Relevant bibliographies by topics / Consolidated undrained

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

Academic literature on the topic 'Consolidated undrained'

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

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Journal articles on the topic "Consolidated undrained"

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Coatsworth, A. M. "A Rational Approach to Consolidated Undrained Triaxial Testing." Geological Society, London, Engineering Geology Special Publications 2, no. 1 (1986): 167–75. http://dx.doi.org/10.1144/gsl.1986.002.01.34.

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AbstractBecause of sampling disturbance the results of unconsolidated undrained triaxial tests often show a considerable scatter and seriously underestimate the undrained strength of a natural soil.Therefore, consolidated undrained triaxial testing is sometimes used, the fundamentally based methods being Bjerrum's, in which specimens are anisotropically consolidated to the field effective stresses, and the SHANSEP method, in which specimens are consolidated to much higher stresses, allowed to swell if the soil is overconsolidated in situ, and the results then normalised. The relative merits of these two approaches depend on the type of soil.In commercial practice, however, most consolidated undrained triaxial testing is carried out on a purely empirical basis, in part because both the Bjerrum and SHANSEP methods require anisotropic consolidation procedures which are not commonly available. Approximations to actual soil behaviour can be used to devise a Modified SHANSEP method, which utilises conventional isotropic consolidation.Two site investigations are cited as examples of the use of the method, and in both cases the derived undrained strengths were higher than those from unconsolidated undrained testing.
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Zdravkovic, Lidija, and Richard J. Jardine. "Undrained anisotropy of K0-consolidated silt." Canadian Geotechnical Journal 37, no. 1 (February 1, 2000): 178–200. http://dx.doi.org/10.1139/t99-094.

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Direct measurements of the initial shear strength and yielding anisotropy of a dense, K0-consolidated silt are described and interpreted within a bounding-surface framework. The experiments were performed using the Imperial College large hollow cylinder apparatus, in which samples were sheared undrained with a range of orientations, α, of the major principal stress, σ1, following initial K0 consolidation. The interpretation is aided by data from oedometer and triaxial stress path tests. Strongly anisotropic stiffness, yielding, undrained strength, and mobilized angle of shearing resistance, ϕ', characteristics are revealed. The effects of drained and undrained stress changes applied to the samples after K0 consolidation are also described.Key words: anisotropy, hollow cylinder, K0 consolidation, silt, bounding surface.
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Aghaei Araei, A., A. Soroush, S. Hashemi Tabatabaei, and A. Ghalandarzadeh. "Consolidated undrained behavior of gravelly materials." Scientia Iranica 19, no. 6 (December 2012): 1391–410. http://dx.doi.org/10.1016/j.scient.2012.09.011.

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Hsu, Shih Tsung, Wen Chi Hu, Yu Heng Lin, and Zhuo Ling. "A Characteristic and a Precisely Constitutive Model for Undrained Clay." Materials Science Forum 975 (January 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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Hsieh, Pio-Go, Chang-Yu Ou, and Hui-Tzu Liu. "Basal heave analysis of excavations with consideration of anisotropic undrained strength of clay." Canadian Geotechnical Journal 45, no. 6 (June 2008): 788–99. http://dx.doi.org/10.1139/t08-006.

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In this study, two cases of excavation to failure were utilized to investigate reasonable analysis methods for basal heave analysis. Three types of tests were carried out to obtain the undrained shear strength of clay in excavations, including the field vane (FV) shear test, the triaxial unconsolidated undrained (UU) shear test, the K0-consolidated undrained axial compression (CK0U-AC) test, the K0-consolidated undrained axial extension (CK0U-AE) test, and the K0-consolidated undrained direct simple shear (CK0U-DSS) test. The analysis results show that the safety factors against basal heave calculated using isotropic undrained strength from the UU test appear acceptable in both excavations, but the results are highly empirical. Safety factors calculated from the FV test tend to be irregular. Moreover, the safety factors were overestimated using the CK0U-AC test results. On the other hand, the safety factors computed using anisotropic undrained strength yielded reasonable results. If we perform simplified anisotropic analysis using the average value of the CK0U-AC and CK0U-AE test results or the undrained strength obtained from the CK0U-AC and CK0U-AE tests utilized in the active and passive sides of the failure surface, respectively, the results will be close to those from anisotropic undrained strength analysis but on the conservative side. Therefore, anisotropic undrained strength analysis and simplified anisotropic analysis are recommended for basal heave analysis.
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Stróżyk, Joanna, and Matylda Tankiewicz. "Undrained shear strength of the heavily consolidated clay." Annals of Warsaw University of Life Sciences - SGGW. Land Reclamation 45, no. 2 (December 1, 2013): 207–16. http://dx.doi.org/10.2478/sggw-2013-0017.

