold shear strain is the cyclic shear strain amplitude that serves as the indicator of the development of pore water pressure. The parameter can be obtained by performing either cyclic triaxial test, shaking table test, cyclic simple shear or resonant column. In a cyclic triaxial test, other researchers install measuring devices in close proximity of the soil to measure the parameter. In this study, an attempt was made to estimate the cyclic threshold shear strain parameter using full-field measurement technique. The technique uses a camera to monitor and measure the movement of the soil. For this study, the technique was incorporated in a strain-controlled consolidated undrained cyclic triaxial test. Calibration of the camera was first performed to ensure that the camera can properly measure the deformation under cyclic loading. Its capacity to measure deformation was also investigated using a cylindrical rubber dummy. Two-dimensional image processing was implemented. Lucas and Kanade optical flow algorithm was applied to track the movement of the soil particles. Results from the full-field measurement technique were compared with the results from the linear variable displacement transducer. A range of values was determined from the estimation. This was due to the nonhomogeneous deformation of the soil observed during the cyclic loading. The minimum values were in the order of 10-2% in some areas of the specimen. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=cyclic%20loading" title="cyclic loading">cyclic loading</a>, <a href="https://publications.waset.org/abstracts/search?q=cyclic%20threshold%20shear%20strain" title=" cyclic threshold shear strain"> cyclic threshold shear strain</a>, <a href="https://publications.waset.org/abstracts/search?q=full-field%20measurement" title=" full-field measurement"> full-field measurement</a>, <a href="https://publications.waset.org/abstracts/search?q=optical%20flow" title=" optical flow"> optical flow</a> </p> <a href="https://publications.waset.org/abstracts/76850/full-field-estimation-of-cyclic-threshold-shear-strain" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/76850.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">235</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">2738</span> Influence of Different Asymmetric Rolling Processes on Shear Strain</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Alexander%20Pesin">Alexander Pesin</a>, <a href="https://publications.waset.org/abstracts/search?q=Denis%20Pustovoytov"> Denis Pustovoytov</a>, <a href="https://publications.waset.org/abstracts/search?q=Mikhail%20Sverdlik"> Mikhail Sverdlik</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Materials with ultrafine-grained structure and unique physical and mechanical properties can be obtained by methods of severe plastic deformation, which include processes of asymmetric rolling (AR). Asymmetric rolling is a very effective way to create ultrafine-grained structures of metals and alloys. Since the asymmetric rolling is a continuous process, it has great potential for industrial production of ultrafine-grained structure sheets. Basic principles of asymmetric rolling are described in detail in scientific literature. In this work finite element modeling of asymmetric rolling and metal forming processes in multiroll gauge was performed. Parameters of the processes which allow achieving significant values of shear strain were defined. The results of the study will be useful for the research of the evolution of ultra-fine metal structure in asymmetric rolling. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=asymmetric%20rolling" title="asymmetric rolling">asymmetric rolling</a>, <a href="https://publications.waset.org/abstracts/search?q=equivalent%20strain" title=" equivalent strain"> equivalent strain</a>, <a href="https://publications.waset.org/abstracts/search?q=FEM" title=" FEM"> FEM</a>, <a href="https://publications.waset.org/abstracts/search?q=multiroll%20gauge" title=" multiroll gauge"> multiroll gauge</a>, <a href="https://publications.waset.org/abstracts/search?q=profile" title=" profile"> profile</a>, <a href="https://publications.waset.org/abstracts/search?q=severe%20plastic%20deformation" title=" severe plastic deformation"> severe plastic deformation</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20strain" title=" shear strain"> shear strain</a>, <a href="https://publications.waset.org/abstracts/search?q=sheet" title=" sheet"> sheet</a> </p> <a href="https://publications.waset.org/abstracts/6490/influence-of-different-asymmetric-rolling-processes-on-shear-strain" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/6490.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">266</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">2737</span> Effect of Subsequent Drying and Wetting on the Small Strain Shear Modulus of Unsaturated Soils</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=A.%20Khosravi">A. Khosravi</a>, <a href="https://publications.waset.org/abstracts/search?q=S.%20Ghadirian"> S. Ghadirian</a>, <a href="https://publications.waset.org/abstracts/search?q=J.%20S.%20McCartney"> J. S. McCartney</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Evaluation of the seismic-induced settlement of an unsaturated soil layer depends on several variables, among which the small strain shear modulus, Gmax, and soil’s state of stress have been demonstrated to be of particular significance. Recent interpretation of trends in Gmax revealed considerable effects of the degree of saturation and hydraulic hysteresis on the shear stiffness of soils in unsaturated states. Accordingly, the soil layer is expected to experience different settlement behaviors depending on the soil saturation and seasonal weathering conditions. In this study, a semi-empirical formulation was adapted to extend an existing Gmax model to infer hysteretic effects along different paths of the SWRC including scanning curves. The suitability of the proposed approach is validated against experimental results from a suction-controlled resonant column test and from data reported in literature. The model was observed to follow the experimental data along different paths of the SWRC, and showed a slight hysteresis in shear modulus along the scanning curves. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=hydraulic%20hysteresis" title="hydraulic hysteresis">hydraulic hysteresis</a>, <a href="https://publications.waset.org/abstracts/search?q=scanning%20path" title=" scanning path"> scanning path</a>, <a href="https://publications.waset.org/abstracts/search?q=small%20strain%20shear%20modulus" title=" small strain shear modulus"> small strain shear modulus</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/36299/effect-of-subsequent-drying-and-wetting-on-the-small-strain-shear-modulus-of-unsaturated-soils" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/36299.