Bibliographies thématiques / Undrained Condition

Littérature scientifique sur le sujet « Undrained Condition »

Auteur : Grafiati
Publié le 14 mars 2023

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Articles de revues sur le sujet "Undrained Condition"

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Tang, Bin, Zhe Zeng et Yan Xia Gong. « The Empirical Formula Research and the Test for the Soft Clay Coupled Consolidation and Creep Character in Different Drainage Conditions ». Applied Mechanics and Materials 90-93 (septembre 2011) : 1819–23. http://dx.doi.org/10.4028/www.scientific.net/amm.90-93.1819.

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Abstract: Conducted a series of triaixl coupled consolidation and creep tests ,and researched the coupled consolidation and creep character for the typical soft clay in Wuhan region in different drainage conditions.The following conclusions are got from analysing the stress、strain and time relationship curves in different conditions:(1)The consolidation drainage condition is very important in the soil consolidation creep deformation.When the stress is low,the deformation amount in the consolidation undrained condition is much smaller than that in the consolidation drained condition;with the increasing of the stress,the viscoplasticity will appear,and the deformation speed in the undrained condition exceeded that in the drained condition;when the stress increases to some point,the deformation amount in the undrained condition will exceed that in the drained condition finally.(2)The consolidation creep deformation rule for the typical soft clay in Wuhan region in different drainage conditions can be expressed by empirical formula.
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Dołżyk-Szypcio, Katarzyna. « Stress-strain behaviour of Toyoura sand in undrained triaxial compression ». E3S Web of Conferences 92 (2019) : 15010. http://dx.doi.org/10.1051/e3sconf/20199215010.

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The stress-plastic dilatancy relationship for Toyoura sand sheared under undrained triaxial conditions was analysed by use of Frictional State Theory. Under undrained conditions, plastic strain increments are counterbalanced by elastic strain increments. The linear stress ratio-plastic dilatancy relationships at different stages of sand shear were obtained by assuming that Poisson's ratio is a function of shear strain. Contrary to a drained condition, natural state parameter values are not special for characteristic points of sand behaviour under undrained conditions.
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Hsieh, P. G., et C. Y. Ou. « Analysis of Nonlinear Stress and Strain in Clay under the Undrained Condition ». Journal of Mechanics 27, no 2 (juin 2011) : 201–13. http://dx.doi.org/10.1017/jmech.2011.24.

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ABSTRACTThough the total stress undrained analysis approach in geotechnical engineering is widely utilized by practicing engineers, it has some intrinsic imperfections that cause the obtained parameters to have unavoidable empirical correlations. In this study, an undrained soft clay model is developed, which overcomes the imperfections of the conventional total stress undrained approach. In addition, the high soil stiffness at small strain and the concept of yield surface are employed to realistically simulate actual soil behavior. The model parameters can be obtainable directly from conventional laboratory tests. The model is validated through different laboratory stress path tests and strength tests in this paper.
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Leong, W. K., et J. Chu. « Effect of undrained creep on instability behaviour of loose sand ». Canadian Geotechnical Journal 39, no 6 (1 décembre 2002) : 1399–405. http://dx.doi.org/10.1139/t02-076.

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Prefailure instability in the form of a runway deformation can occur for loose sand under undrained conditions. The effect of creep on the instability behaviour of loose sand is studied experimentally in this note. Previous studies have established that instability can only occur when the stress state is above the instability line. However, if creep is allowed to develop under undrained conditions, instability can still possibly occur even when the stress state at which creep develops is below the instability line. A boundary that specifies the condition in which instability may be induced by undrained creep is determined based on the experimental data.Key words: laboratory test, liquefaction, sands, shear strength.
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ISHIZAKI, Hitoshi. « Deformation analysis of composite groud under undrained condition. » Doboku Gakkai Ronbunshu, no 448 (1992) : 53–62. http://dx.doi.org/10.2208/jscej.1992.448_53.

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Fattah, M. Y., F. A. Salman, Y. J. Al-Shakarchi et A. M. Raheem. « Coupled pile-soil interaction analysis in undrained condition ». Journal of Central South University 20, no 5 (mai 2013) : 1376–83. http://dx.doi.org/10.1007/s11771-013-1625-5.

