Relevant bibliographies by topics / Foundation piles on

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  1. Journal articles
  2. Dissertations / Theses
  3. Books
  4. Book chapters
  5. Conference papers
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Academic literature on the topic 'Foundation piles on'

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

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Journal articles on the topic "Foundation piles on"

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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 (December 1, 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 an unfavourable soil profile for a piled raft foundation, the conventional piled raft has been modified into a cushioned composite piled raft foundation, where piles of different materials are used. In the current study the behavior of cushioned foundation components, which transfer the load from the structure to the subsoil, are analyzed in detail, i.e., the thickness of the raft, the length of a long pile and the modulus of a flexible pile.
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Ahmed, Huda Hussein, and Salah Rohaima Al-Zaidee. "Experimental Investigation for Effects of Mini-piles on the Structural Response of Raft Foundations." Civil Engineering Journal 5, no. 5 (May 21, 2019): 1084–98. http://dx.doi.org/10.28991/cej-2019-03091313.

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Mini-piles made their debut as a cost-effective way to stabilize the historical structures. Recently, mini-piles have increased in popularity all over the world and are being used for bridges, buildings, slope stability, antenna towers, and residential construction. This paper presents the preparing, executing, data acquisition, and result presentation for an experimental work concerns with five scale-down mini-piled raft foundation models. All models were prepared to study the effectiveness of the mini-piled raft foundation in reducing the settlement and the bending moments. Five tests have been achieved. The reference first test includes a raft foundation with 15mm thickness. Second, third, and fourth tests are mini-piled raft foundations with five mini-piles and with thicknesses of 15 mm, 10 mm, and 8mm respectively. Finally, the fifth test dealt with a single mini-pile 178mm in length and 6mm in diameter. It has been adopted to investigate the reference behavior of the single mini-pile. When they were used, the piles have 42 mm center to center distances. A scale-down factor of , a sandy soil with with of , and relative density of 60% have been considered in all tests. Test results indicated a 45% decrease in settlement for 15mm mini-piled raft foundation comparing with the reference 15mm raft foundation. Moreover, there is no significant difference in settlement between 15mm mini-piled raft foundation comparing with the 10mm and 8mm thick mini-piled raft foundations. Regarding to the bending moments, they decrease at the mid and edge of the 15mm mini-piled raft foundation comparing to those of the reference raft foundation. It has also been noted that the moments are inversely proportional to the thickness of the piled raft foundations. With respect to the mini-piles, it has been found that most of the pile axial loads are transferred to the underneath soil through friction and this friction increases as the raft thickness decreases.
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Soares, Wilson Cartaxo, Roberto Quental Coutinho, and Renato Pinto da Cunha. "Piled raft with hollow auger piles founded in a Brazilian granular deposit." Canadian Geotechnical Journal 52, no. 8 (August 2015): 1005–22. http://dx.doi.org/10.1139/cgj-2014-0087.

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Geotechnical projects typically achieve load transfer to the ground using shallow or deep foundations. The conventional design approach does not provide for the combination of these two types of foundation. The piled raft philosophy allows the association of the soil elements, raft, and piles to obtain technical and economic advantages over conventional design. The city of João Pessoa, in northeastern Brazil, has developed foundation practices with hollow auger piles in piled raft design. The coastal area of the city has topsoil layers with favorable conditions for using such a technique. This paper addresses the results of a research project with instrumented load tests on foundation systems of hollow auger piles and a piled raft. The analysis is based on the load–settlement curve through extrapolation criteria. The Poulos–Davis–Randolph (PDR) method is applied according to a trilinear and hyperbolic approach to simulate the load–settlement curve of piled rafts. The results indicate that the raft absorbs most of the load, and the raft–soil contact significantly increases the load capacity of the foundation. The PDR hyperbolic method could apply to practical use in the foundations of the region, as it allows a more detailed assessment of the behavior of the foundation and can forecast the behavior of the (locally nontraditional) piled raft foundation system.
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Zhu, Xiao-jun, Kang Fei, and Sheng-wei Wang. "Horizontal Loading Tests on Disconnected Piled Rafts and a Simplified Method to Evaluate the Horizontal Bearing Capacity." Advances in Civil Engineering 2018 (September 16, 2018): 1–12. http://dx.doi.org/10.1155/2018/3956509.

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Disconnected piled raft (DPR) foundations have been widely adopted as an effective foundation system where the piles are separated from the raft by a granular layer, which can limit the shear forces and moments transmitted between the raft and the piles. Thus, DPR foundations may avoid the problem of horizontal forces, such as those from an earthquake or dynamic loads, which damage the structural connection between the pile head and raft. A series of static horizontal loading tests were carried out on three types of foundation models, i.e., piled raft, disconnected piled raft, and raft alone models, on fine sand using a geotechnical model in a 1 g field. In this paper, the influences of vertical loading and interposed layer thickness were presented and discussed. The results showed that most of the horizontal force was carried by raft/interposed layer friction in the DPR foundation type, and the shear force and moment of the piles were greatly reduced due to the gap between the raft and the heads of the piles. The tested foundations were simulated using a simplified method with theoretical equations derived by making several approximations and assumptions. The simulated results agreed well with the test results.
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Kacprzak, Grzegorz, Katarzyna Mazurek, and Tomasz Daktera. "A simplified algorithm for the design of piled raft foundations applied for the case study of a building erected within Żoliborz-Szczęśliwice glacial tunnel valley." Annals of Warsaw University of Life Sciences, Land Reclamation 47, no. 2 (June 1, 2015): 113–26. http://dx.doi.org/10.1515/sggw-2015-0018.

