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material</title> <meta name="description" content="Search results for: backfill material"> <meta name="keywords" content="backfill material"> <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 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action="https://publications.waset.org/abstracts/search"> <div id="custom-search-input"> <div class="input-group"> <i class="fas fa-search"></i> <input type="text" class="search-query" name="q" placeholder="Author, Title, Abstract, Keywords" value="backfill material"> <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> 6689</div> </div> </div> </div> <h1 class="mt-3 mb-3 text-center" style="font-size:1.6rem;">Search results for: backfill material</h1> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">6689</span> An Investigation to Study the Moisture Dependency of Ground Enhancement Compound </h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Arunima%20Shukla">Arunima Shukla</a>, <a href="https://publications.waset.org/abstracts/search?q=Vikas%20Almadi"> Vikas Almadi</a>, <a href="https://publications.waset.org/abstracts/search?q=Devesh%20Jaiswal"> Devesh Jaiswal</a>, <a href="https://publications.waset.org/abstracts/search?q=Sunil%20Saini"> Sunil Saini</a>, <a href="https://publications.waset.org/abstracts/search?q=Bhusan%20S.%20Patil"> Bhusan S. Patil</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Lightning protection consists of three main parts; mainly air termination system, down conductor, and earth termination system. Earth termination system is the most important part as earth is the sink and source of charges. Therefore, even when the charges are captured and delivered to the ground, and an easy path is not provided to the charges, earth termination system would lead to problems. Soil has significantly different resistivities ranging from 10 Ωm for wet organic soil to 10000 Ωm for bedrock. Different methods have been discussed and used conventionally such as deep-ground-well method and altering the length of the rod. Those methods are not considered economical. Therefore, it was a general practice to use charcoal along with salt to reduce the soil resistivity. Bentonite is worldwide acceptable material, that had led our interest towards study of bentonite at first. It was concluded that bentonite is a clay which is non-corrosive, environment friendly. Whereas bentonite is suitable only when there is moisture present in the soil, as in the absence of moisture, cracks will appear on the surface which will provide an open passage to the air, resulting into increase in the resistivity. Furthermore, bentonite without moisture does not have enough bonding property, moisture retention, conductivity, and non-leachability. Therefore, bentonite was used along with the other backfill material to overcome the dependency of bentonite on moisture. Different experiments were performed to get the best ratio of bentonite and carbon backfill. It was concluded that properties will highly depend on the quantity of bentonite and carbon-based backfill material. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=backfill%20material" title="backfill material">backfill material</a>, <a href="https://publications.waset.org/abstracts/search?q=bentonite" title=" bentonite"> bentonite</a>, <a href="https://publications.waset.org/abstracts/search?q=grounding%20material" title=" grounding material"> grounding material</a>, <a href="https://publications.waset.org/abstracts/search?q=low%20resistivity" title=" low resistivity"> low resistivity</a> </p> <a href="https://publications.waset.org/abstracts/134378/an-investigation-to-study-the-moisture-dependency-of-ground-enhancement-compound" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/134378.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">6688</span> Assessment for the Backfill Using the Run of the Mine Tailings and Portland Cement </h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Javad%20Someehneshin">Javad Someehneshin</a>, <a href="https://publications.waset.org/abstracts/search?q=Weizhou%20Quan"> Weizhou Quan</a>, <a href="https://publications.waset.org/abstracts/search?q=Abdelsalam%20Abugharara"> Abdelsalam Abugharara</a>, <a href="https://publications.waset.org/abstracts/search?q=Stephen%20Butt"> Stephen Butt</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Narrow vein mining (NVM) is exploiting very thin but valuable ore bodies that are uneconomical to extract by conventional mining methods. NVM applies the technique of Sustainable Mining by Drilling (SMD). The SMD method is used to mine stranded, steeply dipping ore veins, which are too small or isolated to mine economically using conventional methods since the dilution is minimized. This novel mining technique uses drilling rigs to extract the ore through directional drilling surgically. This paper is focusing on utilizing the run of the mine tailings and Portland cement as backfill material to support the hanging wall for providing safe mine operation. Cemented paste backfill (CPB) is designed by mixing waste tailings, water, and cement of the precise percentage for optimal outcomes. It is a non-homogenous material that contains 70-85% solids. Usually, a hydraulic binder is added to the mixture to increase the strength of the CPB. The binder fraction mostly accounts for 2–10% of the total weight. In the mining industry, CPB has been improved and expanded gradually because it provides safety and support for the mines. Furthermore, CPB helps manage the waste tailings in an economical method and plays a significant role in environmental protection. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=backfilling" title="backfilling">backfilling</a>, <a href="https://publications.waset.org/abstracts/search?q=cement%20backfill" title=" cement backfill"> cement backfill</a>, <a href="https://publications.waset.org/abstracts/search?q=tailings" title=" tailings"> tailings</a>, <a href="https://publications.waset.org/abstracts/search?q=Portland%20cement" title=" Portland cement"> Portland cement</a> </p> <a href="https://publications.waset.org/abstracts/125089/assessment-for-the-backfill-using-the-run-of-the-mine-tailings-and-portland-cement" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/125089.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">6687</span> A Study on the Reinforced Earth Walls Using Sandwich Backfills under Seismic Loads</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Kavitha%20A.S.">Kavitha A.S.</a>, <a href="https://publications.waset.org/abstracts/search?q=L.Govindaraju"> L.Govindaraju</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Reinforced earth walls offer excellent solution to many problems associated with earth retaining structures especially under seismic conditions. Use of cohesive soils as backfill material reduces the cost of reinforced soil walls if proper drainage measures are taken. This paper presents a numerical study on the application of a new technique called sandwich technique in reinforced earth walls. In this technique, a thin layer of granular soil is placed above and below the reinforcement layer to initiate interface friction and the remaining portion of the backfill is filled up using the existing insitu cohesive soil. A 6 m high reinforced earth wall has been analysed as a two-dimensional plane strain ﬁnite element model. Three types of reinforcing elements such as geotextile, geogrid and metallic strips were used. The horizontal wall displacements and the tensile loads in the reinforcement were used as the criteria to evaluate the results at the end of construction and dynamic excitation phases. Also to verify the effectiveness of sandwich layer on the performance of the wall, the thickness of sand fill surrounding the reinforcement was varied. At the end of construction stage it is found that the wall with sandwich type backfill yielded lower displacements when compared to the wall with cohesive soil as backfill. Also with sandwich backfill, the reinforcement loads reduced substantially when compared to the wall with cohesive soil as backfill. Further, it is found that sandwich technique as backfill and geogrid as reinforcement is a good combination to reduce the deformations of geosynthetic reinforced walls during seismic loading. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=geogrid" title="geogrid">geogrid</a>, <a href="https://publications.waset.org/abstracts/search?q=geotextile" title=" geotextile"> geotextile</a>, <a href="https://publications.waset.org/abstracts/search?q=reinforced%20earth" title=" reinforced earth"> reinforced earth</a>, <a href="https://publications.waset.org/abstracts/search?q=sandwich%20technique" title=" sandwich technique"> sandwich technique</a> </p> <a href="https://publications.waset.org/abstracts/41479/a-study-on-the-reinforced-earth-walls-using-sandwich-backfills-under-seismic-loads" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/41479.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">287</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">6686</span> Quality Evaluation of Backfill Grout in Tunnel Boring Machine Tail Void Using Impact-Echo (IE): Short-Time Fourier Transform (STFT) Numerical Analysis</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ju-Young%20Choi">Ju-Young Choi</a>, <a href="https://publications.waset.org/abstracts/search?q=Ki-Il%20Song"> Ki-Il Song</a>, <a href="https://publications.waset.org/abstracts/search?q=Kyoung-Yul%20Kim"> Kyoung-Yul Kim</a> </p> <p class="card-text"><strong>Abstract:</strong></p> During Tunnel Boring Machine (TBM) tunnel excavation, backfill grout should be injected after the installation of segment lining to ensure the stability of the tunnel and to minimize ground deformation. If grouting is not sufficient to fill the gap between the segments and rock mass, hydraulic pressures occur in the void, which can negatively influence the stability of the tunnel. Recently the tendency to use TBM tunnelling method to replace the drill and blast(NATM) method is increasing. However, there are only a few studies of evaluation of backfill grout. This study evaluates the TBM tunnel backfill state using Impact-Echo(IE). 