Bibliografías temáticas / Pileni

Literatura académica sobre el tema "Pileni"

Autor: Grafiati
Publicado: 26 de julio de 2024
Última modificación: 28 de julio de 2024

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Artículos de revistas sobre el tema "Pileni"

1

Moyse-Faurie, Claire. "Hovdhaugen Even, Åshild Naess and Ingjerg Hoëm, Pileni Texts with a Pileni-English Vocabulary and an English-Pileni Finderlist". Journal de la société des océanistes, n.º 116 (1 de junio de 2003): 115–16. http://dx.doi.org/10.4000/jso.1219.

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Kotov, Nicholas y Gregory Hartland. "Tribute to Marie-Paule Pileni". Journal of Physical Chemistry C 126, n.º 17 (5 de mayo de 2022): 7357–58. http://dx.doi.org/10.1021/acs.jpcc.2c02121.

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Klabunde, Kenneth J. "Nanocrystals Forming Mesoscopic Structures. By Marie-Paule Pileni." Angewandte Chemie International Edition 45, n.º 32 (11 de agosto de 2006): 5243. http://dx.doi.org/10.1002/anie.200585403.

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Klabunde, Kenneth J. "Nanocrystals Forming Mesoscopic Structures. Herausgegeben von Marie-Paule Pileni." Angewandte Chemie 118, n.º 32 (11 de agosto de 2006): 5369. http://dx.doi.org/10.1002/ange.200585403.

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Rogach, Andrey L. "Book Review: Nanocrystals Forming Mesoscopic Structures. By Marie-Paule Pileni (Ed.)." Advanced Materials 18, n.º 14 (18 de julio de 2006): 1922–23. http://dx.doi.org/10.1002/adma.200502546.

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Pileni, Marie-Paule. "Autobiography: A View of This Superb Adventure Experienced by Marie-Paule Pileni". Journal of Physical Chemistry C 126, n.º 17 (5 de mayo de 2022): 7359–63. http://dx.doi.org/10.1021/acs.jpcc.2c02122.

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Ruths, Marina. "A Review of: “Nanocrystals Forming Mesoscopic Structures, by Marie-Paule Pileni (Ed.)”". Molecular Crystals and Liquid Crystals 460, n.º 1 (1 de diciembre de 2006): 147–49. http://dx.doi.org/10.1080/15421400600912795.

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Platz, G. "M. P. Pileni (Ed.): Structure and Reactivity in Reverse Micelles, Elsevier, Amsterdam 1989. 379 Seiten, Preis: DM 285,-." Berichte der Bunsengesellschaft für physikalische Chemie 95, n.º 1 (enero de 1991): 103–4. http://dx.doi.org/10.1002/bbpc.19910950123.

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Endres, Frank. "Nanocrystals Forming Mesoscopic Structures Marie-Paule Pileni, Editor. Wiley, New York. 2006. ISBN 3-527-31170-X. U.S. $175.00." Crystal Growth & Design 6, n.º 6 (junio de 2006): 1554. http://dx.doi.org/10.1021/cg0680069.

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Laschewsky, André. "Book Review: Structure and Reactivity in Reverse Micelles.(Series: Studies in Physical and Theoretical Chemistry, Vol. 65). Edited by M. P. Pileni". Angewandte Chemie International Edition in English 30, n.º 3 (marzo de 1991): 339–40. http://dx.doi.org/10.1002/anie.199103392.

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Tesis sobre el tema "Pileni"

1

Franza, Andrea. "Tunnelling and its effects on piles and piled structures". Thesis, University of Nottingham, 2017. http://eprints.nottingham.ac.uk/39102/.

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Current needs for infrastructure and services in urban areas often require the construction of tunnels that may affect existing surface and buried structures. In general, the construction of new tunnels in the proximity of deep foundations raises concerns related to pile failure and associated structural damage (in both the superstructure and the foundation). Despite its practical importance, few studies have investigated the global tunnel-pile-structure interaction (TPSI) and, thus, engineers generally compensate for the lack of understanding with an overly conservative design approach. To provide insights into the interaction mechanisms of TPSI, this research used geotechnical centrifuge testing as the main investigation method to acquire data related to both greenfield tunnelling in sands and tunnel excavations beneath piles and piled buildings. In particular, a novel method was developed to study TPSI problems through the real-time coupling of numerical and centrifuge modelling, enhancing centrifuge modelling capabilities. Furthermore, empirical and closed-form solutions were used to study the tunnelling-induced displacement fields and simplified elastic analyses were used to provide insights into the global TPSI mechanisms. Results from the greenfield tests illustrate that ground movement prediction in sands is very complex because of soil arching effects and changes that occur as tunnels transition from relatively shallow to deep depths, resulting in highly non-linear displacement mechanisms. Results also illustrate the correlation between vertical and horizontal displacement mechanisms. In particular, the influence of soil relative density and volume loss on deformation patterns is highly dependent on the tunnel relative depth. To provide simple tools for engineering practice, empirical and closed-form solutions are proposed. Predicted ground movements provide sufficient accuracy for preliminary assessments, though limitations of these methods should be considered. The centrifuge tests on TPSI provide experimental evidence that tunnelling-induced pile displacements are affected by [i] pile installation method (displacement versus non-displacement piles), which affects the pre-tunnelling soil state and the distribution of loads between pile shaft and base, [ii] initial safety factor of the pile foundation, which is related to pile bearing capacity and superstructure self-weight, and [iii] superstructure stiffness and configuration, which results in pile load redistribution while minimising structural distortions. In addition, results show that potential for pile failure is a critical aspect for piles with relatively low initial safety factors and that pile failure may be prevented by a limited relative reduction in the pile load due to the superstructure. Finally, the importance of superstructure stiffness and self-weight on tunnelling-induced structural distortions is confirmed. Piled buildings respond critically to tunnelling beneath the pile tip depth in terms of flexural deformations. In general, it is shown that [iv] piles increase structural distortions compared to shallow foundations and that [v] the superstructure stiffness and self-weight decrease and increase the superstructure distortions resulting from tunnelling, respectively. Results are also evaluated within the modification factor approach; parametric analyses of elastic soil-pile-structure interaction are used to develop simple design charts that can be used to estimate horizontal strains and deflection ratio modification factors based on newly defined relative axial and bending stiffness parameters. The envelopes compare well with deflection ratio modification factors measured from centrifuge tests. Further research is needed to include the effects of soil plasticity, building self-weight, superstructure configuration and tunnel-structure eccentricity in these design charts. This dissertation highlights the improvements in the design of underground constructions that can be achieved by combining ground and structural engineering.
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2

Pam, Hoat Joen. "Seismic performance of prestressed concrete piles and pile-pile cap connections". Thesis, University of Canterbury. Civil Engineering, 1987. http://hdl.handle.net/10092/7634.

