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test</title> <meta name="description" content="Search results for: triaxial test"> <meta name="keywords" content="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 d-lg-none navbar-toggler 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id="custom-search-input"> <div class="input-group"> <i class="fas fa-search"></i> <input type="text" class="search-query" name="q" placeholder="Author, Title, Abstract, Keywords" value="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> 9223</div> </div> </div> </div> <h1 class="mt-3 mb-3 text-center" style="font-size:1.6rem;">Search results for: 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">9223</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">9222</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">9221</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">9220</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">9219</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">9218</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">9217</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">9216</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">9215</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">9214</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">9213</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> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">9212</span> Shear Strength Parameters of an Unsaturated Lateritic Soil</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Jeferson%20Brito%20Fernades">Jeferson Brito Fernades</a>, <a href="https://publications.waset.org/abstracts/search?q=Breno%20Padovezi%20Rocha"> Breno Padovezi Rocha</a>, <a href="https://publications.waset.org/abstracts/search?q=Roger%20Augusto%20Rodrigues"> Roger Augusto Rodrigues</a>, <a href="https://publications.waset.org/abstracts/search?q=Heraldo%20Luiz%20Giacheti"> Heraldo Luiz Giacheti</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The geotechnical projects demand the appropriate knowledge of soil characteristics and parameters. The determination of geotechnical soil parameters can be done by means of laboratory or in situ tests. In countries with tropical weather, like Brazil, unsaturated soils are very usual. In these soils, the soil suction has been recognized as an important stress state variable, which commands the geo-mechanical behavior. Triaxial and direct shear tests on saturated soils samples allow determine only the minimal soil shear strength, in other words, no suction contribution. This paper briefly describes the triaxial test with controlled suction as well as discusses the influence of suction on the shear strength parameters of a lateritic tropical sandy soil from a Brazilian research site. In this site, a sample pit was excavated to retrieve disturbed and undisturbed soil blocks. The samples extracted from these blocks were tested in laboratory to represent the soil from 1.5, 3.0 and 5.0 m depth. The stress curves and shear strength envelopes determined by triaxial tests varying suction and confining pressure are presented and discussed. The water retention characteristics on this soil complement this analysis. In situ CPT tests were also carried out at this site in different seasons of the year. In this case, the soil suction profile was determined by means of the soil water retention. This extra information allowed assessing how soil suction also affected the CPT data and the shear strength parameters estimative via correlation. The major conclusions of this paper are: the undisturbed soil samples contracted before shearing and the soil shear strength increased hyperbolically with suction; and it was possible to assess how soil suction also influenced CPT test data based on the water content soil profile as well as the water retention curve. This study contributed with a better understanding of the shear strength parameters and the soil variability of a typical unsaturated tropical soil. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=site%20characterization" title="site characterization">site characterization</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=CPT" title=" CPT"> CPT</a>, <a href="https://publications.waset.org/abstracts/search?q=suction" title=" suction"> suction</a>, <a href="https://publications.waset.org/abstracts/search?q=variability" title=" variability"> variability</a> </p> <a href="https://publications.waset.org/abstracts/39766/shear-strength-parameters-of-an-unsaturated-lateritic-soil" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/39766.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">416</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">9211</span> Effect of Scalping on the Mechanical Behavior of Coarse Soils</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Nadine%20Ali%20Hassan">Nadine Ali Hassan</a>, <a href="https://publications.waset.org/abstracts/search?q=Ngoc%20Son%20Nguyen"> Ngoc Son Nguyen</a>, <a href="https://publications.waset.org/abstracts/search?q=Didier%20Marot"> Didier Marot</a>, <a href="https://publications.waset.org/abstracts/search?q=Fateh%20Bendahmane"> Fateh Bendahmane</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This paper aims at presenting a study of the effect of scalping methods on the mechanical properties of coarse soils by resorting to numerical simulations based on the discrete element method (DEM) and experimental triaxial tests. Two reconstitution methods are used, designated as scalping method and substitution method. Triaxial compression tests are first simulated on a granular materials with a grap graded particle size distribution by using the DEM. We study the effect of these reconstitution methods on the stress-strain behavior of coarse soils with different fine contents and with different ways to control the densities of the scalped and substituted materials. Experimental triaxial tests are performed on original mixtures of sands and gravels with different fine contents and on their corresponding scalped and substituted samples. Numerical results are qualitatively compared to experimental ones. Agreements and discrepancies between these results are also discussed. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=coarse%20soils" title="coarse soils">coarse soils</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=scalping" title=" scalping"> scalping</a>, <a href="https://publications.waset.org/abstracts/search?q=replacement" title=" replacement"> replacement</a>, <a href="https://publications.waset.org/abstracts/search?q=triaxial%20devices" title=" triaxial devices"> triaxial devices</a> </p> <a href="https://publications.waset.org/abstracts/126834/effect-of-scalping-on-the-mechanical-behavior-of-coarse-soils" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/126834.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">207</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">9210</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">9209</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">9208</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">9207</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">9206</span> Investigating Undrained Behavior of Noor Sand 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=Hossein%20Motaghedi">Hossein Motaghedi</a>, <a href="https://publications.waset.org/abstracts/search?q=Siavash%20Salamatpoor"> Siavash Salamatpoor</a>, <a href="https://publications.waset.org/abstracts/search?q=Abbas%20Mokhtari"> Abbas Mokhtari</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Noor costal city which is located in Mazandaran province, Iran, regularly visited by many tourists. Accordingly, many tall building and heavy structures are going to be constructed over this coastal area. This region is overlaid by poorly graded clean sand and because of high water level, is susceptible to liquefaction. In this study, undrained triaxial tests under isotropic consolidation were conducted on the reconstituted samples of Noor sand, which underlies a densely populated, seismic region of southern bank of Caspian Sea. When the strain level is large enough, soil samples under shearing tend to be in a state of continuous deformation under constant shear and normal stresses. There exists a correlation between the void ratio and mean effective principal stress, which is referred to as the ultimate steady state line (USSL). Soil behavior can be achieved by expressing the state of effective confining stress and defining the location of this point relative to the steady state line. Therefore, one can say that sand behavior not only is dependent to relative density but also a description of stress state has to be defined. The current study tries to investigate behavior of this sand under different conditions such as confining effective stress and relative density using undrained monotonic triaxial compression tests. As expected, the analyzed results show that the sand behavior varies from dilative to contractive state while initial isotropic effective stress increases. Therefore, confining effective stress level will directly affect the overall behavior of sand. The observed behavior obtained from the conducted tests is then compared with some previously tested sands including Yamuna, Ganga, and Toyoura. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=noor%20sand" title="noor sand">noor sand</a>, <a href="https://publications.waset.org/abstracts/search?q=liquefaction" title=" liquefaction"> liquefaction</a>, <a href="https://publications.waset.org/abstracts/search?q=undrained%20test" title=" undrained test"> undrained test</a>, <a href="https://publications.waset.org/abstracts/search?q=steady%20state" title=" steady state"> steady state</a> </p> <a href="https://publications.waset.org/abstracts/18657/investigating-undrained-behavior-of-noor-sand-using-triaxial-compression-test" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/18657.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">429</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">9205</span> Calibration of Contact Model Parameters and Analysis of Microscopic Behaviors of Cuxhaven Sand Using The Discrete Element Method</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Anjali%20Uday">Anjali Uday</a>, <a href="https://publications.waset.org/abstracts/search?q=Yuting%20Wang"> Yuting Wang</a>, <a href="https://publications.waset.org/abstracts/search?q=Andres%20Alfonso%20Pena%20Olare"> Andres Alfonso Pena Olare</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The Discrete Element Method is a promising approach to modeling microscopic behaviors of granular materials. The quality of the simulations however depends on the model parameters utilized. The present study focuses on calibration and validation of the discrete element parameters for Cuxhaven sand based on the experimental data from triaxial and oedometer tests. A sensitivity analysis was