Relevant bibliographies by topics / Soil consolidation test

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Academic literature on the topic 'Soil consolidation test'

Author: Grafiati
Published: 4 June 2021
Last updated: 15 February 2022

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Journal articles on the topic "Soil consolidation test"

1

Laskar, Arpan, and Sujit Kumar Pal. "Investigation of the Effects of Anisotropic Flow of Pore Water and Multilayered Soils on Three-Dimensional Consolidation Characteristics." Advances in Materials Science and Engineering 2017 (2017): 1–11. http://dx.doi.org/10.1155/2017/8568953.

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Many practical engineering problems are seriously different from the assumptions which are considered for one-dimensional consolidation test and need to concentrate on three-dimensional consolidation of soil under different boundary conditions. In this study three-dimensional consolidation tests are performed with four different anisotropic flow conditions of pore water and fifteen different combinations of horizontal layered soils. Twelve different three-dimensional consolidation tests are also performed with different soils, surrounded by anisotropic vertical soil layers on two opposite sides. From these studies, it is observed that the anisotropic flow of pore water does not have any effect on initial and final surface settlement of soil but has a significant effect during the consolidation process. The anisotropic flow of pore water during the consolidation process has an immense effect on the coefficient of consolidation. Horizontal layered soil has a great effect on both surface settlement and the rate of settlement. Vertical soil layers on two opposite sides of consolidative soil have an immense effect on the horizontal movements of consolidating soil, finally affecting the resultant vertical settlement of soil. Vertical anisotropic surrounding soil layers also have an effect on the rate of consolidation settlement.
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Fox, Patrick J., and Christopher D. P. Baxter. "Consolidation Properties of Soil Slurries from Hydraulic Consolidation Test." Journal of Geotechnical and Geoenvironmental Engineering 123, no. 8 (August 1997): 770–76. http://dx.doi.org/10.1061/(asce)1090-0241(1997)123:8(770).

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Tang, Yan Chun, Gao Tou Meng, and Ji Chang Gong. "Study on Consolidation Coefficient by Different Test Methods." Advanced Materials Research 308-310 (August 2011): 1778–81. http://dx.doi.org/10.4028/www.scientific.net/amr.308-310.1778.

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Through indoor consolidation test and CPTU model test and CPTU in-situ test, the soil consolidation coefficient has been studied. Compared with the consolidation coefficient by indoor test equipment and CPTU, because in-situ test has been made by CPTU, but in indoor consolidation test the error caused by the disturbance and little size of clay soil sample has been existed, the soil consolidation coefficient by CPTU can reflected the soil consolidation characteristics more accurate than by indoor consolidation test. Compared with the consolidation coefficient by remolded clay soil of CPTU model test and the natural and un-disturbed clay soil of CPTU in-situ test on CPTU application research project on Pearl River Delta, the dissipation speed of excess pore pressure in CPTU model test is faster than in CPTU in-situ test; the horizontal consolidation coefficient value of clay soil by CPTU model test and CPTU in-situ test is close in the same magnitude order. The test result by CPTU model test is close to the result by CPTU in-situ test. The achieved result can provide a foundation for further study for soil consolidation coefficient by CPTU.
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Tang, Yan Chun, Gao Tou Meng, and Qiu Feng Mao. "Study on Soil Consolidation Coefficient on CPTU Model Test." Advanced Materials Research 201-203 (February 2011): 2587–92. http://dx.doi.org/10.4028/www.scientific.net/amr.201-203.2587.

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Through analyzing excess pore pressure dissipation datum measured by CPTU probe and pore pressure mini-transducers on CPTU model test, the consolidation coefficient of soil of CPTU model test has been computed. Based on axis-symmetric consolidation model and Terzaghi consolidation theory, the computing equation of soil horizontal consolidation coefficient on CPTU model test has been acquired; on CPTU model test 50% degree of consolidation has been applied as calculate standard to compute soil horizontal consolidation coefficient, and dissipating time of 50% degree of consolidation can be acquired by normalized excess pore pressure dissipation curves based on excess pore pressure dissipation datum; through a series of indoor consolidation tests, the consolidation coefficient of remolded soil of CPTU model test sampling by horizontal and vertical direction has been acquired, and the results show that vertical consolidation coefficient is about 1.6 times greater than horizontal consolidation coefficient on indoor consolidation test, and large difference between horizontal and vertical property of remolded clay soil on CPTU model test has been existed; compared with the value of two test methods, the value of horizontal consolidation coefficient acquired by CPTU model test is roughly 100 times greater than the value of horizontal consolidation coefficient acquired by indoor consolidation test. The achieved result can provide a foundation for further study for CPTU mechanism.
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Li, Zhen Yu, Qing Qing Tian, and Hong Bin Xiao. "The Consolidation State of Red Clay Determined by Cone Penetration Test." Advanced Materials Research 639-640 (January 2013): 652–56. http://dx.doi.org/10.4028/www.scientific.net/amr.639-640.652.

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It is of significance to determinate the consolidation state of soil for evaluation of deformation and strength of foundation soil. The consolidation state of red clay is determined through laboratory experiments combined with static cone penetration tests. The results show that the law of consolidation history of red clay is opposite to other soils. The static point resistance obtained from cone penetration test decreases linearly with soil depth increasing. The over-consolidate rate of different soil layer gotten by laboratory experiments also decreases linearly with soil depth increasing. The slopes of two linear regress curves are similar. The change of static point resistance can be used to estimate over-consolidate rate of red clay at different depth.
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Liu, Hong Jun, Ying Guo, Wei Shan, and Xia Xin Tao. "Consolidation Process and Triaxial Shear Test of Consolidation Coefficient for Saturated Soft Soil in Marsh." Advanced Materials Research 261-263 (May 2011): 1755–59. http://dx.doi.org/10.4028/www.scientific.net/amr.261-263.1755.