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">389</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">2736</span> Experimental Characterization of the AA7075 Aluminum Alloy Using Hot Shear Tensile Test</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Trunal%20Bhujangrao">Trunal Bhujangrao</a>, <a href="https://publications.waset.org/abstracts/search?q=Catherine%20Froustey"> Catherine Froustey</a>, <a href="https://publications.waset.org/abstracts/search?q=Fernando%20Veiga"> Fernando Veiga</a>, <a href="https://publications.waset.org/abstracts/search?q=Philippe%20Darnis"> Philippe Darnis</a>, <a href="https://publications.waset.org/abstracts/search?q=Franck%20%20Girot%20Mata"> Franck Girot Mata</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The understanding of the material behavior under shear loading has great importance for a researcher in manufacturing processes like cutting, machining, milling, turning, friction stir welding, etc. where the material experiences large deformation at high temperature. For such material behavior analysis, hot shear tests provide a useful means to investigate the evolution of the microstructure at a wide range of temperature and to improve the material behavior model. Shear tests can be performed by direct shear loading (e.g. torsion of thin-walled tubular samples), or appropriate specimen design to convert a tensile or compressive load into shear (e.g. simple shear tests). The simple shear tests are straightforward and designed to obtained very large deformation. However, many of these shear tests are concerned only with the elastic response of the material. It is becoming increasingly important to capture a plastic response of the material. Plastic deformation is significantly more complex and is known to depend more heavily on the strain rate, temperature, deformation, etc. Besides, there is not enough work is done on high-temperature shear loading, because of geometrical instability occurred during the plastic deformation. The aim of this study is to design a new shear tensile specimen geometry to convert the tensile load into dominant shear loading under plastic deformation. Design of the specimen geometry is based on FEM. The material used in this paper is AA7075 alloy, tested quasi statically under elevated temperature. Finally, the microstructural changes taking place during <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=AA7075%20alloy" title="AA7075 alloy">AA7075 alloy</a>, <a href="https://publications.waset.org/abstracts/search?q=dynamic%20recrystallization" title=" dynamic recrystallization"> dynamic recrystallization</a>, <a href="https://publications.waset.org/abstracts/search?q=edge%20effect" title=" edge effect"> edge effect</a>, <a href="https://publications.waset.org/abstracts/search?q=large%20strain" title=" large strain"> large strain</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20tensile%20test" title=" shear tensile test"> shear tensile test</a> </p> <a href="https://publications.waset.org/abstracts/129759/experimental-characterization-of-the-aa7075-aluminum-alloy-using-hot-shear-tensile-test" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/129759.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">147</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">2735</span> Effect of Density on the Shear Modulus and Damping Ratio of Saturated Sand in Small Strain</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=M.%20Kakavand">M. Kakavand</a>, <a href="https://publications.waset.org/abstracts/search?q=S.%20A.%20Naeini"> S. A. Naeini</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Dynamic properties of soil in small strains, especially for geotechnical engineers, are important for describing the behavior of soil and estimation of the earth structure deformations and structures, especially significant structures. This paper presents the effect of density on the shear modulus and damping ratio of saturated clean sand at various isotropic confining pressures. For this purpose, the specimens were compared with two different relative densities, loose Dr = 30% and dense Dr = 70%. Dynamic parameters were attained from a series of consolidated undrained fixed – free type torsional resonant column tests in small strain. Sand No. 161 is selected for this paper. The experiments show that by increasing sand density and confining pressure, the shear modulus increases and the damping ratio decreases. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=dynamic%20properties" title="dynamic properties">dynamic properties</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20modulus" title=" shear modulus"> shear modulus</a>, <a href="https://publications.waset.org/abstracts/search?q=damping%20ratio" title=" damping ratio"> damping ratio</a>, <a href="https://publications.waset.org/abstracts/search?q=clean%20sand" title=" clean sand"> clean sand</a>, <a href="https://publications.waset.org/abstracts/search?q=density" title=" density"> density</a>, <a href="https://publications.waset.org/abstracts/search?q=confining%20pressure" title=" confining pressure"> confining pressure</a>, <a href="https://publications.waset.org/abstracts/search?q=resonant%20column%2Ftorsional%20simple%20shear" title=" resonant column/torsional simple shear"> resonant column/torsional simple shear</a>, <a href="https://publications.waset.org/abstracts/search?q=TSS" title=" TSS"> TSS</a> </p> <a href="https://publications.waset.org/abstracts/111345/effect-of-density-on-the-shear-modulus-and-damping-ratio-of-saturated-sand-in-small-strain" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/111345.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">123</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">2734</span> Improving the Method for Characterizing Structural Fabrics for Shear Resistance and Formability</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Dimitrios%20Karanatsis">Dimitrios Karanatsis</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Non-crimp fabrics (NCFs) allow for high mechanical performance of a manufacture composite component by maintaining the fibre reinforcements parallel to each other. The handling of NCFs is enabled by the stitching of the tows. Although the stitching material has negligible influence to the performance of the manufactured part, it can affect the ability of the structural fabric to shear and drape over the part’s geometry. High resistance to shearing is attributed to the high tensile strain of the stitching yarn and can cause defects in the fabric. In the current study, a correlation based on the stitch tension and shear behaviour is examined. The purpose of the research is to investigate the upper and lower limits of non-crimp fabrics manufacture and how these affect the shear behaviour of the fabrics. Experimental observations show that shear behaviour of the fabrics is significantly affected by the stitch tension, and there is a linear effect to the degree of shear they experience. It was found that the lowest possible stitch tension on the manufacturing line settings produces an NCF that exhibits very low tensile strain on it’s yarns and that has shear properties similar to a woven fabric. Moreover, the highest allowable stitch tension results in reduced formability of the fabric, as the stitch thread rearranges the fibre filaments where these become packed in a tight formation with constricted movement. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=carbon%20fibres" title="carbon fibres">carbon fibres</a>, <a href="https://publications.waset.org/abstracts/search?q=composite%20manufacture" title=" composite manufacture"> composite manufacture</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20testing" title=" shear testing"> shear testing</a>, <a href="https://publications.waset.org/abstracts/search?q=textiles" title=" textiles"> textiles</a> </p> <a href="https://publications.waset.org/abstracts/145016/improving-the-method-for-characterizing-structural-fabrics-for-shear-resistance-and-formability" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/145016.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">145</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">2733</span> The Effect of Combined Fluid Shear Stress and Cyclic Stretch on Endothelial Cells </h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Daphne%20Meza">Daphne Meza</a>, <a href="https://publications.waset.org/abstracts/search?q=Louie%20Abejar"> Louie Abejar</a>, <a href="https://publications.waset.org/abstracts/search?q=David%20A.%20Rubenstein"> David A. Rubenstein</a>, <a href="https://publications.waset.org/abstracts/search?q=Wei%20Yin"> Wei Yin</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Endothelial cell (ECs) morphology and function is highly impacted by the mechanical stresses these cells experience in vivo. Any change in the mechanical environment can trigger pathological EC responses. A detailed understanding of EC morphological response and function upon subjection to individual and simultaneous mechanical stimuli is needed for advancement in mechanobiology and preventive medicine. To investigate this, a programmable device capable of simultaneously applying physiological fluid shear stress (FSS) and cyclic strain (CS) has been developed, characterized and validated. Its validation was performed both experimentally, through tracer tracking, and theoretically, through the use of a computational fluid dynamics model. The effectiveness of the device was evaluated through EC morphology changes under mechanical loading conditions. Changes in cell morphology were evaluated through: cell and nucleus elongation, cell alignment and junctional actin production. The results demonstrated that the combined FSS-CS stimulation induced visible changes in EC morphology. Upon simultaneous fluid shear stress and biaxial tensile strain stimulation, cells were elongated and generally aligned with the flow direction, with stress fibers highlighted along the cell junctions. The concurrent stimulation from shear stress and biaxial cyclic stretch led to a significant increase in cell elongation compared to untreated cells. This, however, was significantly lower than that induced by shear stress alone, indicating that the biaxial tensile strain may counteract the elongating effect of shear stress to maintain the shape of ECs. A similar trend was seen in alignment, where the alignment induced by the concurrent application of shear stress and cyclic stretch fell in between that induced by shear stress and tensile stretch alone, indicating the opposite role shear stress and tensile strain may play in cell alignment. Junctional actin accumulation was increased upon shear stress alone or simultaneously with tensile stretch. Tensile stretch alone did not change junctional actin accumulation, indicating the dominant role of shear stress in damaging EC junctions. These results demonstrate that the shearing-stretching device is capable of applying well characterized dynamic shear stress and tensile strain to cultured ECs. Using this device, EC response to altered mechanical environment in vivo can be characterized in vitro. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=cyclic%20stretch" title="cyclic stretch">cyclic stretch</a>, <a href="https://publications.waset.org/abstracts/search?q=endothelial%20cells" title=" endothelial cells"> endothelial cells</a>, <a href="https://publications.waset.org/abstracts/search?q=fluid%20shear%20stress" title=" fluid shear stress"> fluid shear stress</a>, <a href="https://publications.waset.org/abstracts/search?q=vascular%20biology" title=" vascular biology"> vascular biology</a> </p> <a href="https://publications.waset.org/abstracts/26318/the-effect-of-combined-fluid-shear-stress-and-cyclic-stretch-on-endothelial-cells" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/26318.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">378</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">2732</span> Material Flow Modeling in Friction Stir Welding of AA6061-T6 Alloy and Study of the Effect of Process Parameters</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=B.%20SahaRoy">B. SahaRoy</a>, <a href="https://publications.waset.org/abstracts/search?q=T.%20Medhi"> T. Medhi</a>, <a href="https://publications.waset.org/abstracts/search?q=S.%20C.%20Saha"> S. C. Saha</a> </p> <p class="card-text"><strong>Abstract:</strong></p> To understand the friction stir welding process, it is very important to know the nature of the material flow in and around the tool. The process is a combination of both thermal as well as mechanical work i.e it is a coupled thermo-mechanical process. Numerical simulations are very much essential in order to obtain a complete knowledge of the process as well as the physics underlying it. In the present work a model based approach is adopted in order to study material flow. A thermo-mechanical based CFD model is developed using a Finite Element package, Comsol Multiphysics. The fluid flow analysis is done. The model simultaneously predicts shear strain fields, shear strain rates and shear stress over the entire workpiece for the given conditions. The flow fields generated by the streamline plot give an idea of the material flow. The variation of dynamic viscosity, velocity field and shear strain fields with various welding parameters is studied. Finally the result obtained from the above mentioned conditions is discussed elaborately and concluded. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=AA6061-T6" title="AA6061-T6">AA6061-T6</a>, <a href="https://publications.waset.org/abstracts/search?q=CFD%20modelling" title=" CFD modelling"> CFD modelling</a>, <a href="https://publications.waset.org/abstracts/search?q=friction%20stir%20welding" title=" friction stir welding"> friction stir welding</a>, <a href="https://publications.waset.org/abstracts/search?q=material%20flow" title=" material flow "> material flow </a> </p> <a href="https://publications.waset.org/abstracts/25805/material-flow-modeling-in-friction-stir-welding-of-aa6061-t6-alloy-and-study-of-the-effect-of-process-parameters" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/25805.