Relevant bibliographies by topics / Settlement of piles

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  1. Journal articles
  2. Dissertations / Theses
  3. Books
  4. Book chapters
  5. Conference papers
  6. Reports

Academic literature on the topic 'Settlement of piles'

Author: Grafiati
Published: 4 June 2021
Last updated: 6 February 2022

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Journal articles on the topic "Settlement of piles"

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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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Xie, Yunfei, and Shichun Chi. "Optimization Method of Reducing the Differential Settlements of Piled Raft Foundations Based on Pile-to-Pile Interaction Theory." Advances in Civil Engineering 2020 (August 10, 2020): 1–14. http://dx.doi.org/10.1155/2020/1521876.

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In order to reduce the differential settlement of piled raft foundations, an optimization method based on pile-to-pile interaction theory is proposed in this paper, which translates the problem of pile-to-pile interaction (PPI) in pile groups into that in single piles using the interaction factor method. The pile lengths were adjusted via the relationship between load, settlement, and the length of single piles during the optimization design. ANSYS software, in conjunction with nonlinear elastic soil model, is used to analyze piled raft foundation models. Two cases with different safety factors that suffer different kinds of surface loads (uniform load and nonuniform load) are used to verify this method. The differential settlements of the raft in different cases are all reduced by nearly or more than 80% after optimization design. The results show that the optimization method proposed in this paper has high efficiency and stability. This study can help practicing engineers optimize the pile lengths in pile groups to satisfy higher differential settlement requirements.
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Fioravante, Vincenzo, and Daniela Giretti. "Contact versus noncontact piled raft foundations." Canadian Geotechnical Journal 47, no. 11 (2010): 1271–87. http://dx.doi.org/10.1139/t10-021.

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In the last few decades there has been a rapid increase in the number of piled foundations where the piles have been employed as settlement reducers; in some recent projects, the piles have been separated from the raft by a granular layer, which creates a more uniform pressure distribution on the raft bottom and reduces constraint reactions in the soil, foundation, and superstructure. A series of centrifuge model tests has been performed to investigate the load transfer mechanisms between a square rigid raft and a group of instrumented piles jacked in dry dense sand, in direct contact with the raft or separated from the raft by an interposed granular layer. The test results have shown that contact piles act as settlement reducers by diffusing the load applied to their heads to greater and deeper volumes of soil. The insertion of a deformable layer between a raft and pile heads does not ensure displacement compatibility, and the pressure diffused by the granular fill acts partly on the pile heads and partly produces shallow soil settlements, which mobilize negative skin friction on the upper part of the pile shaft. Noncontact piles act mainly as soil reinforcement.
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Zhang, Hao, and Ming Lei Shi. "Mechanical Performance of Settlement-Reducing Pile Foundation with Cushion." Advanced Materials Research 368-373 (October 2011): 2545–49. http://dx.doi.org/10.4028/www.scientific.net/amr.368-373.2545.

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The main objective of adding piles to a raft is sometimes for settlement control. In design, the number of piles for reduce settlements under work load to a tolerable limit is usually small. This often results in a high stress in piles that may impede the application of this foundation due to the limits on raft stress or pile stress in practice. An alternative is to install a cushion between piles and raft. In this paper, the performance of disconnected settlement-reducing piles is studied. Based on some simplifications, a mechanical model of pile penetration into cushion and a calculation method of pile-soil interaction are respectively formulated. In consideration of stress-deformation coordination of pile-soil-cushion, a calculation method of pile-soil stress ratio is presented. Optimization design of disconnected settlement-reducing piles can be performed with this method.
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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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Stringer, M. E., and S. P. G. Madabhushi. "Re-mobilization of pile shaft friction after an earthquake." Canadian Geotechnical Journal 50, no. 9 (2013): 979–88. http://dx.doi.org/10.1139/cgj-2012-0261.

