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triaxial test</title> <meta name="description" content="Search results for: cyclic triaxial test"> <meta name="keywords" content="cyclic triaxial test"> <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 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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="cyclic triaxial test"> <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> 9747</div> </div> </div> </div> <h1 class="mt-3 mb-3 text-center" style="font-size:1.6rem;">Search results for: cyclic triaxial test</h1> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">9747</span> Cyclic Liquefaction Resistance of Reinforced Sand</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=S.%20A.%20Naeini">S. A. Naeini</a>, <a href="https://publications.waset.org/abstracts/search?q=Z.%20Eftekhari"> Z. Eftekhari</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Liquefaction phenomenon in sand is nowadays a classical soil mechanics subject. Using a cyclic triaxial test apparatus, we use non-woven geotextile reinforcement to improve the liquefaction resistance of sand. The layer configurations used are zero, one, two and three horizontal reinforcing layers in a triaxial test sample. The influences of the number of geotextile layers, and cyclic stress ratio (CSR) were studied and described. The results illustrated that the geotextile inclusion increases liquefaction resistance. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=liquefaction%20resistance" title="liquefaction resistance">liquefaction resistance</a>, <a href="https://publications.waset.org/abstracts/search?q=geotextile" title=" geotextile"> geotextile</a>, <a href="https://publications.waset.org/abstracts/search?q=sand" title=" sand"> sand</a>, <a href="https://publications.waset.org/abstracts/search?q=cyclic%20triaxial%20test" title=" cyclic triaxial test"> cyclic triaxial test</a>, <a href="https://publications.waset.org/abstracts/search?q=cyclic%20stress%20ratio" title=" cyclic stress ratio"> cyclic stress ratio</a> </p> <a href="https://publications.waset.org/abstracts/8513/cyclic-liquefaction-resistance-of-reinforced-sand" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/8513.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">576</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">9746</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">234</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">9745</span> Non-Contact Measurement of Soil Deformation in a Cyclic Triaxial Test</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Erica%20Elice%20Uy">Erica Elice Uy</a>, <a href="https://publications.waset.org/abstracts/search?q=Toshihiro%20Noda"> Toshihiro Noda</a>, <a href="https://publications.waset.org/abstracts/search?q=Kentaro%20Nakai"> Kentaro Nakai</a>, <a href="https://publications.waset.org/abstracts/search?q=Jonathan%20Dungca"> Jonathan Dungca</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Deformation in a conventional cyclic triaxial test is normally measured by using point-wise measuring device. In this study, non-contact measurement technique was applied to be able to monitor and measure the occurrence of non-homogeneous behavior of the soil under cyclic loading. Non-contact measurement is executed through image processing. Two-dimensional measurements were performed using Lucas and Kanade optical flow algorithm and it was implemented Labview. In this technique, the non-homogeneous deformation was monitored using a mirrorless camera. A mirrorless camera was used because it is economical and it has the capacity to take pictures at a fast rate. The camera was first calibrated to remove the distortion brought about the lens and the testing environment as well. Calibration was divided into 2 phases. The first phase was the calibration of the camera parameters and distortion caused by the lens. The second phase was to for eliminating the distortion brought about the triaxial plexiglass. A correction factor was established from this phase. A series of consolidated undrained cyclic triaxial test was performed using a coarse soil. The results from the non-contact measurement technique were compared to the measured deformation from the linear variable displacement transducer. It was observed that deformation was higher at the area where failure occurs. <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=non-contact%20measurement" title=" non-contact measurement"> non-contact measurement</a>, <a href="https://publications.waset.org/abstracts/search?q=non-homogeneous" title=" non-homogeneous"> non-homogeneous</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/76849/non-contact-measurement-of-soil-deformation-in-a-cyclic-triaxial-test" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/76849.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">301</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">9744</span> Probabilistic Simulation of Triaxial Undrained Cyclic Behavior of Soils</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Arezoo%20Sadrinezhad">Arezoo Sadrinezhad</a>, <a href="https://publications.waset.org/abstracts/search?q=Kallol%20Sett"> Kallol Sett</a>, <a href="https://publications.waset.org/abstracts/search?q=S.%20I.%20Hariharan"> S. I. Hariharan</a> </p> <p class="card-text"><strong>Abstract:</strong></p> In this paper, a probabilistic framework based on Fokker-Planck-Kolmogorov (FPK) approach has been applied to simulate triaxial cyclic constitutive behavior of uncertain soils. The framework builds upon previous work of the writers, and it has been extended for cyclic probabilistic simulation of triaxial undrained behavior of soils. von Mises elastic-perfectly plastic material model is considered. It is shown that by using probabilistic framework, some of the most important aspects of soil behavior under cyclic loading can be captured even with a simple elastic-perfectly plastic constitutive model. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=elasto-plasticity" title="elasto-plasticity">elasto-plasticity</a>, <a href="https://publications.waset.org/abstracts/search?q=uncertainty" title=" uncertainty"> uncertainty</a>, <a href="https://publications.waset.org/abstracts/search?q=soils" title=" soils"> soils</a>, <a href="https://publications.waset.org/abstracts/search?q=fokker-planck%20equation" title=" fokker-planck equation"> fokker-planck equation</a>, <a href="https://publications.waset.org/abstracts/search?q=fourier%20spectral%20method" title=" fourier spectral method"> fourier spectral method</a>, <a href="https://publications.waset.org/abstracts/search?q=finite%20difference%20method" title=" finite difference method"> finite difference method</a> </p> <a href="https://publications.waset.org/abstracts/41572/probabilistic-simulation-of-triaxial-undrained-cyclic-behavior-of-soils" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/41572.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">379</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">9743</span> Effect of Oil Contamination on the Liquefaction Behavior of Sandy Soils</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Seyed%20Abolhasan%20Naeini">Seyed Abolhasan Naeini</a>, <a href="https://publications.waset.org/abstracts/search?q=Mohammad%20Mahdi%20Shojaedin"> Mohammad Mahdi Shojaedin</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Oil leakage from the pipelines and the tanks carrying them, or during oil extraction, could lead to the changes in the characteristics and properties of the soil. In this paper, conducting a series of experimental cyclic triaxial tests, the effects of oil contamination on the liquefaction potential of sandy soils is investigated. The studied specimens are prepared by mixing the Firoozkuh sand with crude oil in 4, 8 and 12 percent by soil dry weight. The results show that the oil contamination up to 8% causes an increase in the soil liquefaction resistance and then with increase in the contamination, the liquefaction resistance decreases. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=cyclic%20triaxial%20test" title="cyclic triaxial test">cyclic triaxial test</a>, <a href="https://publications.waset.org/abstracts/search?q=liquefaction%20resistance" title=" liquefaction resistance"> liquefaction resistance</a>, <a href="https://publications.waset.org/abstracts/search?q=oil%20contamination" title=" oil contamination"> oil contamination</a>, <a href="https://publications.waset.org/abstracts/search?q=sandy%20soil" title=" sandy soil"> sandy soil</a> </p> <a href="https://publications.waset.org/abstracts/8592/effect-of-oil-contamination-on-the-liquefaction-behavior-of-sandy-soils" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/8592.