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A series of incremental loading oedometer tests was conducted on pure clays and sand–clay mixtures with various sand/clay ratios and clay mineral compositions. The void indexes Iv and IvH were introduced to evaluate their intrinsic compressibility. Test results revealed that Iv was more suitable for depicting the compression behavior of pure clays than IvH; whereas, for the compressibility of sand–clay mixtures, the normalized compression line by using Iv was obviously different from that of pure clays and traditional soils due to the presence of sand particles. Therefore, a four-phase analysis framework of sand–clay mixtures was introduced to unify the intrinsic compression behavior of soils with and without sands. It was found that the updated clay void index Ivc parameter was effective to unify the soil’s compression behavior by excluding the influence of sand particles in clays before the sand skeleton formation. After the formation of the sand skeleton, the cluster particles change the stress distribution of mixtures, leading to less stress being applied on the clay matrix and thus the bifurcation of the intrinsic compression behavior.
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Li, Jian, Shanxiong Chen, and Lingfa Jiang. "Dynamic Strength and Accumulated Plastic Strain Development Laws and Models of the Remolded Red Clay under Long-Term Cyclic Loads: Laboratory Test Results." Polish Maritime Research 22, s1 (September 1, 2015): 89–94. http://dx.doi.org/10.1515/pomr-2015-0038.
Abstract The dynamic strength and accumulated plastic strain are two important parameters for evaluating the dynamic response of soil. As a special clay, the remolded red clay is often used as the high speed railway subgrade filling, but studies on its dynamic characteristics are few. For a thorough analysis of the suitability of the remolded red clay as the subgrade filling, a series of long-term cyclic load triaxial test under different load histories are carried out. Considering the influence of compactness, confining pressure, consolidation ratio, vibration frequency and dynamic load to the remolded red clay dynamic property, the tests obtain the development curves of the dynamic strength and accumulated plastic strain under different test conditions. Then, through curve fitting method, two different hyperbolic models respectively for the dynamic strength and accumulated plastic strain are built, which can match the test datum well. By applying the dynamic strength model, the critical dynamic strength of the remolded red clay are gained. Meanwhile, for providing basic datum and reference for relevant projects, all key parameters for the dynamic strength and accumulated plastic strain of the remolded red clay are given in the paper.
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Zang, Meng, Jun Tai, and Haijun Lu. "Microstructure and Mechanical Properties of Expansive Clay under Drying–Wetting Cycle." Applied Sciences 13, no. 13 (June 24, 2023): 7464. http://dx.doi.org/10.3390/app13137464.
Expansive clay is one of the most widely distributed soils in the world. Due to its rich content of strongly hydrophilic minerals—such as montmorillonite—expansive clay exhibits substantial swelling and shrinkage properties, and overconsolidation. The formation process of undisturbed expansive clay has a long and complicated geological history and innumerable drying–wetting cycles, resulting in the formation of special internal structures. In this study, the mud-to-natural-consolidation deposition process was simulated using a saturated mud-remolded sample preparation device, and then, mud-remolded soil under a certain consolidation pressure was prepared. Subsequently, the effects of the stress history and drying–wetting cycle on its mechanical properties and microstructure were examined through uniaxial consolidation compression experiments, K0 consolidation experiments, and pressure plate experiments of undisturbed soil, mud-remolded soil, and a drying–wetting cycle sample. The results showed that the mud-remolded soil completely broke the natural structure of the undisturbed soil, with the structural characteristics of the remolded soil being restored to a certain extent after the drying–wetting cycle. This not only reduced the void ratio of the soil sample, but also changed its compressibility and water retention characteristics, revealing the role of atmospheric drying–wetting cycles in the natural overconsolidation state of expansive clay and providing a theoretical basis for understanding their overconsolidation characteristics.
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Waheed, Mohanned Q., and Noor M. Asmael. "Evaluation of Elasticity Modulus of Clayey Soil from Undrained Shear Strength." E3S Web of Conferences 427 (2023): 01028. http://dx.doi.org/10.1051/e3sconf/202342701028.
The modulus of elasticity represents the soil stiffness; it was used to design and analyze the foundation, slope stability, retaining structure, etc. It is one of the main input parameters used in the finite element method for analyzing soil behavior. The scope of this study is to evaluate the correlation between the modulus of elasticity (E) and the cohesion of the soil (cu) for the remolded and undisturbed samples of clayey soil so it can assess the effect of lateral confining pressure on the soil modulus of elasticity. The unconfined test is chosen for remolded soil to identify the stress-strain behavior. After the experimental utilized is done, the test is modeled using the finite element method to study several states of soil. The PLAXIS program is utilized, and the results are compared with the practical results. The mohr-Coulomb model is chosen for this study because it is commonly used. Based on the results throughout this study, it can be concluded the simulation using the Mohr-Coulomb model of PLAXIS software gives good results for representing the unconfined compression test, so that for soft clay, the ratio between modulus of elasticity and cohesion is equal to (Eu = 30 cu) for remolded clay and (Eu = 55 cu) for undisturbed clay. While for stiff clay, it was equal (Eu = 65 cu) for remolded and (Eu = 120 cu) for undisturbed clay. The modulus of elasticity for the undisturbed is higher than for remolded clay, so the difference is almost double in the case of stiff clay. The lateral confining pressure affects the modules of soil; however, for soft clay, the range of soil modulus in the case of the drained test was (5 to 25 MPa), while the range is higher for the undrained case (18 to 54 MPa). Moreover, for stiff clay, the range was equal (11 to 100 MPa) for a drained test and between (18 to 100 MPa) for an undrained case.
