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piles</title> <meta name="description" content="Search results for: friction piles"> <meta name="keywords" content="friction piles"> <meta name="viewport" content="width=device-width, initial-scale=1, minimum-scale=1, maximum-scale=1, user-scalable=no"> <meta charset="utf-8"> <link href="https://cdn.waset.org/favicon.ico" type="image/x-icon" rel="shortcut icon"> <link href="https://cdn.waset.org/static/plugins/bootstrap-4.2.1/css/bootstrap.min.css" rel="stylesheet"> <link href="https://cdn.waset.org/static/plugins/fontawesome/css/all.min.css" rel="stylesheet"> <link href="https://cdn.waset.org/static/css/site.css?v=150220211555" rel="stylesheet"> </head> <body> <header> <div class="container"> <nav class="navbar navbar-expand-lg navbar-light"> <a class="navbar-brand" href="https://waset.org"> <img src="https://cdn.waset.org/static/images/wasetc.png" alt="Open Science Research Excellence" title="Open Science Research Excellence" /> </a> <button class="d-block d-lg-none navbar-toggler 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id="custom-search-input"> <div class="input-group"> <i class="fas fa-search"></i> <input type="text" class="search-query" name="q" placeholder="Author, Title, Abstract, Keywords" value="friction piles"> <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> 901</div> </div> </div> </div> <h1 class="mt-3 mb-3 text-center" style="font-size:1.6rem;">Search results for: friction piles</h1> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">901</span> Effect of Bored Pile Diameter in Sand on Friction Resistance</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ashraf%20Mohammed%20M.%20Eid">Ashraf Mohammed M. Eid</a>, <a href="https://publications.waset.org/abstracts/search?q=Hossam%20El%20Badry"> Hossam El Badry</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The bored pile friction resistance may be affected by many factors such as the method of construction, pile length and diameter, the soil properties, as well as the depth below ground level. These factors can be represented analytically to study the influence of diameter on the unit skin friction. In this research, the Egyptian Code of soil mechanics is used to assess the skin friction capacity for either the ordinary pile diameter as well as for the large pile diameter. The later is presented in the code and through the work of some researchers based on the results of investigations adopted for a sufficient number of field tests. The comparative results of these researchers with respect to the Egyptian Code are used to check the adequacy of both methods. Based on the results of this study, the traditional static formula adopted for piles of diameter less than 60 cm may be continually used for larger piles by correlating the analyzed formulae. Accordingly, the corresponding modified angle of internal friction is concluded demonstrating a reduction of shear strength due to soil disturbance along the pile shaft. Based on this research the difference between driven piles and bored piles constructed in same soil can be assessed and a better understanding can be evaluated for the effect of different factors on pile skin friction capacity. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=large%20piles" title="large piles">large piles</a>, <a href="https://publications.waset.org/abstracts/search?q=static%20formula" title=" static formula"> static formula</a>, <a href="https://publications.waset.org/abstracts/search?q=friction%20piles" title=" friction piles"> friction piles</a>, <a href="https://publications.waset.org/abstracts/search?q=sandy%20soils" title=" sandy soils"> sandy soils</a> </p> <a href="https://publications.waset.org/abstracts/27820/effect-of-bored-pile-diameter-in-sand-on-friction-resistance" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/27820.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">500</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">900</span> Shaft Friction of Bored Pile Socketed in Weathered Limestone in Qatar</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Thanawat%20Chuleekiat">Thanawat Chuleekiat</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Socketing of bored piles in rock is always seen as a matter of debate on construction sites between consultants and contractors. The socketing depth normally depends on the type of rock, depth at which the rock is available below the pile cap and load carrying capacity of the pile. In this paper, the review of field load test data of drilled shaft socketed in weathered limestone conducted using conventional static pile load test and dynamic pile load test was made to evaluate a unit shaft friction for the bored piles socketed in weathered limestone (weak rock). The borehole drilling data were also reviewed in conjunction with the pile test result. In addition, the back-calculated unit shaft friction was reviewed against various empirical methods for bored piles socketed in weak rock. The paper concludes with an estimated ultimate unit shaft friction from the case study in Qatar for preliminary design. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=piled%20foundation" title="piled foundation">piled foundation</a>, <a href="https://publications.waset.org/abstracts/search?q=weathered%20limestone" title=" weathered limestone"> weathered limestone</a>, <a href="https://publications.waset.org/abstracts/search?q=shaft%20friction" title=" shaft friction"> shaft friction</a>, <a href="https://publications.waset.org/abstracts/search?q=rock%20socket" title=" rock socket"> rock socket</a>, <a href="https://publications.waset.org/abstracts/search?q=pile%20load%20test" title=" pile load test"> pile load test</a> </p> <a href="https://publications.waset.org/abstracts/92705/shaft-friction-of-bored-pile-socketed-in-weathered-limestone-in-qatar" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/92705.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">180</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">899</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">898</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">897</span> Load-Settlement Behaviour of Geogrid-Reinforced Sand Bed over Granular Piles</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Sateesh%20Kumar%20Pisini">Sateesh Kumar Pisini</a>, <a href="https://publications.waset.org/abstracts/search?q=Swetha%20Priya%20Darshini%20Thammadi"> Swetha Priya Darshini Thammadi</a>, <a href="https://publications.waset.org/abstracts/search?q=Sanjay%20Kumar%20Shukla"> Sanjay Kumar Shukla</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Granular piles are a popular ground improvement technique in soft cohesive soils as well as for loose non-cohesive soils. The present experimental study has been carried out on granular piles in loose (Relative density = 30%) and medium dense (Relative density = 60%) sands with geogrid reinforcement within the sand bed over the granular piles. A group of five piles were installed in the sand at different spacing, s = 2d, 3d and 4d, d being the diameter of the pile. The length (L = 0.4 m) and diameter (d = 50 mm) of the piles were kept constant for all the series of experiments. The load-settlement behavior of reinforced sand bed and granular piles system was studied by applying the load on a square footing. The results show that the effect of reinforcement increases the load bearing capacity of the piles. It is also found that an increase in spacing between piles decreases the settlement for both loose and medium dense soil. <p class="card-text"><strong>Keywords:</strong> <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=load-carrying%20capacity" title=" load-carrying capacity"> load-carrying capacity</a>, <a href="https://publications.waset.org/abstracts/search?q=settlement" title=" settlement"> settlement</a>, <a href="https://publications.waset.org/abstracts/search?q=geogrid%20reinforcement" title=" geogrid reinforcement"> geogrid reinforcement</a>, <a href="https://publications.waset.org/abstracts/search?q=sand" title=" sand"> sand</a> </p> <a href="https://publications.waset.org/abstracts/95179/load-settlement-behaviour-of-geogrid-reinforced-sand-bed-over-granular-piles" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/95179.