Relevant bibliographies by topics / Fully mobilised pile

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  1. Journal articles
  2. Dissertations / Theses
  3. Conference papers

Academic literature on the topic 'Fully mobilised pile'

Author: Grafiati
Published: 4 June 2021
Last updated: 1 February 2022

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Journal articles on the topic "Fully mobilised pile"

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Sharma, V. J., S. A. Vasanvala, and C. H. Solanki. "Behaviour of Load-Bearing Components of a Cushioned Composite Piled Raft Foundation Under Axial Loading." Slovak Journal of Civil Engineering 22, no. 4 (2014): 25–34. http://dx.doi.org/10.2478/sjce-2014-0020.

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Abstract In the last decade piled raft foundations have been widely used around the world as intermediate foundation systems between piles and rafts to control the settlement of foundations. However, when those piles are structurally connected to rafts, relatively high axial stresses develop in relatively small numbers of piles, which are often designed to fully mobilize their geotechnical capacities. To avoid a concentration of stress at the head of piles in a traditional piled raft foundation, the raft is disconnected from the piles, and a cushion is introduced between them. Also, to tackle
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Xia, Li Nong, Hai Tao Hu, Yun Dong Miao, and Chang Bin Liao. "3D Finite Element Analysis of Negative Skin Friction (NSF) Behaviors in Pile Groups with Cap." Applied Mechanics and Materials 405-408 (September 2013): 390–95. http://dx.doi.org/10.4028/www.scientific.net/amm.405-408.390.

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The pile-soil interactions are constrained by the pile cap in pile groups with cap, while mutually independent in pile groups without cap. The mechanism of changing of NSF in pile groups with cap are analyzed briefly. The NSF behaviors of pile groups with cap under the condition of groundwater level lowering are analyzed by three-dimensional finite element method. The analysis shows that the NSF of pile groups with cap is generally similar to that of a single pile: as the working loads on cap increasing, the neutral point moves up, additional settlement increases and the downdrag decreases, th
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Fellenius, Bengt H., Dean E. Harris, and Donald G. Anderson. "Static loading test on a 45 m long pipe pile in Sandpoint, Idaho." Canadian Geotechnical Journal 41, no. 4 (2004): 613–28. http://dx.doi.org/10.1139/t04-012.

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Design of piled foundations for bridge structures for the realignment of US95 in Sandpoint, Idaho, required a predesign static loading test on an instrumented, 406 mm diameter, closed-toe pipe pile driven to 45 m depth in soft, compressible soil. The soil conditions at the site consist of a 9 m thick sand layer on normally consolidated, compressible, postglacial alluvial deposits to depths estimated to exceed 200 m. Field explorations included soil borings and CPTu soundings advanced to a depth of 80 m. The clay at the site is brittle and strain-softening, requiring special attention and consi
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Elkasabgy, Mohamed, and M. Hesham El Naggar. "Axial compressive response of large-capacity helical and driven steel piles in cohesive soil." Canadian Geotechnical Journal 52, no. 2 (2015): 224–43. http://dx.doi.org/10.1139/cgj-2012-0331.

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The axial compression performance of large-capacity helical piles is of significant interest because they can offer an efficient alternative to conventional piling systems in many applications such as in oil processing facilities, transmission towers, and industrial buildings. This paper presents the results of seven full-scale axial compression load tests conducted on 6.0 and 9.0 m large-capacity helical piles and a 6.0 m driven steel pile. The results are considered essential to qualify and quantify the performance characteristics of large-capacity helical piles in cohesive soils. The test p
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Rollins, Kyle M., Andrew E. Sparks, and Kris T. Peterson. "Lateral Load Capacity and Passive Resistance of Full-Scale Pile Group and Cap." Transportation Research Record: Journal of the Transportation Research Board 1736, no. 1 (2000): 24–32. http://dx.doi.org/10.3141/1736-04.

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Static and dynamic (statnamic) lateral load tests were performed on a full-scale 3 × 3 pile group driven in saturated low-plasticity silts and clays. The 324-mm outside diameter steel pipe piles were attached to a reinforced concrete pile cap (2.74 m square in plan and 1.21 m high), which created an essentially fixed-head end constraint. A gravel backfill was compacted in place on the back side of the cap. Lateral resistance was therefore provided by pile-soil-pile interaction as well as by base friction and passive pressure on the cap. In this case, passive resistance contributed about 40 per
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Ko, Junyoung, and Sangseom Jeong. "Plugging effect of open-ended piles in sandy soil." Canadian Geotechnical Journal 52, no. 5 (2015): 535–47. http://dx.doi.org/10.1139/cgj-2014-0041.