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Helle, Tonje Eide, Steinar Nordal, Per Aagaard, and Ole Kristian Lied. "Long-term effect of potassium chloride treatment on improving the soil behavior of highly sensitive clay — Ulvensplitten, Norway." Canadian Geotechnical Journal 53, no. 3 (March 2016): 410–22. http://dx.doi.org/10.1139/cgj-2015-0077.
Re-establishing high salt concentration in leached low-saline, highly sensitive clays significantly improves their mechanical properties. Long-term effects on quick clay exposed to diffusion of potassium chloride (KCl) from salt wells installed in 1972 at Ulvensplitten, Oslo, Norway, are investigated. The increased undrained and remolded shear strengths, as well as increased Atterberg limits, remain 30 to 40 years later. The undisturbed shear strength increased from less than 10 to 25–30 kPa, and the remolded shear strength increased from less than 0.5 to more than 6 kPa. The liquid limit increased beyond the natural water content. Adding KCl to quick clay improved the properties to such an extent that it no longer appears as quick. Recent ground investigations in the area suggest a permanent effect on an engineering time scale. Consequently, the method may be suitable to prevent large flow slides in quick clay areas.
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Liu, Xianru, Jianguang Li, Ren Yi, and Kuangjie Zhao. "Modified Cam-clay Model Parameters M of Kunming Red Clay." Journal of Physics: Conference Series 2455, no. 1 (March 1, 2023): 012019. http://dx.doi.org/10.1088/1742-6596/2455/1/012019.
Abstract Red clay is widely distributed in Kunming. At present, there are many engineering projects in Kunming, and many engineering projects are built on red clay. Therefore, it is very important to study the mechanical properties of red clay. Kunming red clay was remolded and prepared, and triaxial consolidation drainage tests of remolded saturated clay with the same water content and different dry densities were designed. Through the triaxial consolidation drainage test, the shear strength parameters of Kunming saturated red clay and the modified Cam-clay model parameters are obtained. The experimental results show that the modified Cam-clay model parameters of saturated red clay with the same water content and dry density are basically equal, and the larger the dry density is, the larger the modified Cam-clay model parameter M of saturated red clay is. The test results can provide reference data for engineering design in the Kunming area and modified Cam-clay model simulation in the Kunming area.
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Karakan, Eyyüb. "Comparative Analysis of Atterberg Limits, Liquidity Index, Flow Index and Undrained Shear Strength Behavior in Binary Clay Mixtures." Applied Sciences 12, no. 17 (August 28, 2022): 8616. http://dx.doi.org/10.3390/app12178616.
In geotechnical engineering applications, it is very important to obtain the undrained shear strength of remolded soils accurately and reliably. This study aims to obtain a trustworthy solution to determine the undrained shear strength of remolded clay mixtures using Atterberg limit test results in various states of consistency. An experimental study was carried out involving a wide range of clay mixtures of varying plasticity and geological origin. In the analyses, the variation in the undrained shear strength of remolded soil depending on the cone penetration depth, water content, flow index, liquidity index and log liquidity index was investigated. In the study, the highest undrained shear strength of 100% Na-montmorillonite (NaM) was obtained at 171.89 kPa and 56.60% water content, while the lowest undrained shear strength was obtained for 100% Sepiolite (S) at 9.28 kPa and 31.65% water content. The results of this study revealed that the shear strength is significantly affected by soil conditions, rather than dominant clay mineral. Moreover, it was observed that the undrained shear strength at the plastic limit was approximately 30–35 times greater than that at the liquid limit. Equations for liquid limit–flow index and plasticity index–flow index were proposed. It was concluded that the interdependence between undrained shear strength, liquidity index, log liquidity index and flow index is not unique due to the different physical and chemical properties of clays.
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Hara, Hisao, and Hosei Uehara. "Characteristics of Deformation on Remolded Shimajiri Clay." Doboku Gakkai Ronbunshu, no. 561 (1997): 109–18. http://dx.doi.org/10.2208/jscej.1997.561_109.
Graham, J., and E. C. C. Li. "Comparison of Natural and Remolded Plastic Clay." Journal of Geotechnical Engineering 111, no. 7 (July 1985): 865–81. http://dx.doi.org/10.1061/(asce)0733-9410(1985)111:7(865).
Barzegar, AR, RS Murray, GJ Churchman, and P. Rengasamy. "The strength of remolded soils as affected by exchangeable cations and dispersible clay." Soil Research 32, no. 2 (1994): 185. http://dx.doi.org/10.1071/sr9940185.