conducted during the sample preparation stage and the shear stage of the triaxial tests. The influence of parameters like rolling resistance, inter-particle friction coefficient, confining pressure and effective modulus were investigated on the void ratio of the sample generated. During the shear stage, the effect of parameters like inter-particle friction coefficient, effective modulus, rolling resistance friction coefficient and normal-to-shear stiffness ratio are examined. The calibration of the parameters is carried out such that the simulations reproduce the macro mechanical characteristics like dilation angle, peak stress, and stiffness. The above-mentioned calibrated parameters are then validated by simulating an oedometer test on the sand. The oedometer test results are in good agreement with experiments, which proves the suitability of the calibrated parameters. In the next step, the calibrated and validated model parameters are applied to forecast the micromechanical behavior including the evolution of contact force chains, buckling of columns of particles, observation of non-coaxiality, and sample inhomogeneity during a simple shear test. The evolution of contact force chains vividly shows the distribution, and alignment of strong contact forces. The changes in coordination number are in good agreement with the volumetric strain exhibited during the simple shear test. The vertical inhomogeneity of void ratios is documented throughout the shearing phase, which shows looser structures in the top and bottom layers. Buckling of columns is not observed due to the small rolling resistance coefficient adopted for simulations. The non-coaxiality of principal stress and strain rate is also well captured. Thus the micromechanical behaviors are well described using the calibrated and validated material parameters. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=discrete%20element%20model" title="discrete element model">discrete element model</a>, <a href="https://publications.waset.org/abstracts/search?q=parameter%20calibration" title=" parameter calibration"> parameter calibration</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=oedometer%20test" title=" oedometer test"> oedometer test</a>, <a href="https://publications.waset.org/abstracts/search?q=simple%20shear%20test" title=" simple shear test"> simple shear test</a> </p> <a href="https://publications.waset.org/abstracts/150752/calibration-of-contact-model-parameters-and-analysis-of-microscopic-behaviors-of-cuxhaven-sand-using-the-discrete-element-method" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/150752.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">120</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">9204</span> Experimental Investigation on the Shear Strength Parameters of Sand-Slag Mixtures</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ayad%20Salih%20Sabbar">Ayad Salih Sabbar</a>, <a href="https://publications.waset.org/abstracts/search?q=Amin%20Chegenizadeh"> Amin Chegenizadeh</a>, <a href="https://publications.waset.org/abstracts/search?q=Hamid%20Nikraz"> Hamid Nikraz</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Utilizing waste materials in civil engineering applications has a positive influence on the environment by reducing carbon dioxide emissions and issues associated with waste disposal. Granulated blast furnace slag (GBFS) is a by-product of the iron and steel industry, with millions of tons of slag being annually produced worldwide. Slag has been widely used in structural engineering and for stabilizing clay soils; however, studies on the effect of slag on sandy soils are scarce. This article investigates the effect of slag content on shear strength parameters through direct shear tests and unconsolidated undrained triaxial tests on mixtures of Perth sand and slag. For this purpose, sand-slag mixtures, with slag contents of 2%, 4%, and 6% by weight of samples, were tested with direct shear tests under three normal stress values, namely 100 kPa, 150 kPa, and 200 kPa. Unconsolidated undrained triaxial tests were performed under a single confining pressure of 100 kPa and relative density of 80%. The internal friction angles and shear stresses of the mixtures were determined via the direct shear tests, demonstrating that shear stresses increased with increasing normal stress and the internal friction angles and cohesion increased with increasing slag. There were no significant differences in shear stresses parameters when slag content rose from 4% to 6%. The unconsolidated undrained triaxial tests demonstrated that shear strength increased with increasing slag content. <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=shear%20strength" title=" shear strength"> shear strength</a>, <a href="https://publications.waset.org/abstracts/search?q=slag" title=" slag"> slag</a>, <a href="https://publications.waset.org/abstracts/search?q=UU%20test" title=" UU test"> UU test</a> </p> <a href="https://publications.waset.org/abstracts/65304/experimental-investigation-on-the-shear-strength-parameters-of-sand-slag-mixtures" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/65304.