Relevant bibliographies by topics / Uplift foundation capacity

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

Academic literature on the topic 'Uplift foundation capacity'

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

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Journal articles on the topic "Uplift foundation capacity"

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Chen, Rong, He Feng Liu, Dong Xue Hao, and Zhi Yun Wang. "Comparative Analysis of Bearing Capacity of Inclined and Vertical Excavated Foundation." Applied Mechanics and Materials 680 (October 2014): 241–44. http://dx.doi.org/10.4028/www.scientific.net/amm.680.241.

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Excavated foundation has widely used in the field of transmission line engineering because of its large capacity to resist uplift and moment force. Elastic-plastic numerical model were established by using the finite element software ABAQUS focusing on the difference of bearing characteristics of inclined and vertical excavated foundation. There is very slight difference of axial uplift resistances between the both foundations because almost the same soil mass are mobilized at the same displacement loading. However, failure modes and horizontal resistances of negative, positive and vertical foundations are very different. The larger soil mass along the shaft of negative foundation is mobilized than positive and vertical foundations. The uplift resistances of vertical and negative foundations are about 5% and 25% higher than positive foundation at horizontal displacement of 50mm respectively.
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Xu, Lin, Yi Wan, and Peng Peng Jiang. "Calculation of the Effective Value of the Uplift Depth for the Tower Foundation in Sloping Ground." Applied Mechanics and Materials 496-500 (January 2014): 551–56. http://dx.doi.org/10.4028/www.scientific.net/amm.496-500.551.

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Uplift capacity is the main design control parameter of tower foundations. There are many factors to be considered in the design of tower foundations, such as the choice of models and the combination of different factors. The research on the uplift capacity of tower foundation is mainly focused on the foundations built on flat ground, while there is no mature method for the tower foundations placed in sloping ground. Base on the theory of earth pressure and the Mohr Coulomb law, This paper tries to establish the equations to calculate the uplift capacity of tower foundation placed in sloping ground and get the equation to obtain the effective value of the uplift depth for the tower foundation. At the end of the paper, a calculation example is presented using the simplified equation.
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Li, Xiaojun, Christophe Gaudin, Yinghui Tian, and Mark J. Cassidy. "Effect of perforations on uplift capacity of skirted foundations on clay." Canadian Geotechnical Journal 51, no. 3 (March 2014): 322–31. http://dx.doi.org/10.1139/cgj-2013-0110.

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The retrieval of deep water subsea installations resting on soft soil, such as “mudmat” shallow foundations, can be a difficult and costly operation if significant resistance to uplift is experienced. At the mudmat invert, suctions may develop, increasing the uplift resistance to greater than the weight of the mat. In this paper, a series of centrifuge model tests are performed to determine the uplift resistance of rectangular mudmats resting on lightly overconsolidated kaolin clay. The study investigates the influence of perforation, in combination with skirt length and eccentric uplift, on the uplift resistance and suction generation at the foundation invert. The outcomes demonstrate that the central and eccentric uplift of mudmats have different failure mechanisms, resulting in a different distribution of excess pore pressure at the foundation invert. In contrast, perforations do not change the failure mechanism and only alter the magnitude of suction generated. The two different configurations of perforation investigated significantly reduce the suction at the mat invert and the uplift resistance, and may potentially shorten the operating time for centred uplift. The combination of perforation and eccentric uplift has the most beneficial effect on the reduction of the uplift resistance.
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Mana, Divya S. K., Susan Gourvenec, and Mark F. Randolph. "Experimental investigation of reverse end bearing of offshore shallow foundations." Canadian Geotechnical Journal 50, no. 10 (October 2013): 1022–33. http://dx.doi.org/10.1139/cgj-2012-0428.