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">521</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">2731</span> An Investigation into Why Liquefaction Charts Work: A Necessary Step toward Integrating the States of Art and Practice</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Tarek%20Abdoun">Tarek Abdoun</a>, <a href="https://publications.waset.org/abstracts/search?q=Ricardo%20Dobry"> Ricardo Dobry</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This paper is a systematic effort to clarify why field liquefaction charts based on Seed and Idriss’ Simplified Procedure work so well. This is a necessary step toward integrating the states of the art (SOA) and practice (SOP) for evaluating liquefaction and its effects. The SOA relies mostly on laboratory measurements and correlations with void ratio and relative density of the sand. The SOP is based on field measurements of penetration resistance and shear wave velocity coupled with empirical or semi-empirical correlations. This gap slows down further progress in both SOP and SOA. The paper accomplishes its objective through: a literature review of relevant aspects of the SOA including factors influencing threshold shear strain and pore pressure buildup during cyclic strain-controlled tests; a discussion of factors influencing field penetration resistance and shear wave velocity; and a discussion of the meaning of the curves in the liquefaction charts separating liquefaction from no liquefaction, helped by recent full-scale and centrifuge results. It is concluded that the charts are curves of constant cyclic strain at the lower end (Vs1 < 160 m/s), with this strain being about 0.03 to 0.05% for earthquake magnitude, Mw ≈ 7. It is also concluded, in a more speculative way, that the curves at the upper end probably correspond to a variable increasing cyclic strain and Ko, with this upper end controlled by over consolidated and preshaken sands, and with cyclic strains needed to cause liquefaction being as high as 0.1 to 0.3%. These conclusions are validated by application to case histories corresponding to Mw ≈ 7, mostly in the San Francisco Bay Area of California during the 1989 Loma Prieta earthquake. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=permeability" title="permeability">permeability</a>, <a href="https://publications.waset.org/abstracts/search?q=lateral%20spreading" title=" lateral spreading"> lateral spreading</a>, <a href="https://publications.waset.org/abstracts/search?q=liquefaction" title=" liquefaction"> liquefaction</a>, <a href="https://publications.waset.org/abstracts/search?q=centrifuge%20modeling" title=" centrifuge modeling"> centrifuge modeling</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20wave%20velocity%20charts" title=" shear wave velocity charts"> shear wave velocity charts</a> </p> <a href="https://publications.waset.org/abstracts/32255/an-investigation-into-why-liquefaction-charts-work-a-necessary-step-toward-integrating-the-states-of-art-and-practice" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/32255.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">297</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">2730</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–clay 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 –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 Φ’is 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">440</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">2729</span> A Crystal Plasticity Approach to Model Dynamic Strain Aging</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Burak%20Bal">Burak Bal</a>, <a href="https://publications.waset.org/abstracts/search?q=Demircan%20Canadinc"> Demircan Canadinc</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Dynamic strain aging (DSA), resulting from the reorientation of C-Mn clusters in the core of dislocations, can provide a strain hardening mechanism. In addition, in Hadfield steel, negative strain rate sensitivity is observed due to the DSA. In our study, we incorporated dynamic strain aging onto crystal plasticity computations to predict the local instabilities and corresponding negative strain rate sensitivity. Specifically, the material response of Hadfield steel was obtained from monotonic and strain-rate jump experiments under tensile loading. The strain rate range was adjusted from 10⁻⁴ to 10⁻¹s ⁻¹. The crystal plasticity modeling of the material response was carried out based on Voce-type hardening law and corresponding Voce hardening parameters were determined. The solute pinning effect of carbon atom was incorporated to crystal plasticity simulations at microscale level by computing the shear stress contribution imposed on an arrested dislocation by carbon atom. After crystal plasticity simulations with modifying hardening rule, which takes into account the contribution of DSA, it was seen that the model successfully predicts both the role of DSA and corresponding strain rate sensitivity. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=crystal%20plasticity" title="crystal plasticity">crystal plasticity</a>, <a href="https://publications.waset.org/abstracts/search?q=dynamic%20strain%20aging" title=" dynamic strain aging"> dynamic strain aging</a>, <a href="https://publications.waset.org/abstracts/search?q=Hadfield%20steel" title=" Hadfield steel"> Hadfield steel</a>, <a href="https://publications.waset.org/abstracts/search?q=negative%20strain%20rate%20sensitivity" title=" negative strain rate sensitivity"> negative strain rate sensitivity</a> </p> <a href="https://publications.waset.org/abstracts/76918/a-crystal-plasticity-approach-to-model-dynamic-strain-aging" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/76918.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">260</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">2728</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 Φ’is 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">320</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">2727</span> Comparison of Modulus from Repeated Plate Load Test and Resonant Column Test for Compaction Control of Trackbed Foundation </h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=JinWoog%20Lee">JinWoog Lee</a>, <a href="https://publications.waset.org/abstracts/search?q=SeongHyeok%20Lee"> SeongHyeok Lee</a>, <a href="https://publications.waset.org/abstracts/search?q=ChanYong%20Choi"> ChanYong Choi</a>, <a href="https://publications.waset.org/abstracts/search?q=Yujin%20Lim"> Yujin Lim</a>, <a href="https://publications.waset.org/abstracts/search?q=Hojin%20Cho"> Hojin Cho </a> </p> <p class="card-text"><strong>Abstract:</strong></p> Primary function of the trackbed in a conventional railway track system is to decrease the stresses in the subgrade to be in an acceptable level. A properly designed trackbed layer performs this task adequately. Many design procedures have used assumed and/or are based on critical stiffness values of the layers obtained mostly in the field to calculate an appropriate thickness of the sublayers of the trackbed foundation. However, those stiffness values do not consider strain levels clearly and precisely in the layers. This study proposes a method of computation of stiffness that can handle with strain level in the layers of the trackbed foundation in order to provide properly selected design values of the stiffness of the layers. The shear modulus values are dependent on shear strain level so that the strain levels generated in the subgrade in the trackbed under wheel loading and below plate of Repeated Plate Bearing Test (RPBT) are investigated by finite element analysis program ABAQUS and PLAXIS programs. The strain levels generated in the subgrade from RPBT are compared to those values from RC (Resonant Column) test after some consideration of strain levels and stress consideration. For comparison of shear modulus G obtained from RC test and stiffness moduli Ev2 obtained from RPBT in the field, many numbers of mid-size RC tests in laboratory and RPBT in field were performed extensively. It was found in this study that there is a big difference in stiffness modulus when the converted Ev2 values were compared to those values of RC test. It is verified in this study that it is necessary to use precise and increased loading steps to construct nonlinear curves from RPBT in order to get correct Ev2 values in proper strain levels. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=modulus" title="modulus">modulus</a>, <a href="https://publications.waset.org/abstracts/search?q=plate%20load%20test" title=" plate load test"> plate load test</a>, <a href="https://publications.waset.org/abstracts/search?q=resonant%20column%20test" title=" resonant column test"> resonant column test</a>, <a href="https://publications.waset.org/abstracts/search?q=trackbed%20foundation" title=" trackbed foundation "> trackbed foundation </a> </p> <a href="https://publications.waset.org/abstracts/14392/comparison-of-modulus-from-repeated-plate-load-test-and-resonant-column-test-for-compaction-control-of-trackbed-foundation" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/14392.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">496</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">2726</span> Strength Parameters and the Rate Process Theory Applied to Compacted Fadama Soils</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Samuel%20Akinlabi%20Ola">Samuel Akinlabi Ola</a>, <a href="https://publications.waset.org/abstracts/search?q=Emeka%20Segun%20Nnochiri"> Emeka Segun Nnochiri</a>, <a href="https://publications.waset.org/abstracts/search?q=Stephen%20Kayode%20Aderomose"> Stephen Kayode Aderomose</a>, <a href="https://publications.waset.org/abstracts/search?q=Paul%20Ayesemhe%20Edoh"> Paul Ayesemhe Edoh</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Fadama soils of Northern Nigeria are generally a problem soil for highway and geotechnical engineers. There has been no consistent conclusion on the effect of the strain rate on the shear strength of soils, thus necessitating the need to clarify this issue with various types of soil. Consolidated undrained tests with pore pressure measurements were conducted at optimum moisture content and maximum dry density using standard proctor compaction. Back pressures were applied to saturate the soil. The shear strength parameters were determined. Analyzing the results and model studies using the Rate Process Theory, functional relationships between the deviator stress and strain rate were determined and expressed mathematically as deviator stress = β0+ β1 log(strain rate) at each cell pressure where β0 and β1 are constants. Also, functional relationships between the pore pressure coefficient Āf and the time to failure were determined and expressed mathematically as pore pressure coefficient, Āf = ψ0+ѱ1log (time to failure) where ψ0 and ѱ1 are constants. For cell pressure between 69 – 310 kN/m2 (10 - 45psi) the constants found for Fadama soil in this study are ψ0=0.17 and ѱ1=0.18. The study also shows the dependence of the angle of friction (ø’) on the rate of strain as it increases from 22o to 25o for an increase in the rate of strain from 0.08%/min to 1.0%/min. Conclusively, the study also shows that within the strain rate utilized in the research, the deviator strength increased with the strain rate while the excess pore water pressure decreased with an increase in the rate of strain. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=deviator%20stress" title="deviator stress">deviator stress</a>, <a href="https://publications.waset.org/abstracts/search?q=Fadama%20soils" title=" Fadama soils"> Fadama soils</a>, <a href="https://publications.waset.org/abstracts/search?q=pore%20pressure%20coefficient" title=" pore pressure coefficient"> pore pressure coefficient</a>, <a href="https://publications.waset.org/abstracts/search?q=rate%20process" title=" rate process"> rate process</a> </p> <a href="https://publications.waset.org/abstracts/171947/strength-parameters-and-the-rate-process-theory-applied-to-compacted-fadama-soils" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/171947.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">77</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">2725</span> Challenges in Experimental Testing of a Stiff, Overconsolidated Clay</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Maria%20Konstadinou">Maria Konstadinou</a>, <a href="https://publications.waset.org/abstracts/search?q=Etienne%20Alderlieste"> Etienne Alderlieste</a>, <a href="https://publications.waset.org/abstracts/search?q=Anderson%20Peccin%20da%20Silva"> Anderson Peccin da Silva</a>, <a href="https://publications.waset.org/abstracts/search?q=Ben%20Arntz"> Ben Arntz</a>, <a href="https://publications.waset.org/abstracts/search?q=Leonard%20van%20der%20Bijl"> Leonard van der Bijl</a>, <a href="https://publications.waset.org/abstracts/search?q=Wouter%20Verschueren"> Wouter Verschueren</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The shear strength and compression properties of stiff Boom clay from Belgium at the depth of about 30 m has been investigated by means of cone penetration and laboratory testing. The latter consisted of index classification, constant rate of strain, direct, simple shear, and unconfined compression tests. The Boom clay samples exhibited strong swelling tendencies. The suction pressure was measured via different procedures and has been compared to the expected in-situ stress. The undrained shear strength and OCR profile determined from CPTs is not compatible with the experimental measurements, which gave significantly lower values. The observed response can be attributed to the presence of pre-existing discontinuities, as shown in microscale CT scans of the samples. The results of this study demonstrate that the microstructure of the clay prior to testing has an impact on the mechanical behaviour and can cause inconsistencies in the comparison of the laboratory test results with in-situ data. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=boom%20clay" title="boom clay">boom clay</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=overconsolidation%20ratio" title=" overconsolidation ratio"> overconsolidation ratio</a>, <a href="https://publications.waset.org/abstracts/search?q=stress-strain%20response" title=" stress-strain response"> stress-strain response</a>, <a href="https://publications.waset.org/abstracts/search?q=swelling" title=" swelling"> swelling</a>, <a href="https://publications.waset.org/abstracts/search?q=undrained%20shear%20strength" title=" undrained shear strength"> undrained shear strength</a> </p> <a href="https://publications.waset.org/abstracts/144267/challenges-in-experimental-testing-of-a-stiff-overconsolidated-clay" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/144267.