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The consolidation coefficient is the important parameters for soft soil foundation to predict its consolidation settlement. At present, one-way compression test is mainly used to study consolidation process and consolidation coefficient of soft soil. For saturated soft soil in marsh, through triaxial shear test, the dissipation of pore water pressure and consolidation process can be observed during the course of soil sample drainage. This study got test result bellow through above triaxial test. Firstly, pore water pressure has hysteresis effect during the consolidation process, and the reason for this is analyzed. Secondly, consolidation degree in different consolidation time can be got according to the change of discharged water volume. Thirdly, according to Terzaghi consolidation theory, consolidation coefficients can be got under different consolidation pressures. Consolidation coefficient first increases with the increasing of consolidation degree, when consolidation degree is between 40% and 80%, saturated soft soil has larger consolidation coefficient, consolidation coefficient of saturated soft soil in marsh is between 2Ч10-4 cm2 / s and 10Ч10-4cm2 / s.
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Mohamedelhassan, E., and J. Q. Shang. "Vacuum and surcharge combined one-dimensional consolidation of clay soils." Canadian Geotechnical Journal 39, no. 5 (October 1, 2002): 1126–38. http://dx.doi.org/10.1139/t02-052.

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In this study, a vacuum and surcharge combined one-dimensional consolidation model is developed. Terzaghi's consolidation theory is revisited by applying the initial and boundary conditions corresponding to combined vacuum and surcharge loading on a soil. A test apparatus is designed, manufactured, and assembled to verify the model. The apparatus has the capacity of applying designated vacuum and surcharge pressures to a soil specimen, and it allows for the measurement of the excess pore-water pressure, settlement, and volume change during the consolidation process. Two series of tests are performed using the apparatus on two reconstituted natural clay soils, namely, the Welland sediment at water contents close to its liquid limit and the Orleans clay, reconstituted and consolidated under an effective stress of 60 kPa. The former test series mimics the strengthening of a very soft soil, such as the hydraulic fill used in land reclamation. The latter test series is designed to study vacuum–surcharge combined strengthening of a consolidated soil. It is demonstrated from the experiments that the one-dimensional vacuum-surcharge consolidation model describes the consolidation behaviour of both soils well. The consolidation characteristics of the soils show no discrimination against the nature of the consolidation pressure, namely, whether they are consolidated under the vacuum pressure alone, under the surcharge pressure alone, or under a pressure generated by the combined application of vacuum and surcharge. The study concluded that the soil consolidation characteristics obtained from the conventional consolidation tests can be used in the design of vacuum preloading systems, provided that the one-dimensional loading condition prevails.Key words: consolidation, soil improvement, vacuum pressure, surcharge pressure, excess pore-water pressure, soil consolidation parameters.
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Nguyen Thi, Nu, Bui Truong Son, and Do Minh Ngoc. "Research on Horizontal Coefficient of Consolidation of Vietnam’s Soft Soil." Journal of Engineering 2020 (July 15, 2020): 1–13. http://dx.doi.org/10.1155/2020/3697689.

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The horizontal coefficient of consolidation is the most important parameter for designing the improvement of soil soft by prefabricated vertical drains (PVDs) combined with surcharge and vacuum preloading. This paper presents the experimental study on the horizontal coefficient of consolidation (ch) of some soft soils distributed in Vietnam. The ch value was determined by the laboratory test and CPTu dissipation test. The laboratory tests included the Rowe consolidation cell test and constant rate of strain consolidation with radial drainage test. Two types of consolidation laboratory tests were performed. The experimental results indicated that the ch value is always larger than the vertical coefficient of consolidation of soil (cv). The ratio of ch/cv depends on the consolidated pressure, type of soil, and the anisotropy of soil. The ratio of ch/cv is different in different types of soft soil in Vietnam. In the normally consolidated state, the ch/cv ratio ranges from 1.35 to 10.59. It was necessary to choose the ch value at the consolidated stress level for calculating the PVD spacing.
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Wang, Jun, Yuanqiang Cai, Guohui Yuan, Hongtao Fu, Wentao Sun, Xiuqing Hu, Peng Wang, and Junfeng Ni. "Temperature effects on dredged slurry performance under vacuum preloading." Canadian Geotechnical Journal 57, no. 12 (December 2020): 1970–81. http://dx.doi.org/10.1139/cgj-2019-0272.

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Under appropriate temperature conditions, vacuum preloading can effectively accelerate the rate of soil consolidation. If the temperature is low (30 °C), vacuum preloading is less effective at consolidating the soil. If temperature is extremely high, vacuum preloading is less efficient at consolidating the soil due to the consummation of excess energy consumed. In this study, a series of laboratory tests was conducted to analyse the effects that temperature has on dredged slurry consolidation via vacuum pressure using constant and variable heating modes. During these tests, heat transfer, water discharge, surface settlement, and pore-water pressure dissipation were observed in the soil samples. Based on the laboratory test measurements, each soil sample’s horizontal coefficient of consolidation, water content, and shear strength were determined. To quantify the energy consumption of the different heating modes, the ratios of energy consumption as a function of the soil’s total water discharge and mean shear strength were determined. Using these parameters, an optimal soil consolidation temperature was obtained. The results indicated that vacuum preloading was most effective in consolidating the soil under a constant temperature of 75 °C rather than variable temperatures.
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Xu, Yao, Shu Cai Li, Xiao Zhang, Bin Yan, and Chun Mei Zhu. "Dynamic Consolidation Test Study on Silt and Silt Soil." Applied Mechanics and Materials 90-93 (September 2011): 537–41. http://dx.doi.org/10.4028/www.scientific.net/amm.90-93.537.

