Neste trabalho analisa-se o comportamento de duas configurações de liners através da percolação com solução de \'K\'CL\'. São utilizadas amostras de solo compactadas, do interior do estado de São Paulo, provenientes da Formação Corumbataí, combinadas a um geocomposto bentonítico (GCL) de fabricação nacional. São utilizados ensaios em coluna de percolação em dois corpos-de-prova, nas configurações: solo compactado acima do GCL e solo compactado abaixo do GCL. Esses ensaios permitiram a determinação da condutividade hidráulica e dos parâmetros de transporte dos materiais estudados. Dessa forma, compara-se o comportamento desses materiais combinados com os resultados obtidos por Musso (2008), que adotou a configuração independente. Após o início da percolação com solução \'K\'CL\' a condutividade hidráulica (\'K\') das duas configurações apresentou comportamento crescente. No entanto, este aumento no \'K\' não afetou o desempenho hidráulico dos materiais, e a condutividade hidráulica mostrou-se com valores da ordem de \'10 POT.-11\' m/s. O fator de retardamento da configuração na qual o GCL encontra-se acima da camada de solo compactado se mostrou maior com relação à outra configuração analisada. No geral, considerou-se que esta configuração apresentou melhor desempenho como liner composto. Na comparação dos resultados obtidos nesta pesquisa com os apresentados por Musso (op. cit.) a condutividade hidráulica não diferiu, e as configurações de liner compostos apresentaram maiores fatores de retardamento do que o liner do solo compactado isoladamente. / This research analyzes the behavior of two sets of liners subjected to the percolation of \'K\'CL\' solution. Samples of compacted soil from Corumbataí Formation, combined with a geosynthetic clay liner (GCL) of brazilian manufacture were used. Column percolation tests were used in two specimens, in the settings: compacted soil above the GCL and compacted soil below the GCL. These tests allowed the determination of hydraulic conductivity and transport parameters of the materials under study. Thus, the behavior of these composite liners was compared with the results obtained by Musso (2008), which tested the independent configuration. After the start of percolation of the \'K\'CL\' solution the hydraulic conductivity (\'K\') of the two settings showed an increase. However, this increase in \'K\' did not affect the hydraulic performance of materials, and the hydraulic conductivity was observed with values of about \'10 POT.-11\' m/s. The retardation factor of the configuration in which the GCL is above the layer of compacted soil was larger in relation to the other configuration analyzed. Overall, it was considered that this configuration showed better performance as composite liner. Comparing the results with those presented by Musso (2008), the hydraulic conductivity didn\'t differ, and the composite liners had higher retardation factors than the liner of compacted soil alone.