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The performance, strength and ductility of prestressed concrete piles, and their connection to pile caps, subjected to severe seismic loading are investigated in this thesis. Knowledge of the strength and ductility of the pile within its embedded length in the foundation material is of importance due to the large deformations which can occur during an earthquake, particularly at the interface of hard and soft layers of foundation material. Connection details are of interest since high moments, shears and axial forces need to be transferred to pile caps during earthquake loading. Two series of tests of piles and their connections, and accompanying analyses, were conducted. Design tables and charts were derived. The first test series consisted of six full scale octagonal prestressed concrete piles, confined spirally with either Grade 275 steel or hard drawn (Grade 485) steel wire and having various confinement levels, tested under axial load and cyclic flexure. Results of the theoretical analysis were compared with the experimental data. It was found that properly detailed prestressed concrete piles without additional nonprestressed longitudinal steel can sustain large displacement ductility factors without losing their lateral load carrying capacity significantly if confined according to full ductility. The second test series consisted of six full scale octagonal piles connected to full scale reinforced pile caps. The piles were either fully or partially prestressed. Three types of pile to pile cap connection were investigated, namely the precast embedded type, the stripped pile head type, and the type where steel dowel bars are used as the connection device. Theoretical analyses were used to compare the experimental data. The connection details investigated were found to give satisfactory performance. Finally, tables and charts obtained for the pile properties are presented for design purposes. The design tables are used to assess the enhancement factors of pile cross sections within the length or at the interface of the connection at the pile cap. The design charts are used to calculate the yield curvatures as well as the available curvatures and available curvature ductility factors. Recommendations for future research are proposed to complement the work already done up to this stage.
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Selemetas, Dimitrios. "The response of full-scale piles and piled structures to tunnelling". Thesis, University of Cambridge, 2006. https://www.repository.cam.ac.uk/handle/1810/251993.

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Lehane, Barry. "Experimental investigations of pile behaviour using instrumented field piles". Thesis, Online version, 1992. http://ethos.bl.uk/OrderDetails.do?did=1&uin=uk.bl.ethos.283868.

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Maheetharan, A. "Modelling the seismic response of piles and pile groups". Thesis, University of Cambridge, 1990. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.358741.

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Badri, Dhuruva. "Determination of axial pile capacity of prestressed concrete cylinder piles". [Gainesville, Fla.] : University of Florida, 2003. http://purl.fcla.edu/fcla/etd/UFE0001449.

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Edde, Robert D. "Case pile wave equation analysis: CAPWAPC. Evaluation of driven piles". Thesis, University of Ottawa (Canada), 1991. http://hdl.handle.net/10393/7587.

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One of the most important aspects of a piled foundation is the bearing capacity of the individual piles. Correct quantitative evaluation of the pile capacity during pile driving requires the use of dynamic monitoring by means of the Pile Driving Analyzer. These monitoring data are combined with a wave equation analysis and processed using a special software called CAPWAP. The CAPWAP analysis is an iterative procedure whereby the calculated force trace is adjusted to agree with the one measured. The main objective of the thesis study is to produce a statistical indication of the natural variation between the results from a CAPWAP analysis performed on blows within the same soil layer. More specifically, for three selected case histories, the natural variation is studied between contiguous blows of the pile capacity, the resistance distribution between the shaft and the toe, and of the soil dynamic parameters (quakes and damping) as determined in the CAPWAP analysis. (Abstract shortened by UMI.)
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8

Lee, Lin. "Soil-pile interaction of bored and cast in-situ piles". Thesis, University of Birmingham, 2001. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.633219.

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The research presented in this thesis was undertaken to investigate the changes of the engineering properties of clay surrounding bored piles induced by the ion migration and hence the variation of shaft carrying capacity with time. As lime forms one of the major chemical compositions in cement, it follows that the cement from the bored piles will have a similar effect of improving the engineering properties of the clay adjacent to the bored piles. A number of model piles were constructed in order to study the soil-pile chemical interaction. At a specific time, the piles were subjected to load tests and the clay surrounding the piles was tested for its engineering and chemical properties. The load-settlement curves show that failures take place at large displacements compared with the typical values of 0.5% to 2% of pile diameter normally used. From the tests and analysis of other researchers' works together with the results from this research, equations were drawn for determining the settlement to fully mobilize the shaft resistance of pile. The results obtained showed that the shaft resistance of the bored pile increased with time over the monitoring period investigated. Together with this, calcium and hydroxyl ions were detected in the clay surrounding the pile. It can be concluded that soil-pile chemical reaction does take place and it affects pile behaviour.
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9

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.

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.

The raft is designed first according to the allowable settlement that is pre-defined by the structural requirements and with the necessary factor of safety. When raft suffers excessive settlement, then the load that causes excess raft settlement beyond the required limit is to be transferred to the fully mobilised frictional piles.

The fully mobilised shaft (with no end bearing) piles are designed with factor of safety close to unity since their function is only to reduce raft settlement and since the raft has an adequate bearing capacity.

Geometry of these piles is chosen to fully mobilise their shafts capacity with low settlement level in order to comply with load/settlement requirement and reduce raft settlement to the pre-defined level.


Doctorat en Sciences de l'ingénieur
info:eu-repo/semantics/nonPublished

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10

Xu, Yao. "Calibration of settlement analysis models for single piles and pile groups /". View abstract or full-text, 2006. http://library.ust.hk/cgi/db/thesis.pl?CIVL%202006%20XUY.

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Libros sobre el tema "Pileni"

1

Næss, Åshild. Pileni. München: Lincom Europa, 2000.

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2

Hovdhaugen, Even. Pileni texts: With a Pileni-English vocabulary and an English-Pileni finderlist. Oslo: Kon-Tiki Museum, Institute for Pacific Archaeology and Cultural History, 2002.

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Hovdhaugen, Even. Pileni texts with a Pileni-English vocabulary and an English-Pileni finderlist. Oslo: The Kon-Tiki Museum, Institute for Pacific Archaeology and Cultural History, 2005.

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museet, Kon-Tiki, Hoëm Ingjerd y Næss Åshild, eds. Pileni texts: With a Pileni-English vocabulary and an English-Pileni finderlist. Oslo: Kon-Tiki Museum, Institute for Pacific Archaeology and Cultural History, 2002.

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5

Åshild, Næss y Kon-Tiki museet, eds. A short dictionary of the Vaeakau-Taumako language. Oslo, Norway: Kon-Tiki Museum, Institute for Pacific Archaeology and Cultural History, 2006.

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Even, Hovdhaugen, ed. A grammar of Vaeakau-Taumako. Berlin: De Gruyter Mouton, 2011.

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7

Upitis, Gorijs. Rugtie Pilieni. Riga: Liesma, 1986.

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8

Bekbasarov, Isabay. Study of the process of driving piles and dies on models. ru: INFRA-M Academic Publishing LLC., 2020. http://dx.doi.org/10.12737/1074097.