The tensile strengths of remoulded samples of five Australian soils with differing clay type, texture and shrink-swell potential were measured as a function of exchangeable cations (Na, Ca and Mg) and exchangeable sodium percentage (ESP). Spontaneously and mechanically dispersible clays were also determined as a function of ESP. The tensile strength changed with the nature of the exchangeable cation, clay content and amounts of spontaneously and mechanically dispersible clay. In Ca-soils, the tensile strength was highly correlated with clay content and CEC. Regression analyses of data for soils containing various amounts of exchangeable sodium showed that mechanically and spontaneously dispersible clay were individually correlated with the tensile strength of remoulded soils. However, multiple regression analyses of these data indicated that spontaneously dispersible clay alone was a major predictor of the tensile strength of remoulded sodic soils. This suggests that measurement of spontaneously dispersible clay adequately accounts for the differences in tensile strengths of dry remoulded soils as influenced by ESP values. Analysis of variance of data for all the soils with varying ESP values showed that spontaneously dispersible clay was strongly correlated with clay content. Analyses of data for individual soil type showed that spontaneously dispersible clay was highly correlated with ESP. For each soil studied, increase in ESP resulted in increase of dispersible clay and hence in tensile strength. Although tensile strength increased with ESP, the rate of change of strength with ESP was different for each soil. Soil with the highest clay content gave rise to the greatest rate of change. The effect of exchangeable magnesium on tensile strength was similar to calcium. However, in two of the soils, exchangeable magnesium, in the presence of sodium, increased the strength slightly more than calcium, confirming the ionic radius effect of these elements.
Dissertations / Theses on the topic "Remolded clay":
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Pokharel, Janak. "CYCLIC LOAD RESISTANCE AND DYNAMIC PROPERTIES OF SELECTED SOIL FROM SOUTHERN ILLINOIS USING UNDISTURBED AND REMOLDED SAMPLES." OpenSIUC, 2014. https://opensiuc.lib.siu.edu/theses/1545.
The liquefaction resistance of undisturbed soil samples collected from a selected location in Carbondale, Southern Illinois was evaluated by conducting cyclic triaxial tests. Index property tests were carried out on the sample for identification and classification of the soil. Cyclic triaxial tests were conducted on undisturbed sample after saturation, undisturbed sample at natural water content and remolded samples prepared by compaction in the lab. The results were used to evaluate the effect of saturation and remolding on liquefaction resistance of the local soil. Effect of effective confining pressure on dynamic properties of soil (Young's Modulus and Damping ratio) was also studied. Forty five stress controlled cyclic triaxial tests were performed. Three different values of initial effective confining pressure (5 psi, 10 psi and 15 psi) were used and cyclic stress ratio was varied from 0.1 to 0.5 in order to apply different cyclic shear stresses. The results show that the cyclic load resistance of soil decreases as a result of remolding. Saturated undisturbed samples show increase in resistance to liquefaction with increase in initial confining pressure. Remolded samples were prepared by compaction in the lab keeping unit weight and water content equal to that of undisturbed samples. Remolded samples show increase in liquefaction resistance with increase in confining pressure. Undisturbed samples at natural water content show increase in resistance to develop axial strain with increase in confining pressure. Both the rate of excess pressure development and axial strain development increase significantly as a result of remolding. While investigating the effect of saturation of undisturbed samples on liquefaction resistance of soil, interesting observations were made. The excess pressure buildup rate was faster in case of saturated undisturbed samples compared to that in samples with natural water content. On the other hand, rate of strain development was significantly high in case of sample with natural water content compared to that in saturated sample. Also, results obtained from cyclic triaxial tests on saturated undisturbed samples were compared with results obtained from similar tests on Ottawa Sand (Lama 2014) sample. The comparison shows that the saturated undisturbed soil samples of the selected local soil have very high resistance to liquefaction both in terms of initial liquefaction and development of 2.5% and 5% axial strain. Modulus of Elasticity and damping ratio were studied as important dynamic properties of soil. Young's Modulus was observed to decrease significantly at higher strain levels for all three types of samples. Young's modulus increased with increase in effective confining pressure, the effect of confining pressure being large at low strain level and almost insignificant at higher strain level. Damping ratio was highest in undisturbed sample at natural water content and smallest in remolded sample and damping ratio for saturated undisturbed sample falls in between. The damping ratio did not show any definite correlation with strain and confining pressure at lower strain level. But, for strain higher than 1% double amplitude axial strain, damping ratio significantly decreases with increase in strain. Damping ratio increases with increase in confining pressure as observed at high strain for all samples.
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Ding, Yanzheng. "Une analyse d’images pour l'identification microstructurale en 3D d’un kaolin saturé sous chargement mécanique." Electronic Thesis or Diss., Université de Lorraine, 2023. http://www.theses.fr/2023LORR0051.