Conselho Nacional de Desenvolvimento Científico e Tecnológico / The lowland areas are predominantly cultivated with irrigated rice. However, the monoculture of rice can to complicate the use of these areas for rice crop. An alternative to this is the use of crop rotation. The crop that may be used in rotation with rice is the soybean. But, some lowland areas present poor drainage, low hydraulic conductivity and compacted layer present in the soil sub-surface, soybean yield is usually limited especially in drought years. Thus, the objective this study was to evaluate the effect of tillage systems and soybean sowing and border irrigation on soil physical and hydraulic properties, oxidative stress in the leaf tissue of plants, root growth and development, nutrients content in leaf tissue of plants and soybeans yield. The experiments were performed in the Experimental Area of the Federal University of Santa Maria, during 2013/14 and 2014/15 growing season in Santa Maria-RS, Brazil and during 2013/14 growing season in Formigueiro, RS. Levels of factor A were: tillage and seeding systems: chisel plough with sowing using a offset double disc; no-till with sowing using a furrow opener upon a raised bed; sowing using a knife runner opener; sowing using a (fluted coulter disc) wavy disc with 12 waves and sowing using a offset double disc. The D factor levels were: irrigated and non-irrigated. The results showed that systems with sowing using knife, sowing on raised bed and chisel plough reduce soil bulk density in the layer from 0.00 to 0.20 m in the sowing row. These systems improve in the soil physical and hydraulic properties such as soil bulk density, total porosity, macroporosity and infiltration capacity and water storage in the soil. Tillage systems with sowing using offset double disc and (fluted coulter disc) wavy disc has less effect of soil bulk density reduction in the soybean sowing row and improvement of soil physical and hydraulic properties. The presence of a compacted layer in the soil sub-surface (layer from 0.07 to 0.15 m) causes oxidative stress in plants in drought seasons. The system using chisel plough and sowing using knife minimize those stresses and provide greater soybean roots growth and development, nodulation and higher grain yield. The border irrigation on soil moisture conditions below 60% of field capacity results in reduced oxidative stress, increased of roots growth and development, providing increase in nodulation and soybeans yield in areas with presence compacted layer in the soil sub-surface. / As áreas de várzeas são predominantemente cultivadas com a cultura do arroz irrigado. No entanto, o monocultivo do arroz irrigado pode inviabilizar o uso dessas áreas para o cultivo do arroz. Uma alternativa para isso é o uso de rotação de culturas. A soja é uma cultura que pode ser utilizada em rotação com o arroz irrigado. Porém, em função de características dessas áreas como: drenagem deficiente, baixa condutividade hidráulica e presença de camada compactada próximo à superfície do solo, a produtividade da soja é usualmente limitada principalmente em anos de estresse hídrico. Diante disso, o objetivo de estudo da tese foi avaliar o efeito de sistemas de implantação e de semeadura da soja e da irrigação por faixas em propriedades físicas do solo, no crescimento e desenvolvimento radicular, no estresse oxidativo das plantas, na concentração de nutrientes no tecido das plantas e no rendimento de grãos de soja. Os experimentos foram realizados na área Experimental de Várzea da Universidade Federal de Santa Maria, RS, nas safras de 2013/14 e de 2014/15, e em Formigueiro, RS, na safra de 2013/14. Os níveis do fator A foram: sistemas de implantação e de semeadura: escarificação do solo com semeadura utilizando disco duplo na semeadora; sem escarificação do solo e semeadura em microcamalhão com haste sulcadora; semeadura com haste sulcadora; semeadura com disco ondulado e semeadura com disco duplo. Os níveis do fator D foram: com e sem irrigação por faixas. Com base nos resultados obtidos, observa-se que os sistemas com haste sulcadora, microcamalhão e com escarificação do solo reduzem a densidade do solo na camada de 0,00 0,20 m na linha de semeadura. Esses sistemas melhoram na linha de semeadura as propriedades físico-hídricas do solo como a densidade do solo, porosidade total, macroporosidade e capacidade de infiltração e armazenamento de água no solo. Os sistemas de implantação com semeadura utilizando disco duplo e disco ondulado apresentaram menor efeito de redução de densidade do solo na linha de semeadura e melhoria das propriedades físico-hídricas. A presença de uma camada compactada próximo a superfície do solo (camada de 0,07 0,15 m) causa estresse oxidativo nas plantas em épocas de déficit hídrico. O sistema com escarificação do solo e com semeadura utilizando haste sulcadora minimizam esses estresses e proporcionam maior crescimento e desenvolvimento de raízes de soja, nodulação, bem como maior rendimento de grãos. O uso da irrigação por faixas em condições de umidade do solo abaixo de 60% da capacidade de campo resulta em redução do estresse oxidativo, aumento do crescimento e desenvolvimento de raízes, proporcionando acréscimo na nodulação e no rendimento de grãos de soja em áreas com presença de camada compactada próximo a superfície do solo.

