Relevant bibliographies by topics / Piling (Civil engineering) Soil mechanics Foundations

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  2. Dissertations / Theses
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Academic literature on the topic 'Piling (Civil engineering) Soil mechanics Foundations'

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

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Journal articles on the topic "Piling (Civil engineering) Soil mechanics Foundations"

1

Harris, Devin K., Amir Gheitasi, Theresa M. Ahlborn, and Kevin A. Mears. "Evaluation of Properties of Constructed Tubular-Steel Cast-in-Place Pilings." Transportation Research Record: Journal of the Transportation Research Board 2363, no. 1 (2013): 36–46. http://dx.doi.org/10.3141/2363-05.

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Bridge foundations contribute significantly to the serviceability and efficiency of in-service transportation networks. Foundation failure may lead to catastrophic failure of the entire structure, which in turn results in system failure, loss of life, and detours. When the soil within ground surface layers fails to satisfy the bearing capacity requirements, deep foundations such as tubular-steel concrete-filled piles are commonly used in practice. A challenge that often exists with these systems is the uncertainty surrounding in-service capacity as well as condition, which is difficult to determine from the surface. As a consequence, transportation agencies such as the Wisconsin Department of Transportation use conservative approaches, such as neglecting the tubular-steel contribution or bounding the compressive strength of the core concrete, to design these systems. This approach, while effective for safety, can yield overly conservative and costly designs. The main purpose of this investigation was to evaluate the behavior of tubular-steel, concrete-filled, cast-in-place pilings, with a concentration on the compressive strength and composite behavior between concrete core and steel shell. In this regard, a series of experimental studies, including composite and noncomposite compression loading, core samples, push-through, and flexural testing together with a compatible finite element analysis, were conducted on a series of field-cast piles with different geometrical properties. The results indicated that the steel shell made a significant contribution to the axial loading capacity of the cast-in-place piles. Moreover, no evidence of bond loss was observed during the corresponding experimental studies.
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Xeidakis, G. S., A. Torok, S. Skias, and B. Kleb. "ENGINEERING GEOLOGICAL PROBLEMS ASSOCIATED WITH KARST TERRAINS: THEIR INVESTIGATION. MONITORING, AND MITIGATION AND DESIGN OF ENGINEERING STRUCTURES ON KARST TERRAINS." Bulletin of the Geological Society of Greece 36, no. 4 (2004): 1932. http://dx.doi.org/10.12681/bgsg.16679.

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The design and construction of civil engineering structures in karst regions confronts many problems due to unpredictable location, dimensions and geometry of the karst structure and voids. Karst terrain is one of the most intricate grounds to be assessed for civil engineering purposes. Conventional methods of site exploration like desk studies, site reconnaissance, borings, test pits, geophysical techniques, have their advantages and disadvantages; none of them are 100% accurate; therefore they should be used in concert, adapted to each project, the available budget and the undertaken risk. As not two sides are identical in karst, site investigation should be tailored to each site. Factors that should be considered when designing site investigation in karst are: maturity of karst landforms, depth of the karst features, overburden thickness, lateral extent of the karst features, hydrogeology of the area, laoding, etc. The main problems confronted by engineers designing structures on or in karst terrain are: difficulties in excavation and grading the ground over pinnacled rockheads; collapse of the roof over subsurface voids, subsidence of cover soil over sinkhole, difficulties in founding a structure over an irregular or pinnacled rockhead, loss of water from dam reservoirs, pollution of groundwater, etc. A number of solutions have been practiced by engineers to solve these problems like: relocating the structure on a safer site, filling the voids and the fractures with concrete, improving the foundation ground with grouting and/or geogrids, replacing foundation soil, bridging the voids with rigid mats orbeams, using deep foundations (piling, drilled shafts, etc.), minimizing future sinkhole development by controlling surface and ground water, etc.
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Li, Mingyu, Yanqing Wei, Yunlong Liu, and Junwei Jin. "A Framework for Interpreting Lateral Swelling Pressure in Unsaturated Expansive Soils." Advances in Civil Engineering 2021 (February 2, 2021): 1–15. http://dx.doi.org/10.1155/2021/6626835.