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Abstract Undrained shear strength of the heavily consolidated clay. The undrained shear strength (cu) is considered one of the most basic parameter characterizing soils in engineering practice. The particular importance of cu is in the case of clayey soil. This parameter also is the basis for the classification of soil according to the ISO standard. The undrained shear strength usually is determined from unconfined compression test or from triaxial compression test. In the simple way it can be estimated from the fall cone penetrometer test as index parameter. In the presented work the results of unconfined compression tests for very stiff, heavily consolidated clay were shown. All analysed clay specimens were taken from the large depth, up to 303 m below terrain level. The tests results: undrained shear strength (cu) and unconfined compression strength (qu) were discussed in the relation on in situ consolidation stress, Atterberg’s limits and the indicatory test - fall cone test results
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Vulpe, Cristina, Susan M. Gourvenec, and Alexander F. Cornelius. "Effect of embedment on consolidated undrained capacity of skirted circular foundations in soft clay under planar loading." Canadian Geotechnical Journal 54, no. 2 (February 2017): 158–72. http://dx.doi.org/10.1139/cgj-2016-0265.

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The effect of foundation embedment ratio and soil–skirt interface roughness on the consolidated undrained capacity of skirted circular foundations under planar loading in normally consolidated clay has been investigated through coupled three-dimensional finite element analyses. Results are presented as failure envelopes, and changes in shape and size of the normalized vertical–horizontal–moment (VHM) failure envelopes are described as a function of relative magnitude and duration of applied preload. Results show that embedment ratio and interface roughness affect the load distribution within the soil mass, but that consolidated undrained capacity under planar loading scales proportionately with the (unconsolidated) undrained capacity of the foundation. This latter feature enables the results to be neatly synthesized into a relatively straightforward method for use in engineering practice for prediction of gain in undrained VHM capacity due to preload and consolidation.
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Garga, Vinod K., and Mahbubul A. Khan. "Interpretation of field vane strength of an anisotropic soil." Canadian Geotechnical Journal 29, no. 4 (August 1, 1992): 627–37. http://dx.doi.org/10.1139/t92-070.

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Determination of the undrained shear strength (Su) of overconsolidated soils such as the weathered clay crust overlying Leda clay is important for the design of shallow foundations and embankments. In situ vane shear tests and isotropically consolidated undrained triaxial tests have been conventionally used for this purpose. Contrasting test results from these two methods, low Su obtained from triaxial tests and high Su obtained from in situ vane shear tests, motivated further research into this problem. Strength anisotropy, due to in situ anisotropic state of stress and orientation of soil fabric during deposition, is believed to be the reason for these contrasting results. Improved testing and interpretation techniques for this type of anisotropic soil have been proposed. Weathered crusts are generally heavily over-consolidated, with K0 values greater than unity. Undrained triaxial shear tests conducted to date by various researchers are either isotropically consolidated or are anisotropically consolidated assuming K0 smaller than unity. Neither of these two methods represents the in situ state of stress of a clay crust. Therefore, in this investigation, the undisturbed samples were reconsolidated anisotropically to the in situ state of stress (K0 > 1) before shearing undrained in the triaxial test. Direct shear tests on horizontal and vertical specimens consolidated to normal stresses equal to σvo′ and σho′, respectively, were also conducted to investigate the strength anisotropy. Field vane tests have been reinterpreted in terms of this strength anisotropy. The undrained shear strength on top and bottom horizontal planes (Suh) obtained from these field vane tests within the crust provided comparable results with those from laboratory triaxial and direct shear tests which were reconsolidated to in situ stresses. Key words : in situ vane test, undrained shear strength, strength anisotropy, rate effect, anisotropic in situ state, weathered clay crust, overconsolidation.
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Lim, Jun Xian, Siaw Yah Chong, Yasuo Tanaka, and Min Lee Lee. "Anisotropically Consolidated Undrained Compression Test on Residual Soil." E3S Web of Conferences 65 (2018): 06006. http://dx.doi.org/10.1051/e3sconf/20186506006.

