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retaining wall</title> <meta name="description" content="Search results for: earth retaining wall"> <meta name="keywords" content="earth retaining wall"> <meta name="viewport" content="width=device-width, initial-scale=1, minimum-scale=1, maximum-scale=1, user-scalable=no"> <meta charset="utf-8"> <link href="https://cdn.waset.org/favicon.ico" type="image/x-icon" rel="shortcut icon"> <link href="https://cdn.waset.org/static/plugins/bootstrap-4.2.1/css/bootstrap.min.css" rel="stylesheet"> <link href="https://cdn.waset.org/static/plugins/fontawesome/css/all.min.css" rel="stylesheet"> <link href="https://cdn.waset.org/static/css/site.css?v=150220211555" rel="stylesheet"> </head> <body> <header> <div class="container"> <nav class="navbar navbar-expand-lg navbar-light"> <a class="navbar-brand" href="https://waset.org"> <img src="https://cdn.waset.org/static/images/wasetc.png" alt="Open Science Research Excellence" title="Open Science Research Excellence" /> </a> <button class="d-block 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action="https://publications.waset.org/abstracts/search"> <div id="custom-search-input"> <div class="input-group"> <i class="fas fa-search"></i> <input type="text" class="search-query" name="q" placeholder="Author, Title, Abstract, Keywords" value="earth retaining wall"> <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> 2471</div> </div> </div> </div> <h1 class="mt-3 mb-3 text-center" style="font-size:1.6rem;">Search results for: earth retaining wall</h1> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">2471</span> Dynamic Active Earth Pressure on Flexible Cantilever Retaining Wall</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Snehal%20R.%20Pathak">Snehal R. Pathak</a>, <a href="https://publications.waset.org/abstracts/search?q=Sachin%20S.%20Munnoli"> Sachin S. Munnoli</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Evaluation of dynamic earth pressure on retaining wall is a topic of primary importance. In present paper, dynamic active earth pressure and displacement of flexible cantilever retaining wall has been evaluated analytically using 2-DOF mass-spring-dashpot model by incorporating both wall and backfill properties. The effect of wall flexibility on dynamic active earth pressure and wall displacement are studied and presented in graphical form. The obtained results are then compared with the various conventional methods, experimental analysis and also with PLAXIS analysis. It is observed that the dynamic active earth pressure decreases with increase in the wall flexibility while wall displacement increases linearly with flexibility of the wall. The results obtained by proposed 2-DOF analytical model are found to be more realistic and economical. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=earth%20pressure" title="earth pressure">earth pressure</a>, <a href="https://publications.waset.org/abstracts/search?q=earthquake" title=" earthquake"> earthquake</a>, <a href="https://publications.waset.org/abstracts/search?q=2-DOF%20model" title=" 2-DOF model"> 2-DOF model</a>, <a href="https://publications.waset.org/abstracts/search?q=Plaxis" title=" Plaxis"> Plaxis</a>, <a href="https://publications.waset.org/abstracts/search?q=retaining%20walls" title=" retaining walls"> retaining walls</a>, <a href="https://publications.waset.org/abstracts/search?q=wall%20movement" title=" wall movement "> wall movement </a> </p> <a href="https://publications.waset.org/abstracts/32549/dynamic-active-earth-pressure-on-flexible-cantilever-retaining-wall" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/32549.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">540</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">2470</span> A Study on Finite Element Modelling of Earth Retaining Wall Anchored by Deadman Anchor</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=K.%20S.%20Chai">K. S. Chai</a>, <a href="https://publications.waset.org/abstracts/search?q=S.%20H.%20Chan"> S. H. Chan</a> </p> <p class="card-text"><strong>Abstract:</strong></p> In this paper, the earth retaining wall anchored by discrete deadman anchor to support excavations in sand is modelled and analysed by finite element analysis. A study is conducted to examine how deadman anchorage system helps in reducing the deflection of earth retaining wall. A simplified numerical model is suggested in order to reduce the simulation duration. A comparison between 3-D and 2-D finite element analyses is illustrated. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=finite%20element" title="finite element">finite element</a>, <a href="https://publications.waset.org/abstracts/search?q=earth%20retaining%20wall" title=" earth retaining wall"> earth retaining wall</a>, <a href="https://publications.waset.org/abstracts/search?q=deadman%20anchor" title=" deadman anchor"> deadman anchor</a>, <a href="https://publications.waset.org/abstracts/search?q=sand" title=" sand"> sand</a> </p> <a href="https://publications.waset.org/abstracts/8554/a-study-on-finite-element-modelling-of-earth-retaining-wall-anchored-by-deadman-anchor" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/8554.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">482</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">2469</span> Dilation Effect on 3D Passive Earth Pressure Coefficients for Retaining Wall </h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Khelifa%20Tarek">Khelifa Tarek</a>, <a href="https://publications.waset.org/abstracts/search?q=Benmebarek%20Sadok"> Benmebarek Sadok</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The 2D passive earth pressures acting on rigid retaining walls problem has been widely treated in the literature using different approaches (limit equilibrium, limit analysis, slip line and numerical computation), however, the 3D passive earth pressures problem has received less attention. This paper is concerned with the numerical study of 3D passive earth pressures induced by the translation of a rigid rough retaining wall for associated and non-associated soils. Using the explicit finite difference code FLAC3D, the increase of the passive earth pressures due to the decrease of the wall breadth is investigated. The results given by the present numerical analysis are compared with other investigation. The influence of the angle of dilation on the coefficients is also studied. <p class="card-text"><strong>Keywords:</strong> <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=FLAC3D" title=" FLAC3D"> FLAC3D</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=passive%20earth%20pressures" title=" passive earth pressures"> passive earth pressures</a>, <a href="https://publications.waset.org/abstracts/search?q=angle%20of%20dilation" title=" angle of dilation"> angle of dilation</a> </p> <a href="https://publications.waset.org/abstracts/33167/dilation-effect-on-3d-passive-earth-pressure-coefficients-for-retaining-wall" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/33167.