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Nakata, Yukio, Tetsuya Tashita, Hiromu Chibana et Kenji Matsukata. « Effect of drainage and saturation on undrained shear strength for compacted sandy soils ». E3S Web of Conferences 92 (2019) : 07003. http://dx.doi.org/10.1051/e3sconf/20199207003.

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Collapses of embankments have occurred due to heavy rainfall. It is very important to understand the strength properties under various unsaturated, partially saturated and fully saturated conditions of compacted materials. So, a series of unsaturated and saturated triaxial compression tests for compacted soils have been conducted to understand the effects of drainage and saturation on undrained strength. Soil samples were collected from several road embankments to carry out the experiments. The undrained (CU) strength of compacted material decreased with increase in the degree of saturation. Especially, the strength decreased from partially saturated condition to fully saturated condition was remarkable. The decrease of the materials with volume contractive behaviour was appeared clearly.
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Sun, Wen Jing, De An Sun et Jin Yi Zhang. « Undrained Behavior of Unsaturated Bentonite-Sand Mixture ». Advanced Materials Research 446-449 (janvier 2012) : 1454–57. http://dx.doi.org/10.4028/www.scientific.net/amr.446-449.1454.

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The strength, deformation and hydro-mechanical behaviours of a compacted unsaturated Gaomiaozi bentonite-sand mixture under undrained condition are studied by conducting a series of isotropic compression tests and triaxial shear tests under constant water content. During undrained isotropic compression testing, void ratio and suction decrease while degree of saturation increases. The stress-strain relations are obtained from undrained triaxial shear tests. The volume contraction and lateral expansion can be observed. The suction decreases with increasing shearing. The net confining pressure and initial dry density affect the initial rigidity, undrained shear strength, volumetric deformation and hydro-mechanical behaviour.
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Hsu, Shih Tsung, Wen Chi Hu, Yu Heng Lin et Zhuo Ling. « A Characteristic and a Precisely Constitutive Model for Undrained Clay ». Materials Science Forum 975 (janvier 2020) : 203–7. http://dx.doi.org/10.4028/www.scientific.net/msf.975.203.

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Constitutive models for soils are usually adopted in numerical method to analyze the behavior of geotechnical structures. This study performs a series of consolidated-undrained triaxial tests to establish the stress-strain curve of clay. A constitutive model that considers continuous strain hardening-softening is proposed based on the results of triaxial tests. Triaxial test results reveal that undrained shear strength linearly increases with an increase in consolidated pressure , the normalized undrained shear strength is about 0.52 not only for this study but also for the other two cases around Taipei Basin. Due to undrained condition, an associated flow rule between plastic strain increment and stress tensor is adopted. As accumulative plastic strain or/and consolidated pressure change, the mobilized undrained shear strength also changes. All parameters needed for the proposed model can be expressed as a function of undrained shear strength Su, The mobilized undrained shear strength for the proposed model during strain hardening-softening can be in term of accumulative plastic strain. This model can calculate the stress-strain curves of clayed soils accurately.
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Li, Xuefeng, Wendong Xu, Lei Chang et Wenwei Yang. « Shear Behaviour of Aeolian Sand with Different Density and Confining Pressure ». Applied Sciences 12, no 6 (16 mars 2022) : 3020. http://dx.doi.org/10.3390/app12063020.

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Different from the other roadbed material, the unique mechanical properties of aeolian sand bring great difficulties to the construction and maintenance of desert highways. However, the main attention was usually paid to the engineering properties of aeolian sand, such as collapsibility, strong permeability, and poor gradation. To investigate the shear behaviour of aeolian sand under different engineering conditions, the drained and undrained tests were performed on aeolian sand with relatively large range of density and confining pressure. Under this condition, both the drained and undrained tests tend to the same critical state line, and the shear behaviour of aeolian sand is directly dependent on its density. Under the undrained condition, the q-ε1 curves and the effective stress paths in triaxial stress space exhibit four types of undrained shear behaviour, such as flow, limited flow, strain hardening, and strain softening. Meanwhile all the specimens exhibit three types of failure, such as flow slip, bulging failure, and shear bands. In the q-p’ plane, the analogous drained and undrained stress paths can be followed by aeolian sand with same initial relative density but different confining pressures, and there are two critical state lines due to the generation of shear bands for dense sand. In addition, the critical state lines in e-lnp’ plane decrease with increasing initial relative density Dr, that is, the material constant eᴦ decreases with increasing Dr, and the λ is also not constant but decreases with the increase in Dr. The results suggest that the strength behaviours of aeolian sand can be fitted by a straight line considering relative density and confining pressure and that two empirical formulas are established to describe this feature.
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Thèses sur le sujet "Undrained Condition"