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In Malaysia, the shear strength and corresponding deformation characteristics of residual soils are normally investigated by isotropically consolidated undrained (CIU) triaxial test. In the present study, anisotropically consolidated undrained compression (CAU) tests were carried out and explored in an attempt to facilitate understanding on the fundamental behaviours of a selected residual soil. A triaxial apparatus setup which was capable of performing the CAU test was first developed. Through a monotonic strain-controlled triaxial test apparatus, soil properties and stress paths could be obtained experimentally. It was confirmed that the newly fabricated triaxial apparatus could provide reasonable experimental results. As distinguished from the isotropically consolidated undrained compression (CIU) test, anisotropic stresses were induced in the stress path test. It follows that the soil responses were different between the CIU and CAU tests. The coefficient of earth pressure at rest (Ko) values as obtained in the present experiment showed a good agreement with the values estimated using equation reported by Jaky (1948).
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Chin, C. K., and C. Y. Ou. "Viscoplastic Simulation of Rate Dependent behavior of the Taipei Silty Clay." Journal of Mechanics 28, no. 3 (August 9, 2012): 543–53. http://dx.doi.org/10.1017/jmech.2012.63.

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AbstractThe objective of this study was to derive e an anisotropic viscoplastic rate dependent constitutive model. The model was derived on the basis of the viscoplastic theory proposed by Kutter and Sathialingam and the yield surface function suggested by Wheeler et al. The adopted yield surface function was more consistent with the yield surface of the Taipei silty clay, compared with the existing constitutive models. The model was confirmed able to simulate the undrained stress strain response for the K0-consolidated undrained compression and extension tests. The model was also used to simulate the isotropic consolidated and K0-consolidated undrained creep test. Results show that the predicted strain from the proposed model was close to the test data. Especially the model is able to predict the tertiary creep failure when the soil is subject to high stress level.
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Dissertations / Theses on the topic "Consolidated undrained"

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LECH, RONALD SCOTT. "DETERMINATION OF CONSOLIDATED-DRAINED SHEAR STRENGTH OF UNDISTURBED LAKEBED CLAYS FROM CONSOLIDATED-UNDRAINED TRIAXIAL TESTS." University of Cincinnati / OhioLINK, 2000. http://rave.ohiolink.edu/etdc/view?acc_num=ucin973284326.

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Porter, Jonathan R. "An Examination of the Validity of Steady State Shear Strength Determination Using Isotropically Consolidated Undrained Triaxial Tests." Diss., Virginia Tech, 1998. http://hdl.handle.net/10919/40529.

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The assessment of the shear strength of soil deposits after the occurrence of large strains is an important issue for geotechnical engineers. One method for doing so, the steady state approach, is based on the assumption that the steady state undrained shear strength is a unique function of the in situ void ratio and effective stress. This method, which has been applied to liquefaction and flow failures, has been criticized because it may overestimate the in situ shear strength. The key to the steady state approach is accurate determination of the relationship between void ratio and effective stress at steady state. This is typically accomplished using conventional isotropically consolidated undrained (ICU) triaxial tests. The triaxial test was developed for measuring peak strengths, which typically occur at small strains, but steady state conditions typically occur at much larger strains. At large strain levels, the suitability of conventional triaxial testing procedures and error corrections is uncertain. The measured response at large strains may be inaccurate due to the influence of various testing errors. Furthermore, the true material response in the test specimen at large strains may not accurately represent in situ material behavior at large strains. This research effort consisted of an experimental and analytical study to examine the validity of steady state undrained shear strength determination using conventional ICU triaxial tests. The analytical study addressed triaxial testing errors and conventional corrections that are applied to test data and their influence on the measured steady state parameters. Finite element analyses were conducted to investigate the influence of variations in restraint at the end platens on stress distributions in the sample and measured stress-strain response. The finite element analyses incorporated axisymmetric interface elements to model the friction characteristics between the end platens and the specimen ends. The experimental study focused on several sands that are susceptible to liquefaction. An interface direct shear test program was conducted in order to evaluate various schemes for reducing end platen friction. ICU triaxial tests were conducted on each material using both conventional and lubricated end platens.
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Salleh, Sharuddin bin Md. "Cyclic loading of carbonate sand : the behaviour of carbonate and silica sands under monotonic and various types of cyclic triaxial loading of isotropically consolidated undrained samples." Thesis, University of Bradford, 1992. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.338750.