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">528</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">9742</span> Reinforcement Effect on Dynamic Properties of Saturated Sand</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=R.%20Ziaie%20Moayed">R. Ziaie Moayed</a>, <a href="https://publications.waset.org/abstracts/search?q=M.%20Alibolandi"> M. Alibolandi</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Dynamic behavior of soil are evaluated relative to a number of factors including: strain level, density, number of cycles, material type, fine content, geosynthetic inclusion, saturation, and effective stress. This paper investigate the dynamic behavior of saturated reinforced sand under cyclic stress condition. The cyclic triaxial tests are conducted on remolded specimens under various CSR which reinforced by different arrangement of non-woven geotextile. Aforementioned tests simulate field reinforced saturated deposits during earthquake or other cyclic loadings. This analysis revealed that the geotextile arrangement played dominant role on dynamic soil behavior and as geotextile close to top of specimen, the liquefaction resistance increased. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=dynamic%20behavior" title="dynamic behavior">dynamic behavior</a>, <a href="https://publications.waset.org/abstracts/search?q=reinforced%20sand" title=" reinforced sand"> reinforced sand</a>, <a href="https://publications.waset.org/abstracts/search?q=triaxial%20test" title=" triaxial test"> triaxial test</a>, <a href="https://publications.waset.org/abstracts/search?q=non-woven%20geotextile" title=" non-woven geotextile"> non-woven geotextile</a> </p> <a href="https://publications.waset.org/abstracts/1581/reinforcement-effect-on-dynamic-properties-of-saturated-sand" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/1581.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">237</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">9741</span> Parameters Adjustment of the Modified UBCSand Constitutive Model for the Potentially Liquefiable Sands of Santiago de Cali-Colombia</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Daniel%20Rosero">Daniel Rosero</a>, <a href="https://publications.waset.org/abstracts/search?q=Johan%20S.%20Arana"> Johan S. Arana</a>, <a href="https://publications.waset.org/abstracts/search?q=Sebastian%20Arango"> Sebastian Arango</a>, <a href="https://publications.waset.org/abstracts/search?q=Alejandro%20Cruz"> Alejandro Cruz</a>, <a href="https://publications.waset.org/abstracts/search?q=Isabel%20Gomez-Gutierrez"> Isabel Gomez-Gutierrez</a>, <a href="https://publications.waset.org/abstracts/search?q=Peter%20Thomson"> Peter Thomson</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Santiago de Cali is located in the southwestern Colombia in a high seismic hazard zone. About 50% of the city is on the banks of the Cauca River, which is the second most important hydric affluent in the country and whose alluvial deposits contain potentially liquefiable sands. Among the methods used to study a site's liquefaction potential is the finite elements method which use constitutive models to simulate the soil response for different load types. Among the different constitutive models, the Modified UBCSand stands out to study the seismic behavior of sands, and especially the liquefaction phenomenon. In this paper, the dynamic behavior of a potentially liquefiable sand of Santiago de Cali is studied by cyclic triaxial and CPTu tests. Subsequently, the behavior of the sand is simulated using the Modified UBCSand constitutive model, whose parameters are calibrated using the results of cyclic triaxial and CPTu tests. The above with the aim of analyze the constitutive model applicability for studying the geotechnical problems associated to liquefaction in the city. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=constitutive%20model" title="constitutive model">constitutive model</a>, <a href="https://publications.waset.org/abstracts/search?q=cyclic%20triaxial%20test" title=" cyclic triaxial test"> cyclic triaxial test</a>, <a href="https://publications.waset.org/abstracts/search?q=dynamic%20behavior" title=" dynamic behavior"> dynamic behavior</a>, <a href="https://publications.waset.org/abstracts/search?q=liquefiable%20sand" title=" liquefiable sand"> liquefiable sand</a>, <a href="https://publications.waset.org/abstracts/search?q=modified%20ubcsand" title=" modified ubcsand"> modified ubcsand</a> </p> <a href="https://publications.waset.org/abstracts/79728/parameters-adjustment-of-the-modified-ubcsand-constitutive-model-for-the-potentially-liquefiable-sands-of-santiago-de-cali-colombia" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/79728.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">272</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">9740</span> Analysing the Permanent Deformation of Cohesive Subsoil Subject to Long Term Cyclic Train Loading </h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Natalie%20M.%20Wride">Natalie M. Wride</a>, <a href="https://publications.waset.org/abstracts/search?q=Xueyu%20Geng"> Xueyu Geng</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Subgrade soils of railway infrastructure are subjected to a significant number of load applications over their design life. The use of slab track on existing and future proposed rail links requires a reduced maintenance and repair regime for the embankment subgrade, due to restricted access to the subgrade soils for remediation caused by cyclic deformation. It is, therefore, important to study the deformation behaviour of soft cohesive subsoils induced as a result of long term cyclic loading. In this study, a series of oedometer tests and cyclic triaxial tests (10,000 cycles) have been undertaken to investigate the undrained deformation behaviour of soft kaolin. X-ray Computer Tomography (CT) scanning of the samples has been performed to determine the change in porosity and soil structure density from the sample microstructure as a result of the laboratory testing regime undertaken. Combined with the examination of excess pore pressures and strains obtained from the cyclic triaxial tests, the results are compared with an existing analytical solution for long term settlement considering repeated low amplitude loading. Modifications to the analytical solution are presented based on the laboratory analysis that shows good agreement with further test data. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=creep" title="creep">creep</a>, <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=deformation" title=" deformation"> deformation</a>, <a href="https://publications.waset.org/abstracts/search?q=long%20term%20settlement" title=" long term settlement"> long term settlement</a>, <a href="https://publications.waset.org/abstracts/search?q=train%20loading" title=" train loading"> train loading</a> </p> <a href="https://publications.waset.org/abstracts/65658/analysing-the-permanent-deformation-of-cohesive-subsoil-subject-to-long-term-cyclic-train-loading" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/65658.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">299</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">9739</span> The Evaluation of Soil Liquefaction Potential Using Shear Wave Velocity</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=M.%20Nghizaderokni">M. Nghizaderokni</a>, <a href="https://publications.waset.org/abstracts/search?q=A.%20Janalizadechobbasty"> A. Janalizadechobbasty</a>, <a href="https://publications.waset.org/abstracts/search?q=M.%20Azizi"> M. Azizi</a>, <a href="https://publications.waset.org/abstracts/search?q=M.%20Naghizaderokni"> M. Naghizaderokni</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The liquefaction resistance of soils can be evaluated using laboratory tests such as cyclic simple shear, cyclic triaxial, cyclic tensional shear, and field methods such as Standard Penetration Test (SPT), Cone Penetration Test (CPT), and Shear Wave Velocity (Vs). This paper outlines a great correlation between shear wave velocity and standard penetration resistance of granular soils was obtained. Using Seeds standard penetration test (SPT) based soil liquefaction charts, new charts of soil liquefaction evaluation based on shear wave velocity data were developed for various magnitude earthquakes. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=soil" title="soil">soil</a>, <a href="https://publications.waset.org/abstracts/search?q=liquefaction" title=" liquefaction"> liquefaction</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20wave%20velocity" title=" shear wave velocity"> shear wave velocity</a>, <a href="https://publications.waset.org/abstracts/search?q=standard%20penetration%20resistance" title=" standard penetration resistance "> standard penetration resistance </a> </p> <a href="https://publications.waset.org/abstracts/28944/the-evaluation-of-soil-liquefaction-potential-using-shear-wave-velocity" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/28944.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">395</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">9738</span> Liquefaction Assessment of Marine Soil in Western Yemen Region Based on Laboratory and Field Tests</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Monalisha%20Nayak">Monalisha Nayak</a>, <a href="https://publications.waset.org/abstracts/search?q=T.%20G.%20Sitharam"> T. G. Sitharam</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Liquefaction is a major threat for sites consists of or on sandy soil. But this present study concentrates on the behavior of fine soil under cyclic loading. This paper presents the study of liquefaction susceptibility of marine silty clay to clayey silt for an offshore site near western Yemen. The submerged and loose sediment condition of marine soil of an offshore site can favour liquefaction during earthquakes. In this regard, the liquefaction susceptibility of the site was carried out based on both field test results and laboratory test results. From field test results of seismic cone penetration test (SCPT), liquefaction susceptibility was assessed considering normalized cone tip resistance, and normalized friction ratio and results give an idea regarding both cyclic mobility and flow liquefaction. Laboratory cyclic triaxial tests were also conducted on saturated undisturbed and remoulded sample to study the effect of cyclic loading on strength and strain characteristics. Liquefaction susceptibility of the marine soft soil was also carried out based on index properties like grain size distribution, natural moisture content and liquid limit of soil. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=index%20properties" title="index properties">index properties</a>, <a href="https://publications.waset.org/abstracts/search?q=liquefaction" title=" liquefaction"> liquefaction</a>, <a href="https://publications.waset.org/abstracts/search?q=marine%20soil" title=" marine soil"> marine soil</a>, <a href="https://publications.waset.org/abstracts/search?q=seismic%20cone%20penetration%20test%20%28SCPT%29" title=" seismic cone penetration test (SCPT)"> seismic cone penetration test (SCPT)</a> </p> <a href="https://publications.waset.org/abstracts/74336/liquefaction-assessment-of-marine-soil-in-western-yemen-region-based-on-laboratory-and-field-tests" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/74336.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">232</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">9737</span> Effect of Dynamic Loading by Cyclic Triaxial Tests on Sand Stabilized with Cement</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Priyanka%20Devi">Priyanka Devi</a>, <a href="https://publications.waset.org/abstracts/search?q=Mohammad%20Muzzaffar%20Khan"> Mohammad Muzzaffar Khan</a>, <a href="https://publications.waset.org/abstracts/search?q=G.%20Kalyan%20Kumar"> G. Kalyan Kumar</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Liquefaction of saturated soils due to dynamic loading is an important and interesting area in the field of geotechnical earthquake engineering. When the soil liquefies, the structures built on it develops uneven settlements thereby producing cracks in the structure and weakening the foundation. The 1964 Alaskan Good Friday earthquake, the 1989 San Francisco earthquake and 2011 Tōhoku earthquake are some of the examples of liquefaction occurred due to an earthquake. To mitigate the effect of liquefaction, several methods such use of stone columns, increasing the vertical stress, compaction and removal of liquefiable soil are practiced. Grouting is one of those methods used to increase the strength of the foundation and develop resistance to liquefaction of soil without affecting the superstructure. In the present study, an attempt has been made to investigate the undrained cyclic behavior of locally available soil, stabilized by cement to mitigate the seismically induced soil liquefaction. The specimens of 75mm diameter and 150mm height were reconstituted in the laboratory using water sedimentation technique. A series of strain-controlled cyclic triaxial tests were performed on saturated soil samples followed by consolidation. The effects of amplitude, confining pressure and relative density on the dynamic behavior of sand was studied for soil samples with varying cement content. The results obtained from the present study on loose specimens and medium dense specimens indicate that (i) the higher the relative density, the more will be the liquefaction resistance, (ii) with increase of effective confining pressure, a decrease in developing of excess pore water pressure during cyclic loading was observed and (iii) sand specimens treated with cement showed reduced excess pore pressures and increased liquefaction resistance suggesting it as one of the mitigation methods. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=cyclic%20triaxial%20test" title="cyclic triaxial test">cyclic triaxial test</a>, <a href="https://publications.waset.org/abstracts/search?q=liquefaction" title=" liquefaction"> liquefaction</a>, <a href="https://publications.waset.org/abstracts/search?q=soil-cement%20stabilization" title=" soil-cement stabilization"> soil-cement stabilization</a>, <a href="https://publications.waset.org/abstracts/search?q=pore%20pressure%20ratio" title=" pore pressure ratio"> pore pressure ratio</a> </p> <a href="https://publications.waset.org/abstracts/69457/effect-of-dynamic-loading-by-cyclic-triaxial-tests-on-sand-stabilized-with-cement" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/69457.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">295</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">9736</span> Numerical Investigation of Static and Dynamic Responses of Fiber Reinforced Sand</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Sandeep%20Kumar">Sandeep Kumar</a>, <a href="https://publications.waset.org/abstracts/search?q=Mahesh%20Kumar%20Jat"> Mahesh Kumar Jat</a>, <a href="https://publications.waset.org/abstracts/search?q=Rajib%20Sarkar"> Rajib Sarkar</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Soil reinforced with randomly distributed fibers is an attractive means to improve the performance of soil in a cost effective manner. Static and dynamic characterization of fiber reinforced soil have become important to evaluate adequate performance for all classes of geotechnical engineering problems. Present study investigates the behaviour of fiber reinforced cohesionless soil through numerical simulation of triaxial specimen. The numerical model has been validated with the existing literature of laboratory triaxial compression testing. A parametric study has been done to find out optimum fiber content for shear resistance. Cyclic triaxial testing has been simulated and the stress-strain response of fiber-reinforced sand has been examined considering different combination of fiber contents. Shear modulus values and damping values of fiber-reinforced sand are evaluated. It has been observed from results that for 1.0 percent fiber content shear modulus increased 2.28 times and damping ratio decreased 4.6 times. The influence of amplitude of cyclic strain, confining pressure and frequency of loading on the dynamic properties of fiber reinforced sand has been investigated and presented. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=damping" title="damping">damping</a>, <a href="https://publications.waset.org/abstracts/search?q=fiber%20reinforced%20soil" title=" fiber reinforced soil"> fiber reinforced soil</a>, <a href="https://publications.waset.org/abstracts/search?q=numerical%20modelling" title=" numerical modelling"> numerical modelling</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20modulus" title=" shear modulus"> shear modulus</a> </p> <a href="https://publications.waset.org/abstracts/77544/numerical-investigation-of-static-and-dynamic-responses-of-fiber-reinforced-sand" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/77544.