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MARTINELLI, DANIELE. « Mechanical behaviour of conditioned material for EPBS tunnelling ». Doctoral thesis, Politecnico di Torino, 2016. http://hdl.handle.net/11583/2647481.

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The rapid growth of the development of the cities all over the World, brought the necessity of bringing deeper the services and all the activities which are not strictly necessary above the ground like houses. This sudden demand of new tunnels obliged to push the excavation industry towards mechanized methods which allow to avoid settlements on the surface, where other structures and infrastructures are located. In this context EPB shield machines play a crucial role, as with a good control of this technology, a tunnel can be excavated basically everywhere, also below important structures. This implies the perfect knowledge of the geology but especially requires a precise study of the soil conditioning, in order to allow an effective counterpressure to the front. The development of preliminary laboratory tests, which means before the tunnel project starts, allows to assess the best conditioning set for each lithotype which can be encountered during the excavation. These tests are performed at room pressure, nevertheless recently the main goal is to study the conditioned mass at pressure conditions which can be found in an excavating chamber, which might influence the state of the mass itself. The aim of this work is the development of new techniques which can exactly reproduce this state, through the use and modification of techniques proper of the geotechnical engineering (shear and triaxial tests) and the design of new devices able to underline these aspects in detail. The new approach includes, as well as the consideration of a certain pressure condition, also the definition of an undrained condition used for testing, which allows to keep the conditioned mass in its original state for its study.
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Abdul-Hussain, Najlaa. « Experimental Study on the Engineering Properties of Gelfill ». Thèse, Université d'Ottawa / University of Ottawa, 2011. http://hdl.handle.net/10393/19852.

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Gelfill (GF) is made of tailings, water, binder and chemical additives (Fillset, sodium silicate gel). The components of GF are combined and mixed on the surface and transported (by gravity and/or pumping) to the underground mine workings, where the GF can be used for both underground mine support and tailings storage. Thermal (T), hydraulic (H), and mechanical (M) properties are important performance criteria of GF. The understanding of these engineering properties and their evolution with time are still limited due to the fact that GF is a new cemented backfill material. In this thesis, the evolution of the thermal, hydraulic, mechanical, and microstructural properties of small GF samples are determined. Various binder contents of Portland cement type I (PCI) are used. The GF is cured for 3, 7, 28, 90, and 120 days. It is found that the thermal, hydraulic and mechanical properties are time-dependent or affected by the degree of binder hydration index. Furthermore, a relationship is found between the compressive strength and the saturated hydraulic conductivity of the GF samples. The unsaturated hydraulic properties of GF samples have also been investigated. The outcomes show that unsaturated hydraulic conductivity is influenced by the degree of binder hydration index and binder content, especially at low suction ranges. Simple functions are proposed to predict the evolution of air-entry values (AEVs), residual water content, and fitting parameters from the van Genuchten model with the degree of hydration index (α). Furthermore, two columns are built to simulate the coupled thermo-hydro-mechanical (THM) behaviour of GF under drained and undrained conditions. The obtained results from the GF columns are compared with the small samples. It is observed that the mechanical properties, hydraulic properties (suction and water content), and temperature development are strongly coupled. The magnitude of these THM coupling factors is affected by the size of the GF. The findings also show that the mechanical, hydraulic and thermal properties of the GF columns are different from samples cured in plastic moulds.
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Maghsoodi, Soheib. « Thermo-mechanical behavior of soil-structure interface under monotonic and cyclic loads in the context of energy geostructures ». Electronic Thesis or Diss., Université de Lorraine, 2020. http://www.theses.fr/2020LORR0031.