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">479</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">9203</span> Correlation between the Undrained Shear Strength of Clay of the Champlain Sea as Determined by the Vane Test and the Swedish Cone</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Tahar%20Ayadat">Tahar Ayadat</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The undrained shear strength is an essential parameter for determining the consistency and the ultimate bearing capacity of a clay layer. The undrained shear strength can be determined by field tests such as the in situ vane test or in laboratory, including hand vane test, triaxial, simple compression test, and the consistency penetrometer (i.e. Swedish cone). However, the field vane test and the Swedish cone are the most commonly used tests by geotechnical experts. In this technical note, a comparison between the shear strength results obtained by the in situ vane test and the cone penetration test (Swedish cone) was conducted. A correlation between the results of these two tests, concerning the undrained shear strength of the Champlain sea clay, has been developed. Moreover, some applications of the proposed correlation on some geotechnical problems have been included, such as the determination of the consistency and the bearing capacity of a clay layer. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=correlation" title="correlation">correlation</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20strength" title=" shear strength"> shear strength</a>, <a href="https://publications.waset.org/abstracts/search?q=clay" title=" clay"> clay</a>, <a href="https://publications.waset.org/abstracts/search?q=vane%20test" title=" vane test"> vane test</a>, <a href="https://publications.waset.org/abstracts/search?q=Swedish%20cone" title=" Swedish cone"> Swedish cone</a> </p> <a href="https://publications.waset.org/abstracts/59650/correlation-between-the-undrained-shear-strength-of-clay-of-the-champlain-sea-as-determined-by-the-vane-test-and-the-swedish-cone" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/59650.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">394</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">9202</span> Analysis of the Variation on Earth Pressure by Addition of Construction Demolition Waste (C&D Waste) In Black Cotton Soil</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Nirav%20Jadav">Nirav Jadav</a>, <a href="https://publications.waset.org/abstracts/search?q=M.%20G.Vanza"> M. G.Vanza</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Black cotton soils mainly exhibit the property of swelling/shrinkage when they react to moisture variations. This property causes development of cracks in the structures resting on these soils, which poses instability to the structures. Soil stabilization is a technique to enhance the geotechnical characteristics of Black cotton soils by changing their properties. Due to rapid growth in construction industry, a lot of waste material is being generated every day, which poses the problem of its disposal. If the waste material can be utilized for soil stabilization, it will mitigate the problems of its disposal. The tests results evaluate that the strength of the Black cotton soils increased by the use of C&D waste material. This study determines various Index and engineering properties of soil and compare for different proportions of soil and C&D Waste. For finding properties of soil and C&D Waste, various test is carried out like sieve analysis, hydrometer test, specific gravity test, Atterberg’s limit test, Standard proctor test and soil Triaxial unconsolidated undrained test. It also takes into account the characteristics alteration due to addition of C&D Waste in active and passive pressure. This study presents the efficacy for use of C&D Waste as a stabilizing material to be mixed with backfill soil in retaining walls. Standard proctor test was conducted at proportions S1W0 (soil = 100%, Waste = 0%), S7W1 (soil = 87.5%, waste = 12.5%), S3W1, S5W3 and S1W1. From these, S5W3 showed optimum results, so this proportion was considered for Soil Triaxial UU-Test. Also, S1W0 was considered too. When 37.5% of soil is replaced by C&D Waste, the Optimum moisture content (OMC) decrease by 11.48%, further, increase C&D Waste in soil OMC remains constant, and maximum dry density (MDD) were observed to be increased by 9.27%, further increased C&D Waste in soil MDD reduces. Carried out strength test, which shows cohesion decreased by 162% and the internal friction angle increased by 49.4% with compare to virgin soil. The study focuses on the potential use of C&D Waste as a stabilizing material in the retaining wall backfill. The active earth pressure decreases, and the passive earth pressure increases in the S5W3 mixture compared to the S1W0 mixture at the same depth. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=black%20cotton%20soil" title="black cotton soil">black cotton soil</a>, <a href="https://publications.waset.org/abstracts/search?q=construction%20demolition%20waste" title=" construction demolition waste"> construction demolition waste</a>, <a href="https://publications.waset.org/abstracts/search?q=compaction%20test" title=" compaction test"> compaction test</a>, <a href="https://publications.waset.org/abstracts/search?q=strength%20test" title=" strength test"> strength test</a> </p> <a href="https://publications.waset.org/abstracts/167204/analysis-of-the-variation-on-earth-pressure-by-addition-of-construction-demolition-waste-cd-waste-in-black-cotton-soil" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/167204.