Inhaltsverzeichnis
Auswahl der wissenschaftlichen Literatur zum Thema „Sand-clay mixture“
Geben Sie eine Quelle nach APA, MLA, Chicago, Harvard und anderen Zitierweisen an
Machen Sie sich mit den Listen der aktuellen Artikel, Bücher, Dissertationen, Berichten und anderer wissenschaftlichen Quellen zum Thema "Sand-clay mixture" bekannt.
Neben jedem Werk im Literaturverzeichnis ist die Option "Zur Bibliographie hinzufügen" verfügbar. Nutzen Sie sie, wird Ihre bibliographische Angabe des gewählten Werkes nach der nötigen Zitierweise (APA, MLA, Harvard, Chicago, Vancouver usw.) automatisch gestaltet.
Sie können auch den vollen Text der wissenschaftlichen Publikation im PDF-Format herunterladen und eine Online-Annotation der Arbeit lesen, wenn die relevanten Parameter in den Metadaten verfügbar sind.
Zeitschriftenartikel zum Thema "Sand-clay mixture"
1
Liang, Chen, Cai Guo-dong, Gu Jia-hui, Tan Ye-fei, Chen Cheng und Yin Zi-xue. „Effect of Clay on Internal Erosion of Clay-Sand-Gravel Mixture“. Advances in Civil Engineering 2020 (26.08.2020): 1–18. http://dx.doi.org/10.1155/2020/8869289.
Der volle Inhalt der QuelleAnnotation:
In this study, a one-dimensional seepage test apparatus was used to investigate the effect of clay on the critical hydraulic gradient, hydraulic conductivity, migration of fine particles in soil, and percentage of fine particle loss during the internal erosion of clay-sand-gravel mixture, compared with clean gravel. The critical hydraulic gradient and fine sand loss percentage of the clay-sand-gravel mixture decreased, and critical flow velocity and the hydraulic conductivity increased. Six clay-sand-gravel mixture samples with different clay contents were used to evaluate the effect of different clay contents on internal erosion. As the percentage of clay mass to fine particle mass increases from 0% to 25%, the critical hydraulic gradient of soil samples decreases by nearly half and the fine sand loss percentage decreases from 13.73% to 3.48%. Overall, clay has a significant effect on the development of internal erosion of clay-sand-gravel mixture. And attention should be paid in engineering project; clay-sand-gravel mixture with a small amount of clay is more likely to be damaged than clean gravel.
2
Chu, Chengfu, Zilong Wu, Yongfeng Deng, Yonggui Chen und Qiong Wang. „Intrinsic compression behavior of remolded sand–clay mixture“. Canadian Geotechnical Journal 54, Nr. 7 (Juli 2017): 926–32. http://dx.doi.org/10.1139/cgj-2016-0453.
Der volle Inhalt der QuelleAnnotation:
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.
3
Subramanian, Sathya, und Taeseo Ku. „Yielding behaviour of cemented binary mixture“. E3S Web of Conferences 92 (2019): 11007. http://dx.doi.org/10.1051/e3sconf/20199211007.
Der volle Inhalt der QuelleAnnotation:
Cement stabilization is commonly used for improving soft soils and the mechanical behaviour of cemented pure clay has been well documented. However, limited studies have investigated the effect of sand in a cement-clay matrix because the conventional water to solid (solid includes soil and cement) ratio cannot be simply used to characterize the behaviour of cemented binary mixture. The water holding capacity of the mixture reduces with increase in sand content, when the water to solid ratio is kept constant. In this study, the ratio of water to clay and cement is kept constant, so that the effect of sand content could be studied. The materials used in this study are kaolin clay, sand with D50 of 0.71 mm and Ordinary Portland cement type 1. Sand content varies from 0% to 50% and curing time is kept constant at 7 days. We used three ratios of water to clay and cement which correspond to 139%, 104% and 78%. The isotropic yield point increases with increase in sand content and cement content, while it reduces with increase in water content. A power function captures the variation of yield point with the ratio of water to cement and clay.
4
Yin, Kexin, Jiangxin Liu, Andreea-Roxana Vasilescu, Eugenia Di Filippo und Khaoula Othmani. „A Procedure to Prepare Sand–Clay Mixture Samples for Soil–Structure Interface Direct Shear Tests“. Applied Sciences 11, Nr. 12 (08.06.2021): 5337. http://dx.doi.org/10.3390/app11125337.
Der volle Inhalt der QuelleAnnotation:
A large number of experimental studies on sand–clay mixtures are well documented in the literature; however, the preparation protocol is rarely clearly detailed or varies a lot according to the authors. Variations in the preparation technique obviously increases the challenge of comparing different test results. As a consequence, sample preparation for sand–clay mixtures should be kept as constant as possible to ensure homogeneity and uniformity of samples and limit result variability. This paper develops a detailed procedure on how to prepare sand–clay samples for interface direct shear tests. Sand–clay mixtures are prepared with Fontainebleau sand, kaolinite clay and distilled water by the S1 (sand–water–clay) protocol. The uniformity of the reconstituted specimens is assessed by measuring the water content and density on three slices from the top to the bottom across the specimens. The repeatability of the samples is checked with oedometer and interface direct shear tests. This sample preparation procedure can be used for preparing sand–clay mixture for interface direct shear tests to investigate the influence of clay content or other effects (e.g., temperature) on the mechanical behavior of soil–structure interface. It has demonstrated great performance in preparing samples with good homogeneity and shape, compared to other traditional reconstitution techniques. With the sample preparation procedure, we can obtain repeatable test results as well.
5
Eze, E. O., und L. E. Ileli. „Use of "Shikoko” Clay for Synthetic Sand Moulding“. Advanced Materials Research 367 (Oktober 2011): 353–58. http://dx.doi.org/10.4028/www.scientific.net/amr.367.353.