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">146</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">2724</span> Transient Response of Rheological Properties of a CI-Water Based Magnetorheological Fluid under Different Operating Modes</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Chandra%20Shekhar%20Maurya">Chandra Shekhar Maurya</a>, <a href="https://publications.waset.org/abstracts/search?q=Chiranjit%20Sarkar"> Chiranjit Sarkar</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The transient response of rheological properties of a carbonyl iron (CI)-water-based magnetorheological fluid (MRF) was studied under shear rate, shear stress, and shear strain working mode subjected to step-change in an applied magnetic field. MR fluid is a kind of smart material whose rheological properties change under an applied magnetic field. We prepared an MR fluid comprising of CI 65 weight %, water 35 weight %, and OPTIGEL WX used as an additive by changing the weight %. It was found that the MR effect of the CI/water suspension was enhanced by using an additive. A transient shear stress response was observed by switched on and switched off of the magnetic field to see the stability, relaxation behavior, and resulting change in rheological properties. When the magnetic field is on, a sudden increase in the shear stress was observed due to the fast motion of magnetic structures that describe the transition from the liquidlike state to the solid-like state due to an increase in dipole-dipole interaction of magnetic particles. Simultaneously, the complete reverse transition occurs due to instantaneous breakage of the chain structure once the magnetic field is switched off. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=magnetorheological%20fluid" title="magnetorheological fluid">magnetorheological fluid</a>, <a href="https://publications.waset.org/abstracts/search?q=rheological%20properties" title=" rheological properties"> rheological properties</a>, <a href="https://publications.waset.org/abstracts/search?q=shears%20stress" title=" shears stress"> shears stress</a>, <a href="https://publications.waset.org/abstracts/search?q=shears%20strain" title=" shears strain"> shears strain</a>, <a href="https://publications.waset.org/abstracts/search?q=viscosity" title=" viscosity"> viscosity</a> </p> <a href="https://publications.waset.org/abstracts/141853/transient-response-of-rheological-properties-of-a-ci-water-based-magnetorheological-fluid-under-different-operating-modes" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/141853.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">178</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">2723</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">2722</span> Development of a New Method for T-Joint Specimens Testing under Shear Loading</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Radek%20Doubrava">Radek Doubrava</a>, <a href="https://publications.waset.org/abstracts/search?q=Roman%20Ruzek"> Roman Ruzek</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Nonstandard tests are necessary for analyses and verification of new developed structural and technological solutions with application of composite materials. One of the most critical primary structural parts of a typical aerospace structure is T-joint. This structural element is loaded mainly in shear, bending, peel and tension. The paper is focused on the shear loading simulations. The aim of the work is to obtain a representative uniform distribution of shear loads along T-joint during the mechanical testing is. A new design of T-joint test procedure, numerical simulation and optimization of representative boundary conditions are presented. The different conditions and inaccuracies both in simulations and experiments are discussed. The influence of different parameters on stress and strain distributions is demonstrated on T-joint made of CFRP (carbon fiber reinforced plastic). A special test rig designed by VZLU (Aerospace Research and Test Establishment) for T-shear test procedure is presented. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=T-joint" title="T-joint">T-joint</a>, <a href="https://publications.waset.org/abstracts/search?q=shear" title=" shear"> shear</a>, <a href="https://publications.waset.org/abstracts/search?q=composite" title=" composite"> composite</a>, <a href="https://publications.waset.org/abstracts/search?q=mechanical%20testing" title=" mechanical testing"> mechanical testing</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=methodology" title=" methodology"> methodology</a> </p> <a href="https://publications.waset.org/abstracts/17685/development-of-a-new-method-for-t-joint-specimens-testing-under-shear-loading" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/17685.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">442</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">2721</span> An Experimental Investigation in Effect of Confining Stress and Matric Suction on the Mechanical Behavior of Sand with Different Fine Content</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=S.%20Asreazad">S. Asreazad</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This paper presents the results that the soil volumetric strain and shear strength are closely related to the confining stress and initial matric suction under constant water content testing on the specimens of unsaturated sand with clay and silt fines contents. The silty sand specimens reached their peak strength after a very small axial strain followed by a post-peak softening towards an ultimate value. The post-peak drop in stress increased by an increment of the suction, while there is no peak strength for clayey sand specimens. The clayey sand shows compressibility and possesses ductile stress-strain behaviour. Shear strength increased nonlinearly with respect to matric suction for both soil types. When suction exceeds a certain range, the effect of suction on shear strength increment weakens gradually. Under the same confining stress, the dilatant tendencies in the silty sand increased under lower values of suction and decreased for higher suction values under the same confining stress. However, the amount of contraction increased with increasing initial suction for clayey sand specimens. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=unsaturated%20soils" title="unsaturated soils">unsaturated soils</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=clayey%20sand" title=" clayey sand"> clayey sand</a>, <a href="https://publications.waset.org/abstracts/search?q=triaxial%20test" title=" triaxial test"> triaxial test</a> </p> <a href="https://publications.waset.org/abstracts/69306/an-experimental-investigation-in-effect-of-confining-stress-and-matric-suction-on-the-mechanical-behavior-of-sand-with-different-fine-content" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/69306.