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Shallow skirted foundations can mobilize uplift resistance from end bearing in the short to medium term. However, uncertainty exists over the magnitude of reverse end bearing resistance compared with resistance in compression, and how this might be affected by a gap between the external face of the foundation skirt and the adjacent soil. The study presented in this paper explores this problem through centrifuge model tests, investigating the effect of skirt embedment ratio on (i) the magnitude of reverse end bearing capacity compared with compression capacity, (ii) the uplift displacement associated with spontaneous loss of suction during uplift, and (iii) the existence of a vertical gap along the external skirt–soil interface. The results show that (i) peak uplift capacity equivalent to compression capacity can be mobilized for a fully sealed foundation with an intact skirt–soil interface, (ii) suction required for reverse end bearing can be maintained through considerable foundation displacement, even for a low skirt embedment ratio, and (iii) the presence of a vertical gap along the external skirt–soil interface causes abrupt loss of suction beneath the top plate after minimal foundation displacement, with subsequent uplift capacity being markedly reduced.
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Yun, Sung Wook, 성욱 윤, Man Kwon Choi, Si Young Lee, Dong Hyeon Kang, Sung Dong Moon, Chan Yu, et al. "Uplift Capacity of Shallow Foundation for Greenhouse." Protected Horticulture and Plant Factory 24, no. 3 (September 1, 2015): 187–95. http://dx.doi.org/10.12791/ksbec.2015.24.3.187.

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Kumar, Pradeep, Mohit Kumar, V. K. Chandaluri, and V. A. Sawant. "Uplift Capacity of Single And Group of Granular Anchor Pile System." Journal of Civil Engineering, Science and Technology 9, no. 1 (April 30, 2018): 34–40. http://dx.doi.org/10.33736/jcest.879.2018.

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In view of increased development in the infrastructure across the world, now it becomes necessary to go for the marginal sites having weak soil for foundation. Foundations are normally designed to transfer compressive and uplift forces safely to the subsoil, wherein piles provide an appropriate solution. But the option of pile foundation is quite expensive. Before going for pile foundation, the feasibility of other alternatives must be accessed thoroughly. If it is possible to adopt some suitable ground improvement technique for enhancement of foundation strength, then it should be considered. In the present study, Granular Anchor Pile System is proposed to with stand uplift forces. The present paper, based on a field study, briefly discusses the basic principles associated with the granular pile. The analysis of field test data indicates that the proposed granular pile system is a viable means for ground improvement. It is found effective for improving varying soil conditions and capable of providing resistance to compressive forces in addition to the uplift resistance. Besides, this foundation technique has been found cost effective as compared to the concrete piles.
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Lu, Xian Long, and Qiang Cui. "The Bearing Capacity Character of Enlarged Base Shallow Foundation under Uplift Load." Advanced Materials Research 243-249 (May 2011): 2151–56. http://dx.doi.org/10.4028/www.scientific.net/amr.243-249.2151.

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By theory analysis and field tests, failure model of soil around foundation and ultimate uplift resistance of enlarged bass shallow foundation were analyzed. The results showed that the deformation and failure process of soil around foundation under uplift load undergone three phases: 1) soil upon enlarged base compressed, 2) appearance and extension of plastic zone of soil around foundation, and 3) soil around foundation general shear failure. With the combination of the Limit Equilibrium Method, and Sliding Curve Theory, a simplified theory model to calculate net ultimate uplift resistance of shallow foundation assuming cir failure surface under uplift load was established. Then three examples were calculated by this method and the good agreement between theory calculation solution and experimental results validated the rationality of the model. The study in this paper provided an important theoretical support and brand-new idea on calculation method of uplift capacity of foundation with enlarged base and failure surface characteristics determination of soil around foundation.
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Han, Yangchun, Jiulong Cheng, Qiang Cui, Qianyun Dong, and Wanting Song. "Uplift Bearing Capacity of Cone-Cylinder Foundation for Transmission Line in Frozen Soil Regions, Using Reduced-Scale Model Tests and Numerical Simulations." Energies 13, no. 8 (April 21, 2020): 2066. http://dx.doi.org/10.3390/en13082066.