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The monograph presents the results of experimental and theoretical studies conducted using models of driven piles and tape dies. The influence of the cross-section size, length, shape of the trunk and the lower end of the piles on their submergability, energy intensity of driving and load-bearing capacity was evaluated. The design and technological features of new types of piles are considered. A method for determining the load-bearing capacity of a pile model based on the results of dynamic tests has been developed. Similarity conditions and formulas are presented that provide modeling of the pile driving process in the laboratory. The influence of the shape of the tape dies on their submersibility, energy consumption of the driving and the bearing capacity of the foundations arranged in the vyshtampovannyh pits was evaluated. The method of determining the load-bearing capacity of a belt Foundation model based on the results of pit vyshtampovyvaniya is described. Recommendations on the choice of optimal parameters of piles and foundations, arranged in vystupovani pits. Recommended for researchers, specialists of design and construction organizations, doctoral students, postgraduates, undergraduates and students of construction and water management specialties.
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Szczeklik, Józef. Wędrówka po Cmentarzu w Pilźnie. Pilzno: Tarnowskie Tow. Kulturalne, 1996.

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D, Sharma Hari, ed. Pile foundations in engineering practice. New York: Wiley, 1990.

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Capítulos de libros sobre el tema "Pileni"

1

Zhang, Nan, Ya Dai, Bo Wang, Boyi Li, Weizhou Xu y Chao Ye. "Evaluation and Analysis of the Effect of Anti-slide Piles Around Pile Foundations of Super Large and Large Span Projects". En Lecture Notes in Civil Engineering, 157–66. Singapore: Springer Nature Singapore, 2024. http://dx.doi.org/10.1007/978-981-97-4355-1_14.

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AbstractIn this study, the three-dimensional finite element numerical analysis was carried out on the anti-sliding characteristics of cement mixing piles around the foundation of the north collapse tower, and the influence of the length and number of rows of anti-slide piles around the pile foundation on the deformation of the pile foundation was systematically studied. When the anti-slide pile length increases from 0 m to 20 m, the pile foundation deformation decreases with the increase of the anti-slide pile length, but the decrease rate is less than 5%. When the length of the anti-slide piles is 10 m and 20 m, after the anti-slide piles on both sides of the large-span foundation increase from 3 rows to 5 rows, the horizontal and vertical deformation of the pile foundation decreases, but the deformation of the pile foundation decreases. Less than 2%. By installing tie beams, the four pile groups of the large-span foundation form an integral structure. The overall horizontal resistance is already strong, but the horizontal resistance provided by cement mixing piles is limited.
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Hou, Xiaoqiang, Jierui Liu, Xinfei Wang, Zhongren Zhou y Honglu Jia. "Research on Improvement Calculation Method of Design Thrust of Anti Slide Pile". En Lecture Notes in Civil Engineering, 180–94. Singapore: Springer Singapore, 2022. http://dx.doi.org/10.1007/978-981-19-1260-3_17.

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AbstractAt present, based on the transfer coefficient method, most of the anti-slide pile design thrusts are calculated by the overload method and the strength reserve method respectively. Many algorithms only consider the remaining sliding force behind the pile and the safety factor that meets the requirements of the design conditions. Generally, the safety factor is the safety factor of the sliding slope behind the pile after the anti slide pile is reinforced. For the entire landslide, there are two safety factors before and after the pile, which is not the design safety factor target value, and there is a big difference between the safety factor and the treatment goal required by the specification. Through the study of the pile-soil interaction of anti-slide piles, it is believed that in addition to the active residual sliding force transmitted by the blocks behind the pile, the anti-slide piles are simultaneously subjected to the passive residual anti-sliding force transmitted upwards by the blocks in front of the pile. The stress analysis shows that: Firstly, according to the different active and passive properties of anti-sliding force transmission and sliding force transmission, the mechanical model of anti-sliding force transmission is studied, and the calculation formula of anti-sliding force transmission coefficient is derived; Secondly, It is believed that the anti-slide pile provides horizontal thrust to the landslide, and two components of the sliding surface direction and the vertical sliding surface direction are generated. The balance equation is established and the overload method and the strength reserve method of anti-slide pile thrust calculation formula are derived; Thirdly, according to the principle of setting piles in the anti-slip section, the optimal location of anti-slide piles are proposed; Fourthly, after verification of cases, the safety factors before and after the piles calculated by the overload method are basically equal, and consistent with the design safety factors. Calculation result shows that the strength reserve method to calculate the safety factor before the pile is accurate and reliable, and the result of the safety factor behind the pile is relatively small.
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Li, Guowei, Ruyi Liu, Chao Zhao, Yang Zhou y Li Xiong. "Compaction Effect Due to Single Pile Driving in PHC Pile Treated Soft Clayey Deposit". En Lecture Notes in Civil Engineering, 315–25. Singapore: Springer Nature Singapore, 2023. http://dx.doi.org/10.1007/978-981-99-2532-2_26.

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AbstractThe compaction effect of extra-long prestressed high-strength concrete (PHC) piles in deep soft soil foundation was studied by field test. The pore water pressure gauge, inclinometer were embedded in different plane positions or different depths of the foundation to monitor the pore pressure and deformation of the foundation when driving pile. The research shows that the magnitude of excess pore water pressure caused by single pile installation is mainly related to buried depth of the measuring point and the linear distance between the pile tip and the measuring point. The shorter the distance or the deeper the depth is, the greater the excess pore pressure caused by pile installation. The horizontal influence radius of pile compacting on the pore water pressure is about 10.7 m. The excess pore pressure induced by pile installation increases with depth, and is obviously affected by stratum properties. In the vicinity of soil with high permeability coefficient, such as thin sand layer or silty fine sand layer, the excess pore pressure cannot be accumulated in a large amount. The existing subgrade obviously restricts the lateral deformation of soil between piles and PHC piles. The pile deformation is small at the top and bottom, and large in the middle. The inflection point of the deformation curve appears at the pile connection position. The relationship the excess pore pressure of the measuring point with the depth and distance of the measuring point is given.
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Mangraviti, Viviana. "Displacement-Based Design of Geosynthetic-Reinforced Pile-Supported Embankments to Increase Sustainability". En Civil and Environmental Engineering for the Sustainable Development Goals, 83–96. Cham: Springer International Publishing, 2022. http://dx.doi.org/10.1007/978-3-030-99593-5_7.

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AbstractAlthough the construction of concrete piles has a relevant environmental footprint, they are commonly used to reduce settlements of embankments on soft soil strata. A more sustainable choice to further reduce settlements (and, consequently, the number of piles) is to place geosynthetics below the embankment. However, existing design methods cannot calculate settlements at the embankment top and cannot be used to optimise the number of piles in a displacement-based design. In this note, an innovative model for assessing settlements at the top of Geosynthetic-Reinforced and Pile-Supported embankments induced by the embankment construction process is presented and validated against finite difference numerical analyses. The model is used to optimise the design of both piles and geosynthetic, and applied to a practical example, where the mass of CO2 saved by designing geosynthetics to reduce the pile number. Graphical Abstract
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Fohl, François y Oliver Hechler. "Reuse of Steel Sheet Piles—Best Practice". En Creating a Roadmap Towards Circularity in the Built Environment, 25–35. Cham: Springer Nature Switzerland, 2023. http://dx.doi.org/10.1007/978-3-031-45980-1_3.