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A dynamic consolidation model of double layered foundation of saturated soil and unsaturated soil is proposed. Mechanism of dynamic compaction treating on double layered foundation is studied by the model. On the base of the mechanism a new technology called soil-mound dynamic consolidation can be applied to treat the ground of saturated silt and silty clay with high groundwater level. The water-pore pressure test, static cone penetration test, settlement plate test are applied to evaluate that of the new technology with different construction parameters. The treatment effect is more remarkable than that of plastic drain-dynamic consolidation.
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Dissertations / Theses on the topic "Soil consolidation test"

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Lee, Nang Lap. "Analytical, centrifuge and numerical modelling of underwater vacuum consolidation of soft clay /." View abstract or full-text, 2007. http://library.ust.hk/cgi/db/thesis.pl?CIVL%202007%20LEEN.

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Jain, S. K. "Analysis of the pressuremeter test by FEM formulation of the elasto-plastic consolidation." Diss., Virginia Polytechnic Institute and State University, 1985. http://hdl.handle.net/10919/53881.

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A decade has passed since the development of the self-boring pressuremeter (SBPM). Even though the device has been recognized by the geotechnical engineering profession as having high promise for evaluating in-situ stress-strain behavior of soils, its use is limited. In large part, this is due to the fact that there are important unanswered questions about the SBPM test. One of the major issues concerns the influence of drainage in the soil as it is sheared. In clays, the test is assumed to be undrained, but there is no way to control this other than by the rate of loading and no method has been put forth heretofore to define the required rate. This dissertation addresses the drainage issue by applying a numerical model capable of simulating the pressuremeter test under variety of conditions. To develop parameters for the soil model, a comprehensive laboratory testing effort was needed. The validity of the numerical model and the soil parameters is established by comparing it to SBPM tests performed in the field. The numerical model uses the finite element method in a special code capable of handling large strains, consolidation effects, and nonlinear soil behavior. Particular attention is addressed to the issue of pore pressure development and its dissipation. Relative influences of important soil parameters such as the permeability are checked against various rates of loading in the SBPM test. The results demonstrate that drainage likely occurs in most cases using conventional test procedures, and that this, in turn, leads to an error in interpretation of SBPM data. Based on the findings in the analyses, a procedure is proposed which should lead to a more rational method of performing the SBPM test where nearly undrained conditions are desired.
Ph. D.
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Wong, Wai-hung. "A study of constitutive models on engineering properties of Hong Kong marine clay /." Hong Kong : University of Hong Kong, 1997. http://sunzi.lib.hku.hk/hkuto/record.jsp?B18650399.

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Denham, Martha H. "The Use of Laboratory Testing to Understand the Behavior of Collapsible Soil Upon Wetting." PDXScholar, 1992. https://pdxscholar.library.pdx.edu/open_access_etds/4664.

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In developing a constitutive model that could predict the settlement due to the collapse, several goals needed to be met. These were to gain an understanding of the collapse phenomenon, knowing the soil properties at the natural water content and how they change after collapse, and develop and test the new model. It was felt that laboratory testing could be of use. The types of test conducted included use of the Oedometer, Pressuremeter, and Triaxial tests. The material that was used for the testing was a "generic" soil manufactured out of diatomite. In all of the tests the soil was tested dry and saturated in order to establish state limits of the soil. Next, the soil was loaded dry then inundated which initiated the collapse of the soil. The stress and strains were continually recorded. From the testing it was concluded that there is a stress-strain region where after collapse the soil looses considerable strength. With increasing stress and strain the soil eventually becomes stronger. From the triaxial tests, the stress-strain data from this "region of collapse" was used in a constitutive model. Stress paths from the Oedometer and Pressuremeter tests were then successfully applied to the model. The constitutive model used was an elasto plastic model. The elastic and plastic strain components were provided using functions for yielding, hardening, plastic potential, and failure as proposed by Paul Lade in his work on cohesionless, frictional materials. Results from the conventional triaxial shear tests and isotropic compression tests were used to derive the values of the functions for the model. The end result was three dimensional surfaces for failure, yielding, plastic work and plastic potential for the dry and saturated soil in the zone of collapse.
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王偉洪 and Wai-hung Wong. "A study of constitutive models on engineering properties of Hong Kong marine clay." Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 1997. http://hub.hku.hk/bib/B31214745.

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Gomes, Ribamar de Jesus. "Estudo geotecnico de um solo superficial da cidade de Bragança Paulista - SP." [s.n.], 2006. http://repositorio.unicamp.br/jspui/handle/REPOSIP/258204.