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In order to analyze the uplift bearing capacity of cone-cylinder foundation for transmission line in frozen soil regions, a series of reduced-scale modeling tests and numerical simulations are carried out. First, three reduced-scale cone-cylinder foundations with the same sizes, that are five times smaller than the prototype, are made and then loaded under uplift load at −5 °C, −10 °C, and −15 °C, respectively. On this basis, the foundations of nine sizes are modeled and loaded by numerical simulation. The impact of three dimension factors, including the ratio of depth to bottom width ( λ = h t / D t ), the top diameter of the cone-cylinder (d), and the bottom diameter of the cone-cylinder (D), on the uplift bearing capacity of foundations have been investigated. The results reveal that, for cone-cylinder foundation, the uplift bearing capacity is obviously affected by the freezing temperatures and the foundation sizes. The capacity is negatively correlated with the former. Whereas the order of correlation with the latter is as follows: λ, D, and d based on the comprehensive results of range and variance analysis, but none of them are the significant factors, according to the F-test. Furthermore, three failure mechanisms of frozen soil are distinguished and named T-mode, V-mode, and U-mode, respectively. Based on the above results, the bearing mechanism of cone-cylinder foundation in frozen soil is elaborated in detail.
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Hao, Dong Xue, Yu Cong Gao, and Rong Chen. "Estimation of Uplift Capacity of Excavated Foundation of Transmission Lines." Applied Mechanics and Materials 680 (October 2014): 361–64. http://dx.doi.org/10.4028/www.scientific.net/amm.680.361.

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Finite element model for the system of foundation and its surrounding homogeneous soil is established based on software ABAQUS to analyze the uplift behavior of excavated foundation of transmission lines. The influence of soil properties and embedment ratio were analyzed. Deep mode occurs when embedment ratio is more than 4. As for shallow mode, the shearing method based on cylinder sliding surface was used to estimate uplift capacity. The expression of nominal uplift coefficient of earth pressure Ku in the formula was determined via back-calculation and fitting, which is the function of embedment ratio, friction angle and cohesion simultaneously. The errors of uplift capacity from fitting formula and numerical analysis are all within 15%.
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Harris, Daniel Edward, and Gopal Santana Phani Madabhushi. "Uplift capacity of an under-reamed pile foundation." Proceedings of the Institution of Civil Engineers - Geotechnical Engineering 168, no. 6 (December 2015): 526–38. http://dx.doi.org/10.1680/jgeen.14.00154.

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Dissertations / Theses on the topic "Uplift foundation capacity"

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Arpino, Danielle da Silva. "Avaliação teórica, numérica e probabilística de fundações tracionadas." Universidade do Estado do Rio de Janeiro, 2012. http://www.bdtd.uerj.br/tde_busca/arquivo.php?codArquivo=4174.

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Coordenação de Aperfeiçoamento de Pessoal de Nível Superior
A geotecnia constitui uma disciplina relativamente recente na área da engenharia civil, e dessa disciplina faz parte um capítulo ainda menos estudado que trata de fundações submetidas a esforços de tração. O presente trabalho deriva do conjunto de provas de cargas realizado para um importante projeto de linhas de transmissão que permitiu a aferição da teoria de capacidade de carga à tração da Universidade de Grenobel, cujos estudos comparativos mostram bons resultados para fins de aplicações práticas. De posse da extensa documentação técnica produzida e documentada por esse estudo foi possível comparar os resultados obtidos pelas provas de cargas e os resultados teóricos com os resultados das modelagens 2D axisimetricas por elementos finitos. Além dessas análises, foi possível verificar a variação da resistência à tração através de análises paramétricas realizadas a partir da variação da coesão e do ângulo de atrito. Os estudos apresentados reafirmam a confiabilidade das teorias da Universidade de Grenoble, que contemplam a simplicidade desejada às aplicações de cunho prático, com resultados satisfatórios em relação àqueles obtidos nos ensaios de tração. Por outro lado, as análises paramétricas realizadas indicaram a tendência de comportamento que a resistência à tração deve apresentar para diferentes parâmetros do solo. O conhecimento dessas tendências permite ao projetista avaliar os fatores de segurança sob ponto de vista probabilístico, ou seja, permite o emprego de fatores de segurança com o conhecimento da probabilidade de ruína associada. As análises probabilísticas foram traçadas a partir do emprego de funções genéricas de várias variáveis no formato FOSM (First Order Second Moment) que fornecem soluções aproximadas para o cálculo de desvio padrão quando não existe uma amostragem representativa. Ao término das análises, obteve-se como resultado, o mapa comparativo da probabilidade de ruína para os mesmos fatores de segurança empregados com base em resistências estimadas através de diferentes métodos de cálculos (Universidade de Grenoble e modelagem computacional).
Geotechnical engineering is a relatively recent area of civil engineering, which comprises the much less studied topic of foundations under tensile loads. Based on an extensive literature review this paper presents a set of foundation uplift tests carried out for an important transmission line project that allowed to compare the test results with the theory developed at the University of Grenoble, with fairly good results for practical purposes. The test results have also been compared to axisymmetric finite element analysis, also with satisfactory results. This study also presents parametric variations of the soil strength parameters to estimate the variation of the tensile foundation capacity based on sequentially increasing values of cohesion and friction angle. The parametric variation of the soil strength parameters was intended to provide the necessary insight to a complementary probabilistic analysis presented at the end of this dissertation. This work confirms the adequacy and simplicity of the theoretical framework developed at the University of Grenoble comparably to more refined techniques such as finite element analysis, providing a valuable tool for practical design applications. The probabilistic analysis was based on standard FOSM (First Order Second Moment ) approximation, providing estimates of the standard deviation of the tensile foundation capacities to better understand expected variations of the foundation uplift capacity in practical problems.
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Abood, Awad Shihan. "Load capacity of piled foundations under non-cyclic and cyclic uplift loading." Thesis, Cardiff University, 1989. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.329618.