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Abstract A common engineering solution for excessive settlement with raft foundation (s) is the use of piles in order to reduce the vertical displacements, in this method, the whole structural load is transferred to the piles. This is an overly cautious approach, and there remains a need to find an optimal design method for a building’s foundations. Such a solution may be the piled raft foundation, which allows a reduction of the number of piles due to the integration of the raft in the bearing capacity of the foundation. The aim of the article is to estimate the contribution of foundation elements such as the raft and the piles in the bearing capacity of a residential building located in Warsaw, where the geological conditions are characterized by organic soil layers, principally of gyttja.
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Wang, Cheng Hua, and Jian Guo An. "A Nonlinear Numerical Analysis of Vertical Bearing Behavior of Bored Pile Foundations Including Defective Piles with Stem Shrinkage." Advanced Materials Research 374-377 (October 2011): 2071–77. http://dx.doi.org/10.4028/www.scientific.net/amr.374-377.2071.

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In order to investigate the influence of the defective piles with stem shrinkage on the working behavior of pile foundations under vertical loadings, a numerical model was set up for the analysis of pile foundations. A series of contrastive analyses were made to a group piled foundations including a pile with defect of stem shrinkage in a shallow or a deeper depth and a pile foundation with normal piles with a three dimensional nonlinear finite-infinite element method. The basic working behavior of the pile foundation with a defective pile of stem shrinkage was initially revealed by the results of the analyses; and the basic rules of the affects of pile stem shrinkage defect on the distribution of axial forces among piles and the bending moments in pile caps were obtained. The results of this research are not only helpful for the understanding and rational judgment of the working mechanism, but also of practical importance in the assessment of the bearing behavior of pile foundations including defective piles with stem shrinkage and in the structural designs of piles and pile caps.
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de Freitas Neto, Osvaldo, Renato P. Cunha, Olavo Francisco Santos, Paulo J. R. Albuquerque, and Jean R. Garcia. "Comparison of Numerical Methods for Piled Raft Foundations." Advanced Materials Research 838-841 (November 2013): 334–41. http://dx.doi.org/10.4028/www.scientific.net/amr.838-841.334.

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The methodologies used to calculate piled raft foundations are normally more complex than conventional foundations due to the large number of variables involved in the problem. In the conventional block, the interaction variables considered are only between the pile and the soil. In the piled raft, all the interaction effects must be considered, as follows: plate-soil, plate-piles and piles-soil, simultaneously. The Finite Element Method (FEM) has proven to be a useful tool in analyzing these types of problems. This study aims at assessing the behavior of piled rafts using the Cesar-LCPC numerical tool, version 4.0, which is based on the finite element method. Literature cases of rafts supported by 9, 15 and 16 piles were analyzed. The results obtained were compared with analysis methods presented in the bibliography. The following parameters were assessed: relative spacing (S/D), relative length (L/D), relative stiffness between piles and the soil (KPS), and settlement of piles and the raft. The spacing between piles has a significant influence on load distribution between piles and the raft. Very small spacing provides stiffness to the foundation, which then functions as a conventional pile foundation, in which only the piles absorb the load from the superstructure. The larger the L/D ratio, the lower the settlement and for a given modulus of elasticity of the pile, the increase in relative stiffness (KPS) causes an increase in settlement. In all analyses, the data obtained corroborated the results presented by other methods published in the literature.
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Xie, Xin Yu, Ming Xin Shou, Jie Qing Huang, and Kai Fu Liu. "Application Study of Long-Short-Piled Raft Foundation." Applied Mechanics and Materials 170-173 (May 2012): 242–45. http://dx.doi.org/10.4028/www.scientific.net/amm.170-173.242.

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The long-short-piled raft foundation is an unusual type of building base. This kind of foundation is usually applied for pile foundation reinforcement of existing buildings when shortage of bearing capacity of piles occurs. The bearing capacity of pile foundation is improved and less settlement is expected. Since this method has so many obvious advantages, it is recommended in the reinforcement design of piled raft foundation of an existing building in Tianjin. Longer reinforced concrete bored piles are adopted as the supplementary ones. The bearing capacity of this kind of piled raft foundation was studied. The settlement was also analyzed with the National standard method together with the finite element numerical method. According to the study, the bearing capacity of piled raft foundation is enhanced effectively after adding piles. Also, the results show that the total settlement and differential settlement during the construction is in control respectively.
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Yushchube, S. V., and I. I. Podshivalov. "Stress-strain state finite element modeling of concrete foundation along the concrete pile perimeter of a multistory brick building." Vestnik Tomskogo gosudarstvennogo arkhitekturno-stroitel'nogo universiteta. JOURNAL of Construction and Architecture 23, no. 3 (June 28, 2021): 155–66. http://dx.doi.org/10.31675/1607-1859-2021-23-3-155-166.