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">324</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">2468</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">2467</span> Study of the Behavior of Geogrid Mechanically Stabilized Earth Walls Under Cyclic Loading</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Yongzhe%20Zhao">Yongzhe Zhao</a>, <a href="https://publications.waset.org/abstracts/search?q=Ying%20Liu"> Ying Liu</a>, <a href="https://publications.waset.org/abstracts/search?q=Zhiyong%20Liu"> Zhiyong Liu</a>, <a href="https://publications.waset.org/abstracts/search?q=Hui%20You"> Hui You</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The soil behind retaining wall is normally subjected to cyclic loading, for example traffic loading. Geotextile has been widely used to reinforce the soil for the purpose of reducing the settlement of the soil. A series of physical model tests were performed to investigate the settlement of footing under cyclic loading. The settlement of the footing, ground deformation and the vertical earth pressure in subsoil were presented and discussed under different types of geotextiles. The results indicate that including geotextiles significantly decreases the footing settlement and the stiffer the geotextile, the less the settlement. Under cyclic loading, the soil below the footing shows dilation within certain depths and beyond that it experiences contraction. The location of footing relative to the retaining wall has important effects on the deformation behavior of the soil in the ground, and the closer the footing to the retaining wall, the greater the contraction soil shows. This is because the retaining wall experienced greater lateral displacement. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=physical%20model%20tests" title="physical model tests">physical model tests</a>, <a href="https://publications.waset.org/abstracts/search?q=reinforced%20retaining%20wall" title=" reinforced retaining wall"> reinforced retaining wall</a>, <a href="https://publications.waset.org/abstracts/search?q=cyclic%20loading" title=" cyclic loading"> cyclic loading</a>, <a href="https://publications.waset.org/abstracts/search?q=footing" title=" footing"> footing</a> </p> <a href="https://publications.waset.org/abstracts/150601/study-of-the-behavior-of-geogrid-mechanically-stabilized-earth-walls-under-cyclic-loading" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/150601.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">155</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">2466</span> Strength of the Basement Wall Combined with a Temporary Retaining Wall for Excavation</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Soo-yeon%20Seo">Soo-yeon Seo</a>, <a href="https://publications.waset.org/abstracts/search?q=Su-jin%20Jung"> Su-jin Jung</a> </p> <p class="card-text"><strong>Abstract:</strong></p> In recent years, the need for remodeling of many apartments built 30 years ago is increasing. Therefore, researches on the structural reinforcement technology of existing apartments have been conducted. On the other hand, there is a growing need for research on the existing underground space expansion technology to expand the parking space required for remodeling. When expanding an existing underground space, for earthworks, an earth retaining wall must be installed between the existing apartment building and it. In order to maximize the possible underground space, it is necessary to minimize the thickness of the portion of earth retaining wall and underground basement wall. In this manner, the calculation procedure is studied for the evaluation of shear strength of the composite basement wall corresponding to shear span-to-depth ratio in this study. As a result, it was shown that the proposed calculation procedure can be used to evaluate the shear strength of the composite basement wall as safe. On the other hand, when shear span-to-depth ratio is small, shear strength is very underestimated. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=underground%20space%20expansion" title="underground space expansion">underground space expansion</a>, <a href="https://publications.waset.org/abstracts/search?q=combined%20structure" title=" combined structure"> combined structure</a>, <a href="https://publications.waset.org/abstracts/search?q=temporary%20retaining%20wall" title=" temporary retaining wall"> temporary retaining wall</a>, <a href="https://publications.waset.org/abstracts/search?q=basement%20wall" title=" basement wall"> basement wall</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20connectors" title=" shear connectors"> shear connectors</a> </p> <a href="https://publications.waset.org/abstracts/86079/strength-of-the-basement-wall-combined-with-a-temporary-retaining-wall-for-excavation" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/86079.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">143</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">2465</span> Deep Excavations with Embedded Retaining Walls - Diaphragm Walls</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Sowmiyaa%20V.%20S.">Sowmiyaa V. S.</a>, <a href="https://publications.waset.org/abstracts/search?q=Tiruvengala%20Padma"> Tiruvengala Padma</a>, <a href="https://publications.waset.org/abstracts/search?q=Dhanasekaran%20B."> Dhanasekaran B.</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Due to urbanization, traffic congestion, air pollution and fuel consumption underground metros are constructed in urban cities nowadays. These metros reduce the commutation time and makes the daily transportation in urban cities hassle free. To construct the underground metros deep excavations are to be carried out. These excavations should be supported by an appropriate earth retaining structures to provide stability and to prevent deformation failures. The failure of deep excavations is catastrophic and hence appropriate caution need to be carried out during design and construction stages. This paper covers the construction aspects, equipment, quality control, design aspects of one of the earth retaining systems the Diaphragm Walls. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=underground%20metros" title="underground metros">underground metros</a>, <a href="https://publications.waset.org/abstracts/search?q=diaphragm%20wall" title=" diaphragm wall"> diaphragm wall</a>, <a href="https://publications.waset.org/abstracts/search?q=quality%20control%20of%20diaphragm%20wall" title=" quality control of diaphragm wall"> quality control of diaphragm wall</a>, <a href="https://publications.waset.org/abstracts/search?q=design%20aspects%20of%20diaphragm%20wall" title=" design aspects of diaphragm wall"> design aspects of diaphragm wall</a> </p> <a href="https://publications.waset.org/abstracts/150972/deep-excavations-with-embedded-retaining-walls-diaphragm-walls" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/150972.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">100</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">2464</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">2463</span> Numerical Modeling of a Retaining Wall in Soil Reinforced by Layers of Geogrids</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=M.%20Mellas">M. Mellas</a>, <a href="https://publications.waset.org/abstracts/search?q=S.%20Baaziz"> S. Baaziz</a>, <a href="https://publications.waset.org/abstracts/search?q=A.%20Mabrouki"> A. Mabrouki</a>, <a href="https://publications.waset.org/abstracts/search?q=D.