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foundations</title> <meta name="description" content="Search results for: pile foundations"> <meta name="keywords" content="pile foundations"> <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="pile foundations"> <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> 556</div> </div> </div> </div> <h1 class="mt-3 mb-3 text-center" style="font-size:1.6rem;">Search results for: pile foundations</h1> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">556</span> Numerical Static and Seismic Evaluation of Pile Group Settlement: A Case Study</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Seyed%20Abolhassan%20Naeini">Seyed Abolhassan Naeini</a>, <a href="https://publications.waset.org/abstracts/search?q=Hamed%20Yekehdehghan"> Hamed Yekehdehghan</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Shallow foundations cannot be used when the bedding soil is soft. A suitable method for constructing foundations on soft soil is to employ pile groups to transfer the load to the bottom layers. The present research used results from tests carried out in northern Iran (Langarud) and the FLAC3D software to model a pile group for investigating the effects of various parameters on pile cap settlement under static and seismic conditions. According to the results, changes in the strength parameters of the soil, groundwater level, and the length of and distance between the piles affect settlement differently. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=FLACD%203D%20software" title="FLACD 3D software">FLACD 3D software</a>, <a href="https://publications.waset.org/abstracts/search?q=pile%20group" title=" pile group"> pile group</a>, <a href="https://publications.waset.org/abstracts/search?q=settlement" title=" settlement"> settlement</a>, <a href="https://publications.waset.org/abstracts/search?q=soil" title=" soil"> soil</a> </p> <a href="https://publications.waset.org/abstracts/147055/numerical-static-and-seismic-evaluation-of-pile-group-settlement-a-case-study" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/147055.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">128</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">555</span> Behavior of a Vertical Pile under the Effect of an Inclined Load</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Fathi%20Mohamed%20Abdrabbo">Fathi Mohamed Abdrabbo</a>, <a href="https://publications.waset.org/abstracts/search?q=Khaled%20Elsayed%20Gaaver"> Khaled Elsayed Gaaver</a>, <a href="https://publications.waset.org/abstracts/search?q=Musab%20Musa%20Eldooma"> Musab Musa Eldooma</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This paper presents an attempt made to investigate the behavior of a single vertical steel hollow pile embedded in sand subjected to compressive inclined load at various inclination angles α through FEM package MIDAS GTS/NX 2019. The effect of the inclination angle and slenderness ratio on the performance of the pile was investigated. Inclined load caring capacity and pile stiffness, as well as lateral deformation profiles along with the pile, were presented. The global, vertical, and horizontal load displacements, as well as the deformation profiles along with the pile and the pile stiffness, are significantly affected by α. Whereas P-Y curves of the pile are independent of α., also the slenderness ratios are markedly affecting the behavior of the pile. In addition, there was a noticeable effect of the horizontal component on the vertical behavior of the pile, whereas there was no influence of the presence of vertical load on the horizontal behavior of the pile. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=deep%20foundations" title="deep foundations">deep foundations</a>, <a href="https://publications.waset.org/abstracts/search?q=piles" title=" piles"> piles</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=pile%20deformations" title=" pile deformations"> pile deformations</a> </p> <a href="https://publications.waset.org/abstracts/145253/behavior-of-a-vertical-pile-under-the-effect-of-an-inclined-load" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/145253.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">172</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">554</span> Influence of Free Field Vibrations Due to Vibratory Pile Driving</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Shashank%20Mukkoti">Shashank Mukkoti</a>, <a href="https://publications.waset.org/abstracts/search?q=Mainak%20Majumder"> Mainak Majumder</a>, <a href="https://publications.waset.org/abstracts/search?q=Srinivasan%20Venkatraman"> Srinivasan Venkatraman</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Owing to the land scarcity in the modern-day, most of the construction activities are carried out closed to the existing buildings. Most of the high-rise buildings are constructed on pile foundations to transfer the design loads to a strong stratum below the ground surface. Due to the proximity of the new and existing structures, noise disturbances are prominent during the pile installation. Installation of vibratory piles is most suitable in urban areas. The ground vibrations developed due to the vibratory pile driving may cause many detrimental effects on the surrounding structures based on the proximity of the sources and nature of the structures. In the present study, an attempt has been made to study the severity of ground vibrations induced by vibratory pile driving. For this purpose, a three-dimensional finite element model has been developed in the ABAQUS/ Explicit finite element program. The couple finite/infinite element method has been employed for the capturing of propagating waves due to the pile installation. The geometry of the pile foundations, frequency of the pile driving, length of the pile has been considered for the parametric study. The results show that vibrations generated due to the vibratory pile installation are either very close or more than the thresholds tolerance limits set by different guidelines. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=FE%20model" title="FE model">FE model</a>, <a href="https://publications.waset.org/abstracts/search?q=pile%20driving" title=" pile driving"> pile driving</a>, <a href="https://publications.waset.org/abstracts/search?q=free%20field%20vibrations" title=" free field vibrations"> free field vibrations</a>, <a href="https://publications.waset.org/abstracts/search?q=wave%20propagation" title=" wave propagation"> wave propagation</a> </p> <a href="https://publications.waset.org/abstracts/134351/influence-of-free-field-vibrations-due-to-vibratory-pile-driving" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/134351.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">298</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">553</span> The Evaluation of Current Pile Driving Prediction Methods for Driven Monopile Foundations in London Clay</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=John%20Davidson">John Davidson</a>, <a href="https://publications.waset.org/abstracts/search?q=Matteo%20Castelletti"> Matteo Castelletti</a>, <a href="https://publications.waset.org/abstracts/search?q=Ismael%20Torres"> Ismael Torres</a>, <a href="https://publications.waset.org/abstracts/search?q=Victor%20Terente"> Victor Terente</a>, <a href="https://publications.waset.org/abstracts/search?q=Jamie%20Irvine"> Jamie Irvine</a>, <a href="https://publications.waset.org/abstracts/search?q=Sylvie%20Raymackers"> Sylvie Raymackers</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The current industry approach to pile driving predictions consists of developing a model of the hammer-pile-soil system which simulates the relationship between soil resistance to driving (SRD) and blow counts (or pile penetration per blow). The SRD methods traditionally used are broadly based on static pile capacity calculations. The SRD is used in combination with the one-dimensional wave equation model to indicate the anticipated blowcounts with depth for specific hammer energy settings. This approach has predominantly been calibrated on relatively long slender piles used in the oil and gas industry but is now being extended to allow calculations to be undertaken for relatively short rigid large diameter monopile foundations. This paper evaluates the accuracy of current industry practice when applied to a site where large diameter monopiles were installed in predominantly stiff fissured clay. Actual geotechnical and pile installation data, including pile driving records and signal matching analysis (based upon pile driving monitoring techniques), were used for the assessment on the case study site. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=driven%20piles" title="driven piles">driven piles</a>, <a href="https://publications.waset.org/abstracts/search?q=fissured%20clay" title=" fissured clay"> fissured clay</a>, <a href="https://publications.waset.org/abstracts/search?q=London%20clay" title=" London clay"> London clay</a>, <a href="https://publications.waset.org/abstracts/search?q=monopiles" title=" monopiles"> monopiles</a>, <a href="https://publications.waset.org/abstracts/search?q=offshore%20foundations" title=" offshore foundations"> offshore foundations</a> </p> <a href="https://publications.waset.org/abstracts/81659/the-evaluation-of-current-pile-driving-prediction-methods-for-driven-monopile-foundations-in-london-clay" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/81659.