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The use of concrete foundations on a natural subgrade of brick buildings with a spatial cross-wall structural system can lead to its ultimate limit and elastoplastic states along the perimeter and, as a consequence, unallowable soil deformation and movement. The paper proposes to eliminate ultimate limit and elastoplastic states along the perimeter of concrete piles through the replacement of the foundation slab by the combined piled-raft foundation. The finite element modeling of the stress-strain state of the concrete foundation and the building superstructure of the base-foundation-building system is performed in the MicroFe software package allowing to appropriately estimate this state in real geotechnical conditions. According to calculations, 46 % of the vertical load of the building is taken by concrete piles along the perimeter, and 54 % of this load is taken by the concrete foundation. The use of the combined piled-raft foundation allows eliminating unallowable soil deformation of the foundation and provides meeting the standard requirements.
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Alhassani, Athraa Mohammed Jawad, and Ala Nasir Aljorany. "Parametric Study on Unconnected Piled Raft Foundation Using Numerical Modelling." Journal of Engineering 26, no. 5 (May 1, 2020): 156–71. http://dx.doi.org/10.31026/j.eng.2020.05.11.

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Piled raft is commonly used as foundation for high rise buildings. The design concept of piled raft foundation is to minimize the number of piles, and to utilize the entire bearing capacity. High axial stresses are therefore, concentrated at the region of connection between the piles and raft. Recently, an alternative technique is proposed to disconnect the piles from the raft in a so called unconnected piled raft (UCPR) foundation, in which a compacted soil layer (cushion) beneath the raft, is usually introduced. The piles of the new system are considered as reinforcement members for the subsoil rather than as structural members. In the current study, the behavior of unconnected piled rafts systems has been studied numerically by means of 3D Finite Element analysis via ABAQUS software. The numerical analysis was carried out to investigate the effect of thickness and stiffness of the cushion, pile length, stiffness of foundation soil, and stiffness of bearing soil on the performance of the unconnected piled raft. The results indicate that when unconnected piles are used, the axial stress along the pile is significantly reduced e.g. the axial stress at head of unconnected pile is decreased by 37.8% compared with that related to connected pile. It is also found that the stiffness and thickness of the cushion, and stiffness of foundation soil have considerable role on reduction the settlement.
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Dissertations / Theses on the topic "Foundation piles on"

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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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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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Stacul, Stefano [Verfasser], and Joachim [Akademischer Betreuer] Stahlmann. "Analysis of piles and piled raft foundation under horizontal load / Stefano Stacul ; Betreuer: Joachim Stahlmann." Braunschweig : Technische Universität Braunschweig, 2018. http://d-nb.info/1175815330/34.

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Stacul, Stefano Verfasser], and Joachim [Akademischer Betreuer] [Stahlmann. "Analysis of piles and piled raft foundation under horizontal load / Stefano Stacul ; Betreuer: Joachim Stahlmann." Braunschweig : Technische Universität Braunschweig, 2018. http://nbn-resolving.de/urn:nbn:de:gbv:084-2018061815086.

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Kling, Oliver, and Nils Dahlman. "Parametric Optimization of Foundation Improvements with RC Slabs on Piles." Thesis, KTH, Betongbyggnad, 2019. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-254168.

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Parametric design has proven to be a powerful tool for structural engineers to find innovativesolutions to complex problems more effectively compared to conventional methods. Theflexibility off parametric design is immense since all types of structures depend on a range ofparameters that can be isolated, controlled and altered.In this thesis a parametric model was built with the software Grasshopper to manage thedesign process of a common type of foundation improvement. The technique has beensuccessfully used by Tyréns AB on several 19th century buildings in Stockholm in the pastdecade. The buildings were settling due to decay of the original wooden piles. To stop furthersettlements steel piles are drilled from under the building down to the bedrock. In thebasement of the buildings new and thick reinforced concrete slabs are cast which are connectedto the ground walls with concrete corbels.The available area for the installation of these corbels, the minimum distances between thecorbels and the dimensions of each corbel are all contributing factors that limit the number ofpossible design configurations. The dimensions of the concrete corbels affect the maximumload capacity which will determine their quantity and position. The corbels have to carry thevarying line loads and point loads acting on the ground walls from the structure above.With the plug-in finite element software Karamba, reaction forces in each pile were calculatedwhich also affected the possible designs.A well-functioning and adaptable parametric model presented logical results where decreasingheight of the concrete slab was affecting the capacity of each corbel which in turn generated alarger number of corbels. The model offered both manual control and automatic optimizationwhere real time variations of loads and reactions were shown depending on the changingdesign.In the optimization process which was based on genetic algorithm a cost function to deal withthe numerous contributing parameters was designed.Verification of important results increased the confidence in the model in most cases but thelack of trust in the calculated moments of each shell element created limitations. The thesisdoes not include a complete finite element analysis of the structures generated by theparametric model. However, it presents a simple export process to the third party softwareFEM-Design for verification.The role of the model was therefore not to work as a complete solution but as a powerful andeasy-to-use design tool for the structural designer to get instant feedback of chosen corbelplacements. The model offered a simplified way of achieving more slender and economicstructures both financially as well as environmentally.Parametric design was shown to be successful for solving structural problems if the model wasbased on appropriate engineering judgements.
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Dhorajiwala, Husein, and Agnieszka Owczarczyk. "Global stability of high-rise buildings on foundation on piles." Thesis, KTH, Bro- och stålbyggnad, 2018. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-235317.