L'étude de la microstructure des argiles remaniées et saturées est cruciale pour la compréhension de leur comportement mécanique et des mécanismes de déformations volumiques. Cette thèse vise à identifier en 3D les mécanismes locaux qui s'activent au niveau de la microstructure en lien avec le chargement mécanique des milieux argileux. D'abord le comportement mécanique du Kaolin K13 est étudié à l'échelle de l'éprouvette sur deux chemins de chargement : œdométrique et isotrope. Ensuite, un protocole d'observation a été mis en place pour l'acquisition des images tridimensionnelles en utilisant la microscopie électronique à balayage (MEB) couplée à la Sonde Ionique Focalisée (FIB). La reconstitution des images obtenues par FIB-MEB nous permet d'accéder à la géométrie 3D d'un sous volume de l'échantillon. La deuxième partie consiste à développer une approche d'analyse quantitative en 3D permettant d'identifier les propriétés de la microstructure sur les différents chemins de chargement étudiés. La morphologie des pores est étudiée en utilisant les paramètres : flatness, élongation et sphéricité. L'orientation des pores et des particules a été d'abord identifier sur des images 2D représentants des coupes dans l'échantillon et étendue au 3D sur l'ensemble du volume et ceci sur les deux chemins de chargement. Les résultats obtenus dans le cadre de ce travail de thèse ont permis de mettre en évidence l'apport des images 3D à la compréhension de la microstructure des argiles remaniées saturées AbstractMicrostructure investigation is essential for a better understanding of the mechanical behaviour and volumetric deformation mechanisms of remolded and saturated clays. The goal of this thesis is to identify in 3D the local mechanisms which can be activated at the microstructural level in relation to the mechanical loading of clayey meida. The mechanical behaviour of Kaolin k13 is firstly studied at on two loading paths - oedometric and isotropic. Then, an observation protocol was established for the acquisition of three-dimensional images using Scanning Electron Microscopy (SEM) coupled with Focused Ion Beam (FIB). The reconstruction of the images obtained by FIB-SEM allows us to study the 3D geometry of a sub-volume of the sample. The second part consists of developing a quantitative analysis approach in 3D to identify the microstructure properties on different loading paths. The pore morphology is studied using parameters such as flatness, elongation, and sphericity. The orientation of the pores and particles was first identified on 2D images representing cross-sections in the sample and extended to 3D throughout the entire volume for both loading paths. The results obtained in this thesis highlight the contribution of 3D images for a better understanding of the microstructure of saturated remolded clays
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Yuan, Fu-Lu, and 袁福祿. "True Triaxial Tests on Remolded Silty Clay." Thesis, 1996. http://ndltd.ncl.edu.tw/handle/05237920174083967241.
碩士 國立臺灣科技大學 營建工程技術學系 84 A series of radial stress path tests has been performed on the
remolded Taipei silty clay with the true triaxial testing
device to find out its strength behavior under different
anisotropic stress levels. Test results indicate that Mohr-
Coulomb failure criterion can not satisfactorily represent the
soil strength following various stress paths. In comparison,
the total stress NTNT-T1 model for anisotropic soil can quite
accuately predict the relationship between the normalized
undrained shear strenth (Su/σ''c) and the direction of stress
path (θ). However, the Prevost''s total stress model tends to
underestimte the lavoratory undrained shesr strength of
normally consolidated to lightly oveconsoildated soil. In other
words, the strength of remolded Taipei silty clay can be
satisfacorily represented by the NTIT-T1 model.
碩士 國立臺灣科技大學 營建工程技術研究所 86 A series of true triaxial tests was carried out on the 10 x 10 x 10cm cubical soil specimen to study the yielding characteristics of remolded Taipei silty clay. Two sets of stess paths are adopted for the tests: one strats from the origin and the other starts from the K0 consolidation condition. The methods used to determine the yielding of hte soil are by the 10gp'' - vtot plot and the bilinear regression method for the former and by the p'' - vtot'' and q - εstot plots and the maxiimum curvature method for the latter. By connecting all these initial yielding points on the p'' - q stress space together, then a initial yielding envelope of effetive stress can be drawn, this yielding nvelope covers not only the axial compression loading but also the axial extension loading. The yielding points determined from both sets of stress path are close to each other. In general, the more significant the soil anisotropy (i. e., the more the stress path deviates form the p'' aixis), the easier the yielding point can be determined. Due to the anisotropic natrue of remolded Taipei silty clay, the yielding envelope is not symmetrical to the p'' axis on the p'' - q stress space. In addition, the shape of yielding envelope is alwo affected by the stress path. A smaller yielding envelope is obtained, when the set of stress paths starting from origin is used for the true triaxial test. According to the above test results, the true triaxial test has shown its suitability to study the yielding characteristics of clay.
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Hua-Yu, Chang, and 張化宇. "Vertical hole induced surface settlement of remolded clay." Thesis, 1994. http://ndltd.ncl.edu.tw/handle/02981491249412583673.
碩士 國立臺灣科技大學 營建工程技術學系 82 A series of Laboratory model test was performed to study the
vertical hole induced surface settlement of the remolded clay.
In addition to the vertical settlement,the soil near the
surface tended to be squeezed laterally toward the hole.