Der volle Inhalt der QuelleAnnotation:
“Shikoko” clay and dredged river sand from Warri, Nigeria were investigated for their use in synthetic sand moulding. Shikoko is a local name for organic clay that dries appreciably to a brownish gray, leather-like consistency. The clay was initially tested for organic matter content, natural water content, particle size distribution, consistency limits and linear shrinkage. The base sand dredged river sand from the same town - was tested for specific gravity, and grain size characteristics. Tests showed that the best mix with the clay was at the binder contents of 13, 17, 33 and 50% of the dry weight of the sand. The synthetic sand mixture was tested for the dry and green compressive strengths, and green permeability. At clay contents of 13 and 17 %, the green and dry compressive strengths of the synthetic mixtures at 5, 10, 15 and 20% moisture contents compared well and were at times higher than the corresponding values for synthetic moulds used in founding. Test results indicated that the synthetic mixture can be used for light casting and in non-ferrous production.
6
Dafalla, Muawia A. „Effects of Clay and Moisture Content on Direct Shear Tests for Clay-Sand Mixtures“. Advances in Materials Science and Engineering 2013 (2013): 1–8. http://dx.doi.org/10.1155/2013/562726.
Der volle Inhalt der QuelleAnnotation:
The direct shear test using shear box is commonly recommended by practicing geotechnical engineers to obtain the cohesion and angle of internal friction for granular soils. The clay liners involve sand as a main constituent with added clay of variable proportions. This research aims at investigating the reliability of using the direct shear test for different clay contents and different moisture contents using an adequate shearing strain. These factors were found to affect the bilinear trends of shear force versus horizontal displacement profile as well as vertical displacement versus horizontal displacement curves. The cohesion of the mixture was found to increase consistently with the increase of clay content. Increase in moisture content was found to cause a drop in both cohesion and angle of internal friction. These changes are not independent of the density state of clay-sand mixtures. Standard compaction properties for a range of clay-sand mixtures were investigated. This work provides the general trends expected in direct shear tests for clay-sand mixtures of variable clay and moisture contents.
7
Zlateva, Penka, Krastin Yordanov und Rositsa Petkova-Slipets. „A study of the thermal properties of an alternative straw-containing building material“. E3S Web of Conferences 207 (2020): 01004. http://dx.doi.org/10.1051/e3sconf/202020701004.
Der volle Inhalt der QuelleAnnotation:
Thermal comfort in buildings is usually achieved through sustainable materials obtained from natural sources, which justifies their use for developing building mixtures. Many natural materials were used as early as in ancient times to build homes that are warm in winter and cool in summer: a mixture of straw, clay and sand is an example of such a material. The objective of this article is to evaluate the effect of a mixture of clay, sand and straw on thermal comfort. For the purposes of this study, several types of sample plates were made from clay and sand mixture by adding different amounts of straw. The experiments were carried out and the thermal conductivity coefficient was determined using the method of infinite flat layer. The results indicate that the combination of different amounts of straw can be considered as good reinforcement of the sand and clay matrix and is characterized by a low thermal conductivity. Furthermore, 3D modelling was performed using Finite Element Analysis (FEA) software and a predictive model of the thermal behaviour of the samples from the different mixtures was developed. The thermal field distribution and the thermal conductivity coefficient thus determined were compared with the experimental data and showed consistency.
8
Kacprzak, G., C. Boutin und T. Doanh. „Permeability of Sand-Clay Mixtures“. Archives of Civil Engineering 56, Nr. 4 (01.12.2010): 299–320. http://dx.doi.org/10.2478/v.10169-010-0017-6.
Der volle Inhalt der QuelleAnnotation:
Abstract This study deals with the behavior of composite blends constituted of rigid and impervious grains included in saturated clay paste of kaolin, considered as permeable and deformable. Permeability tests performed during standard oedometr tests (before each load step) highlight the key role of the original and actual state of the clay paste, and show the existence of a threshold of sand grain concentration above which a structuring effect influences its permeability. In the light of these experiments some usual homogenization methods (with simplifying assumptions to make the problem manageable) are considered in order to model the mixture permeability. Qualitative and quantitative comparisons with experimental data point out their respective domain of interest and limitations of such approaches
9
Al-Mahbashi, Ahmed M., Muawia Dafalla, Abdullah Shaker und Mosleh A. Al-Shamrani. „Sustainable and Stable Clay Sand Liners over Time“. Sustainability 13, Nr. 14 (13.07.2021): 7840. http://dx.doi.org/10.3390/su13147840.
Der volle Inhalt der QuelleAnnotation:
The washout of fine materials from liners consisting of clay–sand mixtures is expected to influence the hydraulic conductivity. Clay sand liners must be assessed for efficiency when initially subjected to flood or standing water as the wetting under a hydraulic gradient can cause fine material to move and migrate away from the mixture. During wetting and drying complex expansion and shrinkage, changes take place. These changes affect the hydraulic conductivity and are likely to go out of the design range set out for the facility. The research covers the behavior of two clay sand liners tested over an extended time. The hydraulic conductivity measured under a specific hydraulic gradient was measured continuously following the establishment of the test set-up. Self-recording sensors were used to measure the temperature during the tests. The results indicated that the hydraulic conductivity reduces after an initial period of increase and fluctuation caused by the loss of mass because of fine material migration and swelling initiated due to the high content of smectite minerals. The testing and monitoring continued for more than 400 days. The permanent reduction in the hydraulic conductivity occurs after the initial period of repeated rise and fall. The extent of the initial period for the two tested mixtures is subject to the fine content mass and the clay mineralogy. The continuous reduction in the hydraulic conductivity after the initial period is due to the rearrangement of particles and compression in the sand–clay mixture.
10
Deng, Yongfeng, Zilong Wu, Yujun Cui, Songyu Liu und Qiong Wang. „Sand fraction effect on hydro-mechanical behavior of sand-clay mixture“. Applied Clay Science 135 (Januar 2017): 355–61. http://dx.doi.org/10.1016/j.clay.2016.10.017.
