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tests</title> <meta name="description" content="Search results for: triaxial tests"> <meta name="keywords" content="triaxial tests"> <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 tests"> <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> 4499</div> </div> </div> </div> <h1 class="mt-3 mb-3 text-center" style="font-size:1.6rem;">Search results for: triaxial tests</h1> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4469</span> A Study of Soft Soil Improvement by Using Lime Grit</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ashim%20Kanti%20Dey">Ashim Kanti Dey</a>, <a href="https://publications.waset.org/abstracts/search?q=Briti%20Sundar%20Bhowmik"> Briti Sundar Bhowmik</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This paper presents an idea to improve the soft soil by using lime grits which are normally produced as waste product in the paper manufacturing industries. This waste material cannot be used as a construction material because of its light weight, uniform size and poor compaction control. With scarcity in land, effective disposal of lime grit is a major concern of all paper manufacturing industries. Considering its non-plasticity and high permeability characteristics the lime grit may suitably be used as a drainage material for speedy consolidation of cohesive soil. It can also be used to improve the bearing capacity of soft clay. An attempt has been made in this paper to show the usefulness of lime grit in improving the bearing capacity of shallow foundation resting on soft clayey soil. A series of undrained unconsolidated cyclic triaxial tests performed at different area ratios and at three different water contents shows that dynamic shear modulus and damping ratio can be substantially improved with lime grit. Improvement is observed to be more in case of higher area ratio and higher water content. Static triaxial tests were also conducted on lime grit reinforced clayey soil after application of 50 load cycles to determine the effect of lime grit columns on cyclically loaded clayey soils. It is observed that the degradation is less for lime grit stabilized soil. A study of model test with different area ratio of lime column installation is also included to see the field behaviour of lime grit reinforced soil. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=lime%20grit%20column" title="lime grit column">lime grit column</a>, <a href="https://publications.waset.org/abstracts/search?q=area%20ratio" title=" area ratio"> area ratio</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20modulus" title=" shear modulus"> shear modulus</a>, <a href="https://publications.waset.org/abstracts/search?q=damping%20ratio" title=" damping ratio"> damping ratio</a>, <a href="https://publications.waset.org/abstracts/search?q=strength%20ratio" title=" strength ratio"> strength ratio</a>, <a href="https://publications.waset.org/abstracts/search?q=improvement%20factor" title=" improvement factor"> improvement factor</a>, <a href="https://publications.waset.org/abstracts/search?q=degradation%20factor" title=" degradation factor"> degradation factor</a> </p> <a href="https://publications.waset.org/abstracts/10849/a-study-of-soft-soil-improvement-by-using-lime-grit" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/10849.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">503</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">4468</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">4467</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">4466</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">4465</span> Enhancements to the Coupled Hydro-Mechanical Hypoplastic Model for Unsaturated Soils</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Shanujah%20Mathuranayagam">Shanujah Mathuranayagam</a>, <a href="https://publications.waset.org/abstracts/search?q=William%20Fuentes"> William Fuentes</a>, <a href="https://publications.waset.org/abstracts/search?q=Samanthika%20Liyanapathirana"> Samanthika Liyanapathirana</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This paper introduces an enhanced version of the coupled hydro-mechanical hypoplastic model. The model is able to simulate volumetric collapse upon wetting and incorporates suction effects on stiffness and strength. Its mechanical constitutive equation links Bishop’s effective stress with strain and suction, featuring a normal consolidation line (NCL) with a compression index (λ) presenting a non-linear dependency with the degree of saturation. The Bulk modulus has been modified to ensure that under rapid volumetric collapse, the stress state remains at the NCL. The coupled model comprises eighteen parameters, with nine for the hydraulic component and nine for the mechanical component. Hydraulic parameters are calibrated with the use of water retention curves (IWRC) across varied soil densities, while mechanical parameters undergo calibration using isotropic and triaxial tests on both unsaturated and saturated samples. The model's performance is analyzed through the back-calculation of two experimental studies: (i) wetting under different vertical stresses for Lower Cromer Till and (ii) isotropic loading and triaxial loading for undisturbed loess. The results confirm that the proposed model is able to predict the hydro-mechanical behavior of unsaturated soils. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=hypoplastic%20model" title="hypoplastic model">hypoplastic model</a>, <a href="https://publications.waset.org/abstracts/search?q=volumetric%20collapse" title=" volumetric collapse"> volumetric collapse</a>, <a href="https://publications.waset.org/abstracts/search?q=normal%20consolidation%20line" title=" normal consolidation line"> normal consolidation line</a>, <a href="https://publications.waset.org/abstracts/search?q=compression%20index%20%28%CE%BB%29" title=" compression index (λ)"> compression index (λ)</a>, <a href="https://publications.waset.org/abstracts/search?q=degree%20of%20saturation" title=" degree of saturation"> degree of saturation</a>, <a href="https://publications.waset.org/abstracts/search?q=soil%20suction" title=" soil suction"> soil suction</a> </p> <a href="https://publications.waset.org/abstracts/183465/enhancements-to-the-coupled-hydro-mechanical-hypoplastic-model-for-unsaturated-soils" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/183465.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">64</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">4464</span> Index and Mechanical Geotechnical Properties and Their Control on the Strength and Durability of the Cainozoic Calcarenites in KwaZulu-Natal, South Africa</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Luvuno%20N.%20Jele">Luvuno N. Jele</a>, <a href="https://publications.waset.org/abstracts/search?q=Warwick%20W.