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Orientador: David de Carvalho
Dissertação (mestrado) - Universidade Estadual de Campinas, Faculdade de Engenharia Civil, Arquitetura e Urbanismo
Made available in DSpace on 2018-08-09T15:24:02Z (GMT). No. of bitstreams: 1 Gomes_RibamardeJesus_M.pdf: 3281674 bytes, checksum: 135d37dcb38ea7208dfdb87b862c01d7 (MD5) Previous issue date: 2006
Resumo: Estuda-se o comportamento geotécnico de um perfil de solo tropical típico da região de Bragança Paulista - SP. Esse perfil é classificado pela pedologia como um Latossolo Vermelho Amarelo. Para atingir esse objetivo foram realizados ensaios de caracterização, ensaios triaxiais e ensaios edométricos no teor de umidade natural e saturado. Nos ensaios de caracterização constatou-se o comportamento laterítico do solo. Nos ensaios edométricos quando os corpos de prova foram inundados nas tensões normalmente adotadas em projetos de fundações de edificações de pequeno e médio porte, construções características da cidade, constatou -se indícios de expansibilidade e colapsibilidade, apontando para a necessidade de estudos mais aprofundados sobre esses fenômenos em outras localidades do município
Abstract: The survey has the objective to investigate the geotechnical behavior of a typical soil profile at Bragança Paulista city - São Paulo State - Brazil. This profile is classified by the pedology as Red Yellow Oxisoil. To achieve this aim were accomplished characterization geotechnical tests, triaxial tests and consolidation tests. In the characterization tests was proved the lateritic behavior of the soil. In the consolidation tests when the samples were saturated in the tensions normally stipulated in edifications foundations projects at small and medium conveyance the results had pointed colapsible and expansive soil existence at the referred city
Mestrado
Geotecnia
Mestre em Engenharia Civil
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Low, Han Eng. "Performance of penetrometers in deepwater soft soil characterisation." University of Western Australia. School of Civil and Resource Engineering, 2009. http://theses.library.uwa.edu.au/adt-WU2010.0008.

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Offshore developments for hydrocarbon resources have now progressed to water depths approaching 2500 m. Due to the difficulties and high cost in recovering high quality samples from deepwater site, there is increasing reliance on in situ tests such as piezocone and full-flow (i.e. T-bar and ball) penetration tests for determining the geotechnical design parameters. This research was undertaken in collaboration with the Norwegian Geotechnical Institute (NGI), as part of a joint industry project, to improve the reliability of in situ tests in determining design parameters and to improve offshore site investigation practice in deepwater soft sediments. In this research, a worldwide high quality database was assembled and used to correlate intact and remoulded shear strengths (measured from laboratory and vane shear tests) with penetration resistances measured by piezocone, T-bar and ball penetrometers. The overall statistics showed similar and low levels of variability of resistance factors for intact shear strength (N-factors) for all three types of penetrometer. In the correlation between the remoulded penetration resistance and remoulded shear strength, the resistance factors for remoulded shear strength (Nrem-factors) were found higher than the N-factors. As a result, the resistance sensitivity is less than the strength sensitivity. The correlations between the derived N-factors and specific soil characteristics indicated that the piezocone N-factors are more influenced by rigidity index than those for the T-bar and ball penetrometers. The effect of strength anisotropy is only apparent in respect of N-factors for the T-bar and ball penetrometers correlated to shear strengths measured in triaxial compression. On the other hand, the Nrem-factors showed slight tendency to increase with increasing strength sensitivity but were insensitive to soil index properties. These findings suggest that the full-flow penetrometers may be used to estimate remoulded shear strength and are potentially prove more reliable than the piezocone in estimating average or vane shear strength for intact soil but the reverse is probably true for the estimation of triaxial compression strength.
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Davison, L. R. "Continuous loading consolidation tests on soils." Thesis, University of the West of England, Bristol, 1989. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.234804.

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Jarad, Nidal. "Temperature impact on the consolidation and creep behaviour of compacted clayey soils." Thesis, Université de Lorraine, 2016. http://www.theses.fr/2016LORR0251/document.

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La consolidation des sols argileux est un enjeu majeur dans le domaine de la géotechnique pour la conception des ouvrages. Ceci est notamment le cas lorsque les sols argileux peuvent être exposés à des cycles thermiques, comme dans le cas des géostructures géothermiques, dépôts de stockage des déchets nucléaires, stockage de chaleur dans les remblais, etc. Ces changements de température pourraient avoir une incidence sur le comportement de consolidation des sols, tant du point de vue de la consolidation primaire que du fluage. Dans ce contexte, cette étude a examiné l'impact de la température sur le comportement de consolidation et du fluage d’argiles compactées saturées. L’impact de la nature du sol et de son histoire mécanique a été considéré. Une cellule œdométrique à température contrôlée a été utilisée pour effectuer des essais à vitesse de déformation constante (CRS) pour différentes vitesses de déformation (0,002% / min à 0,02% / min) dans une gamme de température comprise entre 5 ° C et 70 ° C. Deux argiles compactées, avec différentes histoires de chargement mécanique, ont été utilisés. Les résultats indiquent que les indices de compression et de gonflement pour les deux matériaux ne sont que légèrement modifiés par une augmentation de la température allant de 5 à 70°C. En revanche, la pression de préconsolidation des deux argiles diminue à mesure que la température augmente, cet effet étant cependant fonction de la nature du sol considéré. Le coefficient de consolidation augmente lorsque la température augmente pour les deux matériaux, ainsi que la conductivité hydraulique. La perméabilité intrinsèque reste stable en fonction de la température. L'indice de fluage augmente lorsque la température augmente pour les deux argiles. En outre, l'histoire des chargementsmodifie l’impact de la température sur le comportement mécanique. Ainsi, les résultats montrent une dilatation thermique pour les sols fortement surconsolidées et une contraction thermique des échantillons faibles et normalement consolidés. Cette étude a ainsi permis de mettre en évidence l’impact relatif d’un certain nombre de paramètres sur l’évolution du comportement des argiles compactées avec la température
Consolidation of clay soils is one of the main challenges in engineering design and construction. Clayey soils could be exposed to thermal cycles in some engineering applications such as geothermal piles, nuclear waste storages, heat storage in embankments, etc. These temperature changes could affect the primary consolidation as well as the creep behaviour of the soils. In this context, this study investigated the impact of temperature on consolidation behaviour and creep behaviour of saturated compacted clays. In addition, the impact of stress history and clay nature on the temperature dependent mechanical and hydraulic behaviours was also considered. Temperature controlled oedometric cells were employed to perform constant rate of strain (CRS) consolidation tests for different strain rates (0.002%/min to 0.02%/min) within a temperature range of 5° C to 70o C. Two different compacted saturated clays with different stress histories were used in these CRS tests (clay A: PI=31%, clay B: PI=23.8%). The results showed that the compression and swelling indices for both materials changed slightly with temperature and strain rate alteration. The preconsolidation pressure of both clays decreased as the temperature increased, but less in the case of clay B, while it decreased as the strain rate decreased for both materials. The hydraulic conductivity increased with temperature while the intrinsic permeability remained unchanged in the investigated range of temperature. The creep index increased as the temperature increased for both clays. In addition, the stress history has an impact on the temperature dependent mechanical and hydraulic behaviour of clay soils. Results showed a thermal dilation for highly overconsolidated soils and a thermal contraction for low and normally consolidated samples. The relative impact of several parameters on the modification of the behaviour of compacted clays with temperature was also assessed
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CAPELLE, THIERRY. "Penetration libre dans les sediments marins : etude du comportement dynamique et rheologique d'une argile reconstituee." Toulouse 3, 1988. http://www.theses.fr/1988TOU30045.