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During strong earthquakes, significant excess pore pressures can develop in saturated soils. After shaking ceases, the dissipation of these pressures can cause significant soil settlement, creating downward-acting frictional loads on piled foundations. Additionally, if the piles do not support the full axial load at the end of shaking, then the proportion of the superstructure’s vertical loading carried by the piles may change as a result of the soil settlement, further altering the axial load distribution on piles as the soil consolidates. In this paper, the effect of hydraulic conductivity and initial post-shaking pile head loading is investigated in terms of the changing axial load distribution and settlement responses. The investigation is carried out by considering the results from four dynamic centrifuge experiments in which a 2 × 2 pile group was embedded in a two-layer profile and subjected to strong shaking. It is found that large contrasts in hydraulic conductivity between the two layers of the soil model affected both the pile group settlements and axial load distribution. Both these results stem from the differences in excess pore pressure dissipation, part of which took place very rapidly when the underlying soil layer had a large hydraulic conductivity.
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Rodríguez Rincon, Edgar, Bernardo Caicedo Hormaza, and Juan Felix Rodríguez Rebolledo. "Comparative analysis of Piled Raft Foundation System (PRFS) settlements placed on soft soils via geotechnical centrifuge." Soils and Rocks 44, no. 2 (2021): 1–12. http://dx.doi.org/10.28927/sr.2021.062321.

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The use of Piled Raft Foundations Systems (PRFS) has been extended to different types of soils, including soft clay soils. In this type of soil it is possible that, in addition to the consolidation process due to the presence of loads, a subsidence process is generated, associated with variations in pore pressure with depth. In many cases, these variations are associated with the loss of recharge of the aquifers or with the extraction of water from deep soil layers. In this work, the behaviour of some PRFS built on soft clay soils, which are subjected to the double consolidation process, are evaluated, both by loading and by the extraction of water from deep soil layers. The research is based on the implementation of reduced-scale models in a geotechnical centrifuge; the influence of the separation and number of piles on the deformation or settlement of the system is analysed. It is shown that, normally, groups of piles with greater separation control settlement more effectively. However, the settlements are greater when the soil is subjected to the weight of the structure in addition to a process of depletion of the pore pressure, because the settlement depends on the distribution of the piles, which is described using the Filling Factor (FF).
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Xie, Yunfei, and Shichun Chi. "Optimization Method for Irregular Piled Raft Foundation on Layered Soil Media." Advances in Civil Engineering 2019 (May 20, 2019): 1–15. http://dx.doi.org/10.1155/2019/5713492.

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Important buildings such as nuclear power plants always require stricter control of differential settlement than ordinary buildings. Therefore, it is necessary to provide an optimized design for the piled raft foundations of important buildings. In this paper, a new optimization method (using different pile diameters and different pile spacing) was proposed for the design of piled raft foundations. This method adjusts the pile diameters and pile spacing according to the stress distribution at the pile top of the initial design to achieve a more uniform settlement of the raft and stress distribution on top of piles, which can solve the differential settlement problems caused by uneven loads of the superstructure. After optimized design, the differential settlement and integral bending moment of the raft decreased more than 64% and 52%, respectively, and the differential stress on top of piles decreased by at least 63%. The new method proposed in this paper could be applied to large-scale piled raft foundations with complex superstructure loads.
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Sharma, V. J., S. A. Vasanvala, and C. H. Solanki. "Behaviour of Load-Bearing Components of a Cushioned Composite Piled Raft Foundation Under Axial Loading." Slovak Journal of Civil Engineering 22, no. 4 (2014): 25–34. http://dx.doi.org/10.2478/sjce-2014-0020.