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Lateral swelling pressure (LSP) develops when expansive soil volume increment associated with water infiltration is restrained in a confined domain, for example, due to construction of civil infrastructure. In this paper, initially a flowchart is developed to highlight various key factors that influence the LSP mobilization according to lab and field studies collected from previous literature studies. Then extending unsaturated soil mechanics, a theoretical framework is proposed for illustrating the LSP mobilization in the field against retaining structures and pile foundations under different boundary conditions, respectively. An example problem for a basement wall and a pile foundation constructed in a typical expansive soil from Regina, Canada, is presented to illustrate the proposed theoretical framework. The framework and corresponding analysis presented in this paper can facilitate to provide rational designs of geotechnical infrastructures in expansive soils.
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Zhang, Chao, Chengwang Wu, and Piguang Wang. "Seismic Fragility Analysis of Bridge Group Pile Foundations considering Fluid-Pile-Soil Interaction." Shock and Vibration 2020 (August 3, 2020): 1–17. http://dx.doi.org/10.1155/2020/8838813.

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The cross-sea bridges play an important role to promote the development of regional economy. These bridges located in earthquake-prone areas may be subjected to severe earthquakes during their lifetime. Group pile foundations have been widely used in cross-sea bridges due to their structural efficiency, ease of construction, and low cost. This paper investigates the seismic performance of bridge pile foundation based on the seismic fragility analysis. Based on the analysis platform OpenSees, the three-dimensional finite model of the bridge pile foundation is developed, where the pile-water interaction is replaced by the added mass method, nonlinear p-y, t-z, and q-z elements are used to simulate pile-soil interaction, and the displacement of the surface ground motion due to seismic excitations is applied on all spring supports. The seismic fragility curves of the bridge pile foundation are generated by using the earthquake records recommended by FEMA P695 as input motions. The curvature ductility based fragility curves are obtained using seismic responses for different peak ground accelerations. The effects of pile-water interaction, soil conditions, and different types of ground motions on the bridge pier fragilities are studied and discussed. Seismic fragility of the pier-group pile system shows that Sec C (the bottom section of the pier) is the most vulnerable section in the example fluid-structure-soil interaction (FSSI) system for all four damage LSs. The seismic responses of Sec E (a pile section located at the interface of the soil layer and water layer) are much lower than other sections. The parameter analysis shows that pile-water interaction has slight influence (less than 5%) on the fragility curves of the bridge pier. For the bridge group pile foundations considering the fluid-pile-soil interaction, PNF may induce larger seismic response than far-field (FF) and no-pulse near field (NNF). The bridge pile foundation in stiff soil is most vulnerable to seismic damage than soft condition.
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Zahafi, Amina, and Mohamed Hadid. "Simplified frequency-independent model for vertical vibrations of surface circular foundations." World Journal of Engineering 16, no. 5 (2019): 592–603. http://dx.doi.org/10.1108/wje-05-2019-0145.

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Purpose This paper aims to simplify a new frequency-independent model to calculate vertical vibration of rigid circular foundation resting on homogenous half-space and subjected to vertical harmonic excitation is presented in this paper. Design/methodology/approach The proposed model is an oscillator of single degree of freedom, which comprises a mass, a spring and a dashpot. In addition, a fictitious mass is added to the foundation. All coefficients are frequency-independent. The spring is equal to the static stiffness. Damping coefficient and fictitious mass are first calculated at resonance frequency where the response is maximal. Then, using a curve fitting technique the general formulas of damping and fictitious mass frequency-independent are established. Findings The validity of the proposed method is checked by comparing the predicted response with those obtained by the half-space theory. The dynamic responses of the new simplified model are also compared with those obtained by some existing lumped-parameter models. Originality/value Using this new method, to calculate the dynamic response of foundations, the engineer only needs the geometrical and mechanical characteristics of the foundation (mass and radius) and the soil (density, shear modulus and the Poisson’s ratio) using just a simple calculator. Impedance functions will no longer be needed in this new simplified method. The methodology used for the development of the new simplified model can be applied for the resolution of other problems in dynamics of soil and foundation (superficial and embedded foundations of arbitrary shape, other modes of vibration and foundations resting on non-homogeneous soil).
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Dash, Sujit Kumar. "Influence of Relative Density of Soil on Performance of Geocell-Reinforced Sand Foundations." Journal of Materials in Civil Engineering 22, no. 5 (2010): 533–38. http://dx.doi.org/10.1061/(asce)mt.1943-5533.0000040.