%20Hastie"> Warwick W. Hastie</a>, <a href="https://publications.waset.org/abstracts/search?q=Andrew%20Green"> Andrew Green</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Calcarenite is a clastic sedimentary beach rock composed of more than 50% sand sized (0.0625 – 2 mm) carbonate grains. In South Africa, these rocks occur as a narrow belt along most of the coast of KwaZulu-Natal and sporadically along the coast of the Eastern Cape. Calcarenites contain a high percentage of calcium carbonate, and due to a number of its physical and structural features, like porosity, cementing material, sedimentary structures, grain shape, and grain size; they are more prone to chemical and mechanical weathering. The objective of the research is to study the strength and compressibility characteristics of the calcarenites along the coast of KwaZulu-Natal to be able to better understand the geotechnical behaviour of these rocks, which may help to predict areas along the coast which may be potentially susceptible to failure/differential settling resulting in damage to property. A total of 148 cores were prepared and analyzed. Cores were analyzed perpendicular and parallel to bedding. Tests were carried out in accordance with the relevant codes and recommendations of the International Society for Rock Mechanics, American Standard Testing Methods, and Committee of Land and Transport Standard Specifications for Road and Bridge Works for State Road Authorities. Test carried out included: x-ray diffraction, petrography, shape preferred orientation (SPO), 3-D Tomography, rock porosity, rock permeability, ethylene glycol, slake durability, rock water absorption, Duncan swelling index, triaxial compressive strength, Brazilian tensile strength and uniaxial compression test with elastic modulus. The beach-rocks have a uniaxial compressive strength (UCS) ranging from 17,84Mpa to 287,35Mpa and exhibit three types of failure; (1) single sliding shear failure, (2) complete cone development, and (3) splitting failure. Brazilian tensile strength of the rocks ranges from 2.56 Mpa to 12,40 Ma, with those tested perpendicular to bedding showing lower tensile strength. Triaxial compressive tests indicate calcarenites have strength ranging from 86,10 Mpa to 371,85 Mpa. Common failure mode in the triaxial test is a single sliding shear failure. Porosity of the rocks varies from 1.25 % to 26.52 %. Rock tests indicate that the direction of loading, whether it be parallel to bedding or perpendicular to bedding, plays no significantrole in the strength and durability of the calcarenites. Porosity, cement type, and grain texture play major roles.UCS results indicate that saturated cores are weaker in strength compared to dry samples. Thus, water or moisture content plays a significant role in the strength and durability of the beach-rock. Loosely packed, highly porous and low magnesian-calcite bearing calcarenites show a decrease in strength compared to the densely packed, low porosity and high magnesian-calcite bearing calcarenites. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=beach-rock" title="beach-rock">beach-rock</a>, <a href="https://publications.waset.org/abstracts/search?q=calcarenite" title=" calcarenite"> calcarenite</a>, <a href="https://publications.waset.org/abstracts/search?q=cement" title=" cement"> cement</a>, <a href="https://publications.waset.org/abstracts/search?q=compressive" title=" compressive"> compressive</a>, <a href="https://publications.waset.org/abstracts/search?q=failure" title=" failure"> failure</a>, <a href="https://publications.waset.org/abstracts/search?q=porosity" title=" porosity"> porosity</a>, <a href="https://publications.waset.org/abstracts/search?q=strength" title=" strength"> strength</a>, <a href="https://publications.waset.org/abstracts/search?q=tensile" title=" tensile"> tensile</a>, <a href="https://publications.waset.org/abstracts/search?q=grains" title=" grains"> grains</a> </p> <a href="https://publications.waset.org/abstracts/155225/index-and-mechanical-geotechnical-properties-and-their-control-on-the-strength-and-durability-of-the-cainozoic-calcarenites-in-kwazulu-natal-south-africa" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/155225.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">94</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">4463</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">4462</span> Multiaxial Fatigue Analysis of a High Performance Nickel-Based Superalloy</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=P.%20Selva">P. Selva</a>, <a href="https://publications.waset.org/abstracts/search?q=B.%20Lorraina"> B. Lorraina</a>, <a href="https://publications.waset.org/abstracts/search?q=J.%20Alexis"> J. Alexis</a>, <a href="https://publications.waset.org/abstracts/search?q=A.%20Seror"> A. Seror</a>, <a href="https://publications.waset.org/abstracts/search?q=A.%20Longuet"> A. Longuet</a>, <a href="https://publications.waset.org/abstracts/search?q=C.%20Mary"> C. Mary</a>, <a href="https://publications.waset.org/abstracts/search?q=F.%20Denard"> F. Denard</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Over the past four decades, the fatigue behavior of nickel-based alloys has been widely studied. However, in recent years, significant advances in the fabrication process leading to grain size reduction have been made in order to improve fatigue properties of aircraft turbine discs. Indeed, a change in particle size affects the initiation mode of fatigue cracks as well as the fatigue life of the material. The present study aims to investigate the fatigue behavior of a newly developed nickel-based superalloy under biaxial-planar loading. Low Cycle Fatigue (LCF) tests are performed at different stress ratios so as to study the influence of the multiaxial stress state on the fatigue life of the material. Full-field displacement and strain measurements as well as crack initiation detection are obtained using Digital Image Correlation (DIC) techniques. The aim of this presentation is first to provide an in-depth description of both the experimental set-up and protocol: the multiaxial testing machine, the specific design of the cruciform specimen and performances of the DIC code are introduced. Second, results for sixteen specimens related to different load ratios are presented. Crack detection, strain amplitude and number of cycles to crack initiation vs. triaxial stress ratio for each loading case are given. Third, from fractographic investigations by scanning electron microscopy it is found that the mechanism of fatigue crack initiation does not depend on the triaxial stress ratio and that most fatigue cracks initiate from subsurface carbides. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=cruciform%20specimen" title="cruciform specimen">cruciform specimen</a>, <a href="https://publications.waset.org/abstracts/search?q=multiaxial%20fatigue" title=" multiaxial fatigue"> multiaxial fatigue</a>, <a href="https://publications.waset.org/abstracts/search?q=nickel-based%20superalloy" title=" nickel-based superalloy"> nickel-based superalloy</a> </p> <a href="https://publications.waset.org/abstracts/22039/multiaxial-fatigue-analysis-of-a-high-performance-nickel-based-superalloy" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/22039.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">4461</span> A New Investigation Technique for Improvement of the Cullet for Pottery Glaze</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Benchalak%20Muangmeesri">Benchalak Muangmeesri</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This research is experiment glaze from use cullet that is broken decayed from the used such as, glass bottle, windshield , etc. For seek raw material compensation that is raw material of the glaze in ceramic. The objective of the research for study the ratio of the glaze that is appropriate for glaze ceramic products and evaluate the experiment glaze on the vitreous china. The experiment has limits in using ceramic process such as, using calculation formula with triaxial, the empirical formula’s of Seger, and formula calculation is the percentage of the compound. for choose formula has will the possibility for glaze on vitreous china. The experiments in 108 triaxial can choose best formula and calculate is be left just 6 a formula for the calculation. The calculation is the percentage of the raw materials. Find that, three formulas in six formula there is percentage amount of the raw material that is cullet has the amount the little more 10 percentages then repeated experiment just three formulas. Overall, this research have three formulas for used its and we get all processes achieved and well done. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=cullet" title="cullet">cullet</a>, <a href="https://publications.waset.org/abstracts/search?q=glaze" title=" glaze"> glaze</a>, <a href="https://publications.waset.org/abstracts/search?q=pottery" title=" pottery"> pottery</a>, <a href="https://publications.waset.org/abstracts/search?q=ceramic" title=" ceramic"> ceramic</a> </p> <a href="https://publications.waset.org/abstracts/2268/a-new-investigation-technique-for-improvement-of-the-cullet-for-pottery-glaze" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/2268.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">271</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">4460</span> Anisotropic Behavior of Sand Stabilized with Colloidal Silica</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Eleni%20Maria%20Pavlopoulou">Eleni Maria Pavlopoulou</a>, <a href="https://publications.waset.org/abstracts/search?q=Vasiliki%20N.%20Georgiannou"> Vasiliki N. Georgiannou</a>, <a href="https://publications.waset.org/abstracts/search?q=Filippos%20C.%20Chortis"> Filippos C. Chortis</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The response of M31 sand stabilized with colloidal silica (CS) aqueous gel is investigated in the laboratory. CS is introduced in the water regime, forming a hydrosol. The low viscosity hydrosol thickens in a controllable manner to form a stable, non-toxic gel; the gel fills the pore space, retains the pore water, and supports the grain structure. The role of colloidal silica on subsequent sand behavior is examined with the aid of direct shear, triaxial, and normal compression tests. Under the examined loading modes, while the strength of the treated sand is enhanced, its stiffness may reduce, and its compressibility increase. However, in most geotechnical problems, the loading conditions are complex, involving changes in both stress magnitude and direction. Rotation of principal stresses (σ1, σ2, σ3) in varying amounts expressed as angle α, (from α=0° to 90°) in concurrence with increasing shear stress loading is commonly encountered in soil structures such as foundations, embankments, underwater slopes. To assess the influence of anisotropy on the response of sands before and after their stabilization, hollow cylinder tests were performed. The behavior of stabilized sand is compared with the characteristic sand behavior, i.e., a reduction in peak stress ratio associated with a softer stress-strain response with the increasing angle a. The influence of the magnitude of the intermediate principal stress (σ2) on the mechanical response of treated and untreated sand is also examined. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=anisotropy" title="anisotropy">anisotropy</a>, <a href="https://publications.waset.org/abstracts/search?q=colloidal%20silica" title=" colloidal silica"> colloidal silica</a>, <a href="https://publications.waset.org/abstracts/search?q=laboratory%20tests" title=" laboratory tests"> laboratory tests</a>, <a href="https://publications.waset.org/abstracts/search?q=sands" title=" sands"> sands</a>, <a href="https://publications.waset.org/abstracts/search?q=soil%20stabilization" title=" soil stabilization"> soil stabilization</a> </p> <a href="https://publications.waset.org/abstracts/133107/anisotropic-behavior-of-sand-stabilized-with-colloidal-silica" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/133107.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">135</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4459</span> Characterization of Anisotropic Deformation in Sandstones Using Micro-Computed Tomography Technique</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Seyed%20Mehdi%20Seyed%20Alizadeh">Seyed Mehdi Seyed Alizadeh</a>, <a href="https://publications.waset.org/abstracts/search?q=Christoph%20Arns"> Christoph Arns</a>, <a href="https://publications.waset.org/abstracts/search?q=Shane%20Latham"> Shane Latham</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Geomechanical characterization of rocks in detail and its possible implications on flow properties is an important aspect of reservoir characterization workflow. In order to gain more understanding of the microstructure evolution of reservoir rocks under stress a series of axisymmetric triaxial tests were performed on two different analogue rock samples. In-situ compression tests were coupled with high resolution micro-Computed Tomography to elucidate the changes in the pore/grain network of the rocks under pressurized conditions. Two outcrop sandstones were chosen in the current study representing a various cementation status of well-consolidated and weakly-consolidated granular system respectively. High resolution images were acquired while the rocks deformed in a purpose-built compression cell. A detailed analysis of the 3D images in each series of step-wise compression tests (up to the failure point) was conducted which includes the registration of the deformed specimen images with the reference pristine dry rock image. Digital Image Correlation (DIC) technique based on the intensity of the registered 3D subsets and particle tracking are utilized to map the displacement fields in each sample. The results suggest the complex architecture of the localized shear zone in well-cemented Bentheimer sandstone whereas for the weakly-consolidated Castlegate sandstone no discernible shear band could be observed even after macroscopic failure. Post-mortem imaging a sister plug from the friable rock upon undergoing continuous compression reveals signs of a shear band pattern. This suggests that for friable sandstones at small scales loading mode may affect the pattern of deformation. Prior to mechanical failure, the continuum digital image correlation approach can reasonably capture the kinematics of deformation. As failure occurs, however, discrete image correlation (i.e. particle tracking) reveals superiority in both tracking the grains as well as quantifying their kinematics (in terms of translations/rotations) with respect to any stage of compaction. An attempt was made to quantify the displacement field in compression using continuum Digital Image Correlation which is based on the reference and secondary image intensity correlation. Such approach has only been previously applied to unconsolidated granular systems under pressure. We are applying this technique to sandstones with various degrees of consolidation. Such element of novelty will set the results of this study apart from previous attempts to characterize the deformation pattern in consolidated sands. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=deformation%20mechanism" title="deformation mechanism">deformation mechanism</a>, <a href="https://publications.waset.org/abstracts/search?q=displacement%20field" title=" displacement field"> displacement field</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20behavior" title=" shear behavior"> shear behavior</a>, <a href="https://publications.waset.org/abstracts/search?q=triaxial%20compression" title=" triaxial compression"> triaxial compression</a>, <a href="https://publications.waset.org/abstracts/search?q=X-ray%20micro-CT" title=" X-ray micro-CT "> X-ray micro-CT </a> </p> <a href="https://publications.waset.org/abstracts/79118/characterization-of-anisotropic-deformation-in-sandstones-using-micro-computed-tomography-technique" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/79118.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">189</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">4458</span> Influence of Dynamic Loads in the Structural Integrity of Underground Rooms</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=M.