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Abstract In the last decade piled raft foundations have been widely used around the world as intermediate foundation systems between piles and rafts to control the settlement of foundations. However, when those piles are structurally connected to rafts, relatively high axial stresses develop in relatively small numbers of piles, which are often designed to fully mobilize their geotechnical capacities. To avoid a concentration of stress at the head of piles in a traditional piled raft foundation, the raft is disconnected from the piles, and a cushion is introduced between them. Also, to tackle 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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Wang, Kangyu, Jun Cao, Xinquan Wang, and Yingjie Ning. "Soil Arching of Piled Embankment in Equal Settlement Pattern: A Discrete Element Analysis." Symmetry 13, no. 9 (2021): 1627. http://dx.doi.org/10.3390/sym13091627.

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Soil arching, which occurs in the piled embankments, plays an important role in stress redistribution between the relatively soft subsoil and the stiffer piles. The formation of the soil arching depends on the differential settlement of the embankment fill above the pile and the subsoil. The soil arching effect is barely investigated in the literature from the perspective of differential settlement of piles and soils. Based on the discrete element method (DEM), this paper develops a classic trapdoor test model to investigate the differential settlement in piled embankment during the downward movement of the trapdoor, and to explore the formation mechanism of soil arching in equal settlement pattern by changing the width of the pile cap and the height of the embankment. Due to symmetry, only one section of the laboratory test model is simulated herein. It was found that the soil arching formed under the equal settlement pattern remained unchanged after a certain degree of development, and the height of the equal settlement did not change at 0.7(s-a), where s is the pile spacing, and a is the width of the pile cap. The height of the embankment (H) and the width of the pile cap (a) have a significant influence on the formation of the equal settlement pattern when the width of the trapdoor is kept constant. Both the decrease in “H” and the increase in “a” facilitate the differential settlement of the soil between the piles and the pile-soil, enabling the slip surface to develop upward gradually, thereby hindering the formation of the equal settlement pattern.
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Dissertations / Theses on the topic "Settlement of piles"

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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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Bement, R. A. P. "Ground compaction due to vibrodriving of piles." Thesis, Durham University, 1996. http://etheses.dur.ac.uk/5182/.

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Civil engineering construction frequently requires the use of piles to carry structural loads to stronger ground strata or to control lateral ground movements. A variety of techniques are available to install piles into the ground. Of central interest to this research is the vibratory hammer, or vibrodriver, which is the preferred method used to drive piles into granular soils. .The installation of sheet and bearing piles by vibrodriver causes periodic vibration in the adjacent ground which is severe very close to the piles, but attenuates with distance. A potential consequential effect of the vibrations that are caused by vibrodriving is ground compaction, which may be observed as differential surface settlement. It is desirable that vibration induced ground compaction settlement should be estimated for contracts where loose to medium-dense granular soils occur, especially when buildings on shallow foundations or poorly bedded service pipes are adjacent. It is unlikely that a simple in-situ soils test will allow accurate, specific estimates, but rather that a range of vibratory tests should be performed which can then be used as a knowledge base. Settlement trends and associated parameters can then be identified which will allow the prediction of settlement with reference to the in-situ soil and the ground vibration data. This argument forms the basis of the laboratory test programme. A range of granular soils were studied using an adapted 150mm Rowe cell (a hydraulic oedometer). Use of the Rowe cell enabled samples to experience compaction under effective stress conditions that are appropriate for equivalent soils in the field. The complete cell was mounted on an electromagnetic shaker and after static consolidation, the samples were vibrated under maintained hydraulic load, at frequencies and accelerations that are appropriate for soils adjacent to vibrodrivers. Change in sample height was recorded for controlled vertical (and horizontal) vibrations, typically in the range of 0.lg to 5.0g at 25Hz and 40Hz. Soils were tested under a range of effective stresses and moisture content. The results of the laboratory programme and subsequent data analysis are presented in tables and diagrams. Expressions that describe a good relationship between acceleration, soil type, relative density and static load allow upperbound estimates of vibratory settlements to be made for accelerations of up to 6.0g. An additional expression is presented that accounts for the influence of moisture content, ground vibration frequency and vibration duration. Summary tables are presented that define categories of vibration induced ground compaction settlement based on settlement potential, risk and severity. The use of the settlement equations and the influence of various parameters are demonstrated for a range of example applications, hi addition, data is abstracted from case studies found in the literature and sites that were visited during the research. The abstracted data are then used to perform settlement estimates which are compared to the reported examples. Good correlation between observed and calculated settlement is demonstrated in many cases. However, in some instances, it appears that ground settlements were exacerbated by at least one additional mechanism, such as cumulative pore water pressure increase, or lateral movement of sheet piles, in addition, extraction of piles by vibrodriver appears to contribute significantly to the reported cases of ground settlement.
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Omer, J. R. "Numerical analysis of pile test data from instrumented large diameter bored piles formed in Keuper marl (Mercia mudstone)." Thesis, University of South Wales, 1998. http://eprints.kingston.ac.uk/17499/.