Der volle Inhalt der QuelleDissertationen zum Thema "Sand-clay mixture"
1
Olmez, Mehmet Salih. „Shear Strength Behaviour Of Sand-clay Mixtures“. Master's thesis, METU, 2008. http://etd.lib.metu.edu.tr/upload/12609558/index.pdf.
Der volle Inhalt der QuelleAnnotation:
ABSTRACT
SHEAR STRENGTH BEHAVIOUR OF SAND - CLAY MIXTURES
ÖLMEZ, Mehmet Salih M.S., Department of Civil Engineering Supervisor: Prof. Dr. Mehmet Ufuk ERGUN May 2008, 106 pages A clean sand having about 5 % fines has been mixed with 5 to 40 % commercial kaolin to form different sand-clay soil mixtures. The purpose of making this study is to observe the effects of fraction of fine materials in the soil mixture on the behavior of shear strength. Three series of experiments have been performed throughout the study. Undrained triaxial compression tests (series 1) are performed on specimens taken out from homogeneously mixed soil mixtures at specified kaolin contents consolidated in a box without keeping the mixture under water. In series 2 experiments specimens are taken from a box where soil mixtures are consolidated under water and undrained triaxial compression tests are performed on the samples. Drained direct shear tests are performed on samples prepared without performing initial consolidation in large boxes but directly prepared in the direct shear boxes and consolidated prior to shear (series 3). It has been found that about 20 % kaolin - 80 % sand mixture seems to be a threshold composition and changes in both undrained and drained shear stress-strength behaviour occur afterwards with increasing fine material content.
2
Li, Ling. „Thermally and Chemically Induced Changes in Interface Shear Behavior of Landfill Liners“. Thesis, Université d'Ottawa / University of Ottawa, 2015. http://hdl.handle.net/10393/32995.
Der volle Inhalt der QuelleAnnotation:
Composite liners are used in landfills to isolate solid waste from the local environment. The combination of a high-density polyethylene (HDPE) geomembrane and compacted clay liner (CCL) is commonly used worldwide. In the Ontario region, bentonite sand mixtures (BSMs) and the local clay i.e. Leda clay, can be considered as appropriate CCL materials. However, the interface failure between smooth HDPE and CCL is a critical issue for landfill safety. The shear stress behavior and strength parameters at the interface between the HDPE and CCL can be affected by many factors, such as temperature and chemicals. The temperature difference between winter and summer in the Ontario region is approximately 50°C, which causes a freeze-thaw (F-T) phenomenon in local landfills. Leachate and heat are generated during the solid waste stabilization process. Landfill leachate usually contains a high concentration of cations, which can carry heat, thus affecting the landfill liner properties. As a result, the interface shear stress behavior and strength parameters are affected by the aforementioned conditions.
In this thesis, a series of experiments were conducted on the shear stress behavior at the interface of Leda clay / HDPE and bentonite sand mixture (BSM) / HDPE. In order to understand the influence of the F-T phenomenon, the samples were tested by varying the number of F-T cycles. Meanwhile, in order to understand the combined influence of cations and heat, the samples were saturated with different solutions, i.e. distilled water, potassium chloride and calcium chloride solutions. Then they were cured in an oven with different temperatures and room temperature, respectively. All of the laboratorial shear tests have been performed by using a direct shear machine. Results show that the BSM /HDPE and Leda clay/ HDPE interfaces are both influenced by the F-T cycles. The BSM/HDPE interface shear of the samples between 0 and 5 F-T cycles has more obvious differences, while the friction angle of compacted Leda clay/HDPE exhibits distinct reduction in the first 3 cycles, after which, the difference becomes hard to differentiate. The results also indicate that both high temperature and high concentration of cations from leachate can slight reduce the interface shear stress of BSM/HDPE. However, the combined influence of thermal-chemical conditions is not much more obvious compared to the effects of a single thermal or chemical condition. The BSM materials, which were saturated with different solutions, are also tested by using X-ray diffraction to examine the mineral changes in the BSM. The calcium and potassium cations convert sodium-bentonite into calcium-rich bentonite and illite/semectie mixtures, respectively. Nevertheless, the changess of clay part caused by the combined effect of heat and leachate have limited influence on the BSM/HDPE interface shear behavior.
3
Virgl, Vítězslav. „Vlastnosti formovacích směsí ze směsných bentonitů po opakovaném použití“. Master's thesis, Vysoké učení technické v Brně. Fakulta strojního inženýrství, 2018. http://www.nusl.cz/ntk/nusl-382285.
Der volle Inhalt der QuelleAnnotation:
High class mold is required for high quality castings. At present, the demands on molding materials are being extended by adding the strict requirement of environmentalists. A suitable variant that meets both demands are green sand molds. The goal of the thesis is to repeatedly cast experimental castings into molds made of 4 types of green sand mixtures. The technological properties of the molds will be compared, the degree of bentonite degradation will be assessed and the surface quality of castings will be assessed according to the amount of adherent molding mixture.
4
Yin, Kexin. „Influence of clay fraction on the mechanical behavior of a soil-concrete interface“. Thesis, Ecole centrale de Nantes, 2021. http://www.theses.fr/2021ECDN0015.