Automotive industry products portfolio includes a wide variety of complex‐shaped cast iron products, such as truck engine components, that need to withstand a constant trend of higher demands, especially urged by stricter environmental regulations on emissions. Combined with this continued demand on properties improvement, cast iron industry faces a process problem related to the lack of understanding of solidification and mechanisms behind defect formation. Casting products are highly affected by the product design and the manufacturing method itself, which governs the final microstructure and hence the final mechanical properties. Wall thickness of the moulding material strongly influences the solidification time, varying the microstructural coarseness, resulting in a component with different properties depending on the local shape of the casting. The main objective of this work is the characterization of the primary austenite microstructure and its coarsening process, which has been poorly documented in cast iron literature, to allow the prediction and control of these microstructural features present in the casting. The microstructural evolution of the primary austenite in hypoeutectic lamellar graphite iron (LGI) is studied under isothermal coarsening conditions. The dendritic microstructure suffered major morphological changes that included dendrite fragmentation, globularization, and coalescence. Empirical relations based on morphological parameters are introduced to predict the microstructural evolution of primary austenite. A novel technique for colour‐etching and semi‐automatic image analysis for the characterization of quenched dendritic microstructures in cast iron is presented. A new experimental technique for production of graphitic iron with varying nodularity is presented as a solution to control the production of compacted (CGI) and spheroidal graphite iron (SGI) under laboratory conditions. The nodularity evolution is controlled as a function of the holding time and the residual Mg, allowing the study of the primary solidification and primary microstructures of hypoeutectic CGI and SGI in future investigations.

In respect of autogenous and drying shrinkage and the effects of relaxation creep during the hydration cycle, roller compacted concrete in dams has to date been universally assumed to behave in the same manner as conventional mass concrete, despite notional evidence to the contrary on prototype dam structures, particularly in respect of high-paste RCC. While the results of laboratory materials testing and associated early behaviour analyses for RCC have been published, no conclusive example exists in the public domain whereby predicted behaviour is confirmed through measured behaviour on a comprehensively-instrumented prototype dam structure. In his PhD thesis, Quentin Shaw presents evidence to indicate that the early behaviour of RCC, and particularly high quality, high-paste RCC in dams, is quite different to that of CVC. Referring to instrumentation records from Wolwedans and Knellpoort dams in South Africa, Çine Dam in Turkey, Wadi Dayqah Dam in Oman and Changuinola 1 Dam in Panama, indications of less than expected shrinkage and stress relaxation creep during the hydration cycle in the constituent RCC are documented. Taking the comprehensively-instrumented and monitored Wolwedans Dam, the actual materials behaviour of the constituent RCC is evaluated through the replication of the prototype behaviour on a finite element model. Through this analysis, it is clearly demonstrated that the level of shrinkage and stress relaxation creep that would be traditionally assumed in RCC simply did not occur. In fact, the analyses suggested that no shrinkage, or creep was apparent. The reasons for the different behaviour of high-paste RCC compared to CVC are subsequently explored. With Wadi Dayqah Dam as the only example evaluated where some drying shrinkage and/or stress relaxation creep was obviously apparent, the evident susceptibility of this lean RCC mix, with a high w/c ratio, a high content of non-cementitious fines, natural gravel aggregates, a high aggregate water absorption and placement in a very dry environment, is noted. However, it is considered to be the combination of a strong aggregate skeletal structure developed through roller compaction and a low w/c ratio that results in a particularly resilience in high-paste RCC to early shrinkage and creep. It is also recognised that temperature and gravity effects in an arch dam structure will tend to limit, or even eliminate containment stresses in the critical load-carrying upper section and that this will reduce the risk and impact of stress relaxation creep. Consequently, a new understanding of the early behaviour of RCC in large dams is presented, suggesting that a high quality RCC mix in an arch dam can be designed for a cumulative shrinkage and stress relaxation creep under the hydration cycle of approximately 20 microstrain, compared with a more traditionally accepted value of between 125 and 200 microstrain. The implications of these findings on the design of large RCC dams are demonstrated to be significant, particularly in respect of RCC arch dams. In addition, suggestions are made for the requirements in respect of RCC mix design for negligible shrinkage and creep, while an approach to combine the use of field measurement with structural modelling to predict and demonstrate actual RCC behaviour is briefly discussed. / Thesis (PhD)--University of Pretoria, 2011. / Civil Engineering / unrestricted

