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Journal articles on the topic 'Fully mobilised pile'

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

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1

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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2

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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3

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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4

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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5

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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6

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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7

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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8

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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9

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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10

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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11

Choudhury, Deepankar, Shailesh Singh, and Shubhra Goel. "New approach for analysis of cantilever sheet pile with line load." Canadian Geotechnical Journal 43, no. 5 (2006): 540–49. http://dx.doi.org/10.1139/t06-018.

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Free-standing cantilever sheet pile walls in cohesionless soils subjected to horizontal line load have traditionally been analyzed assuming full active and passive earth pressure mobilization on the sides of the embedded portion of the wall. In the conventional analysis, the vertical equilibrium of forces is not checked and the effect of the wall friction angle is neglected because of the assumption of a smooth wall. In the present study, the limit equilibrium method has been used to estimate the minimum penetration depth required for a free-standing cantilever sheet pile wall subjected to hor
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12

Sladen, J. A. "The adhesion factor: applications and limitations." Canadian Geotechnical Journal 29, no. 2 (1992): 322–26. http://dx.doi.org/10.1139/t92-036.

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The conventional concept of an empirical adhesion factor that relates undrained shear strength of a clay soil to ultimate shaft friction can be shown to have a theoretical basis for vertical piles, even though conditions at the interface are fully drained. The adhesion factor approach and the effective stress approach for shaft resistance are in fact consistent. This is because horizontal stress at the interface and undrained shear strength are both influenced by the same factors. The general implication of the conventional approach that the mechanism is undrained and that the mobilized shear
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13

Rowe, R. K., and H. H. Armitage. "Theoretical solutions for axial deformation of drilled shafts in rock." Canadian Geotechnical Journal 24, no. 1 (1987): 114–25. http://dx.doi.org/10.1139/t87-010.

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A theoretical examination of a number of factors affecting the behaviour of drilled piers in soft rock is presented. Firstly, the fundamental difference between tests commonly used for determining the peak average side shear resistance along a socketed pier is discussed. Secondly, the effect of interface strength parameters, dilatancy, and the relative Young's modulus of the pier and rock upon the average mobilized side shear resistance is examined. Thirdly, a series of theoretical solutions are presented in the form of design charts to provide a simple means of estimating the load—deflection
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14

Al-Obaidi, Ahmed, and Ansam Al-Karawi. "Favorable of grouted micropiles for the load transfer in weak sandy soils." MATEC Web of Conferences 162 (2018): 01018. http://dx.doi.org/10.1051/matecconf/201816201018.

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Micropiles are defined as small diameter piles, implemented as a cast-in-place replacement or injected grout. Generally assumed with a diameter less than 300 mm. The axial capacity of micropiles develops primarily through the bond between gravity grouted (Type A) or post grouted (Type B, C or D) and soil in bonded zone of the micropile. Because of this, micropiles are useful in a variety of applications. Micropiles (Type D) indicate a two-step process of grouting, neat cement grout is placed under gravity head, then, additional grout is injected via a sleeved grout pipe at a specified pressure
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15

Gray, Emily Margaret, and Deana Leahy. "Cooking Up Healthy Citizens: The Pedagogy of Cookbooks." M/C Journal 16, no. 3 (2013). http://dx.doi.org/10.5204/mcj.645.

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Introduction There are increasing levels of concern around the health of citizens within Western neo-liberal democracies like Britain, the USA, and Australia. These governmental concerns are made manifest by discursive mechanisms that seek to both survey and regulate the lifestyles, eating habits and exercise regimes of citizens. Such governmental imperatives have historically targeted schools with school food ranking high in the priorities of public health policy, particularly in regards to the fears around childhood obesity and related health problems (Gard and Wright, Rich, Vander Schee and
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16

Laba, Martin. "Culture as Action." M/C Journal 3, no. 2 (2000). http://dx.doi.org/10.5204/mcj.1837.

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Culture is a mercurial concept -- volatile, contested, and somehow, less than the sum of its parts. Its anthropology, it can be argued, was rooted in an exoticising scholarship typical of the late 19th-century colonialist ruminations on all things "other"; in contemporary terms of course, this exoticising tendency would be termed, as it should, "Orientalist". Still, there is something more than merely residual in the persistence of a notion of culture as a summary, as a package of knowledge and practice, as a name for identity, or even politics, all of which draw clearly from the well of Edwar
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