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Moradi, Gholam. "Symmetrical and non-symmetrical cyclic triaxial loading of silt : the behaviour of two isotropically consolidated low plasticity silts under undrained cyclic triaxial loading of varying symmetries with periodic drained rest-periods." Thesis, University of Bradford, 1998. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.668177.

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Deng-Guei, Chang, and 張登貴. "Undrained Creep Model for K0-Consolidated Clay." Thesis, 1998. http://ndltd.ncl.edu.tw/handle/70416826489417228952.

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碩士
國立臺灣科技大學
營建工程技術學系
86
Time-dependent deformation of soft clay induced by deep excavation can be attributed to consolidation, undrained creep and drained creep. Preliminary test results show that undrained creep is the most significant. A rate-dependent model which can be implemented into a computer program has been developed for the evaluation of undrained creep of Taipei silty clay. Analytical results by the rate-dependent model compared very well with the isotropic consolidation creep tests, but over estimated the creep strainof the K0-consolidated creep tests. This study is devoted to develop a bi-linear rate-dependent model by revising the original rate-dependent model. Analytical results by the bi-linear rate-dependent model could give better estimations of the undisturbed and remolded K0-consolidation creep tests. Pore pressure decease might be the cause for smaller creep strain increment at later stage of the K0-consolidated creep test. Case study showed that reasonable predictions of the creep displacement of the diaphram wall can be obtained by using the bi-linear rate-dependent model. The measured time-dependent wall displacement also showed bi-linear trend. The measured displacement increment during the first day of the no-excavation period was equivalent to which cumulated during the rest of no-excavation period.
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Hang, Jun-Wei, and 黃鈞偉. "Unsaturated Consolidated Undrained Triaxial Test of Houkou Terrace Lateritic Soil." Thesis, 2013. http://ndltd.ncl.edu.tw/handle/17547355099454238623.

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碩士
明新科技大學
土木工程與環境資源管理系碩士班
101
In Taiwan, 74% of the land area is slopeland, 65% of which is composed of laterites and weathered strata. An example of such formation is the laterite terrace in Hukou, Hsinchu County. The water tables in laterite plateaus are comparatively deeper, and the laterites between the water table and the earth surface are unsaturated. In addition, the water pressure in unsaturated laterite pores is negative (matric suction). These pores increase the shear strength of laterites and the stability of slopes. However, rain alters the pore water pressure of soil. If the shear strength of laterites is reduced, the bearing capacity of slopes and strata may be significantly influenced, causing slumps or landslides. This study conducted a consolidated undrained triaxial shear test on the unsaturated laterites of the Hukou terrace. These laterites were collected at the Minghsin University of Science and Technology in Xingfeng Township, and remolded soil specimens were produced by controlling the water content and void ratio of the soil. In addition, unsaturated triaxial equipment was employed to perform the experiment. During the drainage stage, matric suction was set at 0, 30, 60, 100, 300, 500, and 700 kPa, and the net confining pressure was 30 kPa. Data were examined to explore the influence that changes in the matric suction of unsaturated laterites had on shear strength and the relationship between the water content and strength of laterites. The results are expected to provide a basis for constructing an unsaturated triaxial shear test at this school. According to the experiment results, comparatively higher matric suction resulted in greater drainage and shorter drainage duration. Moreover, the matric suction intensity affected the water content of the specimens, which subsequently altered their shear strength. Specimens with less water demonstrated higher shear strength. Furthermore, the relationship between matric suction and shear strength was employed to calculate the angles of friction at various matric suction levels.
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洪若安. "Ko Consolidated Undrained Axial Compression Tests on Undisturbed Silty Sand Samples." Thesis, 2006. http://ndltd.ncl.edu.tw/handle/02756173278835036737.