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This paper presents an experimental study of the plugging effect on the capacity of open-ended piles installed in sandy soil. Full-scale tests, including dynamic and static axial compression load tests, were carried out on three instrumented piles with different diameters (508.0, 711.2, and 914.4 mm). To measure the outer and inner shaft resistances acting on the piles, a double-walled system was utilized, with instrumented strain gauges on the outside and inside walls of the pile. The results of field tests show that the inner shaft resistance was mostly mobilized at the location between the
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Zhang, Zhong Miao, and Qian Qing Zhang. "Field Test on Composite Foundation Incorporating Flexible and Rigid Piles." Advanced Materials Research 168-170 (December 2010): 1140–44. http://dx.doi.org/10.4028/www.scientific.net/amr.168-170.1140.

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This paper presents three static load tests of composite foundation incorporating flexible piles, rigid piles and different cushion materials to clarify the load-displacement behavior of composite foundation. The results of static load tests indicate that the cushion made of stone and sand is not suitable because of a large pile penetration. As far as the influence of cushion material is concerned, the cushion made of sand, gravel and rubble with the maximum particle size of less than 20 mm and grouted with cement slurry can be used to fully mobilize the bearing capacity of each part of compos
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Lehane, Barry M., and David J. White. "Lateral stress changes and shaft friction for model displacement piles in sand." Canadian Geotechnical Journal 42, no. 4 (2005): 1039–52. http://dx.doi.org/10.1139/t05-023.

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The paper describes a series of tests performed in a drum centrifuge on instrumented model displacement piles in normally consolidated sand. These tests examined the influence of the pile installation method, the stress level, and the pile aspect ratio on the increase in lateral effective stress on the pile shaft during static load testing to failure. A parallel series of constant normal load and constant normal stiffness (CNS) laboratory interface shear experiments was performed to assist interpretation of the centrifuge tests. It is shown that although the cycling associated with pile instal
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Abu-Farsakh, Murad, Ahmad Souri, George Voyiadjis, and Firouz Rosti. "Comparison of static lateral behavior of three pile group configurations using three-dimensional finite element modeling." Canadian Geotechnical Journal 55, no. 1 (2018): 107–18. http://dx.doi.org/10.1139/cgj-2017-0077.

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The lateral resistance of three pile group configurations was investigated using three dimensional (3-D) finite element modeling. The three pile groups considered in the study were a vertical pile group, a battered pile group, and a mix of vertical and battered piles in a group. The study was motivated by the full-scale static load test that was conducted on the M19 pier foundation in the I-10 twin span bridge in Louisiana. The static lateral resistance of the M19 battered pile group was investigated previously using a 3-D finite element simulation and verified with the aid of experimental res
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Hao, Dong Xue, Jin Zhong Zhang, and Rong Chen. "The Influence of Geometry of Pedestal Piles in Silt on Uplift Behavior." Applied Mechanics and Materials 680 (October 2014): 426–29. http://dx.doi.org/10.4028/www.scientific.net/amm.680.426.

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The uplift behavior of rigid pedestal pile is affected by the geometry, which is not totally same with plate anchor. A series of uplift tests of relatively large scale pile models with various dimensions in silt soil have been conducted to investigate the influence of angles of enlarged base, ratio of base and shaft diameters and embedment ratios. The whole trend is that uplift capacity will decrease with the increase of angle of enlarged base. The maximum difference of ultimate uplift load for various angles of enlarged base is within 20%. Soil surrounding pile base can be mobilized when rati
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Dissertations / Theses on the topic "Fully mobilised pile"

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Ayfan, Emad. "Design method for axially loaded piled raft foundation with fully mobilised friction piles." Doctoral thesis, Universite Libre de Bruxelles, 2012. http://hdl.handle.net/2013/ULB-DIPOT:oai:dipot.ulb.ac.be:2013/209604.