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">82</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">9201</span> Experimental Determination of Shear Strength Properties of Lightweight Expanded Clay Aggregates Using Direct Shear and Triaxial Tests</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Mahsa%20Shafaei%20Bajestani">Mahsa Shafaei Bajestani</a>, <a href="https://publications.waset.org/abstracts/search?q=Mahmoud%20Yazdani"> Mahmoud Yazdani</a>, <a href="https://publications.waset.org/abstracts/search?q=Aliakbar%20Golshani"> Aliakbar Golshani</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Artificial lightweight aggregates have a wide range of applications in industry and engineering. Nowadays, the usage of this material in geotechnical activities, especially as backfill in retaining walls has been growing due to the specific characteristics which make it a competent alternative to the conventional geotechnical materials. In practice, a material with lower weight but higher shear strength parameters would be ideal as backfill behind retaining walls because of the important roles that these parameters play in decreasing the overall active lateral earth pressure. In this study, two types of Light Expanded Clay Aggregates (LECA) produced in the Leca factory are investigated. LECA is made in a rotary kiln by heating natural clay at different temperatures up to 1200 °C making quasi-spherical aggregates with different sizes ranged from 0 to 25 mm. The loose bulk density of these aggregates is between 300 and 700 kN/m<sup>3</sup>. The purpose of this research is to determine the stress-strain behavior, shear strength parameters, and the energy absorption of LECA materials. Direct shear tests were conducted at five normal stresses of 25, 50, 75, 100, and 200 kPa. In addition, conventional triaxial compression tests were operated at confining pressures of 50, 100, and 200 kPa to examine stress-strain behavior. The experimental results show a high internal angle of friction and even a considerable amount of nominal cohesion despite the granular structure of LECA. These desirable properties along with the intrinsic low density of these aggregates make LECA as a very proper material in geotechnical applications. Furthermore, the results demonstrate that lightweight aggregates may have high energy absorption that is excellent alternative material in seismic isolations. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=expanded%20clay" title="expanded clay">expanded clay</a>, <a href="https://publications.waset.org/abstracts/search?q=direct%20shear%20test" title=" direct shear test"> direct shear test</a>, <a href="https://publications.waset.org/abstracts/search?q=triaxial%20test" title=" triaxial test"> triaxial test</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20properties" title=" shear properties"> shear properties</a>, <a href="https://publications.waset.org/abstracts/search?q=energy%20absorption" title=" energy absorption"> energy absorption</a> </p> <a href="https://publications.waset.org/abstracts/75574/experimental-determination-of-shear-strength-properties-of-lightweight-expanded-clay-aggregates-using-direct-shear-and-triaxial-tests" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/75574.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">166</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">9200</span> Effect of Plastic Fines on Undrained Behavior of Clayey Sands</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Saeed%20Talamkhani">Saeed Talamkhani</a>, <a href="https://publications.waset.org/abstracts/search?q=Seyed%20Abolhassan%20Naeini"> Seyed Abolhassan Naeini</a> </p> <p class="card-text"><strong>Abstract:</strong></p> In recent years, the occurrence of several liquefactions in sandy soils containing various values of clay content has shown that in addition to silty sands, clayey sands are also susceptible to liquefaction. Therefore, it is necessary to investigate the properties of these soil compositions and their behavioral characteristics. This paper presents the effect of clay fines on the undrained shear strength of sands at various confining pressures. For this purpose, a series of unconsolidated undrained triaxial shear tests were carried out on clean sand and sand mixed with 5, 10, 15, 20, and 30 percent of clay fines. It was found that the presence of clay particle in sandy specimens change the dilative behavior to contraction. The result also showed that increasing the clay fines up to 10 percent causes to increase the potential for liquefaction, and decreases it at higher values fine content. These results reveal the important role of clay particles in changing the undrained strength of the sandy soil. <p class="card-text"><strong>Keywords:</strong> <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=liquefaction" title=" liquefaction"> liquefaction</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=undrained%20shear%20strength" title=" undrained shear strength "> undrained shear strength </a> </p> <a href="https://publications.waset.org/abstracts/93873/effect-of-plastic-fines-on-undrained-behavior-of-clayey-sands" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/93873.