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Etude de la penetration libre dans les sediments marins afin d'en evaluer les capacites de resistance au cisaillement ou pour determiner des profondeurs d'enfouissement maximales. Les phenomenes limitant l'enfouissement sont du a la portance et au frottement. On determine les proprietes rheologiques et dynamique de l'argile a partir d'une serie de tirs de projectiles effectues en fosse d'essais. L'etude du decelerogramme d'essai distingue les phases ou le comportement du sol au contact du penetreur varie depuis l'hydrodynamique jusqu'a la visco-plasticite
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Books on the topic "Soil consolidation test"

1

Douglas, Gary E. Comparative consolidation testing using automated and manually operated equipment on a laboratory-prepared soil. Albany, NY: Engineering Research and Development Bureau, NYS Dept. of Transportation, 1986.

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Gavlick, Stephen N. Geotechnical Branch computer programs: CON1D, CON1DP, and CONPLOT : consolidation, expansion, or uplift tests for standard one-dimensional consolidation test data. Denver, Colo: Geotechnical Branch, Division of Research and Laboratory Services, Engineering and Research Center, U.S. Dept. of the Interior, Bureau of Reclamation, 1987.

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Luehring, Ronald W. Investigation and analysis of canal test section and siphon areas Towaoc Canal Reach 2, Colorado. Denver, Colo: Geotechnical Branch, Research and Laboratory Services Division, Denver Office, U.S. Dept. of the Interior, Bureau of Reclamation, 1990.

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Jean-Pierre, Magnan, ed. Essais oedométriques. Paris: Ministère de l'urbanisme, du logement et des transports, Laboratoire central des ponts et chaussées, 1985.

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Padma Sambhava, ca. 717-ca. 762. and Bsod-nams-dbaṅ-ldan, eds. Sa dpyad phyogs bsgrigs. [Tibet: s.n., 2005.

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N, Yong R., Townsend Frank C, ASTM Committee D.18 on Soil and Rock., and ASTM Symposium on the Consolidation Behavior of Soils (1985 : Ft. Lauderdale, Fla.), eds. Consolidation of soils: Testing and evaluation : a symposium. Philadelphia, Pa: ASTM, 1986.

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McNabb, David H. Consolidation, compression, and shear strength of four western Oregon forest soils. 1990.

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Martinez, Ramon E. Consolidation properties of phosphatic clays from automated slurry consolidometer and centrifugal model tests. 1987.

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Book chapters on the topic "Soil consolidation test"

1

Mir, Bashir Ahmed. "Consolidation Test of a Soil Sample." In Manual of Geotechnical Laboratory Soil Testing, 209–44. Boca Raton: CRC Press, 2021. http://dx.doi.org/10.1201/9781003200260-11.

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Ulamis, Koray. "Soil Liquefaction Assessment by Anisotropic Cyclic Triaxial Test." In Advances in Civil and Industrial Engineering, 631–64. IGI Global, 2018. http://dx.doi.org/10.4018/978-1-5225-2709-1.ch018.

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Liquefaction of saturated sandy soils is one of the most significant aspects of earthquake triggered natural hazards. The main mechanism deals with the loss of effective stress due to rapid pore water pressure generation during earthquake shaking. This chapter involves with the fundamental mechanism and impacts of liquefaction. Liquefaction susceptibility of geological environments are briefly represented for preliminary assessment. Standard procedures of liquefaction are summarized. The dynamic response of sands are also reviewed. A case of anisotropic loading is considered, using three different particle sized sands below a shallow footing. Such sandy soils are subjected to anisotropic consolidation before performing undrained cyclic triaxial testing along limited cycles. Variation of axial strain, pore water pressure and related parameters are investigated. Main outcome of this study is to review the initial liquefaction state of sands by anisotropic loading case.
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Chao, K., J. Nelson, D. Overton, and E. Nelson. "Commentaries on the consolidation-swell test." In Unsaturated Soils, 641–46. CRC Press, 2010. http://dx.doi.org/10.1201/b10526-99.