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Silva, Bruno Canoza da. "Estimativa da capacidade de carga à tração de estacas helicoidais com base no ensaio SPT." Universidade de São Paulo, 2014. http://www.teses.usp.br/teses/disponiveis/18/18132/tde-04122014-091716/.

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Na prática brasileira, usualmente a previsão da capacidade de carga de fundações por estacas é baseada em métodos semi-empíricos, por meio de correlações diretas da resistência de ponta e por atrito lateral ao longo da estaca com os valores de NSPT. Entretanto, no caso de fundações por estacas helicoidais, ainda utilizam-se métodos teóricos que necessitam de valores de parâmetros geotécnicos obtidos indiretamente a partir de correlações com os valores de NSPT (coesão, peso específico, ângulo de atrito, coeficiente de empuxo). Portanto, nesta dissertação foi desenvolvido um método semi-empírico para estimar a capacidade de carga à tração de fundações por estacas helicoidais profundas por meio de correlações diretas com o valor de NSPT do solo de instalação da estaca. Além disso, são apresentados no presente trabalho valores de fator de torque KT, obtidos por análise estatística, para a verificação da capacidade de carga à tração da estaca usando-se medidas do torque necessário para instalá-la no terreno. Nesta pesquisa dois diferentes modelos para estimativa da capacidade de carga foram desenvolvidos e analisados estatisticamente. O estudo das características das amostras de fundações por estacas helicoidais usadas nesta pesquisa permitiu a subdivisão em grupos (tipo de solo e quantidade de hélices) de modo a se obter modelos mais precisos. Com os resultados deste trabalho, foi possível elaborar recomendações para projeto e execução de estacas helicoidais, bem como desenvolver um modelo para estimar a capacidade de carga à tração de estacas helicoidais instaladas em solos similares aos das estacas usadas neste estudo.
The pile capacity in Brazil is usually predicted by semi-empirical methods based on direct correlations between SPT-N values and pile shaft and pile base resistance. However, the uplift capacity of helical piles is still calculated using theoretical methods based on soil parameters, as: cohesion, unit weight, friction angle, and lateral earth pressure coefficient. In this case, these parameters are obtained indirectly from correlations with values of SPT-N. This dissertation was inspired by the need of a more appropriate method to calculate the uplift capacity of helical piles, by correlating the capacity of the bearing plates directly with the soil type and SPT-N values. In this work, it was developed a semi-empirical method for estimating the pullout capacity of deep helical piles by using SPT test results, similarly to the other methods used for conventional piles. Also, this work presents some results of torque factor, obtained by statistical analysis, to the verification of the pile capacity by using the torque recorded at the end of pile installation. In this research, it was performed several statistical analysis to obtain appropriate models to estimate the uplift capacity of helical piles. The cases of helical piles used in this investigation are classified into groups according to the soil type and the number of helices. As a result, detailed evaluations and recommendations for improvement of helical pile design are presented. The proposed model is recommended to calculate the uplift capacity of helical piles installed in similar soils to that used in this study.
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Filho, João Manoel Sampaio Mathias dos Santos. "Efeito da instalação de estacas helicoidais em solo tropical." Universidade de São Paulo, 2014. http://www.teses.usp.br/teses/disponiveis/18/18132/tde-20102014-104721/.