Therefore,the surface settlement was most significant around
the hole and decreased parabolically as the distance increased.
No obvious settlement was found at the distance of 8∼9D (D is
the diameter of the hole)from the hole. Most of the surface
settlement occured shortly after the hole was created and
magnitude of settlement linearly with the diameter of the hole.
The hole would still exist after the settlement was completed.
However,if the hole could be refilled with concrete after most
of the settlement had occured,further settlement within the
area of 4.5D from the hole would be terminated and the loss of
soil strength due to stress relief could be reduced also.
6
Chueh-YuWang and 王珏友. "Investigating the Creep Behavior on Remolded Low-plasticity Clay." Thesis, 2019. http://ndltd.ncl.edu.tw/handle/rhae95.
Chen, Hsin-Jen, and 陳信仁. "Influence of Nano-Clay on Shear Behavior of Remolded Mudstone." Thesis, 2010. http://ndltd.ncl.edu.tw/handle/96272890664035895311.
碩士 國立臺灣海洋大學 河海工程學系 98 A series of radial path tests are performed on remolded mudstone soil improved by adding nano-clay. Automated control true triaxial test apparatus devolped in this study is used for the investigation of radial path shear behavior.
True triaxial test results show that(1)under b=0 and b=1 conditions, strength of remolded mudstone soil increases significantly due to additive of nano-clay, however, under b=0.5 condition, increasing of shear strength is not stable but irregular;(2)additive of nano-clay may reduce the influence of anisotropic consolidation and causes all the strains nearly have the same values;(3)pore water pressure is agitated fastlier as the intermediate stress is in y-direction due to additive of nano-clay; and (4)Von Mises failure criteria is available for mudstone soil without improvement, while Lade failure criteria is more suitable for nano-clay improved mudstone soil.
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TSENG, CHI-HUNG, and 曾啟宏. "Influence of Radial Stress Path on Strength of Remolded Overconsoliated Clay." Thesis, 1995. http://ndltd.ncl.edu.tw/handle/58107786287634249987.
碩士 國立臺灣科技大學 營建工程技術學系 83 A series of radial stress path tests has been performed on
the remolded Taipei silty clay with the true triaxial testing
device to find out its strength behavior under different
anisotropic stress levels. Test results indicate that
Mohr-Coulomb failure criterion can not satisfactorily
represent the soil strength following various stress paths.
In comparison, the total stress NTNT-T1 model for anisotropic
soil can quite accuately predict the relationship between the
normalized undrained shear strenth (Su/ σ ''c) and the
direction of stress path ( θ ) for soil having the OCR value
smaller than 4 with less than 7% difference from the test
results. However, the Prevost''s total stress model tends to
underestimte the lavoratory undrained shesr strength of
normally consolidated to lightly oveconsoildated soil. In
other words. the strength of remolded Taipei silty clay can
be satisfacorily represented by the NTIT-T1 model.
9
Jang, Hung-Yu, and 簡弘雨. "Shear Strength of Remolded Clay determined from NGI Direct Simple Shear Device." Thesis, 1995. http://ndltd.ncl.edu.tw/handle/70613993813694841179.
碩士 國立臺灣科技大學 營建工程技術學系 83 A series of simple shear test has been performed on the
remolded Taipei silty clay with the Norwegian Geotechnical
Institute (NGI) direct simple shear device. Test results
indicate that the stress-strain relationship of Taipei silty
clay can be normalized with the effective consolidation
pressure when tested under different over-consolidation
ratios (OCR) and a simple constitutive equation can be
adopted to fit the test results. The undrained shear strength
at different depths can be determined from the relationship
between the normalized undrained strength ( Su / σ '''' vc )
and the OCR values established following the SHANSEP method.
If considering the strain compatibility along a slope slip
surface, the stress-strain relationships obtained from the
CAUC and CAUE triaxial tests are either significantly larger
or smaller than the average value due to the progressive
failure and the material anisotropy. However, it is found in
this study that the average stress-strain behavior can be
quite accurately predicted by the simple shear result.
10
Lynk, John Michael. "Performance of drag embedment anchors dragged through remolded clay and loaded at various horizontal orientations." Thesis, 2009. http://hdl.handle.net/2152/ETD-UT-2009-12-697.
Drag embedment anchors (DEAs, or anchors) are used as foundations to secure mobile offshore drilling units (MODUs) in soft clay soils on the sea floor. In 2004 and 2005, Hurricanes Ivan, Katrina, and Rita caused the mooring failures of 17 mobile offshore drilling units moored with anchors. Since then, a great deal of research has been conducted regarding anchor performance and reliability. This report provides an overview of anchor research and industry practice to date, and discusses the results of two research experiments to assess anchor performance. One experiment investigated the effect that embedding anchors in the same soil path several times had on bearing force. The second experiment investigated what effect changing the direction of the horizontal load vector relative to the anchor shank had on embedded anchor bearing force. The results of these experiments suggest that remolding clay may have an effect on anchor bearing force capacity, and that repeatable results are obtainable when testing the effect of changing the direction of applied horizontal load. text
Book chapters on the topic "Remolded clay":
1
Yang, Guoyue, Keyu Li, Yunlong Xu, and Liangji Li. "Dynamic Behaviors of Overconsolidated Remolded Red Clay Under Cyclic Compressive Stress Paths." In Lecture Notes in Civil Engineering, 297–309. Singapore: Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-15-2349-6_18.
