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foundation</title> <meta name="description" content="Search results for: shallow foundation"> <meta name="keywords" content="shallow foundation"> <meta name="viewport" content="width=device-width, initial-scale=1, minimum-scale=1, maximum-scale=1, user-scalable=no"> <meta charset="utf-8"> <link href="https://cdn.waset.org/favicon.ico" type="image/x-icon" rel="shortcut icon"> <link href="https://cdn.waset.org/static/plugins/bootstrap-4.2.1/css/bootstrap.min.css" rel="stylesheet"> <link href="https://cdn.waset.org/static/plugins/fontawesome/css/all.min.css" rel="stylesheet"> <link href="https://cdn.waset.org/static/css/site.css?v=150220211555" rel="stylesheet"> </head> <body> <header> <div class="container"> <nav class="navbar navbar-expand-lg navbar-light"> <a class="navbar-brand" href="https://waset.org"> <img src="https://cdn.waset.org/static/images/wasetc.png" alt="Open Science Research Excellence" title="Open Science Research Excellence" /> </a> <button class="d-block d-lg-none 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action="https://publications.waset.org/abstracts/search"> <div id="custom-search-input"> <div class="input-group"> <i class="fas fa-search"></i> <input type="text" class="search-query" name="q" placeholder="Author, Title, Abstract, Keywords" value="shallow foundation"> <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> 1681</div> </div> </div> </div> <h1 class="mt-3 mb-3 text-center" style="font-size:1.6rem;">Search results for: shallow foundation</h1> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">1681</span> Assessment of Pier Foundations for Onshore Wind Turbines in Non-cohesive Soil</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Mauricio%20Terceros">Mauricio Terceros</a>, <a href="https://publications.waset.org/abstracts/search?q=Jann-Eike%20Saathoff"> Jann-Eike Saathoff</a>, <a href="https://publications.waset.org/abstracts/search?q=Martin%20Achmus"> Martin Achmus</a> </p> <p class="card-text"><strong>Abstract:</strong></p> In non-cohesive soil, onshore wind turbines are often found on shallow foundations with a circular or octagonal shape. For the current generation of wind turbines, shallow foundations with very large breadths are required. The foundation support costs thus represent a considerable portion of the total construction costs. Therefore, an economic optimization of the type of foundation is highly desirable. A conceivable alternative foundation type would be a pier foundation, which combines the load transfer over the foundation area at the pier base with the transfer of horizontal loads over the shaft surface of the pier. The present study aims to evaluate the load-bearing behavior of a pier foundation based on comprehensive parametric studies. Thereby, three-dimensional numerical simulations of both pier and shallow foundations are developed. The evaluation of the results focuses on the rotational stiffnesses of the proposed soil-foundation systems. In the design, the initial rotational stiffness is decisive for consideration of natural frequencies, whereas the rotational secant stiffness for a maximum load is decisive for serviceability considerations. A systematic analysis of the results at different load levels shows that the application of the typical pier foundation is presumably limited to relatively small onshore wind turbines. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=onshore%20wind%20foundation" title="onshore wind foundation">onshore wind foundation</a>, <a href="https://publications.waset.org/abstracts/search?q=pier%20foundation" title=" pier foundation"> pier foundation</a>, <a href="https://publications.waset.org/abstracts/search?q=rotational%20stiffness%20of%20soil-foundation%20system" title=" rotational stiffness of soil-foundation system"> rotational stiffness of soil-foundation system</a>, <a href="https://publications.waset.org/abstracts/search?q=shallow%20foundation" title=" shallow foundation"> shallow foundation</a> </p> <a href="https://publications.waset.org/abstracts/101482/assessment-of-pier-foundations-for-onshore-wind-turbines-in-non-cohesive-soil" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/101482.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">154</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">1680</span> Effect of the Soil-Foundation Interface Condition in the Determination of the Resistance Domain of Rigid Shallow Foundations</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Nivine%20Abbas">Nivine Abbas</a>, <a href="https://publications.waset.org/abstracts/search?q=Sergio%20Lagomarsino"> Sergio Lagomarsino</a>, <a href="https://publications.waset.org/abstracts/search?q=Serena%20Cattari"> Serena Cattari</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The resistance domain of a generally loaded rigid shallow foundation is normally represented as an interaction diagram limited by a failure surface in the three dimensional (3D) load space (N, V, M), where N is the vertical centric load component, V is the horizontal load component and M is the bending moment component. Usually, this resistance domain is constructed neglecting the foundation sliding mechanism that take place at the level of soil-foundation interface once the applied horizontal load exceeds the interface frictional resistance of the foundation. This issue is translated in the literature by the fact that the failure limit in the (2D) load space (N, V) is constructed as a parabola having an initial slope, at the center of the coordinate system, that depends, in some works, only of the soil friction angle, and in other works, has an empirical value. However, considering a given geometry of the foundation lying on a given soil type, the initial slope of the failure limit must change, for instance, when varying the roughness of the foundation surface at its interface with the soil. The present study discusses the effect of the soil-foundation interface condition on the construction of the resistance domain, and proposes a correction to be applied to the failure limit in order to overcome this effect. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=soil-foundation%20interface" title="soil-foundation interface">soil-foundation interface</a>, <a href="https://publications.waset.org/abstracts/search?q=sliding%20mechanism" title=" sliding mechanism"> sliding mechanism</a>, <a href="https://publications.waset.org/abstracts/search?q=soil%20shearing" title=" soil shearing"> soil shearing</a>, <a href="https://publications.waset.org/abstracts/search?q=resistance%20domain" title=" resistance domain"> resistance domain</a>, <a href="https://publications.waset.org/abstracts/search?q=rigid%20shallow%20foundation" title=" rigid shallow foundation"> rigid shallow foundation</a> </p> <a href="https://publications.waset.org/abstracts/28877/effect-of-the-soil-foundation-interface-condition-in-the-determination-of-the-resistance-domain-of-rigid-shallow-foundations" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/28877.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">460</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">1679</span> Analysis of Shallow Foundation Using Conventional and Finite Element Approach</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Sultan%20Al%20Shafian">Sultan Al Shafian</a>, <a href="https://publications.waset.org/abstracts/search?q=Mozaher%20Ul%20Kabir"> Mozaher Ul Kabir</a>, <a href="https://publications.waset.org/abstracts/search?q=Khondoker%20Istiak%20Ahmad"> Khondoker Istiak Ahmad</a>, <a href="https://publications.waset.org/abstracts/search?q=Masnun%20Abrar"> Masnun Abrar</a>, <a href="https://publications.waset.org/abstracts/search?q=Mahfuza%20Khanum"> Mahfuza Khanum</a>, <a href="https://publications.waset.org/abstracts/search?q=Hossain%20M.%20Shahin"> Hossain M. Shahin</a> </p> <p class="card-text"><strong>Abstract:</strong></p> For structural evaluation of shallow foundation, the modulus of subgrade reaction is one of the most widely used and accepted parameter for its ease of calculations. To determine this parameter, one of the most common field method is Plate Load test method. In this field test method, the subgrade modulus is considered for a specific location and according to its application, it is assumed that the displacement occurred in one place does not affect other adjacent locations. For this kind of assumptions, the modulus of subgrade reaction sometimes forced the engineers to overdesign the underground structure, which eventually results in increasing the cost of the construction and sometimes failure of the structure. In the present study, the settlement of a shallow foundation has been analyzed using both conventional and numerical analysis. Around 25 plate load tests were conducted on a sand fill site in Bangladesh to determine the Modulus of Subgrade reaction of ground which is later used to design a shallow foundation considering different depth. After the collection of the field data, the field condition was appropriately simulated in a finite element software. Finally results obtained from both the conventional and numerical approach has been compared. A significant difference has been observed in the case of settlement while comparing the results. A proper correlation has also been proposed at the end of this research work between the two methods of in order to provide the most efficient way to calculate the subgrade modulus of the ground for designing the shallow foundation. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=modulus%20of%20subgrade%20reaction" title="modulus of subgrade reaction">modulus of subgrade reaction</a>, <a href="https://publications.waset.org/abstracts/search?q=shallow%20foundation" title=" shallow foundation"> shallow foundation</a>, <a href="https://publications.waset.org/abstracts/search?q=finite%20element%20analysis" title=" finite element analysis"> finite element analysis</a>, <a href="https://publications.waset.org/abstracts/search?q=settlement" title=" settlement"> settlement</a>, <a href="https://publications.waset.org/abstracts/search?q=plate%20load%20test" title=" plate load test"> plate load test</a> </p> <a href="https://publications.waset.org/abstracts/95678/analysis-of-shallow-foundation-using-conventional-and-finite-element-approach" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/95678.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">181</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">1678</span> Effect of Contaminants on the Behavior of Shallow Foundations</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ghazal%20Horiat">Ghazal Horiat</a>, <a href="https://publications.waset.org/abstracts/search?q=Alireza%20Hajiani%20Bushehrian"> Alireza Hajiani Bushehrian</a> </p> <p class="card-text"><strong>Abstract:</strong></p> leakage of contamination from fuel or oil reservoirs can alter the geotechnical properties of the soil under their foundation and finally affect their performance in their service life. This article investigates the behavior of shallow foundations on the soil contaminated with diesel and kerosene using the Plaxis Tunnel3D V1.2 software. The information required for the numerical modeling in the paper was obtained from a similar experimental study. The present study seeks to compare the behavior of square foundations on sandy soil without contamination and the soil contaminated with different percentages of diesel and crude oil. The study was conducted on a small square foundation. The depth of the contamination was assumed constant, and the soil was evaluated with four different percentages of both contaminants. The results of analyses were plotted and assessed in the form of load-displacement curves for the foundation. The results indicate reduced bearing capacity of the foundation with the rise in the contamination percentage. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=bearing%20capacity" title="bearing capacity">bearing capacity</a>, <a href="https://publications.waset.org/abstracts/search?q=contaminated%20soils" title=" contaminated soils"> contaminated soils</a>, <a href="https://publications.waset.org/abstracts/search?q=shallow%20foundations" title=" shallow foundations"> shallow foundations</a>, <a href="https://publications.waset.org/abstracts/search?q=3D%20numerical%20analysis" title=" 3D numerical analysis"> 3D numerical analysis</a> </p> <a href="https://publications.waset.org/abstracts/144518/effect-of-contaminants-on-the-behavior-of-shallow-foundations" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/144518.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">142</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">1677</span> Soil Bearing Capacity of Shallow Foundation and Consolidation Settlement at Around the Prospective Area of Sei Gong Dam Batam</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Andri%20Hidayat">Andri Hidayat</a>, <a href="https://publications.waset.org/abstracts/search?q=Zufialdi%20Zakaria"> Zufialdi Zakaria</a>, <a href="https://publications.waset.org/abstracts/search?q=Raden%20Irvan%20Sophian"> Raden Irvan Sophian</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Batam city within next five years are expected to experience water crisis. Sei Gong dam which is located in the Sijantung village, Galang District, Batam City, Riau Islands Province is one of 13 dams that will be built to solve the problems of raw water crisis in the Batam city. The purpose of this study are to determine the condition of engineering geology around Sei Gong Dam area, knowing the value of the soil bearing capacity and recommended pile foundation, and knowing the characteristics of the soil consolidation as one of the factors that affect the incidence of soil subsidence. Based on calculations for shallow foundation in general - soil shear condition and local - soil condition indicates that the highest value in ultimate soil bearing capacity (qu) for each depth was in the square foundations at two meters depth. The zonations of shallow foundation of the research area are divided into five zones, they are bearing capacity zone <10 ton/m2, bearing capacity zone 10-15 ton/m2, bearing capacity zone 15-20 ton/m2, bearing capacity zone 20-25 ton/m2, and bearing capacity zone >25 ton/m2. Based on the parameters of soil engineering analysis, Sei Gong Dam areas at the middle part has a higher value for land subsidence. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=ultimate%20bearing%20capacity" title="ultimate bearing capacity">ultimate bearing capacity</a>, <a href="https://publications.waset.org/abstracts/search?q=type%20of%20foundation" title=" type of foundation"> type of foundation</a>, <a href="https://publications.waset.org/abstracts/search?q=consolidation" title=" consolidation"> consolidation</a>, <a href="https://publications.waset.org/abstracts/search?q=land%20subsidence" title=" land subsidence"> land subsidence</a>, <a href="https://publications.waset.org/abstracts/search?q=Batam" title=" Batam"> Batam</a> </p> <a href="https://publications.waset.org/abstracts/67476/soil-bearing-capacity-of-shallow-foundation-and-consolidation-settlement-at-around-the-prospective-area-of-sei-gong-dam-batam" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/67476.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">376</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">1676</span> Mechanism of Performance of Soil-Cement Columns under Shallow Foundations in Liquefiable Soil</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Zaheer%20Ahmed%20Almani">Zaheer Ahmed Almani</a>, <a href="https://publications.waset.org/abstracts/search?q=Agha%20Faisal%20Habib%20Pathan"> Agha Faisal Habib Pathan</a>, <a href="https://publications.waset.org/abstracts/search?q=Aneel%20Kumar%20Hindu"> Aneel Kumar Hindu</a> </p> <p class="card-text"><strong>Abstract:</strong></p> In this study, the effects of ground reinforcement with stiff soil-cement columns on liquefiable ground and on the shallow foundation of structure were investigated. The modelling and analysis of shallow foundation of the structure founded on the composite reinforced ground were carried out with finite difference FLAC commercial software. The results showed that stiff columns were not effective to the redistribute the shear stresses in the composite ground, thus, were not effective to reduce shear stress and shear strain on the soil between the columns. The excessive pore pressure increase which is dependent on volumetric strain (contractive) tendency of loose sand upon shearing, was not reduced to a significant level that liquefaction potential could be remediated. Thus, mechanism of performance with reduction of pore pressure and consequent liquefaction was not predicted in numerical analysis. Nonetheless, the columns were effective to resist the load of structure in compression and reduced the liquefaction-induced large settlements of structure to tolerable limits when provided adjacent and beneath the pad of shallow foundation. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=earthquake" title="earthquake">earthquake</a>, <a href="https://publications.waset.org/abstracts/search?q=liquefaction" title=" liquefaction"> liquefaction</a>, <a href="https://publications.waset.org/abstracts/search?q=mechanism" title=" mechanism"> mechanism</a>, <a href="https://publications.waset.org/abstracts/search?q=soil-cement%20columns" title=" soil-cement columns"> soil-cement columns</a> </p> <a href="https://publications.waset.org/abstracts/101029/mechanism-of-performance-of-soil-cement-columns-under-shallow-foundations-in-liquefiable-soil" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/101029.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">151</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">1675</span> Mechanical-Reliability Coupling for a Bearing Capacity Assessment of Shallow Foundations</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Amal%20Hentati">Amal Hentati</a>, <a href="https://publications.waset.org/abstracts/search?q=Mbarka%20Selmi"> Mbarka Selmi</a>, <a href="https://publications.waset.org/abstracts/search?q=Tarek%20Kormi"> Tarek Kormi</a>, <a href="https://publications.waset.org/abstracts/search?q=Julien%20Baroth"> Julien Baroth</a>, <a href="https://publications.waset.org/abstracts/search?q=Barthelemy%20Harthong"> Barthelemy Harthong</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The impact of uncertainties on the performance assessment of shallow foundations is often significant. The need of the geotechnical engineers to a more objective and rigorous description of soil variations permitting to quantify these uncertainties and to incorporate them into calculation methods led to the development of reliability approaches. In this context, a mechanical-reliability coupling was developed in this paper, using a program coded in Matlab and the finite element software Abaqus, for the bearing capacity assessment of shallow foundations. The reliability analysis, based on the finite element method, assumed both soil cohesion and friction angle as uncertain parameters characterized by normal or lognormal probability distributions. The inherent spatial variability of both soil properties was, then, taken into account using 1D stationary random fields. The application of the proposed methodology to a shallow foundation subjected to a centered vertical loading permitted to highlight the proposed process interest. Findings proved the insufficiency of the conventional approach to predict the foundation failure and a high sensitivity of the ultimate loads to the soil properties uncertainties, mainly those related to the friction angle, was noted. Moreover, an asymmetry of both displacement and velocity fields was obtained. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=mechanical-reliability%20coupling" title="mechanical-reliability coupling">mechanical-reliability coupling</a>, <a href="https://publications.waset.org/abstracts/search?q=finite%20element%20method" title=" finite element method"> finite element method</a>, <a href="https://publications.waset.org/abstracts/search?q=shallow%20foundation" title=" shallow foundation"> shallow foundation</a>, <a href="https://publications.waset.org/abstracts/search?q=random%20fields" title=" random fields"> random fields</a>, <a href="https://publications.waset.org/abstracts/search?q=spatial%20variability" title=" spatial variability"> spatial variability</a> </p> <a href="https://publications.waset.org/abstracts/18588/mechanical-reliability-coupling-for-a-bearing-capacity-assessment-of-shallow-foundations" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/18588.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">661</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">1674</span> Effect of Anisotropy and Heterogeneity on Bearing Capacity of Shallow Foundations</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=S.%20A.%20Naeini">S. A. Naeini</a>, <a href="https://publications.waset.org/abstracts/search?q=A.%20Mahigir"> A. Mahigir</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Naturally occurring cohesive soil deposits are inherently anisotropic with respect to different properties amongst which is the shear strength. The anisotropy is primary due to the process of sedimentation followed by predominantly one-dimensional consolidation. However, most soils in their natural states exhibit some anisotropy with respect to shear strength and some non-homogeneity with respect to depth. In this paper the standard Mohr-Coulomb yield criterion was modified to consider the anisotropic shear strength properties. The term non-homogeneity used in this paper refers to only the cohesion intercept which is assumed to vary linearly with depth. The effect of both anisotropy and deterministic non-homogeneity on bearing capacity of shallow foundation was investigated using finite difference method. Result of numerical analysis indicates that the cohesion anisotropy has a significant effect on bearing capacity of shallow foundation. Furthermore, the linear and bilinear heterogeneity affects the bearing capacity in a similar way although the anisotropy issue emerges to be more important as far as shallow foundations are considered. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=anisotropic%20ratio" title="anisotropic ratio">anisotropic ratio</a>, <a href="https://publications.waset.org/abstracts/search?q=finite%20difference%20analysis" title=" finite difference analysis"> finite difference analysis</a>, <a href="https://publications.waset.org/abstracts/search?q=bearing%20capacity" title=" bearing capacity"> bearing capacity</a>, <a href="https://publications.waset.org/abstracts/search?q=heterogeneity" title=" heterogeneity"> heterogeneity</a> </p> <a href="https://publications.waset.org/abstracts/73977/effect-of-anisotropy-and-heterogeneity-on-bearing-capacity-of-shallow-foundations" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/73977.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">268</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">1673</span> Practical Guide To Design Dynamic Block-Type Shallow Foundation Supporting Vibrating Machine</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Dodi%20Ikhsanshaleh">Dodi Ikhsanshaleh</a> </p> <p class="card-text"><strong>Abstract:</strong></p> When subjected to dynamic load, foundation oscillates in the way that depends on the soil behaviour, the geometry and inertia of the foundation and the dynamic exctation. The practical guideline to analysis block-type foundation excitated by dynamic load from vibrating machine is presented. The analysis use Lumped Mass Parameter Method to express dynamic properties such as stiffness and damping of soil. The numerical examples are performed on design block-type foundation supporting gas turbine compressor which is important equipment package in gas processing plant <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=block%20foundation" title="block foundation">block foundation</a>, <a href="https://publications.waset.org/abstracts/search?q=dynamic%20load" title=" dynamic load"> dynamic load</a>, <a href="https://publications.waset.org/abstracts/search?q=lumped%20mass%20parameter" title=" lumped mass parameter"> lumped mass parameter</a> </p> <a href="https://publications.waset.org/abstracts/16239/practical-guide-to-design-dynamic-block-type-shallow-foundation-supporting-vibrating-machine" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/16239.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">490</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">1672</span> Effect of Elastic Modulus Anisotropy on Foundation Behavior Reinforced with Geogrid in Sandy Soil</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Reza%20Ziaie%20Moayed">Reza Ziaie Moayed</a>, <a href="https://publications.waset.org/abstracts/search?q=Javad%20Shamsi%20Soosahab"> Javad Shamsi Soosahab</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The bearing capacity of shallow foundations is one of the interesting subjects in geotechnical engineering. Soil improvement by geosynthetic reinforcements is a modern method used in different projects to improve the bearing capacity of foundations. In this paper, numerical study is adopted to investigate the effect of geogrid soil reinforcement on shallow foundation behavior resting on anisotropic sand with using a finite element limit analysis software. The effect of the ratio of horizontal elastic modulus with respect to vertical elastic modulus (EH/EV) investigates on bearing capacity of foundations. The results illustrate that in sandy soils, the anisotropic ratio of elastic modulus (EH/EV) has notable effect on bearing capacity of shallow foundations. Also, based on the results of this study, it was concluded that geogrid could be used as soil reinforcement elements to improve the bearing of sandy soils and reduce its settlement possible remarkably. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=shallow%20foundations" title="shallow foundations">shallow foundations</a>, <a href="https://publications.waset.org/abstracts/search?q=bearing%20capacity" title=" bearing capacity"> bearing capacity</a>, <a href="https://publications.waset.org/abstracts/search?q=numerical%20study" title=" numerical study"> numerical study</a>, <a href="https://publications.waset.org/abstracts/search?q=soil%20anisotropy" title=" soil anisotropy"> soil anisotropy</a>, <a href="https://publications.waset.org/abstracts/search?q=geogrid" title=" geogrid"> geogrid</a> </p> <a href="https://publications.waset.org/abstracts/126795/effect-of-elastic-modulus-anisotropy-on-foundation-behavior-reinforced-with-geogrid-in-sandy-soil" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/126795.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">149</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">1671</span> Theoretical Bearing Capacity of Modified Kacapuri Foundation</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Muhammad%20Afief%20Maruf">Muhammad Afief Maruf</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Kacapuri foundation is the traditional shallow foundation of building which has been used since long by traditional communities in Borneo, Indonesia. Kacapuri foundation is a foundation that uses a combination of ironwood (eusideroxylon zwageri) as a column and truss and softwood (Melaleuca leucadendra syn. M. leucadendron) as a raft. In today's modern era, ironwood happened to be a rare item, and it is protected by the Indonesian government. This condition then triggers the idea to maintain the shape of the traditional foundation by modifying the material. The suggestion is replacing the ironwood column with reinforced concrete column. In addition, the number of stem softwood is added to sustain the burden of replacing the column material. Although this modified form of Kacapuri foundation is currently still not been tested in applications in society, some research on the modified Kacapuri foundation has been conducted by some researchers and government unit. This paper will try to give an overview of the theoretical foundation bearing capacity Kacapuri modifications applied to the soft alluvial soil located in Borneo, Indonesia, where the original form of Kacapuri is implemented this whole time. The foundation is modeled buried depth in 2m below the ground surface and also below the ground water level. The calculation of the theoretical bearing capacity and then is calculated based on the bearing capacity equation suggested Skempton, Terzaghi and Ohsuki using the data of soft alluvial soil in Borneo. The result will then compared with the bearing capacity of the Kacapuri foundation original design from some previous research. The results show that the ultimate bearing capacity of the Modified Kacapuri foundation using Skempton equation amounted to 329,26 kN, Terzaghi for 456,804kN, and according Ohsaki amounted to 491,972 kN. The ultimate bearing capacity of the original Kacapuri foundation model based on Skempton equation is 18,23 kN. This result shows that the modification added the ultimate bearing capacity of the foundation, although the replacement of ironwood to reinforced concrete will also add some dead load to the total load itself. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=bearing%20capacity" title="bearing capacity">bearing capacity</a>, <a href="https://publications.waset.org/abstracts/search?q=Kacapuri" title=" Kacapuri"> Kacapuri</a>, <a href="https://publications.waset.org/abstracts/search?q=modified%20foundation" title=" modified foundation"> modified foundation</a>, <a href="https://publications.waset.org/abstracts/search?q=shallow%20foundation" title=" shallow foundation"> shallow foundation</a> </p> <a href="https://publications.waset.org/abstracts/67251/theoretical-bearing-capacity-of-modified-kacapuri-foundation" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/67251.