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">224</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">552</span> 3 Dimensions Finite Element Analysis of Tunnel-Pile Interaction Scenarios Using Abaqus Software</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Haitham%20J.%20M.%20Odeh">Haitham J. M. Odeh</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This paper introduced an analysis of the effect of tunneling near pile foundations. Accomplished by three-dimensional finite element modeling. The numerical simulation is conducted using Abaqus finite element software. By examining different Tunnel-pile scenarios. The paper presents the tunnel induced pile responses, Such as pile settlement, pile internal forces, and the comments made on changing the vertical and transversal location of the tunnel related to the piles, the study contains two pile-supported structure cases, single and a group of piles. A comprehensive comparison between real case study results and numerical simulation is presented. The results of the analysis reveal the critical and safe location of tunnel construction and the positive effect of a group of piles existing instead of single piles. Also, demonstrates the changes in pile responses by changing the tunnel location. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=pile%20responses" title="pile responses">pile responses</a>, <a href="https://publications.waset.org/abstracts/search?q=single%20pile" title=" single pile"> single pile</a>, <a href="https://publications.waset.org/abstracts/search?q=group%20of%20piles" title=" group of piles"> group of piles</a>, <a href="https://publications.waset.org/abstracts/search?q=pile-tunnel%20interaction" title=" pile-tunnel interaction"> pile-tunnel interaction</a> </p> <a href="https://publications.waset.org/abstracts/151131/3-dimensions-finite-element-analysis-of-tunnel-pile-interaction-scenarios-using-abaqus-software" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/151131.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">551</span> Numerical Investigation on the Effects of Deep Excavation on Adjacent Pile Groups Subjected to Inclined Loading </h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ashkan%20Shafee">Ashkan Shafee</a>, <a href="https://publications.waset.org/abstracts/search?q=Ahmad%20Fahimifar"> Ahmad Fahimifar</a> </p> <p class="card-text"><strong>Abstract:</strong></p> There is a growing demand for construction of high-rise buildings and infrastructures in large cities, which sometimes require deep excavations in the vicinity of pile foundations. In this study, a two-dimensional finite element analysis is used to gain insight into the response of pile groups adjacent to deep excavations in sand. The numerical code was verified by available experimental works, and a parametric study was performed on different working load combinations, excavation depth and supporting system. The results show that the simple two-dimensional plane strain model can accurately simulate the excavation induced changes on adjacent pile groups. It was found that further excavation than pile toe level and also inclined loading on adjacent pile group can severely affect the serviceability of the foundation. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=deep%20excavation" title="deep excavation">deep excavation</a>, <a href="https://publications.waset.org/abstracts/search?q=inclined%20loading" title=" inclined loading"> inclined loading</a>, <a href="https://publications.waset.org/abstracts/search?q=lateral%20deformation" title=" lateral deformation"> lateral deformation</a>, <a href="https://publications.waset.org/abstracts/search?q=pile%20group" title=" pile group"> pile group</a> </p> <a href="https://publications.waset.org/abstracts/95108/numerical-investigation-on-the-effects-of-deep-excavation-on-adjacent-pile-groups-subjected-to-inclined-loading" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/95108.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">274</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">550</span> Evaluation of Pile Performance in Different Layers of Soil</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Orod%20Zarrin">Orod Zarrin</a>, <a href="https://publications.waset.org/abstracts/search?q=Mohesn%20Ramezan%20Shirazi"> Mohesn Ramezan Shirazi</a>, <a href="https://publications.waset.org/abstracts/search?q=Hassan%20Moniri"> Hassan Moniri</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The use of pile foundations technique is developed to support structures and buildings on soft soil. The most important dynamic load that can affect the pile structure is earthquake vibrations. Pile foundations during earthquake excitation indicate that piles are subject to damage by affecting the superstructure integrity and serviceability. During an earthquake, two types of stresses can damage the pile head, inertial load that is caused by superstructure and deformation which caused by the surrounding soil. Soil deformation and inertial load are associated with the acceleration developed in an earthquake. The acceleration amplitude at the ground surface depends on the magnitude of earthquakes, soil properties and seismic source distance. According to the investigation, the damage is between the liquefiable and non-liquefiable layers and also soft and stiff layers. This damage crushes the pile head by increasing the inertial load which is applied by the superstructure. On the other hand, the cracks on the piles due to the surrounding soil are directly related to the soil profile and causes cracks from small to large. However, the large cracks reason have been listed such as liquefaction, lateral spreading, and inertial load. In the field of designing, elastic response of piles is always a challenge for designer in liquefaction soil, by allowing deflection at top of piles. Moreover, absence of plastic hinges in piles should be insured, because the damage in the piles is not observed directly. In this study, the performance and behavior of pile foundations during liquefaction and lateral spreading are investigated. In addition, emphasize on the soil behavior in the liquefiable and non-liquefiable layers by different aspect of piles damage such as ranking, location and degree of damage are going to discuss. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=pile" title="pile">pile</a>, <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=non-liquefiable" title=" non-liquefiable"> non-liquefiable</a>, <a href="https://publications.waset.org/abstracts/search?q=damage" title=" damage"> damage</a> </p> <a href="https://publications.waset.org/abstracts/46209/evaluation-of-pile-performance-in-different-layers-of-soil" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/46209.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">301</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">549</span> Influence of P-Y Curves on Buckling Capacity of Pile Foundation </h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Praveen%20Huded">Praveen Huded</a>, <a href="https://publications.waset.org/abstracts/search?q=Suresh%20Dash"> Suresh Dash</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Pile foundations are one of the most preferred deep foundation system for high rise or heavily loaded structures. In many instances, the failure of the pile founded structures in liquefiable soils had been observed even in many recent earthquakes. Recent centrifuge and shake table experiments on two layered soil system have credibly shown that failure of pile foundation can occur because of buckling, as the pile behaves as an unsupported slender structural element once the surrounding soil liquefies. However the buckling capacity depends on largely on the depth of soil liquefied and its residual strength. Hence it is essential to check the pile against the possible buckling failure. Beam on non-linear Winkler Foundation is one of the efficient method to model the pile-soil behavior in liquefiable soil. The pile-soil interaction is modelled through p-y springs, different author have proposed different types of p-y curves for the liquefiable soil. In the present paper the influence two such p-y curves on the buckling capacity of pile foundation is studied considering initial geometric and non-linear behavior of pile foundation. The proposed method is validated against experimental results. Significant difference in the buckling capacity is observed for the two p-y curves used in the analysis. A parametric study is conducted to understand the influence of pile diameter, pile flexural rigidity, different initial geometric imperfections, and different soil relative densities on buckling capacity of pile foundation. <p class="card-text"><strong>Keywords:</strong> <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=Liquefaction" title=" Liquefaction"> Liquefaction</a>, <a href="https://publications.waset.org/abstracts/search?q=Buckling%20load" title=" Buckling load"> Buckling load</a>, <a href="https://publications.waset.org/abstracts/search?q=non-linear%20py%20curve" title=" non-linear py curve"> non-linear py curve</a>, <a href="https://publications.waset.org/abstracts/search?q=Opensees" title=" Opensees"> Opensees</a> </p> <a href="https://publications.waset.org/abstracts/130562/influence-of-p-y-curves-on-buckling-capacity-of-pile-foundation" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/130562.