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碩士
國立交通大學
土木工程系所
95
Numoerous civil engineering projects have been built on the silty sand layer on the western plain in Taiwan. Due to the lack of research on silty sand, our knowledge on the engineering behavior of this type of material is limited and sometimes misleading. Though the numbers are limited, the available results have indicated that tests on reconstituted samples could not fully reflect the behavior of undisturbed sand. Also, to better simulate the field state of stress, it is necessary to consolidate the specimen under Ko conditions in the triaxial tests. The objective of this research is to further our understading of silty sand by performing Ko consolidated triaxial compression tests on undisturbed specimens. Soil samples were taken from Chia-yi cownty using a Densison Sampler. A triaxial testing device developed at the National Chiao Tung University Geotechnical Laboratory was used for the experiments. Upon triaxial tests, the undisturbed specimens were reconstituted to similar densities and tested again for comparison purposes. The results showed reasonable repeatability in Ko values and stress-strain relationships from tests on reconstituted specimens. Significant scattering was noticed form tests on undisturbed specimens. The scatering may be a result of variability or layering of natural sands. The undisturbed specimens developed negative excess pore pressure while the reconstituted specimens tested under the same conditions had positive excess pore pressure. The peak stress differences from reconstituted specimens were consistantly lower than those of undisturbed specimens.
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Lingnau, Brian E. "Consolidated undrained-triaxial behavior of a sand-bentonite mixture at elevated temperature." 1993. http://hdl.handle.net/1993/17775.

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Hou, Bang-Ru, and 侯棒如. "Relationship Between Undrained Creep and Shear Strength Test of Ko-Consolidated Clay." Thesis, 1998. http://ndltd.ncl.edu.tw/handle/57361000543263829075.

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Bon-Zoo, Ho, and 侯棒如. "Relationship Between Undrained Creep and Shear Strength Test of Ko-Consolidated Clay." Thesis, 1998. http://ndltd.ncl.edu.tw/handle/53286579548810154822.

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碩士
國立臺灣科技大學
營建工程技術學系
86
Much have been learned about isotropic consolidation behavior from the analysis of creep and constant-strain-rate strength test, however the Ko-consolidated behavior has not been fully understood. The stress-strain-strain rate relations between different test types are studied using a serious of Ko-consolidated multi-step loading creep and constant-strain-rate tests of remolded Taipei silty clay. Soil creep behavior of multi-step loading creep is compared with single-step loading creep. The influence of loading rate on undrained shear strength, Young's modulus and pore pressure response are also studied. Results from this study show that：(1) stress-strain-strain rate function is unique regardless of test types including multi-step loading creep and constant-strain-rate test ; (2) undrained shear strength increases with increasing strain rate, but the effect of strain rate on the unloading-reloading modulus is insignificant；(3) behavior of the Ko-consolidated creep of remolded soil is quite different fromthe creep behavior of the undisturbed soil. The creep strain of remolded soil is almost 3 times more than that of the undisturbed soil under the same stress level. In addition, "creep rupture" usually caused by high stress level of creep does not occur in the Ko-consolidated creep tests of remolded soil.
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Book chapters on the topic "Consolidated undrained"

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Premalatha, K., K. Sabarishri, and P. Sureha. "Consolidated Undrained Behaviour of Cemented Sand–Silt Mixtures." In Lecture Notes in Civil Engineering, 161–71. Singapore: Springer Singapore, 2021. http://dx.doi.org/10.1007/978-981-33-6564-3_15.

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Tsukamoto, Y., K. Ishihara, S. Nakayama, and Y. Nosaka. "Undrained flow and instability of anisotropically consolidated sand." In Slope Stability Engineering, 675–80. London: Routledge, 2021. http://dx.doi.org/10.1201/9780203739600-2.

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Nishie, S., L. Wang, and I. Seko. "Undrained Shear Behaviors of High Plastic Normally K0-Consolidated Marine Clays." In Soil Stress-Strain Behavior: Measurement, Modeling and Analysis, 273–86. Dordrecht: Springer Netherlands, 2007. http://dx.doi.org/10.1007/978-1-4020-6146-2_12.