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">369</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">1670</span> Finite Element Analysis of Raft Foundation on Various Soil Types under Earthquake Loading</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Qassun%20S.%20Mohammed%20Shafiqu">Qassun S. Mohammed Shafiqu</a>, <a href="https://publications.waset.org/abstracts/search?q=Murtadha%20A.%20Abdulrasool"> Murtadha A. Abdulrasool</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The design of shallow foundations to withstand different dynamic loads has given considerable attention in recent years. Dynamic loads may be due to the earthquakes, pile driving, blasting, water waves, and machine vibrations. But, predicting the behavior of shallow foundations during earthquakes remains a difficult task for geotechnical engineers. A database for dynamic and static parameters for different soils in seismic active zones in Iraq is prepared which has been collected from geophysical and geotechnical investigation works. Then, analysis of a typical 3-D soil-raft foundation system under earthquake loading is carried out using the database. And a parametric study has been carried out taking into consideration the influence of some parameters on the dynamic behavior of the raft foundation, such as raft stiffness, damping ratio as well as the influence of the earthquake acceleration-time records. The results of the parametric study show that the settlement caused by the earthquake can be decreased by about 72% with increasing the thickness from 0.5 m to 1.5 m. But, it has been noticed that reduction in the maximum bending moment by about 82% was predicted by decreasing the raft thickness from 1.5 m to 0.5 m in all sites model. Also, it has been observed that the maximum lateral displacement, the maximum vertical settlement and the maximum bending moment for damping ratio 0% is about 14%, 20%, and 18% higher than that for damping ratio 7.5%, respectively for all sites model. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=shallow%20foundation" title="shallow foundation">shallow foundation</a>, <a href="https://publications.waset.org/abstracts/search?q=seismic%20behavior" title=" seismic behavior"> seismic behavior</a>, <a href="https://publications.waset.org/abstracts/search?q=raft%20thickness" title=" raft thickness"> raft thickness</a>, <a href="https://publications.waset.org/abstracts/search?q=damping%20ratio" title=" damping ratio"> damping ratio</a> </p> <a href="https://publications.waset.org/abstracts/92879/finite-element-analysis-of-raft-foundation-on-various-soil-types-under-earthquake-loading" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/92879.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">148</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">1669</span> Analytical Development of a Failure Limit and Iso-Uplift Curves for Eccentrically Loaded Shallow Foundations</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=N.%20Abbas">N. Abbas</a>, <a href="https://publications.waset.org/abstracts/search?q=S.%20Lagomarsino"> S. Lagomarsino</a>, <a href="https://publications.waset.org/abstracts/search?q=S.%20Cattari"> S. Cattari</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Examining existing experimental results for shallow rigid foundations subjected to vertical centric load (N), accompanied or not with a bending moment (M), two main non-linear mechanisms governing the cyclic ‎response of the soil-foundation system can be distinguished: foundation uplift and soil yielding. A soil-foundation failure limit, is defined as a domain of resistance in the two dimensional (2D) load space (N, M) inside of which lie all the admissible combinations of loads; these latter correspond to a pure elastic, non-linear elastic or plastic behavior of the soil-foundation system, while the points lying on the failure limit correspond to a combination of loads leading to a failure of the soil-foundation system. In this study, the proposed resistance domain is constructed analytically based on mechanics. Original elastic limit, uplift initiation ‎limit and iso-uplift limits are constructed inside this domain. These limits give a prediction ‎of the mechanisms activated for each combination of loads applied to the ‎foundation. A comparison of the proposed failure limit with experimental tests existing in the literature shows interesting results. Also, the developed uplift initiation limit and iso-uplift curves are confronted with others already proposed in the literature and widely used due to the absence of other alternatives, and remarkable differences are noted, showing evident errors in the past proposals and relevant accuracy for those given in the present work. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=foundation%20uplift" title="foundation uplift">foundation uplift</a>, <a href="https://publications.waset.org/abstracts/search?q=iso-uplift%20curves" title=" iso-uplift curves"> iso-uplift curves</a>, <a href="https://publications.waset.org/abstracts/search?q=resistance%20domain" title=" resistance domain"> resistance domain</a>, <a href="https://publications.waset.org/abstracts/search?q=soil%20yield" title=" soil yield"> soil yield</a> </p> <a href="https://publications.waset.org/abstracts/22758/analytical-development-of-a-failure-limit-and-iso-uplift-curves-for-eccentrically-loaded-shallow-foundations" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/22758.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">383</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">1668</span> Numerical Simulation of Footing on Reinforced Loose Sand</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=M.%20L.%20Burnwal">M. L. Burnwal</a>, <a href="https://publications.waset.org/abstracts/search?q=P.%20Raychowdhury"> P. Raychowdhury</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Earthquake leads to adverse effects on buildings resting on soft soils. Mitigating the response of shallow foundations on soft soil with different methods reduces settlement and provides foundation stability. Few methods such as the rocking foundation (used in Performance-based design), deep foundation, prefabricated drain, grouting, and Vibro-compaction are used to control the pore pressure and enhance the strength of the loose soils. One of the problems with these methods is that the settlement is uncontrollable, leading to differential settlement of the footings, further leading to the collapse of buildings. The present study investigates the utility of geosynthetics as a potential improvement of the subsoil to reduce the earthquake-induced settlement of structures. A steel moment-resisting frame building resting on loose liquefiable dry soil, subjected to Uttarkashi 1991 and Chamba 1995 earthquakes, is used for the soil-structure interaction (SSI) analysis. The continuum model can simultaneously simulate structure, soil, interfaces, and geogrids in the OpenSees framework. Soil is modeled with PressureDependentMultiYield (PDMY) material models with Quad element that provides stress-strain at gauss points and is calibrated to predict the behavior of Ganga sand. The model analyzed with a tied degree of freedom contact reveals that the system responses align with the shake table experimental results. An attempt is made to study the responses of footing structure and geosynthetics with unreinforced and reinforced bases with varying parameters. The result shows that geogrid reinforces shallow foundation effectively reduces the settlement by 60%. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=settlement" title="settlement">settlement</a>, <a href="https://publications.waset.org/abstracts/search?q=shallow%20foundation" title=" shallow foundation"> shallow foundation</a>, <a href="https://publications.waset.org/abstracts/search?q=SSI" title=" SSI"> SSI</a>, <a href="https://publications.waset.org/abstracts/search?q=continuum%20FEM" title=" continuum FEM"> continuum FEM</a> </p> <a href="https://publications.waset.org/abstracts/146249/numerical-simulation-of-footing-on-reinforced-loose-sand" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/146249.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">194</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">1667</span> Influence of Foundation Size on Seismic Response of Mid-rise Buildings Considering Soil-Structure-Interaction</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Quoc%20Van%20Nguyen">Quoc Van Nguyen</a>, <a href="https://publications.waset.org/abstracts/search?q=Behzad%20Fatahi"> Behzad Fatahi</a>, <a href="https://publications.waset.org/abstracts/search?q=Aslan%20S.%20Hokmabadi"> Aslan S. Hokmabadi</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Performance based seismic design is a modern approach to earthquake-resistant design shifting emphasis from “strength” to “performance”. Soil-Structure Interaction (SSI) can influence the performance level of structures significantly. In this paper, a fifteen storey moment resisting frame sitting on a shallow foundation (footing) with different sizes is simulated numerically using ABAQUS software. The developed three dimensional numerical simulation accounts for nonlinear behaviour of the soil medium by considering the variation of soil stiffness and damping as a function of developed shear strain in the soil elements during earthquake. Elastic-perfectly plastic model is adopted to simulate piles and structural elements. Quiet boundary conditions are assigned to the numerical model and appropriate interface elements, capable of modelling sliding and separation between the foundation and soil elements, are considered. Numerical results in terms of base shear, lateral deformations, and inter-storey drifts of the structure are compared for the cases of soil-structure interaction system with different foundation sizes as well as fixed base condition (excluding SSI). It can be concluded that conventional design procedures excluding SSI may result in aggressive design. Moreover, the size of the foundation can influence the dynamic characteristics and seismic response of the building due to SSI and should therefore be given careful consideration in order to ensure a safe and cost effective seismic design. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=soil-structure-interaction" title="soil-structure-interaction">soil-structure-interaction</a>, <a href="https://publications.waset.org/abstracts/search?q=seismic%20response" title=" seismic response"> seismic response</a>, <a href="https://publications.waset.org/abstracts/search?q=shallow%20foundation" title=" shallow foundation"> shallow foundation</a>, <a href="https://publications.waset.org/abstracts/search?q=abaqus" title=" abaqus"> abaqus</a>, <a href="https://publications.waset.org/abstracts/search?q=rayleigh%20damping" title=" rayleigh damping"> rayleigh damping</a> </p> <a href="https://publications.waset.org/abstracts/30740/influence-of-foundation-size-on-seismic-response-of-mid-rise-buildings-considering-soil-structure-interaction" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/30740.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">506</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">1666</span> Effect of Sand Wall Stabilized with Different Percentages of Lime on Bearing Capacity of Foundation</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ahmed%20S.%20Abdulrasool">Ahmed S. Abdulrasool</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Recently sand wall started to gain more attention as the sand is easy to compact by using vibroflotation technique. An advantage of sand wall is the availability of different additives that can be mixed with sand to increase the stiffness of the sand wall and hence to increase its performance. In this paper, the bearing capacity of circular foundation surrounded by sand wall stabilized with lime is evaluated through laboratory testing. The studied parameters include different sand-lime walls depth (H/D) ratio (wall depth to foundation diameter) ranged between (0.0-3.0). Effect of lime percentages on the bearing capacity of skirted foundation models is investigated too. From the results, significant change is occurred in the behavior of shallow foundations due to confinement of the soil. It has been found that (H/D) ratio of 2 gives substantial improvement in bearing capacity, and beyond (H/D) ratio of 2, there is no significant improvement in bearing capacity. The results show that the optimum lime content is 11%, and the maximum increase in bearing capacity reaches approximately 52% at (H/D) ratio of 2. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=bearing%20capacity" title="bearing capacity">bearing capacity</a>, <a href="https://publications.waset.org/abstracts/search?q=circular%20foundation" title=" circular foundation"> circular foundation</a>, <a href="https://publications.waset.org/abstracts/search?q=clay%20soil" title=" clay soil"> clay soil</a>, <a href="https://publications.waset.org/abstracts/search?q=lime-sand%20wall" title=" lime-sand wall"> lime-sand wall</a> </p> <a href="https://publications.waset.org/abstracts/62996/effect-of-sand-wall-stabilized-with-different-percentages-of-lime-on-bearing-capacity-of-foundation" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/62996.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">397</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">1665</span> Experience of Using Expanding Polyurethane Resin for Ground Improvement Under Existing Shallow Foundations on The Arabian Peninsula</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Evgeny%20N.%20Zakharin">Evgeny N. Zakharin</a>, <a href="https://publications.waset.org/abstracts/search?q=Bartosz%20Majewski"> Bartosz Majewski</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Foaming polyurethane is a ground improvement technology that is increasingly used for foundation stabilization with differential settlement and controlled foundation structure lifting. This technology differs from conventional mineral grout due to its injection composition, which provides high-pressure expansion quickly due to a chemical reaction. The technology has proven efficient in the typical geological conditions of the United Arab Emirates. An in-situ trial foundation load test has been proposed to objectively assess the deformative and load-bearing characteristics of the soil after injection. The article provides a detailed description of the experiment carried out in field conditions. Based on the practical experiment's results and its finite element modeling, the deformation modulus of the soil after treatment was determined, which was more than five times higher than the initial value. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=chemical%20grout" title="chemical grout">chemical grout</a>, <a href="https://publications.waset.org/abstracts/search?q=expanding%20polyurethane%20resin" title=" expanding polyurethane resin"> expanding polyurethane resin</a>, <a href="https://publications.waset.org/abstracts/search?q=foundation%20remediation" title=" foundation remediation"> foundation remediation</a>, <a href="https://publications.waset.org/abstracts/search?q=ground%20improvement" title=" ground improvement"> ground improvement</a> </p> <a href="https://publications.waset.org/abstracts/185888/experience-of-using-expanding-polyurethane-resin-for-ground-improvement-under-existing-shallow-foundations-on-the-arabian-peninsula" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/185888.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">59</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">1664</span> Effect of Footing Shape on Bearing Capacity and Settlement of Closely Spaced Footings on Sandy Soil</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=A.%20Shafaghat">A. Shafaghat</a>, <a href="https://publications.waset.org/abstracts/search?q=H.%20Khabbaz"> H. Khabbaz</a>, <a href="https://publications.waset.org/abstracts/search?q=S.%20Moravej"> S. Moravej</a>, <a href="https://publications.waset.org/abstracts/search?q=Ah.%20Shafaghat"> Ah. Shafaghat</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The bearing capacity of closely spaced shallow footings alters with their spacing and the shape of footing. In this study, the bearing capacity and settlement of two adjacent footings constructed on a sand layer are investigated. The effect of different footing shapes including square, circular, ring and strip on sandy soil is captured in the calculations. The investigations are carried out numerically using PLAXIS-3D software and analytically employing conventional settlement equations. For this purpose, foundations are modelled in the program with practical dimensions and various spacing ratios ranging from 1 to 5. The spacing ratio is defined as the centre-to-centre distance to the width of foundations (S/B). Overall, 24 models are analyzed; and the results are compared and discussed in detail. It can be concluded that the presence of adjacent foundation leads to the reduction in bearing capacity for round shape footings while it can increase the bearing capacity of rectangular footings in some specific distances. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=bearing%20capacity" title="bearing capacity">bearing capacity</a>, <a href="https://publications.waset.org/abstracts/search?q=finite%20element%20analysis" title=" finite element analysis"> finite element analysis</a>, <a href="https://publications.waset.org/abstracts/search?q=loose%20sand" title=" loose sand"> loose sand</a>, <a href="https://publications.waset.org/abstracts/search?q=settlement%20equations" title=" settlement equations"> settlement equations</a>, <a href="https://publications.waset.org/abstracts/search?q=shallow%20foundation" title=" shallow foundation"> shallow foundation</a> </p> <a href="https://publications.waset.org/abstracts/101564/effect-of-footing-shape-on-bearing-capacity-and-settlement-of-closely-spaced-footings-on-sandy-soil" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/101564.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">256</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">1663</span> Numerical Analysis and Influence of the Parameters on Slope Stability </h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Fahim%20Kahlouche">Fahim Kahlouche</a>, <a href="https://publications.waset.org/abstracts/search?q=Alaoua%20Bouaicha"> Alaoua Bouaicha</a>, <a href="https://publications.waset.org/abstracts/search?q=Sihem%20Cha%C3%AEbeddra"> Sihem Chaîbeddra</a>, <a href="https://publications.waset.org/abstracts/search?q=Sid-Ali%20Rafa"> Sid-Ali Rafa</a>, <a href="https://publications.waset.org/abstracts/search?q=Abdelhamid%20Benouali"> Abdelhamid Benouali </a> </p> <p class="card-text"><strong>Abstract:</strong></p> A designing of a structure requires its realization on rough or sloping ground. Besides the problem of the stability of the landslide, the behavior of the foundations that are bearing the structure is influenced by the destabilizing effect of the ground’s slope. This article focuses on the analysis of the slope stability exposed to loading by introducing the different factors influencing the slope’s behavior on the one hand, and on the influence of this slope on the foundation’s behavior on the other hand. This study is about the elastoplastic modelization using FLAC 2D. This software is based on the finite difference method, which is one of the older methods of numeric resolution of differential equations system with initial and boundary conditions. It was developed for the geotechnical simulation calculation. The aim of this simulation is to demonstrate the notable effect of shear modulus « G », cohesion « C », inclination angle (edge) « β », and distance between the foundation and the head of the slope on the stability of the slope as well as the stability of the foundation. In our simulation, the slope is constituted by homogenous ground. The foundation is considered as rigid/hard; therefore, the loading is made by the application of the vertical strengths on the nodes which represent the contact between the foundation and the ground.  <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=slope" title="slope">slope</a>, <a href="https://publications.waset.org/abstracts/search?q=shallow%20foundation" title=" shallow foundation"> shallow foundation</a>, <a href="https://publications.waset.org/abstracts/search?q=numeric%20method" title=" numeric method"> numeric method</a>, <a href="https://publications.waset.org/abstracts/search?q=FLAC%202D" title=" FLAC 2D"> FLAC 2D</a> </p> <a href="https://publications.waset.org/abstracts/45547/numerical-analysis-and-influence-of-the-parameters-on-slope-stability" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/45547.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">285</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">1662</span> Experimental Evaluation of Foundation Settlement Mitigations in Liquefiable Soils using Press-in Sheet Piling Technique: 1-g Shake Table Tests</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Md.%20Kausar%20Alam">Md. Kausar Alam</a>, <a href="https://publications.waset.org/abstracts/search?q=Ramin%20Motamed"> Ramin Motamed</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The damaging effects of liquefaction-induced ground movements have been frequently observed in past earthquakes, such as the 2010-2011 Canterbury Earthquake Sequence (CES) in New Zealand and the 2011 Tohoku earthquake in Japan. To reduce the consequences of soil liquefaction at shallow depths, various ground improvement techniques have been utilized in engineering practice, among which this research is focused on experimentally evaluating the press-in sheet piling technique. The press-in sheet pile technique eliminates the vibration, hammering, and noise pollution associated with dynamic sheet pile installation methods. Unfortunately, there are limited experimental studies on the press-in sheet piling technique for liquefaction mitigation using 1g shake table tests in which all the controlling mechanisms of liquefaction-induced foundation settlement, including sand ejecta, can be realistically reproduced. In this study, a series of moderate scale 1g shake table experiments were conducted at the University of Nevada, Reno, to evaluate the performance of this technique in liquefiable soil layers. First, a 1/5 size model was developed based on a recent UC San Diego shaking table experiment. The scaled model has a density of 50% for the top crust, 40% for the intermediate liquefiable layer, and 85% for the bottom dense layer. Second, a shallow foundation is seated atop an unsaturated sandy soil crust. Third, in a series of tests, a sheet pile with variable embedment depth is inserted into the liquefiable soil using the press-in technique surrounding the shallow foundations. The scaled models are subjected to harmonic input motions with amplitude and dominant frequency properly scaled based on the large-scale shake table test. This study assesses the performance of the press-in sheet piling technique in terms of reductions in the foundation movements (settlement and tilt) and generated excess pore water pressures. In addition, this paper discusses the cost-effectiveness and carbon footprint features of the studied mitigation measures. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=excess%20pore%20water%20pressure" title="excess pore water pressure">excess pore water pressure</a>, <a href="https://publications.waset.org/abstracts/search?q=foundation%20settlement" title=" foundation settlement"> foundation settlement</a>, <a href="https://publications.waset.org/abstracts/search?q=press-in%20sheet%20pile" title=" press-in sheet pile"> press-in sheet pile</a>, <a href="https://publications.waset.org/abstracts/search?q=soil%20liquefaction" title=" soil liquefaction"> soil liquefaction</a> </p> <a href="https://publications.waset.org/abstracts/152041/experimental-evaluation-of-foundation-settlement-mitigations-in-liquefiable-soils-using-press-in-sheet-piling-technique-1-g-shake-table-tests" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/152041.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">1661</span> Construction of Pile Foundation Using Slow and Old Equipments at Srinagar, India</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Azmat%20Hussain">Azmat Hussain</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Great Taj Mahal is built on well foundation. Well foundation can be constructed on the dry bed or after making sand Island. Cassions are relatively easy to construct provide sinking operations are smooth without much hindrance. Well foundation have many constructional difficulties, viz prolonged sinking period, tilting etc. These problems become worse and take more time when working season is winter. Especially in Indian Areas like Jammu & Kashmir (Srinagar) where technology lacks. The only thing Engineers can do is to wait till working conditions become suitable. A case study is presented in the paper exploring the feasibility of pile foundation. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=well%20foundation" title="well foundation">well foundation</a>, <a href="https://publications.waset.org/abstracts/search?q=pile%20foundation" title=" pile foundation"> pile foundation</a>, <a href="https://publications.waset.org/abstracts/search?q=equipments%20used" title=" equipments used"> equipments used</a>, <a href="https://publications.waset.org/abstracts/search?q=pile%20construction" title=" pile construction"> pile construction</a> </p> <a href="https://publications.waset.org/abstracts/26095/construction-of-pile-foundation-using-slow-and-old-equipments-at-srinagar-india" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/26095.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">270</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">1660</span> Dynamic Evaluation of Shallow Lake Habitat Quality Based on InVEST Model: A Case in Baiyangdian Lake</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Shengjun%20Yan">Shengjun Yan</a>, <a href="https://publications.waset.org/abstracts/search?q=Xuan%20Wang"> Xuan Wang</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Water level changes in a shallow lake always introduce dramatic land pattern changes. To achieve sustainable ecosystem service, it is necessary to evaluate habitat quality dynamic and its spatio-temporal variation resulted from water level changes, which can provide a scientific basis for protection of biodiversity and planning of wetland ecological system. Landsat data in the spring was chosen to obtain landscape data at different times based on the high, moderate and low water level of Baiyangdian Shallow Lake. We used the InVEST to evaluate the habitat quality, habitat degradation, and habitat scarcity. The result showed that: 1) the water level of shallow lake changes from high to low lead to an obvious landscape pattern changes and habitat degradation, 2) the most change area occurred in northwestward and southwest of Baiyangdian Shallow Lake, which there was a 21 percent of suitable habitat and 42 percent of moderately suitable habitat lost. Our findings show that the changes of water level in the shallow lake would have a strong relationship with the habitat quality. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=habitat%20quality" title="habitat quality">habitat quality</a>, <a href="https://publications.waset.org/abstracts/search?q=habitat%20degradation" title=" habitat degradation"> habitat degradation</a>, <a href="https://publications.waset.org/abstracts/search?q=water%20level%20changes" title=" water level changes"> water level changes</a>, <a href="https://publications.waset.org/abstracts/search?q=shallow%20lake" title=" shallow lake"> shallow lake</a> </p> <a href="https://publications.waset.org/abstracts/82753/dynamic-evaluation-of-shallow-lake-habitat-quality-based-on-invest-model-a-case-in-baiyangdian-lake" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/82753.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">255</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">1659</span> Design Charts for Strip Footing on Untreated and Cement Treated Sand Mat over Underlying Natural Soft Clay</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Sharifullah%20Ahmed">Sharifullah Ahmed</a>, <a href="https://publications.waset.org/abstracts/search?q=Sarwar%20Jahan%20Md.