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">278</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">9735</span> Soil Reinforcement by Fibers Using Triaxial Compression Test</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Negadi%20Kheira">Negadi Kheira</a>, <a href="https://publications.waset.org/abstracts/search?q=Arab%20Ahmed"> Arab Ahmed</a>, <a href="https://publications.waset.org/abstracts/search?q=Kamal%20Elbokl%20Mohamed"> Kamal Elbokl Mohamed</a>, <a href="https://publications.waset.org/abstracts/search?q=Setti%20Fatima"> Setti Fatima</a> </p> <p class="card-text"><strong>Abstract:</strong></p> In order to evaluate influences of roots on soil shear strength, monotonic drained and undrained triaxial laboratory tests were carried out on reconstituted specimens at various confining pressure (σc’=50, 100, 200, 300, 400 kPa) and a constant relative density (Dr = 50%). Reinforcement of soil by ﬁbrous roots is crucial for preventing soil erosion and degradation. Therefore, we investigated soil reinforcement by roots of acacia planted in the area of Chlef where shallow landslides and slope instability are frequent. These roots were distributed in soil in two forms: vertically and horizontally. The monotonic test results showed that roots have more impacts on the soil shear strength than the friction angle, and the presence of roots in soil substantially increased the soil shear strength. Also, the results showed that the contribution of roots on the shear strength mobilized increases with increase in the confining pressure. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=soil" title="soil">soil</a>, <a href="https://publications.waset.org/abstracts/search?q=monotonic" title=" monotonic"> monotonic</a>, <a href="https://publications.waset.org/abstracts/search?q=triaxial%20test" title=" triaxial test"> triaxial test</a>, <a href="https://publications.waset.org/abstracts/search?q=root%20fiber" title=" root fiber"> root fiber</a>, <a href="https://publications.waset.org/abstracts/search?q=undrained" title=" undrained"> undrained</a> </p> <a href="https://publications.waset.org/abstracts/6925/soil-reinforcement-by-fibers-using-triaxial-compression-test" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/6925.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">415</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">9734</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">9733</span> Behavior of Reinforced Soil by Polypropylene Fibers</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=M.%20Kamal%20Elbokl">M. Kamal Elbokl</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The beneficial effects of reinforcing the subgrade soil in pavement system with randomly distributed polypropylene fibers were investigated. For this issue, two types of soils and one type of fiber were selected. Proctor, CBR and unconfined compression tests were conducted on unreinforced samples as well as reinforced ones at different concentrations and aspect ratio of fibers. OMC, CBR and modulus of elasticity were investigated and thereby, the optimum value of aspect ratio and fiber content were determined. The static and repeated triaxial tests were also conducted to study the behaviour of fiber reinforced soils under both static and repeated loading. The results indicated that CBR values of reinforced sand and clay were 3.1 and 4.2 times of their unreinforced values respectively. The modulus of elasticity of fiber reinforced soils has increased by 100% for silty sandy soil and 60.20% for silty clay soil due to fiber reinforcement. The reinforced soils exhibited higher failure stresses in the static triaxial tests than the unreinforced ones due to the apparent bond developed between soil particle and the fiber. Fiber reinforcement of subgrade soils can play an important role in control the rut formation in the pavement system. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=polypropylene%20fibers" title="polypropylene fibers">polypropylene fibers</a>, <a href="https://publications.waset.org/abstracts/search?q=CBR" title=" CBR"> CBR</a>, <a href="https://publications.waset.org/abstracts/search?q=static%20triaxial" title=" static triaxial"> static triaxial</a>, <a href="https://publications.waset.org/abstracts/search?q=cyclic%20triaxial" title=" cyclic triaxial"> cyclic triaxial</a>, <a href="https://publications.waset.org/abstracts/search?q=resilient%20strain" title=" resilient strain"> resilient strain</a>, <a href="https://publications.waset.org/abstracts/search?q=permanent%20strain" title=" permanent strain"> permanent strain</a> </p> <a href="https://publications.waset.org/abstracts/4280/behavior-of-reinforced-soil-by-polypropylene-fibers" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/4280.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">623</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">9732</span> Measurement of the Dynamic Modulus of Elasticity of Cylindrical Concrete Specimens Used for the Cyclic Indirect Tensile Test</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Paul%20G.%20Bolz">Paul G. Bolz</a>, <a href="https://publications.waset.org/abstracts/search?q=Paul%20G.%20Lindner"> Paul G. Lindner</a>, <a href="https://publications.waset.org/abstracts/search?q=Frohmut%20Wellner"> Frohmut Wellner</a>, <a href="https://publications.waset.org/abstracts/search?q=Christian%20Schulze"> Christian Schulze</a>, <a href="https://publications.waset.org/abstracts/search?q=Joern%20Huebelt"> Joern Huebelt</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Concrete, as a result of its use as a construction material, is not only subject to static loads but is also exposed to variables, time-variant, and oscillating stresses. In order to ensure the suitability of construction materials for resisting these cyclic stresses, different test methods are used for the systematic fatiguing of specimens, like the cyclic indirect tensile test. A procedure is presented that allows the estimation of the degradation of cylindrical concrete specimens during the cyclic indirect tensile test by measuring the dynamic modulus of elasticity in different states of the specimens’ fatigue process. Two methods are used in addition to the cyclic indirect tensile test in order to examine the dynamic modulus of elasticity of cylindrical concrete specimens. One of the methods is based on the analysis of eigenfrequencies, whilst the other one uses ultrasonic pulse measurements to estimate the material properties. A comparison between the dynamic moduli obtained using the three methods that operate in different frequency ranges shows good agreement. The concrete specimens’ fatigue process can therefore be monitored effectively and reliably. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=concrete" title="concrete">concrete</a>, <a href="https://publications.waset.org/abstracts/search?q=cyclic%20indirect%20tensile%20test" title=" cyclic indirect tensile test"> cyclic indirect tensile test</a>, <a href="https://publications.waset.org/abstracts/search?q=degradation" title=" degradation"> degradation</a>, <a href="https://publications.waset.org/abstracts/search?q=dynamic%20modulus%20of%20elasticity" title=" dynamic modulus of elasticity"> dynamic modulus of elasticity</a>, <a href="https://publications.waset.org/abstracts/search?q=eigenfrequency" title=" eigenfrequency"> eigenfrequency</a>, <a href="https://publications.waset.org/abstracts/search?q=fatigue" title=" fatigue"> fatigue</a>, <a href="https://publications.waset.org/abstracts/search?q=natural%20frequency" title=" natural frequency"> natural frequency</a>, <a href="https://publications.waset.org/abstracts/search?q=ultrasonic" title=" ultrasonic"> ultrasonic</a>, <a href="https://publications.waset.org/abstracts/search?q=ultrasound" title=" ultrasound"> ultrasound</a>, <a href="https://publications.waset.org/abstracts/search?q=Young%E2%80%99s%20modulus" title=" Young’s modulus"> Young’s modulus</a> </p> <a href="https://publications.waset.org/abstracts/133563/measurement-of-the-dynamic-modulus-of-elasticity-of-cylindrical-concrete-specimens-used-for-the-cyclic-indirect-tensile-test" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/133563.