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"COMPRESSION TESTS ON ULTRA-SOFT SOIL WITH HYDRAULIC CONSOLIDATION CELL." In Compressibility of Ultra-Soft Soil, 129–77. WORLD SCIENTIFIC, 2008. http://dx.doi.org/10.1142/9789812771896_0007.

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Nelson, J., and K. Chao. "Relationship between swelling pressures determined by constant volume and consolidation-swell oedometer tests." In Unsaturated Soils: Research & Applications, 891–96. CRC Press, 2014. http://dx.doi.org/10.1201/b17034-128.

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Conference papers on the topic "Soil consolidation test"

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Kumara, Adhya Nanda, Widjojo Adi Prakoso, and Tommy Ilyas. "Limitation in Conventional Oedometer Consolidation Test for Deep Layered Soil." In The 7th Engineering International Conference (EIC), Engineering International Conference on Education, Concept and Application on Green Technology. SCITEPRESS - Science and Technology Publications, 2018. http://dx.doi.org/10.5220/0009007601450150.

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Apu, Omar Shahrear, Jay X. Wang, and Debojit Sarker. "Evolution of Large-Strain One-Dimensional Consolidation Test for Louisiana Marsh Soil." In International Foundations Congress and Equipment Expo 2021. Reston, VA: American Society of Civil Engineers, 2021. http://dx.doi.org/10.1061/9780784483435.024.

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Kong, Gang-qiang, Qing Yang, and Mao-tian Luan. "Study on Negative Skin Friction of Pile Groups Considering Coupled Effect of Surface Load and Soil Consolidation." In ASME 2009 28th International Conference on Ocean, Offshore and Arctic Engineering. ASMEDC, 2009. http://dx.doi.org/10.1115/omae2009-79679.

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The study was performed based on an analysis of model test results of 3×3 pile group and confirmed the reliability and accuracy of determining negative skin friction (NSF) using numerical modeling of fluid-soild interaction. A 3D numerical model with surface load and soil consolidation was established using FLAC3D, which focused on the mechanism of NSF and its influence factors such as friction of pile-soil interface, spacing of pile and time of consolidation. The results obtained under different cases in an engineering practice were finally compared with measured and empirical data, showing that it is necessary to consider surface load and soil consolidation when dealing with NSF. The results also indicated the analysis with surface load and soil consolidation could simulate the developing process of NSF and produce a more accurate outcome — closer to measured data. The NSF increases rapidly at beginning and then slowly down, finally stabilized at a constant as soil consolidation progresses. Due to pile group effects, the piles at the centre had a smaller downdrag and settlement than those at corner or at edges; pile group effects became more obvious when pile spacing decreased.
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Yang, Xiu-juan, Yonggang Jia, and Hongxian Shan. "The Effect of Hydrodynamic Action on Sediment Consolidation Process in the Yellow River Estuary." In ASME 2009 28th International Conference on Ocean, Offshore and Arctic Engineering. ASMEDC, 2009. http://dx.doi.org/10.1115/omae2009-79207.

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By in situ tests, the impaction of the marine hydrodynamics, such as wave and tide, on the rapidly deposited sediments consolidation process was studied. In the tide flat of Diaokou delta-lobe, one 2m×1m×1m test pit was excavated. The fluid sediments imitating the rapidly deposited seabed silts were made in-situ, and an iron plate covered part of the test pit to cut off the effect of the marine hydrodynamics. By field-testing methods, like static cone penetration test, the variation of strength is measured at real time, and the marine hydrodynamics’ impaction on the consolidation process of the sediments in the Yellow River Estuary was studied. It is shown that the self-consolidated sediments’ strength linear increased with the depth. In the consolidation process, in the initial, marine hydrodynamics play a decisive role, about three times as much as self-consolidated in raising the strength of the sea-bed soils, and with the extension of the depth the role of the hydrodynamics reduced. With the continuation of the consolidation process, the trend of the surface sediments’ increased-strength gradually slowed under the water dynamics, while the sediments below 30cm was in opposite ways. As a result, the rapidly deposited silts present a nonuniform consolidation state, and the crust gradually formed. The results have reference in studying the role of the hydrodynamics in the soil consolidation process.
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Chien, Lien-Kwei, Chi-Ling Yang, and Wen-Chien Tseng. "The Study of the Influence of Different Drained Conditions for Seabed Stability Under Wave Loading." In ASME 2009 28th International Conference on Ocean, Offshore and Arctic Engineering. ASMEDC, 2009. http://dx.doi.org/10.1115/omae2009-79741.