Der volle Inhalt der QuelleAnnotation:
L’interface sol-structure est un aspect important des intéractions entre le sol et la structure car elle permet d’assurer en grande partie la stabilité de la structure concernée. Le comportement mécanique de l’interface joue un rôle significatif dans le dimensionnement des structures de génie civil et dans la prédiction de leur comportement dans le temps. L’interface entre le sol et la structure est une fine couche de sol en contact avec la structure, dans laquelle des contraintes et des déformations se développent. A notre connaissance, les travaux précédents de la littérature qui caractérisent le comportement mécanique de cette interface concernent principalement des sols types tels que sable et argile ou des matériaux naturels, en contact avec des matériaux structurels tels que le béton, le bois ou l’acier. Cependant, les sols naturels sont très complexes, en partie dû aux hétérogénéités qu’ils contiennent et à leur histoire géologique, et la réponse mécanique des sols type ne permet pas toujours de représenter celles des sols naturels, ni celle de sols intermédiaires. Le comportement mécanique de sols intermédiaires entre sable et argile a été largement étudié, cependant celui de l’interface entre ces sols et un matériau structurel n’est que peu représenté, alors que la réponse de l’interface soumise à un chargement mécanique est bien différente de celui du sol seul. De plus, à l’échelle de l’ingénieur, il y a clairement un manque d’informations sur le comportement de cette interface le long d’une fondation chargée dans ces sols intermédiaires, numériquement et expérimentalement, ceci étant en partie lié aux difficultés d’instrumentations in-situ le long des foundations. L’objectif de cette thèse est de caractériser le comportement mécanique de l’interface entre le sol et la structure pour des sols intermédiaires entre le sable et l’argile. Des mélanges artificiels de sable de silice et d’argile riche en kaolinite ont été choisis pour représenter les sols intermédiaires. La thèse est d’abord composée d’une campagne expérimentale d’essais de cisaillement direct d’interface en laboratoire, afin d’identifier le rôle de la fraction massique d’argile sur le comportement mécanique d’une interface sol-béton. Une attention particulière a été apportée sur le montage expérimental et sur la préparation optimisée des échantillons de sol. Les résultats ont ensuite été utilisés dans une campagne de modélisation à l’échelle de l’ingénieur, visant à réprésenter le comportement mécanique de l’interface autour d’un pieu chargé latéralement. Une nouvelle routine MATLAB en éléments finis a été implémentée pour modéliser le comportement de cette interface par des courbes p y. La caractérisation du comportement mécanique de l’interface sol structure pour des sols à fraction massique d’argile variable a permis de mieux mettre en lumière le rôle de la microstructure de l’interface, sur la stabilité des structures de génie civilIn geotechnical engineering, the soil-structure interface is an important aspect to take into account in soil structure interactions because it relates to the stability of the supported structure. In particular, the mechanical behaviour of the interface plays a key role in the design of civil engineering structures and their analysis over time. The interface is a thin zone of soil in contact with the structure where major stresses and strains develop in. To our knowledge, previous works on the characterization of the mechanical behaviour of the soil-structure interface mainly include typical soils (sand or clay) or natural soils, in contact with variable structural materials (concrete, steel, wood). However, natural soils are very complex, partly due to geological heterogeneities, and the mechanical response of typical soils do not always represent accurately intermediate soils between sand and clay. Previous studies on the mechanical behavior of those soils are significantly represented in the literature, especially in experimental research, however it is rather poorly documented on the interface between these soils and structural materials, whereas their response to mechanical loadings is different. Moreover, at the engineering scale, there is still a lack of understanding on how this interface behave along loaded pile within soils between sand and clay, numerically, and experimentally due to instrumentation restrictions along the pile. The objective of this thesis is to characterize the mechanical behaviour of the soil-structure interface for intermediate soils between sand and clay, both by experiments at the laboratory scale and by models at the engineering scale. Artificial mixtures of silica sand and kaolinite-rich clay are chosen to represent intermediate soils in this study. For this propose, the research is organized in a first and main experimental campaign that aims to investigate the effect of the clay content, from 0% (sand) to 100% (clay) on the mechanical behavior of a soil-concrete interface by a new interface direct shear device in the laboratory. A particular attention is given to the design of the setup, and to the investigation of four sample preparations to insure an optimize sample homogeneity. A second and numerical campaign is performed to input the results from the experimental campaign, to model the mechanical response of the interface between sand-clay soils and a lateral concrete loaded pile at the engineering scale. A new subroutine of a MATLAB finite element code is implemented to perform the numerical modelling of the interface’s response via the p-y curves. The characterization of the mechanical behaviour of the soil-structure interface at different clay and sand fractions allows to enlighten the role of soil microstructure at the soil-structure interface on the stability of civil engineering structures
5
KC, Ramesh. „REDUCTION OF EXPANSIVE INDEX OF KAOLINITE AND BENTONITE CLAY BY USING SAND AND FLY ASH MIXTURES“. OpenSIUC, 2014. https://opensiuc.lib.siu.edu/theses/1378.
Der volle Inhalt der QuelleAnnotation:
Expansion or swelling behavior of expansive soil has always created problems in the field of geotechnical engineering. When any construction has been carried out on expansive soil without pre-knowledge of their properties under various environmental conditions, the damage is severe. One of the methods to find out swelling potential of expansive soil is the expansive index (EI). The present study investigates the reduction of EI for the two commercially available expansive soils i.e., kaolinite and bentonite when mixed with Ottawa sand and Class C fly ash. The percentages of Ottawa sand and Class C fly ash mixed with kaolinite and bentonite were 0 to 50% by weight. The results show that there is a significant reduction in the swelling properties of expansive soil with the addition of Ottawa sand and Class C fly ash. The reduction in expansive index ranged approximately from 10 to 50% and 4 to 49% for kaolinite and bentonite, respectively. Also the maximum swelling pressure of kaolinite and bentonite soil decreased approximately 93% and 64%, respectively with the addition of various percentages of Ottawa sand and Class C fly ash. These results help to identify the swelling potential and swelling pressure of expansive soil with different percentages of sand and fly ash which will be beneficial to the geotechnical engineer. Standard index properties test such as liquid limit, plastic limit and shrinkage limit test was conducted to see the characteristic of expansive soil when mixed with less expansive sand and Class C fly ash. Also, for these expansive soils one dimensional (1-D) consolidation characteristics was studied with sand and Class C fly ash mixtures and the results were compared with pure kaolinite and bentonite soil. Pre-consolidation (Pc) behavior, compression index (Cc) and recompression or swelling index (Cs) properties were also studied for the different percentages of sand and Class C fly ash with expansive soil.