%20Yasin"> Sarwar Jahan Md. Yasin</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Shallow foundations on unimproved soft natural soils can undergo a high consolidation and secondary settlement. For low and medium rise building projects on such soil condition, pile foundation may not be cost effective. In such cases an alternative to pile foundations may be shallow strip footings placed on a double layered improved soil system soil. The upper layer of this system is untreated or cement treated compacted sand and underlying layer is natural soft clay. This system will reduce the settlement to an allowable limit. The current research has been conducted with the settlement of a rigid plane-strain strip footing of 2.5 m width placed on the surface of a soil consisting of an untreated or cement treated sand layer overlying a bed of homogeneous soft clay. The settlement of the mentioned shallow foundation has been studied considering both cases with the thicknesses of the sand layer are 0.3 to 0.9 times the width of footing. The response of the clay layer is assumed as undrained for plastic loading stages and drained during consolidation stages. The response of the sand layer is drained during all loading stages. FEM analysis was done using PLAXIS 2D Version 8.0. A natural clay deposit of 15 m thickness and 18 m width has been modeled using Hardening Soil Model, Soft Soil Model, Soft Soil Creep Model, and upper improvement layer has been modeled using only Hardening Soil Model. The groundwater level is at the top level of the clay deposit that made the system fully saturated. Parametric study has been conducted to determine the effect of thickness, density, cementation of the sand mat and density, shear strength of the soft clay layer on the settlement of strip foundation under the uniformly distributed vertical load of varying value. A set of the chart has been established for designing shallow strip footing on the sand mat over thick, soft clay deposit through obtaining the particular thickness of sand mat for particular subsoil parameter to ensure no punching shear failure and no settlement beyond allowable level. Design guideline in the form of non-dimensional charts has been developed for footing pressure equivalent to medium-rise residential or commercial building foundation with strip footing on soft inorganic Normally Consolidated (NC) soil of Bangladesh having void ratio from 1.0 to 1.45. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=design%20charts" title="design charts">design charts</a>, <a href="https://publications.waset.org/abstracts/search?q=ground%20improvement" title=" ground improvement"> ground improvement</a>, <a href="https://publications.waset.org/abstracts/search?q=PLAXIS%202D" title=" PLAXIS 2D"> PLAXIS 2D</a>, <a href="https://publications.waset.org/abstracts/search?q=primary%20and%20secondary%20settlement" title=" primary and secondary settlement"> primary and secondary settlement</a>, <a href="https://publications.waset.org/abstracts/search?q=sand%20mat" title=" sand mat"> sand mat</a>, <a href="https://publications.waset.org/abstracts/search?q=soft%20clay" title=" soft clay"> soft clay</a> </p> <a href="https://publications.waset.org/abstracts/130462/design-charts-for-strip-footing-on-untreated-and-cement-treated-sand-mat-over-underlying-natural-soft-clay" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/130462.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">123</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">1658</span> Effect of Adjacent Footings on Elastic Settlement of Shallow Foundations</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Mustafa%20Aytekin">Mustafa Aytekin</a> </p> <p class="card-text"><strong>Abstract:</strong></p> In this study, impact of adjacent footings is considered on the estimation of elastic settlement of shallow foundations. In the estimation of elastic settlement, the Schmertmann’s method that is a very popular method in the elastic settlement estimation of shallow foundations is employed. In order to consider affect of neighboring footings on elastic settlement of main footing in different configurations, a MATLAB script has been generated. Elastic settlements of the various configurations are estimated by the script and several conclusions have been reached. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=elastic%20%28immediate%29%20settlement" title="elastic (immediate) settlement">elastic (immediate) settlement</a>, <a href="https://publications.waset.org/abstracts/search?q=Schmertman%20Method" title=" Schmertman Method"> Schmertman Method</a>, <a href="https://publications.waset.org/abstracts/search?q=adjacent%20footings" title=" adjacent footings"> adjacent footings</a>, <a href="https://publications.waset.org/abstracts/search?q=shallow%20foundations" title=" shallow foundations"> shallow foundations</a> </p> <a href="https://publications.waset.org/abstracts/3005/effect-of-adjacent-footings-on-elastic-settlement-of-shallow-foundations" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/3005.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">467</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">1657</span> Effectiveness of Lowering the Water Table as a Mitigation Measure for Foundation Settlement in Liquefiable Soils Using 1-g Scale Shake Table Test</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Kausar%20Alam">Kausar Alam</a>, <a href="https://publications.waset.org/abstracts/search?q=Mohammad%20Yazdi"> Mohammad Yazdi</a>, <a href="https://publications.waset.org/abstracts/search?q=Peiman%20Zogh"> Peiman Zogh</a>, <a href="https://publications.waset.org/abstracts/search?q=Ramin%20Motamed"> Ramin Motamed</a> </p> <p class="card-text"><strong>Abstract:</strong></p> An earthquake is an unpredictable natural disaster. It induces liquefaction, which causes considerable damage to the structure, life support, and piping systems because of ground settlement. As a result, people are incredibly concerned about how to resolve the situation. Previous researchers adopted different ground improvement techniques to reduce the settlement of the structure during earthquakes. This study evaluates the effectiveness of lowering the water table as a technique to mitigate foundation settlement in liquefiable soil. The performance will be evaluated based on foundation settlement and the reduction of excessive pore water pressure. In this study, a scaled model was prepared based on a full-scale shale table experiment conducted at the University of California, San Diego (UCSD). The model ground consists of three soil layers having a relative density of 55%, 45%, and 90%, respectively. A shallow foundation is seated over an unsaturated crust layer. After preparation of the model ground, the water table was measured to be at 45, 40, and 35 cm (from the bottom). Then, the input motions were applied for 10 seconds, with a peak acceleration of 0.25g and a constant frequency of 2.73 Hz. Based on the experimental results, the effectiveness of the lowering water table in reducing the foundation settlement and excess pore water pressure was evident. The foundation settlement was reduced from 50 mm to 5 mm. In addition, lowering the water table as a mitigation measure is a cost-effective way to decrease liquefaction-induced building settlement. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=foundation%20settlement" title="foundation settlement">foundation settlement</a>, <a href="https://publications.waset.org/abstracts/search?q=ground%20water%20table" title=" ground water table"> ground water table</a>, <a href="https://publications.waset.org/abstracts/search?q=liquefaction" title=" liquefaction"> liquefaction</a>, <a href="https://publications.waset.org/abstracts/search?q=hake%20table%20test" title=" hake table test"> hake table test</a> </p> <a href="https://publications.waset.org/abstracts/152050/effectiveness-of-lowering-the-water-table-as-a-mitigation-measure-for-foundation-settlement-in-liquefiable-soils-using-1-g-scale-shake-table-test" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/152050.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">113</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">1656</span> Desktop High-Speed Aerodynamics by Shallow Water Analogy in a Tin Box for Engineering Students</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Etsuo%20Morishita">Etsuo Morishita</a> </p> <p class="card-text"><strong>Abstract:</strong></p> In this paper, we show shallow water in a tin box as an analogous simulation tool for high-speed aerodynamics education and research. It is customary that we use a water tank to create shallow water flow. While a flow in a water tank is not necessarily uniform and is sometimes wavy, we can visualize a clear supercritical flow even when we move a body manually in stationary water in a simple shallow tin box. We can visualize a blunt shock wave around a moving circular cylinder together with a shock pattern around a diamond airfoil. Another interesting analogous experiment is a hydrodynamic shock tube with water and tea. We observe the contact surface clearly due to color difference of the two liquids those are invisible in the real gas dynamics experiment. We first revisit the similarities between high-speed aerodynamics and shallow water hydraulics. Several educational and research experiments are then introduced for engineering students. Shallow water experiments in a tin box simulate properly the high-speed flows. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=aerodynamics%20compressible%20flow" title="aerodynamics compressible flow">aerodynamics compressible flow</a>, <a href="https://publications.waset.org/abstracts/search?q=gas%20dynamics" title=" gas dynamics"> gas dynamics</a>, <a href="https://publications.waset.org/abstracts/search?q=hydraulics" title=" hydraulics"> hydraulics</a>, <a href="https://publications.waset.org/abstracts/search?q=shock%20wave" title=" shock wave"> shock wave</a> </p> <a href="https://publications.waset.org/abstracts/68545/desktop-high-speed-aerodynamics-by-shallow-water-analogy-in-a-tin-box-for-engineering-students" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/68545.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">1655</span> Modelling Rainfall-Induced Shallow Landslides in the Northern New South Wales</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=S.%20Ravindran">S. Ravindran</a>, <a href="https://publications.waset.org/abstracts/search?q=Y.Liu"> Y.Liu</a>, <a href="https://publications.waset.org/abstracts/search?q=I.