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L'incorporation d'échangeurs de chaleur dans des géostructures conventionnelles comme les pieux peut extraire la chaleur du sol à des fins de chauffage et l'injecter dans le sol à des fins de refroidissement. Ces dernières années, des recherches ont été menées à l'échelle réelle et en laboratoire pour étudier l'effet de la température sur le comportement géotechnique de ces géostructures énergétiques ainsi que sur le sol environnant. En effet, ces géostructures énergétiques peuvent être soumises à des charges mécaniques cycliques et a des variations thermiques tout au long de leur durée de vie. L'objectif de cette étude était d'approfondir la compréhension du comportement du contact sable/argile-structure sous des charges thermomécaniques complexes. Un dispositif de cisaillement direct à température contrôlée permettant d'effectuer des essais monotones et cycliques à charge normale constante ou à rigidité normale constante a été mis au point. La réponse de l'interface aux effets thermiques sur le comportement mécanique des sols et l'interface sol-structure a été étudiée. Le sable de Fontainebleau et l'argile kaolin ont été utilisés comme substituts pour les sols sableux et argileux. Les résultats ont montré que les variations thermiques appliquées ont un effet négligeable sur la résistance au cisaillement de l'interface entre le sable et la structure du sol. Dans les échantillons d'argile, l'augmentation de la température a augmenté la cohésion et par conséquent la résistance au cisaillement, en raison de la contraction thermique pendant le chauffage. L'adhérence de l'interface argile-structure était inférieure à la cohésion des échantillons d'argile. Pour étudier les effets de la charge mécanique cyclique sur l'interface argile-structure à différentes températures, des essais de cisaillement direct monotone et cyclique à volume équivalent non drainé ont été réalisés sur l'interface argile-argile et argile-structure à différentes températures. Les résultats ont montré que le nombre de cycles jusqu'à la rupture pour l'essai d'interface argile-structure était inférieur à celui du cas argile-argile dans la même gamme de rapports de contraintes de cisaillement cycliques et moyennes. L'augmentation de la température a réduit le taux d'accumulation des contraintes et le nombre de cycles jusqu'à la rupture a été multiplié par 2 ou 3. Le taux de dégradation (paramètre de dégradation, t) a diminué de 16% avec un chauffage de 22 à 60 °C pour les différents rapports de contrainte cyclique testés. Un modèle d'interface sol-structure non isotherme basé sur la théorie de l'état critique a ensuite été développé. Le modèle non isotherme prend en compte l'effet de la température sur le taux de vide de l'interface avant le cisaillement. Le modèle est capable de saisir l'effet de la température sur l'interface sol-structure dans des conditions de charge normale constante et de rigidité normale constante pour les interfaces sableuses et argileuses. Les paramètres supplémentaires ont des significations physiques et peuvent être déterminés à partir d'essais classiques en laboratoire. La formulation est en bon accord avec les résultats expérimentaux et les principales tendances sont correctement reproduites
Incorporation of heat exchangers in conventional geostructures like piles can extract the heat from the soil for heating purposes and inject it to the soil for cooling purposes. In recent years, research has been conducted at full and laboratory scale to investigate the effect of temperature on the geotechnical behavior of these energy geostructures as well as on the surrounding soil. Indeed, these energy geostructures can be subjected to cyclic mechanical loads and thermal variations throughout their lifetime. The aim of this study was to deepen the understanding regarding the behavior of sand/clay-structure contact under complex thermo-mechanical loads. A temperature-controlled direct shear device to perform monotonic and cyclic constant normal load or constant normal stiffness tests was developed. The response of the interface to the thermal effects on the mechanical behaviour of soils and soil-structure interface was investigated. Fontainebleau sand and kaolin clay were used as proxies for sandy and clayey soils. The results showed that the applied thermal variations have a negligible effect on the shear strength of the sand and sand-structure interface. In clay samples the temperature increase, increased the cohesion and consequently the shear strength, due to thermal contraction during heating. The adhesion of the clay-structure interface, was less than the cohesion of the clay samples. To investigate the mechanical cyclic load effects on the clay-structure interface at different temperatures, monotonic and cyclic constant-volume equivalent-undrained direct shear tests were performed on clay-clay and clay-structure interface at different temperatures. The results showed that, the number of cycles to failure for the clay-structure interface test was lower than that for the clay-clay case in the same range of cyclic and average shear stress ratios. Increasing the temperature, decreased the rate of strain accumulation and the number of cycles to failure increased by 2-3 times. The rate of degradation (degradation parameter, t) decreased by 16% with heating from 22 to 60oC for the different cyclic stress ratios tested. A non-isothermal soil-structure interface model based on critical state theory was then developed. The non-isothermal model takes into account the effect of temperature on the void ratio of interface prior to shearing. The model is capable to capture the effect of temperature on soil-structure interface under constant normal load and constant normal stiffness conditions for both sandy and clayey interfaces. The additional parameters have physical meanings and can be determined from classical laboratory tests. The formulation is in good agreement with the experimental results and the main trends are properly reproduced
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Ribeiro, Miguel Nuno Santiago. « Constitutive modelling of sands under undrained conditions based on generalized plasticity premises ». Master's thesis, 2014. https://repositorio-aberto.up.pt/handle/10216/73919.