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">174</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">9731</span> Comparative Study of Isothermal and Cyclic Oxidation on Titanium Alloys</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Poonam%20Yadav">Poonam Yadav</a>, <a href="https://publications.waset.org/abstracts/search?q=Dong%20Bok%20Lee"> Dong Bok Lee</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Isothermal oxidation at 800°C for 50h and Cyclic oxidation at 600°C and 800°C for 40h of Pure Ti and Ti64 were performed in a muffle furnace. In Cyclic oxidation, massive scale spallation occurred, and the oxide scale cracks and peels off were observed at high temperature, it represents oxide scale that formed during cyclic oxidation was spalled out owing to stresses due to thermal shock generated during repetitive oxidation and subsequent cooling. The thickness of scale is larger in cyclic oxidation than the isothermal case. This is due to inward diffusion of oxygen through oxide scales and/or pores and cracks in cyclic oxidation. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=cyclic" title="cyclic">cyclic</a>, <a href="https://publications.waset.org/abstracts/search?q=diffusion" title=" diffusion"> diffusion</a>, <a href="https://publications.waset.org/abstracts/search?q=isothermal" title=" isothermal"> isothermal</a>, <a href="https://publications.waset.org/abstracts/search?q=cyclic" title=" cyclic"> cyclic</a> </p> <a href="https://publications.waset.org/abstracts/19120/comparative-study-of-isothermal-and-cyclic-oxidation-on-titanium-alloys" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/19120.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">919</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">9730</span> Evaluation of Critical State Behavior of Granular Soil in Confined Compression Tests</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Rabia%20Chaudhry">Rabia Chaudhry</a>, <a href="https://publications.waset.org/abstracts/search?q=Andrew%20Dawson"> Andrew Dawson</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Identification of steady/critical state of coarse granular soil is challenging at conventional pressures. This study examines the drained and undrained triaxial tests for large strains on loose to dense, uniformly graded, Leighton Buzzard Fraction A sand. The triaxial tests are conducted under controlled test conditions. The comparison of soil behavior on shear strength characteristics at different effective stresses has been studied at the medium to large strains levels and the uniqueness of the critical state was discussed. The test results showed that there were two steady/critical state lines for drained and undrained conditions at confining pressures less than 1000 kPa. A critical state friction angle is not constant and the overall scatter in the steady/critical state line for the tested sand is ±0.01 in terms of void ratio at stress levels less than 1000 kPa. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=critical%20state" title="critical state">critical state</a>, <a href="https://publications.waset.org/abstracts/search?q=stress%20strain%20behavior" title=" stress strain behavior"> stress strain behavior</a>, <a href="https://publications.waset.org/abstracts/search?q=fabric%2Fstructure" title=" fabric/structure"> fabric/structure</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/77568/evaluation-of-critical-state-behavior-of-granular-soil-in-confined-compression-tests" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/77568.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">412</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">9729</span> Skew Cyclic Codes over Fq+uFq+…+uk-1Fq</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Jing%20Li">Jing Li</a>, <a href="https://publications.waset.org/abstracts/search?q=Xiuli%20Li"> Xiuli Li</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This paper studies a special class of linear codes, called skew cyclic codes, over the ring <em>R</em>= <em>F<sub>q</sub></em>+<em>uF<sub>q</sub></em>+…+<em>u<sup>k-</sup></em><sup>1</sup><em>F<sub>q</sub></em>, where <em>q</em> is a prime power. A Gray map <em>ɸ</em> from <em>R</em> to <em>F<sub>q</sub></em> and a Gray map <em>ɸ'</em> from <em>R<sup>n</sup></em> to <em>F<sup>n</sup><sub>q</sub></em> are defined, as well as an automorphism <em>Θ</em> over <em>R</em>. It is proved that the images of skew cyclic codes over <em>R</em> under map <em>ɸ'</em> and <em>Θ</em> are cyclic codes over <em>F<sub>q</sub></em>, and they still keep the dual relation. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=skew%20cyclic%20code" title="skew cyclic code">skew cyclic code</a>, <a href="https://publications.waset.org/abstracts/search?q=gray%20map" title=" gray map"> gray map</a>, <a href="https://publications.waset.org/abstracts/search?q=automorphism" title=" automorphism"> automorphism</a>, <a href="https://publications.waset.org/abstracts/search?q=cyclic%20code" title=" cyclic code"> cyclic code</a> </p> <a href="https://publications.waset.org/abstracts/70707/skew-cyclic-codes-over-fqufquk-1fq" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/70707.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">9728</span> Study on Effect of Reverse Cyclic Loading on Fracture Resistance Curve of Equivalent Stress Gradient (ESG) Specimen</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Jaegu%20Choi">Jaegu Choi</a>, <a href="https://publications.waset.org/abstracts/search?q=Jae-Mean%20Koo"> Jae-Mean Koo</a>, <a href="https://publications.waset.org/abstracts/search?q=Chang-Sung%20Seok"> Chang-Sung Seok</a>, <a href="https://publications.waset.org/abstracts/search?q=Byungwoo%20Moon"> Byungwoo Moon</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Since massive earthquakes in the world have been reported recently, the safety of nuclear power plants for seismic loading has become a significant issue. Seismic loading is the reverse cyclic loading, consisting of repeated tensile and compression by longitudinal and transverse wave. Up to this time, the study on characteristics of fracture toughness under reverse cyclic loading has been unsatisfactory. Therefore, it is necessary to obtain the fracture toughness under reverse cyclic load for the integrity estimation of nuclear power plants under seismic load. Fracture resistance (J-R) curves, which are used for determination of fracture toughness or integrity estimation in terms of elastic-plastic fracture mechanics, can be derived by the fracture resistance test using single specimen technique. The objective of this paper is to study the effects of reverse cyclic loading on a fracture resistance curve of ESG specimen, having a similar stress gradient compared to the crack surface of the real pipe. For this, we carried out the fracture toughness test under the reverse cyclic loading, while changing incremental plastic displacement. Test results showed that the J-R curves were decreased with a decrease of the incremental plastic displacement. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=reverse%20cyclic%20loading" title="reverse cyclic loading">reverse cyclic loading</a>, <a href="https://publications.waset.org/abstracts/search?q=j-r%20curve" title=" j-r curve"> j-r curve</a>, <a href="https://publications.waset.org/abstracts/search?q=ESG%20specimen" title=" ESG specimen"> ESG specimen</a>, <a href="https://publications.waset.org/abstracts/search?q=incremental%20plastic%20displacement" title=" incremental plastic displacement"> incremental plastic displacement</a> </p> <a href="https://publications.waset.org/abstracts/52074/study-on-effect-of-reverse-cyclic-loading-on-fracture-resistance-curve-of-equivalent-stress-gradient-esg-specimen" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/52074.