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AbstractSteel sheet piles are used for retaining walls. Due to their modularity, they can be easily installed and extracted after their service life. After their first use, they can be either directly recycled or reused several times and then recycled. The reuse of steel sheet piles allows to avoid new production and thus CO2-emissions for their production, reducing the environmental impacts per use. In temporary works, like construction pits, the reuse of sheet piles is common practice. Also, for certain permanent projects, there is no disadvantage in using second-hand sheet piles. This paper shows, on the basis of two case studies the best practice for reuse of sheet piles. The environmental impacts for a temporary project in Germany are discussed based on a Life Cycle Assessment for the sheet piling tonnage. Over the life cycle of the steel, 1,535 t of CO2-eq are emitted. Reuse of the sections saved 79% of greenhouse gases. For a dyke reinforcement in the Netherlands, the project owner partly chose second-hand sheet piles to reduce the environmental impacts of the infrastructure project.
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Liu, Meiqi, Guirong Li, Kunming Wu, Yuheng Wang, Xiaosen Zhang y Bin Huang. "Model Testing Technique for Piles in Soft Rock Considering the Overlying Layers". En Lecture Notes in Civil Engineering, 401–8. Singapore: Springer Nature Singapore, 2023. http://dx.doi.org/10.1007/978-981-99-2532-2_34.

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AbstractModel test is a common method to study the bearing peculiarity of pile foundation. The influence of overlying soil thickness and overburden pressure on the bearing capacity of soft rock-socketed pile should be considered in the physical model test of mini piles in soft rock. In this paper, the influence of coverage on the bearing characteristics of rock-socketed sections is studied by finite element analysis, and the modelling method of equivalent overburden pressure is proposed. This method can be used to study the carrying peculiarity of soft rock-socketed pile and reveal the failure mechanism of pile tip. The development of pile model test technology considering overburden pressure promotes more scientific design methods for pile foundation.
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King, Louis, Abdelmalek Bouazza y Stephen Dubsky. "Kinematics of Piled Embankments with Defective Piles". En Springer Series in Geomechanics and Geoengineering, 1682–86. Cham: Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-319-97115-5_170.

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Liang, Hao, Chang Liu y Xiuqing Yan. "Reliability Analysis on Horizontal Bearing of Pile Foundation in Sloping Ground Based on Active Learning Kriging Model". En Lecture Notes in Civil Engineering, 427–38. Singapore: Springer Nature Singapore, 2023. http://dx.doi.org/10.1007/978-981-99-1748-8_38.

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AbstractThe uncertainty of pile and soil and slope effect are two of the major factors affecting the horizontal bearing capacity of piles of transmission tower in sloping ground. In order to analyze the influence of the two factors on the reliability of pile, this paper proposes a reliability analysis method for horizontal bearing of pile foundation in sloping ground based on proxy model. Firstly, the analytical model of horizontal bearing of the pile foundation in sloping ground was derived, and corresponding performance functions were constructed. Secondly, by combining Kriging model method with the performance functions, the reliability analysis method of pile foundations in sloping ground is established. Finally, taking a typical transmission line project in mountainous area as an example, the horizontal bearing reliability of pile foundation was analyzed. The results show that the proposed analysis method can quickly converge to the horizontal bearing limit state of pile. Slope effect has more significant influence on horizontal deformation than that of material yield. Among the uncertainty parameters, the bearing capacity of pile foundation is sensitive to the dispersion degree of horizontal force, pile diameter and the elastic modulus of foundation pile.
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9

Liu, Xiaobin. "Force Analysis of Anti-slip Pile Bodies on Soil Mudstone Slopes Under Heavy Rainfall". En Lecture Notes in Civil Engineering, 439–50. Singapore: Springer Nature Singapore, 2023. http://dx.doi.org/10.1007/978-981-99-1748-8_39.

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AbstractThe soil mudstone slope anti-slip piles are used as the object of study to analyse the pile forces under the action of heavy rainfall. Introduction to the project, description of the general topographic elevation of the area; extraction of seepage potential energy from soil mudstone, calculation of rainfall and rainfall infiltration, assumption of vertical wall backs and horizontal fill behind the wall, calculation of lateral pressure on the rock supported by anti-slip piles, analysis of its damage mode according to the morphology of the bedrock surface and the conditions of the rock outwash structural surface, and calculation of slope stability under the action of strong rainfall. Analysis of the results: setting the length of the anti-slip piles at 15.5–17.5 m is most reasonable under the effect of heavy rainfall.
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Sharma, Surya Prakash, Shiva Shankar Choudhary y Avijit Burman. "Nonlinear Dynamic Behaviour of Hollow Piles Based on Axial Harmonic Loading". En Lecture Notes in Civil Engineering, 513–20. Singapore: Springer Nature Singapore, 2023. http://dx.doi.org/10.1007/978-981-99-2532-2_43.

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AbstractThe main objective of the current work is to examine the dynamic axial response of three pile group under machine-based harmonic loads. Field tests are carried out under axial harmonic excitations on a group pile with a pile length of 300 cm and an diameter of 11.4 cm in order to accomplish this objective. For various eccentric moments, the frequency versus amplitude responses of the group pile are measured. The field test results of the soil-pile system show non-linear behaviour as their resonant frequencies decrease and their resonant amplitudes disproportionally increase with eccentric forces. The inverse methodology proposed by Novak (1971) is used for the theoretical study. With this methodology, the changes in stiffness, damping, and effective mass of the piles under various eccentric moments are quantified by analyzing the frequency-amplitude response curves of field results. The theoretically back-calculated soil-pile system response curves are compared with the field results, and it is observed that the analytically predicted responses closely match the field responses. It is also found that the values of estimated damping of the pile group increased, while effective mass and average stiffness values decreased with an increase in eccentric moments.
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Actas de conferencias sobre el tema "Pileni"

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Ghazavi, Mahmoud y Ashkan Behmardi Kalantari. "Experimental Study of Taper Piles With Different Taper Angles". En ASME 2008 27th International Conference on Offshore Mechanics and Arctic Engineering. ASMEDC, 2008. http://dx.doi.org/10.1115/omae2008-57110.

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Piled foundations are normally used in offshore engineering. Among various piles, tapered piles have normally greater cross sectional are around the head than the pile toe. Therefore they have greater potential for substantial cost advantages in static loading conditions. The objective of this study is to explore the characteristics of the axial response of tapered piles. Laboratory facilities for testing model piles were prepared. Four polyamide piles with different angles of taper from 0° to 1.5° were used in this study. The soil was sand. It has been found that tapered piles have more bearing capacity than cylindrical piles of the same length and volume. This is interesting and may be considered for offshore piling since in this situation a large number of piles is routinely used.
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Wang, Jianhua, Yifei Fan y Haibo Ji. "Numerical Simulation on Residual Responses of Adjacent Piles After Spudcan Penetration and Extraction". En ASME 2018 37th International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2018. http://dx.doi.org/10.1115/omae2018-77788.