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Neste trabalho e avaliado o comportamento de estacas helicoidais instaladas em solo residual tropical, submetidas a esforços de tração. Para este fim, foram ensaiadas estacas helicoidais em dois campos experimentais distintos, um em Itirapina (SP), e outro em Betim (MG). No primeiro terreno, as hélices das estacas ficaram instaladas em solo residual não saturado, e no segundo terreno em solo residual saturado. Neste tipo de fundação, o efeito da instalação da estaca no solo acima das hélices e um dos fatores que afetam significantemente a capacidade de carga a tração da estaca. Portanto, considerando-se a modificação que ocorre na estrutura de solos residuais tropicais após serem penetrados pelas hélices da estaca durante a sua instalação no terreno, a presente pesquisa foi desenvolvida com o intuito de compreender o efeito desta desestruturação do solo no comportamento da estaca a tração. Para esta avaliação, foi realizado um programa experimental com provas de carga em estacas helicoidais (instrumentadas e não-instrumentadas) e ensaios de laboratório em amostras indeformadas do solo coletado ao redor de uma estaca instalada no terreno de Itirapina. Os resultados mostram o efeito significante da instalação na capacidade de carga a tração deste tipo de estaca, principalmente no caso de solo poroso e não saturado. Alem disso, por meio dos ensaios em estacas instrumentadas, foi verificado que este efeito e mais acentuado no solo acima das hélices superiores, que foi penetrado mais vezes durante a instalação.
In this work, it was evaluated the behavior of helical piles installed in tropical residual soil under tensile loads. For this purpose, helical piles of different configuration were tested in two different experimental sites, one in Itirapina (SP), and another in Betim (MG). In Itirapina, the pile helices were installed in unsaturated residual soil, and in Betim in saturated residual soil. For this type of foundation, the effect of pile installation on the soil above the helices is one of the factors that significantly affect the pile uplift capacity. Therefore, considering the changes that occur in the structure of tropical residual soils after being penetrated by the helices during pile installation, this research was conducted in order to understand the effect of this soil alteration on the uplift behavior of helical piles installed in this type of soil. For this evaluation, pile load tests were carried out on instrumented and non-instrumented helical piles. Also, laboratory tests were performed on undisturbed soil samples collected around a pile installed in the site of Itirapina. The results show the significant effect of pile installation on the uplift capacity of the tested helical piles, especially in the case of porous and unsaturated soil. In addition, through the tests on the instrumented piles, it has been found that this effect is more pronounced in the soil above the upper helices, which were penetrated more times during pile installation.
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Tsuha, Cristina de Hollanda Cavalcanti. "Modelo teórico para controle da capacidade de carga à tração de estacas metálicas helicoidais em solo arenoso." Universidade de São Paulo, 2007. http://www.teses.usp.br/teses/disponiveis/18/18132/tde-06052008-151518/.