%20Benmeddour"> D. Benmeddour</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The reinforcement of massifs of backfill with horizontal layers of geosynthetics is an interesting economic solution, which ensures the stability of retaining walls. The mechanical behavior of reinforced soil by geosynthetic is complex, and requires studies and research to understand the mechanisms of rupture. The behavior of reinforcements in the soil and the behavior of the main elements of the system: reinforcement-wall-soil. The present study is interested in numerical modeling of a retaining wall in soil reinforced by horizontal layers of geogrids. This modeling makes use of the software FLAC3D. This work aims to analyze the effect of the length of the geogrid "L" where the soil massif is supporting a uniformly distributed surcharge "Q", taking into account the fixing elements rather than the layers of geogrids to the wall. <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=geogrid" title=" geogrid"> geogrid</a>, <a href="https://publications.waset.org/abstracts/search?q=reinforced%20soil" title=" reinforced soil"> reinforced soil</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=FLAC3D" title=" FLAC3D"> FLAC3D</a> </p> <a href="https://publications.waset.org/abstracts/1335/numerical-modeling-of-a-retaining-wall-in-soil-reinforced-by-layers-of-geogrids" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/1335.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">484</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">2462</span> Sustainability in Retaining Wall Construction with Geosynthetics</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Sateesh%20Kumar%20Pisini">Sateesh Kumar Pisini</a>, <a href="https://publications.waset.org/abstracts/search?q=Swetha%20Priya%20Darshini"> Swetha Priya Darshini</a>, <a href="https://publications.waset.org/abstracts/search?q=Sanjay%20Kumar%20Shukla"> Sanjay Kumar Shukla</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This paper seeks to present a research study on sustainability in construction of retaining wall using geosynthetics. Sustainable construction is a way for the building and infrastructure industry to move towards achieving sustainable development, taking into account environmental, socioeconomic and cultural issues. Geotechnical engineering, being very resource intensive, warrants an environmental sustainability study, but a quantitative framework for assessing the sustainability of geotechnical practices, particularly at the planning and design stages, does not exist. In geotechnical projects, major economic issues to be addressed are in the design and construction of stable slopes and retaining structures within space constraints. In this paper, quantitative indicators for assessing the environmental sustainability of retaining wall with geosynthetics are compared with conventional concrete retaining wall through life cycle assessment (LCA). Geosynthetics can make a real difference in sustainable construction techniques and contribute to development in developing countries in particular. Their imaginative application can result in considerable cost savings over the use of conventional designs and materials. The acceptance of geosynthetics in reinforced retaining wall construction has been triggered by a number of factors, including aesthetics, reliability, simple construction techniques, good seismic performance, and the ability to tolerate large deformations without structural distress. Reinforced retaining wall with geosynthetics is the best cost-effective and eco-friendly solution as compared with traditional concrete retaining wall construction. This paper presents an analysis of the theme of sustainability applied to the design and construction of traditional concrete retaining wall and presenting a cost-effective and environmental solution using geosynthetics. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=sustainability" title="sustainability">sustainability</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=geosynthetics" title=" geosynthetics"> geosynthetics</a>, <a href="https://publications.waset.org/abstracts/search?q=life%20cycle%20assessment" title=" life cycle assessment"> life cycle assessment</a> </p> <a href="https://publications.waset.org/abstracts/81842/sustainability-in-retaining-wall-construction-with-geosynthetics" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/81842.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">2060</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">2461</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">2460</span> Behavior Evaluation of an Anchored Wall</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Polo%20G.%20Yohn%20Edison">Polo G. Yohn Edison</a>, <a href="https://publications.waset.org/abstracts/search?q=Rocha%20F.%20Pedricto"> Rocha F. Pedricto</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This work presents a study about a retaining structure designed for the duplication of the rail FEPASA on the 74th km between Santos and São Paulo. This structure, an anchored retaining wall, was instrumented in the anchors heads with strain gauges in order to monitor its loads. The load measurements occurred during the performance test, locking and also after the works were concluded. A decrease on anchors loads is noticed at the moment immediately after the locking, during construction and after the works finished. It was observed that a loss of load in the anchors occurred to a maximum of 54%. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=instrumentation" title="instrumentation">instrumentation</a>, <a href="https://publications.waset.org/abstracts/search?q=strain%20gauges" title=" strain gauges"> strain gauges</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=anchors" title=" anchors"> anchors</a> </p> <a href="https://publications.waset.org/abstracts/34099/behavior-evaluation-of-an-anchored-wall" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/34099.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">495</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">2459</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">2458</span> Experimental Investigation of the Failure Behavior of a Retaining Wall Constructed with Soil Bags</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Kewei%20Fan">Kewei Fan</a>, <a href="https://publications.waset.org/abstracts/search?q=Sihong%20Liu"> Sihong Liu</a>, <a href="https://publications.waset.org/abstracts/search?q=Yi%20Pik%20Cheng"> Yi Pik Cheng</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This paper aims to analyse the failure behaviour of the retaining wall constructed with soil bags that are formed by filling river sand into woven bags (geosynthetics). Model tests were conducted to obtain the failure mode of the wall, and shear tests on two-layers and five-layers of soil bags were designed to investigate the mechanical characteristics of the interface of soil bags. The test results show that the slip surface in the soil bags-constructed retaining wall is ladder-like due to the inter-layer insertion of soil bags, and the wall above the ladder-like surface undergoes a rigid body translation. The insertion strengthens the shear strength of two-layer staggered-stacked soil bags. Meanwhile, it affects the shape of the slip surface of the five-layer staggered-stacked soil bags. Finally, the interlayer resisting friction of soil bags is found to be related to the shape of the slip surface. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=geosynthetics" title="geosynthetics">geosynthetics</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=soil%20bag" title=" soil bag"> soil bag</a>, <a href="https://publications.waset.org/abstracts/search?q=failure%20mode" title=" failure mode"> failure mode</a>, <a href="https://publications.waset.org/abstracts/search?q=interface" title=" interface"> interface</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20strength" title=" shear strength"> shear strength</a> </p> <a href="https://publications.waset.org/abstracts/105967/experimental-investigation-of-the-failure-behavior-of-a-retaining-wall-constructed-with-soil-bags" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/105967.