Neste trabalho analisa-se o comportamento de duas configurações de liners através da percolação com solução de \'K\'CL\'. São utilizadas amostras de solo compactadas, do interior do estado de São Paulo, provenientes da Formação Corumbataí, combinadas a um geocomposto bentonítico (GCL) de fabricação nacional. São utilizados ensaios em coluna de percolação em dois corpos-de-prova, nas configurações: solo compactado acima do GCL e solo compactado abaixo do GCL. Esses ensaios permitiram a determinação da condutividade hidráulica e dos parâmetros de transporte dos materiais estudados. Dessa forma, compara-se o comportamento desses materiais combinados com os resultados obtidos por Musso (2008), que adotou a configuração independente. Após o início da percolação com solução \'K\'CL\' a condutividade hidráulica (\'K\') das duas configurações apresentou comportamento crescente. No entanto, este aumento no \'K\' não afetou o desempenho hidráulico dos materiais, e a condutividade hidráulica mostrou-se com valores da ordem de \'10 POT.-11\' m/s. O fator de retardamento da configuração na qual o GCL encontra-se acima da camada de solo compactado se mostrou maior com relação à outra configuração analisada. No geral, considerou-se que esta configuração apresentou melhor desempenho como liner composto. Na comparação dos resultados obtidos nesta pesquisa com os apresentados por Musso (op. cit.) a condutividade hidráulica não diferiu, e as configurações de liner compostos apresentaram maiores fatores de retardamento do que o liner do solo compactado isoladamente. / This research analyzes the behavior of two sets of liners subjected to the percolation of \'K\'CL\' solution. Samples of compacted soil from Corumbataí Formation, combined with a geosynthetic clay liner (GCL) of brazilian manufacture were used. Column percolation tests were used in two specimens, in the settings: compacted soil above the GCL and compacted soil below the GCL. These tests allowed the determination of hydraulic conductivity and transport parameters of the materials under study. Thus, the behavior of these composite liners was compared with the results obtained by Musso (2008), which tested the independent configuration. After the start of percolation of the \'K\'CL\' solution the hydraulic conductivity (\'K\') of the two settings showed an increase. However, this increase in \'K\' did not affect the hydraulic performance of materials, and the hydraulic conductivity was observed with values of about \'10 POT.-11\' m/s. The retardation factor of the configuration in which the GCL is above the layer of compacted soil was larger in relation to the other configuration analyzed. Overall, it was considered that this configuration showed better performance as composite liner. Comparing the results with those presented by Musso (2008), the hydraulic conductivity didn\'t differ, and the composite liners had higher retardation factors than the liner of compacted soil alone.

This thesis deals with the production of compact graphite iron in a foundry HEUNISCH Brno, s.r.o. The first part describes the structure, chemical composition, properties, methods of modification and inoculation. The following section describes the production of cast iron, metallographical evaluation of the planimetric method and image analysis.

京都大学 / 0048 / 新制・課程博士 / 博士(工学) / 甲第21357号 / 工博第4516号 / 新制||工||1703(附属図書館) / 京都大学大学院工学研究科都市社会工学専攻 / (主査)教授 大津 宏康, 准教授 PIPATPONGSA Thirapong, 教授 三村 衛 / 学位規則第4条第1項該当 / Doctor of Philosophy (Engineering) / Kyoto University / DGAM

<p>The graphite structure in compacted graphite iron (CGI) is more coral-like and interconnected only within each eutectic cell. The irregular surface of the graphite-matrix interface has blunt edges which results in the intimate adhesion of the graphite particles to the metal matrix producing more resistance to crack initiation and more vermicular paths arrest crack propagation. Furthermore, the coral-like graphite particles, which are characterized with round edges, also do not promote crack propagation and serve as crack arrestors once cracks are initiated. This unique morphology of graphite in CGI, thereafter, pays off in a higher tensile strength and modulus of elasticity while possessing reasonable thermal conductivity.</p> <p>This work is divided into two phases. The first phase establishes a foundation of a microstructure modeling technique which will be then applied to model CGI in machining. Modeling is being done to shift the approach away from trial and error as is currently being done to a more physics based approach. As machining is conceptually a controlled fracture process, this stage comprehensively studies and models the initiation and propagation of fracture in compacted graphite iron.</p> <p>The second phase serves as an application of the previously built model to capture the more complex scenario involving machining of CGI at different cutting speeds and feeds. The finite element modeling of CGI in machining provides an as of yet unavailable procedure on which future optimization techniques can be performed. The study of chip formation, cutting insert wear, and force measurements are performed in parallel with the modeling process and are employed as means to validate the FE model. Validation of both work phases has been completed to support the model developed in this thesis that captures the critical aspects of machining CGI under different operating scenarios.</p> / Doctor of Philosophy (PhD)