%20Inmaculada%20Alvarez-Fern%C3%A1ndez">M. Inmaculada Alvarez-Fernández</a>, <a href="https://publications.waset.org/abstracts/search?q=Celestino%20Gonz%C3%A1lez-Nicieza"> Celestino González-Nicieza</a>, <a href="https://publications.waset.org/abstracts/search?q=M.%20Bel%C3%A9n%20Prendes-Gero"> M. Belén Prendes-Gero</a>, <a href="https://publications.waset.org/abstracts/search?q=Fernando%20L%C3%B3pez-Gayarre"> Fernando López-Gayarre</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Among many factors affecting the stability of mining excavations, rock-bursts and tremors play a special role. These dynamic loads occur practically always and have different sources of generation. The most important of them is the commonly used mining technique, which disintegrates a certain area of the rock mass not only in the area of the planned mining, but also creates waves that significantly exceed this area affecting the structural elements. In this work it is analysed the consequences of dynamic loads over the structural elements in an underground room and pillar mine to avoid roof instabilities. With this end, dynamic loads were evaluated through in situ and laboratory tests and simulated with numerical modelling. Initially, the geotechnical characterization of all materials was carried out by mean of large-scale tests. Then, drill holes were done on the roof of the mine and were monitored to determine possible discontinuities in it. Three seismic stations and a triaxial accelerometer were employed to measure the vibrations from blasting tests, establish the dynamic behaviour of roof and pillars and develop the transmission laws. At last, computer simulations by FLAC3D software were done to check the effect of vibrations on the stability of the roofs. The study shows that in-situ tests have a greater reliability than laboratory samples because of eliminating the effect of heterogeneities, that the pillars work decreasing the amplitude of the vibration around them, and that the tensile strength of a beam and depending on its span is overcome with waves in phase and delayed. The obtained transmission law allows designing a blasting which guarantees safety and prevents the risk of future failures. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=dynamic%20modelling" title="dynamic modelling">dynamic modelling</a>, <a href="https://publications.waset.org/abstracts/search?q=long%20term%20instability%20risks" title=" long term instability risks"> long term instability risks</a>, <a href="https://publications.waset.org/abstracts/search?q=room%20and%20pillar" title=" room and pillar"> room and pillar</a>, <a href="https://publications.waset.org/abstracts/search?q=seismic%20collapse" title=" seismic collapse"> seismic collapse</a> </p> <a href="https://publications.waset.org/abstracts/122926/influence-of-dynamic-loads-in-the-structural-integrity-of-underground-rooms" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/122926.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">138</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">4457</span> The Mechanical Behavior of a Chemically Stabilized Soil</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=I%20Lamri">I Lamri</a>, <a href="https://publications.waset.org/abstracts/search?q=L%20Arabet"> L Arabet</a>, <a href="https://publications.waset.org/abstracts/search?q=M.%20Hidjeb"> M. Hidjeb</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The direct shear test was used to determine the shear strength parameters C and Ø of a series of samples with different cement content. Samples stabilized with a certain percentage of cement showed a substantial gain in compressive strength and a significant increase in shear strength parameters. C and Ø. The laboratory equipment used in UCS tests consisted of a conventional 102mm diameter sample triaxial loading machine. Beyond 4% cement content a very important increase in shear strength was observed. It can be deduced from a comparative study of shear strength of soil samples with 4%, 7%, and 10% cement with sample containing 2 %, that the sample with a 4% cement content showed 90% increase in shear strength while those with 7% and 10% showed an increase of around 13 and 21 fold. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=cement" title="cement">cement</a>, <a href="https://publications.waset.org/abstracts/search?q=compression%20strength" title=" compression strength"> compression strength</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20stress" title=" shear stress"> shear stress</a>, <a href="https://publications.waset.org/abstracts/search?q=cohesion" title=" cohesion"> cohesion</a>, <a href="https://publications.waset.org/abstracts/search?q=angle%20of%20internal%20friction" title=" angle of internal friction"> angle of internal friction</a> </p> <a href="https://publications.waset.org/abstracts/23790/the-mechanical-behavior-of-a-chemically-stabilized-soil" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/23790.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">488</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4456</span> The Effect of Shredded Polyurethane Foams on Shear Modulus and Damping Ratio of Sand</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Javad%20Saeidaskari">Javad Saeidaskari</a>, <a href="https://publications.waset.org/abstracts/search?q=Nader%20Khalafian"> Nader Khalafian</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The undesirable impact of vibrations induced by road and railway traffic is an important concern in modern world. These vibrations are transmitted through soil and cause disturbances to the residence area and high-tech production facilities alongside the train/traffic lines. In this paper for the first time a new method of soil improvement with vibration absorber material, is used to increase the damping factor, in other word, to reduce the ability of wave transitions in sand. In this study standard Firoozkooh No. 161 sand is used as the host sand. The semi rigid polyurethane (PU) foam which used in this research is one of the common materials for vibration absorbing purposes. Series of cyclic triaxial tests were conducted on remolded samples with identical relative density of 70% of maximum dry density for different volume percentage of shredded PU foam. The frequency of tests was 0.1 Htz with shear strain of 0.37% and 0.75% and also the effective confining pressures during the tests were 100 kPa and 350 kPa. In order to find out the best soil-PU foam mixture, different volume percent of PU foam varying from 10% to 30% were examined. The results show that adding PU foam up to 20%, as its optimum content, causes notable enhancement in damping ratio for both shear strains of 0.37% (52.19% and 69% increase for effective confining pressures of 100 kPa and 350 kPa, respectively) and 0.75% (59.56% and 59.11% increase for effective confining pressures of 100 kPa and 350 kPa, respectively). The results related to shear modulus present significant reduction for both shear strains of 0.37% (82.22% and 56.03% decrease for effective confining pressures of 100 kPa and 350 kPa, respectively) and 0.75% (89.32% and 39.9% decrease for effective confining pressures of 100 kPa and 350 kPa, respectively). In conclusion, shredded PU foams effectively affect the dynamic properties of sand and act as vibration absorber in soil. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=polyurethane%20foam" title="polyurethane foam">polyurethane foam</a>, <a href="https://publications.waset.org/abstracts/search?q=sand" title=" sand"> sand</a>, <a href="https://publications.waset.org/abstracts/search?q=damping%20ratio" title=" damping ratio"> damping ratio</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20modulus" title=" shear modulus"> shear modulus</a> </p> <a href="https://publications.waset.org/abstracts/37173/the-effect-of-shredded-polyurethane-foams-on-shear-modulus-and-damping-ratio-of-sand" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/37173.