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The effect of the mobile jack-up spudcan penetration and extraction on adjacent platform piles is an important issue in ocean engineering. Residual moments along piles will exist due to strata plastic deformation after spudcan extraction. If the residual response is large, the combination of the residual load and extreme environmental load may become the controlling load case for the piled structure. In order to understand the variation of the pile responses during spudcan penetration and after extraction, adjacent pile responses are calculated using the Coupled Eulerian Lagrangian (CEL) finite element method. Two kinds of typical seabed, clay and fine sand, are considered during calculation. The effects of the spudcan penetration depth, the spudcan-pile clearance, the shear strength of strata and the pile head constraint on adjacent pile responses are analyzed during spudcan penetration and after extraction. Calculated results show that residual responses of adjacent piles depend on the penetration depth, the clearance, the shear strength and the pile head constraint. The residual response of piles in soft clays is different from that in sands. For piles in soft clays, the residual response of adjacent piles will increase with decrease of the shear strength and the maximum residual pile shaft moment is larger than that during spudcan penetration. For piles in sands, the maximum residual pile shaft moment is about 70–80% of that during spudcan penetration. Therefore, the residual response of piles should be considered when the effect of spudcan penetration on adjacent platform piles is evaluated.
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Shea, Victor, Dazhong Li, Dora Shum y Freda Chu. "Large Diameter Open-end Steel Piled Foundations for the Hong Kong Offshore LNG Terminal – Design and Installation". En The HKIE Geotechnical Division 42nd Annual Seminar. AIJR Publisher, 2022. http://dx.doi.org/10.21467/proceedings.133.15.

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Large diameter tubular piles are the most common offshore foundation type in the energy sector due to their relatively easy installation compared to other methods, yet local experiences with regards to their design and offshore installation are still limited. Successful installation of pile foundation on the Hong Kong Offshore LNG Terminal (HKOLNGT) Project provides valuable experience for future offshore developments in the territory. Unlike onshore piling works, offshore piling works are heavily limited by the available machinery, site constraints and weather conditions. This Paper shares the experiences gained on the HKOLNGT Project and draws together solutions to several challenges pertaining to the design and offshore installation of large diameter pile foundations, such as limitations arising from offshore environmental conditions.
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Šepac, Zvonimir. "Foundation engineering structure". En 7th International Conference on Road and Rail Infrastructure. University of Zagreb Faculty of Civil Engineering, 2022. http://dx.doi.org/10.5592/co/cetra.2022.1386.

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When soil conditions require deep foundations for building construction, the current practice for designing foundation structures relies on two approaches, the use of individual piles or the use of piles as a group. In the case of individual piles, they are dimensioned until the stability potential of pile and the required stability of foundation are equalized. In the case of group of piles, the sum of individual stability potential of each pile needs to be equal to the required stability of the building foundation. Nowadays, the second approach, also known as piling, prevails and becomes a starting point of any stability analysis, without considering single pile stability, which is an independent system. This implies that there is no summing of individual potential stabilities for a group of piles. In this work, we provide evidence that the group of piles can be more than a sum of each pile, if they are positioned in a specific manner according to a statically rational sense. In such system, mutual interactions of individual piles yield new beneficial properties and altogether act as a one stability unit, i.e. a foundation structure. Using computational and practical testing of our hypothesis, we demonstrated that foundation construction composed of a specific group of piles displays improved stability than the sum of single piles. When such foundation structure are used for dimensioning of foundations, computational stability ambiguities are avoided. Moreover, we do not secure our calculations with high factors of safety as we have to do with current approaches. Our innovative foundation structure provides solution for any case of foundation with the significant reduction in pile size, contributing to preservation of the environment and reducing the cost of work.
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Beijer Lundberg, Anders. "LCA Design Considerations for Cyclically Loaded Piles in Railway Infrastructure". En The 13th Baltic Sea Region Geotechnical Conference. Vilnius Gediminas Technical University, 2016. http://dx.doi.org/10.3846/13bsgc.2016.003.

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Future development of high-speed railways in Sweden will likely contain a large amount of piled structures, both bridges and piled embankments. Railway tracks used in high-speed railways are highly sensitive to settlements, in comparison to standard railway systems. The possible long-term settlement of the piles is therefore of large interest for the life- Cycle Analysis (LCA) of the railway system, since frequent repair of the track increases the Life Cycle Cost (LCC) of the system. This issue has not previously been the main concern in pile design, and therefore requires special attention as an internal part of the railway support system. The design considerations related to the cyclic axial loading of piles are here analyzed in brief, and typical soil conditions are discussed to illuminate possible problems of practical design for these types of piles and how it can be addressed in practical design. The concept of LCA and LCC for the long-term structural response of cyclically loaded piles is also considered.
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Law Adams, Marie y Daniel Adams. "The Choreography of Piling: Active Industry in the City". En 2016 ACSA International Conference. ACSA Press, 2016. http://dx.doi.org/10.35483/acsa.intl.2016.34.

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Gravel, salt, sand, cobbles, and scrap metal – dry bulk materials fundamental to making and maintaining the built environment – are piled in or around coastal cities. The pile is the architecture of the holding stage between a material’s arrival and accumulation from one mode (such as ship or rail) and its distribution into the city through another (most commonly, the truck). Although these piles often approach the scale of large buildings and natural landforms, and their presence is a fixture in the built environment, they are overlooked as a matter of design. In recent decades, some artists and architects have explored piles and pile-making as an abstract formal condition or alternative to conventional modes of formal organization, but engaging the pile as an active form-making structure in the city has been confined to designating territories for piles through use based zoning protocols (“industrial”), or through the construction of containers to enclose them (sheds). Both of these standard practices fail to negotiate the distinctive qualities of piles as a temporary, kinetic, and authentic architecture in the city, and inhibit the collective engagement between the city and an expression of its global material footprint. This paper will explore the morphology of piles and present tactics for engaging them in pursuit of new notions of authenticity, monumentality, and temporality as a byproduct of global flow through three realized projects by our firm, Landing Studio, that choreograph the architecture of industrial road-salt piles in Boston and New York City.
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Karulin, Evgeny, Marina Karulina, Mikhail Kazantsev, Aleksander Proniashkin y Dmitry Zaikin. "Application of Special-Purpose Equipment for Management of Ice Buildups Around Prirazlomnaya Platform". En ASME 2018 37th International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2018. http://dx.doi.org/10.1115/omae2018-77406.