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In Sweden as well as other countries the trend of building higher is more and more popular. The global stability of tall buildings is a very important aspect that has to be taken into account while designing. Foundation on piles, that is common in Sweden, reduces the global stability compared to foundation directly on bedrock. Using inclined piles in the foundation is inevitable for high-rise buildings, because they are essential for transferring the horizontal loads into the bedrock. The aim of this paper is to look into the influence that foundation on piles has on global stability and investigate two simple methods to asses global stability. In this thesis the influence of the stiffness of the substructure (foundation), length and inclination of the piles on the global stability were investigated. It was also looked into how does the pile center affect the rotation and thus global stability. One method that was presented was based on the equivalent stiffness. Displacement at the top of the wall is used in order to calculate the bending stiffness that is reduced due to foundation on piles and further calculate buckling load on the basis of Euler buckling. In the other method that was proposed rotation at the foundation level was taken into account so as to calculate rotational spring stiffness and later buckling load due to combined flexural and rotational buckling. The analysis was conducted on a simple two dimensional problem, namely stabilizing wall as well as a building stabilized by two towers. Three different configurations of piles were investigated for single wall as well as for the structure. The investigation showed that the position of pile center has its effect on the global stability. The closer the pile center is to the foundation on piles the better the global stability of a  structure. The length of the piles plays a role in stability as well. The longer the piles are the worse the stability is. With longer piles the overall stiffness of a structure decreases and thus the global stability. The analysis showed that the foundation of piles significantly lowers the stability of high rise building. The investigated methods showed that the one based on rotation at the base gave better results compared to the method based on the equivalent bending stiffness. But to use this first method, the position of the pile center is required to be known in order to get correct results which in a complex structure is hard to estimate. In an analysis of a building stabilized by two towers it was seen that when the inclined piles that are inclined opposite to each other in a pile group and are positioned far from rotation center of a structure it increases the global safety and rotational stiffness as well. It is recommended to use such configuration of piles that the pile center is at the foundation level in order to increase global stability.
I Sverige och andra länder är trenden att bygga högre alltmer populärt. Den globala stabiliteten hos höga byggnader är en viktig aspekt som måste beaktas vid byggnadens utformning. Den vanligaste grundläggningsmetoden i Sverige är grundläggning med pålar. Denna typ av grundläggning minskar den globala stabiliteten jämfört med grundläggning direkt på berggrunden. Att använda sneda pålar i grundläggningen är oundviklig för höghus, eftersom de är nödvändiga för att överföra horisontella laster till berggrunden. Syftet med detta examensarbete är att se hur grundläggning på pålar påverkar den globala stabiliteten och undersöka två enkla metoder för global stabilitet. I detta examensarbete undersöktes hur styvheten påverkar grundläggning med pålar med olika längder och lutningar, med hänseende på den globala stabiliteten. Pålcentrumets påverkan av rotation och den globala stabiliteten har även studerats. En metod som presenterades i examensarbetet är baserades på ekvivalent styvhet. Där utböjning på toppen av väggen togs för att beräkna böjstyvheten som reduceras på grund av grundläggning med pålar och ytterligare beräknades knäcklasten baserat på Eulers knäckning. I den andra metoden som föreslogs togs rotationen vid grundläggningsnivån med i beräkningen för att beräkna rotationsfjäderns styvhet och senare knäckningslasten på grund av kombinerad böjnings- och rotationsknäckning. Analysen genomfördes på en enkel tvådimensionell vägg och en tredimensionell byggnad som är stabiliserad av två torn. Tre olika konfigurationer av pålar undersöktes för enkel vägg och även för byggnaden Utredningen av examensarbetet visade att positionen av pålcentrum har en stor påverkan på den globala stabiliteten. Ju närmare pålcentrumet är till grundläggningsnivån desto bättre är den globala stabiliteten hos en konstruktion. Längden på pålarna har även en betydelse när det gäller stabiliteten. Ju längre pålarna är desto värre blir stabiliteten. Med längre pålar minskar den totala styvheten hos hela konstruktionen och därmed minskar även den globala stabiliteten. Utredningen visade även att metoden med rotation vid grundläggningsnivån gav mer noggrannare resultat än metoden för ekvivalent styvhet. Men för att kunna använda den förstnämnda metoden behöver man ha kännedom om vart pålcentrum ligger för konstruktionen och detta kan vara svårt att uppskatta. I en analys av en byggnad stabiliserad av två torn visades det att när pålarna är placerade långt från rotationscentrum av en konstruktion ökar den globala säkerheten och rotationsstyvheten. Det rekommenderas att använda sådan konfiguration av pålar att pålcentrum ligger på grundnivå för att öka den globala stabiliteten.
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McCarthy, Donald. "EMPIRICAL RELATIONSHIPS BETWEENLOAD TEST DATA AND PREDICTED COMPRESSION CAPACITY OF AUGERED CAST-IN-PLACE PILES IN PREDOMINANTLY." Master's thesis, University of Central Florida, 2008. http://digital.library.ucf.edu/cdm/ref/collection/ETD/id/2985.