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Yilmaz, Beren. "An Anlaytical And Experimental Study On Piled Raft Foundations." Master's thesis, METU, 2010. http://etd.lib.metu.edu.tr/upload/12611500/index.pdf.

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Two different concepts and design procedures namely settlement reducing piles and piled raft foundations have been studied independently in this thesis. A laboratory study is conducted on model rafts with differing number of model settlement reducing piles. Pile length, pile diameter, type of soil and size of raft are kept constant and settlements are measured under sustained loading. Remolded kaolin is consolidated under controlled stresses before tests are performed in model boxes. The tests are conducted under two sustained loadings of 75 kPa and 40 kPa. 0(raft), 16 and 49 number of piles are used. During the tests, all of the skin friction is mobilized. Several tests are conducted for each combination to see the variability. It is concluded that increasing the pile number beyond an optimum value is inefficient as far as the amount of settlement is considered. Also an analytical procedure has been followed to calculate settlements with increasing number of piles. In the second part of this thesis, finite element analyse have been performed on a piled raft foundation model, using Plaxis 3D Foundation Engineering software. This analyse are supported with analytical methods. The piled raft model is loaded with 450 kPa raft pressure. The studies are conducted in two sets in which different pile lengths are used<br>25 m and 30 m respectively. The numbers of piles are increased from 63 to 143. All other parameters are kept constant. The results showed that again an optimum number of piles will be sufficient to reduce the settlement to the acceptable level. The analytical methods indicate a similar behavior. The comparison and results are presented in the study.
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Ayfan, Emad. "Design method for axially loaded piled raft foundation with fully mobilised friction piles." Doctoral thesis, Universite Libre de Bruxelles, 2012. http://hdl.handle.net/2013/ULB-DIPOT:oai:dipot.ulb.ac.be:2013/209604.

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In the present work, a settlement-based method is proposed to design piled raft foundation. The proposed design method is found to be very efficient, economical and requires less calculation time. Simple software can be used to execute all the interactions and loop calculations.<p>Unlike methods with numerical techniques, there are practically no limitations for the number of individual piles under the raft, size of the group and the group shape or layout. It can also be applied to piles with different length or piles that are located within multi-layered soils.<p>The raft is designed first 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. <p>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.<p>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. <p><br>Doctorat en Sciences de l'ingénieur<br>info:eu-repo/semantics/nonPublished
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Mu, Feng. "Analysis and prediction of the axial capacity and settlement of displacement piles in sandy soil." Click to view the E-thesis via HKUTO, 2007. http://sunzi.lib.hku.hk/HKUTO/record/B39558988.

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Mu, Feng, and 牟峰. "Analysis and prediction of the axial capacity and settlement of displacement piles in sandy soil." Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2007. http://hub.hku.hk/bib/B39558988.

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Hollenbaugh, Joseph Erick. "Full-Scale Testing of Blast-Induced Liquefaction Downdrag on Auger-Cast Piles in Sand." BYU ScholarsArchive, 2014. https://scholarsarchive.byu.edu/etd/5494.