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de Albuquerque, Paulo José Rocha, David de Carvalho, Roberto Kassouf, and Nelson L. Fonte. "Behavior of Laterally Top-Loaded Deep Foundations in Highly Porous and Collapsible Soil." Journal of Materials in Civil Engineering 31, no. 2 (2019): 04018373. http://dx.doi.org/10.1061/(asce)mt.1943-5533.0002582.

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Ali, Ahmed Majeed, and Huda Khales Kareem. "Statistical and Numerical Study on the Performance of Skirted Foundations in Clayey Soil." International Review of Civil Engineering (IRECE) 12, no. 1 (2021): 20. http://dx.doi.org/10.15866/irece.v12i1.18713.

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Song, Liang-Long, Tong Guo, and Xin Shi. "Seismic Analysis of Low-Rise Self-Centering Prestressed Concrete Frames considering Soil-Structure Interaction." Shock and Vibration 2019 (December 11, 2019): 1–13. http://dx.doi.org/10.1155/2019/2586452.

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In this study, the seismic behavior of low-rise self-centering (SC) prestressed concrete frames considering soil-structure interaction (SSI) is presented. For this purpose, a typical 4-story SC concrete frame, with and without flexible foundations, is analyzed through nonlinear dynamic analysis. Ground motion sets with two hazard levels are selected for analysis. A conventional reinforced concrete (RC) frame is also studied, and the structural demands of the RC and SC frames are compared in terms of peak and residual drifts, base shear, residual settlement, and rotation of foundation. The analysis results show that considering soil-structure interaction generally increases the peak and residual drift demands and reduces the base shear and connection rotation demands when compared to fixed base conditions. For the cases with and without flexible foundations, the SC frame is found to have comparable peak story drifts with the RC frame and have the inherent potential of significantly reducing the residual drifts. The seismic analysis results of the frames with flexible bases show that the RC and SC frames can experience foundation damage due to excessive residual foundation rotations after the maximum considered earthquake (MCE).
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Chaudhary, Muhammad Tariq A. "Effect of soil-foundation-structure interaction and pier column non-linearity on seismic response of bridges supported on shallow foundations." Australian Journal of Structural Engineering 17, no. 1 (2016): 67–86. http://dx.doi.org/10.1080/13287982.2015.1116178.

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Dissertations / Theses on the topic "Piling (Civil engineering) Soil mechanics Foundations"

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Petek, Kathryn Ann. "Development and application of mixed beam-solid models for analysis of soil-pile interaction problems /." Thesis, Connect to this title online; UW restricted, 2006. http://hdl.handle.net/1773/10186.

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Nasr, Jonathan A. "Development of a Design Guideline for Bridge Pile Foundations Subjected to Liquefaction Induced Lateral Spreading." PDXScholar, 2018. https://pdxscholar.library.pdx.edu/open_access_etds/4160.

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Effective-stress nonlinear dynamic analyses (NDA) were performed for piles in liquefiable sloped ground to assess how inertia and liquefaction-induced lateral spreading combine in long-duration vs. short-duration earthquakes. A parametric study was performed using input motions from subduction and crustal earthquakes covering a wide range of earthquake durations. The NDA results were used to evaluate the accuracy of the equivalent static analysis (ESA) recommended by Caltrans/ODOT for estimating pile demands. Finally, the NDA results were used to develop new ESA methods to combine inertial and lateral spreading loads for estimating elastic and inelastic pile demands. The NDA results showed that pile demands increase in liquefied conditions compared to nonliquefied conditions due to the interaction of inertia (from superstructure) and kinematics (from liquefaction-induced lateral spreading). Comparing pile demands estimated from ESA recommended by Caltrans/ODOT with those computed from NDA showed that the guidelines by Caltrans/ODOT (100% kinematic combined with 50% inertia) slightly underestimates demands for subduction earthquakes with long durations. A revised ESA method was developed to extend the application of the Caltrans/ODOT method to subduction earthquakes. The inertia multiplier was back-calculated from the NDA results and new multipliers were proposed: 100% Kinematic + 60% Inertia for crustal earthquakes and 100% Kinematic + 75% Inertia for subduction earthquakes. The proposed ESA compared reasonably well against the NDA results for elastic piles. The revised method also made it possible to estimate demands in piles that performed well in the dynamic analyses but could not be analyzed using Caltrans/ODOT method (i.e. inelastic piles that remained below Fult on the liq pushover curve). However, it was observed that the pile demands became unpredictable for cases where the pile head displacement exceeded the displacement corresponding to the ultimate pushover force in liquefied conditions. Nonlinear dynamic analysis is required for these cases to adequately estimate pile demands.
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Broderick, Rick D. "Statnamic lateral loading testing of full-scale 15 and 9 group piles in clay /." Diss., CLICK HERE for online access, 2007. http://contentdm.lib.byu.edu/ETD/image/etd1800.pdf.