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O monitoramento em campo de fundações em estacas metálicas helicoidais é baseado em correlações empíricas entre a capacidade de carga à tração e o torque medido durante a instalação. Nesta pesquisa é proposto um modelo teórico da relação entre o torque de instalação e a capacidade de carga à tração deste tipo de estaca em areias para ser utilizado como procedimento de controle durante a execução deste tipo de fundação. Para validar esta relação teórica e para avaliar o desempenho desta fundação em solos arenosos, foi realizado um programa experimental dividido em dois grupos: ensaios de campo e ensaios de laboratório. Em campo foram realizadas provas de carga à tração na Escola de Engenharia de São Carlos (EESC) e em Contagem (Minas Gerais). Os ensaios de laboratório foram divididos em três grupos. O primeiro corresponde aos ensaios de modelagem física em centrífuga realizados no Laboratoire Central des Ponts et Chaussées (LCPC) em Nantes, França. O segundo engloba ensaios de cisalhamento direto de interface entre o aço da hélice da estaca e diferentes areias, parte executada no LCPC e parte na EESC. O terceiro grupo refere-se a ensaios de torção de tubos de estacas metálicas helicoidais efetuados na EESC. A partir dos resultados dos ensaios, o modelo teórico proposto nesta tese foi verificado e mostrou-se adequado para estacas metálicas helicoidais profundas com diferentes dimensões e número de hélices instaladas em solos arenosos. Os resultados das provas de carga realizadas em centrífuga e em campo foram examinados por meio dos métodos existentes na literatura para estimativa de capacidade de carga à tração desenvolvidos para este tipo de fundação. Por meio dos resultados obtidos nos ensaios em centrífuga, constatou-se que nas estacas multi-hélices a porcentagem de capacidade de carga relativa à hélice da ponta aumenta de acordo com o diâmetro da hélice e com a densidade da areia. Nos ensaios de torção de fustes de estacas helicoidais observou-se que, para tubos de mesmo diâmetro e espessura, a ruptura se inicia a partir do mesmo valor de momento torçor aplicado, independentemente de conter ou não emenda.
Empirical correlations between installation torque and uplift capacity of helical screw piles are routinely used as a procedure for quality control on site of this type of foundation. In this work, a theoretical model of the relationship between uplift capacity and installation torque of deep helical screw piles in sand was presented to be used as a quality control method for this type of foundation. An experimental program of laboratory and field investigations was carried out in order to validate this theoretical relationship. The field study included uplift tests of full-scale piles installed at the Escola de Engenharia de São Carlos (EESC) and in Contagem (Minas Gerais). The laboratory tests were performed in the Laboratoire Central des Ponts et Chaussées (LCPC/ Nantes) and at the EESC. In the LCPC a program of centrifuge and direct shear interface tests was completed. A set of torsion tests on pile shafts and of direct shear interface tests were carried out at the EESC. The results showed that the theoretical model presented is applicable to different pile dimensions, number of helices, and sand relative density. The methods existing in the literature for estimating uplift capacity of helical screw piles were used to verify the results of uplift capacities measured in field and in centrifuge studies. The results of centrifuge modelling tests demonstrated that the fraction of uplift capacity corresponding to the bottom helix increases with helix diameter and sand density. The torsion tests showed that the failure of the pile shaft begins at the same torque magnitude in experiments on shafts with and without connections.
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Books on the topic "Uplift foundation capacity"

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Buckley, Michael Brendan. The uplift capacity of spread footings for transmission towers. Dublin: University College Dublin, 1996.

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Book chapters on the topic "Uplift foundation capacity"

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Deb, Tanaya, and Sujit Kumar Pal. "Uplift Capacity of Single-Belled Anchor in Cohesionless Foundation Media." In Lecture Notes in Civil Engineering, 119–34. Singapore: Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-15-6090-3_9.

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"Uplift Capacity of Shallow Foundations." In Shallow Foundations. CRC Press, 1999. http://dx.doi.org/10.1201/9781420049565.ch8.

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"Uplift Capacity of Shallow Foundations." In Shallow Foundations, 355–96. Third edition. | Boca Raton : CRC Press, 2017.: CRC Press, 2017. http://dx.doi.org/10.1201/9781315163871-15.

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"Uplift Capacity of Shallow Foundations." In Shallow Foundations, 291–317. CRC Press, 2009. http://dx.doi.org/10.1201/9781420070101.ch8.

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"Uplift Capacity of Shallow Foundations." In Shallow Foundations, 307–34. CRC Press, 2009. http://dx.doi.org/10.1201/9781420070101-11.