6
Cunha, Camila Loss dos Santos. „Estudo das características de compressibilidade unidimensional e plasticidade de misturas de argila e areia“. Universidade Federal do Espírito Santo, 2012. http://repositorio.ufes.br/handle/10/6170.
Der volle Inhalt der QuelleAnnotation:
Made available in DSpace on 2016-12-23T14:05:51Z (GMT). No. of bitstreams: 1
Camila Loss dos Santos Cunha.pdf: 1837978 bytes, checksum: 3b4c8a5f811b16b50cafa9b37b221389 (MD5)
Previous issue date: 2012-12-20Most theories in geotechnical engineering have been proposed and are applied to pure clay and clean sand and not deal with problems involving soil mixtures. However, due to variability of soil found in nature, there is essential for more knowledge of geotechnical properties of mixtures of clay and sand. This study collected published research about geotechnical behavior of mixtures of clay and sand to evaluate experimental results using the normalization proposed by Castello and Polido (1994). These equations quantify the influence of sandy fractions in plasticity and one-dimensional compressibility of clay and sand mixtures with different fractions on the total mass of the dry mixture. And, these equations have been proposed for clays with "same sandy", where compression occurs exclusively in the clay matrix, in a practically uniform and without stress concentration. The results of onecompression dimensional tests, molded into samples in the laboratory for different mixtures of clay and sand, evaluated in this study, indicates a linear relationship between the values of index compression primary and the fraction of fines in mixtures with clay and sand in percentages over 20% clay. The same tendency was observed in the variation of the Atterberg limits with the fraction of fines in different mixtures of clay and sand, since these index properties are correlated with the compressibility of the fines soil. In this case, the identification clays with "same sandy" are valid and the sandy fraction can be considered inert in the mixture of clay and sand. Is also studied in this work, the correlations published in the literature of values of Atterberg limits and the relative values of index compression primary to different mixtures of clayey soils
A maior parte das teorias em engenharia geotécnica foram propostas e são aplicáveis a argilas puras e areias puras e não tratam de problemas envolvendo misturas de solos; porém, devido à variabilidade dos solos encontrados na natureza, verifica-se a necessidade de um maior conhecimento das propriedades geotécnicas de misturas de argila e areia. Este trabalho reuniu pesquisas publicadas sobre o comportamento geotécnico de misturas de argila e areia a fim de avaliar, por meio de resultados experimentais as normalizações propostas por Castello e Polido (1994). Essas equações permitem quantificar a influência de frações arenosas na plasticidade e compressibilidade unidimensional de misturas de argila e areia com diferentes frações relativas à massa total seca da mistura. E foram propostas para argilas pouco arenosas , onde a compressão ocorre exclusivamente na matriz argilosa, de forma praticamente uniforme e sem concentração de tensões. Os resultados dos ensaios de compressão unidimensional, em amostras moldadas em laboratório para diferentes misturas de argila e areia ora avaliados indicam uma relação linear entre os valores do índice de compressão primária e a fração de finos nas misturas de argila e areia com porcentagens superiores a 20% de fração de finos. A mesma tendência foi observada na variação dos valores dos limites de Atterberg com a fração de finos em diferentes misturas de argila e areia, uma vez que tais propriedades índices estão correlacionadas com a compressibilidade dos solos finos. Nesse caso, é válida a identificação de argila pouco arenosa e a fração arenosa pode ser considerada inerte na mistura; são avaliadas também as correlações publicadas na literatura entre valores dos limites de Atterberg e os correspondentes valores de índice de compressão primária de diferentes solos argilosos
7
Guan, Yu, und 官禹. „Direct Tension Tests on Compacted Sand-Clay Mixture“. Thesis, 2015. http://ndltd.ncl.edu.tw/handle/85750360443199314476.
Der volle Inhalt der QuelleAnnotation:
碩士國立臺灣大學
土木工程學研究所
103
The common laboratory tests for determining the tensile strength of soils can be categorized into direct and indirect methods. For direct methods, there are no standard testing apparatus and procedures to measure the tensile strength of soils. For direct tension tests, major affecting factors on tensile strength include the size of specimen, tensile pulling rate and the shape of apparatus mold. A recent development of a direct tension apparatus and tensile strength testing on compacted soil are presented in this thesis. Firstly, the influence of the tensile pulling rate on tensile strength of soil was studied. Secondly, the behavior of crack propagation due to the shape of the direct tension mold was discussed. Three types of wedges were used in tests, including triangular, trapezoid-shaped and rectangular wedges. Using the particle image velocimetry (PIV) technique, the crack propagation along with the developed tensile stress was captured. The suitability of the wedges was then evaluated. In addition, tests measuring tensile strength of soils with different specimen depths and cross sectional areas were conducted. These affecting factors in the developed direct tension apparatus and measurement of tensile strength were discussed. From the results of the direct tension tests, the displacement rate of the split box might had little influence on the tensile force versus displacement curve and crack propagation. Furthermore, the peak tensile force was not influenced by the tensile pulling rate. From the results of the PIV analyses, it is concluded that triangular wedges are suitable for direct tension experiments. Most importantly, tensile strength was found size dependent from the direct tension tests, where the cross sectional area could influence the tensile strength of compacted soil mixture. It is concluded that the tensile strength leads to a constant value when the area ratio exceeded a great value.
8
Tong, Lian-Zhi-Qi, und 童連致齊. „Direct Tension Test on Compacted Sand-Clay Mixture with Different Ratio of Sand to Clay and Factors Affecting Its Measurements“. Thesis, 2016. http://ndltd.ncl.edu.tw/handle/66838116428562559738.