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">332</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">2720</span> Determination of Small Shear Modulus of Clayey Sand Using Bender Element Test</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=R.%20Sadeghzadegan">R. Sadeghzadegan</a>, <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.%20Mirzaii"> A. Mirzaii</a> </p> <p class="card-text"><strong>Abstract:</strong></p> In this article, the results of a series of carefully conducted laboratory test program were represented to determine the small strain shear modulus of sand mixed with a range of kaolinite including zero to 30%. This was experimentally achieved using a triaxial cell equipped with bender element. Results indicate that small shear modulus tends to increase, while clay content decreases and effective confining pressure increases. The exponent of stress in the power model regression analysis was not sensitive to the amount of clay content for all sand clay mixtures, while coefficient A was directly affected by change in clay content. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=small%20shear%20modulus" title="small shear modulus">small shear modulus</a>, <a href="https://publications.waset.org/abstracts/search?q=bender%20element%20test" title=" bender element test"> bender element test</a>, <a href="https://publications.waset.org/abstracts/search?q=plastic%20fines" title=" plastic fines"> plastic fines</a>, <a href="https://publications.waset.org/abstracts/search?q=sand" title=" sand"> sand</a> </p> <a href="https://publications.waset.org/abstracts/78616/determination-of-small-shear-modulus-of-clayey-sand-using-bender-element-test" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/78616.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">472</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">2719</span> Model Studies on Shear Behavior of Reinforced Reconstituted Clay</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=B.%20A.%20Mir">B. A. Mir</a>, <a href="https://publications.waset.org/abstracts/search?q=A.%20Juneja"> A. Juneja</a> </p> <p class="card-text"><strong>Abstract:</strong></p> In this paper, shear behavior of reconstituted clay reinforced with varying diameter of sand compaction piles with area replacement-ratio (a<sub>s</sub>) of 6.25, 10.24, 16, 20.25 and 64% in 100mm diameter and 200mm long clay specimens is modeled using consolidated drained and undrained triaxial tests under different confining pressures ranging from 50kPa to 575kPa. The test results show that the stress-strain behavior of the clay was highly influenced by the presence of SCP. The insertion of SCPs into soft clay has shown to have a positive effect on the load carrying capacity of the clay, resulting in a composite soil mass that has greater shear strength and improved stiffness compared to the unreinforced clay due to increased reinforcement area ratio. In addition, SCP also acts as vertical drain in the clay thus accelerating the dissipation of excess pore water pressures that are generated during loading by shortening the drainage path and activating radial drainage, thereby reducing post-construction settlement. Thus, sand compaction piles currently stand as one of the most viable and practical techniques for improving the mechanical properties of soft clays. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=reconstituted%20clay" title="reconstituted clay">reconstituted clay</a>, <a href="https://publications.waset.org/abstracts/search?q=SCP" title=" SCP"> SCP</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=stress-strain%20response" title=" stress-strain response"> stress-strain response</a>, <a href="https://publications.waset.org/abstracts/search?q=triaxial%20tests" title=" triaxial tests"> triaxial tests</a> </p> <a href="https://publications.waset.org/abstracts/35225/model-studies-on-shear-behavior-of-reinforced-reconstituted-clay" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/35225.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">410</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">2718</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">2717</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">2716</span> Seismic Response of Large-Scale Rectangular Steel-Plate Concrete Composite Shear Walls</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Siamak%20Epackachi">Siamak Epackachi</a>, <a href="https://publications.waset.org/abstracts/search?q=Andrew%20S.%20Whittaker"> Andrew S. Whittaker</a>, <a href="https://publications.waset.org/abstracts/search?q=Amit%20H.%20Varma"> Amit H. Varma</a> </p> <p class="card-text"><strong>Abstract:</strong></p> An experimental program on steel-plate concrete (SC) composite shear walls was executed in the NEES laboratory at the University at Buffalo. Four large-size specimens were tested under displacement-controlled cyclic loading. The design variables considered in the testing program included wall thickness, reinforcement ratio, and faceplate slenderness ratio. The aspect ratio (height-to-length) of the four walls was 1.0. Each SC wall was installed on top of a re-usable foundation block. A bolted baseplate to RC foundation connection was used for all four walls. The walls were identified to be flexure-critical. This paper presents the damage to SC walls at different drift ratios, the cyclic force-displacement relationships, energy dissipation and equivalent viscous damping ratios, the strain and stress fields in the steel faceplates and the contribution of the steel faceplates to the total shear load, the variation of vertical strain in the steel faceplates along the length of the wall, near the base, at different drift ratios, the contributions of shear, flexure, and base rotation to the total lateral displacement, the displacement ductility of the SC walls, and the cyclic secant stiffness of the four SC walls. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=steel-plate%20composite%20shear%20wall" title="steel-plate composite shear wall">steel-plate composite shear wall</a>, <a href="https://publications.waset.org/abstracts/search?q=safety-related%20nuclear%20structure" title=" safety-related nuclear structure"> safety-related nuclear structure</a>, <a href="https://publications.waset.org/abstracts/search?q=flexure-critical%20wall" title=" flexure-critical wall"> flexure-critical wall</a>, <a href="https://publications.waset.org/abstracts/search?q=cyclic%20loading" title=" cyclic loading"> cyclic loading</a> </p> <a href="https://publications.waset.org/abstracts/25770/seismic-response-of-large-scale-rectangular-steel-plate-concrete-composite-shear-walls" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/25770.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">350</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">2715</span> Shear Strength of Reinforced Web Openings in Steel Beams</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=K.%20S.