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">388</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">9727</span> Reproducibility of Shear Strength Parameters Determined from CU Triaxial Tests: Evaluation of Results from Regression of Different Failure Stress Combinations</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Henok%20Marie%20Shiferaw">Henok Marie Shiferaw</a>, <a href="https://publications.waset.org/abstracts/search?q=Barbara%20Schneider-Muntau"> Barbara Schneider-Muntau</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Test repeatability and data reproducibility are a concern in many geotechnical laboratory tests due to inherent soil variability, inhomogeneous sample preparation and measurement inaccuracy. Test results on comparable test specimens vary to a considerable extent. Thus, also the derived shear strength parameters from triaxial tests are affected. In this contribution, we present the reproducibility of effective shear strength parameters from consolidated undrained triaxial tests on plain soil and cement-treated soil specimens. Six remolded test specimens were prepared for the plain soil and for the cement-treated soil. Conventional three levels of consolidation pressure testing were considered with an effective consolidation pressure of 100 kPa, 200 kPa and 300 kPa, respectively. At each effective consolidation pressure, two tests were done on comparable test specimens. Focus was laid on the same mean dry density and same water content during sample preparation for the two specimens. The cement-treated specimens were tested after 28 days of curing. Shearing of test specimens was carried out at a deformation rate of 0.4 mm/min after sample saturation at a back pressure of 900 kPa, followed by consolidation. The effective peak and residual shear strength parameters were then estimated from regression analysis of 21 different combinations of the failure stresses from the six tests conducted for both the plain soil and cement-treated soil samples. The 21 different stress combinations were constructed by picking three, four, five and six failure tresses at once at different combinations. Results indicate that the effective shear strength parameters estimated from the regression of different combinations of the failure stresses vary. Effective critical friction angle was found to be more consistent than effective peak friction angle with a smaller standard deviation. The reproducibility of the shear strength parameters for the cement-treated specimens was even lower than that of the untreated specimens. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=shear%20strength%20parameters" title="shear strength parameters">shear strength parameters</a>, <a href="https://publications.waset.org/abstracts/search?q=test%20repeatability" title=" test repeatability"> test repeatability</a>, <a href="https://publications.waset.org/abstracts/search?q=data%20reproducibility" title=" data reproducibility"> data reproducibility</a>, <a href="https://publications.waset.org/abstracts/search?q=triaxial%20soil%20testing" title=" triaxial soil testing"> triaxial soil testing</a>, <a href="https://publications.waset.org/abstracts/search?q=cement%20improvement%20of%20soils" title=" cement improvement of soils"> cement improvement of soils</a> </p> <a href="https://publications.waset.org/abstracts/191267/reproducibility-of-shear-strength-parameters-determined-from-cu-triaxial-tests-evaluation-of-results-from-regression-of-different-failure-stress-combinations" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/191267.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">33</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">9726</span> A Characterization of Skew Cyclic Code with Complementary Dual</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Eusebio%20Jr.%20Lina">Eusebio Jr. Lina</a>, <a href="https://publications.waset.org/abstracts/search?q=Ederlina%20Nocon"> Ederlina Nocon</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Cyclic codes are a fundamental subclass of linear codes that enjoy a very interesting algebraic structure. The class of skew cyclic codes (or θ-cyclic codes) is a generalization of the notion of cyclic codes. This a very large class of linear codes which can be used to systematically search for codes with good properties. A linear code with complementary dual (LCD code) is a linear code C satisfying C ∩ C^⊥ = {0}. This subclass of linear codes provides an optimum linear coding solution for a two-user binary adder channel and plays an important role in countermeasures to passive and active side-channel analyses on embedded cryptosystems. This paper aims to identify LCD codes from the class of skew cyclic codes. Let F_q be a finite field of order q, and θ be an automorphism of F_q. Some conditions for a skew cyclic code to be LCD were given. To this end, the properties of a noncommutative skew polynomial ring F_q[x, θ] of automorphism type were revisited, and the algebraic structure of skew cyclic code using its skew polynomial representation was examined. Using the result that skew cyclic codes are left ideals of the ring F_q[x, θ]/⟨x^n-1⟩, a characterization of a skew cyclic LCD code of length n was derived. A necessary condition for a skew cyclic code to be LCD was also given. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=LCD%20cyclic%20codes" title="LCD cyclic codes">LCD cyclic codes</a>, <a href="https://publications.waset.org/abstracts/search?q=skew%20cyclic%20LCD%20codes" title=" skew cyclic LCD codes"> skew cyclic LCD codes</a>, <a href="https://publications.waset.org/abstracts/search?q=skew%20cyclic%20complementary%20dual%20codes" title=" skew cyclic complementary dual codes"> skew cyclic complementary dual codes</a>, <a href="https://publications.waset.org/abstracts/search?q=theta-cyclic%20codes%20with%20complementary%20duals" title=" theta-cyclic codes with complementary duals"> theta-cyclic codes with complementary duals</a> </p> <a href="https://publications.waset.org/abstracts/56575/a-characterization-of-skew-cyclic-code-with-complementary-dual" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/56575.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">345</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">9725</span> Effect of Waste Bottle Chips on Strength Parameters of Silty Soil</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Seyed%20Abolhasan%20Naeini">Seyed Abolhasan Naeini</a>, <a href="https://publications.waset.org/abstracts/search?q=Hamidreza%20Rahmani"> Hamidreza Rahmani</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Laboratory consolidated undrained triaxial (CU) tests were carried out to study the strength behavior of silty soil reinforced with randomly plastic waste bottle chips. Specimens mixed with plastic waste chips in triaxial compression tests with 0.25, 0.50, 0.75, 1.0, and 1.25% by dry weight of soil and tree different length including 4, 8, and 12 mm. In all of the samples, the width and thickness of plastic chips were kept constant. According to the results, the amount and size of plastic waste bottle chips played an important role in the increasing of the strength parameters of reinforced silt compared to the pure soil. Because of good results, the suggested method of soil improvement can be used in many engineering problems such as increasing the bearing capacity and settlement reduction in foundations. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=reinforcement" title="reinforcement">reinforcement</a>, <a href="https://publications.waset.org/abstracts/search?q=silt" title=" silt"> silt</a>, <a href="https://publications.waset.org/abstracts/search?q=soil%20improvement" title=" soil improvement"> soil improvement</a>, <a href="https://publications.waset.org/abstracts/search?q=triaxial%20test" title=" triaxial test"> triaxial test</a>, <a href="https://publications.waset.org/abstracts/search?q=waste%20bottle%20chips" title=" waste bottle chips"> waste bottle chips</a> </p> <a href="https://publications.waset.org/abstracts/55983/effect-of-waste-bottle-chips-on-strength-parameters-of-silty-soil" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/55983.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">285</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">9724</span> Undrained Shear Strength and Anisotropic Yield Surface of Diatomaceous Mudstone</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Najibullah%20Arsalan">Najibullah Arsalan</a>, <a href="https://publications.waset.org/abstracts/search?q=Masaru%20Akaishi"> Masaru Akaishi</a>, <a href="https://publications.waset.org/abstracts/search?q=Motohiro%20Sugiyama"> Motohiro Sugiyama</a> </p> <p class="card-text"><strong>Abstract:</strong></p> When constructing a structure on soft rock, adequate research and study are required concerning the shear behavior in the over-consolidation region because soft rock is considered to be in a heavily over-consolidated state. In many of the existing studies concerning the strength of soft rock, triaxial compression tests were conducted using isotropically consolidated samples. In this study, the strength of diatomaceous soft rock anisotropically consolidated under a designated consolidation pressure is examined in undrained triaxial compression tests, and studies are made of the peak and residual strengths of the sample in the over-consolidated state in the initial yield surface and the anisotropic yield surface. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=diatomaceouse%20mudstone" title="diatomaceouse mudstone">diatomaceouse mudstone</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=yield%20surface" title=" yield surface"> yield surface</a>, <a href="https://publications.waset.org/abstracts/search?q=triaxial%20compression%20test" title=" triaxial compression test"> triaxial compression test</a> </p> <a href="https://publications.waset.org/abstracts/31423/undrained-shear-strength-and-anisotropic-yield-surface-of-diatomaceous-mudstone" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/31423.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">428</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">9723</span> Investigation of the Cyclic Response of Mudrock </h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Shaymaa%20Kennedy">Shaymaa Kennedy</a>, <a href="https://publications.waset.org/abstracts/search?q=Sam%20Clark"> Sam Clark</a>, <a href="https://publications.waset.org/abstracts/search?q=Paul%20Shaply"> Paul Shaply</a> </p> <p class="card-text"><strong>Abstract:</strong></p> With the upcoming construction of high-speed rail HS2 in the UK, a number of issues surrounding the construction technology and track design need to be answered. In this paper performance of subsoil subjected to dynamic loads were studied. The material of study is Mudrock backfill, a weak prevalent rock which response under indicative loading of high-speed rail line is unknown. This paper aims to investigate the use of different track types and the influence they will have on the underlying soil, in order to evaluate the behaviour of it. Ballstless track is a well-established concept in Europe, and the investigation the benefit of the form of construction due to its known savings in maintenance costs. Physical test using a triaxial cyclic loading machine was conducted to assess the expected mechanical behaviour of mudrock under a range of dynamic loads which could be generated beneath different track constructions. Some further parameters are required to frame the problem including determining the stress change with depth and cyclic response are vital to determine the residual plastic strain which is a major concern. In addition, Stress level is discussed in this paper, which are applied to recreate conditions of soil in the laboratory. Results indicate that stress levels are highly influential on the performance of soil at shallower depth and become insignificant with increasing depth. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=stress%20level" title="stress level">stress level</a>, <a href="https://publications.waset.org/abstracts/search?q=dynamic%20load" title=" dynamic load"> dynamic load</a>, <a href="https://publications.waset.org/abstracts/search?q=residual%20plastic%20strain" title=" residual plastic strain"> residual plastic strain</a>, <a href="https://publications.waset.org/abstracts/search?q=high%20speed%20railway" title=" high speed railway"> high speed railway</a> </p> <a href="https://publications.waset.org/abstracts/59874/investigation-of-the-cyclic-response-of-mudrock" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/59874.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">247</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">9722</span> Model Tests on Geogrid-Reinforced Sand-Filled Embankments with a Cover Layer under Cyclic Loading</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ma%20Yuan">Ma Yuan</a>, <a href="https://publications.waset.org/abstracts/search?q=Zhang%20Mengxi"> Zhang Mengxi</a>, <a href="https://publications.waset.org/abstracts/search?q=Akbar%20Javadi"> Akbar Javadi</a>, <a href="https://publications.waset.org/abstracts/search?q=Chen%20Longqing"> Chen Longqing</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The structure of sand-filled embankment with cover layer is treated with tipping clay modified with lime on the outside of the packing, and the geotextile is placed between the stuffing and the clay. The packing is usually river sand, and the improved clay protects the sand core against rainwater erosion. The sand-filled embankment with cover layer has practical problems such as high filling embankment, construction restriction, and steep slope. The reinforcement can be applied to the sand-filled embankment with cover layer to solve the complicated problems such as irregular settlement caused by poor stability of the embankment. At present, the research on the sand-filled embankment with cover layer mainly focuses on the sand properties, construction technology, and slope stability, and there are few studies in the experimental field, the deformation characteristics and stability of reinforced sand-filled embankment need further study. In addition, experimental research is relatively rare when the cyclic load is considered in tests. A subgrade structure of geogrid-reinforced sand-filled embankment with cover layer was proposed. The mechanical characteristics, the deformation properties, reinforced behavior and the ultimate bearing capacity of the embankment structure under cyclic loading were studied. For this structure, the geogrids in the sand and the tipping soil are through the geotextile which is arranged in sections continuously so that the geogrids can cross horizontally. Then, the Unsaturated/saturated Soil Triaxial Test System of Geotechnical Consulting and Testing Systems (GCTS), USA was modified to form the loading device of this test, and strain collector was used to measuring deformation and earth pressure of the embankment. A series of cyclic loading model tests were conducted on the geogrid-reinforced sand-filled embankment with a cover layer under a different number of reinforcement layers, the length of reinforcement and thickness of the cover layer. The settlement of the embankment, the normal cumulative deformation of the slope and the earth pressure were studied under different conditions. Besides cyclic loading model tests, model experiments of embankment subjected cyclic-static loading was carried out to analyze ultimate bearing capacity with different loading. The experiment results showed that the vertical cumulative settlement under long-term cyclic loading increases with the decrease of the number of reinforcement layers, length of the reinforcement arrangement and thickness of the tipping soil. Meanwhile, these three factors also have an influence on the decrease of the normal deformation of the embankment slope. The earth pressure around the loading point is significantly affected by putting geogrid in a model embankment. After cyclic loading, the decline of ultimate bearing capacity of the reinforced embankment can be effectively reduced, which is contrary to the unreinforced embankment. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=cyclic%20load%3B%20geogrid%3B%20reinforcement%20behavior%3B%20cumulative%20deformation%3B%20earth%20pressure" title="cyclic load; geogrid; reinforcement behavior; cumulative deformation; earth pressure">cyclic load; geogrid; reinforcement behavior; cumulative deformation; earth pressure</a> </p> <a href="https://publications.waset.org/abstracts/104870/model-tests-on-geogrid-reinforced-sand-filled-embankments-with-a-cover-layer-under-cyclic-loading" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/104870.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">122</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">9721</span> Investigations on the Seismic Performance of Hot-Finished Hollow Steel Sections</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Paola%20Pannuzzo">Paola Pannuzzo</a>, <a href="https://publications.waset.org/abstracts/search?q=Tak-Ming%20Chan"> Tak-Ming Chan</a> </p> <p class="card-text"><strong>Abstract:</strong></p> In seismic applications, hollow steel sections show, beyond undeniable esthetical appeal, promising structural advantages since, unlike open section counterparts, they are not susceptible to weak-axis and lateral-torsional buckling. In particular, hot-finished hollow steel sections have homogeneous material properties and favorable ductility but have been underutilized for cyclic bending. The main reason is that the parameters affecting their hysteretic behaviors are not yet well understood and, consequently, are not well exploited in existing codes of practice. Therefore, experimental investigations have been conducted on a wide range of hot-finished rectangular hollow section beams with the aim to providing basic knowledge for evaluating their seismic performance. The section geometry (width-to-thickness and depth-to-thickness ratios) and the type of loading (monotonic and cyclic) have been chosen as the key parameters to investigate the cyclic effect on the rotational capacity and to highlight the differences between monotonic and cyclic load conditions. The test results provide information on the parameters that affect the cyclic performance of hot-finished hollow steel beams and can be used to assess the design provisions stipulated in the current seismic codes of practice. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=bending" title="bending">bending</a>, <a href="https://publications.waset.org/abstracts/search?q=cyclic%20test" title=" cyclic test"> cyclic test</a>, <a href="https://publications.waset.org/abstracts/search?q=finite%20element%20modeling" title=" finite element modeling"> finite element modeling</a>, <a href="https://publications.waset.org/abstracts/search?q=hollow%20sections" title=" hollow sections"> hollow sections</a>, <a href="https://publications.waset.org/abstracts/search?q=hot-finished%20sections" title=" hot-finished sections"> hot-finished sections</a> </p> <a href="https://publications.waset.org/abstracts/112114/investigations-on-the-seismic-performance-of-hot-finished-hollow-steel-sections" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/112114.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">154</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">9720</span> Effect of Bamboo Chips in Cemented Sand Soil on Permeability and Mechanical Properties in Triaxial Compression</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Sito%20Ismanti">Sito Ismanti</a>, <a href="https://publications.waset.org/abstracts/search?q=Noriyuki%20Yasufuku"> Noriyuki Yasufuku</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Cement utilization to improve the properties of soil is a well-known method applied in field. However, its addition in large quantity must be controlled. This study presents utilization of natural and environmental-friendly material mixed with small amount of cement content in soil improvement, i.e. bamboo chips. Absorbability, elongation, and flatness ratio of bamboo chips were examined to investigate and understand the influence of its characteristics in the mixture. Improvement of dilation behavior as a problem of loose and poorly graded sand soil is discussed. Bamboo chips are able to improve the permeability value that affects the dilation behavior of cemented sand soil. It is proved by the stress path as the result of triaxial compression test in the undrained condition. The effect of size and content variation of bamboo chips, as well as the curing time variation are presented and discussed.   <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=bamboo%20chips" title="bamboo chips">bamboo chips</a>, <a href="https://publications.waset.org/abstracts/search?q=permeability" title=" permeability"> permeability</a>, <a href="https://publications.waset.org/abstracts/search?q=mechanical%20properties" title=" mechanical properties"> mechanical properties</a>, <a href="https://publications.waset.org/abstracts/search?q=triaxial%20compression" title=" triaxial compression"> triaxial compression</a> </p> <a href="https://publications.waset.org/abstracts/49046/effect-of-bamboo-chips-in-cemented-sand-soil-on-permeability-and-mechanical-properties-in-triaxial-compression" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/49046.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">333</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">9719</span> Synthesis and Characterization of Cyclic PNC-28 Peptide, Residues 17–26 (ETFSDLWKLL), A Binding Domain of p53</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Deepshikha%20Verma">Deepshikha Verma</a>, <a href="https://publications.waset.org/abstracts/search?q=V.%20N.%20Rajasekharan%20Pillai"> V. N. Rajasekharan Pillai</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The present study reports the synthesis of cyclic PNC-28 peptides with solid-phase peptide synthesis method. In the first step, we synthesize the linear PNC-28 Peptide and in the second step, we cyclize (N-to-C or head-to-tail cyclization) the linear PNC-28 peptide. The molecular formula of cyclic PNC-28 peptide is C64H88N12O16 and its m/z mass is ≈1233.64. Elemental analysis of cyclic PNC-28 is C, 59.99; H, 6.92; N, 13.12; O, 19.98. The characterization of LC-MS, CD, FT-IR, and 1HNMR has been done to confirm the successful synthesis and cyclization of linear PNC-28 peptides. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=CD" title="CD">CD</a>, <a href="https://publications.waset.org/abstracts/search?q=FTIR" title=" FTIR"> FTIR</a>, <a href="https://publications.waset.org/abstracts/search?q=1HNMR" title=" 1HNMR"> 1HNMR</a>, <a href="https://publications.waset.org/abstracts/search?q=cyclic%20peptide" title=" cyclic peptide"> cyclic peptide</a> </p> <a href="https://publications.waset.org/abstracts/149263/synthesis-and-characterization-of-cyclic-pnc-28-peptide-residues-17-26-etfsdlwkll-a-binding-domain-of-p53" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/149263.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">130</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">9718</span> Finite Element Modeling of the Mechanical Behavior of Municipal Solid Waste Incineration Bottom Ash with the Mohr-Coulomb Model</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Le%20Ngoc%20Hung">Le Ngoc Hung</a>, <a href="https://publications.waset.org/abstracts/search?q=Abriak%20Nor%20Edine"> Abriak Nor Edine</a>, <a href="https://publications.waset.org/abstracts/search?q=Binetruy%20Christophe"> Binetruy Christophe</a>, <a href="https://publications.waset.org/abstracts/search?q=Benzerzour%20Mahfoud"> Benzerzour Mahfoud</a>, <a href="https://publications.waset.org/abstracts/search?q=Shahrour%20Isam"> Shahrour Isam</a>, <a href="https://publications.waset.org/abstracts/search?q=Patrice%20Rivard"> Patrice Rivard</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Bottom ash from Municipal Solid Waste Incineration (MSWI) can be viewed as a typical granular material because these industrial by-products result from the incineration of various domestic wastes. MSWI bottom ashes are mainly used in road engineering in substitution of the traditional natural aggregates. As the characterization of their mechanical behavior is essential in order to use them, specific studies have been led over the past few years. In the first part of this paper, the mechanical behavior of MSWI bottom ash is studied with triaxial tests. After analysis of the experiment results, the simulation of triaxial tests is carried out by using the software package CESAR-LCPC. As the first approach in modeling of this new class material, the Mohr-Coulomb model was chosen to describe the evolution of material under the influence of external mechanical actions. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=bottom%20ash" title="bottom ash">bottom ash</a>, <a href="https://publications.waset.org/abstracts/search?q=granular%20material" title=" granular material"> granular material</a>, <a href="https://publications.waset.org/abstracts/search?q=triaxial%20test" title=" triaxial test"> triaxial test</a>, <a href="https://publications.waset.org/abstracts/search?q=mechanical%20behavior" title=" mechanical behavior"> mechanical behavior</a>, <a href="https://publications.waset.org/abstracts/search?q=simulation" title=" simulation"> simulation</a>, <a href="https://publications.waset.org/abstracts/search?q=Mohr-Coulomb%20model" title=" Mohr-Coulomb model"> Mohr-Coulomb model</a>, <a href="https://publications.waset.org/abstracts/search?q=CESAR-LCPC" title=" CESAR-LCPC"> CESAR-LCPC</a> </p> <a href="https://publications.waset.org/abstracts/36317/finite-element-modeling-of-the-mechanical-behavior-of-municipal-solid-waste-incineration-bottom-ash-with-the-mohr-coulomb-model" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/36317.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">310</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=cyclic%20triaxial%20test&page=2">2</a></li> <li class="page-item"><a class="page-link" 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