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">164</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">548</span> Numerical Study on the Effect of Spudcan Penetration on the Jacket Platform</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Xiangming%20Ge">Xiangming Ge</a>, <a href="https://publications.waset.org/abstracts/search?q=Bing%20Pan"> Bing Pan</a>, <a href="https://publications.waset.org/abstracts/search?q=Wei%20He"> Wei He</a>, <a href="https://publications.waset.org/abstracts/search?q=Hao%20Chen"> Hao Chen</a>, <a href="https://publications.waset.org/abstracts/search?q=Yong%20Zhou"> Yong Zhou</a>, <a href="https://publications.waset.org/abstracts/search?q=Jiayao%20Wu"> Jiayao Wu</a>, <a href="https://publications.waset.org/abstracts/search?q=Weijiang%20Chu"> Weijiang Chu</a> </p> <p class="card-text"><strong>Abstract:</strong></p> How the extraction and penetration of spudcan affect the performance of the adjacent pile foundation supporting the jacket platform was studied in the program FLAC3D depending on a wind farm project in Bohai sea. The simulations were conducted at the end of the spudcan penetration, which induced a pockmark in the seabed. The effects of the distance between the pile foundation and the pockmark were studied. The displacement at the mudline arose when the pockmark was closer. The bearing capacity of this jacket platform with deep pile foundations has been less influenced by the process of spudcan penetration, which can induce severe stresses on the pile foundation. The induced rotation was also satisfied with the rotation-controlling criteria. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=offshore%20foundation" title="offshore foundation">offshore foundation</a>, <a href="https://publications.waset.org/abstracts/search?q=pile-soil%20interaction" title=" pile-soil interaction"> pile-soil interaction</a>, <a href="https://publications.waset.org/abstracts/search?q=spudcan%20penetration" title="spudcan penetration">spudcan penetration</a>, <a href="https://publications.waset.org/abstracts/search?q=FLAC3D" title=" FLAC3D"> FLAC3D</a> </p> <a href="https://publications.waset.org/abstracts/138911/numerical-study-on-the-effect-of-spudcan-penetration-on-the-jacket-platform" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/138911.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">215</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">547</span> Analysis of Behaviors of Single and Group Helical Piles in Sands from Experiment Results</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Jongho%20Park">Jongho Park</a>, <a href="https://publications.waset.org/abstracts/search?q=Junwon%20Lee"> Junwon Lee</a>, <a href="https://publications.waset.org/abstracts/search?q=Byeonghyun%20Choi"> Byeonghyun Choi</a>, <a href="https://publications.waset.org/abstracts/search?q=Kicheol%20Lee"> Kicheol Lee</a>, <a href="https://publications.waset.org/abstracts/search?q=Dongwook%20Kim"> Dongwook Kim</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The typically-used oil sand plant foundations are driven pile or drilled shaft. With more strict environmental regulations world widely, it became more important to completely remove the foundation during the stage of plant demolition. However, it is difficult to remove driven piles or drilled shafts that are installed at a deeper and stronger depth to gain more bearing pile capacity. The helical pile can be easily removed after its use and recycled; therefore it is suitable for oil sand plant foundation. This study analyzes the behavior of helical piles in sands. Axial pile load tests were carried out the varying spacing of helix plates (helices), rotation speed and weight of axial loading during pile installation. From the experiments, optimal helix plate spacing, rotation speed, axial loading during installation were determined. In addition, the behavior of helical pile groups was examined varying pile spacing. Finally, the behavior of single helical piles and that of group helical piles were compared. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=oil%20sand%20plant" title="oil sand plant">oil sand plant</a>, <a href="https://publications.waset.org/abstracts/search?q=pile%20load%20test" title=" pile load test"> pile load test</a>, <a href="https://publications.waset.org/abstracts/search?q=helical%20pile" title=" helical pile"> helical pile</a>, <a href="https://publications.waset.org/abstracts/search?q=group%20helical%20pile" title=" group helical pile"> group helical pile</a>, <a href="https://publications.waset.org/abstracts/search?q=behavior" title=" behavior"> behavior</a> </p> <a href="https://publications.waset.org/abstracts/95163/analysis-of-behaviors-of-single-and-group-helical-piles-in-sands-from-experiment-results" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/95163.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">167</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">546</span> Effect of Type of Pile and Its Installation Method on Pile Bearing Capacity by Physical Modelling in Frustum Confining Vessel</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=M.%20Mortezaee"> M. Mortezaee</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Various factors such as the method of installation, the pile type, the pile material and the pile shape, can affect the final bearing capacity of a pile executed in the soil; among them, the method of installation is of special importance. The physical modeling is among the best options in the laboratory study of the piles behavior. Therefore, the current paper first presents and reviews the frustum confining vesel (FCV) as a suitable tool for physical modeling of deep foundations. Then, by describing the loading tests of two open-ended and closed-end steel piles, each of which has been performed in two methods, “with displacement" and "without displacement", the effect of end conditions and installation method on the final bearing capacity of the pile is investigated. The soil used in the current paper is silty sand of Firoozkooh. The results of the experiments show that in general the without displacement installation method has a larger bearing capacity in both piles, and in a specific method of installation the closed ended pile shows a slightly higher bearing capacity. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=physical%20modeling" title="physical modeling">physical modeling</a>, <a href="https://publications.waset.org/abstracts/search?q=frustum%20confining%20vessel" title=" frustum confining vessel"> frustum confining vessel</a>, <a href="https://publications.waset.org/abstracts/search?q=pile" title=" pile"> pile</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=installation%20method" title=" installation method"> installation method</a> </p> <a href="https://publications.waset.org/abstracts/135161/effect-of-type-of-pile-and-its-installation-method-on-pile-bearing-capacity-by-physical-modelling-in-frustum-confining-vessel" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/135161.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">153</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">545</span> Analysis of Reinforced Granular Pile in Soft Soil</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=G.%20Nitesh">G. Nitesh</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Stone column or granular pile is a proven technique to mitigate settlement in soft soil. Granular pile increases both rate of consolidation and stiffness of the ground. In this paper, a method to analyze further reduction in settlement of granular column reinforced with lime pile is presented treating the system as a unit cell and considering one-dimensional compression approach. The core of the granular pile is stiffened with a steel rod or lime column. Influence of a wide range of parameters such as area ratio of granular pile-soft soil, area ratio of lime pile-granular pile, modular ratio of granular pile and modular ratio of lime pile with respect to granular pile on settlement reduction factor, etc. are obtained and presented. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=lime%20pile" title="lime pile">lime pile</a>, <a href="https://publications.waset.org/abstracts/search?q=granular%20pile" title=" granular pile"> granular pile</a>, <a href="https://publications.waset.org/abstracts/search?q=soft%20soil" title=" soft soil"> soft soil</a>, <a href="https://publications.waset.org/abstracts/search?q=settlement" title=" settlement"> settlement</a> </p> <a href="https://publications.waset.org/abstracts/15737/analysis-of-reinforced-granular-pile-in-soft-soil" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/15737.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">410</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">544</span> Behaviour of Laterally Loaded Pile Groups in Cohesionless Soil</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=V.%20K.