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Augered Cast-In-Place (ACIP) Piles are used in areas were the loading from a superstructure exceeds the soil bearing capacity for usage of a shallow foundation. In Northwest Florida and along the Gulf Coast, ACIP piles are often utilized as foundation alternatives for multi-story condominium projects. Data from 25 compression load tests at 13 different project sites in Florida and Alabama were analyzed to determine their individual relationships between anticipated and determined compression load capacity. The anticipated capacity of the ACIP pile is routinely overestimated due to uncertainties involved with the process of estimating the compressive capacity and procedures of placing the piles; therefore, larger diameter and deeper piles are often used to offset this lack of understanding. The findings established in this study will provide a better empirical relationship between predicted behaviors and actual behaviors of ACIP piles in cohesionless soils. These conclusions will provide the engineer with a better understanding of ACIP pile behaviors and provide a more feasible approach to more accurately determine the pile-soil interaction in mostly cohesionless soils.
M.S.
Department of Civil and Environmental Engineering
Engineering and Computer Science
Civil Engineering MS
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Rica, Shilton [Verfasser]. "Improved Design Methods for the Bearing Capacity of Foundation Piles / Shilton Rica." Düren : Shaker, 2019. http://d-nb.info/120221875X/34.

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Evans, Keith Martin. "A model study of the end bearing capacity of piles in layered calcareous soils." Thesis, University of Oxford, 1987. http://ora.ox.ac.uk/objects/uuid:574ae32d-bb91-4be7-aae6-d456f4c40b70.

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The results of a series of over 120 model tests to study the end bearing capacity of piles in layered calcareous soils are described. The tests were carried out on samples enclosed in a cylindrical testing chamber, 450 mm diameter and 450 mm high, which allowed independent control of horizontal and vertical stress in the range 25 kPa to 500 kPa. The samples consisted of a loose, uncemented calcareous sand consisting predominantly of foraminifera and mollusc micro-organisms (D50 = 0.2 mm, calcium carbonate content 92%). Into this was built a layer of the same material artificially cemented by a gypsum plaster. The layer had similar properties to naturally cemented deposits, and layers with unconfirmed crushing strengths in the range 500 kPa to 4000 kPa have been prepared. All samples were tested dry. Closed end model piles of 16mm diameter were jacked at 0.1mm/s into the sample, and continuous profiles of end bearing capacity obtained during penetration. A parametric study has been carried out to examine the effects on the bearing capacity of stress level, K0, cemented layer thickness (0.5 pile diameters to 5.0 pile diameters) and layer strength. In addition, tests have been conducted with different pile geometry, multiple cemented layers, and using dynamic installation techniques. The study has identified ranges of parameters for which brittle failure of the cemented layer occurs (low stress levels and high layer strengths) and ranges where the failure is ductile (high stresses and low layer strengths). Characteristic patterns have been observed of the variation of end bearing with position as a layer is penetrated. Examination of the samples after testing has revealed details of failure mechanisms. Simple procedures are proposed for modelling the bearing capacity of such layered systems, and some implications of the results for design methods are discussed.
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Coop, Matthew R. "The axial capacity of driven piles in clay." Thesis, University of Oxford, 1987. http://ora.ox.ac.uk/objects/uuid:5b1244f1-9e91-434a-ad15-5cc670c935a9.

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An instrumented model pile was used to investigate the fundamental behaviour in clay soils of driven cylindrical steel piles used for offshore structures. Four test-bed sites were chosen; two in stiff heavily consolidated clays, and two in normally/lightly overconsolidated clays. Data from these sites confirm that a residual shear surface is formed along the pile during installation, the location of which relative to the shaft surface appears to depend on the shaft roughness. Comparisons with other site investigation data and cavity expansion theoretical predictions indicate that stress relief immediately behind the pile tip during driving gives rise to total radial stresses and pore pressures measured on the pile shaft which are lower than predicted. This stress relief is particulary severe in the stiffer clays. The data did however show that the installation total radial stresses and pore pressures are governed by the initial in-situ stresses and undrained shear strength as is predicated by the theory. During reconsolidation, pore pressures close to the instrument rise initially in all clays, and radial effective stresses drop. The slow recovery in radial effective stress during the later stages of reconsolidation was in some cases insufficient to return it to levels recorded during installation. However, the generation of negative pore pressures during undrained loading increased the radial effective stress and shaft friction at failure. This effect is particularly important in the normally consolidated clays, and is responsible for the set-up of shaft capacity seen in such clays, which might not be observed if the loading were drained. The observed behaviour was therefore quite different from the monotonic increase in radial effective stress during reconsolidation, followed by decrease during undrained loading which was expected from a review of current theory.
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Books on the topic "Foundation piles on"

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Khan, Ahmed Mukhtar. Foundation piles in cemented marine sands. Birmingham: University of Birmingham, 1997.