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Giger, Silvio, Russell Ewy, and Rudy Stankovic. "Consolidated-Undrained Triaxial Test Results of Opalinus Clay and Comparison with Caprock Shales." In Advances in Laboratory Testing and Modelling of Soils and Shales (ATMSS), 330–37. Cham: Springer International Publishing, 2017. http://dx.doi.org/10.1007/978-3-319-52773-4_38.

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Samarakoon, Radhavi, Ismaail Ghaaowd, and John S. McCartney. "Impact of Drained Heating and Cooling on Undrained Shear Strength of Normally Consolidated Clay." In Springer Series in Geomechanics and Geoengineering, 243–49. Cham: Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-319-99670-7_31.

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Asaoka, A., T. Noda, M. Nakano, and K. Kaneda. "Undrained Creep Rupture of Normally Consolidated Clay Due to Bifurcation Mode Switching During Pore Water Migration." In Application of Numerical Methods to Geotechnical Problems, 243–52. Vienna: Springer Vienna, 1998. http://dx.doi.org/10.1007/978-3-7091-2512-0_23.

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"consolidated undrained test." In Dictionary Geotechnical Engineering/Wörterbuch GeoTechnik, 280. Berlin, Heidelberg: Springer Berlin Heidelberg, 2014. http://dx.doi.org/10.1007/978-3-642-41714-6_34246.

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"undrained consolidated test." In Dictionary Geotechnical Engineering/Wörterbuch GeoTechnik, 1459. Berlin, Heidelberg: Springer Berlin Heidelberg, 2014. http://dx.doi.org/10.1007/978-3-642-41714-6_210529.

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"consolidated-undrained triaxial test." In Dictionary Geotechnical Engineering/Wörterbuch GeoTechnik, 280. Berlin, Heidelberg: Springer Berlin Heidelberg, 2014. http://dx.doi.org/10.1007/978-3-642-41714-6_34247.

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"consolidated-undrained (shear(ing)) test." In Dictionary Geotechnical Engineering/Wörterbuch GeoTechnik, 280. Berlin, Heidelberg: Springer Berlin Heidelberg, 2014. http://dx.doi.org/10.1007/978-3-642-41714-6_34245.

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Conference papers on the topic "Consolidated undrained"

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Tom, Joe G., and David J. White. "Effect of Drainage on Upheaval Buckling Susceptibility of Buried Pipelines." In 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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Adajar, Joash Bryan, Irene Olivia Ubay, Marolo Alfaro, and Ying Chen. "Discrete Element Modelling of Undrained Consolidated Triaxial Test on Cohesive Soils." In Geo-Congress 2020. Reston, VA: American Society of Civil Engineers, 2020. http://dx.doi.org/10.1061/9780784482803.019.

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Hsieh, Chung-Ching, and I.-Hsuan Ho. "Undrained Shear Strength of Normally Consolidated Clays with Different Plastic Properties." In GeoCongress 2012. Reston, VA: American Society of Civil Engineers, 2012. http://dx.doi.org/10.1061/9780784412121.248.

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Trani, Laricar Dominic O., Dennes T. Bergado, and Hossam M. Abuel-Naga. "Thermal Effects on Undrained Shear Strength of Normally Consolidated Soft Bangkok Clay." In GeoCongress 2008. Reston, VA: American Society of Civil Engineers, 2008. http://dx.doi.org/10.1061/40972(311)134.

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Blake, W. D., and R. B. Gilbert. "Investigation of Possible Relationship between Undrained Shear Strength and Shear Wave Velocity for Normally Consolidated Clays." In Offshore Technology Conference. Offshore Technology Conference, 1997. http://dx.doi.org/10.4043/8325-ms.

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Jiang, Lian, Xiao Yin, Jianqiu Tian, and Enlong Liu. "Mechanical properties of Xigeda soil with different contents of EPS under a consolidated undrained triaxial compression test." In Proceedings of the 3rd Annual Congress on Advanced Engineering and Technology (CAET 2016). P.O. Box 11320, 2301 EH Leiden, The Netherlands, e-mail: Pub.NL@taylorandfrancis.com, www.crcpress.com – www.taylorandfrancis.com: CRC Press/Balkema, 2016. http://dx.doi.org/10.1201/9781315387222-9.