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Varun. "A non-linear dynamic macroelement for soil structure interaction analyses of piles in liquefiable sites." Diss., Georgia Institute of Technology, 2010. http://hdl.handle.net/1853/34718.

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A macroelement is developed for soil-structure interaction analyses of piles in liquefiable soils, which captures efficiently the fundamental mechanisms of saturated granular soil behavior. The mechanical model comprises a nonlinear Winkler-type model that accounts for soil resistance acting along the circumference of the pile, and a coupled viscous damper that simulates changes in radiation damping with increasing material non-linearity. Three-dimensional (3D) finite element (FE) simulations are conducted for a pile in radially homogeneous soil to identify the critical parameters governing the response. The identified parameters, i.e., hydraulic conductivity, loading rate of dynamic loading, dilation angle and liquefaction potential are then expressed in dimensionless form. Next, the macroelement parameters are calibrated as a function of the soil properties and the effective stress. A semi-empirical approach that accounts for the effects of soil-structure interaction on pore pressure generation in the vicinity of pile is used to detect the onset of liquefaction. The predictions are compared with field data obtained using blast induced liquefaction and centrifuge tests and found to be in good agreement. Finally, the macroelement formulation is extended to account for coupling in both lateral directions. FEM simulations indicate that response assuming no coupling between the two horizontal directions for biaxial loading tends to overestimate the soil resistance and fails to capture features like 'apparent negative stiffness', 'strain hardening' and 'rounded corners'.
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Schneider, James A. "Analysis of piezocone data for displacement pile design." University of Western Australia. School of Civil and Resource Engineeringd%695 Electronic theses, 2008. http://theses.library.uwa.edu.au/adt-WU2008.0207.

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Due to the similarity between the geometry and full displacement installation method of a cone penetrometer and displacement pile, the axial capacity of displacement piles is often assessed using data from a cone penetration test (CPT). As there are many more factors influencing pile axial capacity than affecting CPT cone resistance, there are a wide range of CPT-based empirical design methods in use. These methods have various levels of predictive success, which usually depends upon the soil conditions, pile geometry, pile installation method, and time between installations and loading. An improved understanding of the basis and reliability of respective design methods is essential to improve the quality of predictions in the absence of site specific load test data. This thesis explores the influence of soil state and drainage conditions on piezocone penetration test (CPTU) tip resistance (qc) and penetration pore pressures (u2). For cone penetration testing identified as 'drained', factors influencing the correlation between cone tip resistance and displacement pile shaft friction in sand are investigated through (i) a review of previous research and the performance of existing design methods; (ii) centrifuge studies of piles of differing widths with measurements of local lateral stress; (iii) field tension tests at different times between installation and loading for uninstrumented driven piles with different diameters and end conditions; and (iv) field tension tests at different times between installation and loading on closed ended strain gauged jacked segmented model piles with different installation sequences. CPTU qc and u2 are primarily controlled by soil state and drainage conditions, with effective stress strength parameters and soil stiffness also influencing the measurements. The primary mechanisms identified to control the correlation between cone tip resistance and shaft friction on displacement piles are identified as; (i) the initial increase in radial stress due to soil displaced during installation of a pile; (ii) different levels of soil displacement induced by open, closed, and partially plugged piles; (iii) reduction in radial stress behind the pile tip; (iv) additional reduction in radial stress with continued pile penetration (friction fatigue); (v) changes in radial stress during loading; (vi) constant volume interface friction angle between soil and steel; and (vii) changes in the effects of the above mentioned mechanisms with time between installation and loading. The relative effect of each of these factors is investigated in this thesis.
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Christan, Priscila de. "Estudo da interação solo-estaca sujeito a carregamento horizontal em ambientes submersos." Universidade Tecnológica Federal do Paraná, 2012. http://repositorio.utfpr.edu.br/jspui/handle/1/584.