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Ribeiro, Miguel Nuno Santiago. « Constitutive modelling of sands under undrained conditions based on generalized plasticity premises ». Dissertação, 2014. https://repositorio-aberto.up.pt/handle/10216/73919.

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Chapitres de livres sur le sujet "Undrained Condition"

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Chouksey, Sandeep Kumar. « Stress–Strain Behavior of Municipal Solid Waste in Undrained Loading Condition ». Dans Lecture Notes in Civil Engineering, 1063–67. Singapore : Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-15-5195-6_78.

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Xiong, X., S. Okino, R. Mikami, T. Tsunemoto, X. Y. Qiu, Y. Kurimoto et F. Zhang. « Hydro-mechanical Properties of Unsaturated Decomposed Granite in Triaxial Compression Test Under Drained-Vented/Undrained-Unvented Condition ». Dans Computational and Experimental Simulations in Engineering, 127–33. Cham : Springer International Publishing, 2019. http://dx.doi.org/10.1007/978-3-030-27053-7_13.

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Isaac, Dipty Sarin, Kodi Rangaswamy et S. Chandrakaran. « Influence of Initial Conditions on Undrained Response of Soft Clays ». Dans Lecture Notes in Civil Engineering, 121–29. Singapore : Springer Singapore, 2018. http://dx.doi.org/10.1007/978-981-13-0899-4_15.

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Bhat, Ilyas, S. Rupali et Arvind Kumar. « Seismic Stability of Nailed Slopes for Undrained and Drained Conditions ». Dans Lecture Notes in Civil Engineering, 197–209. Singapore : Springer Singapore, 2021. http://dx.doi.org/10.1007/978-981-33-6564-3_18.

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Arangelovski, Goran, et Ikuo Towhata. « Accumulated Deformation of Sand in One-Way Cyclic Loading under Undrained Conditions ». Dans Soil Stress-Strain Behavior : Measurement, Modeling and Analysis, 653–62. Dordrecht : Springer Netherlands, 2007. http://dx.doi.org/10.1007/978-1-4020-6146-2_46.

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Rezania, Mohammad, et Guotao Ma. « Stress-Strain Modelling of Soils in Drained and Undrained Conditions Using a Multi-model Intelligent Approach ». Dans Information Technology in Geo-Engineering, 419–28. Cham : Springer International Publishing, 2019. http://dx.doi.org/10.1007/978-3-030-32029-4_36.

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Abhijith, T. K., Majid Hussain et Ajanta Sachan. « Effect of Stress History on Stress–Strain and Volumetric Response of Laterite Soil Under Undrained and Drained Conditions ». Dans Lecture Notes in Civil Engineering, 91–103. Singapore : Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-15-0886-8_8.

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Seethalakshmi, P., et Ajanta Sachan. « A Comparative Study on Shear Behavior of Pure Sand and Micaceous Sand Under Undrained Monotonic and Dynamic Loading Conditions ». Dans Lecture Notes in Civil Engineering, 49–66. Singapore : Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-15-0886-8_5.

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Zhou, Jian, Jiajia Yan, Yang Cao et Xiaonan Gong. « Intact soft clay responses to cyclic principal stress rotation in undrained condition ». Dans Advances in Transportation Geotechnics 2, 649–54. CRC Press, 2012. http://dx.doi.org/10.1201/b12754-98.