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Murali, Madhuri, and Giovanna Biscontin. "Geotechnical Characterization of Gulf of Mexico 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/omae2014-24183.

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With increasing development in the oil and gas industry, exploration and production are continuously moving deeper off the continental shelf and onto the continental slopes. The hazard of submarine slope failures increases in these locations, potentially leading to damage to offshore structures. Thus there is a need to study and understand properties of offshore marine clays with particular attention to slopes. Submarine failures can be much larger than subaerial ones and typically occur on very gentle slopes that do not fail on land. It is particularly important, therefore, to focus on marine clays because of the possible differences in the response of these soils compared to other clays. This study was undertaken in order to better understand the geotechnical characteristics of a submarine clay deposits from the Gulf of Mexico. The paper presents the results of triaxial testing performed on undisturbed samples of Gulf of Mexico clay. Background information is given about the clay, the sampling program and the laboratory testing program. A SHANSEP approach was used for Ko consolidated-undrained (CKoU) triaxial compression and extension tests. The consolidation tests provided most of the pre-consolidation pressure values used to establish the stress history at the test site and the variation of Ko with OCR. The undrained shear phase provides detailed information on the undrained shear strength, effective stress failure envelopes and stress path characteristics.
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8

Vulpe, Cristina, and Christophe Gaudin. "Uniaxial Bearing Capacity Factors and Failure Mechanisms for Skirted Spudcans." In ASME 2013 32nd International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2013. http://dx.doi.org/10.1115/omae2013-10254.

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The undrained uniaxial bearing capacities of skirted footings for offshore structures, namely skirted spudcans, were investigated by means of finite element analysis (FEA). In order to increase the fixity and moment capacity of conventional spudcans, peripheral skirts are fitted to the shallow footings. Additional capacity is acknowledged by the offshore industry, but no formal recommendations have been established to quantify the capacity increase. The present paper assesses the behavior of skirted spudcans subjected to pure vertical, horizontal and moment loading on normally consolidated clay. The resulting bearing capacity factors and the failure mechanisms are presented and compared to both solid embedded footings and circular skirted footings solutions found in the literature.
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9

Faktorová, Karolína, Juraj Chalmovský, Pavel Koudela, and Lumír Míča. "Initial investigation of the intrinsic geomechanical properties of soils in area of landslide Černá Pole." In The 13th international scientific conference “Modern Building Materials, Structures and Techniques”. Vilnius Gediminas Technical University, 2019. http://dx.doi.org/10.3846/mbmst.2019.092.

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One of the most important type of Brno’s subsoil is Miocene’s clay. Mechanical properties of these clays were already studied by various methods, authors, in several locations. These parameters, however, varies across the locations and therefore new data are needed to further refineme them. The objective of the laboratory tests presented in this paper was to determine shear strength and compressibility parameters on reconstituted samples, locality Černá Pole. Stiffness parameters for primary loading and unloading – reloading were obtained from series of oedometer tests. Consolidated undrained triaxial tests were performed for evaluation of soil critical shear strength. Obtained results were compared with another available data.
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10

Valle-Molina, Celestino, Ernesto Heredia-Zavoni, and Francisco L. Silva-Gonza´lez. "Reliability Analyses of Suction Caissons for FPSO Systems." In ASME 2008 27th International Conference on Offshore Mechanics and Arctic Engineering. ASMEDC, 2008. http://dx.doi.org/10.1115/omae2008-57140.

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The reliability formulation for the analyses of suction caissons subjected to environmental loadings from FPSO systems is presented in this paper. The capacity model for the suction caisson assumes normally consolidated clays with a linear variation on the undrained shear strength. The limit equilibrium method was used to assess the inclined capacity of suction caissons. The probabilistic characterization of the environmental loading is associated to deep water sites in the Bay of Campeche in the Gulf of Mexico. The reliability of the suction caissons was performed by means of Monte Carlo simulations and calibration of partial safety factors was carried out for the ultimate limit state using the design equation proposed by DNV [1].
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