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Deep foundations like auger-cast piles and drilled shafts frequently extend through liquefiable sand layers and bear on non-liquefiable layers at depth. When liquefaction occurs, the skin friction on the shaft decreases to zero, and then increases again as the pore water pressure dissipates and the layer begins to settle, or compact. As the effective stress increases and the liquefiable layer settles, along with the overlaying layers, negative skin from the soil acts on the shaft. To investigate the loss of skin friction and the development of negative skin friction, soil-induced load was measured in three instrumented, full-scale auger-cast piles after blast-induced liquefaction at a site near Christchurch, New Zealand. The test piles were installed to depths of 8.5 m, 12 m, and 14 m to investigate the influence of pile depth on response to liquefaction. The 8.5 m pile terminated within the liquefied layer while the 12 m and 14 m piles penetrated the liquefied sand and were supported on denser sands. Following the first blast, where no load was applied to the piles, liquefaction developed throughout a 9-m thick layer. As the liquefied sand reconsolidated, the sand settled about 30 mm (0.3% volumetric strain) while pile settlements were limited to a range of 14 to 21 mm (0.54 to 0.84 in). Because the ground settled relative to the piles, negative skin friction developed with a magnitude equal to about 50% of the positive skin friction measured in a static pile load test. Following the second blast, where significant load was applied to the piles, liquefaction developed throughout a 6-m thick layer. During reconsolidation, the liquefied sand settled a maximum of 80 mm (1.1% volumetric strain) while pile settlements ranged from 71 to 104 mm (2.8 to 4.1 in). The reduced side friction in the liquefied sand led to full mobilization of side friction and end-bearing resistance for all test piles below the liquefied layer and significant pile settlement. Because the piles generally settled relative to the surrounding ground, positive skin friction developed as the liquefied sand reconsolidated. Once again, skin friction during reconsolidation of the liquefied sand was equal to about 50% of the positive skin friction obtained from a static load test before liquefaction.
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Kevan, Luke Ian. "Full-Scale Testing of Blast-Induced Liquefaction Downdrag on Driven Piles in Sand." BYU ScholarsArchive, 2017. https://scholarsarchive.byu.edu/etd/6966.

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Deep foundations such as driven piles are often used to bypass liquefiable layers of soil and bear on more competent strata. When liquefaction occurs, the skin friction around the deep foundation goes to zero in the liquefiable layer. As the pore pressures dissipate, the soil settles. As the soil settles, negative skin friction develops owing to the downward movement of the soil surrounding the pile. To investigate the magnitude of the skin friction along the shaft three driven piles, an H-pile, a closed end pipe pile, and a concrete square pile, were instrumented and used to measure soil induced load at a site near Turrell, Arkansas following blast-induced liquefaction. Measurements were made of the load in the pile, the settlement of the ground and the settlement of piles in each case. Estimates of side friction and end-bearing resistance were obtained from Pile Driving Analyzer (PDA) measurements during driving and embedded O-cell type testing. The H-pile was driven to a depth of 94 feet, the pipe pile 74 feet, and the concrete square pile 72 feet below the ground surface to investigate the influence of pile depth in response to liquefaction. All three piles penetrated the liquefied layer and tipped out in denser sand. The soil surrounding the piles settled 2.5 inches for the H-pile, 2.8 inches for the pipe pile and 3.3 inches for the concrete square pile. The piles themselves settled 0.28 inches for the H-pile, 0.32 inches for the pipe pile, and 0.28 inches for the concrete square pile. During reconsolidation, the skin friction of the liquefied layer was 43% for the H-pile, 41% for the pipe pile, and 49% for the concrete square pile. Due to the magnitude of load felt in the piles from these tests the assumption of 50% skin friction developing in the liquefied zone is reasonable. Reduced side friction in the liquefied zone led to full mobilization of skin friction in the non-liquefied soil, and partial mobilization of end bearing capacity. The neutral plane, defined as the depth where the settlement of the soil equals the settlement of the pile, was outside of the liquefied zone in each scenario. The neutral plane method that uses mobilized end bearing measured during blasting to calculate settlement of the pile post liquefaction proved to be accurate for these three piles.
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Korff, Mandy. "Response of piled buildings to the construction of deep excavations." Thesis, University of Cambridge, 2013. https://www.repository.cam.ac.uk/handle/1810/244715.