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">131</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">2457</span> Design of Rigid L-Shaped Retaining Walls</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ahmed%20Rouili">Ahmed Rouili </a> </p> <p class="card-text"><strong>Abstract:</strong></p> Cantilever L-shaped walls are known to be relatively economical as retaining solution. The design starts by proportioning the wall dimensions for which the stability is checked for. A ratio between the lengths of the base and the stem, falling between 0,5 to 0,7, ensure the stability requirements in most cases. However, the displacement pattern of the wall in terms of rotations and translations, and the lateral pressure profile, do not have the same figure for all wall’s proportioning, as it is usually assumed. In the present work, the results of a numerical analysis are presented, different wall geometries were considered. The results show that the proportioning governs the equilibrium between the instantaneous rotation and the translation of the wall-toe, also, the lateral pressure estimation based on the average value between the at-rest and the active pressure, recommended by most design standards, is found to be not applicable for all walls. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=cantilever%20wall" title="cantilever wall">cantilever wall</a>, <a href="https://publications.waset.org/abstracts/search?q=proportioning" title=" proportioning"> proportioning</a>, <a href="https://publications.waset.org/abstracts/search?q=numerical%20analysis" title=" numerical analysis"> numerical analysis</a>, <a href="https://publications.waset.org/abstracts/search?q=lateral%20pressure%20estimation" title=" lateral pressure estimation "> lateral pressure estimation </a> </p> <a href="https://publications.waset.org/abstracts/1833/design-of-rigid-l-shaped-retaining-walls" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/1833.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">323</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">2456</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">2455</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">2454</span> Evaluation of Minimization of Moment Ratio Method by Physical Modeling</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Amin%20Eslami">Amin Eslami</a>, <a href="https://publications.waset.org/abstracts/search?q=Jafar%20Bolouri%20Bazaz"> Jafar Bolouri Bazaz</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Under active stress conditions, a rigid cantilever retaining wall tends to rotate about a pivot point located within the embedded depth of the wall. For purely granular and cohesive soils, a methodology was previously reported called minimization of moment ratio to determine the location of the pivot point of rotation. The usage of this new methodology is to estimate the rotational stability safety factor. Moreover, the degree of improvement required in a backfill to get a desired safety factor can be estimated by the concept of the shear strength demand. In this article, the accuracy of this method for another type of cantilever walls called Contiguous Bored Pile (CBP) retaining wall is evaluated by using physical modeling technique. Based on observations, the results of moment ratio minimization method are in good agreement with the results of the carried out physical modeling. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=cantilever%20retaining%20wall" title="cantilever retaining wall">cantilever retaining wall</a>, <a href="https://publications.waset.org/abstracts/search?q=physical%20modeling" title=" physical modeling"> physical modeling</a>, <a href="https://publications.waset.org/abstracts/search?q=minimization%20of%20moment%20ratio%20method" title=" minimization of moment ratio method"> minimization of moment ratio method</a>, <a href="https://publications.waset.org/abstracts/search?q=pivot%20point" title=" pivot point "> pivot point </a> </p> <a href="https://publications.waset.org/abstracts/26383/evaluation-of-minimization-of-moment-ratio-method-by-physical-modeling" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/26383.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">331</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">2453</span> Study of Bored Pile Retaining Wall Using Physical Modeling</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Amin%20Eslami">Amin Eslami</a>, <a href="https://publications.waset.org/abstracts/search?q=Jafar%20Bolouri%20Bazaz"> Jafar Bolouri Bazaz</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Excavation and retaining walls are of challenging issues in civil engineering. In this study, the behavior of one the important type of supporting systems called Contiguous Bored Pile (CBP) retaining wall is investigated using a physical model. Besides, a comparison is made between two modes of free end piles(soft bed) and fixed end piles (stiff bed). Also a back calculation of effective length (the real free length of pile) is done by measuring lateral deflection of piles in different stages of excavation in both a forementioned cases. Based on observed results, for the fixed end mode, the effective length to free length ratio (Leff/L0) is equal to unity in initial stages of excavation and less than 1 in its final stages in a decreasing manner. While this ratio for free end mode, remains constant during all stages of excavation and is always less than unity. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=contiguous%20bored%20pile%20wall" title="contiguous bored pile wall">contiguous bored pile wall</a>, <a href="https://publications.waset.org/abstracts/search?q=effective%20length" title=" effective length"> effective length</a>, <a href="https://publications.waset.org/abstracts/search?q=fixed%20end" title=" fixed end"> fixed end</a>, <a href="https://publications.waset.org/abstracts/search?q=free%20end" title=" free end"> free end</a>, <a href="https://publications.waset.org/abstracts/search?q=free%20length" title=" free length"> free length</a> </p> <a href="https://publications.waset.org/abstracts/19410/study-of-bored-pile-retaining-wall-using-physical-modeling" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/19410.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">399</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">2452</span> Effect of Boundary Retaining Walls Properties on the Raft Foundations Behaviour</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Mohamed%20Hussein">Mohamed Hussein</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This paper studies the effect of boundary retaining walls properties on the behavior of the raft foundation. Commercial software program Sap2000 was used in this study. The soil was presented as continuous media (follows the Winkler assumption). Shell elements were employed to model the raft plate. A parametric study has been carried out to examine the effect of boundary retaining walls properties on the behavior of raft plate. These parameters namely, height of the boundary retaining walls, thickness of the boundary retaining walls, flexural rigidity of raft plate, bearing capacity of supporting soil and the earth pressure of boundary soil. The main results which were obtained from this study are positive, negative bending moment, shear stress and deflection in raft plate, where these parameters are considered the main parameters used in design of raft foundation. It was concluded that the boundary retaining walls have a significant effect on the straining actions in raft plate. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=Sap2000" title="Sap2000">Sap2000</a>, <a href="https://publications.waset.org/abstracts/search?q=boundary%20retaining%20walls" title=" boundary retaining walls"> boundary retaining walls</a>, <a href="https://publications.waset.org/abstracts/search?q=raft%20foundations" title=" raft foundations"> raft foundations</a>, <a href="https://publications.waset.org/abstracts/search?q=Winkler%20model" title=" Winkler model"> Winkler model</a>, <a href="https://publications.waset.org/abstracts/search?q=flexural%20rigidity" title=" flexural rigidity"> flexural rigidity</a> </p> <a href="https://publications.waset.org/abstracts/87502/effect-of-boundary-retaining-walls-properties-on-the-raft-foundations-behaviour" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/87502.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">179</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">2451</span> Evaluation of the Mechanical Behavior of a Retaining Wall Structure on a Weathered Soil through Probabilistic Methods</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=P.%20V.%20S.%20Mascarenhas">P. V. S. Mascarenhas</a>, <a href="https://publications.waset.org/abstracts/search?q=B.%20C.%20P.%20Albuquerque"> B. C. P. Albuquerque</a>, <a href="https://publications.waset.org/abstracts/search?q=D.%20J.%20F.%20Campos"> D. J. F. Campos</a>, <a href="https://publications.waset.org/abstracts/search?q=L.%20L.%20Almeida"> L. L. Almeida</a>, <a href="https://publications.waset.org/abstracts/search?q=V.%20R.%20Domingues"> V. R. Domingues</a>, <a href="https://publications.waset.org/abstracts/search?q=L.%20C.%20S.%20M.%20Ozelim"> L. C. S. M. Ozelim</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Retaining slope structures are increasingly considered in geotechnical engineering projects due to extensive urban cities growth. These kinds of engineering constructions may present instabilities over the time and may require reinforcement or even rebuilding of the structure. In this context, statistical analysis is an important tool for decision making regarding retaining structures. This study approaches the failure probability of the construction of a retaining wall over the debris of an old and collapsed one. The new solution’s extension length will be of approximately 350 m and will be located over the margins of the Lake Paranoá, Brasilia, in the capital of Brazil. The building process must also account for the utilization of the ruins as a caisson. A series of <em>in situ</em> and laboratory experiments defined local soil strength parameters. A Standard Penetration Test (SPT) defined the <em>in situ</em> soil stratigraphy. Also, the parameters obtained were verified using soil data from a collection of masters and doctoral works from the University of Brasília, which is similar to the local soil. Initial studies show that the concrete wall is the proper solution for this case, taking into account the technical, economic and deterministic analysis. On the other hand, in order to better analyze the statistical significance of the factor-of-safety factors obtained, a Monte Carlo analysis was performed for the concrete wall and two more initial solutions. A comparison between the statistical and risk results generated for the different solutions indicated that a Gabion solution would better fit the financial and technical feasibility of the project. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=economical%20analysis" title="economical analysis">economical analysis</a>, <a href="https://publications.waset.org/abstracts/search?q=probability%20of%20failure" title=" probability of failure"> probability of failure</a>, <a href="https://publications.waset.org/abstracts/search?q=retaining%20walls" title=" retaining walls"> retaining walls</a>, <a href="https://publications.waset.org/abstracts/search?q=statistical%20analysis" title=" statistical analysis"> statistical analysis</a> </p> <a href="https://publications.waset.org/abstracts/78642/evaluation-of-the-mechanical-behavior-of-a-retaining-wall-structure-on-a-weathered-soil-through-probabilistic-methods" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/78642.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">406</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">2450</span> Study on Seismic Performance of Reinforced Soil Walls in Order to Offer Modified Pseudo Static Method</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Majid%20Yazdandoust">Majid Yazdandoust</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This study, tries to suggest a design method based on displacement using finite difference numerical modeling in reinforcing soil retaining wall with steel strip. In this case, dynamic loading characteristics such as duration, frequency, peak ground acceleration, geometrical characteristics of reinforced soil structure and type of the site are considered to correct the pseudo static method and finally introduce the pseudo static coefficient as a function of seismic performance level and peak ground acceleration. For this purpose, the influence of dynamic loading characteristics, reinforcement length, height of reinforced system and type of the site are investigated on seismic behavior of reinforcing soil retaining wall with steel strip. Numerical results illustrate that the seismic response of this type of wall is highly dependent to cumulative absolute velocity, maximum acceleration, and height and reinforcement length so that the reinforcement length can be introduced as the main factor in shape of failure. Considering the loading parameters, mechanically stabilized earth wall parameters and type of the site showed that the used method in this study leads to most efficient designs in comparison with other methods which are generally suggested in cods that are usually based on limit-equilibrium concept. The outputs show the over-estimation of equilibrium design methods in comparison with proposed displacement based methods here. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=pseudo%20static%20coefficient" title="pseudo static coefficient">pseudo static coefficient</a>, <a href="https://publications.waset.org/abstracts/search?q=seismic%20performance%20design" title=" seismic performance design"> seismic performance design</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=steel%20strip%20reinforcement" title=" steel strip reinforcement"> steel strip reinforcement</a>, <a href="https://publications.waset.org/abstracts/search?q=retaining%20walls" title=" retaining walls"> retaining walls</a>, <a href="https://publications.waset.org/abstracts/search?q=cumulative%20absolute%20velocity" title=" cumulative absolute velocity"> cumulative absolute velocity</a>, <a href="https://publications.waset.org/abstracts/search?q=failure%20shape" title=" failure shape"> failure shape</a> </p> <a href="https://publications.waset.org/abstracts/34728/study-on-seismic-performance-of-reinforced-soil-walls-in-order-to-offer-modified-pseudo-static-method" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/34728.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">485</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">2449</span> Examination of the Reinforcement Forces Generated in Pseudo-Static and Dynamic Status in Retaining Walls</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=K.