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From experience, OIRFP Prirazlomnaya (offshore ice-resistant fixed platform) installed in the Pechora Sea was seen to accumulate sustained piles of rubble ice in winter time. These features were formed along the platform walls and rested on the seabed (berm) obstructing operation of supply ships and crew evacuation. Researchers from the Krylov State Research Centre, St. Petersburg, were studying the ice piling processes and behavior under variation of environmental conditions (e.g., changes in ice drift headings) during design as well as service life of the platform. Moreover, the Krylov Centre ice basin was engaged in development of various ice management techniques to reduce the ice buildup as well as to remove rubble ice piles. The results of these investigations, which are presented in the paper, have led to a relatively simple solution for removing the rubble ice piles with a special-purpose shovel (excavator) mounted on the deck of a supply vessel. The paper describes details of the suggested solution and its implementation. The efficiency of this ice pileup management method has been proven in actual operating conditions.
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Ozsu, Erdem, An-Ninh Ta, Bruno Stuyts y Christophe Jaeck. "Optimizing Pile Driving Fatigue for Offshore Foundations in Very Dense Sand: A Case Study". En ASME 2013 32nd International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2013. http://dx.doi.org/10.1115/omae2013-10664.

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With the rapid development of offshore wind energy in Europe, a large number of piled structures are being installed. Driven pipe piles are adopted as a foundation solution for the majority of offshore wind turbine support structures. In soils consisting of very dense sand, pile driving induces large-amplitude stress cycles in pile material, which have to be accounted for in fatigue calculations. These stress cycles can be calculated using one-dimensional wave equation analysis. Different ways of reducing pile driving damage are presented. Depending on the soil surrounding the pile and the target penetration depth, an optimum driving sequence can be established which minimises pile damage. As damage depends more on induced stresses than on the number of hammer blows, reducing the hammer energy at some point during driving can be beneficial for reducing the accumulated damage. In this paper, an optimum driving sequence is developed for a generic soil profile consisting of very dense sand. The pile driving damage calculated with the optimum sequence is compared to the damage calculated when driving close to maximum hammer efficiency. Additionally, using a larger hammer can also be beneficial for reducing induced stresses when keeping the transmitted energy at a similar level. The paper also highlights the advantages of using pile driving monitoring or pile driving back-analysis for verifying the stress levels in the piles during driving. Offshore design standards allow a reduction of the damage fatigue factor for inspected members. This principle may be extended to monitored piles. The differences between data from pile driving monitoring and data from pile driving back-analysis are discussed and the potential impact on the damage fatigue factor is highlighted. Finally, the potential conflict of pile driving fatigue requirements and pile capacity requirements is discussed. Both considerations should eventually lead to an optimized design which satisfies the required design equations.
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Stein, Philipp, Nils Hinzmann y Jörg Gattermann. "Scale Model Investigations on Vibro Pile Driving". En ASME 2018 37th International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2018. http://dx.doi.org/10.1115/omae2018-77081.

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Monopiles installed by impact driving are the preferred system for the foundation of offshore wind turbines in water depths up to 40 m. The vibration technique as alternative installation method has big advantages regarding piling noise and installation time. Much experience exists for the design and installation of impact driven piles. Within the research project ZykLaMP, the lack of experience concerning vibrated monopiles shall be faced by means of large-scaled model investigations regarding the lateral load-bearing behavior. Therefore, open ended steel pipe piles (L = 2.4 m, Dpile = 0.6 m) are installed into dense sand by means of impact and vibratory pile driving and then subjected to cyclic lateral loading. This paper focusses on pile driving predictions and measurements during the installation process. Pile driving post-predictions were carried out based on a simple force equilibrium approach. Model piles were installed using two different vibro hammers with different eccentric moments and one impact hammer. Measurements of strains and accelerations were carried out to investigate dynamic movements during pile driving. Earth pressure transducers were used to investigate the development of soil stresses due to the installation process. Measurements show that even at high acceleration amplitudes a refusal to vibratory driving may occur at a certain penetration depth. Soil stresses in the vicinity of the pile decrease to about 50 % due to vibratory driving which is one reason for the friction fatigue phenomenon. Drivability studies using the force equilibrium model give rough predictions about whether or not a pile can be driven to a certain penetration depth but are quite sensitive to input parameters. For the model tests, post-predictions gave reasonable results.
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Ameri, Ashkan y Adrian Mercer. "Replacing the Piled Foundations of the Houphouët-Boigny Bridge in Abidjan Cote d’Ivoire". En Offshore Technology Conference. OTC, 2021. http://dx.doi.org/10.4043/31285-ms.

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Abstract Due to historical ground movement, increased traffic levels, and general degradation, this important road and rail bridge which provides an essential link between the interior of the country and the Port of Abidjan, required significant repair and reinforcement. This included strengthening the pre-stressed concrete box girders and replacement of the piled foundations. Replacement piles had to be adjacent to, and no longer than, the existing piles to not compromise the stability of the operational bridge during the works. The underlying geology, however, meant that the pile loads had to be predominantly transferred into the ground through end bearing. Rather than installing a greater number of piles or larger diameter piles, innovative thinking changed the usual mind-set of designing the piles to the prevailing ground conditions, to designing the ground conditions to suit the piles. Jet grouted columns were installed beneath the toes of the new piles to increase the bearing capacity of the ground. This significantly contributed to the sustainability of the project and reduced carbon emissions through saving concrete, steel, plus transportation and disposal of spoil.
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Informes sobre el tema "Pileni"

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Ardalan, Hamed. Analysis of Landslides and Slopes Stabilized Using One Row of Piles. Deep Foundations Institute, marzo de 2013. http://dx.doi.org/10.37308/cpf-2012-land-1.

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The use of piles to stabilize active landslides or to prevent instability in currently stable slopes has become one of the most important innovative slope reinforcement techniques over the last few decades. Piles have been used successfully in many situations in order to stabilize slopes or to improve slope stability, and numerous methods have been developed for the analysis of piled slopes (Ito et al., 1981; Poulos, 1995; Chen and Poulos, 1997; Zeng and Liang, 2002; Won et al., 2005). The piles used in slope stabilization are usually subjected to lateral force through horizontal movements of the surrounding soil; hence they are considered to be passive piles. The interaction behavior between the piles and the soil is a complicated phenomenon due to its 3-dimensional nature and can be influenced by many factors, such as the characteristics of deformation and the strength parameters of both the pile and the soil. The interaction among piles installed in a slope is complex and depends on the pile and soil strength and stiffness properties, the length of the pile that is embedded in unstable (sliding) and stable soil layers, and the center-to-center pile spacing (S) in a row. Furthermore, the earth pressures applied to the piles are highly dependent upon the relative movement of the soil and the piles. The characterization of the problem of landslides and the use of piles to improve the stability of such slopes requires a better understanding of the integrated effect of laterally loaded pile behavior and the soil-pile-interaction above the sliding surface. Therefore, a representative model for the soil-pile interaction above the failure surface is required to reflect and describe the actual distribution of the mobilized soil driving force along that particular portion of the pile. In addition, the installation of a closely spaced pile row would create an interaction effect (group action) among adjacent piles not only below but also above the slip surface.
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Wang, Yao, Jeehee Lim, Rodrigo Salgado, Monica Prezzi y Jeremy Hunter. Pile Stability Analysis in Soft or Loose Soils: Guidance on Foundation Design Assumptions with Respect to Loose or Soft Soil Effects on Pile Lateral Capacity and Stability. Purdue University, 2022. http://dx.doi.org/10.5703/1288284317387.