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">391</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">896</span> An Analytical Approach to Calculate Thermo-Mechanical Stresses in Integral Abutment Bridge Piles</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Jafar%20Razmi">Jafar Razmi</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Integral abutment bridges are bridges that do not have joints. If these bridges are subject to large seasonal and daily temperature variations, the expansion and contraction of the bridge slab is transferred to the piles. Since the piles are deep into the soil, displacement induced by slab can cause bending and stresses in piles. These stresses cause fatigue and failure of piles. A complex mechanical interaction exists between the slab, pile, soil and abutment. This complex interaction needs to be understood in order to calculate the stresses in piles. This paper uses a mechanical approach in developing analytical equations for the complex structure to determine the stresses in piles. The solution to these analytical solutions is developed and compared with finite element analysis results and experimental data. Our comparison shows that using analytical approach can accurately predict the displacement in piles. This approach offers a simplified technique that can be utilized without the need for computationally extensive finite element model. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=integral%20abutment%20bridges" title="integral abutment bridges">integral abutment bridges</a>, <a href="https://publications.waset.org/abstracts/search?q=piles" title=" piles"> piles</a>, <a href="https://publications.waset.org/abstracts/search?q=thermo-mechanical%20stress" title=" thermo-mechanical stress"> thermo-mechanical stress</a>, <a href="https://publications.waset.org/abstracts/search?q=stress%20and%20strains" title=" stress and strains"> stress and strains</a> </p> <a href="https://publications.waset.org/abstracts/90312/an-analytical-approach-to-calculate-thermo-mechanical-stresses-in-integral-abutment-bridge-piles" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/90312.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">240</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">895</span> Pullout Capacity of Hybrid Anchor Piles</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=P.%20Hari%20Krishna">P. Hari Krishna</a>, <a href="https://publications.waset.org/abstracts/search?q=V.%20Ramana%20Murty"> V. Ramana Murty</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Different types of foundations are subjected to pullout or tensile loads depending on the soil in which they are embedded or due to the structural loads coming on them. In those circumstances, anchors were generally used to resist these loads. This paper presents the field pullout studies on hybrid anchor piles embedded in different types of soils. The pullout capacity and resistance of the hybrid granular anchor piles installed in the native expansive soil which is available in the campus are compared with similar hybrid concrete anchor piles which were installed in similar field conditions. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=expansive%20soil" title="expansive soil">expansive soil</a>, <a href="https://publications.waset.org/abstracts/search?q=hybrid%20concrete%20anchor%20piles" title=" hybrid concrete anchor piles"> hybrid concrete anchor piles</a>, <a href="https://publications.waset.org/abstracts/search?q=hybrid%20granular%20anchor%20piles" title=" hybrid granular anchor piles"> hybrid granular anchor piles</a>, <a href="https://publications.waset.org/abstracts/search?q=pullout%20tests" title=" pullout tests"> pullout tests</a> </p> <a href="https://publications.waset.org/abstracts/13185/pullout-capacity-of-hybrid-anchor-piles" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/13185.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">894</span> Wetting-Drying Cycles Effect on Piles Embedded in a Very High Expansive Soil</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Bushra%20Suhail">Bushra Suhail</a>, <a href="https://publications.waset.org/abstracts/search?q=Laith%20Kadim"> Laith Kadim</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The behavior of model piles embedded in a very high expansive soil was investigated, a specially manufactured saturation-drying tank was used to apply three cycles of wetting and drying to the expansive soil surrounding the model straight shaft and under reamed piles, the relative movement of the piles with respect to the soil surface was recorded with time, also the exerted uplift pressure of the piles due to soil swelling was recorded. The behavior of unloaded straight shaft and under reamed piles was investigated. Two design charts were presented for straight shaft and under reamed piles one for the required pile depth for zero upward movement due to soil swelling, the other for the required pile depth to exert zero uplift pressure when the soil swells. Under reamed piles showed a decrease in upward movement of 20% to 40%, and an uplift pressure decrease of 10% to 30%. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=expansive%20soil" title="expansive soil">expansive soil</a>, <a href="https://publications.waset.org/abstracts/search?q=piles" title=" piles"> piles</a>, <a href="https://publications.waset.org/abstracts/search?q=under%20reamed" title=" under reamed"> under reamed</a>, <a href="https://publications.waset.org/abstracts/search?q=structural%20and%20geotechnical%20engineering" title=" structural and geotechnical engineering"> structural and geotechnical engineering</a> </p> <a href="https://publications.waset.org/abstracts/3327/wetting-drying-cycles-effect-on-piles-embedded-in-a-very-high-expansive-soil" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/3327.