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Este trabalho tem por objetivo fazer um estudo da interação solo-estaca em ambientes submersos. Para as análises foram utilizadas as seguintes condições: dois tipos de estacas, concreto e mista (tubo metálico preenchido com concreto); quatro condições para o solo (arenoso, coesivo e dois solos estratificados); dois casos de carregamento (caso I com cargas vertical, horizontal e momento e caso II somente carga horizontal e momento). Os modelos de cálculo foram gerados no programa SAP2000, sendo a estaca modelada como elemento de barra e solo representado por molas linearmente elásticas espaçadas a cada metro, baseado no modelo de Winkler. Os coeficientes de mola (Ki) foram calculados por três métodos, Terzaghi, Bowles e com equações que correlacionam às propriedades elásticas do solo. Para o solo arenoso, o método escolhido para a aplicação nos modelos de cálculo foi o de Bowles, e para o solo coesivo a equação proposta por Vesic, que correlaciona os valores de Ki com as propriedades elásticas do solo. Os resultados dos modelos de cálculo do SAP2000 mostraram que: as estacas utilizadas nas análises apresentaram o comportamento de estacas flexíveis, no qual tem os seus deslocamentos ocasionados devidos a flexão; a região que mostra o comportamento relevante da estaca, para o solo arenoso e coesivo, está de acordo com as conclusões indicadas pelos pesquisadores Matlock & Reese (1960) e Davisson & Gill (1963); a atuação da carga vertical não exerce influência nos resultados referentes ao comportamento horizontal da estaca; a estaca mista, em função da maior rigidez a flexão (EI), transfere uma tensão menor para o solo que a estaca de concreto. Os resultados dos modelos de cálculo do SAP2000, para os máximos deslocamentos horizontais e momentos fletores, ficaram muito próximos do valores obtidos com o método de Navdocks DM-7 para o solo arenoso. Já para solo coesivo os resultados ficaram próximos dos valores obtidos pelo método clássico da equação diferencial.<br>This work aims to make a study of the soil-pile interaction in submerged environments. For the analysis we used the following conditions: two types of piles, concrete pile and composite pile (steel pipe filled with concrete), four conditions for the soil (sandy, cohesive and two stratified soil), two load cases (case I with vertical and horizontal loads and moment, case II with horizontal load and moment). The calculation models were generated in the software SAP2000. The pile was modeled as a bar element and the soil represented by linearly elastic springs spaced each meter, based on the model of Winkler. The spring coefficients (Ki) were calculated by three methods, Terzaghi, Bowles and equations that correlates to the elastic properties of the soil. For the sandy soil, the method chosen for applying the model calculations was the Bowles, and for the cohesive soil the equation proposed by Vesic, which correlates with Ki values of the elastic properties of the soil. The results of the model calculations (SAP2000) show that: the piles used in the analysis presented flexible behavior, which have their displacements caused due to bending, the region that shows the relevant behavior of the piles for the sandy and cohesive soil agrees with the conclusions stated by researchers Matlock & Reese (1960) and Davisson & Gill (1963), the performance of vertical load does not influence the results concerning the horizontal behavior of the pile; the composite pile, due to the higher stiffness bending (EI), transfers a lower stress to the soil than a concrete pile. The model calculations results of SAP2000 to the maximum horizontal displacement and bending moments were very close to the values obtained with the method of Navdocks DM-7 to the sandy soil. However, the results for the cohesive soil were close to the values obtained by the classical method of the differential equation.
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Ng, Tsz Man. "Optimization of pile group foundations in non-linear soil using hybrid genetic algorithms /." View abstract or full-text, 2006. http://library.ust.hk/cgi/db/thesis.pl?CIVL%202006%20NG.