Der volle Inhalt der QuelleAnnotation:
碩士國立臺灣大學
土木工程學研究所
104
In geotechnical engineering practice, the tensile strength of soil is generally ignored during design and safety assessment. Compared to the compressive strength of soil and the shear strength of soil, the tensile strength of soil is too small to be considered. Furthermore, uncommon testing apparatuses and techniques for measuring the tensile strength of soil and uncompleted theories have not been adequately developed and studied. Currently, the methods of measuring the tensile strength of soil can be categorized into direct and indirect methods. Compared to direct method, the indirect methods, such as the Brazilian test, the split tension test, double punch test, unconfined penetration test, etc. have been developed. All the indirect tension tests have a defect that the orientation of tensile strain cannot be directly obtained during experiment. Therefore, in this study, direct tension method is modified and the tensile behavior of compacted lightly cemented sand is examined. The modified direct tension apparatus was developed. To examine the geometric influence in direct tension test, three affecting factors, the effect of the specimen sizes, the effect of boundary condition and the effect of the clay-sand mixed ratios, respectively, were discussed in this study. First affecting factor was examined by changing the height of specimen, 3 cm, 6 cm, 9 cm and 12 cm, respectively. Second affecting factor was examined only by triangular wedges with three different angles, 10°, 20° and 30°, respectively. The higher the triangular wedge angle, the less cross sectional area is, and the higher grabbing ability is. Therefore, the specimen size and shape should be discussed. The last affecting factor was examined by 4:1 and 3:1 mixed ratio of sand to clay by weight. All the specimens were prepared at its maximum dry density and optimum moisture content, and compacted by the tampers which fit the shape of the specimen. In addition, this direct tension apparatus was modified firstly in this study due to the unsolved problems in the previous study, such as the non-uniform compaction, the friction of guide rails and the eccentric problem during the experiment. From the results of the direct tension tests, the specimen with different fines contents could strongly influence their behavior at different geometric conditions. Besides the strength analysis, the energy analysis was used to describe the tensile behavior of soil.
9
李友恆. „Engineering properties of clay-sand mixtures compacted at dry and wet of optimum water content“. Thesis, 1986. http://ndltd.ncl.edu.tw/handle/78779855794753978934.
Der volle Inhalt der Quelle
10
Hsu, Ya-Han, und 徐雅涵. „Experimental Study and Analysis for Tensile Strength of Compacted Sand-Clay Mixtures through Unconfined Penetration Tests“. Thesis, 2015. http://ndltd.ncl.edu.tw/handle/86759177188817219293.
Der volle Inhalt der QuelleBücher zum Thema "Sand-clay mixture"
1
Strobel, G. S. Resistivity-water content relationship of a sand/bentonite clay mixture. Pinawa, Man: AECL, Whiteshell Laboratories, 1994.
Den vollen Inhalt der Quelle finden
2
Million, J. B. Production of vegetables on mixtures of sand tailings and waste phosphatic clay. S.l: s.n, 1987.
Den vollen Inhalt der Quelle findenBuchteile zum Thema "Sand-clay mixture"
1
Cho, Y. H., M. Watanabe, T. Nakamura und N. Mizutani. „Morphological Evolution of Clay/Sand Mixture Focusing on Clay Loss“. In APAC 2019, 593–99. Singapore: Springer Singapore, 2019. http://dx.doi.org/10.1007/978-981-15-0291-0_82.
Der volle Inhalt der Quelle
2
Wang, Jui-Pin, Hoe I. Ling und Yoshiyuki Mohri. „Stress-Strain Behavior of a Compacted Sand-Clay Mixture“. In Soil Stress-Strain Behavior: Measurement, Modeling and Analysis, 491–502. Dordrecht: Springer Netherlands, 2007. http://dx.doi.org/10.1007/978-1-4020-6146-2_31.
Der volle Inhalt der Quelle
3
Shaikh, Nafisa D. „Effect of Kaolinite Clay and Different Sand Gradation Mixture on Compaction Parameters“. In Lecture Notes in Civil Engineering, 495–507. Singapore: Springer Singapore, 2021. http://dx.doi.org/10.1007/978-981-33-6444-8_45.
Der volle Inhalt der Quelle
4
Arinze Emmanuel, E., und C. Ekeoma Emmanuel. „Experimental and Numerical Performance Evaluation of Cement-Calcined Kaolin-River Sand-Clay Mixture as a Highway Material“. In Recent Advances in Geo-Environmental Engineering, Geomechanics and Geotechnics, and Geohazards, 313–16. Cham: Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-030-01665-4_72.
Der volle Inhalt der Quelle
5
Di Benedetto, H. „Small Strain Behaviour and Viscous Effects on Sands and Sand-Clay Mixtures“. In Soil Stress-Strain Behavior: Measurement, Modeling and Analysis, 159–90. Dordrecht: Springer Netherlands, 2007. http://dx.doi.org/10.1007/978-1-4020-6146-2_3.
Der volle Inhalt der Quelle
6
Duttine, Antoine, Herve Di Benedetto und Damien Di Bang. „Viscous Properties of Sands and Mixtures of Sand/Clay from Hollow Cylinder Tests“. In Soil Stress-Strain Behavior: Measurement, Modeling and Analysis, 367–82. Dordrecht: Springer Netherlands, 2007. http://dx.doi.org/10.1007/978-1-4020-6146-2_20.
Der volle Inhalt der Quelle
7
Łuczak-Wilamowska, Beata. „Basic Soil Properties of a Number of Artificial Clay - Sand Mixtures Determined as a Function of Sand Content“. In Engineering Geology for Infrastructure Planning in Europe, 308–15. Berlin, Heidelberg: Springer Berlin Heidelberg, 2004. http://dx.doi.org/10.1007/978-3-540-39918-6_36.
Der volle Inhalt der Quelle
8
Luijendijk, Elco, und Tom Gleeson. „How well can we predict permeability in sedimentary basins? Deriving and evaluating porosity-permeability equations for noncemented sand and clay mixtures“. In Crustal Permeability, 87–103. Chichester, UK: John Wiley & Sons, Ltd, 2016. http://dx.doi.org/10.1002/9781119166573.ch10.