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Trends in the construction of deep excavations include deeper excavations situated closer to buildings. This research provides insight into mechanisms of soil-structure interaction for piled buildings adjacent to deep excavations to be used in the design and monitoring of deep excavations in urban areas. Most methods to assess building response have originally been developed for tunnelling projects or buildings with shallow foundations. Monitoring data of the construction of three deep excavations for the North South metro Line in Amsterdam, The Netherlands have been used to validate these methods specifically for piled buildings. In all three of the Amsterdam deep excavations studied, the largest impact on the ground surface and buildings is attributed to preliminary activities instead of the commonly expected excavation stage. The in situ preliminary activities caused 55-75% of the surface settlement and 55-65% of the building settlements. Surface settlements measured behind the wall were much larger than the wall deflections and reached over a distance of 2-3 times the excavated depth away from the wall. The shape of the surface settlements found resembles the hogging shape as defined by Peck (1969). For the excavation stage only, the shape of the displacement fits the profile proposed by Hsieh and Ou (1998). Most prediction methods overestimate the soil displacement at depth. An analytical method has been established and tested for the behaviour of piled buildings near excavations. This method includes the reduction of pile capacity due to lower stress levels, settlement due to soil deformations below the base of the pile and development of negative (or positive) skin friction due to relative movements of the soil and the pile shaft. The response of piles in the case of soil displacements depends on the working load of the pile, the percentages of end bearing and shaft friction of the pile, the size and shape of the soil settlements with depth and the distribution of the maximum shaft friction with depth. A method is derived to determine the level for each pile at which the pile and soil settlement are equal. Buildings in Amsterdam built before 1900 and without basement are most sensitive to soil displacements. For all other buildings, the pile settlement depends mainly on the working load. The actual damage experienced in buildings depends also on the relative stiffness of the building compared to the soil. Cross sections in Amsterdam have been evaluated and it is concluded that the Goh and Mair (2011) method provides a realistic, although rather large range of possible modification factors for the deflection of buildings next to excavations, deforming in hogging shape. For the incidents that happened at Vijzelgracht some well known damage indicators have been evaluated.
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Books on the topic "Settlement of piles"

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Lundvall, Justin F. Mitigation of roadway settlement above buried culverts and pipes: Final report. Wyoming Dept. of Transportation, 1997.

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Book chapters on the topic "Settlement of piles"

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Zhou, Jialin, and Erwin Oh. "Capacity and Settlement Analysis." In Full-Scale Field Tests of Different Types of Piles. Springer Singapore, 2021. http://dx.doi.org/10.1007/978-981-33-6183-6_8.

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Chen, Renpeng, Chunyin Peng, Jianfu Wang, and Hanlin Wang. "Settlement and Capacity of Piles Under Large Number of Cyclic Loads." In Lecture Notes in Civil Engineering. Springer International Publishing, 2021. http://dx.doi.org/10.1007/978-3-030-77238-3_79.

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Megha, O., M. N. Sandeep, and K. S. Beena. "Load Settlement Behaviour of Soft Soil with 3D-Reinforced Sand Piles." In Lecture Notes in Civil Engineering. Springer Singapore, 2021. http://dx.doi.org/10.1007/978-981-33-6444-8_69.

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Wang, Rui. "Dragload and Downdrag Settlement of Single Piles due to Post-liquefaction Reconsolidation." In Springer Theses. Springer Berlin Heidelberg, 2016. http://dx.doi.org/10.1007/978-3-662-49663-3_4.