%20Sivakumaran">K. S. Sivakumaran</a>, <a href="https://publications.waset.org/abstracts/search?q=Bo%20Chen"> Bo Chen</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The floor beams of steel buildings, cold-formed steel floor joists, in particular, often require large web openings, which may affect their shear capacities. A cost effective way to mitigate the detrimental effects of such openings is to weld/fasten reinforcements. A difficulty associated with an experimental investigation to establish suitable reinforcement schemes for openings in shear zone is that moment always coexists with the shear, and thus, it is impossible to create pure shear state in experiments, resulting in moment influenced results. However, finite element analysis can be conveniently used to investigate the pure shear behaviour of webs including webs with reinforced opening. This paper presents that the details associated with the finite element analysis of thick/thin-plates (representing the web of hot-rolled steel beam, and the web of a cold-formed steel member) having a large reinforced openings. The study considered thin simply supported rectangular plates subjected to inplane shear loadings until failure (including post-buckling behaviour). The plate was modelled using geometrically non-linear quadrilateral shell elements, and non-linear stress-strain relationship based on experiments. Total Lagrangian (TL) with large displacement/small strain formulation was used for such analysis. The model also considered the initial geometric imperfections. This study considered three reinforcement schemes, namely, flat, lip, and angle reinforcements. This paper discusses the modelling considerations and presents the results associated with the various reinforcement schemes under consideration. The paper briefly compares the analysis results with the experimental results. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=cold-formed%20steel" title="cold-formed steel">cold-formed steel</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=opening" title=" opening"> opening</a>, <a href="https://publications.waset.org/abstracts/search?q=reinforcement" title=" reinforcement"> reinforcement</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20resistance" title=" shear resistance"> shear resistance</a> </p> <a href="https://publications.waset.org/abstracts/33448/shear-strength-of-reinforced-web-openings-in-steel-beams" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/33448.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">288</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%20strain&page=2">2</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=shear%20strain&page=3">3</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=shear%20strain&page=4">4</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=shear%20strain&page=5">5</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=shear%20strain&page=6">6</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=shear%20strain&page=7">7</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=shear%20strain&page=8">8</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=shear%20strain&page=9">9</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=shear%20strain&page=10">10</a></li> <li class="page-item disabled"><span class="page-link">...</span></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=shear%20strain&page=91">91</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=shear%20strain&page=92">92</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=shear%20strain&page=2" rel="next">&rsaquo;</a></li> </ul> </div> </main> <footer> <div id="infolinks" class="pt-3 pb-2"> <div class="container"> <div style="background-color:#f5f5f5;" class="p-3"> <div class="row"> <div class="col-md-2"> <ul class="list-unstyled"> About <li><a href="https://waset.org/page/support">About Us</a></li> <li><a href="https://waset.org/page/support#legal-information">Legal</a></li> <li><a target="_blank" rel="nofollow" href="https://publications.waset.org/static/files/WASET-16th-foundational-anniversary.pdf">WASET celebrates its 16th foundational anniversary</a></li> </ul> </div> <div class="col-md-2"> <ul class="list-unstyled"> Account <li><a href="https://waset.org/profile">My Account</a></li> </ul> </div> <div class="col-md-2"> <ul class="list-unstyled"> Explore <li><a href="https://waset.org/disciplines">Disciplines</a></li> <li><a href="https://waset.org/conferences">Conferences</a></li> <li><a href="https://waset.org/conference-programs">Conference Program</a></li> <li><a href="https://waset.org/committees">Committees</a></li> <li><a href="https://publications.waset.org">Publications</a></li> </ul> </div> <div class="col-md-2"> <ul class="list-unstyled"> Research <li><a href="https://publications.waset.org/abstracts">Abstracts</a></li> <li><a href="https://publications.waset.org">Periodicals</a></li> <li><a href="https://publications.waset.org/archive">Archive</a></li> </ul> </div> <div class="col-md-2"> <ul class="list-unstyled"> Open Science <li><a target="_blank" rel="nofollow" href="https://publications.waset.org/static/files/Open-Science-Philosophy.pdf">Open Science Philosophy</a></li> <li><a target="_blank" rel="nofollow" href="https://publications.waset.org/static/files/Open-Science-Award.pdf">Open Science Award</a></li> <li><a target="_blank" rel="nofollow" href="https://publications.waset.org/static/files/Open-Society-Open-Science-and-Open-Innovation.pdf">Open Innovation</a></li> <li><a target="_blank" rel="nofollow" href="https://publications.waset.org/static/files/Postdoctoral-Fellowship-Award.pdf">Postdoctoral Fellowship Award</a></li> <li><a target="_blank" rel="nofollow" href="https://publications.waset.org/static/files/Scholarly-Research-Review.pdf">Scholarly Research Review</a></li> </ul> </div> <div class="col-md-2"> <ul class="list-unstyled"> Support <li><a href="https://waset.org/page/support">Support</a></li> <li><a href="https://waset.org/profile/messages/create">Contact Us</a></li> <li><a href="https://waset.org/profile/messages/create">Report Abuse</a></li> </ul> </div> </div> </div> </div> </div> <div class="container text-center"> <hr style="margin-top:0;margin-bottom:.3rem;"> <a href="https://creativecommons.org/licenses/by/4.0/" target="_blank" class="text-muted small">Creative Commons Attribution 4.0 International License</a> <div id="copy" class="mt-2">© 2024 World Academy of Science, Engineering and Technology</div> </div> </footer> <a href="javascript:" id="return-to-top"><i class="fas fa-arrow-up"></i></a> <div class="modal" id="modal-template"> <div class="modal-dialog"> <div class="modal-content"> <div class="row m-0 mt-1"> <div class="col-md-12"> <button type="button" class="close" data-dismiss="modal" aria-label="Close"><span aria-hidden="true">×</span></button> </div> </div> <div class="modal-body"></div> </div> </div> </div> <script src="https://cdn.waset.org/static/plugins/jquery-3.3.1.min.js"></script> <script src="https://cdn.waset.org/static/plugins/bootstrap-4.2.1/js/bootstrap.bundle.min.js"></script> <script src="https://cdn.waset.org/static/js/site.js?v=150220211556"></script> <script> jQuery(document).ready(function() { /*jQuery.get("https://publications.waset.org/xhr/user-menu", function (response) { jQuery('#mainNavMenu').append(response); });*/ jQuery.get({ url: "https://publications.waset.org/xhr/user-menu", cache: false }).then(function(response){ jQuery('#mainNavMenu').append(response); }); }); </script> </body> </html>