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Li, X., C. Gaudin, Y. Tian, and M. Cassidy. "Rate effects on the uplift capacity of skirted foundations on clay." In ICPMG2014 – Physical Modelling in Geotechnics, 473–79. CRC Press, 2013. http://dx.doi.org/10.1201/b16200-64.

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"Uplift capacity of inclined plate ground anchors in soil RICHARD S. MERIFIELD." In Linear and Non-linear Numerical Analysis of Foundations, 97–142. CRC Press, 2009. http://dx.doi.org/10.1201/9781482265958-9.

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Conference papers on the topic "Uplift foundation capacity"

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Li, Xiaojun, Yinghui Tian, Mark J. Cassidy, and Christophe Gaudin. "Sustained Uplift of Skirted Foundation in Clay." In ASME 2014 33rd International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2014. http://dx.doi.org/10.1115/omae2014-23245.

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A series of centrifuge tests have been performed to investigate the uplift behaviour of a shallow skirted foundation resting on clay subjected to various sustained loadings expressed as a fraction of the undrained bearing capacity in compression. Displacements, uplift loads, total and pore pressures underneath the foundation were monitored during testing to provide insight on the development of negative pore pressure (suction) at the foundation base and on the mechanism triggering breakout. The results indicate that the displacement rate and the time the uplift load can be sustained depend on the magnitude of the load, but also on the time the foundation experienced consolidation prior to uplift. Breakout was not observed at a relatively large time scale under low sustained loadings, while the foundation was pulled out directly under high loading levels. At intermediate loadings, breakout was inferred from the sudden increase in displacement rate. The breakout mechanism of the foundation is also discussed based on the observation of pore pressure variations underneath the foundation. The outcomes of the present study have the potential to provide a better understanding of the suction mechanism for offshore foundations and to provide guidelines for offshore retrieval operations.
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Mana, D. S. K., S. Gourvenec, M. S. Hossain, and M. F. Randolph. "Experimental Investigation of the Undrained Response of a Shallow Skirted Foundation Subjected to Vertical Compression and Uplift." In ASME 2011 30th International Conference on Ocean, Offshore and Arctic Engineering. ASMEDC, 2011. http://dx.doi.org/10.1115/omae2011-49072.

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There is current uncertainty regarding the transient uplift capacity of skirted foundations, relative to compressive capacity, and also the time over which uplift can be sustained. In this paper, the first of these issues is addressed through half and full model tests conducted at 200g in a drum centrifuge. Undrained vertical bearing capacities in compression and uplift were measured in the full model tests, while the failure mechanisms were examined using Particle Image Velocimetry (PIV) analysis of the images captured during half model tests, aiding interpretation of the measured bearing responses. The study showed that a reverse end bearing mechanism can be mobilized in uplift and that undrained vertical bearing capacity factors of similar magnitude can be expected in compression and uplift, even for a foundation with relatively shallow embedment. The results are promising for optimizing shallow skirted foundation design for a range of offshore structures that experience transient uplift loading.
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Dai, Xin, and Rong Chen. "Reliability Analysis on Ultimate Uplift Capacity of Digged Foundation in Transmission Line." In International Conference on Mechanics,Materials and Structural Engineering (ICMMSE 2016). Paris, France: Atlantis Press, 2016. http://dx.doi.org/10.2991/icmmse-16.2016.19.

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Newhouse, Scott, Kenneth Bell, and John Davie. "Evaluating Uplift Capacity of Driven Steel H-Piles, Comparing PDA and Load Test Results." In International Foundation Congress and Equipment Expo 2009. Reston, VA: American Society of Civil Engineers, 2009. http://dx.doi.org/10.1061/41021(335)77.

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Rebielak, Janusz. "System of combined foundation as base for mega-structures." In IABSE Conference, Kuala Lumpur 2018: Engineering the Developing World. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2018. http://dx.doi.org/10.2749/kualalumpur.2018.0075.