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A series of partial drained dynamic triaxial test were performed to understand the seabed stability under wave induced wave loading. In order to evaluate the real behavior of the strength of sea bed soil under wave action, the field sands in Kinhu were adopted in the study. The specimens were prepared by multi-pluviation through water method to simulate the particle aggregation in-situ. The marine soils stress states were simulated by Ko consolidation in laboratory. Moreover, the stability of marine sands is discussed under different drained conditions by using flow valve to control the soil drained states. In this study, the typhoon waves induced loading were simulated in small amplitude wave and Stoke’s 2nd order wave theory to evaluate the cyclic stress ratio in sea bed. From the test results found that the marine soil was liquefaction immediately by using the Stoke’s 2nd order theory. The drained efficiency is defined in this study. The relationship between strain, cyclic numbers, and cyclic stress ratio (CSR) were discussed under different drained efficiency conditions. Under the drained efficiency is 86% and the number cycle is one, the double amplitude strain (DA) of seabed soil will induce 10% by Stoke’s 2nd order wave theory induced the cyclic shear stress ratio. But under the drained efficiency is 100%, the DA of seabed soil will only induce 7%. Combined with the time concept of wave action, when the seabed soil reach to DA = 10% under wave loading, the time of wave action request 1296 sec. From the results indicated that the drained efficiency have significantly influence on deformation resistance of sea bed soil. Therefore, the study analysis could be provided the reference for near shore structure design and engineering practice, and reduce storm induced damages.
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O’Beirne, Colm, Phil Watson, Conleth O’Loughlin, David White, Alexander Hodson, Sze-Yu Ang, Sebastiaan Frankenmolen, Jesper Hoj-Hansen, Matthew Kuo, and Toby Roe. "Pipe Clamping Mattresses to Mitigate Flowline Walking; Physical Modelling Trials on Three Offshore Soils." In Offshore Technology Conference. OTC, 2021. http://dx.doi.org/10.4043/31064-ms.

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Abstract Pipe clamping mattresses (PCMs) are a relatively new system for providing anchoring force to pipelines, to mitigate offshore flowline ‘walking’. They represent a cost-effective and highly efficient alternative to anchor piles, rock dump and conventional concrete mattresses. The system comprises a hinged concrete structure that clamps onto a section of laid pipeline, with concrete ballast logs securing the clamping action – with the benefit that 100% of the submerged weight of the PCM contributes to axial friction. PCMs have been applied successfully to one deepwater project, but performance data showing the influence of soil type, and allowing a general design framework to be established, has not yet been available. This paper addresses this gap by investigating the performance of PCMs through three series of centrifuge tests, supported by three Operators. Each series comprises tests on a different reconstituted deepwater soil as follows: (a) West African clay; (b) Gulf of Mexico clay; and (c) carbonate silty sand. In each test, a scaled pipeline is installed in-flight and cycled axially to represent its prior operating life. Scaled PCM models and ballast units are then installed onto the pipe in-flight, mimicking the use of PCMs to mitigate pipeline walking during operation. After installation of the PCMs, further axial cycles are applied, with the system settlement and changes in axial resistance and excess pore pressure measured. The paper shows the performance and applicability of PCMs for a range of soil types, highlighting variations in axial resistance and settlement. The suite of results will help to calibrate design tools for industry, removing unnecessary conservatism and enabling an optimised pipeline anchoring solution to be designed. Key results are equivalent friction factors for the combined pipe-PCM system and PCM settlement, which both show behaviour dependent on soil type. In the clay soils, friction increases significantly over time due to ‘consolidation hardening’. This provides validation of an important effect that has only recently been recognised in pipeline design. In contrast, hardening behavior is not evident in silty sand – although the study suggests there is potential for increasing resistance associated with settlement, which appears to mobilize additional (wedging) stress around the pipeline. Upon PCM installation, the pipelines embed further due to the added weight. Additional settlement occurs during cycling of the system, due to immediate soil deformation and consolidation-related compression. The magnitude of embedment is greater for the clay soils, but in all cases does not cause the clamping action to release. Overall, the efficiency of the PCM system in providing a high level of anchoring force per unit weight placed on the seabed is confirmed. Long term anchoring forces in the range 50-100% of the submerged weight of the PCM are demonstrated. This is several times more efficient than the commonly used alternative of a rock berm.
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Morgan, Vincent, Jack Clark, Bipul Hawlader, and Joe Zhou. "Prediction of Long-Term Frost Heave of Chilled Gas Pipelines by Centrifuge Modeling." In 2004 International Pipeline Conference. ASMEDC, 2004. http://dx.doi.org/10.1115/ipc2004-0139.

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The use of chilled gas transmission for northern pipelines has been considered an effective solution to reduce potential problems relating to permafrost preservation, as well as to provide other benefits such as increased throughput. However, the potential for frost heave as the pipe crosses areas of unfrozen ground may have implications on induced strains and therefore pipeline integrity. C-CORE, under the sponsorship of Pipeline Research Council International (PRCI), has been investigating the effects of frost heave for different soil types and varying pipe geometry and temperature. Previous studies of the effects of frost heave of chilled gas pipelines involved the construction of full-scale test sites, operated over a number of years and small scale laboratory tests. Recent advances in centrifuge testing techniques have allowed small-scale models to be constructed and tested under increased gravitational acceleration to replicate full-scale conditions. The major advantages are the reduced scale and time effects used in the modeling of the frost heave. This allows a number of sequential tests to be performed to study a range of soil types, pipe temperatures, groundwater and climatic conditions in a relatively short time period and at significantly reduced cost. Centrifuge modelling also incorporates other forms of soil deformations with development of ice lenses which includes the consolidation of unfrozen soil and deformation of both frozen and unfrozen soil. The tests performed to date have focused on the determination of frost heave behaviour for a number of soil types covering the range of frost susceptibility. This paper discusses the interpretation of the test results, and provides a comparison with common methods of analysis for prediction of frost heave. A design methodology is also proposed, which makes use of centrifuge test and analytical methods.
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Ribeiro, A., C. Vilarinho, J. Araújo, and J. Carvalho. "Electrokinetic Remediation of Contaminated Soils With Chromium." In ASME 2018 International Mechanical Engineering Congress and Exposition. American Society of Mechanical Engineers, 2018. http://dx.doi.org/10.1115/imece2018-87552.