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Nishimura, T., et J. Koseki. « Pore pressure under undrained condition for compacted unsaturated silty soil having a low matric suction ». Dans Unsaturated Soils, 335–40. CRC Press, 2010. http://dx.doi.org/10.1201/b10526-44.

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Actes de conférences sur le sujet "Undrained Condition"

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Huang, Jie, et Jie Han. « Critical Height of a Deep Mixed Column-Supported Embankment under an Undrained Condition ». Dans GeoCongress 2008. Reston, VA : American Society of Civil Engineers, 2008. http://dx.doi.org/10.1061/40971(310)79.

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Mahmoodzadeh, Hamed, Noel Boylan, Mark Randolph et Mark Cassidy. « The Effect of Partial Drainage on Measurements by a Piezoball Penetrometer ». Dans ASME 2011 30th International Conference on Ocean, Offshore and Arctic Engineering. ASMEDC, 2011. http://dx.doi.org/10.1115/omae2011-50245.

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Full-flow penetrometers such as the T-bar and ball are now widely used in offshore site investigations to measure penetration resistance and then infer the strength properties of the seabed. To provide additional data on flow properties of the soil and increase the number of parameters that can be obtained from these tests, ball penetrometers fitted with pore pressure transducers, known as piezoballs, are now being used. Depending on the soil characteristics and rate of penetration, the soil conditions during penetration may vary from undrained to fully drained. The drainage condition during penetration will influence both the measured penetration resistance and excess pore pressure response and therefore influence any parameters interpreted. This paper examines the effect of drainage condition on piezoball measurements during penetration in a muddy silt sample collected from offshore Australia. Tests were conducted in the beam centrifuge at the University of Western Australia using a miniature piezoball, with pore pressure measurement at the equator position. The effect of drainage condition was examined by conducting tests at various rates of penetration, ranging from undrained to fully drained conditions. Methods of interpreting the results of a partially drained penetration test in order to deduce the undrained penetration resistance are also discussed.
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Meng, Meng, Luke Frash, James Carey, Wenfeng Li et Nathan Welch. « Laboratory Measurement of Cement Stress Before, During, and After Curing Under Undrained Condition with Constant Hydrostatic Pressure ». Dans SPE Annual Technical Conference and Exhibition. Society of Petroleum Engineers, 2020. http://dx.doi.org/10.2118/201770-ms.

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Dey, Rajib, Bipul Hawlader et Chen Wang. « Progressive Failure of Offshore Slopes due to Construction in Upslope Areas ». Dans ASME 2015 34th International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2015. http://dx.doi.org/10.1115/omae2015-42241.

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Human activities such as construction loading in upslope areas could be a potential triggering factor for many offshore landslides such as the 1979 Nice landslide. Post-slide investigations show that the existence of marine sensitive clay layers might be one of the potential causes of many large-scale submarine landslides. In this paper, a finite element (FE) modeling technique is developed to analyze the failure of a slope in undrained condition. Nonlinear strain softening behaviour of undrained shear strength of marine sensitive clays is incorporated in the FE analysis. Strain localization in narrow zones (i.e. shear bands) could be successfully simulated. The formation of shear bands and their propagation could explain some potential failure mechanisms. The FE results show that large-scale catastrophic failure of submarine slopes might have occurred due to shear band propagation through strain softening clay layers, which cannot be explained using the traditional limit equilibrium methods for slope stability analysis. Effects of different factors, such as thickness of the marine clay layer and its sensitivity, on stability of submarine slope are also examined.
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Safinus, Stefanus, Germa´n Sedlacek et Udo Hartwig. « Cyclic Response of Granular Subsoil Under a Gravity Base Foundation for Offshore Wind Turbines ». Dans ASME 2011 30th International Conference on Ocean, Offshore and Arctic Engineering. ASMEDC, 2011. http://dx.doi.org/10.1115/omae2011-49391.