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">321</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">893</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">892</span> An Experimental Study of the Influence of Particle Breakage on the Interface Friction Angle and Shear Strength of Carbonate Sands</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ruben%20Dario%20Tovar-Valencia">Ruben Dario Tovar-Valencia</a>, <a href="https://publications.waset.org/abstracts/search?q=Eshan%20Ganju"> Eshan Ganju</a>, <a href="https://publications.waset.org/abstracts/search?q=Fei%20Han"> Fei Han</a>, <a href="https://publications.waset.org/abstracts/search?q=Monica%20Prezzi"> Monica Prezzi</a>, <a href="https://publications.waset.org/abstracts/search?q=Rodrigo%20Salgado"> Rodrigo Salgado</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Particle breakage occurs even in strong silica sand particles. There is compelling evidence that suggests that particle breakage causes changes in several properties such as permeability, peak strength, dilatancy and critical state friction angle. Current pile design methods that are based on soil properties do not account for particle breakage that occurs during driving or jacking of displacement piles. This may lead to significant overestimation of pile capacity in sands dominated by particles susceptible to breakage, such as carbonate sands. The objective of this paper is to study the influence of shear displacement on particle breakage and friction angle of carbonate sands, and to furthermore quantify the change in friction angle observed with different levels of particle breakage. To study the phenomenon of particle breakage, multiple ring shear tests have been performed at different levels of vertical confinement on a thoroughly characterized carbonate sand to find i) the shear displacement necessary to reach stable friction angles and ii) the effect of particle breakage on the mobilized friction angle of the tested sand. The findings of this study can potentially be used to update the current pile design methods by developing a friction angle which is a function of shear displacement and breakage characteristics of the sand instead of being a constant value. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=breakage" title="breakage">breakage</a>, <a href="https://publications.waset.org/abstracts/search?q=carbonate%20sand" title=" carbonate sand"> carbonate sand</a>, <a href="https://publications.waset.org/abstracts/search?q=friction%20angle" title=" friction angle"> friction angle</a>, <a href="https://publications.waset.org/abstracts/search?q=pile%20design" title=" pile design"> pile design</a>, <a href="https://publications.waset.org/abstracts/search?q=ring%20shear%20test" title=" ring shear test"> ring shear test</a> </p> <a href="https://publications.waset.org/abstracts/73091/an-experimental-study-of-the-influence-of-particle-breakage-on-the-interface-friction-angle-and-shear-strength-of-carbonate-sands" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/73091.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">304</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">891</span> Effect of Elastic Modulus Anisotropy on Helical Piles Behavior 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> Helical piles are being used extensively in engineering applications all over the world. There are insufficient studies on the helical piles' behavior in anisotropic soils. In this paper, numerical modeling was adopted to investigate the effect of elastic modulus anisotropy on helical pile behavior resting on anisotropic sand by using a finite element limit analysis. The load-displacement behavior of helical piles under compression and tension loads is investigated in different relative densities of soils, and the effect of the ratio of horizontal elastic modulus with respect to vertical elastic modulus (EH/EV) is evaluated. The obtained results illustrate that in sandy soils, the anisotropic ratio of elastic modulus (EH/EV) has notable effect on bearing capacity of helical piles in different relative density. Therefore, it may be recommended that the effect of anisotropic condition of soil elastic modulus should be considered in helical piles behavior. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=helical%20piles" title="helical piles">helical piles</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%20modeling" title=" numerical modeling"> numerical modeling</a>, <a href="https://publications.waset.org/abstracts/search?q=soil%20anisotropy" title=" soil anisotropy"> soil anisotropy</a> </p> <a href="https://publications.waset.org/abstracts/126818/effect-of-elastic-modulus-anisotropy-on-helical-piles-behavior-in-sandy-soil" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/126818.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">163</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">890</span> Influence of Nonlinearity of Concrete and Reinforcement Using Micropiles on the Seismic Interaction of Soil-Piles-Bridge</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Mohanad%20Alfach">Mohanad Alfach</a>, <a href="https://publications.waset.org/abstracts/search?q=Amjad%20Al%20Helwani"> Amjad Al Helwani</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Post-seismic observations of recent devastating earthquakes have shown that the behavior of the soil-pile-structure shows strong nonlinearity of soil and concrete under intensive seismic loading. Many of pile ruptures recently observed after the strong earthquake due to structural reasons (development of plastic hinges in the piles). The most likely reason for this rupture is the exceeding of maximum bending moment supported by the pile at several points. An analysis of these problems is necessary to take into account the nonlinearity of concrete, the strategy of strengthening the damaged piles and the interaction of these piles with the proposed strengthening by using micropiles. This study aims to investigate the interaction aspects for soil-piles- micropiles-structure using a global approach with a three dimensional finite difference code Flac 3D (Fast lagrangian analysis of continua in 3 dimensions). <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=interaction" title="interaction">interaction</a>, <a href="https://publications.waset.org/abstracts/search?q=piles" title=" piles"> piles</a>, <a href="https://publications.waset.org/abstracts/search?q=micropiles" title=" micropiles"> micropiles</a>, <a href="https://publications.waset.org/abstracts/search?q=concrete" title=" concrete"> concrete</a>, <a href="https://publications.waset.org/abstracts/search?q=seismic" title=" seismic"> seismic</a>, <a href="https://publications.waset.org/abstracts/search?q=nonlinear" title=" nonlinear"> nonlinear</a>, <a href="https://publications.waset.org/abstracts/search?q=three-dimensional" title=" three-dimensional"> three-dimensional</a> </p> <a href="https://publications.waset.org/abstracts/47911/influence-of-nonlinearity-of-concrete-and-reinforcement-using-micropiles-on-the-seismic-interaction-of-soil-piles-bridge" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/47911.