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In the present work, a settlement-based method is proposed to design piled raft foundation. The proposed design method is found to be very efficient, economical and requires less calculation time. Simple software can be used to execute all the interactions and loop calculations.<p>Unlike methods with numerical techniques, there are practically no limitations for the number of individual piles under the raft, size of the group and the group shape or layout. It can also be applied to piles with different length or piles that are located within multi-layered soils.<p>The raft is designed first ac
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Conference papers on the topic "Fully mobilised pile"

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Weerasekara, Lalinda, and Dharma Wijewickreme. "Soil Loads on Polyethylene Natural Gas Pipelines Subjected to Relative Axial Ground Displacements." In ASME 2007 26th International Conference on Offshore Mechanics and Arctic Engineering. ASMEDC, 2007. http://dx.doi.org/10.1115/omae2007-29132.

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The performance of buried natural gas pipeline systems in areas subjected to permanent ground displacements is an important engineering consideration since geotechnical hazards can be a major cause of damage to these utilities. Although pipe-soil interaction models exist, there is only limited experience with pipeline materials other than steel, and particularly in relation to polyethylene (PE). With this background, a detailed research program involving full-scale physical model testing of buried pipeline systems was undertaken, and performance of straight PE pipes subject to relative axial s
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Westgate, Zack, Kin Yin Chee, and Alastair Walker. "Modeling the Dynamic Lateral Buckling Response of Subsea Pipelines Using Rate-Dependent Seabed Friction." In ASME 2014 33rd International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2014. http://dx.doi.org/10.1115/omae2014-24349.

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As subsea pipeline installation methods become increasingly sophisticated through use of increased vessel power and advanced stability and positioning controls, pipelines are likely to exhibit lower levels of horizontal out-of-straightness on the seabed than currently considered to occur during the lay process. This has resulted in an increased tendency for the problematic phenomenon of snap-buckling to occur as part of the controlled lateral buckling design. A key parameter affecting the pipeline response during lateral buckling is the friction between the pipeline and the seabed, which is st
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Aburto Perez, Marco A., Anurag S. Yadav, and Steven R. Farley. "Simple but Effective: A Case History Demonstrating Enhanced Performance and Simplified Logistics from New Rotary Steerable." In SPE/IADC International Drilling Conference and Exhibition. SPE, 2021. http://dx.doi.org/10.2118/204113-ms.

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Abstract Based on input from key operators in the Middle East region, a new rotary steerable system (RSS) was launched after a compressed development schedule. This paper describes the development and introduction of the larger tool sizes needed for both onshore and offshore hole sections, including hole sizes from 12 in. and up, in the Middle East. It also outlines the deliberate design of the tool for local assembly and repair. Large diameter (9-1/2 and 11 in.) RSS designs used an existing, smaller design for Middle East applications in both offshore and onshore wells as a basis. When design
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Pease, Leonard F., Judith A. Bamberger, and Michael J. Minette. "Implications of Non-Bingham Rheology." In ASME 2019 International Mechanical Engineering Congress and Exposition. American Society of Mechanical Engineers, 2019. http://dx.doi.org/10.1115/imece2019-11841.

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Abstract One of the key challenges now facing the US Department of Energy (DOE) is the fate of radioactive waste remaining from World War II and the Cold War, which is stored underground in tanks some 75 feet in diameter and over 30 feet tall. Over time, the waste has segmented into multiple layers with sludges and slurries at the bottom with salt crust layers often at the top and liquid in between. DOE’s current official baseline plans call for remaining sludges and slurries to be removed from the tanks and converted into a stable glass waste form. Minimizing worker exposure to radiation driv
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Ifeduba, Ebuka, Bernard Ainoje, Tunde Alabi, et al. "Delayed Action Micro-Emulsion Breaker and Its Applications to Improved Completions Operations – An NNPC/FEPDC JV Approach During Completions Operations." In SPE Nigeria Annual International Conference and Exhibition. SPE, 2021. http://dx.doi.org/10.2118/207142-ms.

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Abstract In horizontal open hole wells, the formation of filter cake while drilling the open hole section of the well is desirable. This filter cake serves the purpose of forming a semi-impervious layer around the reservoir drain-hole. This layer helps reduce losses considering the overbalance required for well control during drilling. It also serves as an additional structural support to keep the open hole stable when the drilling bottom hole assembly (BHA) is pulled out of hole and the screens and lower completions accessories are being run in hole. However, when thewell is put into producti
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