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Kalpakcı, Volkan, Şevki Öztürk, H. Murat Algın, and A. Burak Ekmen. "3D Settlement Analysis of Underpinning Piles Under Raft Foundation Subjected to Nonuniform Vertical Loading." In Springer Series in Geomechanics and Geoengineering. Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-319-97115-5_19.

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Li, Peng, Erxiang Song, Abbas Haider, and Xiaodong Liu. "Mechanism of Isolating Piles in Reducing Tunnel Settlement of Hong Kong-Zhuhai-Macao Bridge Project." In Springer Series in Geomechanics and Geoengineering. Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-319-97115-5_173.

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Wang, Bruce Zhi-Feng, Ya-Qiong Wang, and Jason Wen-Chieh Cheng. "Settlement of Composite Foundation with Sparse PTC (Pre-stressed Tubular Concrete) Capped-Piles Under Embankment." In New Solutions for Challenges in Applications of New Materials and Geotechnical Issues. Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-319-95744-9_15.

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Kumar, Hitesh, and Nayanmoni Chetia. "Experimental Study on Load-Settlement Behavior of Circular Plate Supported on Small Diameter Timber Piles Under Vertical Loading." In Lecture Notes in Civil Engineering. Springer Singapore, 2021. http://dx.doi.org/10.1007/978-981-33-6444-8_9.

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Giarlelis, Christos. "Geotechnical Aspects of Structural Failures." In Characteristic Seismic Failures of Buildings. International Association for Bridge and Structural Engineering (IABSE), 2019. http://dx.doi.org/10.2749/sed016.149.

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&lt;p&gt;Strong seismic shaking is recognized as the direct cause of structural failures. In many cases, however, the factor that initiates the structural damage is ground failure or ground displacement. This chapter deals with the identification of all geotechnical related structural failures. Surface fault rupture has been a well-acknowledged cause of failures of structures built across or near the fault, which are increasing in frequency as the man-made environment constantly expands to new areas. Seismically induced rockfalls, landslides and slope failures have also been associ-ated with major disasters with an increasing frequency in some cases due to an expanding popu-lation, which encroach on areas with landslide risk or in other cases as result of the destruction of the natural environment (vegetation and water routes), which have protected these slopes in the past. Foundation damage may be a result of failure of shallow foundations or piles. In addition, although liquefaction and ground settlement are technically part of foundation failures, they are usually treated as separate, special cases. Retaining wall structures, usually considered as simple systems, may display a complex behaviour, which can be related to extensive seismic failures. Finally, not taking into account soil–structure interaction (SSI) may have a detrimental effect on the dynamic response of structures. Although SSI may never be the direct cause of a structural failure, it has proven to be, in several cases, the underlying reason for the analysis misconception that led to the failure.&lt;/p&gt;
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Sathe, Ravikant S., Jitendra Kumar Sharma, and Bharat P. Suneja. "Settlement Analysis of Single Circular Hollow Pile." In Lecture Notes in Civil Engineering. Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-15-6090-3_52.

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Conference papers on the topic "Settlement of piles"

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Lundberg, Anders Beijer, Fredrik Resare, and Gary Axelsson. "Numerical Modelling of Inclined Piles in Settling Soil." In The 13th Baltic Sea Region Geotechnical Conference. Vilnius Gediminas Technical University, 2016. http://dx.doi.org/10.3846/13bsgc.2016.019.