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<p>The paper presents structural concept of innovative structural system of combined foundation, which makes possible to construct foundations for buildings, including heavily loaded objects, located on subsoil of very small load capacity. It consists of component parts having different forms and playing various structural roles. Some of these components can be designed as huge waterproof boxes having substantial uplift pressure, that is why they could be component parts of structures of artificial islands. The proposed foundation system, due to its inner build, is able to absorb significant part of the energy caused by an earthquake. There are presented some proposals of its possible applications as the base for high-rise buildings and for mega-structures.</p>
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Afzalian, Mostafa, Bryce Medhi, Jongwan Eun, and Tom Medhi. "Retrofitting Uplift Capacity of Telecommunication Tower Foundation with Helical Piles in Dense Granular Soils." In Geo-Congress 2020. Reston, VA: American Society of Civil Engineers, 2020. http://dx.doi.org/10.1061/9780784482780.023.

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Cheng Zehai. "Study on uplift capacity of shallow buried foundation based on theory of main stress rotation." In 2011 International Conference on Electric Technology and Civil Engineering (ICETCE). IEEE, 2011. http://dx.doi.org/10.1109/icetce.2011.5776525.

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Puyang Zhang, Hongyan Ding, and Xiaoyang Yu. "Research on uplift capacity of spud foundation for jack-up self-elevating drilling platform with FEM." In 2011 International Conference on Remote Sensing, Environment and Transportation Engineering (RSETE). IEEE, 2011. http://dx.doi.org/10.1109/rsete.2011.5964578.

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Hatayama, Ken, Haruki Nishi, Masahiko Hayashi, and Koya Tokutake. "Damage to Oil Tanks Caused by Severe Strong Ground Motion due to the 2018 Hokkaido, Japan Iburi-Tobu Earthquake (Mw6.6)." In ASME 2020 Pressure Vessels & Piping Conference. American Society of Mechanical Engineers, 2020. http://dx.doi.org/10.1115/pvp2020-21447.

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Abstract Damage and influences to oil tanks caused by severe strong ground motion due to a large earthquake (Mw6.6) that occurred in the district of Iburi-tobu, Hokkaido, Japan on September 6, 2018 are reported in this paper. In the vicinity of the seismic source region, two large-scale crude-oil storage bases are located. The neighboring two bases had in total 86 large oil storage tanks with a capacity of 115,000 m3. The oil storage bases were hit by strong ground motion with peak ground accelerations of 590 to 1,570 cm/s2 and with peak ground velocities of 50 to 80 cm/s. Shell plates of a small bunker A tank with a capacity of 306 m3 suffered diamond buckling and elephant-foot buckling. No large oil storage tanks lost their function of oil storage despite of the severe strong ground motion. However, most of them splashed oil from the gap between the floating roof and the shell plate, and many of them had damage to their pontoons, gauge poles, guide poles, rolling ladders, liquid-level meters, and shoulders of foundation. One of the 115,000-m3-in-capacity tanks was equipped with a displacement gauge system to measure uplift of the bottom of the shell plate from the shoulder of tank foundation. The system recorded a maximum uplift of 4.4 cm. This is the world’s first record of uplift of a large tank caused by a natural earthquake.
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Yu, Long, Qi Zhou, and Jun Liu. "Experimental Study on the Strain Softening Behavior of Plate Anchors in Clay Under Cyclic Loading." In ASME 2014 33rd International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2014. http://dx.doi.org/10.1115/omae2014-23736.

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Many geotechnical designs require knowledge of soil uplift resistance where the foundation must withstand tensile forces, such as wind loading on transmission towers, wave action on offshore structures, and buoyancy forces on buried pipelines. Most existing researches on the bearing capacity of plate anchors are limited to static analyses. The effects of offshore cyclic loading on the bearing capacity of plate anchors are not very clear. The ultimate pullout capacity of plate anchors in clay may decrease as the accumulated plastic shear strain grows due to the strain-softening of clay under cyclic loading. In this study, 1 g model tests were carried out to estimate the softening behavior of plate anchors including one low stress level case and two high stress level cases. PIV (Particle Image Velocimetry) technique was used to investigate the soil flow mechanism of the anchor at low stress level. Numerical analyses are carried out to simulate the large deformation behavior of the anchor at high stress level under cyclic loading.
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