%20Arora">V. K. Arora</a>, <a href="https://publications.waset.org/abstracts/search?q=Suraj%20Prakash"> Suraj Prakash</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Pile foundations are provided to transfer the vertical and horizontal loads of superstructures like high rise buildings, bridges, offshore structures etc. to the deep strata in the soil. These vertical and horizontal loads are due to the loads coming from the superstructure and wind, water thrust, earthquake, and earth pressure, respectively. In a pile foundation, piles are used in groups. Vertical piles in a group of piles are more efficient to take vertical loads as compared to horizontal loads and when the horizontal load per pile exceeds the bearing capacity of the vertical piles in that case batter piles are used with vertical piles because batter piles can take more lateral loads than vertical piles. In this paper, a model study was conducted on three vertical pile group with single positive and negative battered pile subjected to lateral loads. The batter angle for battered piles was ±35◦ with the vertical axis. Piles were spaced at 2.5d (d=diameter of pile) to each other. The soil used for model test was cohesionless soil. Lateral loads were applied in three stages on all the pile groups individually and it was found that under the repeated action of lateral loading, the deflection of the piles increased under the same loading. After comparing the results, it was found that the pile group with positive batter pile fails at 28 kgf and the pile group with negative batter pile fails at 24 kgf so it shows that positive battered piles are stronger than the negative battered piles. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=vertical%20piles" title="vertical piles">vertical piles</a>, <a href="https://publications.waset.org/abstracts/search?q=positive%20battered%20piles" title=" positive battered piles"> positive battered piles</a>, <a href="https://publications.waset.org/abstracts/search?q=negative%20battered%20piles" title=" negative battered piles"> negative battered piles</a>, <a href="https://publications.waset.org/abstracts/search?q=cohesionless%20soil" title=" cohesionless soil"> cohesionless soil</a>, <a href="https://publications.waset.org/abstracts/search?q=lateral%20loads" title=" lateral loads"> lateral loads</a>, <a href="https://publications.waset.org/abstracts/search?q=model%20test" title=" model test"> model test</a> </p> <a href="https://publications.waset.org/abstracts/8428/behaviour-of-laterally-loaded-pile-groups-in-cohesionless-soil" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/8428.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">405</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">543</span> CPT Pore Water Pressure Correlations with PDA to Identify Pile Drivability Problem</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Fauzi%20Jarushi">Fauzi Jarushi</a>, <a href="https://publications.waset.org/abstracts/search?q=Paul%20Cosentino"> Paul Cosentino</a>, <a href="https://publications.waset.org/abstracts/search?q=Edward%20Kalajian"> Edward Kalajian</a>, <a href="https://publications.waset.org/abstracts/search?q=Hadeel%20Dekhn"> Hadeel Dekhn</a> </p> <p class="card-text"><strong>Abstract:</strong></p> At certain depths during large diameter displacement pile driving, rebound well over 0.25 inches was experienced, followed by a small permanent set during each hammer blow. High pile rebound (HPR) soils may stop the pile driving and results in a limited pile capacity. In some cases, rebound leads to pile damage, delaying the construction project, and the requiring foundations redesign. HPR was evaluated at seven Florida sites, during driving of square precast, prestressed concrete piles driven into saturated, fine silty to clayey sands and sandy clays. Pile Driving Analyzer (PDA) deflection versus time data recorded during installation, was used to develop correlations between cone penetrometer (CPT) pore-water pressures, pile displacements and rebound. At five sites where piles experienced excessive HPR with minimal set, the pore pressure yielded very high positive values of greater than 20 tsf. However, at the site where the pile rebounded, followed by an acceptable permanent set, the measured pore pressure ranged between 5 and 20 tsf. The pore pressure exhibited values of less than 5 tsf at the site where no rebound was noticed. In summary, direct correlations between CPTu pore pressure and rebound were produced, allowing identification of soils that produce HPR. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=CPTU" title="CPTU">CPTU</a>, <a href="https://publications.waset.org/abstracts/search?q=pore%20water%20pressure" title=" pore water pressure"> pore water pressure</a>, <a href="https://publications.waset.org/abstracts/search?q=pile%20rebound" title=" pile rebound"> pile rebound</a> </p> <a href="https://publications.waset.org/abstracts/15053/cpt-pore-water-pressure-correlations-with-pda-to-identify-pile-drivability-problem" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/15053.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">320</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">542</span> Implication of Soil and Seismic Ground Motion Variability on Dynamic Pile Group Impedance for Bridges</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Muhammad%20Tariq%20Chaudhary">Muhammad Tariq Chaudhary</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Bridges constitute a vital link in a transportation system and their functionality after an earthquake is critical in reducing disruption to social and economic activities of the society. Bridges supported on pile foundations are commonly used in many earthquake-prone regions. In order to properly design or investigate the performance of such structures, it is imperative that the effect of soil-foundation-structure interaction be properly taken into account. This study focused on the influence of soil and seismic ground motion variability on the dynamic impedance of pile-group foundations typically used for medium-span (about 30 m) urban viaduct bridges. Soil profiles corresponding to various AASHTO soil classes were selected from actual data of such bridges and / or from the literature. The selected soil profiles were subjected to 1-D wave propagation analysis to determine effective values of soil shear modulus and damping ratio for a suite of properly selected actual seismic ground motions varying in PGA from 0.01g to 0.64g, and having variable velocity and frequency content. The effective values of the soil parameters were then employed to determine the dynamic impedance of pile groups in horizontal, vertical and rocking modes in various soil profiles. Pile diameter was kept constant for bridges in various soil profiles while pile length and number of piles were changed based on AASHTO design requirements for various soil profiles and earthquake ground motions. Conclusions were drawn regarding variability in effective soil shear modulus, soil damping, shear wave velocity and pile group impedance for various soil profiles and ground motions and its implications for design and evaluation of pile-supported bridges. It was found that even though the effective soil parameters underwent drastic variation with increasing PGA, the pile group impedance was not affected much in properly designed pile foundations due to the corresponding increase in pile length or increase in a number of piles or both when subjected to increasing PGA or founded in weaker soil profiles. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=bridge" title="bridge">bridge</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=dynamic%20foundation%20impedance" title=" dynamic foundation impedance"> dynamic foundation impedance</a>, <a href="https://publications.waset.org/abstracts/search?q=soil%20profile" title=" soil profile"> soil profile</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20wave%20velocity" title=" shear wave velocity"> shear wave velocity</a>, <a href="https://publications.waset.org/abstracts/search?q=seismic%20ground%20motion" title=" seismic ground motion"> seismic ground motion</a>, <a href="https://publications.waset.org/abstracts/search?q=seismic%20wave%20propagation" title=" seismic wave propagation"> seismic wave propagation</a> </p> <a href="https://publications.waset.org/abstracts/45773/implication-of-soil-and-seismic-ground-motion-variability-on-dynamic-pile-group-impedance-for-bridges" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/45773.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">324</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">541</span> Utilization of Fins to Improve the Response of Pile under Torsional Loads</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Waseim%20Ragab%20Azzam%20Ahmed%20Mohamed%20Nasr">Waseim Ragab Azzam Ahmed Mohamed Nasr</a>, <a href="https://publications.waset.org/abstracts/search?q=Aalaa%20Ibrahim%20Khater"> Aalaa Ibrahim Khater</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Torsional loads from offshore wind turbines, waves, wind, earthquakes, ship collisions in the maritime environment, and electrical transmission towers might affect the pile foundations. Torsional loads can also be caused by the axial load from the sustaining structures. The paper introduces the finned pile, an alternative method of pile modification. The effects of torsional loads were investigated through a series of experimental tests aimed at improving the torsional capacity of a single pile in the sand (where sand was utilized in a state of medium density (Dr = 50%), with or without fins. In these tests, the fins' length, width, form, and number were varied to see how these attributes affected the maximum torsional capacity of the piles. We have noticed the torsion-rotation reaction. The findings demonstrated that the fins improve the maximum torsional capacity of the piles. It was demonstrated that a length of 0.6 times the embedded pile's length and a width equivalent to the pile's diameter constitute the optimal fin geometry. For the conventional pile and the finned pile, the maximum torsional capacities were determined to be 4.12 N.m. and 7.36 N.m., respectively. When subjected to torsional loads, the fins' presence enhanced the piles' maximum torsional capacity by almost 79%. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=clean%20sand" title="clean sand">clean sand</a>, <a href="https://publications.waset.org/abstracts/search?q=finned%20piles" title=" finned piles"> finned piles</a>, <a href="https://publications.waset.org/abstracts/search?q=model%20tests" title=" model tests"> model tests</a>, <a href="https://publications.waset.org/abstracts/search?q=torsional%20load" title=" torsional load"> torsional load</a> </p> <a href="https://publications.waset.org/abstracts/180827/utilization-of-fins-to-improve-the-response-of-pile-under-torsional-loads" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/180827.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">68</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">540</span> The Pile Group Efficiency for Different Embedment Lengths in Dry Sand</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Mohamed%20M.%20Shahin">Mohamed M. Shahin</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This study investigated the design of the pile foundation to support heavy structures-especially bridges for highways-in the Sahara, which contains many dunes of medium dense sand in different levels, where the foundation is supposed to be piles. The base resistance of smooth model pile groups in sand under static loading is investigated experimentally in a pile soil test apparatus. Improvement were made to the sand around the piles in order to increase the shaft resistance of the single pile and the pile groups, and also base resistance especially for the central pile in pile groups. The study outlines the behaviour of a single-pile, 4-, 5-, and 9- pile groups arranged in a doubly symmetric [square] layout with different embedment lengths and pile spacing in loose dry sand [normal] and dense dry sand [compacted] around the piles. This study evaluate the variation of the magnitude and the proportion of end bearing capacity of individual piles in different pile groups. Also to investigate the magnitude of the efficiency coefficient in the case of different pile groups. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=pile%20group" title="pile group">pile group</a>, <a href="https://publications.waset.org/abstracts/search?q=base%20resistance" title=" base resistance"> base resistance</a>, <a href="https://publications.waset.org/abstracts/search?q=efficiency%20coefficient" title=" efficiency coefficient"> efficiency coefficient</a>, <a href="https://publications.waset.org/abstracts/search?q=pile%20spacing" title=" pile spacing"> pile spacing</a>, <a href="https://publications.waset.org/abstracts/search?q=pile-soil%20interaction" title=" pile-soil interaction"> pile-soil interaction</a> </p> <a href="https://publications.waset.org/abstracts/16560/the-pile-group-efficiency-for-different-embedment-lengths-in-dry-sand" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/16560.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">363</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">539</span> The Behaviour of Laterally Loaded Piles Installed in the Sand with Enlarged Bases</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=J.%20Omer">J. Omer</a>, <a href="https://publications.waset.org/abstracts/search?q=H.%20Haroglu"> H. Haroglu</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Base enlargement in piles was invented to enhance pile resistance in downward loading, but the contribution of an enlarged base to the lateral load resistance of a pile has not been fully exploited or understood. This paper presents a laboratory investigation of the lateral capacity and deformation response of small-scale steel piles with enlarged bases installed in dry sand. Static loading tests were performed on 24 model piles having different base-to-shaft diameter ratios. The piles were installed in a box filled with dry sand, and lateral loads were applied to the pile tops using a pulley system. The test piles had shaft diameters of 20 mm, 16 mm, and 10 mm; base diameters of 900 mm, 700 mm, and 500 mm. As a control, a pile without base enlargement was tested to allow comparisons with the enlarged base piles. Incremental maintained loads were applied until pile failure approached while recording pile head deflections with high-precision dial gauges. The results showed that the lateral capacity increased with an increase in base diameter, albeit by different percentages depending on the shaft diameters and embedment length in the sand. There was always an increase in lateral capacity with increasing embedment length. Also, it was observed that an enlarged pile base had deflected less at a given load when compared to the control pile. Therefore, the research demonstrated the benefits of lateral capacity and stability of enlarging a pile base. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=pile%20foundations" title="pile foundations">pile foundations</a>, <a href="https://publications.waset.org/abstracts/search?q=enlarged%20base" title=" enlarged base"> enlarged base</a>, <a href="https://publications.waset.org/abstracts/search?q=lateral%20loading" title=" lateral loading"> lateral loading</a> </p> <a href="https://publications.waset.org/abstracts/160333/the-behaviour-of-laterally-loaded-piles-installed-in-the-sand-with-enlarged-bases" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/160333.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">155</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">538</span> Deep Foundations: Analysis of the Lateral Response of Closed Ended Steel Tubular Piles Embedded in Sandy Soil Using P-Y Curves</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ameer%20A.%20Jebur">Ameer A. Jebur</a>, <a href="https://publications.waset.org/abstracts/search?q=William%20Atherton"> William Atherton</a>, <a href="https://publications.waset.org/abstracts/search?q=Rafid%20M.%20Alkhaddar"> Rafid M. Alkhaddar</a>, <a href="https://publications.waset.org/abstracts/search?q=Edward%20Loffill"> Edward Loffill</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Understanding the behaviour of the piles under the action of the independent lateral loads and the precise prediction of the capacity of piles subjected to different lateral loads are vital topics in foundation design and analysis. Moreover, the laterally loaded behaviour of deep foundations penetrated in cohesive and non-cohesive soils is basically analysed by the Winkler Model (beam on elastic foundation), in which the interaction between the pile embedded depth and contacted soil is simulated by nonlinear p–y curves. The presence of many approaches to interpret the behaviour of soil-pile interaction has resulted in numerous outputs and indicates that no general approach has yet been adopted. The current study presents the result of numerical modelling of the behaviour of steel tubular piles (25.4mm) outside diameter with various embedment depth-to-diameter ratios (L/d) embedded in a sand calibrated chamber of known relative density. The study revealed that the shear strength parameters of the sand specimens and the (L/d) ratios are the most significant factor influencing the response of the pile and its capacity while taking into consideration the complex interaction between the pile and soil. Good agreement has been achieved when comparing the application of this modelling approach with experimental physical modelling carried out by another researcher. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=deep%20foundations" title="deep foundations">deep foundations</a>, <a href="https://publications.waset.org/abstracts/search?q=slenderness%20ratio" title=" slenderness ratio"> slenderness ratio</a>, <a href="https://publications.waset.org/abstracts/search?q=soil-pile%20interaction" title=" soil-pile interaction"> soil-pile interaction</a>, <a href="https://publications.waset.org/abstracts/search?q=winkler%20model%20%28beam%20on%20elastic%20foundation%29" title=" winkler model (beam on elastic foundation)"> winkler model (beam on elastic foundation)</a>, <a href="https://publications.waset.org/abstracts/search?q=non-cohesive%20soil" title=" non-cohesive soil"> non-cohesive soil</a> </p> <a href="https://publications.waset.org/abstracts/46589/deep-foundations-analysis-of-the-lateral-response-of-closed-ended-steel-tubular-piles-embedded-in-sandy-soil-using-p-y-curves" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/46589.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">299</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">537</span> Debris' Effect on Bearing Capacity of Defective Piles in Sand</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=A.