%20Gratchev"> I. Gratchev</a>, <a href="https://publications.waset.org/abstracts/search?q=D.Jeng"> D.Jeng</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Rainfall-induced shallow landslides are more common in the northern New South Wales (NSW), Australia. From 2009 to 2017, around 105 rainfall-induced landslides occurred along the road corridors and caused temporary road closures in the northern NSW. Rainfall causing shallow landslides has different distributions of rainfall varying from uniform, normal, decreasing to increasing rainfall intensity. The duration of rainfall varied from one day to 18 days according to historical data. The objective of this research is to analyse slope instability of some of the sites in the northern NSW by varying cumulative rainfall using SLOPE/W and SEEP/W and compare with field data of rainfall causing shallow landslides. The rainfall data and topographical data from public authorities and soil data obtained from laboratory tests will be used for this modelling. There is a likelihood of shallow landslides if the cumulative rainfall is between 100 mm to 400 mm in accordance with field data. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=landslides" title="landslides">landslides</a>, <a href="https://publications.waset.org/abstracts/search?q=modelling" title=" modelling"> modelling</a>, <a href="https://publications.waset.org/abstracts/search?q=rainfall" title=" rainfall"> rainfall</a>, <a href="https://publications.waset.org/abstracts/search?q=suction" title=" suction"> suction</a> </p> <a href="https://publications.waset.org/abstracts/99770/modelling-rainfall-induced-shallow-landslides-in-the-northern-new-south-wales" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/99770.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">1654</span> Application of the Shallow Seismic Refraction Technique to Characterize the Foundation Rocks at the Proposed Tushka New City Site, South Egypt</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Abdelnasser%20Mohamed">Abdelnasser Mohamed</a>, <a href="https://publications.waset.org/abstracts/search?q=R.%20Fat-Helbary"> R. Fat-Helbary</a>, <a href="https://publications.waset.org/abstracts/search?q=H.%20El%20Khashab"> H. El Khashab</a>, <a href="https://publications.waset.org/abstracts/search?q=K.%20EL%20Faragawy"> K. EL Faragawy</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Tushka New City is one of the proposed new cities in South Egypt. It is located in the eastern part of the western Desert of Egypt between latitude 22.878º and 22.909º N and longitude 31.525º and 31.635º E, about 60 kilometers far from Abu Simble City. The main target of the present study is the investigation of the shallow subsurface structure conditions and the dynamic characteristics of subsurface rocks using the shallow seismic refraction technique. Forty seismic profiles were conducted to calculate the P- and S-waves velocity at the study area. P- and SH-waves velocities can be used to obtain the geotechnical parameters and also SH-wave can be used to study the vibration characteristics of the near surface layers, which are important for earthquakes resistant structure design. The output results of the current study indicated that the P-waves velocity ranged from 450 to 1800 m/sec and from 1550 to 3000 m/sec for the surface and bedrock layer respectively. The SH-waves velocity ranged from 300 to 1100 m/sec and from 1000 to 1800 m/sec for the surface and bedrock layer respectively. The thickness of the surface layer and the depth to the bedrock layer were determined along each profile. The bulk density ρ of soil layers that used in this study was calculated for all layers at each profile in the study area. In conclusion, the area is mainly composed of compacted sandstone with high wave velocities, which is considered as a good foundation rock. The south western part of the study area has minimum values of the computed P- and SH-waves velocities, minimum values of the bulk density and the maximum value of the mean thickness of the surface layer. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=seismic%20refraction" title="seismic refraction">seismic refraction</a>, <a href="https://publications.waset.org/abstracts/search?q=Tushak%20new%20city" title=" Tushak new city"> Tushak new city</a>, <a href="https://publications.waset.org/abstracts/search?q=P-waves" title=" P-waves"> P-waves</a>, <a href="https://publications.waset.org/abstracts/search?q=SH-waves" title=" SH-waves"> SH-waves</a> </p> <a href="https://publications.waset.org/abstracts/36001/application-of-the-shallow-seismic-refraction-technique-to-characterize-the-foundation-rocks-at-the-proposed-tushka-new-city-site-south-egypt" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/36001.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">381</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">1653</span> Effect of Cavities on the Behaviour of Strip Footing Subjected to Inclined Load </h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ali%20A.%20Al-Jazaairry">Ali A. Al-Jazaairry</a>, <a href="https://publications.waset.org/abstracts/search?q=Tahsin%20T.%20Sabbagh"> Tahsin T. Sabbagh</a> </p> <p class="card-text"><strong>Abstract:</strong></p> One of the important concerns within the field of geotechnical engineering is the presence of cavities in soils. This present work is an attempt to understand the behaviour of strip footing subjected to inclined load and constructed on cavitied soil. The failure mechanism of strip footing located above such soils was studied analytically. The capability of analytical model to correctly expect the system behaviour is assessed by carrying out verification analysis on available studies. The study was prepared by finite element software (PLAXIS) in which an elastic-perfectly plastic soil model was used. It was indicated, from the results of the study, that the load carrying capacity of foundation constructed on cavity can be analysed well using such analysis. The research covered many foundation cases, and in each foundation case, there occurs a critical depth under which the presence of cavities has shown minimum impact on the foundation performance. When cavities are found above this critical depth, the load carrying capacity of the foundation differs with many influences, such as the location and size of the cavity and footing depth. Figures involving the load carrying capacity with the affecting factors studied are presented. These figures offer information beneficial for the design of strip footings rested on underground cavities. Moreover, the results might be used to design a shallow foundation constructed on cavitied soil, whereas the obtained failure mechanisms may be employed to improve numerical solutions for this kind of problems. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=axial%20load" title="axial load">axial load</a>, <a href="https://publications.waset.org/abstracts/search?q=cavity" title=" cavity"> cavity</a>, <a href="https://publications.waset.org/abstracts/search?q=inclined%20load" title=" inclined load"> inclined load</a>, <a href="https://publications.waset.org/abstracts/search?q=strip%20footing" title=" strip footing"> strip footing</a> </p> <a href="https://publications.waset.org/abstracts/58427/effect-of-cavities-on-the-behaviour-of-strip-footing-subjected-to-inclined-load" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/58427.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">255</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">1652</span> Numerical Study of Modulus of Subgrade Reaction in Eccentrically Loaded Circular Footing Resting</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Seyed%20Abolhasan%20Naeini">Seyed Abolhasan Naeini</a>, <a href="https://publications.waset.org/abstracts/search?q=Mohammad%20Hossein%20Zade"> Mohammad Hossein Zade</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This article is an attempt to present a numerically study of the behaviour of an eccentrically loaded circular footing resting on sand to determine &lrm;its ultimate bearing capacity. A surface circular footing of diameter 12 cm (D) was used as &lrm;shallow foundation. For this purpose, three dimensional models consist of foundation, and medium sandy soil was modelled by ABAQUS software. Bearing capacity of footing was evaluated and the &lrm;effects of the load eccentricity on bearing capacity, its settlement, and modulus of subgrade reaction were studied. Three different values of load eccentricity with equal space from inside the core on the core boundary and outside the core boundary, which were respectively e=0.75, 1.5, and 2.25 cm, were considered. The results show that by increasing the load eccentricity, the ultimate load and the &lrm;modulus of subgrade reaction decreased. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=circular%20foundation" title="circular foundation">circular foundation</a>, <a href="https://publications.waset.org/abstracts/search?q=sand" title=" sand"> sand</a>, <a href="https://publications.waset.org/abstracts/search?q=eccentric%20loading" title=" eccentric loading"> eccentric loading</a>, <a href="https://publications.waset.org/abstracts/search?q=modulus%20of%20subgrade%20reaction" title=" modulus of subgrade reaction"> modulus of subgrade reaction</a> </p> <a href="https://publications.waset.org/abstracts/55883/numerical-study-of-modulus-of-subgrade-reaction-in-eccentrically-loaded-circular-footing-resting" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/55883.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">346</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=shallow%20foundation&page=2">2</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=shallow%20foundation&page=3">3</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=shallow%20foundation&page=4">4</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=shallow%20foundation&page=5">5</a></li> <li class="page-item"><a class="page-link" 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