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The allowable load for slender end-bearing piles in soft soils driven or drilled to compact till or rock frequently depends on the structural capacity of the pile. Pile groups consisting of such slender preceast concrete or steel piles often include inclined piles, since such small-diameter piles have a limited horizontal bearing capacity. Inclined piles placed in settling soil are subjected to a lateral force, which reduces the pile structural capacity. The simplified beam-spring design methods normally used to predict the impact on the structural capacity of inclined piles in settling soil are currently very crude because of the simplified description of the real pile and soil. On the other hand, the possibility to accurately calculate settlements in soft soil is highly developed, and it is possible to include creep effects in routine settlement calculations. There is currently no direct link between the advanced settlement analysis and the crude beam-spring idealization of inclined piles in settling soil. A full numerical model containing both the pile soilstructure interaction and the settlement process is very time-consuming to run and associated with mesh convergence and contact formulation problems. Herein a suitable modelling idealization of the settling soil is discussed, in which a settlement distribution from an advanced FEM-analysis is adapted to a simplified FEM or beam spring analysis suitable for practical design. The calculation method is compared to field measurements, and is shown to compare well with the field case. A strategy to adapt the settlement profile to model calculation of inclined piles is discussed.
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Beijer Lundberg, Anders. "LCA Design Considerations for Cyclically Loaded Piles in Railway Infrastructure." In 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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Xu, Y., L. M. Zhang, and W. H. Tang. "Sensitivity Analysis of Settlement of Single Piles." In GeoShanghai International Conference 2006. American Society of Civil Engineers, 2006. http://dx.doi.org/10.1061/40865(197)4.

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Škrabl, Stanislav. "Bearing Capacity and Settlement of Vertically-Loaded Piles." In International Deep Foundations Congress 2002. American Society of Civil Engineers, 2002. http://dx.doi.org/10.1061/40601(256)5.

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Naghibi, Farzaneh, Gordon A. Fenton, D. V. Griffiths, and Richard J. Bathurst. "Settlement of Piles Founded in Spatially Variable Soils." In GeoCongress 2012. American Society of Civil Engineers, 2012. http://dx.doi.org/10.1061/9780784412121.291.

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Fioravante, Vincenzo, Daniela Giretti, and Michele Jamiolkowski. "Physical Modeling of Raft on Settlement Reducing Piles." In Symposium Honoring Dr. John H. Schmertmann for His Contributions to Civil Engineering at Research to Practice in Geotechnical Engineering Congress 2008. American Society of Civil Engineers, 2008. http://dx.doi.org/10.1061/40962(325)2.

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Zhang Qianqing and Zhang Zhongmiao. "Settlement modification on test pile by considering interaction between test and reaction piles." In 2011 International Conference on Electric Technology and Civil Engineering (ICETCE). IEEE, 2011. http://dx.doi.org/10.1109/icetce.2011.5774496.

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Isenhower, William M., Luis G. Vasquez, and Shin-Tower Wang. "Analysis of Settlement-Induced Bending Moments in Battered Piles." In Geo-Congress 2014. American Society of Civil Engineers, 2014. http://dx.doi.org/10.1061/9780784413265.040.

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Fellenius, Bengt H. "Settlement of a Three-Storey Apartment Building on Piles." In GeoCongress 2012. American Society of Civil Engineers, 2012. http://dx.doi.org/10.1061/9780784412084.0020.

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Li, Xiang, Jinyang Zheng, and Yujun Xie. "Fracture Failure Risk Analysis of Pressure Pipeline Containing Defects on Pile Foundation Settlement." In ASME 2006 Pressure Vessels and Piping/ICPVT-11 Conference. ASMEDC, 2006. http://dx.doi.org/10.1115/pvp2006-icpvt-11-93073.

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Pile foundation settlement might cause a disastrous consequence to an in-service pressure pipeline. Flaws, which are unavoidable in the pipeline, lead to reduction of load-supporting capability and service life of the pipeline. So fracture failure risk analysis of in-service pressure pipeline is important in engineering. Failure probability of pipeline due to pile foundation settlement is computed by using the well-known safety assessment procedure R6. Three-moment equation is adopted to compute bending moment in the condition of n piles, where n is the number of piles. A numerical example was presented to illustrate the application of fracture failure risk analysis to determine the failure probability of the pressure pipeline, considering the uncertainties in various internal operating loadings and external forces, flaw sizes, material fracture toughness and flow stress. Furthermore, the failure probabilities of each defect and the whole pipeline were obtained.
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Reports on the topic "Settlement of piles"

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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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