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Soil is a vital natural resource that regulates our environment sustainability and provide essential resources to humans and nature. Nowadays, with an increasingly populated and urbanized world, pollution is widely recognized as a significant challenge to soil and groundwater resources management. The most common chemicals found in soils and water plumb in a dissolved state and considered as potential pollutants are heavy metals, dyes, phenols, detergents, pesticides, polychlorinated biphenyls (PCBs), and others organic substances, such as organic matter. Unlike organic contaminants, heavy metals are not biodegradable and tend to accumulate in living organisms and many heavy metal ions are known to be toxic or carcinogenic. Toxic heavy metals of particular concern zinc, copper, nickel, mercury, cadmium, lead and chromium. Electrokinetic remediation deserves particular attention in soil treatment due to its peculiar advantages, including the capability of treating fine and low permeability materials, and achieving consolidation, dewatering and removal of salts and inorganic contaminants like heavy metals in a single stage. In this study, the remediation of artificially chromium contaminated soil by electrokinetic process, coupled with Eggshell Inorganic Fraction Powder (EGGIF) permeable reactive barrier (PRB), was investigated. An electric field of 2 V cm−1 was applied and was used an EGGIF/soil ratio of 30 g kg−1 of contaminated soil for the preparation of the permeable reactive barrier (PRB) in each test. Results proved that the study of chromium mobility revealed the predominance in its transportation through the soil towards the anode, due essentially to the existence of chromium in the form of oxyanions (chromate and dichromate), which confers a negative charge to the molecule. Chromium removal by electrokinetic remediation was faster in low levels of concentration and the utilization of citric acid as buffer and complexing agent allowed to maintain pH of soil below the precipitation limit for this element. It was obtained high removal rates of chromium in both experiments, especially near the anode. In the normalized distance to cathode of 0.8 it was achieved a maximum removal rate of chromium of 55, 59 and 60% in initial chromium concentration of 500 mg kg−1, 250 mg kg−1 and 100 mg kg−1, respectively. The viability of the new coupling technology developed (electrokinetic with EGGIF permeable reactive barrier) to treat low-permeability polluted soils was demonstrated. Based on the proved efficiency, this remediation technique has to be optimized and applied to real soils in order to validate it as a large-scale solution.
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Abdalla, Basel, Chengye Fan, Colin Mckinnon, Vincent Gaffard, Annie Audibert-Hayet, Edmond Coche, and Ayman Eltaher. "Extended Porosity Rate Function for Frost Heave." In ASME 2014 33rd International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2014. http://dx.doi.org/10.1115/omae2014-24221.

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Frost heave is a common phenomenon in the Arctic, where soil expands in the direction of heat loss due to ice lens growth upon freezing. It also occurs if a refrigerated structure is buried in unfrozen frost heave-susceptible soil, and thus special considerations are required when designing chilled or LNG pipelines in the Arctic. In the past decades, many theoretical and numerical methods have been developed to predict the frost heave of freezing soil. Among them, the rigid ice model, segregation potential model, and porosity rate function model are the most popular. These frost heave models work well in predicting the soil response during a pure freezing process, but none of these methods consider a thawing and consolidation of soil, which is the opposite but integrated process when the system undergoes the annual temperature cycle. In this study, efforts are made to extend the porosity rate function to the thawing branch based on reasonable assumptions. With the extended model, a fluctuating surface temperature can be applied on top of the soil surface to simulate a continuous changing ambient temperature. The extended model is realized in ABAQUS with user defined subroutines. It is also validated with test data available in the public domain. As an application example, the extended model is utilized to simulate a chilled gas line buried in frost-susceptible soil to estimate its frost heave over a multi-year operation.
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Yang, Yu, Fook Hou Lee, Siang Huat Goh, Jer-Fang Wu, and Xi Ying Zhang. "Pore Pressure Generation and Dissipation Effects on Spudcan Fixity in Normally Consolidated Clay." In ASME 2013 32nd International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2013. http://dx.doi.org/10.1115/omae2013-10318.

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Spudcan rotational fixity under combined vertical, horizontal and moment loading is often assumed to be invariant with time. In reality, the actual rotational fixity of spudcan footing is likely to change with time as excess pore pressure builds up and dissipates. This paper describes a series of centrifuge experimental tests conducted at 100-g acceleration using a small spudcan model and specimens of normally consolidated reconstituted kaolin clay. Using a servo-motor, belt-driven actuator system, loading episodes comprising one thousand cycles of combined loading were applied to model foundation. The PPTs are installed in soil specimens to measure the excess pore pressure and degree of saturation of soil. One small-rotation test is conducted just after spudcan’s penetration; while another one small-rotation is conducted when the excess pore pressure is fully dissipated after the spudcan’s penetration. The results show bending moments at four locations along the spudcan shaft, which indicates that the lattice confers a significant lateral soil resistance, and the presence of the lattice will also cause the location of maximum bending moment to be up-shifted along the leg, towards to the soil surface. The rotational fixity of the spudcan shows distinct changes over time, which is attributed to consolidation and settlement effects. Comparison of fixity of spudcan with and without lattice leg indicates that the lattice leg can lead to a large increase in lateral resistance of deeply penetrated spudcans. This lattice leg effect has been largely ignored in both academic study and industrial design.
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Reports on the topic "Soil consolidation test"

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Robertson, P. K., J. Sully, D. J. Woeller, T. Lunne, and J. J. M. Powell. Guidelines for interpretation of CPTU test data for determination of consolidation and permeability parameters of soils. Natural Resources Canada/ESS/Scientific and Technical Publishing Services, 1990. http://dx.doi.org/10.4095/133391.

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