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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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Alessandro, Mandolini, and Russo Gianpiero, eds. Piles and pile foundations. New York: Spon Press, 2011.

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International Conference on Soil Mechanics and Foundation Engineering (1936- ) (12th 1989 Rio de Janeiro, Brazil) (14). Drivability of piles: Proceedings for the Discussion Session 14, Twelfth International Conference on Soil Mechanics and Foundation Engineering, August 13-18, 1989, Rio de Janeiro, Brazil. [Tokyo]: Japanese Society of Soil Mechanics and Foundation Engineering, 1989.

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Hadfield, Anna C. Sacrificial piles as a bridge pier scour countermeasure. Auckland, N.Z: Dept. of Civil and Resource Engineering, University of Auckland, 1999.

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International Geotechnical Seminar on Deep Foundations on Bored and Auger Piles (2nd 1993 Ghent, Belgium). Deep foundations on bored and auger piles: BAP II : proceedings of the 2nd International Geotechnical Seminar on Deep Foundations on Bored and Auger Piles, Ghent, Belgium, 1-4 June 1993. Rotterdam: A.A. Balkema, 1993.

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F, Van Impe W., ed. Deep foundations on bored and auger piles: Proceedings of the 4th International Geotechnical Seminar on Deep Foundations on Bored and Auger Piles : Ghent, Belgium, 2-4 June, 2003. Rotterdam, Netherlands: Millpess, 2003.

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La Jolla Cancer Research Foundation., ed. La Jolla Cancer Research Foundation: The miracle on Torrey Pines Mesa. La Jolla: La Jolla Cancer Research Foundation, 1995.

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F, Van Impe W., and Van Impe P. O, eds. Deep foundations on bored and auger piles: Proceedings of the fifth International Symposium on Deep Foundations on Bored and Auger Piles (BAP V), Ghent, Belgium, 8-10 September 2008. Leiden, The Netherlands: CRC Press/Balkema, 2009.

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International Geotechnical Seminar on Deep Foundations on Bored and Auger Piles (3rd 1998 Ghent, Belgium). Deep foundations on bored and auger piles, BAP III: Proceedings of the 3rd International Geotechnical Seminar on Deep Foundations on Bored and Auger Piles, Ghent, Belgium, 19-21 October 1998. Rotterdam: A.A. Balkema, 1998.

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Book chapters on the topic "Foundation piles on"

1

Jia, Junbo. "Anchor Piles." In Soil Dynamics and Foundation Modeling, 641–54. Cham: Springer International Publishing, 2017. http://dx.doi.org/10.1007/978-3-319-40358-8_25.

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Jia, Junbo. "Vertical Piles Versus Inclined/Battered/Raked Piles." In Soil Dynamics and Foundation Modeling, 629–35. Cham: Springer International Publishing, 2017. http://dx.doi.org/10.1007/978-3-319-40358-8_23.

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Jia, Junbo. "Suction Piles/Caissons." In Soil Dynamics and Foundation Modeling, 655–68. Cham: Springer International Publishing, 2017. http://dx.doi.org/10.1007/978-3-319-40358-8_26.

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Tang, Chong, and Kok-Kwang Phoon. "Evaluation of Design Methods for Helical Piles." In Model Uncertainties in Foundation Design, 457–518. First edition. | Boca Raton : CRC Press, 2021.: CRC Press, 2021. http://dx.doi.org/10.1201/9780429024993-8.

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Jia, Junbo. "Lateral Force–Displacement of Piles—p-y Curve." In Soil Dynamics and Foundation Modeling, 481–519. Cham: Springer International Publishing, 2017. http://dx.doi.org/10.1007/978-3-319-40358-8_16.

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Sritharan, Sri, Tom Vande Voort, and Muhannad Suleiman. "Effective use of UHPC for Deep Foundation Piles." In Designing and Building with UHPFRC, 279–94. Hoboken, NJ USA: John Wiley & Sons, Inc., 2013. http://dx.doi.org/10.1002/9781118557839.ch19.

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Viggiani, C. "Technological Factors in the Design of Foundation Piles." In Advanced Problems in Bridge Construction, 223–56. Vienna: Springer Vienna, 1991. http://dx.doi.org/10.1007/978-3-7091-2614-1_10.

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Singh, Vishal, and Benu Gopal Mohapatra. "Parametric Study on Foundation Retrofitting Using Micro-piles." In Recent Developments in Sustainable Infrastructure, 159–73. Singapore: Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-15-4577-1_13.

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Jia, Junbo. "Modeling, Response Calculation, and Design of Piles Under Seismic Loading." In Soil Dynamics and Foundation Modeling, 565–87. Cham: Springer International Publishing, 2017. http://dx.doi.org/10.1007/978-3-319-40358-8_19.

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Tang, Chong, and Kok-Kwang Phoon. "Evaluation of Design Methods for Driven Piles and Drilled Shafts." In Model Uncertainties in Foundation Design, 289–456. First edition. | Boca Raton : CRC Press, 2021.: CRC Press, 2021. http://dx.doi.org/10.1201/9780429024993-7.