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">259</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">889</span> Effects of Ingredients Proportions on the Friction Performance of a Brake Pad Material</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Rukiye%20Ertan">Rukiye Ertan</a> </p> <p class="card-text"><strong>Abstract:</strong></p> In this study, a brake friction material composition was investigated experimentally related to the effects of the friction modifiers and abrasive proportions on the tribological properties. The investigation was based on a simple experimental formulation, consisting of seven friction materials with different proportions of abrasives (ZrSiO4 and Fe2O3) and friction modifiers (cashew dust). The friction materials were evaluated using a Chase friction tester. The tribological properties, such as the wear resistance and friction stability, depending on the test temperature and the number of braking were obtained related to the friction material ingredient proportions. The results showed that the tribological properties of the brake pad were greatly affected by the abrasive and then cashew dust proportion. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=brake%20pad" title="brake pad">brake pad</a>, <a href="https://publications.waset.org/abstracts/search?q=friction" title=" friction"> friction</a>, <a href="https://publications.waset.org/abstracts/search?q=wear" title=" wear"> wear</a>, <a href="https://publications.waset.org/abstracts/search?q=abrasives" title=" abrasives"> abrasives</a> </p> <a href="https://publications.waset.org/abstracts/12601/effects-of-ingredients-proportions-on-the-friction-performance-of-a-brake-pad-material" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/12601.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">440</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">888</span> Optimum Design of Piled-Raft Systems</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Alaa%20Chasib%20Ghaleb">Alaa Chasib Ghaleb</a>, <a href="https://publications.waset.org/abstracts/search?q=Muntadher%20M.%20Abbood"> Muntadher M. Abbood</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This paper presents a study of the problem of the optimum design of piled-raft foundation systems. The study has been carried out using a hypothetic problem and soil investigations of six sites locations in Basrah city to evaluate the adequacy of using the piled-raft foundation concept. Three dimensional finite element analysis method has been used, to perform the structural analysis. The problem is optimized using Hooke and Jeeves method with the total weight of the foundation as objective function and each of raft thickness, piles length, number of piles and piles diameter as design variables. It is found that the total and differential settlement decreases with increasing the raft thickness, the number of piles, the piles length, and the piles diameter. Finally parametric study for load values, load type and raft dimensions have been studied and the results have been discussed. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=Hooke%20and%20Jeeves" title="Hooke and Jeeves">Hooke and Jeeves</a>, <a href="https://publications.waset.org/abstracts/search?q=optimum%20design" title=" optimum design"> optimum design</a>, <a href="https://publications.waset.org/abstracts/search?q=piled-raft" title=" piled-raft"> piled-raft</a>, <a href="https://publications.waset.org/abstracts/search?q=foundations" title=" foundations"> foundations</a> </p> <a href="https://publications.waset.org/abstracts/39145/optimum-design-of-piled-raft-systems" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/39145.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">223</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">887</span> The Evaluation of the Safety Coefficient of Soil Slope Stability by Group Pile</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> One of the factors that affect the constructions adjacent to a slope is stability. There are various methods for the stability of the slopes, one of which is the use of concrete group piles. This study, using FLAC3D software, has tried to investigate the changes in safety coefficient because of the use of concrete group piles. In this research, furthermore, the optimal position of the piles has been investigated and the results show that the group pile does not affect the toe of the slope. In addition, the effect of the piles' burial depth on the slope has been studied. Results show that by increasing the piles burial depth on a slope, the level of stability and as a result the safety coefficient increases. In the investigation of reducing the distance between the piles and increasing the depth of underground water, it was observed that the obtained safety coefficient increased. Finally, the effect of the resistance of the lower stabilizing layer of the slope on stabilization was investigated by the pile group. The results showed that due to the behavior of the pile as a deep foundation, the stronger the soil layers are in the stable part of a stronger slope (in terms of resistance parameters), the more influential the piles are in enhancing the coefficient of safety. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=safety%20coefficient" title="safety coefficient">safety coefficient</a>, <a href="https://publications.waset.org/abstracts/search?q=group%20pile" title=" group pile"> group pile</a>, <a href="https://publications.waset.org/abstracts/search?q=slope" title=" slope"> slope</a>, <a href="https://publications.waset.org/abstracts/search?q=stability" title=" stability"> stability</a>, <a href="https://publications.waset.org/abstracts/search?q=FLAC3D%20software" title=" FLAC3D software"> FLAC3D software</a> </p> <a href="https://publications.waset.org/abstracts/155667/the-evaluation-of-the-safety-coefficient-of-soil-slope-stability-by-group-pile" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/155667.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">94</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">886</span> Behavior of Laterally Loaded Multi-Helix Helical Piles Under Vertical Loading in Cohesive and Cohesionless Soils</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Mona%20Fawzy%20Aldaghma">Mona Fawzy Aldaghma</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Helical piles are gaining popularity as a viable deep foundation alternative due to their quick installation and multipurpose use in compression and tension. These piles are commonly used as foundations for constructions such as solar panels, wind turbines and offshore platforms. These structures typically transfer various combinations of loads to their helical-pile foundations, including axial and lateral loads. Further research is needed to determine the effects of loading patterns that may act on helical piles as compounds of axial compression and lateral stresses. Multi helical piles are used to increase the efficiency of these piles. In this study, it investigate the behavior of laterally loaded helical piles with multiple helices when subjected to vertical loading conditions in both cohesive and cohesionless soils. Two models of intermediate shaft rigidity are studied with either two or three helices. Additionally, the vertical loading conditions were altered between successive and simultaneous loading. The cohesionless soil is sand with medium density and the cohesive soil is clay with medium cohesion. The study will carried out with numerical analysis using PLAXIS 3D and will be verified by an experimental tests. The numerical simulations reveal that helical piles exhibit different behavior in cohesive soil compared to cohesionless soil. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=helical%20piles" title="helical piles">helical piles</a>, <a href="https://publications.waset.org/abstracts/search?q=multi-helix" title=" multi-helix"> multi-helix</a>, <a href="https://publications.waset.org/abstracts/search?q=numerical%20modeling" title=" numerical modeling"> numerical modeling</a>, <a href="https://publications.waset.org/abstracts/search?q=PLAXIS%203D" title=" PLAXIS 3D"> PLAXIS 3D</a>, <a href="https://publications.waset.org/abstracts/search?q=cohesive%20soil" title=" cohesive soil"> cohesive soil</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=experimental" title=" experimental"> experimental</a> </p> <a href="https://publications.waset.org/abstracts/189283/behavior-of-laterally-loaded-multi-helix-helical-piles-under-vertical-loading-in-cohesive-and-cohesionless-soils" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/189283.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">36</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">885</span> Behavior of Helical Piles as Foundation of Photovoltaic Panels in Tropical Soils</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Andrea%20J.%20Alarc%C3%B3n">Andrea J. Alarcón</a>, <a href="https://publications.waset.org/abstracts/search?q=Maxime%20Daulat"> Maxime Daulat</a>, <a href="https://publications.waset.org/abstracts/search?q=Raydel%20Lorenzo"> Raydel Lorenzo</a>, <a href="https://publications.waset.org/abstracts/search?q=Renato%20P.%20Da%20Cunha"> Renato P. Da Cunha</a>, <a href="https://publications.waset.org/abstracts/search?q=Pierre%20Breul"> Pierre Breul</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Brazil has increased the use of renewable energy during the last years. Due to its sunshine and large surface area, photovoltaic panels founded in helical piles have been used to produce solar energy. Since Brazilian territory is mainly cover by highly porous structured tropical soils, when the helical piles are installed this structure is broken and its soil properties are modified. Considering the special characteristics of these soils, helical foundations behavior must be extensively studied. The first objective of this work is to determine the most suitable method to estimate the tensile capacity of helical piles in tropical soils. The second objective is to simulate the behavior of these piles in tropical soil. To obtain the rupture to assess load-displacement curves and the ultimate load, also a numerical modelling using Plaxis software was conducted. Lastly, the ultimate load and the load-displacements curves are compared with experimental values to validate the implemented model. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=finite%20element" title="finite element">finite element</a>, <a href="https://publications.waset.org/abstracts/search?q=helical%20piles" title=" helical piles"> helical piles</a>, <a href="https://publications.waset.org/abstracts/search?q=modelling" title=" modelling"> modelling</a>, <a href="https://publications.waset.org/abstracts/search?q=tropical%20soil" title=" tropical soil"> tropical soil</a>, <a href="https://publications.waset.org/abstracts/search?q=uplift%20capacity" title=" uplift capacity"> uplift capacity</a> </p> <a href="https://publications.waset.org/abstracts/123444/behavior-of-helical-piles-as-foundation-of-photovoltaic-panels-in-tropical-soils" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/123444.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">173</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">884</span> Settlement Analysis of Axially Loaded Bored Piles: A Case History</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=M.%20Mert">M. Mert</a>, <a href="https://publications.waset.org/abstracts/search?q=M.%20T.%20Ozkan"> M. T. Ozkan</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Pile load tests should be applied to check the bearing capacity calculations and to determine the settlement of the pile corresponding to test load. Strain gauges can be installed into pile in order to determine the shaft resistance of the piles for every soil layer respectively. Detailed results can be obtained by means of strain gauges placed at certain levels into test piles. In the scope of this study, pile load test data obtained from two different projects are examined.  Instrumented static pile load tests were applied on totally 7 test bored piles of different diameters (80 cm, 150 cm, and 200 cm) and different lengths (between 30-76 m) in two different project site. Settlement analysis of test piles is done by using some of load transfer methods and finite element method. Plaxis 3D which is a three-dimensional finite element program is also used for settlement analysis of the test piles. In this study, firstly bearing capacity of test piles are determined and compared with strain gauge data which is required for settlement analysis. Then, settlement values of the test piles are estimated by using load transfer methods developed in recent years and finite element method. The aim of this study is to show similarities and differences between the results obtained from settlement analysis methods and instrumented pile load tests. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=failure" title="failure">failure</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=monitoring%20and%20instrumentation" title=" monitoring and instrumentation"> monitoring and instrumentation</a>, <a href="https://publications.waset.org/abstracts/search?q=pile" title=" pile"> pile</a>, <a href="https://publications.waset.org/abstracts/search?q=settlement" title=" settlement"> settlement</a> </p> <a href="https://publications.waset.org/abstracts/103165/settlement-analysis-of-axially-loaded-bored-piles-a-case-history" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/103165.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">883</span> Experimental Study on Weak Cohesion Less Soil Using Granular Piles with Geogrid Reinforcement</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Sateesh%20Kumar%20Pisini">Sateesh Kumar Pisini</a>, <a href="https://publications.waset.org/abstracts/search?q=Swetha%20Priya%20Pisini"> Swetha Priya Pisini</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Granular piles are becoming popular as a technique of deep ground improvement not only in soft cohesive soils but also in loose cohesionless deposits. The present experimental study has been carried out on granular piles in sand (loose sand and medium dense sand i.e. relative density at 15% and 30%) with geogrid reinforcement. In this experimental study, a group of five piles installed in sand (at different spacing i.e s = 2d, 3d and 4d) the length and diameter of the pile (L = 0.4 m and d= 50 mm) kept as same for all series of experiments. Geogrid reinforcement is provided on granular piles with a limited number of laboratory tests. It has been conducted in laboratory to study the behavior of a granular pile with reinforced geogrid layers supporting a square footing at different s/d ratios. The influence of geogrid layers providing on granular piles investigated through model tests. In this paper the experimental study carried out results in significant increase in load carrying capacity and decrease in settlement reduction of the weak cohesionless soil. Also, the behavior of load carrying capacity and settlement with changing the s/d ratio has been carried out through a parametric study. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=granular%20piles" title="granular piles">granular 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=geogrid%20reinforcement" title=" geogrid reinforcement"> geogrid reinforcement</a>, <a href="https://publications.waset.org/abstracts/search?q=load%20carrying%20capacity" title=" load carrying capacity "> load carrying capacity </a> </p> <a href="https://publications.waset.org/abstracts/51022/experimental-study-on-weak-cohesion-less-soil-using-granular-piles-with-geogrid-reinforcement" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/51022.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">260</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">882</span> Effect of Rotation Speed on Microstructure and Microhardness of AA7039 Rods Joined by Friction Welding</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=H.%20Karakoc">H. Karakoc</a>, <a href="https://publications.waset.org/abstracts/search?q=A.%20Uzun"> A. Uzun</a>, <a href="https://publications.waset.org/abstracts/search?q=G.%20K%C4%B1rm%C4%B1z%C4%B1"> G. Kırmızı</a>, <a href="https://publications.waset.org/abstracts/search?q=H.%20%C3%87inici"> H. Çinici</a>, <a href="https://publications.waset.org/abstracts/search?q=R.%20%C3%87itak"> R. Çitak</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The main objective of this investigation was to apply friction welding for joining of AA7039 rods produced by powder metallurgy. Friction welding joints were carried out using a rotational friction welding machine. Friction welds were obtained under different rotational speeds between (2700 and 2900 rpm). The friction pressure of 10 MPa and friction time of 30 s was kept constant. The cross sections of joints were observed by optical microscopy. The microstructures were analyzed using scanning electron microscope/energy dispersive X-ray spectroscopy. The Vickers micro hardness measurement of the interface was evaluated using a micro hardness testing machine. Finally the results obtained were compared and discussed. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=Aluminum%20alloy" title="Aluminum alloy">Aluminum alloy</a>, <a href="https://publications.waset.org/abstracts/search?q=powder%20metallurgy" title=" powder metallurgy"> powder metallurgy</a>, <a href="https://publications.waset.org/abstracts/search?q=friction%20welding" title=" friction welding"> friction welding</a>, <a href="https://publications.waset.org/abstracts/search?q=microstructure" title=" microstructure"> microstructure</a> </p> <a href="https://publications.waset.org/abstracts/30362/effect-of-rotation-speed-on-microstructure-and-microhardness-of-aa7039-rods-joined-by-friction-welding" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/30362.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">881</span> Friction Estimation and Compensation for Steering Angle Control for Highly Automated Driving</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Marcus%20Walter">Marcus Walter</a>, <a href="https://publications.waset.org/abstracts/search?q=Norbert%20Nitzsche"> Norbert Nitzsche</a>, <a href="https://publications.waset.org/abstracts/search?q=Dirk%20Odenthal"> Dirk Odenthal</a>, <a href="https://publications.waset.org/abstracts/search?q=Steffen%20M%C3%BCller"> Steffen Müller</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This contribution presents a friction estimator for industrial purposes which identifies Coulomb friction in a steering system. The estimator only needs a few, usually known, steering system parameters. Friction occurs on almost every mechanical system and has a negative influence on high-precision position control. This is demonstrated on a steering angle controller for highly automated driving. In this steering system the friction induces limit cycles which cause oscillating vehicle movement when the vehicle follows a given reference trajectory. When compensating the friction with the introduced estimator, limit cycles can be suppressed. This is demonstrated by measurements in a series vehicle. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=friction%20estimation" title="friction estimation">friction estimation</a>, <a href="https://publications.waset.org/abstracts/search?q=friction%20compensation" title=" friction compensation"> friction compensation</a>, <a href="https://publications.waset.org/abstracts/search?q=steering%20system" title=" steering system"> steering system</a>, <a href="https://publications.waset.org/abstracts/search?q=lateral%20vehicle%20guidance" title=" lateral vehicle guidance"> lateral vehicle guidance</a> </p> <a href="https://publications.waset.org/abstracts/27641/friction-estimation-and-compensation-for-steering-angle-control-for-highly-automated-driving" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/27641.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">515</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">880</span> Friction Calculation and Simulation of Column Electric Power Steering System</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Seyed%20Hamid%20Mirmohammad%20Sadeghi">Seyed Hamid Mirmohammad Sadeghi</a>, <a href="https://publications.waset.org/abstracts/search?q=Raffaella%20Sesana"> Raffaella Sesana</a>, <a href="https://publications.waset.org/abstracts/search?q=Daniela%20Maffiodo"> Daniela Maffiodo</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This study presents a procedure for friction calculation of column electric power steering (C-EPS) system which affects handling and comfort in driving. The friction losses estimation is obtained from experimental tests and mathematical calculation. Parts in C-EPS mainly involved in friction losses are bearings and worm gear. In the theoretical approach, the gear geometry and Hertz law were employed to measure the normal load and the sliding velocity and contact areas from the worm gears driving conditions. The viscous friction generated in the worm gear was obtained with a theoretical approach and the result was applied to model the friction in the steering system. Finally, by viscous friction coefficient and Coulomb friction coefficient, values of friction in worm gear were calculated. According to the Bearing Company and the characteristics of each bearing, the friction torques due to load and due to speed were calculated. A MATLAB Simulink model for calculating the friction in bearings and worm gear in C-EPS were done and the total friction value was estimated. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=friction" title="friction">friction</a>, <a href="https://publications.waset.org/abstracts/search?q=worm%20gear" title=" worm gear"> worm gear</a>, <a href="https://publications.waset.org/abstracts/search?q=column%20electric%20power%20steering%20system" title=" column electric power steering system"> column electric power steering system</a>, <a href="https://publications.waset.org/abstracts/search?q=simulink" title=" simulink"> simulink</a>, <a href="https://publications.waset.org/abstracts/search?q=bearing" title=" bearing"> bearing</a>, <a href="https://publications.waset.org/abstracts/search?q=EPS" title=" EPS"> EPS</a> </p> <a href="https://publications.waset.org/abstracts/58098/friction-calculation-and-simulation-of-column-electric-power-steering-system" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/58098.