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The design of laterally loaded piles is often done in practice using the p-y method with API p-y curves representing the behavior of soil at discretized points along the pile length. To account for pile-soil-pile interaction in pile groups, AASHTO (2020) proposes the use of p-multipliers to modify the p-y curves. In this research, we explored, in depth, the design of lateral loaded piles and pile groups using both the Finite Element (FE) method and the p-y method to determine under what conditions pile stability problems were likely to occur. The analyses considered a wide range of design scenarios, including pile diameters ranging from 0.36 m (14.17 inches) to 1.0 m (39.37 inches), pile lengths ranging from 10 m (32.81 ft) to 20 m (65.62 ft), uniform and multilayered soil profiles containing weak soil layers of loose sand or normally consolidated (NC) clay, lateral load eccentricity ranging from 0 m to 10 m (32.81 ft), combined axial and lateral loads, three different pile group configurations (1×5, 2×5, and 3×5), pile spacings ranging from 3 to 5 times the pile diameter, two different load directions (“strong” direction and “weak” direction), and two different pile cap types (free-standing and soil-supported pile caps). Based on the FEA results, we proposed new p-y curve equations for clay and sand. We also examined the behavior of the individual piles in the pile groups and found that the moment applied to the pile cap is partly transferred to the individual piles as moments, which is contrary to the assumption often made that moments are fully absorbed by axial loads on the group piles. This weakens the response of the piles to lateral loading because a smaller lateral pressure is required to produce a given deflection when moments are transferred to the head of the piles as moments. When the p-y method is used without consideration of the transferred moments, unconservative designs result. Based on the FEA results, we proposed both a new set of p-multipliers and a new method to use when moment distribution between piles is not known, using pile efficiency instead to calculate the total capacity of pile groups.
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Marinucci, Antonio. ACIP Pile Installation, Installation Monitoring, Full-scale Load Testing, and Extraction Program. Deep Foundations Institute, diciembre de 2017. http://dx.doi.org/10.37308/cpf-2016-acip-1.

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The Augered Cast-In-Place (ACIP) Pile Committee of the Deep Foundations Institute (DFI) performed a foundation installation, monitoring, performance and extraction program for ACIP piles in the fall of 2016. The purpose of the project was to demonstrate a fully monitored installation of instrumented 18 in (457 mm) and 24 in (610 mm) diameter ACIP piles, including automated monitoring equipment (AME); post-installation thermal integrity profiling (TIP) measurements; compression, tension, and lateral load testing (including monitoring of strain gages embedded along the compression pile shaft); and post-testing extraction of an installed pile for visual inspection. The program was initially planned by the ACIP Pile Committee, and a program site in Okahumpka, FL was selected. Initial funding was provided by the DFI Committee Project Fund with additional funds andin-kind pledges contributed from DFI members and industry partners. In the summer of 2016, the FloridaDepartment of Transportation (FDOT) and its research partners at the University of South Florida (USF)joined the program. Program details were finalized in the summer and fall of 2016. The purposes of this research effort were to demonstrate The fully monitored installation of instrumented ACIP piles, including the use of automated monitoring equipment (AME); The use and accuracy of thermal integrity profiling (TIP) methods with ACIP piles; The load-displacement behavior during compression, tension, and lateral load testing, including the use of and measurement by multiple strain gages embedded along the length of two piles; The integrity and as-constructed geometry of an ACIP pile by extracting an installed pile for visual inspection. To achieve the goals of the project, seven test piles were installed at a site in central Florida: two each for compression testing, tension testing, and lateral testing, and one pile for extraction and visual inspection. The intent of this document is to make the data and information obtained during the demonstration program available to the members of the DFI ACIP Pile Committee, Florida DOT, University of South Florida, and other possible research partners for review, analysis/interpretation, and discussion. The ultimate goals of this endeavor are to advance the overall state-of-the-practice for ACIP piles and to develop documentation for review and use; installation, monitoring, and testing methods; and reporting procedures to allow for both the use of ACIP piles for structural support of bridges and the inclusion of ACIP piles in DOT and other agency specifications in the state of Florida and elsewhere. All of the data presented and discussed herein can be made available in electronic format for additional analysis. Pertinent findings of the demonstration project include the following: The procedures and testing results described in the report highlight the successful installation, monitoring, and load carrying resistance provided by ACIP piles for structural support of bridges per the Florida DOT. The data can be used by the FL DOT as it develops a section for ACIP Piles for Bridges and Major Structures in its Standard Specifications; Grout volumes, as measured by an electromagnetic flowmeter and via manual counting of grout strokes, were in good agreement with each other; The overall grout volume of the extracted pile, when adjusted for the volume of grout observed flowing out of the top of the pile, was in good agreement with the volume calculated by manually measuring the circumference of the extracted pile at 1 ft (305 mm) intervals; Additional research into non-destructive testing (NDT) methods for ACIP piles, in particular Thermal Integrity Profiling, should produce a means to provide additional verification of pile integrity.
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Nasr, Jonathan. DEVELOPMENT OF A DESIGN GUIDELINE FOR BRIDGE PILE FOUNDATIONS SUBJECTED TO LIQUEFACTION-INDUCED LATERAL SPREADING. Deep Foundations Institute, mayo de 2018. http://dx.doi.org/10.37308/cpf-2016-ssmc-1.

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Effective-stress nonlinear dynamic analyses (NDA) were performed for piles in liquefiable sloped ground to assess how inertia and liquefaction-induced lateral spreading combine in long-duration vs. short-duration earthquakes. A parametric study was performed using input motions from subduction and crustal earthquakes covering a wide range of earthquake durations. The NDA results were used to evaluate the accuracy of the equivalent static analysis (ESA) recommended by Caltrans/ODOT for estimating pile demands. Finally, the NDA results were used to develop new ESA methods to combine inertial and lateral spreading loads for estimating elastic and inelastic pile demands. The NDA results showed that pile demands increase in liquefied conditions compared to nonliquefied conditions due to the interaction of inertia (from superstructure) and kinematics (from liquefaction-induced lateral spreading). Comparing pile demands estimated from ESA recommended by Caltrans/ODOT with those computed from NDA showed that the guidelines by Caltrans/ODOT (100% kinematic combined with 50% inertia) slightly underestimates demands for subduction earthquakes with long durations. A revised ESA method was developed to extend the application of the Caltrans/ODOT method to subduction earthquakes. The inertia multiplier was back-calculated from the NDA results and new multipliers were proposed: 100% Kinematic + 60% Inertia for crustal earthquakes and 100% Kinematic + 75% Inertia for subduction earthquakes. The proposed ESA compared reasonably well against the NDA results for elastic piles. The revised method also made possible to estimate demands in piles that performed well in the dynamic analyses but could not be analyzed using Caltrans/ODOT method (i.e. inelastic piles that remained below Fult on the liq pushover curve). However, it was observed that the pile demands became unpredictable for cases where the pile head displacement exceeded the displacement corresponding to the ultimate pushover force in liquefied conditions. Nonlinear dynamic analysis is required for these cases to adequately estimate pile demands.
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Raja, Rameez Ali, Mustafa Kilic, Monica Prezzi, Rodrigo Salgado y Fei Han. Implementation Study: Continuous, Wireless Data Collection and Monitoring of the Sagamore Parkway Bridge. Purdue University, 2022. http://dx.doi.org/10.5703/1288284317367.