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">449</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">4455</span> The Use of Psychological Tests in Polish Organizations - Empirical Evidence</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Milena%20Gojny-Zbierowska">Milena Gojny-Zbierowska</a> </p> <p class="card-text"><strong>Abstract:</strong></p> In the last decades psychological tests have been gaining in popularity as a method used for evaluating personnel, and they bring consulting companies solid profits rising by up to 10% each year. The market is offering a growing range of tools for the assessment of personality. Tests are used in organizations mainly in the recruitment and selection of staff. This paper is an attempt to initially diagnose the state of the use of psychological tests in Polish companies on the basis of empirical research. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=psychological%20tests" title="psychological tests">psychological tests</a>, <a href="https://publications.waset.org/abstracts/search?q=personality" title=" personality"> personality</a>, <a href="https://publications.waset.org/abstracts/search?q=content%20analysis" title=" content analysis"> content analysis</a>, <a href="https://publications.waset.org/abstracts/search?q=NEO%20FFI" title=" NEO FFI"> NEO FFI</a>, <a href="https://publications.waset.org/abstracts/search?q=big%20five%20personality%20model" title=" big five personality model"> big five personality model</a> </p> <a href="https://publications.waset.org/abstracts/39287/the-use-of-psychological-tests-in-polish-organizations-empirical-evidence" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/39287.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">365</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">4454</span> Improvement of Mechanical Properties of Saline Soils by Fly Ash: Effect of Freeze-Thaw Cycles</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Zhuo%20Cheng">Zhuo Cheng</a>, <a href="https://publications.waset.org/abstracts/search?q=Gaohang%20Cui"> Gaohang Cui</a>, <a href="https://publications.waset.org/abstracts/search?q=Yang%20Zheng"> Yang Zheng</a>, <a href="https://publications.waset.org/abstracts/search?q=Zhiqiang-Pan"> Zhiqiang-Pan</a> </p> <p class="card-text"><strong>Abstract:</strong></p> To explore the effect of freeze-thaw cycles on saline soil mechanical properties of fly ash, this study examined the influence of different numbers of freezing and thawing cycles, fly ash content, and moisture content of saline soil in unconfined compression tests and triaxial shear tests. With increased fly ash content, the internal friction angle, cohesion, unconfined compressive strength, and shear strength of the improved soil increased at first and then decreased. Using the Desk-Expert 8.0 software and based on significance analysis theory, the number of freeze-thaw cycles, fly ash content, water content, and the interactions between various factors on the mechanical properties of saline soil were studied. The results showed that the number of freeze-thaw cycles had a significant effect on the mechanical properties of saline soil, while the fly ash content had a weakly significant effect. At the same time, interaction between the number of freeze-thaw cycles and the water content had a significant effect on the unconfined compressive strength and the cohesion of saline soil, and the interaction between fly ash content and the number of freeze-thaw cycles only had a significant effect on the unconfined compressive strength. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=fly%20ash" title="fly ash">fly ash</a>, <a href="https://publications.waset.org/abstracts/search?q=saline%20soil" title=" saline soil"> saline soil</a>, <a href="https://publications.waset.org/abstracts/search?q=seasonally%20frozen%20area" title=" seasonally frozen area"> seasonally frozen area</a>, <a href="https://publications.waset.org/abstracts/search?q=significance%20analysis" title=" significance analysis"> significance analysis</a>, <a href="https://publications.waset.org/abstracts/search?q=qualitative%20analysis" title=" qualitative analysis"> qualitative analysis</a> </p> <a href="https://publications.waset.org/abstracts/136606/improvement-of-mechanical-properties-of-saline-soils-by-fly-ash-effect-of-freeze-thaw-cycles" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/136606.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">147</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4453</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">4452</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">4451</span> Nonstationarity Modeling of Economic and Financial Time Series</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=C.%20Slim">C. Slim</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Traditional techniques for analyzing time series are based on the notion of stationarity of phenomena under study, but in reality most economic and financial series do not verify this hypothesis, which implies the implementation of specific tools for the detection of such behavior. In this paper, we study nonstationary non-seasonal time series tests in a non-exhaustive manner. We formalize the problem of nonstationary processes with numerical simulations and take stock of their statistical characteristics. The theoretical aspects of some of the most common unit root tests will be discussed. We detail the specification of the tests, showing the advantages and disadvantages of each. The empirical study focuses on the application of these tests to the exchange rate (USD/TND) and the Consumer Price Index (CPI) in Tunisia, in order to compare the Power of these tests with the characteristics of the series. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=stationarity" title="stationarity">stationarity</a>, <a href="https://publications.waset.org/abstracts/search?q=unit%20root%20tests" title=" unit root tests"> unit root tests</a>, <a href="https://publications.waset.org/abstracts/search?q=economic%20time%20series" title=" economic time series"> economic time series</a>, <a href="https://publications.waset.org/abstracts/search?q=ADF%20tests" title=" ADF tests"> ADF tests</a> </p> <a href="https://publications.waset.org/abstracts/77063/nonstationarity-modeling-of-economic-and-financial-time-series" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/77063.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">423</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">4450</span> Anlaytical Studies on Subgrade Soil Using Jute Geotextile</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=A.%20Vinod%20Kumar">A. Vinod Kumar</a>, <a href="https://publications.waset.org/abstracts/search?q=G.%20Sunny%20Deol"> G. Sunny Deol</a>, <a href="https://publications.waset.org/abstracts/search?q=Rakesh%20Kumar"> Rakesh Kumar</a>, <a href="https://publications.waset.org/abstracts/search?q=B.