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">358</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">879</span> Identification of Dynamic Friction Model for High-Precision Motion Control</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Martin%20Goubej">Martin Goubej</a>, <a href="https://publications.waset.org/abstracts/search?q=Tomas%20Popule"> Tomas Popule</a>, <a href="https://publications.waset.org/abstracts/search?q=Alois%20Krejci"> Alois Krejci</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This paper deals with experimental identification of mechanical systems with nonlinear friction characteristics. Dynamic LuGre friction model is adopted and a systematic approach to parameter identification of both linear and nonlinear subsystems is given. The identification procedure consists of three subsequent experiments which deal with the individual parts of plant dynamics. The proposed method is experimentally verified on an industrial-grade robotic manipulator. Model fidelity is compared with the results achieved with a static friction model. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=mechanical%20friction" title="mechanical friction">mechanical friction</a>, <a href="https://publications.waset.org/abstracts/search?q=LuGre%20model" title=" LuGre model"> LuGre model</a>, <a href="https://publications.waset.org/abstracts/search?q=friction%20identification" title=" friction identification"> friction identification</a>, <a href="https://publications.waset.org/abstracts/search?q=motion%20control" title=" motion control"> motion control</a> </p> <a href="https://publications.waset.org/abstracts/51897/identification-of-dynamic-friction-model-for-high-precision-motion-control" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/51897.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">413</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">878</span> Effect of Installation Method on the Ratio of Tensile to Compressive Shaft Capacity of Piles in Dense Sand</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=A.%20C.%20Galvis-Castro">A. C. Galvis-Castro</a>, <a href="https://publications.waset.org/abstracts/search?q=R.%20D.%20Tovar"> R. D. Tovar</a>, <a href="https://publications.waset.org/abstracts/search?q=R.%20Salgado"> R. Salgado</a>, <a href="https://publications.waset.org/abstracts/search?q=M.%20Prezzi"> M. Prezzi </a> </p> <p class="card-text"><strong>Abstract:</strong></p> It is generally accepted that the shaft capacity of piles in the sand is lower for tensile loading that for compressive loading. So far, very little attention has been paid to the role of the influence of the installation method on the tensile to compressive shaft capacity ratio. The objective of this paper is to analyze the effect of installation method on the tensile to compressive shaft capacity of piles in dense sand as observed in tests on half-circular model pile tests in a half-circular calibration chamber with digital image correlation (DIC) capability. Model piles are either monotonically jacked, jacked with multiple strokes or pre-installed into the dense sand samples. Digital images of the model pile and sand are taken during both the installation and loading stages of each test and processed using the DIC technique to obtain the soil displacement and strain fields. The study provides key insights into the mobilization of shaft resistance in tensile and compressive loading for both displacement and non-displacement piles. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=digital%20image%20correlation" title="digital image correlation">digital image correlation</a>, <a href="https://publications.waset.org/abstracts/search?q=piles" title=" piles"> piles</a>, <a href="https://publications.waset.org/abstracts/search?q=sand" title=" sand"> sand</a>, <a href="https://publications.waset.org/abstracts/search?q=shaft%20resistance" title=" shaft resistance"> shaft resistance</a> </p> <a href="https://publications.waset.org/abstracts/73964/effect-of-installation-method-on-the-ratio-of-tensile-to-compressive-shaft-capacity-of-piles-in-dense-sand" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/73964.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">272</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">877</span> Determination of the Friction Coefficient of AL5754 Alloy by Ring Compression Test: Experimental and Numerical Survey</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=P.%20M.%20Keshtiban">P. M. Keshtiban</a>, <a href="https://publications.waset.org/abstracts/search?q=M.%20Zadshakoyan"> M. Zadshakoyan</a> </p> <p class="card-text"><strong>Abstract:</strong></p> One of the important factors that alter different process and geometrical parameters on metal forming processes is friction between contacting surfaces. Some important factors that effected directly by friction are: stress, strain, required load, wear of surfaces and then geometrical parameters. In order to control friction effects permanent lubrication is necessary. In this article, the friction coefficient is elicited by the most effective method, ring compression tests. The tests were done by both finite element method and practical tests. Different friction curves that extracted by finite element simulations and has good conformity with published results, used for obtaining final friction coefficient. In this study Mos2 is used as the lubricant and Al5754 alloy used as the specimens material. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=experiment" title="experiment">experiment</a>, <a href="https://publications.waset.org/abstracts/search?q=FEM" title=" FEM"> FEM</a>, <a href="https://publications.waset.org/abstracts/search?q=friction%20coefficient" title=" friction coefficient"> friction coefficient</a>, <a href="https://publications.waset.org/abstracts/search?q=ring%20compression" title=" ring compression"> ring compression</a> </p> <a href="https://publications.waset.org/abstracts/37586/determination-of-the-friction-coefficient-of-al5754-alloy-by-ring-compression-test-experimental-and-numerical-survey" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/37586.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">461</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">876</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">875</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">874</span> Shoring System Selection for Deep Excavation</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Faouzi%20Ahtchi-Ali">Faouzi Ahtchi-Ali</a>, <a href="https://publications.waset.org/abstracts/search?q=Marcus%20Vitiello"> Marcus Vitiello</a> </p> <p class="card-text"><strong>Abstract:</strong></p> A study was conducted in the east region of the Middle East to assess the constructability of a shoring system for a 12-meter deep excavation. Several shoring systems were considered in this study including secant concrete piling, contiguous concrete piling, and sheet-piling. The excavation was carried out in a very dense sand with the groundwater level located at 3 meters below ground surface. The study included conducting a pilot test for each shoring system listed above. The secant concrete piling included overlapping concrete piles to a depth of 16 meters. Drilling method with full steel casing was utilized to install the concrete piles. The verticality of the piles was a concern for the overlap. The contiguous concrete piling required the installation of micro-piles to seal the gap between the concrete piles. This method revealed that the gap between the piles was not fully sealed as observed by the groundwater penetration to the excavation. The sheet-piling method required pre-drilling due to the high blow count of the penetrated layer of saturated sand. This study concluded that the sheet-piling method with pre-drilling was the most cost effective and recommended a method for the shoring system. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=excavation" title="excavation">excavation</a>, <a href="https://publications.waset.org/abstracts/search?q=shoring%20system" title=" shoring system"> shoring system</a>, <a href="https://publications.waset.org/abstracts/search?q=middle%20east" title=" middle east"> middle east</a>, <a href="https://publications.waset.org/abstracts/search?q=Drilling%20method" title=" Drilling method"> Drilling method</a> </p> <a href="https://publications.waset.org/abstracts/21043/shoring-system-selection-for-deep-excavation" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/21043.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">468</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">873</span> The Effects of Time and Cyclic Loading to the Axial Capacity for Offshore Pile in Shallow Gas</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Christian%20H.%20Girsang">Christian H. Girsang</a>, <a href="https://publications.waset.org/abstracts/search?q=M.%20Razi%20B.%20Mansoor"> M. Razi B. Mansoor</a>, <a href="https://publications.waset.org/abstracts/search?q=Noorizal%20N.%20Huang"> Noorizal N. Huang</a> </p> <p class="card-text"><strong>Abstract:</strong></p> An offshore platform was installed in 1977 at about 260km offshore West Malaysia at the water depth of 73.6m. Twelve (12) piles were installed with four (4) are skirt piles. The piles have 1.219m outside diameter and wall thickness of 31mm and were driven to 109m below seabed. Deterministic analyses of the pile capacity under axial loading were conducted using the current API (American Petroleum Institute) method and the four (4) CPT-based methods: the ICP (Imperial College Pile)-method, the NGI (Norwegian Geotechnical Institute)-Method, the UWA (University of Western Australia)-method and the Fugro-method. A statistical analysis of the model uncertainty associated with each pile capacity method was performed. There were two (2) piles analysed: Pile 1 and piles other than Pile 1, where Pile 1 is the pile that was most affected by shallow gas problems. Using the mean estimate of soil properties, the five (5) methods used for deterministic estimation of axial pile capacity in compression predict an axial capacity from 28 to 42MN for Pile 1 and 32 to 49MN for piles other than Pile 1. These values refer to the static capacity shortly after pile installation. They do not include the effects of cyclic loading during the design storm or time after installation on the axial pile capacity. On average, the axial pile capacity is expected to have increased by about 40% because of ageing since the installation of the platform in 1977. On the other hand, the cyclic loading effects during the design storm may reduce the axial capacity of the piles by around 25%. The study concluded that all piles have sufficient safety factor when the pile aging and cyclic loading effect are considered, as all safety factors are above 2.0 for maximum operating and storm loads. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=axial%20capacity" title="axial capacity">axial capacity</a>, <a href="https://publications.waset.org/abstracts/search?q=cyclic%20loading" title=" cyclic loading"> cyclic loading</a>, <a href="https://publications.waset.org/abstracts/search?q=pile%20ageing" title=" pile ageing"> pile ageing</a>, <a href="https://publications.waset.org/abstracts/search?q=shallow%20gas" title=" shallow gas"> shallow gas</a> </p> <a href="https://publications.waset.org/abstracts/76988/the-effects-of-time-and-cyclic-loading-to-the-axial-capacity-for-offshore-pile-in-shallow-gas" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/76988.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">345</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">872</span> Geotechnical Investigation of Soil Foundation for Ramps of Dawar El-Tawheed Bridge in Jizan City, Kingdom of Saudi Arabia</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ali%20H.%20Mahfouz">Ali H. Mahfouz</a>, <a href="https://publications.waset.org/abstracts/search?q=Hossam%20E.%20M.%20Sallam"> Hossam E. M. Sallam</a>, <a href="https://publications.waset.org/abstracts/search?q=Abdulwali%20Wazir"> Abdulwali Wazir</a>, <a href="https://publications.waset.org/abstracts/search?q=Hamod%20H.%20Kharezi"> Hamod H. Kharezi</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The soil profile at site of the bridge project includes soft fine grained soil layer located between 5.0 m to 11.0 m in depth, it has high water content, low SPT no., and low bearing capacity. The clay layer induces high settlement due to surcharge application of earth embankment at ramp T1, ramp T2, and ramp T3 especially at heights from 9m right 3m. Calculated settlement for embankment heights less than 3m may be accepted regarding Saudi Code for soil and foundation. The soil and groundwater at the project site comprise high contents of sulfates and chlorides of high aggressively on concrete and steel bars, respectively. Regarding results of the study, it has been recommended to use stone column piles or new technology named PCC piles as soil improvement to improve the bearing capacity of the weak layer. The new technology is cast in-situ thin wall concrete pipe piles (PCC piles), it has economically advantageous and high workability. The technology can save time of implementation and cost of application is almost 30% of other types of piles. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=soft%20foundation%20soil" title="soft foundation soil">soft foundation soil</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=bridge%20ramps" title=" bridge ramps"> bridge ramps</a>, <a href="https://publications.waset.org/abstracts/search?q=soil%20improvement" title=" soil improvement"> soil improvement</a>, <a href="https://publications.waset.org/abstracts/search?q=geogrid" title=" geogrid"> geogrid</a>, <a href="https://publications.waset.org/abstracts/search?q=PCC%20piles" title=" PCC piles"> PCC piles</a> </p> <a href="https://publications.waset.org/abstracts/43863/geotechnical-investigation-of-soil-foundation-for-ramps-of-dawar-el-tawheed-bridge-in-jizan-city-kingdom-of-saudi-arabia" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/43863.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">399</span> </span> </div> </div> <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=friction%20piles&page=2">2</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=friction%20piles&page=3">3</a></li> <li class="page-item"><a class="page-link" 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