%20M.%20Nasr">A. M. Nasr</a>, <a href="https://publications.waset.org/abstracts/search?q=W.%20R.%20Azzam"> W. R. Azzam</a>, <a href="https://publications.waset.org/abstracts/search?q=K.%20E.%20Ebeed"> K. E. Ebeed</a> </p> <p class="card-text"><strong>Abstract:</strong></p> For bored piles, careful cleaning must be used to reduce the amount of material trapped in the drilled hole; otherwise, the debris' presence might cause the soft toe effect, which would affect the axial resistance. There isn't much comprehensive research on bored piles with debris. In order to investigate the behavior of a single pile, a pile composite foundation, a two pile group, a three pile group and a four pile group investigation conducts, forty-eight numerical tests in which the debris is simulated using foam rubber.1m pile diameter and 10m length with spacing 3D and depth of foundation 1m used in this study. It is found that the existence of debris causes a reduction of bearing capacity by 64.58% and 33.23% for single pile and pile composite foundation, respectively, 23.27% and 24.24% for the number of defective piles / total number of pile =1/2 and 1 respectively for two group pile, 10.23%, 19.42% and 28.47% for the number of defective piles / total number of pile =1/3,2/3 and 1 respectively for three group pile and, this reduction increase with the increase in a number of defective piles / a total number of piles and 7.1%, 13.32%,19.02% and 26.36 for the number of defective piles / total number of pile =1/4,2/4,3/4 and 1 respectively for four group pile and decreases with an increase of number of pile duo to interaction effect. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=debris" title="debris">debris</a>, <a href="https://publications.waset.org/abstracts/search?q=Foundation" title=" Foundation"> Foundation</a>, <a href="https://publications.waset.org/abstracts/search?q=defective" title=" defective"> defective</a>, <a href="https://publications.waset.org/abstracts/search?q=interaction" title=" interaction"> interaction</a>, <a href="https://publications.waset.org/abstracts/search?q=board%20pile" title=" board pile"> board pile</a> </p> <a href="https://publications.waset.org/abstracts/159958/debris-effect-on-bearing-capacity-of-defective-piles-in-sand" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/159958.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">96</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">536</span> Solar Photovoltaic Foundation Design</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Daniel%20John%20Avutia">Daniel John Avutia</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Solar Photovoltaic (PV) development is reliant on the sunlight hours available in a particular region to generate electricity. A potential area is assessed through its inherent solar radiation intensity measured in watts per square meter. Solar energy development involves the feasibility, design, construction, operation and maintenance of the relevant infrastructure, but this paper will focus on the design and construction aspects. Africa and Australasia have the longest sunlight hours per day and the highest solar radiation per square meter, 7 sunlight hours/day and 5 kWh/day respectively. Solar PV support configurations consist of fixed-tilt support and tracker system structures, the differentiation being that the latter was introduced to improve the power generation efficiency of the former due to the sun tracking movement capabilities. The installation of Solar PV foundations involves rammed piles, drilling/grout piles and shallow raft reinforced concrete structures. This paper presents a case study of 2 solar PV projects in Africa and Australia, discussing the foundation design consideration and associated construction cost implications of the selected foundations systems. Solar PV foundations represent up to one fifth of the civil works costs in a project. Therefore, the selection of the most structurally sound and feasible foundation for the prevailing ground conditions is critical towards solar PV development. The design wind speed measured by anemometers govern the pile embedment depth for rammed and drill/grout foundation systems. The lateral pile deflection and vertical pull out resistance of piles increase proportionally with the embedment depth for uniform pile geometry and geology. The pile driving rate may also be used to anticipate the lateral resistance and skin friction restraining the pile. Rammed pile foundations are the most structurally suitable due to the pile skin friction and ease of installation in various geological conditions. The competitiveness of solar PV projects within the renewable energy mix is governed by lowering capital expenditure, improving power generation efficiency and power storage technological advances. The power generation reliability and efficiency are areas for further research within the renewable energy niche. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=design" title="design">design</a>, <a href="https://publications.waset.org/abstracts/search?q=foundations" title=" foundations"> foundations</a>, <a href="https://publications.waset.org/abstracts/search?q=piles" title=" piles"> piles</a>, <a href="https://publications.waset.org/abstracts/search?q=solar" title=" solar"> solar</a> </p> <a href="https://publications.waset.org/abstracts/78101/solar-photovoltaic-foundation-design" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/78101.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">191</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">535</span> Behavior of A Vertical Pile Under the Effect of an Inclined Load in Loose Sand</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Fathi%20Mohamed%20Abdrabbo">Fathi Mohamed Abdrabbo</a>, <a href="https://publications.waset.org/abstracts/search?q=Khaled%20Esayed%20Gaaver"> Khaled Esayed Gaaver</a>, <a href="https://publications.waset.org/abstracts/search?q=Musab%20Musa%20Eldooma"> Musab Musa Eldooma</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This paper presents an attempt made to investigate the behavior of a single vertical steel hollow pile embedded in sand subjected to compressive inclined load at various inclination angles α through FEM package MIDAS GTS/NX 2019. The effect of the inclination angle and slenderness ratio on the performance of the pile was investigated. Inclined load caring capacity and pile stiffness, as well as lateral deformation profiles along with the pile, were presented. The global, vertical, and horizontal load displacements of pile head, as well as the deformation profiles along the pile and the pile stiffness, are significantly affected by α. It was observed that the P-Y curves of the pile-soil system are independent of α. Also, the slenderness ratios are markedly affecting the behavior of the pile. In addition, there was a noticeable effect of the horizontal load component of the applied load on the vertical behavior of the pile, whereas there was no influence of the presence of vertical load on the horizontal behavior of the pile. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=deep%20foundation" title="deep foundation">deep foundation</a>, <a href="https://publications.waset.org/abstracts/search?q=piles" title=" piles"> piles</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=pile%20deformations" title=" pile deformations"> pile deformations</a> </p> <a href="https://publications.waset.org/abstracts/145277/behavior-of-a-vertical-pile-under-the-effect-of-an-inclined-load-in-loose-sand" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/145277.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">534</span> Analysis of Bridge-Pile Foundation System in Multi-layered Non-Linear Soil Strata Using Energy-Based Method</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Arvan%20Prakash%20Ankitha">Arvan Prakash Ankitha</a>, <a href="https://publications.waset.org/abstracts/search?q=Madasamy%20Arockiasamy"> Madasamy Arockiasamy</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The increasing demand for adopting pile foundations in bridgeshas pointed towardsthe need to constantly improve the existing analytical techniques for better understanding of the behavior of such foundation systems. This study presents a simplistic approach using the energy-based method to assess the displacement responses of piles subjected to general loading conditions: Axial Load, Lateral Load, and a Bending Moment. The governing differential equations and the boundary conditions for a bridge pile embedded in multi-layered soil strata subjected to the general loading conditions are obtained using the Hamilton’s principle employing variational principles and minimization of energies. The soil non-linearity has been incorporated through simple constitutive relationships that account for degradation of soil moduli with increasing strain values.A simple power law based on published literature is used where the soil is assumed to be nonlinear-elastic and perfectly plastic. A Tresca yield surface is assumed to develop the soil stiffness variation with different strain levels that defines the non-linearity of the soil strata. This numerical technique has been applied to a pile foundation in a two - layered soil strata for a pier supporting the bridge and solved using the software MATLAB R2019a. The analysis yields the bridge pile displacements at any depth along the length of the pile. The results of the analysis are in good agreement with the published field data and the three-dimensional finite element analysis results performed using the software ANSYS 2019R3. The methodology can be extended to study the response of the multi-strata soil supporting group piles underneath the bridge piers. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=pile%20foundations" title="pile foundations">pile foundations</a>, <a href="https://publications.waset.org/abstracts/search?q=deep%20foundations" title=" deep foundations"> deep foundations</a>, <a href="https://publications.waset.org/abstracts/search?q=multilayer%20soil%20strata" title=" multilayer soil strata"> multilayer soil strata</a>, <a href="https://publications.waset.org/abstracts/search?q=energy%20based%20method" title=" energy based method"> energy based method</a> </p> <a href="https://publications.waset.org/abstracts/147361/analysis-of-bridge-pile-foundation-system-in-multi-layered-non-linear-soil-strata-using-energy-based-method" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/147361.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">140</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">533</span> Effect of Twin Cavities on the Axially Loaded Pile in Clay</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> Presence of cavities in soil predictably induces ground deformation and changes in soil stress, which might influence adjacent existing pile foundations, though the effect of twin cavities on a nearby pile needs to be understood. This research is an attempt to identify the behaviour of piles subjected to axial load and embedded in cavitied clayey soil. A series of finite element modelling were conducted to investigate the performance of piled foundation located in such soils. The validity of the numerical simulation was evaluated by comparing it with available field test and alternative analytical model. The study involved many parameters such as twin cavities size, depth, spacing between cavities, and eccentricity of cavities from the pile axis on the pile performance subjected to axial load. The study involved many cases; in each case, a critical value has been found in which cavities’ presence has shown minimum impact on the behaviour of pile. Load-displacement relationships of the affecting parameters on the pile behaviour were presented to provide helpful information for designing piled foundation situated near twin underground cavities. It was concluded that the presence of the cavities within the soil mass reduces the ultimate capacity of pile. This reduction differs according to the size and location of the cavity. <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=clay" title=" clay"> clay</a>, <a href="https://publications.waset.org/abstracts/search?q=finite%20element" title=" finite element"> finite element</a>, <a href="https://publications.waset.org/abstracts/search?q=pile" title=" pile"> pile</a>, <a href="https://publications.waset.org/abstracts/search?q=twin%20cavities" title=" twin cavities"> twin cavities</a>, <a href="https://publications.waset.org/abstracts/search?q=ultimate%20capacity" title=" ultimate capacity"> ultimate capacity</a> </p> <a href="https://publications.waset.org/abstracts/62643/effect-of-twin-cavities-on-the-axially-loaded-pile-in-clay" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/62643.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">234</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">532</span> The Investigation of Fiber Reinforcement Self-Compacting Concrete and Fiber Reinforcement Concrete</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Orod%20Zarrin">Orod Zarrin</a>, <a href="https://publications.waset.org/abstracts/search?q=Mohesn%20Ramezan%20Shirazi"> Mohesn Ramezan Shirazi</a>, <a href="https://publications.waset.org/abstracts/search?q=Hassan%20Moniri"> Hassan Moniri</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The use of pile foundations technique is developed to support structures and buildings on soft soil. The most important dynamic load that can affect the pile structure is earthquake vibrations. From the 1960s the comprehensive investigation of pile foundations during earthquake excitation indicate that, piles are subject to damage by affecting the superstructure integrity and serviceability. The main part of these research has been focused on the behavior of liquefiable soil and lateral spreading load on piles. During an earthquake, two types of stresses can damage the pile head, inertial load that is caused by superstructure and deformation which caused by the surrounding soil. Soil deformation and inertial load are associated with the acceleration developed in an earthquake. The acceleration amplitude at the ground surface depends on the magnitude of earthquakes, soil properties and seismic source distance. According to the investigation, the damage is between the liquefiable and non-liquefiable layers and also soft and stiff layers. This damage crushes the pile head by increasing the inertial load which is applied by the superstructure. On the other hand, the cracks on the piles due to the surrounding soil are directly related to the soil profile and causes cracks from small to large. And researchers have been listed the large cracks reason such as liquefaction, lateral spreading and inertial load. In the field of designing, elastic response of piles are always a challenge for designer in liquefaction soil, by allowing deflection at top of piles. Moreover, absence of plastic hinges in piles should be insured, because the damage in the piles is not observed directly. In this study, the performance and behavior of pile foundations during liquefaction and lateral spreading are investigated. And emphasize on the soil behavior in the liquefiable and non-liquefiable layers by different aspect of piles damage such as ranking, location and degree of damage are going to discuss. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=self-compacting%20concrete" title="self-compacting concrete">self-compacting concrete</a>, <a href="https://publications.waset.org/abstracts/search?q=fiber" title=" fiber"> fiber</a>, <a href="https://publications.waset.org/abstracts/search?q=tensile%20strength" title=" tensile strength"> tensile strength</a>, <a href="https://publications.waset.org/abstracts/search?q=post-cracking" title=" post-cracking"> post-cracking</a>, <a href="https://publications.waset.org/abstracts/search?q=direct%20and%20inverse%20technique" title=" direct and inverse technique"> direct and inverse technique</a> </p> <a href="https://publications.waset.org/abstracts/46208/the-investigation-of-fiber-reinforcement-self-compacting-concrete-and-fiber-reinforcement-concrete" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/46208.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">239</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">531</span> Experimental Study on Shaft Grouting Bearing Capacity of Small Diameter Bored Piles</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Trung%20Le%20Thanh">Trung Le Thanh</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Bored piles are always the optimal solution for high-rise building foundations. They have many advantages, such as large diameter, large pile length and construction in all different geological conditions. However, due to construction characteristics, the load-bearing capacity of bored piles is not optimal because wall friction is reduced due to poor contact between the pile and the surrounding soil. Therefore, grouting technology along the pile body helps improve the load-bearing capacity of bored piles significantly through increasing the skin resistance of the pile and surrounding soil. The improvement of pile skin resistance depends on the parameters of grouting technology, especially grouting volume, mortar viscosity, mortar strength,... and different geological conditions. Studies show that the technology of grouting piles on sandy soil is more effective than on clay. This article presents an experimental model to determine the load-bearing capacity of bored piles with a diameter of 400 mm and a length of 3 m on sand with different slurry volume in Tan Uyen city, Binh Duong province. On that basis, analyze the correlation between the increase in load-bearing capacity of bored piles without and with shaft grouting pile. Research results show that the wall resistance of shaft grouted piles increases 2-3 times compared to piles without grouting, and the pile's load-bearing capacity increases significantly. The article's research provides scientific value for consulting work on the design of bored piles when grouted along the pile body. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=bored%20pile" title="bored pile">bored pile</a>, <a href="https://publications.waset.org/abstracts/search?q=shaft%20grouting" title=" shaft grouting"> shaft grouting</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=pile%20shaft%20resistance" title=" pile shaft resistance"> pile shaft resistance</a> </p> <a href="https://publications.waset.org/abstracts/173922/experimental-study-on-shaft-grouting-bearing-capacity-of-small-diameter-bored-piles" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/173922.