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">196</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">9199</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">470</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">9198</span> Immediate and Long-Term Effect of the Sawdust Usage on Shear Strength of the Clayey Silt Soil</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Dogan%20Cetin">Dogan Cetin</a>, <a href="https://publications.waset.org/abstracts/search?q=Omar%20Hamdi%20Jasim"> Omar Hamdi Jasim</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Using some additives is very common method to improve the soil properties such as shear strength, bearing capacity; and to reduce the settlement and lateral deformation. Soil reinforcement with natural materials is an attractive method to improve the soil properties because of their low cost. However, the studies conducted by using natural additive are very limited. This paper presents the results of an investigation on the immediate and long-term effects of the sawdust on the shear strength behavior of a clayey silt soil obtained in Arnavutkoy in Istanbul with sawdust. Firstly, compaction tests were conducted to be able to optimum moisture content for every percentage of sawdust. The samples were obtained from compacted soil at optimum moisture content. UU Triaxial Tests were conducted to evaluate the response of randomly distributed sawdust on the strength of low plasticity clayey silt soil. The specimens were tested with 1%, 2% and 3% content of sawdust. It was found that the undrained shear strength of clay soil with 1%, 2% and 3% sawdust were increased respectively 4.65%, 27.9% and 39.5% higher than the soil without additive. At 5%, shear strength of clay soil decreased by 3.8%. After 90 days cure period, the shear strength of the soil with 1%, 2%, 3% and %5 increased respectively 251%, 302%, 260% and 153%. It can be said that the effect of the sawdust usage has a remarkable effect on the undrained shear strength of the soil. Besides the increasing undrained shear strength, it was also found that the sawdust decreases the liquid limit, plastic limit and plasticity index by 5.5%, 2.9 and 10.9% respectively. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=compaction%20test" title="compaction test">compaction test</a>, <a href="https://publications.waset.org/abstracts/search?q=sawdust" title=" sawdust"> sawdust</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20strength" title=" shear strength"> shear strength</a>, <a href="https://publications.waset.org/abstracts/search?q=UU%20Triaxial%20Test" title=" UU Triaxial Test"> UU Triaxial Test</a> </p> <a href="https://publications.waset.org/abstracts/61946/immediate-and-long-term-effect-of-the-sawdust-usage-on-shear-strength-of-the-clayey-silt-soil" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/61946.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">354</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">9197</span> Influence of Shear Parameter on Liquefaction Susceptibility of Ramsar Sand</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Siavash%20Salamatpoor">Siavash Salamatpoor</a>, <a href="https://publications.waset.org/abstracts/search?q=Hossein%20Motaghedi"> Hossein Motaghedi</a>, <a href="https://publications.waset.org/abstracts/search?q=Jr."> Jr.</a>, <a href="https://publications.waset.org/abstracts/search?q=Mehrdad%20Nategh"> Mehrdad Nategh</a> </p> <p class="card-text"><strong>Abstract:</strong></p> In this study, undrained triaxial tests under anisotropic consolidation were conducted on the reconstituted samples of Ramsar sand, which underlies a densely populated, seismic region of the southern coast of Caspian Sea in Mazandaran province, Iran. Ramsar costal city is regularly visited by many tourists. Accordingly, many tall building and heavy structures are going to be constructed over this coastal area. This region is overlaid by poorly graded clean sand and because of high water level, is susceptible to liquefaction. The specimens were consolidated anisotropically to simulate initial shear stress which is mobilized due to surface constructions. Different states of soil behavior were obtained by applying different levels of initial relative density, shear stress, and effective stress. It is shown that Ramsar clean sand can experience the whole possible states of liquefiable soils i.e. fully liquefaction, limited liquefaction, and dilation behaviors. It would be shown that by increasing the shear parameter in high confine pressure, the liquefaction susceptibility has increased while for low confine pressure it would be vice versa. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=anisotropic" title="anisotropic">anisotropic</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=shear%20parameter" title=" shear parameter"> shear parameter</a>, <a href="https://publications.waset.org/abstracts/search?q=static%20liquefaction" title=" static liquefaction"> static liquefaction</a> </p> <a href="https://publications.waset.org/abstracts/17048/influence-of-shear-parameter-on-liquefaction-susceptibility-of-ramsar-sand" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/17048.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">9196</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">409</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">9195</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">9194</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> <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=triaxial%20test&page=2">2</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=triaxial%20test&page=3">3</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=triaxial%20test&page=4">4</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=triaxial%20test&page=5">5</a></li> <li class="page-item"><a class="page-link" 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