3-layers, segment-grout-rock mass, are simulated by FLAC 2D, FDM-based software. The signals obtained from numerical analysis and IE test are analyzed by Short-Time Fourier Transform(STFT) in time domain, frequency domain, and time-frequency domain. The result of this study can be used to evaluate the quality of backfill grouting in tail void. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=tunnel%20boring%20machine" title="tunnel boring machine">tunnel boring machine</a>, <a href="https://publications.waset.org/abstracts/search?q=backfill%20grout" title=" backfill grout"> backfill grout</a>, <a href="https://publications.waset.org/abstracts/search?q=impact-echo%20method" title=" impact-echo method"> impact-echo method</a>, <a href="https://publications.waset.org/abstracts/search?q=time-frequency%20domain%20analysis" title=" time-frequency domain analysis"> time-frequency domain analysis</a>, <a href="https://publications.waset.org/abstracts/search?q=finite%20difference%20method" title=" finite difference method"> finite difference method</a> </p> <a href="https://publications.waset.org/abstracts/53362/quality-evaluation-of-backfill-grout-in-tunnel-boring-machine-tail-void-using-impact-echo-ie-short-time-fourier-transform-stft-numerical-analysis" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/53362.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">266</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">6685</span> Numerical Verification of a Backfill-Rectangular Tank-Fluid System </h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ramazan%20Livao%C4%9Flu">Ramazan Livaoğlu</a>, <a href="https://publications.waset.org/abstracts/search?q=Tufan%20%C3%87ak%C4%B1r"> Tufan Çakır</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The performance of rectangular tanks during earthquakes has been observed to depend significantly on the existence of water in the container and the presence of the backfill acting on tank wall. Therefore, in design of rectangular tanks, the topics of fluid-structure-backfill interactions and determination of modal characteristics of the interaction system have traditionally been one of the great theoretical and practical controversy. Although finite element method has been and will continue to be used to a significant extent in treating the response of the system, experimental verification of numerical models remains prerequisite for their adoption and reliable application in practice. Thus, in this study, the numerical and experimental investigations were performed on the backfill-exterior wall-fluid interaction system. Firstly, three dimensional finite element model (3D-FEM) was developed to acquire modal frequencies and mode shapes of the system by means of ANSYS. Secondly, a series of in-situ tests were fulfilled to define modal characteristics of same system to determine the applicability of the FEM to a real physical situation under field conditions. Finally, comparing the theoretical predictions from the model to results from experimental measurement, a close agreement was found between theory and experiment. Thus, it can be easily stated that experimental verification provides strong support for the use of proposed model in further investigations. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=fluid-structure%20interaction" title="fluid-structure interaction">fluid-structure interaction</a>, <a href="https://publications.waset.org/abstracts/search?q=modal%20analysis" title=" modal analysis"> modal analysis</a>, <a href="https://publications.waset.org/abstracts/search?q=rectangular%20tank" title=" rectangular tank"> rectangular tank</a>, <a href="https://publications.waset.org/abstracts/search?q=soil%20structure%20interaction" title=" soil structure interaction"> soil structure interaction</a> </p> <a href="https://publications.waset.org/abstracts/9340/numerical-verification-of-a-backfill-rectangular-tank-fluid-system" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/9340.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">391</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">6684</span> Probabilistic and Stochastic Analysis of a Retaining Wall for C-Φ Soil Backfill</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Andr%C3%A9%20Lu%C3%ADs%20Brasil%20Cavalcante">André Luís Brasil Cavalcante</a>, <a href="https://publications.waset.org/abstracts/search?q=Juan%20Felix%20Rodriguez%20Rebolledo"> Juan Felix Rodriguez Rebolledo</a>, <a href="https://publications.waset.org/abstracts/search?q=Lucas%20Parreira%20de%20Faria%20Borges"> Lucas Parreira de Faria Borges</a> </p> <p class="card-text"><strong>Abstract:</strong></p> A methodology for the probabilistic analysis of active earth pressure on retaining wall for c-Φ soil backfill is described in this paper. The Rosenblueth point estimate method is used to measure the failure probability of a gravity retaining wall. The basic principle of this methodology is to use two point estimates, i.e., the standard deviation and the mean value, to examine a variable in the safety analysis. The simplicity of this framework assures to its wide application. For the calculation is required 2ⁿ repetitions during the analysis, since the system is governed by n variables. In this study, a probabilistic model based on the Rosenblueth approach for the computation of the overturning probability of failure of a retaining wall is presented. The obtained results have shown the advantages of this kind of models in comparison with the deterministic solution. In a relatively easy way, the uncertainty on the wall and fill parameters are taken into account, and some practical results can be obtained for the retaining structure design. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=retaining%20wall" title="retaining wall">retaining wall</a>, <a href="https://publications.waset.org/abstracts/search?q=active%20earth%20pressure" title=" active earth pressure"> active earth pressure</a>, <a href="https://publications.waset.org/abstracts/search?q=backfill" title=" backfill"> backfill</a>, <a href="https://publications.waset.org/abstracts/search?q=probabilistic%20analysis" title=" probabilistic analysis"> probabilistic analysis</a> </p> <a href="https://publications.waset.org/abstracts/52396/probabilistic-and-stochastic-analysis-of-a-retaining-wall-for-c-f-soil-backfill" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/52396.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">418</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">6683</span> Study of Physico-Chimical Properties of a Silty Soil </h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Moulay%20Sma%C3%AFne%20Ghembaza">Moulay Smaïne Ghembaza</a>, <a href="https://publications.waset.org/abstracts/search?q=Mokhtar%20Dadouch"> Mokhtar Dadouch</a>, <a href="https://publications.waset.org/abstracts/search?q=Nour-Said%20Ikhlef"> Nour-Said Ikhlef</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Soil treatment is to make use soil that does not have the characteristics required in a given context. We limit ourselves in this work to the field of road earthworks where we have chosen to develop a local material in the region of Sidi Bel Abbes (Algeria). This material has poor characteristics not meeting the standards used in road geo technics. To remedy this, firstly, we were trying to improve the Proctor Standard characteristics of this material by mechanical treatment increasing the compaction energy. Then, by a chemical treatment, adding some cement dosages, our results show that this material classified A1h a increase maximum dry density and a reduction in the water content of compaction. A comparative study is made on the optimal properties of the material between the two modes of treatment. On the other hand, after treatment, one finds a decrease in the plasticity index and the methylene blue value. This material exhibits a change of class. Therefore, soil class CL turned into a soil class composed CL-ML (Silt of low plasticity). This observation allows this material to be used as backfill or sub grade. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=treatment%20of%20soil" title="treatment of soil">treatment of soil</a>, <a href="https://publications.waset.org/abstracts/search?q=cement" title=" cement"> cement</a>, <a href="https://publications.waset.org/abstracts/search?q=subgrade" title=" subgrade"> subgrade</a>, <a href="https://publications.waset.org/abstracts/search?q=Atteberg%20limits" title=" Atteberg limits"> Atteberg limits</a>, <a href="https://publications.waset.org/abstracts/search?q=classification" title=" classification"> classification</a>, <a href="https://publications.waset.org/abstracts/search?q=optimum%20proctor%20properties" title=" optimum proctor properties"> optimum proctor properties</a> </p> <a href="https://publications.waset.org/abstracts/19154/study-of-physico-chimical-properties-of-a-silty-soil" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/19154.