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This report presents, in detail, the development and implementation of a wireless solar powered DAQ system for continuous real-time monitoring of the Sagamore Parkway Bridge using the data collected from strain gauges installed in the bridge pier and its foundation piles. The data analysis showed that there is no significant change in the load-settlement response of the bridge pier 3 years after its construction. The pile cap contribution in carrying the total load carried by the bridge pier is significant (about 20%). The hourly ambient temperature trends match with the incremental bending moments measured on the bridge pier and the piles. The daily temperature cycles also affected the load transferred between the piles within the pile group. The water level fluctuations of the Wabash River impacted the total load carried by the pier, such that a rise in water level resulted in slight drop in the total load carried by the bridge pier due to buoyant forces. The overall results of the bridge monitoring showed that the bridge has performed well since its construction.
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Wang, Wei, Michael Brown, Matteo Ciantia y Yaseen Sharif. DEM simulation of cyclic tests on an offshore screw pile for floating wind. University of Dundee, diciembre de 2021. http://dx.doi.org/10.20933/100001231.

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Screw piles need to be upscaled for offshore use e.g. being an alternative foundation and anchor form for offshore floating wind turbines, although the high demand of vertical installation forces could prevent its application if conventional pitch-matched installation is used. Recent studies, using numerical and centrifuge physical tests, indicated that the vertical installation force can be reduced by adopting over-flighting which also improved axial uplift capacity of the screw pile. The current study extends the scope to axial cyclic performance with respect to the installation approach. Using quasi-static discrete element method (DEM) simulation it was found that the over-flighted screw pile showed a lower displacement accumulation rate, compared to a pitch-matched installed pile, in terms of load-controlled cyclic tests. Sensitivity analysis of the setup of the cyclic loading servo shows the maximum velocity during the tests should be limited to avoid significant exaggeration of the pile displacement accumulation but this may lead to very high run durations.
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ABAM ENGINEERS INC FEDERAL WAY WA. Prestressed Concrete Fender Piles - Analysis and Final Test Pile Details. Fort Belvoir, VA: Defense Technical Information Center, mayo de 1986. http://dx.doi.org/10.21236/ada169516.

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Ebeling, Robert, Barry White, John Hite, James Tallent, Locke Williams, Brad McCoy, Aaron Hill, Cameron Dell, Jake Bruhl y Kevin McMullen. Load and resistance factors from reliability analysis Probability of Unsatisfactory Performance (PUP) of flood mitigation, batter pile-founded T-Walls given a target reliability index (𝛽). Engineer Research and Development Center (U.S.), julio de 2023. http://dx.doi.org/10.21079/11681/47245.

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This technical report documents the research and development (R&D) study in support of the development of a combined Load and Resistance Factor Design (LRFD) methodology that accommodates both geotechnical and structural design limit states for design of the US Army Corps of Engineers (USACE) batter pile-founded, reinforced concrete flood walls. Development of the required reliability and corresponding LRFD procedures has been progressing slowly in the geotechnical topic area as compared to those for structural limit state considerations, and therefore this has been the focus of this first-phase R&D effort. This R&D effort extends reliability procedures developed for other non-USACE structural systems, primarily bridges and buildings, for use in the design of batter pile-founded USACE flood walls. Because the foundation system includes batter piles under flood loading, the design procedure involves frame analysis with significant soil structure interaction. Three example batter pile-founded T-Wall flood structures on three different rivers have been examined considering 10 geotechnical and structural limit states. Numerical procedures have been extended to develop precise multiple limit state Reliability calculations and for complete LRFD analysis of the example batter pile-founded, T-Wall reinforced concrete, flood walls.
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Han, Fei, Monica Prezzi, Rodrigo Salgado, Mehdi Marashi, Timothy Wells y Mir Zaheer. Verification of Bridge Foundation Design Assumptions and Calculations. Purdue University, 2020. http://dx.doi.org/10.5703/1288284317084.

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The Sagamore Parkway Bridge consists of twin parallel bridges over the Wabash River in Lafayette, IN. The old steel-truss eastbound bridge was demolished in November 2016 and replaced by a new seven-span concrete bridge. The new bridge consists of two end-bents (bent 1 and bent 8) and six interior piers (pier 2 to pier 7) that are founded on closed-ended and open-ended driven pipe piles, respectively. During bridge construction, one of the bridge piers (pier 7) and its foundation elements were selected for instrumentation for monitoring the long-term response of the bridge to dead and live loads. The main goals of the project were (1) to compare the design bridge loads (dead and live loads) with the actual measured loads and (2) to study the transfer of the superstructure loads to the foundation and the load distribution among the piles in the group. This report presents in detail the site investigation data, the instrumentation schemes used for load and settlement measurements, and the response of the bridge pier and its foundation to dead and live loads at different stages during and after bridge construction. The measurement results include the load-settlement curves of the bridge pier and the piles supporting it, the load transferred from the bridge pier to its foundation, the bearing capacity of the pile cap, the load eccentricity, and the distribution of loads within the pier’s cross section and among the individual piles in the group. The measured dead and live loads are compared with those estimated in bridge design.
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Walshire, Lucas, Joseph Dunbar y Benjamin Breland. Stability analysis of Old River Low Sill Structure. Engineer Research and Development Center (U.S.), septiembre de 2022. http://dx.doi.org/10.21079/11681/45349.

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An updated stability analysis was performed on the Old River Low Sill Structure due to a change in the operating conditions from historic river sedimentation. Sedimentation of the Mississippi River channel since the 1973 spring flood has caused higher river stages at lower discharges. Numerical methods used included nonlinear analysis of pile group stability, seepage analyses, and limit equilibrium methods. The structure’s foundation was compromised during the 1973 flood, and emergency repairs were conducted to prevent scouring and undermining of the foundation by the flood scour. Rehabilitation included the reconstruction of a failed wing wall on the left abutment, rock and riprap fill in the forebay channel, and emergency grouting to fill the scour hole beneath the structure. An operating restriction was emplaced to limit the differential head across the structure due to flood damage. Taking these conditions into account, results from an updated analysis showed that full headwater uplift caused increased tension in the piles, while the increased body load caused increased compressive loads in the piles. Review of piezometric monitoring and the seepage analyses showed that full headwater uplift is unlikely, indicating the foundation grouting adequately sealed the scour hole beneath the structure. Analysis results exhibited lower magnitude compression and tension loads in the piles with design load cases compared to previous analyses. Recommendations from these analyses indicate that increased monitoring and additional investigation may support increasing the differential head limitation.
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