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Conference papers on the topic "Foundation piles on"

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Medzvieckas, Jurgis, and Danutė Sližytė. "Jacked Pile Interaction with Strengthened Foundation." In The 13th Baltic Sea Region Geotechnical Conference. Vilnius Gediminas Technical University, 2016. http://dx.doi.org/10.3846/13bsgc.2016.042.

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During the reconstruction old, often historical heritage, buildings are changing their working conditions. Therefore, in most cases the foundations need to be strengthened. One of the reasons is, because the actions on foundations are changing. Other reason is building state for the foundations deformation. Foundation bearing capacity can be increased by strengthening the foundation ground or changing of the foundation construction. Reliable and effective method of strengthening is to use the jacked piles. This method must be assessed in the two approaches. One is the influence on building structures and foundations during installation, the other, relationship between piles and foundation after reconstruction. In the article is given simulation of the actions on foundation during reconstruction and load distribution between the foundation and piles. It also assesses influence of the piles stiffness on load distribution between the strengthened foundation and piles.
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Hossain, M. Kabir, Han Shi, Basel Abdalla, and Markella K. Spari. "Understanding Hybrid Subsea Foundation Design." In ASME 2015 34th International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2015. http://dx.doi.org/10.1115/omae2015-42214.

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Hybrid subsea foundations (HSF) are combined foundation systems of mudmats and piles. The primary motivation of combining these two foundation types is to provide greater resistance to large horizontal loads in addition to vertical loads, for which use of mudmats alone will require it to be of impractically large size. The contribution from the piles in the lateral capacity helps to limit the size of the mudmat, which is critical in subsea environment. In a brownfield situation, this is sometimes a hard limit with only limited space available to place a new mudmat in the existing field layout. Also, in some cases, the HSF may prove to be a more economical option for resisting large horizontal loads compared to, for example, to suction piles. While the authors are aware of some scattered project-specific design and use of subsea mudmat-pile hybrid foundations by individual contractors and operators, there is no industry-wide publicly known best practice currently available. These designs of HSF appear to be generally based on simplified analytical approach that require superimposition of conventional shallow and deep foundation capacity calculation methods, hence violates the static and kinematic compatibility requirements fundamental for a sound and robust prediction procedure. This paper attempts to provide some insight into the behavior of mudmat-pile foundations as a hybrid integrated system numerically using finite element modeling and analysis (FEA). The interactions between the mudmat and the piles in an HSF are complex and hence a FEA-based approach is considered most suitable. The FEA model in this study included the mudmat, the corner piles, the pile-mudmat connections and the seabed soil. Sensitivity of the HSF capacity to the size of the piles (length and diameter), the connection type of the piles to the mudmat, and the number of piles are selectively investigated and the results presented. Based on these results some pertinent observations relevant to design of HSFs are also given. While the study is of limited scope, it offers important insights into the effects of the primary design variables on HSF’s capacities. Therefore, the authors hope the information herein will be of benefit to practicing subsea engineers who might have to face choices to consider mudmat-pile hybrid foundations as a real option for their projects.
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Vu Quoc, Tran, and Cham Wee Meng. "Performance of Driven Spun Piles from Pile Load Tests." In International Symposium on Advances in Foundation Engineering. Singapore: Research Publishing Services, 2013. http://dx.doi.org/10.3850/978-981-07-4623-0_sy-174.

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Bogard, D. "Nonlinear Bending of Deep Foundation Piles." In Offshore Technology Conference. Offshore Technology Conference, 1991. http://dx.doi.org/10.4043/6668-ms.

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Spagnoli, G., and K. Gavin. "Helical Piles as a Novel Foundation System for Offshore Piled Facilities." In Abu Dhabi International Petroleum Exhibition and Conference. Society of Petroleum Engineers, 2015. http://dx.doi.org/10.2118/177604-ms.

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Bughi, Sabrina, and Eric Parker. "Suction Pile Foundations: Experience in the Mediterranean Offshore and Installation Feedback." In ASME 2011 30th International Conference on Ocean, Offshore and Arctic Engineering. ASMEDC, 2011. http://dx.doi.org/10.1115/omae2011-49871.

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Suction piles are widely used in deepwater engineering both for anchoring and as foundation systems. In the first case the piles serve as anchor points for mooring systems in alternative to more standard drag anchors or piles. More recently, however, they have been used as structure foundations. In this role suction piles are a competitive alternative to the more traditional solutions of driven piles or mudmats, for platform jackets, subsea systems and subsea equipment protection structures. This solution provides cost savings in fabrication and required installation equipment. Furthermore, the foundations are relatively easy and rapid to install and can be positioned with high precision by controlled and simple marine operations, and they can be removed for reuse. This paper describes the use of steel suction piles for deepwater subsea Manifolds, Tie-in Spool Bases and Subsea Control Distribution Assemblies, in the West Delta Deep Marine (WDDM) and Rosetta concessions offshore Egypt. Most of the structures were supported by a single suction pile foundation; pile diameters ranged from 4 m to 8 m and penetrations from 8 m to 12 m. One of the larger units was supported by a “quad” foundation frame with four suction piles. Soils in the area are very soft, normally consolidated clays typical of deepwater conditions. Design is complicated by seismicity of the area, which required the foundations to resist significant horizontal dynamic loads in addition to the normal vertical operating loads. The solution adopted utilized an internal top plate in contact with the soil allowing full development of base bearing capacity. As the pile skin friction in these soils is very low, the increased end bearing leads to significant savings on foundation weight and cost. The paper discusses the main aspects of foundation design, covering the installation process with expected self weight penetration and the required suction to achieve the target design penetration, the retrieval operation for repositioning in case the final inclination is out of tolerance, the assessment of the bearing capacity and the stability under the combined vertical, horizontal and overturning loads during operation and earthquake conditions. Seismic design was based on a nonlinear dynamic analysis. In some cases the seismic loads were comparable to the ultimate foundation capacity and the final acceptance criteria utilized a Performance Based Design philosophy. In this approach the foundation is considered acceptable if the deformation experienced by the structure, during and after the seismic event, does not jeopardize structural integrity.
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Norkus, Arnoldas, and Vaidas Martinkus. "Bearing capacity and stiffness of pile group foundation." In The 13th international scientific conference “Modern Building Materials, Structures and Techniques”. Vilnius Gediminas Technical University, 2019. http://dx.doi.org/10.3846/mbmst.2019.135.