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">65</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">530</span> Improvement of Bearing Capacity of Soft Clay Using Geo-Cells</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Siddhartha%20Paul">Siddhartha Paul</a>, <a href="https://publications.waset.org/abstracts/search?q=Aman%20Harlalka"> Aman Harlalka</a>, <a href="https://publications.waset.org/abstracts/search?q=Ashim%20K.%20Dey"> Ashim K. Dey</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Soft clayey soil possesses poor bearing capacity and high compressibility because of which foundations cannot be directly placed over soft clay. Normally pile foundations are constructed to carry the load through the soft soil up to the hard stratum below. Pile construction is costly and time consuming. In order to increase the properties of soft clay, many ground improvement techniques like stone column, preloading with and without sand drains/band drains, etc. are in vogue. Time is a constraint for successful application of these improvement techniques. Another way to improve the bearing capacity of soft clay and to reduce the settlement possibility is to apply geocells below the foundation. The geocells impart rigidity to the foundation soil, reduce the net load intensity on soil and thus reduce the compressibility. A well designed geocell reinforced soil may replace the pile foundation. The present paper deals with the applicability of geocells on improvement of the bearing capacity. It is observed that a properly designed geocell may increase the bearing capacity of soft clay up to two and a half times. <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=geo-cell" title=" geo-cell"> geo-cell</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=soft%20clay" title=" soft clay"> soft clay</a> </p> <a href="https://publications.waset.org/abstracts/51250/improvement-of-bearing-capacity-of-soft-clay-using-geo-cells" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/51250.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">322</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">529</span> Studying on Pile Seismic Operation with Numerical Method by Using FLAC 3D Software</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Hossein%20Motaghedi">Hossein Motaghedi</a>, <a href="https://publications.waset.org/abstracts/search?q=Kaveh%20Arkani"> Kaveh Arkani</a>, <a href="https://publications.waset.org/abstracts/search?q=Siavash%20Salamatpoor"> Siavash Salamatpoor</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Usually the piles are important tools for safety and economical design of high and heavy structures. For this aim the response of single pile under dynamic load is so effective. Also, the agents which have influence on single pile response are properties of pile geometrical, soil and subjected loads. In this study the finite difference numerical method and by using FLAC 3D software is used for evaluation of single pile behavior under peak ground acceleration (PGA) of El Centro earthquake record in California (1940). The results of this models compared by experimental results of other researchers and it will be seen that the results of this models are approximately coincide by experimental data's. For example the maximum moment and displacement in top of the pile is corresponding to the other experimental results of pervious researchers. Furthermore, in this paper is tried to evaluate the effective properties between soil and pile. The results is shown that by increasing the pile diagonal, the pile top displacement will be decreased. As well as, by increasing the length of pile, the top displacement will be increased. Also, by increasing the stiffness ratio of pile to soil, the produced moment in pile body will be increased and the taller piles have more interaction by soils and have high inertia. So, these results can help directly to optimization design of pile dimensions. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=pile%20seismic%20response" title="pile seismic response">pile seismic response</a>, <a href="https://publications.waset.org/abstracts/search?q=interaction%20between%20soil%20and%20pile" title=" interaction between soil and pile"> interaction between soil and pile</a>, <a href="https://publications.waset.org/abstracts/search?q=numerical%20analysis" title=" numerical analysis"> numerical analysis</a>, <a href="https://publications.waset.org/abstracts/search?q=FLAC%203D" title=" FLAC 3D "> FLAC 3D </a> </p> <a href="https://publications.waset.org/abstracts/16943/studying-on-pile-seismic-operation-with-numerical-method-by-using-flac-3d-software" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/16943.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">388</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">528</span> Cantilever Secant Pile Constructed in Sand: Capping Beam-Piles Bending Moments Interaction</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Khaled%20R.%20Khater">Khaled R. Khater</a> </p> <p class="card-text"><strong>Abstract:</strong></p> this paper is an extension to previously published two papers; all share the first part of their titles. The papers theme is soil-structure interaction in the ground of soil retaining structures. The secant pile wall is the concern, while the focus is its capping beam. The earlier papers suggested a technique to structurally analyze capping beam. It has been proved that; pile rigidity shares the capping beam rigidity to resist the wall deformations. The current paper explains how the beam-pile integration re-distributes the pile’s bending moment for the benefits of wall deformations. It is concluded that re-distribution of pile bending moment is completely different than the calculated by plain strain analysis, values, and distributions. The pile diameter, beam rigidity, pile spacing, and the 3D-analysis-effect individually or all together affect the pile bending moment. The Plaxis-2D and STAAD-Pro 3D are the used software’s. Throughout this study, three sand densities, various pile and beam rigidities, and three excavation depths, i.e., 3.0-m, 4.0-m and 5.0-m have been considered. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=bending%20moment" title="bending moment">bending moment</a>, <a href="https://publications.waset.org/abstracts/search?q=capping%20beam" title=" capping beam"> capping beam</a>, <a href="https://publications.waset.org/abstracts/search?q=numerical%20analysis" title=" numerical analysis"> numerical analysis</a>, <a href="https://publications.waset.org/abstracts/search?q=secant%20pile" title=" secant pile"> secant pile</a>, <a href="https://publications.waset.org/abstracts/search?q=sandy%20soil" title=" sandy soil"> sandy soil</a> </p> <a href="https://publications.waset.org/abstracts/134926/cantilever-secant-pile-constructed-in-sand-capping-beam-piles-bending-moments-interaction" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/134926.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">182</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">527</span> Evaluation of Soil Modulus Variation by IS 2911 and Broms Method</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Mandeep%20Kamboj">Mandeep Kamboj</a>, <a href="https://publications.waset.org/abstracts/search?q=Anand%20R.%20Katti"> Anand R. Katti</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The pile of 2.4 m diameter is subjected to lateral loads and moments. These lateral loads are caused due to wind/wave forces when used in foundations of various structures such as bridge piers and high rise towers exhibiting deflections with depth. The research scientist and developer has studied and developed various procedures to evaluate the coefficient of soil modulus variation (nh), using various methods. These are verified for slender piles in sand with various diameters up to 2.4 m. The subject explains about simplified approach of the theoretical values using IS procedure and Broms method and compared with actual field soil pressure/displacement distributions measured in mono-pile along its length and across the diameter. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=bridge%20pier" title="bridge pier">bridge pier</a>, <a href="https://publications.waset.org/abstracts/search?q=lateral%20loads" title=" lateral loads"> lateral loads</a>, <a href="https://publications.waset.org/abstracts/search?q=mono-pile" title=" mono-pile"> mono-pile</a>, <a href="https://publications.waset.org/abstracts/search?q=slender%20piles" title=" slender piles"> slender piles</a> </p> <a href="https://publications.waset.org/abstracts/81368/evaluation-of-soil-modulus-variation-by-is-2911-and-broms-method" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/81368.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">188</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=pile%20foundations&page=2">2</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=pile%20foundations&page=3">3</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=pile%20foundations&page=4">4</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=pile%20foundations&page=5">5</a></li> <li class="page-item"><a class="page-link" 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