%20Passbakhsh">K. Passbakhsh</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Determination of reinforcement forces is one of the most important and main discussions in designing retaining walls. By determining these forces we refrain from conservative planning. By numerically modeling the reinforced soil retaining walls under dynamic loading reinforcement forces can be calculated. In this study we try to approach the gained forces by pseudo-static method according to FHWA code and gained forces from numerical modeling by finite element method, by selecting seismic horizontal coefficient for different wall height. PLAXIS software was used for numerical analysis. Then the effect of reinforcement stiffness and soil type on reinforcement forces is examined. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=reinforced%20soil" title="reinforced soil">reinforced soil</a>, <a href="https://publications.waset.org/abstracts/search?q=PLAXIS" title=" PLAXIS"> PLAXIS</a>, <a href="https://publications.waset.org/abstracts/search?q=reinforcement%20forces" title=" reinforcement forces"> reinforcement forces</a>, <a href="https://publications.waset.org/abstracts/search?q=retaining%20walls" title=" retaining walls "> retaining walls </a> </p> <a href="https://publications.waset.org/abstracts/28518/examination-of-the-reinforcement-forces-generated-in-pseudo-static-and-dynamic-status-in-retaining-walls" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/28518.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">358</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">2448</span> Biogeography Based CO2 and Cost Optimization of RC Cantilever Retaining Walls </h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ibrahim%20Aydogdu">Ibrahim Aydogdu</a>, <a href="https://publications.waset.org/abstracts/search?q=Alper%20Akin"> Alper Akin</a> </p> <p class="card-text"><strong>Abstract:</strong></p> In this study, the development of minimizing the cost and the CO2 emission of the RC retaining wall design has been performed by Biogeography Based Optimization (BBO) algorithm. This has been achieved by developing computer programs utilizing BBO algorithm which minimize the cost and the CO2 emission of the RC retaining walls. Objective functions of the optimization problem are defined as the minimized cost, the CO2 emission and weighted aggregate of the cost and the CO2 functions of the RC retaining walls. In the formulation of the optimum design problem, the height and thickness of the stem, the length of the toe projection, the thickness of the stem at base level, the length and thickness of the base, the depth and thickness of the key, the distance from the toe to the key, the number and diameter of the reinforcement bars are treated as design variables. In the formulation of the optimization problem, flexural and shear strength constraints and minimum/maximum limitations for the reinforcement bar areas are derived from American Concrete Institute (ACI 318-14) design code. Moreover, the development length conditions for suitable detailing of reinforcement are treated as a constraint. The obtained optimum designs must satisfy the factor of safety for failure modes (overturning, sliding and bearing), strength, serviceability and other required limitations to attain practically acceptable shapes. To demonstrate the efficiency and robustness of the presented BBO algorithm, the optimum design example for retaining walls is presented and the results are compared to the previously obtained results available in the literature. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=bio%20geography" title="bio geography">bio geography</a>, <a href="https://publications.waset.org/abstracts/search?q=meta-heuristic%20search" title=" meta-heuristic search"> meta-heuristic search</a>, <a href="https://publications.waset.org/abstracts/search?q=optimization" title=" optimization"> optimization</a>, <a href="https://publications.waset.org/abstracts/search?q=retaining%20wall" title=" retaining wall"> retaining wall</a> </p> <a href="https://publications.waset.org/abstracts/25608/biogeography-based-co2-and-cost-optimization-of-rc-cantilever-retaining-walls" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/25608.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">399</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">2447</span> Evaluating Seismic Earth Pressure Effects on Building Lateral Stability: Sensitivity to Retention Height Differences and Sloped Site Conditions</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Rod%20Davis">Rod Davis</a>, <a href="https://publications.waset.org/abstracts/search?q=Sara%20Saminfar"> Sara Saminfar</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Earthquakes can induce dynamic earth pressures on retaining walls, which are in addition to the static earth pressures. This raises questions about how to effectively combine the seismic lateral earth pressure with other loads on buildings, including static lateral earth pressure. When basement walls retain soil with differing exterior grades on opposite sides, the seismic increment of active earth pressure should be considered. Additionally, buildings situated on sloped sites with stepped retention may experience unique dynamic effects due to soil-structure interactions, potentially amplifying the lateral pressures exerted on the retaining walls and influencing the building's response during seismic events. To account for the dynamic effects of the retained soil on the building's responses, it is essential to interconnect the building structure with the surrounding soil to facilitate their interaction as the embedded structure and the surrounding soil move together during an earthquake. Consequently, a finite element model of the building is developed, with the rigid retaining walls and restrained to the floor diaphragms. This paper aims to explore the dynamic effects of retained soil on the lateral stability of buildings and the sensitivity of the building's responses to differences in the retained heights on opposite sides of the building basement. Furthermore, the results are compared with those from a sloped site to evaluate the impact of stepped retention on dynamic soil pressure. These findings will help establish a minimum threshold for differences in retained heights on opposite sides of a building that necessitates the inclusion of dynamic soil pressure in the building's lateral stability analysis. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=dynamic%20earth%20pressures" title="dynamic earth pressures">dynamic earth pressures</a>, <a href="https://publications.waset.org/abstracts/search?q=soil-structure%20interaction" title=" soil-structure interaction"> soil-structure interaction</a>, <a href="https://publications.waset.org/abstracts/search?q=stepped%20retention" title=" stepped retention"> stepped retention</a>, <a href="https://publications.waset.org/abstracts/search?q=building%20retention" title=" building retention"> building retention</a> </p> <a href="https://publications.waset.org/abstracts/193288/evaluating-seismic-earth-pressure-effects-on-building-lateral-stability-sensitivity-to-retention-height-differences-and-sloped-site-conditions" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/193288.