Der volle Inhalt der Quelle
9
Gharzouni, Ameni, Clément Alizé und Sylvie Rossignol. „Fire Resistant Geopolymers Based on Several Clays Mixtures“. In Clay and Clay Minerals [Working Title]. IntechOpen, 2021. http://dx.doi.org/10.5772/intechopen.98566.
Der volle Inhalt der QuelleAnnotation:
This chapter aims to highlight the effect of clay mixture mineral composition and alkali concentration of potassium alkaline solutions on the thermal behavior of geopolymer materials. For this, three mixtures composed of kaolin (pure, impure kaolin or mixture of both), calcium carbonate, sand and potassium feldspar and three potassium alkaline silicate solutions with different concentrations were used (5, 6 and 7 mol.L−1). At first, the effect of rotary calcination parameters at 750°C such as the dwell time (30, 60, 120 and 180 min) and weight powder (100, 400 and 500 g) was investigated. It was demonstrated that the kaolin dehydroxylation is quasi complete (> 90%) and do not significantly depend on the dwell time and powder weight. Whereas the carbonate decomposition degree increases with the increase of dwell time and the decrease of powder weight but still not complete (<80%). These differences influence the feasibility of consolidated materials. Indeed, a flash setting occurs for samples based mixtures with high calcium carbonate decomposition degree (> 50%) and low wettability values (500 μL/g) for the three used alkaline solutions. The thermal behavior at 1000°C depends on the chemical composition of the aluminosilicate source and the concentration of alkaline solution. A conservation of the compressive strength at 43 MPa after thermal treatment at 1000°C of geopolymers based on mixture of pure and impure kaolin and a low potassium concentration solution (5 mol.L−1) was evidenced.
10
Keefer, Robert F. „Physical Properties of Soils“. In Handbook of Soils for Landscape Architects. Oxford University Press, 1999. http://dx.doi.org/10.1093/oso/9780195121025.003.0006.
Der volle Inhalt der QuelleAnnotation:
Soil texture can be defined as the size and proportion of the soil particles—sand, silt, and clay—that are present in a soil. . . . Sand is the largest—from 0.05 to 2mm—and considered coarse texture; consists of angular spheres or cubes. Silt is intermediate—from 0.002 to 0.05mm—and considered medium texture; consists of properties between sand and clay. Clay is the smallest, being less than 0.002mm, and considered fine texture; appears as plate-like or flakes. . . . Any individual soil can be placed on the soil textural diagram when relative amounts of sand, silt, and clay are specified. As a general rule, the type of soil can be determined by feel when squeezed between the fingers. If the soil feels harsh and gritty it would be classified as a sandy soil. One that feels smooth and not sticky or plastic would be a silt soil, and one that is sticky or plastic would be a clay. Another way to distinguish between soils is their ability to form a ribbon. Soils that will not form a ribbon are sands. Those that form a fragile ribbon are loams; those that easily form a thick ribbon are clay loams; and those that easily form a long, thin, flexible ribbon are clays. . . . To be classified a sand, the soil must have more than 45% sand. To be classified a clay, the soil must have more than 20% clay. Loam is a mixture of sand, silt, and clay in about equal proportions. It is considered “ideal” for growing plants. . . . Weight of the soil solids is called “particle density.” For most common mineral soils (soils in which organic matter is usually less than 20%), particle density is about 2.65 g/cm3. Organic soils (where organic matter is greater than 20%) are usually about half as heavy, with particle density between 1.1 to 1.4 g/cm3. This measurement would be an important factor to consider if much material was to be transported for topsoiling.
Konferenzberichte zum Thema "Sand-clay mixture"
1
Yan, J., E. Liu und X. Y. Li. „Seismic Anisotropy in Sediments with Clay-Sand Mixture“. In 63rd EAGE Conference & Exhibition. European Association of Geoscientists & Engineers, 2001. http://dx.doi.org/10.3997/2214-4609-pdb.15.p039.
Der volle Inhalt der Quelle
2
Fedakar, Halil I., Wenjing Cai, Cassandra J. Rutherford und Bora Cetin. „Evaluation of Deformation Behavior of Sand-Clay Mixture under Traffic Loads“. In Geo-Congress 2020. Reston, VA: American Society of Civil Engineers, 2020. http://dx.doi.org/10.1061/9780784482803.022.
Der volle Inhalt der Quelle
3
Strobel, Guye S., Zhen Mu und Al Wexler. „Remote sensing water content in a clay / sand mixture using Impedance Computed Tomography“. In 1992 Symposium on Antenna Technology and Applied Electromagnetics. IEEE, 1992. http://dx.doi.org/10.1109/antem.1992.7854304.
Der volle Inhalt der Quelle
4
Al-Ghamdi, Abdullah Saeed. „Effect of Fine Sediments on the Performance of Axial Pumps“. In ASME 2008 Fluids Engineering Division Summer Meeting collocated with the Heat Transfer, Energy Sustainability, and 3rd Energy Nanotechnology Conferences. ASMEDC, 2008. http://dx.doi.org/10.1115/fedsm2008-55003.
Der volle Inhalt der QuelleAnnotation:
This study presents experimental work done to investigate the effect of fine sediment concentration on the performance of axial pumps. The pump was tested at three different motor speeds of 1000 rpm, 1150 rpm and 1350 rpm. At each motor speed, the pump was tested at three different sediment concentrations by weight of 0%, 2.485% and 8.10%. The sediment used in the investigation consists of a mixture of fine sand, silt and clay (16% fine sand, 38% silt and 46% clay). Results show that the efficiency of the axial pump is negatively influenced by the presence of fine sediments in the flow. As the sediment concentration increases to 8.10% the maximum reduction in axial pump’s efficiency for the range tested reached about 30% for motor speed of 1350 rpm and up to 40% for the lower motor speed of 1000 rpm. The reduction in the efficiency may be attributed to the change in the viscosity of the fluid that required higher torque (hence higher input power) to produce the same discharge. These results provide an evidence of a considerable reduction of axial pumps efficiency when used to pump water with fine sediment of silt and clay. However, further investigation is recommended for commercial size pumps and at different sediment concentrations and different composition of sediment.