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">471</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">6682</span> Bowing of a Pipeline from Longitudinal Compressive Stress Induced by Ground Movement</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Gennaro%20Marino">Gennaro Marino</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This paper concerns a case of a 10.75 inch diameter buried gas transmission line which was exposed to mine subsidence ground movements. The pipeline was buried about 4ft. below the surface with maximum operating pressure of 1440 psi. The mine subsidence movement was the result of long walling ore at a depth of approximately 1600 ft. As ore extraction progressed, the stress in the monitored pipeline worsened and was approaching unacceptable levels. The excessive pipe compression resulted when it was exposed to the compression zone of subsidence basin created by mining. The pipe stress reached a significant compressive level due to the extensive length of the pipe exposed to frictional ground-pipe slip resistance. The backfill ground movement slip resistance depends on normal stress around the pipe, the rate of slip, and the backfill characteristics. Normal stress depends on the burial depth of the backfill density and the lateral subsidence induced stress. The backfill in this site has a soil dry density of approximately 90 PCF. A suite of direct shear tests was conducted a residual friction angle of 36 was determined for the ambient backfill. These tests showed that the residual shearing resistance was reached within a fraction of an inch. The pipe was coated with fusion-bonded epoxy, so friction reduce factory of 0.6 can be considered. To relieve ground movement induced compressive stress, the line was uncovered. As more of the pipeline was exposed, the pipe abruptly bowed in the excavation. An analysis of this pipe formation which was performed is provided in this paper. Also discussed in this paper are ways to mitigate this pipe deformation or upheaval buckling from occurring. Keywords: Pipe Upheaval, Pipe Buckling, Ground subsidence, Buried Pipeline, Pipe Stress Mitigation. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=pipe%20upheaval" title="pipe upheaval">pipe upheaval</a>, <a href="https://publications.waset.org/abstracts/search?q=pipe%20buckling" title=" pipe buckling"> pipe buckling</a>, <a href="https://publications.waset.org/abstracts/search?q=ground%20subsidence" title=" ground subsidence"> ground subsidence</a>, <a href="https://publications.waset.org/abstracts/search?q=buried%20pipeline" title=" buried pipeline"> buried pipeline</a>, <a href="https://publications.waset.org/abstracts/search?q=pipe%20stress%20mitigation" title=" pipe stress mitigation"> pipe stress mitigation</a> </p> <a href="https://publications.waset.org/abstracts/138456/bowing-of-a-pipeline-from-longitudinal-compressive-stress-induced-by-ground-movement" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/138456.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">161</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">6681</span> Settlement Analysis of Back-To-Back Mechanically Stabilized Earth Walls</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Akhila%20Palat">Akhila Palat</a>, <a href="https://publications.waset.org/abstracts/search?q=B.%20Umashankar"> B. Umashankar</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Back-to-back Mechanically Stabilized Earth (MSE) walls are cost-effective soil-retaining structures that can tolerate large settlements compared to conventional gravity retaining walls. They are also an economical way to meet everyday earth retention needs for highway and bridge grade separations, railroads, commercial and residential developments. But, existing design guidelines (FHWA/BS/ IS codes) do not provide a mechanistic approach for the design of back-to-back reinforced retaining walls. The settlement analysis of such structures is limited in the literature. A better understanding of the deformations of this wall system requires an analytical tool that incorporates the properties of backfill material, foundation soil, and geosynthetic reinforcement, and account for the soil–structure interactions in a realistic manner. This study was conducted to investigate the effect of reinforced back-to-back MSE walls on wall settlements and facing deformations. Back-to-back reinforced retaining walls were modeled and compared using commercially available finite difference package FLAC 2D. Parametric studies were carried out for various angles of shearing resistance of backfill material and foundation soil, and the axial stiffness of the reinforcement. A 6m-high wall was modeled, and the facing panels were taken as full-length panels with nominal thickness. Reinforcement was modeled as cable elements (two-dimensional structural elements). Interfaces were considered between soil and wall, and soil and reinforcement. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=back-to-back%20walls" title="back-to-back walls">back-to-back walls</a>, <a href="https://publications.waset.org/abstracts/search?q=numerical%20modeling" title=" numerical modeling"> numerical modeling</a>, <a href="https://publications.waset.org/abstracts/search?q=reinforced%20wall" title=" reinforced wall"> reinforced wall</a>, <a href="https://publications.waset.org/abstracts/search?q=settlement" title=" settlement"> settlement</a> </p> <a href="https://publications.waset.org/abstracts/66038/settlement-analysis-of-back-to-back-mechanically-stabilized-earth-walls" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/66038.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">6680</span> Experimental Determination of Shear Strength Properties of Lightweight Expanded Clay Aggregates Using Direct Shear and Triaxial Tests</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Mahsa%20Shafaei%20Bajestani">Mahsa Shafaei Bajestani</a>, <a href="https://publications.waset.org/abstracts/search?q=Mahmoud%20Yazdani"> Mahmoud Yazdani</a>, <a href="https://publications.waset.org/abstracts/search?q=Aliakbar%20Golshani"> Aliakbar Golshani</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Artificial lightweight aggregates have a wide range of applications in industry and engineering. Nowadays, the usage of this material in geotechnical activities, especially as backfill in retaining walls has been growing due to the specific characteristics which make it a competent alternative to the conventional geotechnical materials. In practice, a material with lower weight but higher shear strength parameters would be ideal as backfill behind retaining walls because of the important roles that these parameters play in decreasing the overall active lateral earth pressure. In this study, two types of Light Expanded Clay Aggregates (LECA) produced in the Leca factory are investigated. LECA is made in a rotary kiln by heating natural clay at different temperatures up to 1200 °C making quasi-spherical aggregates with different sizes ranged from 0 to 25 mm. The loose bulk density of these aggregates is between 300 and 700 kN/m<sup>3</sup>. The purpose of this research is to determine the stress-strain behavior, shear strength parameters, and the energy absorption of LECA materials. Direct shear tests were conducted at five normal stresses of 25, 50, 75, 100, and 200 kPa. In addition, conventional triaxial compression tests were operated at confining pressures of 50, 100, and 200 kPa to examine stress-strain behavior. The experimental results show a high internal angle of friction and even a considerable amount of nominal cohesion despite the granular structure of LECA. These desirable properties along with the intrinsic low density of these aggregates make LECA as a very proper material in geotechnical applications. Furthermore, the results demonstrate that lightweight aggregates may have high energy absorption that is excellent alternative material in seismic isolations. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=expanded%20clay" title="expanded clay">expanded clay</a>, <a href="https://publications.waset.org/abstracts/search?q=direct%20shear%20test" title=" direct shear test"> direct shear test</a>, <a href="https://publications.waset.org/abstracts/search?q=triaxial%20test" title=" triaxial test"> triaxial test</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20properties" title=" shear properties"> shear properties</a>, <a href="https://publications.waset.org/abstracts/search?q=energy%20absorption" title=" energy absorption"> energy absorption</a> </p> <a href="https://publications.waset.org/abstracts/75574/experimental-determination-of-shear-strength-properties-of-lightweight-expanded-clay-aggregates-using-direct-shear-and-triaxial-tests" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/75574.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">166</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">6679</span> Using Tyre Ash as Ground Resistance Improvement Material-Health and Environmental Perspective</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=George%20Eduful">George Eduful</a>, <a href="https://publications.waset.org/abstracts/search?q=Dominic%20Yeboah"> Dominic Yeboah</a>, <a href="https://publications.waset.org/abstracts/search?q=Kingsford%20Joseph%20A.%20Atanga"> Kingsford Joseph A. Atanga</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The use of tyre ash as backfill material for ground electrode has been found to provide ultra-low and stable ground resistance value for grounding systems. However, health and environmental concerns have been expressed regarding its application. To address these concerns, the paper investigates chemical contents of the tyre ash and compares them to levels considered non-hazardous to health and the environment. It was found that the levels of the pollutant agents in the tyre ash were within the recommended safety margins. The rate of ground electrode corrosion in tyre ash material was also investigated. It was found that the effect of corrosion and the life of electrode can be extended if the tyre ash is mixed with cement. For best results, a ratio of 10 portions of tyre ash to 1 portion of cement is recommended. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=tyre%20ash" title="tyre ash">tyre ash</a>, <a href="https://publications.waset.org/abstracts/search?q=scrapped%20tyre" title=" scrapped tyre"> scrapped tyre</a>, <a href="https://publications.waset.org/abstracts/search?q=ground%20resistance%20reducing%20agent" title=" ground resistance reducing agent"> ground resistance reducing agent</a>, <a href="https://publications.waset.org/abstracts/search?q=rate%20of%20corrosion" title=" rate of corrosion"> rate of corrosion</a> </p> <a href="https://publications.waset.org/abstracts/45917/using-tyre-ash-as-ground-resistance-improvement-material-health-and-environmental-perspective" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/45917.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">404</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">6678</span> Influence of Surface Fault Rupture on Dynamic Behavior of Cantilever Retaining Wall: A Numerical Study</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Partha%20Sarathi%20Nayek">Partha Sarathi Nayek</a>, <a href="https://publications.waset.org/abstracts/search?q=Abhiparna%20Dasgupta"> Abhiparna Dasgupta</a>, <a href="https://publications.waset.org/abstracts/search?q=Maheshreddy%20Gade"> Maheshreddy Gade</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Earth retaining structure plays a vital role in stabilizing unstable road cuts and slopes in the mountainous region. The retaining structures located in seismically active regions like the Himalayas may experience moderate to severe earthquakes. An earthquake produces two kinds of ground motion: permanent quasi-static displacement (fault rapture) on the fault rupture plane and transient vibration, traveling a long distance. There has been extensive research work to understand the dynamic behavior of retaining structures subjected to transient ground motions. However, understanding the effect caused by fault rapture phenomena on retaining structures is limited. The presence of shallow crustal active faults and natural slopes in the Himalayan region further highlights the need to study the response of retaining structures subjected to fault rupture phenomena. In this paper, an attempt has been made to understand the dynamic response of the cantilever retaining wall subjected to surface fault rupture. For this purpose, a 2D finite element model consists of a retaining wall, backfill and foundation have been developed using Abaqus 6.14 software. The backfill and foundation material are modeled as per the Mohr-Coulomb failure criterion, and the wall is modeled as linear elastic. In this present study, the interaction between backfill and wall is modeled as ‘surface-surface contact.’ The entire simulation process is divided into three steps, i.e., the initial step, gravity load step, fault rupture step. The interaction property between wall and soil and fixed boundary condition to all the boundary elements are applied in the initial step. In the next step, gravity load is applied, and the boundary elements are allowed to move in the vertical direction to incorporate the settlement of soil due to the gravity load. In the final step, surface fault rupture has been applied to the wall-backfill system. For this purpose, the foundation is divided into two blocks, namely, the hanging wall block and the footwall block. A finite fault rupture displacement is applied to the hanging wall part while the footwall bottom boundary is kept as fixed. Initially, a numerical analysis is performed considering the reverse fault mechanism with a dip angle of 45°. The simulated result is presented in terms of contour maps of permanent displacements of the wall-backfill system. These maps highlighted that surface fault rupture can induce permanent displacement in both horizontal and vertical directions, which can significantly influence the dynamic behavior of the wall-backfill system. Further, the influence of fault mechanism, dip angle, and surface fault rupture position is also investigated in this work. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=surface%20fault%20rupture" title="surface fault rupture">surface fault rupture</a>, <a href="https://publications.waset.org/abstracts/search?q=retaining%20wall" title=" retaining wall"> retaining wall</a>, <a href="https://publications.waset.org/abstracts/search?q=dynamic%20response" title=" dynamic response"> dynamic response</a>, <a href="https://publications.waset.org/abstracts/search?q=finite%20element%20analysis" title=" finite element analysis"> finite element analysis</a> </p> <a href="https://publications.waset.org/abstracts/134206/influence-of-surface-fault-rupture-on-dynamic-behavior-of-cantilever-retaining-wall-a-numerical-study" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/134206.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">106</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">6677</span> Experimental Study on Use of Crumb Rubber to Mitigate Expansive Soil Pressures on Basement Walls</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Kwestan%20Salimi">Kwestan Salimi</a>, <a href="https://publications.waset.org/abstracts/search?q=Jenna%20Jacoby"> Jenna Jacoby</a>, <a href="https://publications.waset.org/abstracts/search?q=Michelle%20Basham"> Michelle Basham</a>, <a href="https://publications.waset.org/abstracts/search?q=Amy%20Cerato"> Amy Cerato</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The extreme annual weather patterns of the central United States have increased the need for underground shelters for protection from destructive tornadic activity. However, very few residential homes have basements due to the added construction expense and the prevalence of expansive soils covering the central portion of the United States. These expansive soils shrink and swell, increasing earth pressure on basement walls. To mitigate the effect of expansive soils on basement walls, this study performed bench-scale tests using a common natural expansive soil mitigated with a backfill layer of crumb rubber. The results revealed that at 80% soil compaction, a 1:6 backfill height to total height ratio produced a 66% reduction in swell pressure. However, this percent reduction decreased to 27% for 90% soil compaction. It was also found that there is a strong linear correlation between compaction percentage and reduction in swell pressure when using the same backfill height to total height ratio. Using this correlation and extrapolating to 95% compaction, the percent reduction in swell pressure was approximately 12%. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=expansive%20soils" title="expansive soils">expansive soils</a>, <a href="https://publications.waset.org/abstracts/search?q=swell%2Fshrink" title=" swell/shrink"> swell/shrink</a>, <a href="https://publications.waset.org/abstracts/search?q=swell%20pressure" title=" swell pressure"> swell pressure</a>, <a href="https://publications.waset.org/abstracts/search?q=stabilization" title=" stabilization"> stabilization</a>, <a href="https://publications.waset.org/abstracts/search?q=crumb%20rubber" title=" crumb rubber"> crumb rubber</a> </p> <a href="https://publications.waset.org/abstracts/136107/experimental-study-on-use-of-crumb-rubber-to-mitigate-expansive-soil-pressures-on-basement-walls" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/136107.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">160</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">6676</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">6675</span> Numerical Investigation on Anchored Sheet Pile Quay Wall with Separated Relieving Platform</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Mahmoud%20Roushdy">Mahmoud Roushdy</a>, <a href="https://publications.waset.org/abstracts/search?q=Mohamed%20El%20Naggar"> Mohamed El Naggar</a>, <a href="https://publications.waset.org/abstracts/search?q=Ahmed%20Yehia%20Abdelaziz"> Ahmed Yehia Abdelaziz</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Anchored sheet pile has been used worldwide as front quay walls for decades. With the increase in vessel drafts and weights, those sheet pile walls need to be upgraded by increasing the depth of the dredging line in front of the wall. A system has recently been used to increase the depth in front of the wall by installing a separated platform supported on a deep foundation (so called Relieving Platform) behind the sheet pile wall. The platform is structurally separated from the front wall. This paper presents a numerical investigation utilizing finite element analysis on the behavior of separated relieve platforms installed within existing anchored sheet pile quay walls. The investigation was done in two steps: a verification step followed by a parametric study. In the verification step, the numerical model was verified based on field measurements performed by others. The validated model was extended within the parametric study to a series of models with different backfill soils, separation gap width, and number of pile rows supporting the platform. The results of the numerical investigation show that using stiff clay as backfill soil (neglecting consolidation) gives better performance for the front wall and the first pile row adjacent to sandy backfills. The degree of compaction of the sandy backfill slightly increases lateral deformations but reduces bending moment acting on pile rows, while the effect is minor on the front wall. In addition, the increase in the separation gap width gradually increases bending moments on the front wall regardless of the backfill soil type, while this effect is reversed on pile rows (gradually decrease). Finally, the paper studies the possibility of reducing the number of pile rows along with the separation to take advantage of the positive separation effect on piles. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=anchored%20sheet%20pile" title="anchored sheet pile">anchored sheet pile</a>, <a href="https://publications.waset.org/abstracts/search?q=relieving%20platform" title=" relieving platform"> relieving platform</a>, <a href="https://publications.waset.org/abstracts/search?q=separation%20gap" title=" separation gap"> separation gap</a>, <a href="https://publications.waset.org/abstracts/search?q=upgrade%20quay%20wall" title=" upgrade quay wall"> upgrade quay wall</a> </p> <a href="https://publications.waset.org/abstracts/162037/numerical-investigation-on-anchored-sheet-pile-quay-wall-with-separated-relieving-platform" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/162037.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">85</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">6674</span> Effect of Fill Material Density under Structures on Ground Motion Characteristics Due to Earthquake</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ahmed%20T.%20Farid">Ahmed T. Farid</a>, <a href="https://publications.waset.org/abstracts/search?q=Khaled%20Z.%20Soliman"> Khaled Z. Soliman</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Due to limited areas and excessive cost of land for projects, backfilling process has become necessary. Also, backfilling will be done to overcome the un-leveling depths or raising levels of site construction, especially near the sea region. Therefore, backfilling soil materials used under the foundation of structures should be investigated regarding its effect on ground motion characteristics, especially at regions subjected to earthquakes. In this research, 60-meter thickness of sandy fill material was used above a fixed 240-meter of natural clayey soil underlying by rock formation to predict the modified ground motion characteristics effect at the foundation level. Comparison between the effect of using three different situations of fill material compaction on the recorded earthquake is studied, i.e. peak ground acceleration, time history, and spectra acceleration values. The three different densities of the compacted fill material used in the study were very loose, medium dense and very dense sand deposits, respectively. Shake computer program was used to perform this study. Strong earthquake records, with Peak Ground Acceleration (PGA) of 0.35 g, were used in the analysis. It was found that, higher compaction of fill material thickness has a significant effect on eliminating the earthquake ground motion properties at surface layer of fill material, near foundation level. It is recommended to consider the fill material characteristics in the design of foundations subjected to seismic motions. Future studies should be analyzed for different fill and natural soil deposits for different seismic conditions. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=acceleration" title="acceleration">acceleration</a>, <a href="https://publications.waset.org/abstracts/search?q=backfill" title=" backfill"> backfill</a>, <a href="https://publications.waset.org/abstracts/search?q=earthquake" title=" earthquake"> earthquake</a>, <a href="https://publications.waset.org/abstracts/search?q=soil" title=" soil"> soil</a>, <a href="https://publications.waset.org/abstracts/search?q=PGA" title=" PGA"> PGA</a> </p> <a href="https://publications.waset.org/abstracts/64851/effect-of-fill-material-density-under-structures-on-ground-motion-characteristics-due-to-earthquake" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/64851.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">380</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">6673</span> Integral Abutment Bridge: A Study on Types, Importance, Limitations and Design Guidelines</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Babitha%20Elizabeth%20Philip">Babitha Elizabeth Philip</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This paper aims to study in general about bridges without expansion joints. Integral Abutment Bridges (IAB) fall into this category of bridges. They are having a continuous deck and also the girders are integrated into the abutments. They are most cost effective system in terms of construction, maintenance, and longevity. The main advantage of IAB is that it is corrosion resistant since water is not allowed to pass through the structure. The other attractions of integral bridges are its simple and rapid construction, smooth and uninterrupted deck which provides a safe ride. Also damages to the abutments can be avoided to a great extent due to better load distribution at the bridge ends. Damages due to improper drainage are not seen in IAB because of its properly drained approach slabs thus eliminating the possibility of erosion of the abutment backfill and freeze and thaw damage resulting from saturated backfill. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=continuous%20bridge" title="continuous bridge">continuous bridge</a>, <a href="https://publications.waset.org/abstracts/search?q=integral%20abutment%20bridge" title=" integral abutment bridge"> integral abutment bridge</a>, <a href="https://publications.waset.org/abstracts/search?q=joint%20bridge" title=" joint bridge"> joint bridge</a>, <a href="https://publications.waset.org/abstracts/search?q=life%20cycle%20cost" title=" life cycle cost"> life cycle cost</a>, <a href="https://publications.waset.org/abstracts/search?q=soil%20interaction" title=" soil interaction"> soil interaction</a> </p> <a href="https://publications.waset.org/abstracts/81370/integral-abutment-bridge-a-study-on-types-importance-limitations-and-design-guidelines" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/81370.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">453</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">6672</span> Design and Performance of a Large Diameter Shaft in Old Alluvium</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Tamilmani%20Thiruvengadam">Tamilmani Thiruvengadam</a>, <a href="https://publications.waset.org/abstracts/search?q=Ramasthanan%20Arulampalam"> Ramasthanan Arulampalam</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This project comprises laying approximately 1.8km of 400mm, 1200mm and 2400mm diameter sewer pipes using pipe jacking machines along Mugliston Park, Buangkok Drive, and Buangkok Link. The works include an estimated 14 circular shafts with depth ranging from 10.0 meters to 29.0 meters. Cast in-situ circular shaft will be used for the temporary shaft excavation. The geology is predominantly Backfill and old alluvium with weak material encountered in between. Where there is a very soft clay, F1 material or weak soil is expected, ground improvement will be carried out outside of the shaft followed by cast in-situ concrete ring wall within the improved soil zone. This paper presents the design methodology, analysis and results of temporary shafts for micro TBM launching and constructing permanent manholes. There is also a comparison of instrumentation readings with the analysis predicted values. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=circular%20shaft" title="circular shaft">circular shaft</a>, <a href="https://publications.waset.org/abstracts/search?q=ground%20improvement" title=" ground improvement"> ground improvement</a>, <a href="https://publications.waset.org/abstracts/search?q=old%20alluvium" title=" old alluvium"> old alluvium</a>, <a href="https://publications.waset.org/abstracts/search?q=temporary%20shaft" title=" temporary shaft"> temporary shaft</a> </p> <a href="https://publications.waset.org/abstracts/65270/design-and-performance-of-a-large-diameter-shaft-in-old-alluvium" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/65270.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">287</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">6671</span> Studying the Impact of Soil Characteristics in Displacement of Retaining Walls Using Finite Element</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Mojtaba%20Ahmadabadi">Mojtaba Ahmadabadi</a>, <a href="https://publications.waset.org/abstracts/search?q=Akbar%20Masoudi"> Akbar Masoudi</a>, <a href="https://publications.waset.org/abstracts/search?q=Morteza%20Rezai"> Morteza Rezai</a> </p> <p class="card-text"><strong>Abstract:</strong></p> In this paper, using the finite element method, the effect of soil and wall characteristics was investigated. Thirty and two different models were studied by different parameters. These studies could calculate displacement at any height of the wall for frictional-cohesive soils. The main purpose of this research is to determine the most effective soil characteristics in reducing the wall displacement. Comparing different models showed that the overall increase in internal friction angle, angle of friction between soil and wall and modulus of elasticity reduce the replacement of the wall. In addition, increase in special weight of soil will increase the wall displacement. Based on results, it can be said that all wall displacements were overturning and in the backfill, soil was bulging. Results show that the highest impact is seen in reducing wall displacement, internal friction angle, and the angle friction between soil and wall. One of the advantages of this study is taking into account all the parameters of the soil and walls replacement distribution in wall and backfill soil. In this paper, using the finite element method and considering all parameters of the soil, we investigated the impact of soil parameter in wall displacement. The aim of this study is to provide the best conditions in reducing the wall displacement and displacement wall and soil distribution. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=retaining%20wall" title="retaining wall">retaining wall</a>, <a href="https://publications.waset.org/abstracts/search?q=fem" title=" fem"> fem</a>, <a href="https://publications.waset.org/abstracts/search?q=soil%20and%20wall%20interaction" title=" soil and wall interaction"> soil and wall interaction</a>, <a href="https://publications.waset.org/abstracts/search?q=angle%20of%20internal%20friction%20of%20the%20soil" title=" angle of internal friction of the soil"> angle of internal friction of the soil</a>, <a href="https://publications.waset.org/abstracts/search?q=wall%20displacement" title=" wall displacement"> wall displacement</a> </p> <a href="https://publications.waset.org/abstracts/44288/studying-the-impact-of-soil-characteristics-in-displacement-of-retaining-walls-using-finite-element" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/44288.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">387</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">6670</span> The Experimental House: A Case Study to Assess the Long-Term Performance of Waste Tires Used as Replacement for Natural Material in Backfill Applications for Basement Walls in Manitoba </h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=M.%20Shokry%20Rashwan">M. Shokry Rashwan</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This study follows a number of experiments conducted at Red River College (RRC) to investigate the short term properties of tire derived aggregate (TDA) produced from shredding off-the-road (OTR) wasted tires in a proposed new application. The application targets replacing natural material used under concrete slabs and as backfills for residential homes’ basement slabs and walls, respectively, with TDA. The experimental work included determining: compressibility, gradation distribution, unit weight, hydraulic conductivity and lateral pressure. Based on the results of those short term properties; it was decided to move forward to study the long-term performance of this otherwise waste material through on-site demonstration. A full-scale basement replicating a typical Manitoba home was therefore built at RRC where both TDA and Natural Materials (NM) were used side-by-side. A large number of sensing and measuring systems are used to compare between the performances of each material when exposed to the typical ground and weather conditions. Parameters monitored and measured include heat losses, moisture migration, drainage ability, lateral pressure, relative movements of slabs and walls, an integrity of ground water and radon emissions. Up-to-date results have confirmed part of the conclusions reached from the earlier laboratory experiments. However, other results have shown that construction practices; such as placing and compaction, may need some adjustments to achieve more desirable outcomes. This presentation provides a review of both short-term tests as well as up-to-date analysis of the on-site demonstration. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=tire%20derived%20aggregate%20%28TDA%29" title="tire derived aggregate (TDA)">tire derived aggregate (TDA)</a>, <a href="https://publications.waset.org/abstracts/search?q=basement%20construction" title=" basement construction"> basement construction</a>, <a href="https://publications.waset.org/abstracts/search?q=TDA%20material%20properties" title=" TDA material properties"> TDA material properties</a>, <a href="https://publications.waset.org/abstracts/search?q=lateral%20pressure%20of%20TDA" title=" lateral pressure of TDA"> lateral pressure of TDA</a>, <a href="https://publications.waset.org/abstracts/search?q=hydraulic%20conductivity%20of%20TDA" title=" hydraulic conductivity of TDA"> hydraulic conductivity of TDA</a> </p> <a href="https://publications.waset.org/abstracts/63999/the-experimental-house-a-case-study-to-assess-the-long-term-performance-of-waste-tires-used-as-replacement-for-natural-material-in-backfill-applications-for-basement-walls-in-manitoba" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/63999.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">213</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">6669</span> The Effect of Cassava Starch on Compressive Strength and Tear Strength of Alginate Impression Material</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Mirna%20Febriani">Mirna Febriani</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Statement of problem. Alginate impression material is an imported material and a dentist always used this material to make impression of teeth and oral cavity tissues. Purpose. The aim of this study was to compare about compressive strength and tear strength of alginate impression material and alginate impression material combined with cassava. Material and methods.Property measured included compressive strength and tear strength. Results.The compressive strength and tear strength of the impression materials tested of a comparable ANSI/ADA standard no.18.The compressive strength and tear strength alginate impression material combined with cassava have lower than the compressive strength and tear strength alginate impression material. The alginate impression material combined with cassava has more water and silica content more decrease than alginate impression material. Conclusions.We concluded that compressive strength and tear strength of alginate impression material combined with cassava has lower than alginate impression material without cassava starch. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=compressive%20strength" title="compressive strength">compressive strength</a>, <a href="https://publications.waset.org/abstracts/search?q=tear%20strength" title=" tear strength"> tear strength</a>, <a href="https://publications.waset.org/abstracts/search?q=Cassava%20starch" title=" Cassava starch"> Cassava starch</a>, <a href="https://publications.waset.org/abstracts/search?q=alginate" title=" alginate"> alginate</a> </p> <a href="https://publications.waset.org/abstracts/64938/the-effect-of-cassava-starch-on-compressive-strength-and-tear-strength-of-alginate-impression-material" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/64938.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">424</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">6668</span> An Assessment of Existing Material Management Process in Building Construction Projects in Nepal</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Uttam%20Neupane">Uttam Neupane</a>, <a href="https://publications.waset.org/abstracts/search?q=Narendra%20Budha"> Narendra Budha</a>, <a href="https://publications.waset.org/abstracts/search?q=Subash%20Kumar%20Bhattarai"> Subash Kumar Bhattarai</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Material management is an essential part in construction project management. There are a number of material management problems in the Nepalese construction industry, which contribute to an inefficient material management system. Ineffective material management can cause waste of time and money thus increasing the problem of time and cost overrun. An assessment of material management system with gap and solution was carried out on 20 construction projects implemented by the Federal Level Project Implementation Unit (FPIU); Kaski district of Nepal. To improve the material management process, the respondents have provided possible solutions to overcome the gaps seen in the current material management process. The possible solutions are preparation of material schedule in line with the construction schedule for material requirement planning, verifications of material and locating of source, purchasing of the required material in advance before commencement of work, classifying the materials, and managing the inventory based on their usage value and eliminating and reduction in wastages during the overall material management process. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=material%20management" title="material management">material management</a>, <a href="https://publications.waset.org/abstracts/search?q=construction%20site" title=" construction site"> construction site</a>, <a href="https://publications.waset.org/abstracts/search?q=inventory" title=" inventory"> inventory</a>, <a href="https://publications.waset.org/abstracts/search?q=construction%20project" title=" construction project"> construction project</a> </p> <a href="https://publications.waset.org/abstracts/181880/an-assessment-of-existing-material-management-process-in-building-construction-projects-in-nepal" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/181880.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">68</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">6667</span> Material Selection for Footwear Insole Using Analytical Hierarchal Process</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Mohammed%20A.%20Almomani">Mohammed A. Almomani</a>, <a href="https://publications.waset.org/abstracts/search?q=Dina%20W.%20Al-Qudah"> Dina W. Al-Qudah</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Product performance depends on the type and quality of its building material. Successful product must be made using high quality material, and using the right methods. Many foot problems took place as a result of using poor insole material. Therefore, selecting a proper insole material is crucial to eliminate these problems. In this study, the analytical hierarchy process (AHP) is used to provide a systematic procedure for choosing the best material adequate for this application among three material alternatives (polyurethane, poron, and plastzote). Several comparison criteria are used to build the AHP model including: density, stiffness, durability, energy absorption, and ease of fabrication. Poron was selected as the best choice. Inconsistency testing indicates that the model is reasonable, and the materials alternative ranking is effective. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=AHP" title="AHP">AHP</a>, <a href="https://publications.waset.org/abstracts/search?q=footwear%20insole" title=" footwear insole"> footwear insole</a>, <a href="https://publications.waset.org/abstracts/search?q=insole%20material" title=" insole material"> insole material</a>, <a href="https://publications.waset.org/abstracts/search?q=materials%20selection" title=" materials selection"> materials selection</a> </p> <a href="https://publications.waset.org/abstracts/42837/material-selection-for-footwear-insole-using-analytical-hierarchal-process" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/42837.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">349</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">6666</span> Synthesis and Performance Study of Co3O4 as a Bi-Functional Next Generation Material</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Shrikaant%20Kulkarni">Shrikaant Kulkarni</a>, <a href="https://publications.waset.org/abstracts/search?q=Akshata%20Naik%20Nimbalkar"> Akshata Naik Nimbalkar</a> </p> <p class="card-text"><strong>Abstract:</strong></p> In this worki a method protocol has been developed for the synthesis of innovative Co3O4 material by using a method of chemical synthesis followed by calcination. The effect of calcination temperature on the morphology, structure and catalytic performance on material in question is investigated by using characterization tools like scanning electron microscopy (SEM), X-ray diffraction (XRD) spectroscopy and electrochemical techniques. The SEM images reveal that the morphology of the Co3O4 material undergoes a change from the rod to a beadlike shape on calcination at temperature of 700 °C. The XRD image shows that although the morphology of synthesized Co3O4 material exhibits a cubic phase but it differs in crystallinity depending upon morphology. Similarly spherical beadlike Co3O4 material has exhibited better activity than its rodlike counterpart which is reflected from electrochemical findings. Further, its performance in terms of bifunctional nature and hlods a lot much of promise as a excellent electrode material in the next generation batteries and fuel cells. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=bifunctional" title="bifunctional">bifunctional</a>, <a href="https://publications.waset.org/abstracts/search?q=next%20generation%20material" title=" next generation material"> next generation material</a>, <a href="https://publications.waset.org/abstracts/search?q=Co3O4" title=" Co3O4"> Co3O4</a>, <a href="https://publications.waset.org/abstracts/search?q=XRD" title=" XRD"> XRD</a> </p> <a href="https://publications.waset.org/abstracts/16208/synthesis-and-performance-study-of-co3o4-as-a-bi-functional-next-generation-material" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/16208.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">379</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">6665</span> Seismic Active Earth Pressure on Retaining Walls with Reinforced Backfill</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Jagdish%20Prasad%20Sahoo">Jagdish Prasad Sahoo</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The increase in active earth pressure during the event of an earthquake results sliding, overturning and tilting of earth retaining structures. In order to improve upon the stability of structures, the soil mass is often reinforced with various types of reinforcements such as metal strips, geotextiles, and geogrids etc. The stresses generated in the soil mass are transferred to the reinforcements through the interface friction between the earth and the reinforcement, which in turn reduces the lateral earth pressure on the retaining walls. Hence, the evaluation of earth pressure in the presence of seismic forces with an inclusion of reinforcements is important for the design retaining walls in the seismically active zones. In the present analysis, the effect of reinforcing horizontal layers of reinforcements in the form of sheets (Geotextiles and Geogrids) in sand used as backfill, on reducing the active earth pressure due to earthquake body forces has been studied. For carrying out the analysis, pseudo-static approach has been adopted by employing upper bound theorem of limit analysis in combination with finite elements and linear optimization. The computations have been performed with and out reinforcements for different internal friction angle of sand varying from 30 ° to 45 °. The effectiveness of the reinforcement in reducing the active earth pressure on the retaining walls is examined in terms of active earth pressure coefficient for presenting the solutions in a non-dimensional form. The active earth pressure coefficient is expressed as functions of internal friction angle of sand, interface friction angle between sand and reinforcement, soil-wall interface roughness conditions, and coefficient of horizontal seismic acceleration. It has been found that (i) there always exists a certain optimum depth of the reinforcement layers corresponding to which the value of active earth pressure coefficient becomes always the minimum, and (ii) the active earth pressure coefficient decreases significantly with an increase in length of reinforcements only up to a certain length beyond which a further increase in length hardly causes any reduction in the values active earth pressure. The optimum depth of the reinforcement layers and the required length of reinforcements corresponding to the optimum depth of reinforcements have been established. The numerical results developed in this analysis are expected to be useful for purpose of design of retaining walls. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=active" title="active">active</a>, <a href="https://publications.waset.org/abstracts/search?q=finite%20elements" title=" finite elements"> finite elements</a>, <a href="https://publications.waset.org/abstracts/search?q=limit%20analysis" title=" limit analysis"> limit analysis</a>, <a href="https://publications.waset.org/abstracts/search?q=presudo-static" title=" presudo-static"> presudo-static</a>, <a href="https://publications.waset.org/abstracts/search?q=reinforcement" title=" reinforcement"> reinforcement</a> </p> <a href="https://publications.waset.org/abstracts/39227/seismic-active-earth-pressure-on-retaining-walls-with-reinforced-backfill" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/39227.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">6664</span> Mathematical Analysis of Matrix and Filler Formulation in Composite Materials</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Olusegun%20A.%20Afolabi">Olusegun A. Afolabi</a>, <a href="https://publications.waset.org/abstracts/search?q=Ndivhuwo%20Ndou"> Ndivhuwo Ndou</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Composite material is an important area that has gained global visibility in many research fields in recent years. Composite material is the combination of separate materials with different properties to form a single material having different properties from the parent materials. Material composition and combination is an important aspect of composite material. The focus of this study is to provide insight into an easy way of calculating the compositions and formulations of constituent materials that make up any composite material. The compositions of the matrix and filler used for fabricating composite materials are taken into consideration. From the composite fabricated, data can be collected and analyzed based on the test and characterizations such as tensile, flexural, compression, impact, hardness, etc. Also, the densities of the matrix and the filler with regard to their constituent materials are discussed. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=composite%20material" title="composite material">composite material</a>, <a href="https://publications.waset.org/abstracts/search?q=density" title=" density"> density</a>, <a href="https://publications.waset.org/abstracts/search?q=filler" title=" filler"> filler</a>, <a href="https://publications.waset.org/abstracts/search?q=matrix" title=" matrix"> matrix</a>, <a href="https://publications.waset.org/abstracts/search?q=percentage%20weight" title=" percentage weight"> percentage weight</a>, <a href="https://publications.waset.org/abstracts/search?q=volume%20fraction" title=" volume fraction"> volume fraction</a> </p> <a href="https://publications.waset.org/abstracts/182436/mathematical-analysis-of-matrix-and-filler-formulation-in-composite-materials" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/182436.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">67</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">6663</span> Binary Programming for Manufacturing Material and Manufacturing Process Selection Using Genetic Algorithms</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Saleem%20Z.%20Ramadan">Saleem Z. Ramadan</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The material selection problem is concerned with the determination of the right material for a certain product to optimize certain performance indices in that product such as mass, energy density, and power-to-weight ratio. This paper is concerned about optimizing the selection of the manufacturing process along with the material used in the product under performance indices and availability constraints. In this paper, the material selection problem is formulated using binary programming and solved by genetic algorithm. The objective function of the model is to minimize the total manufacturing cost under performance indices and material and manufacturing process availability constraints. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=optimization" title="optimization">optimization</a>, <a href="https://publications.waset.org/abstracts/search?q=material%20selection" title=" material selection"> material selection</a>, <a href="https://publications.waset.org/abstracts/search?q=process%20selection" title=" process selection"> process selection</a>, <a href="https://publications.waset.org/abstracts/search?q=genetic%20algorithm" title=" genetic algorithm"> genetic algorithm</a> </p> <a href="https://publications.waset.org/abstracts/42286/binary-programming-for-manufacturing-material-and-manufacturing-process-selection-using-genetic-algorithms" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/42286.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">420</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">6662</span> Investigation of the Cyclic Response of Mudrock </h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Shaymaa%20Kennedy">Shaymaa Kennedy</a>, <a href="https://publications.waset.org/abstracts/search?q=Sam%20Clark"> Sam Clark</a>, <a href="https://publications.waset.org/abstracts/search?q=Paul%20Shaply"> Paul Shaply</a> </p> <p class="card-text"><strong>Abstract:</strong></p> With the upcoming construction of high-speed rail HS2 in the UK, a number of issues surrounding the construction technology and track design need to be answered. In this paper performance of subsoil subjected to dynamic loads were studied. The material of study is Mudrock backfill, a weak prevalent rock which response under indicative loading of high-speed rail line is unknown. This paper aims to investigate the use of different track types and the influence they will have on the underlying soil, in order to evaluate the behaviour of it. Ballstless track is a well-established concept in Europe, and the investigation the benefit of the form of construction due to its known savings in maintenance costs. Physical test using a triaxial cyclic loading machine was conducted to assess the expected mechanical behaviour of mudrock under a range of dynamic loads which could be generated beneath different track constructions. Some further parameters are required to frame the problem including determining the stress change with depth and cyclic response are vital to determine the residual plastic strain which is a major concern. In addition, Stress level is discussed in this paper, which are applied to recreate conditions of soil in the laboratory. Results indicate that stress levels are highly influential on the performance of soil at shallower depth and become insignificant with increasing depth. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=stress%20level" title="stress level">stress level</a>, <a href="https://publications.waset.org/abstracts/search?q=dynamic%20load" title=" dynamic load"> dynamic load</a>, <a href="https://publications.waset.org/abstracts/search?q=residual%20plastic%20strain" title=" residual plastic strain"> residual plastic strain</a>, <a href="https://publications.waset.org/abstracts/search?q=high%20speed%20railway" title=" high speed railway"> high speed railway</a> </p> <a href="https://publications.waset.org/abstracts/59874/investigation-of-the-cyclic-response-of-mudrock" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/59874.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">247</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">6661</span> “Ethical Porn” and the Right to Withdraw Consent</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Nathan%20Elvidge">Nathan Elvidge</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This paper offers a philosophical argument against the possibility of so-called “ethical porn,” that is, pornographic material produced in a way attempting to remain consistent with feminist principles and female empowerment. One key feature of such material is the requirement for the material to be consensual on the part of the actors or those involved in the material. However, in the contemporary pornography industry, this typically amounts to a single historic act of consent given in exchange for a lump-sum payment which grants the producer lifetime property rights over the explicit material. This paper argues that, by the lights of feminist principles, this situation is inherently unjust and that, as a consequence, the pornography industry requires a radical systematic upheaval before any material produced within it can be considered genuinely ethical. These feminist principles require that for the consumption of pornography to be genuinely ethical, the actors must consent not only to the acts recorded in the material but also to the consumption of that material. This paper argues that this consent to consumption should be treated as on par with other matters of sexual consent and, therefore, that actors should have the right to withdraw consent to the consumption of their material. From this, it is argued to follow that the system of third-party ownership of property rights over someone else’s sexually explicit material legally nullifies this right and therefore is inherently unjust. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=consent" title="consent">consent</a>, <a href="https://publications.waset.org/abstracts/search?q=feminism" title=" feminism"> feminism</a>, <a href="https://publications.waset.org/abstracts/search?q=pornography" title=" pornography"> pornography</a>, <a href="https://publications.waset.org/abstracts/search?q=sex%20work" title=" sex work"> sex work</a> </p> <a href="https://publications.waset.org/abstracts/156377/ethical-porn-and-the-right-to-withdraw-consent" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/156377.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">116</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">6660</span> Behavior of GRS Abutment Facing under Variable Cycles of Lateral Excitation through Physical Model Tests</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ashutosh%20Verma">Ashutosh Verma</a>, <a href="https://publications.waset.org/abstracts/search?q=Satyendra%20Mittal"> Satyendra Mittal</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Numerous geosynthetic reinforced soil (GRS) abutment failures over the years have been attributed to the loss of strength at the facing-reinforcement interface due to seasonal thermal expansion/contraction of the bridge deck. This causes excessive settlement below the bridge seat, causing bridge bumps along the approach road which reduces the design life of any abutment. Before designers while choosing the type of facing, a broad range of facing configurations are undoubtedly available. Generally speaking, these configurations can be divided into three groups: modular (panels/block), continuous, and full height rigid (FHR). The purpose of the current study is to use 1g physical model tests under serviceable cyclic lateral displacements to experimentally investigate the behaviour of these three facing classifications. To simulate field behaviour, a field instrumented GRS abutment prototype was modeled into a N scaled down 1g physical model (N = 5) with adjustable facing arrangements to represent these three facing classifications. For cyclic lateral displacement (d/H) of top facing at loading rate of 1mm/min, the peak earth pressure coefficient (K) on the facing and vertical settlement of the footing (s/B) at 25, 50, 75 and 100 cycles have been measured. For a constant footing offset of x/H = 0.1, three forms of cyclic displacements have been performed to simulate active condition (CA), passive condition (CP), and active-passive condition (CAP). The findings showed that when reinforcements are integrated into the wall along with presence of gravel gabions i.e. FHR design, a rather substantial earth pressure occurs over the facing. Despite this, the FHR facing's continuous nature works in conjunction with the reinforcements' membrane resilience to reduce footing settlement. On the other hand, the pressure over the wall is released upon lateral excitation by the relative displacement between the panels in modular facing reducing the connection strength at the interface and leading to greater settlements below footing. On the contrary, continuous facing do not exhibit relative displacement along the depth of facing rather fails through rotation about the base, which extends the zone of active failure in the backfill leading to large depressions in the backfill region around the bridge seat. Conservatively, FHR facing shows relatively stable responses under lateral cyclic excitations as compared to modular or continuous type of abutment facing. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=GRS%20abutments" title="GRS abutments">GRS abutments</a>, <a href="https://publications.waset.org/abstracts/search?q=1g%20physical%20model" title=" 1g physical model"> 1g physical model</a>, <a href="https://publications.waset.org/abstracts/search?q=full%20height%20rigid" title=" full height rigid"> full height rigid</a>, <a href="https://publications.waset.org/abstracts/search?q=cyclic%20lateral%20displacement" title=" cyclic lateral displacement"> cyclic lateral displacement</a> </p> <a href="https://publications.waset.org/abstracts/167801/behavior-of-grs-abutment-facing-under-variable-cycles-of-lateral-excitation-through-physical-model-tests" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/167801.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">83</span> </span> </div> </div> <ul class="pagination"> <li class="page-item disabled"><span class="page-link">&lsaquo;</span></li> <li class="page-item active"><span class="page-link">1</span></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=backfill%20material&page=2">2</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=backfill%20material&page=3">3</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=backfill%20material&page=4">4</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=backfill%20material&page=5">5</a></li> <li class="page-item"><a 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