%20Chandra"> B. Chandra</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Application of fiber reinforcement in road construction is gaining some interest in enhancing soil strength. In this paper, the natural geotextile material obtained from gunny bags was used due to its vast local availability. Construction of flexible pavement on weaker soil such as clay soils is a significant problem in construction as well as in design due to its expansive characteristics. Jute geotextile (JGT) was used on a foundation layer of flexible pavement on rural roads. This problem will be conquered by increasing the subgrade strength by decreasing sub-base layer thickness by improving their overall pavement strength characteristics which ultimately reduces the cost of construction and leads to an economical design. California Bearing Ratio (CBR), unconfined compressive strength (UCS) and triaxial laboratory tests were conducted on two different soil samples, CI and MI. Weaker soil is reinforced with JGT, JGT+Bitumen. JGT+polythene sheet was varied with heights while performing the laboratory tests. Subgrade strength evaluation was investigated by conducting soak CBR test in the laboratory for clayey and silt soils. Laboratory results reveal that reinforced soak CBR value of clayey soil (CI) observed was 10.35%, and silty soil (MI) was 15.6%. This study intends to develop new technique for reinforcing weaker soil with JGT varying parameters for the need of low volume flexible pavements. It was observed that the performance of JGT is inferior when used with bitumen and polyethylene sheets. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=CBR" title="CBR">CBR</a>, <a href="https://publications.waset.org/abstracts/search?q=jute%20geotextile" title=" jute geotextile"> jute geotextile</a>, <a href="https://publications.waset.org/abstracts/search?q=low%20volume%20road" title=" low volume road"> low volume road</a>, <a href="https://publications.waset.org/abstracts/search?q=weaker%20soil" title=" weaker soil"> weaker soil</a> </p> <a href="https://publications.waset.org/abstracts/29186/anlaytical-studies-on-subgrade-soil-using-jute-geotextile" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/29186.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">442</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4449</span> Analytical Studies on Subgrade Soil Using Jute Geotextiles</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=A.%20Vinod%20Kumar">A. Vinod Kumar</a>, <a href="https://publications.waset.org/abstracts/search?q=G.%20Sunny%20Deol"> G. Sunny Deol</a>, <a href="https://publications.waset.org/abstracts/search?q=Rakesh%20Kumar"> Rakesh Kumar</a>, <a href="https://publications.waset.org/abstracts/search?q=B.%20Chandra"> B. Chandra</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Application of fiber reinforcement in road construction is gaining some interest in enhancing soil strength. In this paper, the natural Geotextile material obtained from gunny bags was used due to vast local availability material. Construction of flexible pavement on weaker soil such as clay soils are a significant problem in construction as well as in design due to its expansive characteristics. Jute Geotextile (JGT) was used on a foundation layer of flexible pavement on rural roads. This problem will be conquered by increasing the subgrade strength by decreasing sub-base layer thickness by improving their overall pavement strength characteristics which ultimately reduces the cost of construction and leads to economically design. The California Bearing Ratio (CBR), unconfined compressive strength (UCS) and triaxial laboratory tests were conducted on two different soil samples CI and MI. Weaker soil is reinforced with JGT, JGT+Bitumen; JGT+polythene sheet was varied with heights while performing the laboratory tests. Subgrade strength evaluation was investigated by conducting soak CBR test in the laboratory for clayey and silt soils. Laboratory results reveal that reinforced soak CBR value of clayey soil (CI) observed was 10.35%, and silty soil (MI) was 15.6%. This study intends to develop new technique for reinforcing weaker soil with JGT varying parameters for the need of low volume flexible pavements. It was observed that the performance of JGT is inferior when used with bitumen and polyethylene sheets. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=CBR" title="CBR">CBR</a>, <a href="https://publications.waset.org/abstracts/search?q=Jute%20geotextile" title=" Jute geotextile"> Jute geotextile</a>, <a href="https://publications.waset.org/abstracts/search?q=low%20volume%20road" title=" low volume road"> low volume road</a>, <a href="https://publications.waset.org/abstracts/search?q=weaker%20soil" title=" weaker soil"> weaker soil</a> </p> <a href="https://publications.waset.org/abstracts/30184/analytical-studies-on-subgrade-soil-using-jute-geotextiles" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/30184.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">4448</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">4447</span> Characterisation of the Physical Properties of Debris and Residual Soils Implications for the Possible Landslides Occurrence on Cililin West Java</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ikah%20Ning%20Prasetiowati%20Permanasari">Ikah Ning Prasetiowati Permanasari</a>, <a href="https://publications.waset.org/abstracts/search?q=Gunawan%20Handayani"> Gunawan Handayani</a>, <a href="https://publications.waset.org/abstracts/search?q=Lilik%20Hendrajaya"> Lilik Hendrajaya</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Landslide occurence at Mukapayung, Cililin West Java with material movement downward slope as far as 500m and hit residential areas of the village Nagrog cause eighteen people died and ten homes were destroyed and twenty-three heads of families evacuated. In order to test the hypothesis that soil at the landslides area is prone to landslides, we do drilling and the following tests were taken: particle size distribution, atterberg limits, shear strength, density, shringkage limits and triaxial unconsolidated and consolidated undrained test. Factor of safety was calculated to find out the possibility of subsequent landslides. The value of FOS of three layers is 1,05 which means that the soil in a critical condition and would be imminent to slide if there is disruption from the outside. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=atterberg%20limits" title="atterberg limits">atterberg limits</a>, <a href="https://publications.waset.org/abstracts/search?q=particle%20size%20distribution" title=" particle size distribution"> particle size distribution</a>, <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=slope%20geometry" title=" slope geometry"> slope geometry</a>, <a href="https://publications.waset.org/abstracts/search?q=factor%20of%20safety" title=" factor of safety"> factor of safety</a> </p> <a href="https://publications.waset.org/abstracts/81593/characterisation-of-the-physical-properties-of-debris-and-residual-soils-implications-for-the-possible-landslides-occurrence-on-cililin-west-java" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/81593.