5
„Investigation of Eco – Friendly Interlocking Masonry Units“. In Recent Advancements in Geotechnical Engineering. Materials Research Forum LLC, 2021. http://dx.doi.org/10.21741/9781644901618-20.
Der volle Inhalt der QuelleAnnotation:
Abstract. This project reveals about the detailed investigation of eco-friendly interlocking masonry units. Interlocking between individual units is enabled by providing grooves, male and female joint on them. Hence less mortar is required for construction of masonry units while using these interlocking bricks. Various trails and tests will be conducted on these interlocking bricks by addition of various materials such as E-wastes, coir pith and saw dust in clay soil. Hence the cost of these masonry units will be reduced. All these various mixtures are mixed at different proportions and ideal mixture are to be found then the grooves are to be altered by male and female joints. Further in addition of clay and sand, wooden powder and coir pith are to be added so that while burning of these masonry units results in good colour and more strength (35% improved strength while comparing to an A-Class brick). Optimum ratio with minimal cost and max efficiency with sustainability to the environment is recommended to the market. In the past year there was a spread of pandemic COVID 19. Precautious measures are taken to avoid the spread of this pandemic. By considering this situation a chemical is to be added in this masonry unit which will be acting as an disinfectious agent which will avoid the entry of various common viruses and bacteria like rhino viruses, salmonella. This ability of the masonry unit will last more than 24 months and beyond. And this can also be replenished after specific period of time. These masonry units have less mortar consumption (70% less mortar consumption while comparing to an A-Class brick), more workability, disinfectious and accommodates waste materials. Hence it is considered to be eco-friendly and sustainable.
6
Urban, C., und A. Weller. „Dielectric properties of sand-clay mixtures“. In 5th EEGS-ES Meeting. European Association of Geoscientists & Engineers, 1999. http://dx.doi.org/10.3997/2214-4609.201406428.
Der volle Inhalt der Quelle
7
Xu, S., und R. White. „A New velocity model for sand-clay mixtures“. In 55th EAEG Meeting. European Association of Geoscientists & Engineers, 1993. http://dx.doi.org/10.3997/2214-4609.201411634.
Der volle Inhalt der Quelle
8
Shaker, Abdullah A., Tamer Y. Elkady und Abdulmuhsin Dhowian. „Swell and Compressibility of Sand-Expansive Clay Mixtures“. In Geo-Shanghai 2014. Reston, VA: American Society of Civil Engineers, 2014. http://dx.doi.org/10.1061/9780784413388.002.
Der volle Inhalt der Quelle
9
Dinesh, S. V., S. Yamada und M. Hyodo. „Low Strain Shear Modulus of Sand-Clay Mixtures“. In GeoCongress 2008. Reston, VA: American Society of Civil Engineers, 2008. http://dx.doi.org/10.1061/40971(310)42.
Der volle Inhalt der Quelle
10
Patel, H. R., und G. G. Chase. „Migration of Clay in Flows of Oil-Water Mixtures Through Sand Filters“. In ASME 2001 Engineering Technology Conference on Energy. American Society of Mechanical Engineers, 2001. http://dx.doi.org/10.1115/etce2001-17162.
Der volle Inhalt der QuelleAnnotation:
Abstract One of the most crucial problems that the petroleum industry has been facing for quite some time, is the damage done to the sandstone formations by the produced water that is pumped into the ground during secondary oil recovery. The drastic reduction in permeability of these sandstone beds due to the water-shock, is a great concern in petroleum industry. The changes in produced water composition has made secondary oil recovery difficult. The decreasing permeability of the bed, increases the pumping and equipment cost to a great extent. The control of clay release is essential to the economic and effective operations in many oil fields. The main topic of this research is the effect of electrolytic composition in produced water on the clay particles pumped into sandstone formations or through sand-filters. Earlier studies [1–5] have revealed that high pH and low salt concentrations of water lead to release of clay from sand-grains. Also, there might be some clay particles injected into the ground with the produced water. These injected clays get captured by the sandstone bed. Both the release and capture of clays changes the porosity of bed and the surface area of sandstone particles and thus, reduces the permeability of the bed drastically. This paper just presents the experimental work done to predict the release of indigenous clay in the sand filter in aqueous phase flow. Future work will concentrate more on actual filtration experiments to release of indigenous clays and capture of injected clays in aqueous phase flow and the release-capture phenomena in two phase flows as well. In produced water operations, oil companies need to remove particles from the injection water to avoid formation damage. Consolidated Sand Cartridge filters are an inexpensive alternative compared to tradition means of filtering the particles. This work demonstrates the capability and advantages of these filters. The filter has properties similar to that of sandstone and so, results of clay migration study for the filter may be similar to sandstone bed as well. The Consolidated Sand filter is superior compared to conventional cylindrical sand filters in that its outer surface is expanded out into a six-lobe geometry with a larger surface area for filtration. Hence higher flow rates are achieved through the filter at a given pressure drop and the life of filter increases. Also, it has a glue bound sand structure which reduces the release of clay compared to the conventional sand filters. However, the disadvantage of the filter is that it is bulky and heavy and it adds to the disposal cost for the user. This work serves the dual purpose of characterizing the consolidated sand cartridge filter and also, studying the phenomena of clay release and capture in the sand filter to determine the optimum combination of pH and salt-concentration for minimal permeability loss. The phenomenon of clay release and capture is explained on basis of zeta potential of the particles, which characterize the surface charge of the particles.
Berichte der Organisationen zum Thema "Sand-clay mixture"
1
Wildenschild, D., J. J. Roberts und E. D. Carlsberg. On the Relationship Between Microstructure and Electrical and Hydraulic Properties of Sand-Clay Mixtures. Office of Scientific and Technical Information (OSTI), Oktober 1999. http://dx.doi.org/10.2172/793922.
Der volle Inhalt der Quelle