Jia-dan, Liu, and Gao Yan-bin. "Effects of Acid and Base Contamination on Geotechnical Properties of Shanghai Remolded Silty Clay." In Proceedings of GeoShanghai 2018 International Conference: Fundamentals of Soil Behaviours, 611–19. Singapore: Springer Singapore, 2018. http://dx.doi.org/10.1007/978-981-13-0125-4_68.
Gao, Qian-Feng, Mohamad Jrad, Lamine Ighil Ameu, Mahdia Hattab, and Jean-Marie Fleureau. "Dilatancy Phenomenon Study in Remolded Clays – A Micro-Macro Investigation." In Springer Series in Geomechanics and Geoengineering, 148–52. Cham: Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-319-97112-4_33.
Niu, M. Y., and M. J. Jiang. "DEM modeling mechanical behaviors of remolded and structured clays under constant stress ratio compression tests." In Smart Geotechnics for Smart Societies, 383–93. London: CRC Press, 2023. http://dx.doi.org/10.1201/9781003299127-40.
Favre, Jean-Louis, and Mahdia Hattab. "Models by Jean Biarez for the Behavior of Clean Sands and Remolded Clays at Large Strains." In Multiscale Geomechanics, 113–52. Hoboken, NJ USA: John Wiley & Sons, Inc., 2013. http://dx.doi.org/10.1002/9781118601433.ch5.
Hisham Halalo, Nariman. "The effect of samples disturbance of partially saturated expansive clay soils on the soil properties." In Developments in Clay Science and Construction Techniques [Working Title]. IntechOpen, 2024. http://dx.doi.org/10.5772/intechopen.1004381.
The internal structure of the expansive clay soils is sensitive to the disturbance. When the samples are extracted, the structure of the natural soil is damaged when it is remolded. Therefore, a change in the properties of the expansive soil happens. This matter must be more precisely defined in the design of the foundations of engineering facilities. The objective of this research is to conduct a study of the effect of the disturbance of expansive clay partially saturated soil samples. The obtained results indicate that the behavior of the expansive soil tends to change during the formation of samples. This behavior is based on soil properties, chemical composition and the content of their expansive soil minerals. Soil structure disturbance causes a decrease in soil property variables.
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Yatabe, R., N. Yagi, N. Bhandary, and M. Fujiwara. "Shear characteristics of the reconsolidated clay remolded under low water content." In Deformation Characteristics of Geomaterials / Comportement Des Sols Et Des Roches Tendres. Taylor & Francis, 2003. http://dx.doi.org/10.1201/noe9058096043.ch84.
Kong, Ling, Hong Huang, Pierre-Yves Hicher, and Dong Zhang. "Microstructural analysis of Shanghai remolded clay during one-dimensional consolidation test." In Geomechanics and Geotechnics, 751–55. CRC Press, 2010. http://dx.doi.org/10.1201/b10528-118.
Wang, Xiaolong, Jianling Gu, Song Xu, and Shengdong Gu. "Experimental Study on Strength Influencing Factors of Calcareous Nodule Soil in Northern Jiangsu." In Advances in Transdisciplinary Engineering. IOS Press, 2021. http://dx.doi.org/10.3233/atde210162.
The physical and mechanical properties of calcareous concretion soil depend largely on the shape, size and distribution of calcareous concretion soil besides the impact of soil layer. Due to the long time required for clay saturation, consolidation, and shearing, as well as the tedious sample preparation, larger triaxial tests of calcareous nodules have not been carried out. In this chapter, based on the medium triaxial test of calcareous nodules, the strength characteristics of remolded soil samples under different confining pressures are studied. By controlling parameters such as calcareous nodules particle size and water content, the impact of different test conditions on the strength of calcareous nodules is analysed, and the variation rule is analysed. It is concluded that the impact of nodular particle size on soil strength is not obvious at 20% nodular content. The impact of different water content on the strength of soil is more regular, showing hardening characteristics, in line with the natural law.
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"Resonant column test on dynamic shear modulus and damping ratio of the remolded red clay and its law analysis." In Modeling and Computation in Engineering II, 141–52. CRC Press, 2013. http://dx.doi.org/10.1201/b14896-23.
Thompson, Mark J., and Daniel R. VandenBerge. "Shear Strength of Remolded and Compacted Beaumont Clay." In Geotechnical Frontiers 2017. Reston, VA: American Society of Civil Engineers, 2017. http://dx.doi.org/10.1061/9780784480472.009.