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Pile group foundations are widely employed in geotechnical design. Bearing capacity increment/reduction of pile group (PG) foundation in design practice often described via empirical efficiency factor (EF), a multiplier to sum of single piles (SP) resistances, when they act isolated. The magnitude of EF depends on spacing of SP in PG, soil parameters, configuration of piles, friction of soil-pile, etc. Proposed predictions for choosing the EF magnitude are contradictory. The tests of displacement SP and PG tests conducted in laboratory conditions for 2 spacing cases, ground stress-strain evolution of PG analyzed. The EF magnitude reproduced from tests results compared with proposed by different authors predictions. The pronounced effect of installation sequence to displacement SP response measures, when acting in PG estimated during the tests. From practical point, this phenomenon if ignored for certain connection case of superstructure with PG cap and that of SP with PG cap may cause unexpected PG foundation movements, subsequently resulting the additional stressing of superstructure and foundation. SP installation effect for displacement PG foundation measures of ground response should be properly evaluated in design of constructional elements of superstructure and foundation.
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Zaghloul, Hassan, Beverley Ronalds, and Geoff Cole. "Development of Piled Foundation Bias Factors in the Arabian Gulf." In ASME 2005 24th International Conference on Offshore Mechanics and Arctic Engineering. ASMEDC, 2005. http://dx.doi.org/10.1115/omae2005-67269.

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Offshore sites in the Arabian Gulf are characterized by the presence of calcareous sediments. Research work on driven piles in calcareous sediments has been developing for over 40 years. Yet, international codes and standards do not provide, exploit or quantify guidance for driven piles in carbonated sediments. Lack of design methods is partly attributed to inability of conventional soil mechanics to predict appropriate engineering parameters in calcareous sediments. Further, the characteristics of the sediments vary between the geographical regions depending on the geological history forming that region. As a result, current industry practice follows a conservative and subjective approach at the mere mention of carbonated sediments. Consequently, reassessment of an existing platform may falsely indicate the need for expensive construction intervention. In this study, we reviewed current practice for assessment of piled foundation in the calcareous sediments of the Arabian Gulf, collated a database of actual pile driving records, developed and implemented a detailed back-analysis procedure and implemented to derive actual pile capacities. The statistics show that the use of a single capacity value, as implied by the deterministic method of codes and standards, is insufficient to describe the various conditions surrounding the as-installed driven piles in calcareous sediments.
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Nasr, Mamdouh. "Performance-Based Design for Helical Piles." In International Foundation Congress and Equipment Expo 2009. Reston, VA: American Society of Civil Engineers, 2009. http://dx.doi.org/10.1061/41021(335)62.

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Salgado, Rodrigo. "The Axial Resistance of Nondisplacement Piles." In Art of Foundation Engineering Practice Congress 2010. Reston, VA: American Society of Civil Engineers, 2010. http://dx.doi.org/10.1061/41093(372)30.

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Reports on the topic "Foundation piles on"

1

Han, Fei, Monica Prezzi, Rodrigo Salgado, Mehdi Marashi, Timothy Wells, and 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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Mosher, Reed L., and William P. Dawkins. Theoretical Manual for Pile Foundations. Fort Belvoir, VA: Defense Technical Information Center, November 2000. http://dx.doi.org/10.21236/ada391259.

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Han, Fei, Jeehee Lim, Rodrigo Salgado, Monica Prezzi, and Mir Zaheer. Load and Resistance Factor Design of Bridge Foundations Accounting for Pile Group–Soil Interaction. Purdue University, November 2016. http://dx.doi.org/10.5703/1288284316009.

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Nasr, Jonathan. Development of a Design Guideline for Bridge Pile Foundations Subjected to Liquefaction Induced Lateral Spreading. Portland State University Library, January 2000. http://dx.doi.org/10.15760/etd.6048.

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Ashford, Scott. Reducing Seismic Risk to Highway Mobility: Assessment and Design Examples for Pile Foundations Affected by Lateral Spreading. Portland State University Library, April 2013. http://dx.doi.org/10.15760/trec.66.

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