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">149</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">4446</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">4445</span> Investigation of Shear Strength, and Dilative Behavior of Coarse-grained Samples Using Laboratory Test and Machine Learning Technique</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ehsan%20Mehryaar">Ehsan Mehryaar</a>, <a href="https://publications.waset.org/abstracts/search?q=Seyed%20Armin%20Motahari%20Tabari"> Seyed Armin Motahari Tabari</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Coarse-grained soils are known and commonly used in a wide range of geotechnical projects, including high earth dams or embankments for their high shear strength. The most important engineering property of these soils is friction angle which represents the interlocking between soil particles and can be applied widely in designing and constructing these earth structures. Friction angle and dilative behavior of coarse-grained soils can be estimated from empirical correlations with in-situ testing and physical properties of the soil or measured directly in the laboratory performing direct shear or triaxial tests. Unfortunately, large-scale testing is difficult, challenging, and expensive and is not possible in most soil mechanic laboratories. So, it is common to remove the large particles and do the tests, which cannot be counted as an exact estimation of the parameters and behavior of the original soil. This paper describes a new methodology to simulate particles grading distribution of a well-graded gravel sample to a smaller scale sample as it can be tested in an ordinary direct shear apparatus to estimate the stress-strain behavior, friction angle, and dilative behavior of the original coarse-grained soil considering its confining pressure, and relative density using a machine learning method. A total number of 72 direct shear tests are performed in 6 different sizes, 3 different confining pressures, and 4 different relative densities. Multivariate Adaptive Regression Spline (MARS) technique was used to develop an equation in order to predict shear strength and dilative behavior based on the size distribution of coarse-grained soil particles. Also, an uncertainty analysis was performed in order to examine the reliability of the proposed equation. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=MARS" title="MARS">MARS</a>, <a href="https://publications.waset.org/abstracts/search?q=coarse-grained%20soil" title=" coarse-grained soil"> coarse-grained soil</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=uncertainty%20analysis" title=" uncertainty analysis"> uncertainty analysis</a> </p> <a href="https://publications.waset.org/abstracts/141476/investigation-of-shear-strength-and-dilative-behavior-of-coarse-grained-samples-using-laboratory-test-and-machine-learning-technique" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/141476.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">162</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">4444</span> Feasibility Study on the Application of Waste Materials for Production of Sustainable Asphalt Mixtures</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Farzaneh%20Tahmoorian">Farzaneh Tahmoorian</a>, <a href="https://publications.waset.org/abstracts/search?q=Bijan%20Samali"> Bijan Samali</a>, <a href="https://publications.waset.org/abstracts/search?q=John%20Yeaman"> John Yeaman</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Road networks are expanding all over the world during the past few decades to meet the increasing freight volumes created by the population growth and industrial development. At the same time, the rate of generation of solid wastes in the society is increasing with the population growth, technological development, and changes in the lifestyle of people. Thus, the management of solid wastes has become an acute problem. Accordingly, there is a need for greater efficiency in the construction and maintenance of road networks, in reducing the overall cost, especially the utilization of natural materials such as aggregates. An efficient means to reduce construction and maintenance costs of road networks is to replace natural (virgin) materials by secondary, recycled materials. Recycling will also help to reduce pressure on landfills and demand for extraction of natural virgin materials thus ensuring sustainability. Application of solid wastes in asphalt layer reduces not only environmental issues associated with waste disposal but also the demand for virgin materials which will subsequently result in sustainability. Therefore, this research aims to investigate the feasibility of the application of some of the waste materials such as glass, construction and demolition wastes, etc. as alternative materials in pavement construction, particularly flexible pavements. To this end, various combination of different waste materials in certain percentages is considered in designing the asphalt mixture. One of the goals of this research is to determine the optimum percentage of all these materials in the mixture. This is done through a series of tests to evaluate the volumetric properties and resilient modulus of the mixture. The information and data collected from these tests are used to select the adequate samples for further assessment through advanced tests such as triaxial dynamic test and fatigue test, in order to investigate the asphalt mixture resistance to permanent deformation and also cracking. This paper presents the results of these investigations on the application of waste materials in asphalt mixture for production of a sustainable asphalt mix. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=asphalt" title="asphalt">asphalt</a>, <a href="https://publications.waset.org/abstracts/search?q=glass" title=" glass"> glass</a>, <a href="https://publications.waset.org/abstracts/search?q=pavement" title=" pavement"> pavement</a>, <a href="https://publications.waset.org/abstracts/search?q=recycled%20aggregate" title=" recycled aggregate"> recycled aggregate</a>, <a href="https://publications.waset.org/abstracts/search?q=sustainability" title=" sustainability"> sustainability</a> </p> <a href="https://publications.waset.org/abstracts/72575/feasibility-study-on-the-application-of-waste-materials-for-production-of-sustainable-asphalt-mixtures" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/72575.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">236</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">4443</span> Termite Mound Floors: Ready-to-Use Ecological Materials</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Yann%C3%A9%20Etienne">Yanné Etienne</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The current climatic conditions necessarily impose the development and use of construction materials with low or no carbon footprint. The Far North Region of Cameroon has huge deposits of termite mounds. Various tests in this work have been carried out on these soils with the aim of using them as construction materials. They are mainly geotechnical tests, physical and mechanical tests. The different tests gave the following values: uniformity coefficient (4.95), curvature coefficient (1.80), plasticity index (12.85%), optimum moisture content (6.70%), maximum dry density (2.05 g.cm-³), friction angles (14.07°), and cohesion of 100.29 kN.m2. The results obtained show that termite mound soils, which are ecological materials, are plastic and water-stable can be used for the production of load-bearing elements in construction. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=termite%20mound%20soil" title="termite mound soil">termite mound soil</a>, <a href="https://publications.waset.org/abstracts/search?q=ecological%20materials" title=" ecological materials"> ecological materials</a>, <a href="https://publications.waset.org/abstracts/search?q=building%20materials" title=" building materials"> building materials</a>, <a href="https://publications.waset.org/abstracts/search?q=geotechnical%20tests" title=" geotechnical tests"> geotechnical tests</a>, <a href="https://publications.waset.org/abstracts/search?q=physical%20and%20mechanical%20tests" title=" physical and mechanical tests"> physical and mechanical tests</a> </p> <a href="https://publications.waset.org/abstracts/143494/termite-mound-floors-ready-to-use-ecological-materials" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/143494.