Valle, Celestino, and Kenneth H. Stokoe. "Laboratory Measurements of the Dynamic Properties of Intact and Remolded Offshore Clays From Campeche Bay." In ASME 2003 22nd International Conference on Offshore Mechanics and Arctic Engineering. ASMEDC, 2003. http://dx.doi.org/10.1115/omae2003-37248.
Comparisons of the dynamic properties of intact and remolded offshore clay specimens has been carried out. The clay specimens were obtained from Campeche Bay, offshore Mexico. Combined resonant column and torsional shear (RCTS) equipment at the University of Texas at Austin was used to determine the dynamic soil properties. Each soil specimen was tested twice, first in the intact condition and second as remolded material. Remolding was done by kneading the intact material and then reforming the specimen by compacting in a mold. The effects on the dynamic properties, expressed by shear modulus and material damping ratio, between intact and remolded conditions are discussed. As expected, shear modulus and material damping at small and large strains are affected by remolding. Interestingly, the normalized modulus degradation curves were changed very little by remolding up to strains between 0.06 and 0.1%. The results offer insight into the effects of sampling disturbance on linear and nonlinear dynamic soil properties.
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Li, Shanmei, Zhikui Liu, Xiong Zhang, and Chunmei Mu. "Effect of Acid Rain on the Disintegration of Remolded Red Clay." In Eighth International Conference on Case Histories in Geotechnical Engineering. Reston, VA: American Society of Civil Engineers, 2019. http://dx.doi.org/10.1061/9780784482131.012.
He, Ying-Cheng, Shang-Zhun Huang, Yue Gui, Zhen-Xing Zhu, and Zhi-Bin Ding. "Effect of fiber materials on tensile properties of remolded red clay." In 2021 7th International Conference on Hydraulic and Civil Engineering & Smart Water Conservancy and Intelligent Disaster Reduction Forum (ICHCE & SWIDR). IEEE, 2021. http://dx.doi.org/10.1109/ichceswidr54323.2021.9656452.
Jeevanantham, V. "Empirical Modeling on Swell Pressure of Clay using Index Properties." In Sustainable Materials and Smart Practices. Materials Research Forum LLC, 2022. http://dx.doi.org/10.21741/9781644901953-46.
Abstract. Expansive soils undergo volume expansion, when it gains moisture content. Light structures constructed on this type of soil will be lifted by the upward swell pressure. Swelling characteristics decides the degree of safety of structures resting on expansive soil strata. Predicting the swell pressure of the soil consumes nearly 5 days of time (variable with respect to soil potential) in the laboratory as well as needs expensive testing setup. In our study, a correlation is proposed to develop for swell pressure using the index properties of soils namely liquid limit and plastic limit, which shall be assessed at the laboratory relatively short period of time. Swelling Pressure tests by Free Swell Method are performed on dynamically compacted 20 remolded soil samples collected within Coimbatore Corporation limit. The study area is between the four coordinates of 11008'49.25'' N 76053'36.28'' E, 11012’05.58’’ N76055'57.84'' E, 10059'16.52'' N 76052'17.47'' E, 10057'00.59'' N 76057'43.71'' E. Laboratory experimental data given as input in MATLAB gives satisfactory results and correlation is extracted from curve fitting method.
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Castro, Raúl Nava, Jean M. E. Audibert, Willard DeGroff, Kuat C. Gan, and Paul Ruckman. "Variation of Mechanical Properties of Soft Marine Clay With Methane Gas Content." In ASME 2013 32nd International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2013. http://dx.doi.org/10.1115/omae2013-10800.
To quantify the effects of methane gas on mechanical properties of soft marine clay, an exhaustive laboratory testing program was developed using zeolite to uniformly disseminate gas bubbles inside the clay matrix. Results from controlled rate-of-strain (CRS) tests indicated that as the gas content increases, there is a reduction in the interpreted preconsolidation pressure, although the rigidity of the clay with more gas increased throughout the test. Minivane test results indicated that the undisturbed shear strength decreases as the amount of methane gas increases, while the residual and remolded strengths remain practically unchanged, i.e., are independent of the gas content. Similarly results from triaxial tests indicated that the undisturbed shear strength is reduced as the gas content increases, but there was no change in the failure mode. Interestingly, the normalized shear strength increased for the clay with gas, when the samples were tested at 100 percent of deformation per hour. It is theorized that the methane gas bubbles interact with both the clay platelets and the pore water, and, to certain point, bear part of the load, thus modifying the distribution of the load in the soil structure; that is to say, there is a partial load transfer from the gas bubbles to the soil structure, as the clay particles confine the methane gas.
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Liu, Huixin, Guohui Xu, Qingpeng Zhao, Xin Wang, and Yueqian Yu. "Experimental Study on Strength Weakening of Silty Soil of Subaqueous Yellow River Delta Under Cyclic Loadings." In ASME 2010 29th International Conference on Ocean, Offshore and Arctic Engineering. ASMEDC, 2010. http://dx.doi.org/10.1115/omae2010-20769.