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It is essential in the design of gravity foundations under cyclic loading that inadmissibly large reductions of the subsoil bearing capacity due to the accumulated pore water pressure (loss of stability) and tilting of the foundation caused by the accumulation of settlements (loss of serviceability) are ruled out. This paper describes a procedure to predict these phenomena in non-cohesive subsoils. Real irregular loads during the service life of the structure can be idealized into parcels of uniform cyclic loads. Using the “High Cyclic Accumulation Model” proposed by Niemunis [1] the strain accumulation and thus the settlement of the subsoil due to the cyclic loads occurring within the service life of the wind turbine can be estimated. The pore pressure development is analyzed by dividing the mechanism in a pore pressure build-up phase in undrained condition (analytical calculation) and a dissipation phase (3D-FEM-Calculation).
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Rong, Wenyong, et John S. McCartney. « Seismic Compression of Unsaturated Sand under Undrained Conditions ». Dans Geo-Congress 2020. Reston, VA : American Society of Civil Engineers, 2020. http://dx.doi.org/10.1061/9780784482827.034.

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Garagash, Dmitry I. « Diffuse Vs. Localized Instability in Compacting Geomaterials Under Undrained Conditions ». Dans First Japan-U.S. Workshop on Testing, Modeling, and Simulation. Reston, VA : American Society of Civil Engineers, 2005. http://dx.doi.org/10.1061/40797(172)26.

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Tom, Joe G., et David J. White. « Effect of Drainage on Upheaval Buckling Susceptibility of Buried Pipelines ». Dans ASME 2017 36th International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2017. http://dx.doi.org/10.1115/omae2017-61046.

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This paper investigates the effect of soil drainage on the uplift resistance of buried pipelines, and their susceptibility to upheaval buckling. The uplift resistance of buried pipelines is considered through analytical and numerical predictions for both drained and undrained conditions. Combinations of soil strength parameters for typical soils are estimated based on common correlations. For certain ranges of typical normally consolidated soil conditions, particularly those with high critical state friction angles, the drained uplift resistance may be lower than the undrained resistance. This observation is important because in typical practice only drained or undrained behaviour is considered depending on the general type of soil backfill used. In this case, the critical or minimum uplift resistance may be overlooked. Further, the changing undrained uplift mechanism between shallow and deep conditions is investigated. It is found that the common approach of considering the minimum of either a local (flow around) or global (vertical slip plane) failure can overestimate the uplift resistance in normally consolidated soils.
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Gogoi, Ragini, Charles P. Aubeny, Phillip Watson et Fraser Bransby. « Uplift Capacity of Suction Caissons in Sand for General Conditions Of Drainage ». Dans ASME 2021 40th International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2021. http://dx.doi.org/10.1115/omae2021-61663.

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Abstract Suction caissons have emerged as a viable solution for the foundations of offshore wind turbines, which are gaining momentum worldwide as an alternate energy source. When used in a multi-bucket jacket system, the system capacity is often governed by the uplift capacity of the windward bucket foundation. Seabed conditions at offshore windfarm sites often comprise dense sand where the soil response may be drained, partially drained or undrained depending on the loading regime, the foundation dimensions and the soil conditions. Given the large difference in uplift capacity of caissons for these different drainage conditions, predicting the behavior of a suction caisson under a range of drainage conditions becomes a paramount concern. Consequently, this paper presents the findings of a coupled finite element investigation of the monotonic uplift response of the windward caisson of a multi-bucket jacket system in a typical dense silica sand for a range of drainage conditions. The study adopts a Hypoplastic soil constitutive model capable of simulating the stress-strain-strength behavior of dense sand. This choice is justified by conducting a comparative study with other soil models — namely the Mohr Coulomb and bounding surface sand models — to determine the most efficient soil failure model to capture the complex undrained behavior of dense sand. The numerical predictions made in this study are verified by recreating the test conditions adopted in centrifuge tests previously conducted at the University of Western Australia, and demonstrating that the capacity from numerical analysis is consistent with the test results. The Hypoplastic soil constitutive model also provides an efficient method to produce accurate load capacity transition curves from an undrained to a drained soil state.
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Bauer, A., A. van der Linden et F. Korndorffer. « Thermal Rock Physics of Shales - Laboratory Measurements under Drained and Undrained Conditions ». Dans 3rd EAGE Shale Workshop - Shale Physics and Shale Chemistry. Netherlands : EAGE Publications BV, 2012. http://dx.doi.org/10.3997/2214-4609.20143928.

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