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">9</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">2446</span> Crater Pattern on the Moon and Origin of the Moon</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Xuguang%20Leng">Xuguang Leng</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The crater pattern on the Moon indicates the Moon was captured by Earth in the more recent years, disproves the theory that the Moon was born as a satellite to the Earth. The Moon was tidal locked since it became the satellite of the Earth. Moon’s near side is shielded by Earth from asteroid/comet collisions, with the center of the near side most protected. Yet the crater pattern on the Moon is fairly random, with no distinguishable empty spot/strip, no distinguishable difference near side vs. far side. Were the Moon born as Earth’s satellite, there would be a clear crater free spot, or strip should the tial lock shifts over time, on the near side; and far more craters on the far side. The nonexistence of even a vague crater free spot on the near side of the Moon indicates the capture was a more recent event. Given Earth’s much larger mass and sphere size over the Moon, Earth should have collided with asteroids and comets in much higher frequency, resulting in significant mass gain over the lifespan. Earth’s larger mass and magnetic field are better at retaining water and gas from solar wind’s stripping effect, thus accelerating the mass gain. A dwarf planet Moon can be pulled closer and closer to the Earth over time as Earth’s gravity grows stronger, eventually being captured as a satellite. Given enough time, it is possible Earth’s mass would be large enough to cause the Moon to collide with Earth. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=moon" title="moon">moon</a>, <a href="https://publications.waset.org/abstracts/search?q=origin" title=" origin"> origin</a>, <a href="https://publications.waset.org/abstracts/search?q=crater" title=" crater"> crater</a>, <a href="https://publications.waset.org/abstracts/search?q=pattern" title=" pattern"> pattern</a> </p> <a href="https://publications.waset.org/abstracts/149225/crater-pattern-on-the-moon-and-origin-of-the-moon" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/149225.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">97</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">2445</span> Case Study: Hybrid Mechanically Stabilized Earth Wall System Built on Basal Reinforced Raft</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=S.%20Kaymak%C3%A7%C4%B1">S. Kaymakçı</a>, <a href="https://publications.waset.org/abstracts/search?q=D.%20G%C3%BCndo%C4%9Fdu"> D. Gündoğdu</a>, <a href="https://publications.waset.org/abstracts/search?q=H.%20%C3%96z%C3%A7elik"> H. Özçelik</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The truck park of a warehouse for a chain of supermarket was going to be constructed on a poor ground. Rather than using a piled foundation, the client was convinced that a ground improvement using a reinforced foundation raft also known as “basal reinforcement” shall work. The retaining structures supporting the truck park area were designed using a hybrid structure made up of the Terramesh® Wall System and MacGrid™ high strength geogrids. The total wall surface area is nearly 2740 sq.m , reaching a maximum height of 13.00 meters. The area is located in the first degree seismic zone of Turkey and the design seismic acceleration is high. The design of walls has been carried out using pseudo-static method (limit equilibrium) taking into consideration different loading conditions using Eurocode 7. For each standard approach stability analysis in seismic condition were performed. The paper presents the detailed design of the reinforced soil structure, basal reinforcement and the construction methods; advantages of using such system for the project are discussed. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=basal%20reinforcement" title="basal reinforcement">basal reinforcement</a>, <a href="https://publications.waset.org/abstracts/search?q=geogrid" title=" geogrid"> geogrid</a>, <a href="https://publications.waset.org/abstracts/search?q=reinforced%20soil%20raft" title=" reinforced soil raft"> reinforced soil raft</a>, <a href="https://publications.waset.org/abstracts/search?q=reinforced%20soil%20wall" title=" reinforced soil wall"> reinforced soil wall</a>, <a href="https://publications.waset.org/abstracts/search?q=soil%20reinforcement" title=" soil reinforcement"> soil reinforcement</a> </p> <a href="https://publications.waset.org/abstracts/57282/case-study-hybrid-mechanically-stabilized-earth-wall-system-built-on-basal-reinforced-raft" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/57282.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">2444</span> Geotechnical Education in the USA: A Comparative Analysis of Academic Schooling vs. Industry Needs in the Area of Earth Retaining Structures</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Anne%20Lemnitzer">Anne Lemnitzer</a>, <a href="https://publications.waset.org/abstracts/search?q=Eric%20Tavarez"> Eric Tavarez</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The academic rigor of the geotechnical engineering curriculum indicates strong institutional and geographical variations. Geotechnical engineering deals with the most challenging civil engineering material, as opposed to structural engineering, environmental studies, transportation engineering, and water resources. Yet, technical expectations posed by the practicing professional community do not necessarily consider the challenges inherent to the disparity in academic rigor and disciplinary differences. To recognize the skill shortages among current graduates as well as identify opportunities to better equip graduate students in specific fields of geotechnical engineering, a two-part survey was developed in collaboration with the Earth Retaining Structures (ERS) Committee of the American Society of Civil Engineers. Earth Retaining Structures are critical components of infrastructure systems and integral components to many major engineering projects. Within the geotechnical curriculum, Earth Retaining Structures is either taught as a separate course or major subject within a foundation design class. Part 1 of the survey investigated the breadth and depth of the curriculum with respect to ERS by requesting faculty across the United States to provide data on their curricular content, integration of practice-oriented course content, student preparation for professional licensing, and level of technical competency expected upon student graduation. Part 2 of the survey enables a comparison of training provided versus training needed. This second survey addressed practicing geotechnical engineers in all sectors of the profession (e.g., private engineering consulting, governmental agencies, contractors, suppliers/manufacturers) and collected data on the expectations with respect to technical and non-technical skills of engineering graduates entering the professional workforce. Results identified skill shortages in soft skills, critical thinking, analytical and language skills, familiarity with design codes and standards, and communication with various stakeholders. The data will be used to develop educational tools to advance the proficiency and expertise of geotechnical engineering students to meet and exceed the expectations of the profession and to stimulate a lifelong interest in advancing the field of geotechnical engineering. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=geotechnical%20engineering" title="geotechnical engineering">geotechnical engineering</a>, <a href="https://publications.waset.org/abstracts/search?q=academic%20training" title=" academic training"> academic training</a>, <a href="https://publications.waset.org/abstracts/search?q=industry%20requirements" title=" industry requirements"> industry requirements</a>, <a href="https://publications.waset.org/abstracts/search?q=earth%20retaining%20structures" title=" earth retaining structures"> earth retaining structures</a> </p> <a href="https://publications.waset.org/abstracts/127620/geotechnical-education-in-the-usa-a-comparative-analysis-of-academic-schooling-vs-industry-needs-in-the-area-of-earth-retaining-structures" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/127620.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">126</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">2443</span> Pull-Out Analysis of Composite Loops Embedded in Steel Reinforced Concrete Retaining Wall Panels</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Pierre%20van%20Tonder">Pierre van Tonder</a>, <a href="https://publications.waset.org/abstracts/search?q=Christoff%20Kruger"> Christoff Kruger</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Modular concrete elements are used for retaining walls to provide lateral support. Depending on the retaining wall layout, these precast panels may be interlocking and may be tied into the soil backfill via geosynthetic strips. This study investigates the ultimate pull-out load increase, which is possible by adding varied diameter supplementary reinforcement through embedded anchor loops within concrete retaining wall panels. Full-scale panels used in practice have four embedded anchor points. However, only one anchor loop was embedded in the center of the experimental panels. The experimental panels had the same thickness but a smaller footprint (600mm x 600mm x 140mm) area than the full-sized panels to accommodate the space limitations of the laboratory and experimental setup. The experimental panels were also cast without any bending reinforcement as would typically be obtained in the full-scale panels. The exclusion of these reinforcements was purposefully neglected to evaluate the impact of a single bar reinforcement through the center of the anchor loops. The reinforcement bars had of 8 mm, 10 mm, 12 mm, and 12 mm. 30 samples of concrete panels with embedded anchor loops were tested. The panels were supported on the edges and the anchor loops were subjected to an increasing tensile force using an Instron piston. Failures that occurred were loop failures and panel failures and a mixture thereof. There was an increase in ultimate load vs. increasing diameter as expected, but this relationship persisted until the reinforcement diameter exceeded 10 mm. For diameters larger than 10 mm, the ultimate failure load starts to decrease due to the dependency of the reinforcement bond strength to the concrete matrix. Overall, the reinforced panels showed a 14 to 23% increase in the factor of safety. Using anchor loops of 66kN ultimate load together with Y10 steel reinforcement with bent ends had shown the most promising results in reducing concrete panel pull-out failure. The Y10 reinforcement had shown, on average, a 24% increase in ultimate load achieved. Previous research has investigated supplementary reinforcement around the anchor loops. This paper extends this investigation by evaluating supplementary reinforcement placed through the panel anchor loops. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=supplementary%20reinforcement" title="supplementary reinforcement">supplementary reinforcement</a>, <a href="https://publications.waset.org/abstracts/search?q=anchor%20loops" title=" anchor loops"> anchor loops</a>, <a href="https://publications.waset.org/abstracts/search?q=retaining%20panels" title=" retaining panels"> retaining panels</a>, <a href="https://publications.waset.org/abstracts/search?q=reinforced%20concrete" title=" reinforced concrete"> reinforced concrete</a>, <a href="https://publications.waset.org/abstracts/search?q=pull-out%20failure" title=" pull-out failure"> pull-out failure</a> </p> <a href="https://publications.waset.org/abstracts/143106/pull-out-analysis-of-composite-loops-embedded-in-steel-reinforced-concrete-retaining-wall-panels" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/143106.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">195</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">2442</span> Challenges in the Material and Action-Resistance Factor Design for Embedded Retaining Wall Limit State Analysis </h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Kreso%20Ivandic">Kreso Ivandic</a>, <a href="https://publications.waset.org/abstracts/search?q=Filip%20Dodigovic"> Filip Dodigovic</a>, <a href="https://publications.waset.org/abstracts/search?q=Damir%20Stuhec"> Damir Stuhec</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The paper deals with the proposed 'Material' and 'Action-resistance factor' design methods in designing the embedded retaining walls. The parametric analysis of evaluating the differences of the output values mutually and compared with classic approach computation was performed. There is a challenge with the criteria for choosing the proposed calculation design methods in Eurocode 7 with respect to current technical regulations and regular engineering practice. The basic criterion for applying a particular design method is to ensure minimum an equal degree of reliability in relation to the current practice. The procedure of combining the relevant partial coefficients according to design methods was carried out. The use of mentioned partial coefficients should result in the same level of safety, regardless of load combinations, material characteristics and problem geometry. This proposed approach of the partial coefficients related to the material and/or action-resistance should aimed at building a bridge between calculations used so far and pure probability analysis. The measure to compare the results was to determine an equivalent safety factor for each analysis. The results show a visible wide span of equivalent values of the classic safety factors. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=action-resistance%20factor%20design" title="action-resistance factor design">action-resistance factor design</a>, <a href="https://publications.waset.org/abstracts/search?q=classic%20approach" title=" classic approach"> classic approach</a>, <a href="https://publications.waset.org/abstracts/search?q=embedded%20retaining%20wall" title=" embedded retaining wall"> embedded retaining wall</a>, <a href="https://publications.waset.org/abstracts/search?q=Eurocode%207" title=" Eurocode 7"> Eurocode 7</a>, <a href="https://publications.waset.org/abstracts/search?q=limit%20states" title=" limit states"> limit states</a>, <a href="https://publications.waset.org/abstracts/search?q=material%20factor%20design" title=" material factor design"> material factor design</a> </p> <a href="https://publications.waset.org/abstracts/87481/challenges-in-the-material-and-action-resistance-factor-design-for-embedded-retaining-wall-limit-state-analysis" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/87481.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">231</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=earth%20retaining%20wall&page=2">2</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=earth%20retaining%20wall&page=3">3</a></li> <li class="page-item"><a class="page-link" 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