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Horne, John C. "Effects of liquefaction-induced lateral spreading on pile foundations /." Thesis, Connect to this title online; UW restricted, 1996. http://hdl.handle.net/1773/10195.

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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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Books on the topic "Piling (Civil engineering) Soil mechanics Foundations"

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Grigori︠a︡n, A. A. Pile foundations for buildings and structures in collapsible soils. A.A. Balkema, 1997.

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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. CRC Press/Balkema, 2009.

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Hussein, Mohamad H. Full-scale testing and foundation design: Honoring Bengt H. Fellenius. American Society of Civil Engineers, 2012.

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Seminário de Engenharia de Fundações Especiais (2nd 1991 São Paulo, Brazil). SEFE II. ABEF, 1991.

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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. Millpess, 2003.

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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. A.A. Balkema, 1998.

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Fellenius, Bengt H. Basics of foundation design. 2nd ed. BiTech Publishers Ltd., 1999.

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Fellenius, Bengt H. Basics of foundation design: A geotechnical textbook and a background to the UniSoft programs. BiTech Publishers Ltd., 1996.

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Feda, Jaroslav. Interakce piloty a základové půdy. 2nd ed. Academia, nakl. Československé akademie věd, 1986.

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Horne, John C. Effects of liquefaction on pile foundations. Washington State Dept. of Transportation, 1998.

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Conference papers on the topic "Piling (Civil engineering) Soil mechanics Foundations"

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

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Piled foundations are normally used in offshore engineering. Among various piles, tapered piles have normally greater cross sectional are around the head than the pile toe. Therefore they have greater potential for substantial cost advantages in static loading conditions. The objective of this study is to explore the characteristics of the axial response of tapered piles. Laboratory facilities for testing model piles were prepared. Four polyamide piles with different angles of taper from 0° to 1.5° were used in this study. The soil was sand. It has been found that tapered piles have more bearing capacity than cylindrical piles of the same length and volume. This is interesting and may be considered for offshore piling since in this situation a large number of piles is routinely used.
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Kuhn, Christian, Benedikt Bruns, Jan Fischer, Jörg Gattermann, and Karl-Heinz Elmer. "Development of a New Underwater Piling Noise Mitigation System: Using Hydro Sound Dampers (HSD)." In ASME 2012 31st International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2012. http://dx.doi.org/10.1115/omae2012-83707.

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The aim of the recently published climate control by the German Federal Ministry for the Environment, Nature Conservation and Nuclear Safety (BMU) is a reduction of the German greenhouse gas emissions down to 20 % in 2050, compared to the generated greenhouse gas in 1990. To reach the given target a huge growth in renewable energy is necessary. One of the most potential possibilities to produce renewable energy in Germany will be the installation of offshore wind turbines. During the installation of offshore wind foundations such as monopiles, tripods, tripiles and jackets, mostly large tubular steel piles are impact driven to final penetration depth. In the process of impact driving, considerable underwater sound emissions will appear. In recent times, peak sound pressure levels above 190 dB re 1 μPa have been measured at a distance of 750 m away from the installation ground. These peak sound pressure levels, produced during the installation of any kind of driven offshore foundation, is potentially harmful to marine life, in particular to marine mammals such as harbor porpoises, harbor seals or grey seals. To protect the marine life the German Federal Maritime and Hydrographic Agency (BSH) set the maximum allowed underwater sound pressure level to 160 dB (SEL) at a distance of 750 m away from pile driving. To reach the given target by the BSH a new underwater piling noise mitigation system using so called hydro sound dampers (HSD) is presently developed at the Institute for Soil Mechanics and Foundation Engineering at the Technische Universität in Braunschweig (IGB-TUBS). After small scale tests in the so called ‘large wave channel’ in Hannover a full scale test was performed in the Baltic-Sea some weeks ago. The results of the measurements are very promising, as a reduction of 12 up to 20 dB could be generated. Besides existing noise mitigation systems one of the main advantage of the hydro sound dampers is, that the mitigation can be pre-adjusted to a predefined frequency range, as marine mammals are sensitive only for a certain sound frequency range. In this paper, the results of the small and large scale tests and some new research findings concerning the shape and the material of the hydro sound dampers will be presented.
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