Silty soil seabed of Yellow River Delta is prone to sliding and liquefaction, which usually leads to geological hazards including landslides of seabed and failures of marine structures. The failure of silty soil is closely correlated with its strength change induced by wave actions. In this paper, silty soil samples of various clay contents were prepared, and cyclic triaxial experiments modeling wave actions were carried out on the samples to study the relationship between cyclic shear stress and number of cycles of silty soil taken from Subaqueous Yellow River Delta. Research results indicated that there existed a critical value in the cyclic stress exerting on the soil; the cyclic stress could cause failure of soil only when it’s value was higher than that of the critical stress; in this paper, critical cyclic stress ratio was defined as Kcr = ((σd+σ1)/σ3)cr, where Kcr is critical cyclic stress ratio, σd is axial pressure, σ1 is cyclic stress, σ3 is confining pressure. For the sake of the safety of design and construction of marine engineering structures, 1.30 was taken as the critical cyclic stress ratio of remolded silty soil in the Yellow River Delta, and 1.40 as that of the undisturbed silty soil. Also the results show that the dynamic strength weakening of silty soil followed the rule of power function attenuation. In addition, cyclic loading vibration experiments in a soil tank were carried out to study the weakening law of shear strength and penetration resistance with the variation of oscillation times.
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Jin, Joe, Jean M. Audibert, and Wan C. Kan. "Practical Design Process for Flowlines With Lateral Buckling." In ASME 2010 29th International Conference on Ocean, Offshore and Arctic Engineering. ASMEDC, 2010. http://dx.doi.org/10.1115/omae2010-20478.
In the past decade, lateral buckling has received growing attention in flowline design. Joint Industry Projects (JIPs) have led to publications of design guidelines, such as the SAFEBUCK design guideline and DNV recommended practice F110. Safe design of flowlines with lateral buckling involves complex considerations. Inadequate or late recognition of such complexities often results in major impacts on project execution. Experience gained in recent projects allowed us to improve the design process and design methods with incorporation of practical considerations. This paper presents three key aspects in developing robust flowline design with lateral buckling issues: 1) understand and reduce uncertainties in design basis for lateral buckling assessment, including operating conditions, characterization of geotechnical properties and flowline installation; 2) determine flowline-soil interactions with incorporation of field observations and engineering judgment; 3) manage impacts of lateral buckling through all project phases. This paper shares several key engineering considerations successfully used in recent flowline projects in deep waters where the seabed soil is characterized as soft clay. First, calculation of flowline embedment based on remolded shear strength instead of undrained shear strength eliminates the need to guess the embedment dynamic amplification factor. This approach is based on cyclic degradation of the soil shear strength and field observations. Second, a simple engineering model of axial resistance is proposed. The axial resistance is a cumulative behavior and hence only the average undrained shear strength is used for the calculation. Third, a robust engineering solution takes alignment in establishing quality design basis, engineering judgment to avoid unrealistic design load combinations, and trade-off among lateral buckling design effort, flowline construction and installation, and qualification of flowline capacities. And last, early recognition of lateral buckling issues and development of mitigation strategies are keys to project solutions. This paper also suggests that lateral buckling is very complex in reality and requires more investigations.
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Boukpeti, Nathalie, David White, Mark Randolph, and Han Eng Low. "Characterization of the Solid-Fluid Transition of Fine-Grained Sediments." In ASME 2009 28th International Conference on Ocean, Offshore and Arctic Engineering. ASMEDC, 2009. http://dx.doi.org/10.1115/omae2009-79738.
Characterization of the strength of fine-grained sediments as they evolve from an intact seabed material to a remolded debris flow is essential to adequately model submarine landslides and their impact on pipelines and other seabed infrastructure. In the current literature, two distinct approaches for modelling this material behavior have been considered. In the soil mechanics approach, fine-grained soils are characterized by the undrained shear strength, su. The critical state framework proposes a relation between su and the water content, or void ratio of the soil. In addition, rate effects and strain softening effects are described by multiplying a reference value of su by a function of the shear strain rate or the accumulated shear strain respectively. In the fluid mechanics approach, slurries of fine-grained material are characterized by a yield strength and a viscosity parameter, which describes the change in shear stress with shear strain rate. Empirical relationships have been proposed, which relate the yield strength and the viscosity to the sediment concentration. This paper demonstrates that the two modelling approaches are essentially similar, with only some formal differences. It is proposed that the strength of fine-grained sediments can be modelled in a unified way over the solid and liquid ranges. To support this unified approach, an experimental campaign has been conducted to obtain strength measurements on various clays prepared at different water content. The testing program includes fall cone tests, vane shear tests, miniature penetrometers (T-bar and ball) and viscometer tests. Rate effects and remolding effects are investigated over a wide range of water contents spanning the domains of behavior that are usually defined separately as soil and fluid. The present paper focuses on analyzing the results of fall cone, vane shear and viscometer tests. Analysis of the results shows that the variation in shear strength over the solid and liquid ranges can be described by a unique function of water content — suitably normalized — for a given soil. Furthermore, the effect of strain rate and degree of remolding can be accounted for by multiplying the basic strength parameter by appropriate functions, which are independent of the current water content.