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">184</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">4442</span> An Analysis of Non-Elliptic Curve Based Primality Tests</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=William%20Wong">William Wong</a>, <a href="https://publications.waset.org/abstracts/search?q=Zakaria%20Alomari"> Zakaria Alomari</a>, <a href="https://publications.waset.org/abstracts/search?q=Hon%20Ching%20Lai"> Hon Ching Lai</a>, <a href="https://publications.waset.org/abstracts/search?q=Zhida%20Li"> Zhida Li</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Modern-day information security depends on implementing Diffie-Hellman, which requires the generation of prime numbers. Because the number of primes is infinite, it is impractical to store prime numbers for use, and therefore, primality tests are indispensable in modern-day information security. A primality test is a test to determine whether a number is prime or composite. There are two types of primality tests, which are deterministic tests and probabilistic tests. Deterministic tests are adopting algorithms that provide a definite answer whether a given number is prime or composite. While in probabilistic tests, a probabilistic result would be provided, there is a degree of uncertainty. In this paper, we review three probabilistic tests: the Fermat Primality Test, the Miller-Rabin Test, and the Baillie-PSW Test, as well as one deterministic test, the Agrawal-Kayal-Saxena (AKS) Test. Furthermore, we do an analysis of these tests. All of the reviews discussed are not based on the Elliptic Curve. The analysis demonstrates that, in the majority of real-world scenarios, the Baillie- PSW test’s favorability stems from its typical operational complexity of O(log 3n) and its capacity to deliver accurate results for numbers below 2^64. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=primality%20tests" title="primality tests">primality tests</a>, <a href="https://publications.waset.org/abstracts/search?q=Fermat%E2%80%99s%20primality%20test" title=" Fermat’s primality test"> Fermat’s primality test</a>, <a href="https://publications.waset.org/abstracts/search?q=Miller-Rabin%20primality%20test" title=" Miller-Rabin primality test"> Miller-Rabin primality test</a>, <a href="https://publications.waset.org/abstracts/search?q=Baillie-PSW%20primality%20test" title=" Baillie-PSW primality test"> Baillie-PSW primality test</a>, <a href="https://publications.waset.org/abstracts/search?q=AKS%20primality%20test" title=" AKS primality test"> AKS primality test</a> </p> <a href="https://publications.waset.org/abstracts/173827/an-analysis-of-non-elliptic-curve-based-primality-tests" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/173827.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">88</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">4441</span> Effect of Compaction and Degree of Saturation on the Unconsolidated Undrained Shear Strength of Sandy Clay</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Fatima%20Mehmood">Fatima Mehmood</a>, <a href="https://publications.waset.org/abstracts/search?q=Khalid%20Farooq"> Khalid Farooq</a>, <a href="https://publications.waset.org/abstracts/search?q=Rabeea%20Bakhtawer"> Rabeea Bakhtawer</a> </p> <p class="card-text"><strong>Abstract:</strong></p> For geotechnical engineers, one of the most important properties of soil to consider in various stability analyses is its shear strength which is governed by a number of factors. The objective of this research is to ascertain the effect of compaction and degree of saturation on the shear strength of fine-grained soil. For this purpose, three different dry densities such as in-situ, maximum standard proctor, and maximum modified proctor, were determined for the sandy clay soil. The soil samples were then prepared to keep dry density constant and varying degrees of saturation. These samples were tested for (UU) unconsolidated undrained shear strength in triaxial compression tests. The decrease in shear strength was observed with the decrease in density and increase in the saturation. The values of the angle of internal friction followed the same trend. However, the change in cohesion with the increase in saturation showed a different behavior, analogous to the compaction curve. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=compaction" title="compaction">compaction</a>, <a href="https://publications.waset.org/abstracts/search?q=degree%20of%20saturation" title=" degree of saturation"> degree of saturation</a>, <a href="https://publications.waset.org/abstracts/search?q=dry%20density" title=" dry density"> dry density</a>, <a href="https://publications.waset.org/abstracts/search?q=geotechnical%20investigation" title=" geotechnical investigation"> geotechnical investigation</a>, <a href="https://publications.waset.org/abstracts/search?q=laboratory%20testing" title=" laboratory testing"> laboratory testing</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20strength" title=" shear strength"> shear strength</a> </p> <a href="https://publications.waset.org/abstracts/112365/effect-of-compaction-and-degree-of-saturation-on-the-unconsolidated-undrained-shear-strength-of-sandy-clay" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/112365.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">137</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4440</span> Soil Stress State under Tractive Tire and Compaction Model</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Prathuang%20Usaborisut">Prathuang Usaborisut</a>, <a href="https://publications.waset.org/abstracts/search?q=Dithaporn%20Thungsotanon"> Dithaporn Thungsotanon</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Soil compaction induced by a tractor towing trailer becomes a major problem associated to sugarcane productivity. Soil beneath the tractor’s tire is not only under compressing stress but also shearing stress. Therefore, in order to help to understand such effects on soil, this research aimed to determine stress state in soil and predict compaction of soil under a tractive tire. The octahedral stress ratios under the tires were higher than one and much higher under higher draft forces. Moreover, the ratio was increasing with increase of number of tire’s passage. Soil compaction model was developed using data acquired from triaxial tests. The model was then used to predict soil bulk density under tractive tire. The maximum error was about 4% at 15 cm depth under lower draft force and tended to increase with depth and draft force. At depth of 30 cm and under higher draft force, the maximum error was about 16%. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=draft%20force" title="draft force">draft force</a>, <a href="https://publications.waset.org/abstracts/search?q=soil%20compaction%20model" title=" soil compaction model"> soil compaction model</a>, <a href="https://publications.waset.org/abstracts/search?q=stress%20state" title=" stress state"> stress state</a>, <a href="https://publications.waset.org/abstracts/search?q=tractive%20tire" title=" tractive tire"> tractive tire</a> </p> <a href="https://publications.waset.org/abstracts/65988/soil-stress-state-under-tractive-tire-and-compaction-model" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/65988.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">352</span> </span> </div> </div> <ul class="pagination"> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=triaxial%20tests&page=1" rel="prev">&lsaquo;</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=triaxial%20tests&page=1">1</a></li> <li class="page-item active"><span class="page-link">2</span></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=triaxial%20tests&page=3">3</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=triaxial%20tests&page=4">4</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=triaxial%20tests&page=5">5</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=triaxial%20tests&page=6">6</a></li> <li class="page-item"><a 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