Urban runoff continues to impair water quality and there is an increasing need for stormwater management within the limited confines of urban spaces. We propose a system of structural soil and trees that can be incorporated beneath pavement. Structural soil has a high load-bearing capacity yet is engineered to support tree root growth. Stormwater is directed into a structural soil reservoir below the pavement where tree roots can also thrive. Two container experiments evaluated tree function in this system. We examined whether tree roots can grow into compacted subsoils and if root penetration increases soil infiltration rate. Quercus velutina, Acer rubrum, and a no-tree variant were planted in 26.5 L (7 gal) containers and the rootballs surrounded by compacted clay loam. Roots grew into all layers of the compacted soil. Infiltration rate increased by 63% (+/-2%) compared to no-tree containers. A second experiment evaluated water uptake and tree development in fluctuating water tables. Quercus bicolor and Fraxinus pennsylvanica were planted in 94.6 L (25 gal) containers with structural soils (either Stalite or CU® Structural Soil). Trees were subjected to fluctuating water tables simulating infiltration rates of 2, 1, and 0.1 cm/hr for two growing seasons. Trees thrived in all infiltration regimes but roots were shallower in slowly drained treatments. Trees grew best and transpired the highest water volume with moderate infiltration. Even if trees uptake only small volumes of water, increased canopy size compared to conventional plantings (because of greater penetrable soil volume) allows greater rainfall interception thus decreasing runoff. / Master of Science

Deep geological repository (DGR) for disposal of high-level radioactive waste (HLW) is designed to rely on successive superimposed barrier systems to isolate the waste from the biosphere. This multiple barrier system comprises the natural geological barrier provided by the repository host rock and its surrounding and an engineered barrier system (EBS). The EBS represents the synthetic, engineered materials placed within the natural barrier, comprising array of components such as waste form, waste canisters, buffer materials, backfill and seals. The buffer will enclose the waste canisters from all directions and act as a barrier between canisters and host rock of the repository. It is designed to stabilise the evolving thermo-hydro-mechanical-chemical stresses in the repository over a long period (nearly 1000 years) to retard radionuclides from reaching biosphere. Bentonite clay or bentonite-sand mix have been chosen as buffer materials in EBS design in various countries pursuing deep geological repository method. The bentonite buffer is the most important barrier among the other EBS components for a geological repository. The safety of repository depends to a large extent on proper functioning of buffer over a very long period of time during which it must remain physically, chemically and mineralogically stable. The long term stability of bentonite buffer depends on varying temperature and evolution of groundwater composition of host rocks in a complex way. The groundwater in the vicinity of deep crystalline rock is often characterized by high solute concentrations and the geotechnical engineering response of bentonite buffer could be affected by the dissolved salt concentration of the inflowing ground water. Also during the initial period, radiogenic heat produced in waste canisters would radiate into buffer and the heat generated would lead to drying and some shrinkage of bentonite buffer close to canister. This could alter the dry density, moisture content and in turn the hydro-mechanical properties of bentonite buffer in DGR conditions. India has variety of bentonite deposits in North-Western states of Rajasthan and Gujarat. Previous studies on Indian bentonites suggest that bentonite from Barmer district of Rajasthan (termed as Barmer-1 bentonite) is suitable to serve as buffer material in DGR conditions. Nuclear power agencies of several countries have identified suitable bentonites for use as buffer in DGR through laboratory experiments and large scale underground testing facilities. Physico-chemical, mineralogical and engineering properties of Kunigel VI, Kyungju, GMZ, FoCa clay, MX-80, FEBEX and Avonseal bentonites have been extensively studied by Japan, South Korea, China, Belgium, Sweden, Spain, Canada. It is hence essential to examine the suitability of Barmer-1 bentonite as potential buffer in DGR and compare its physico-chemical and hydromechanical properties with bentonite buffers identified by other countries. The significant factors that impact the long-term stability of bentonite buffer in DGR include variations in moisture content, dry density and pore water chemistry. With a view to address these issues, the hydromechanical response of 70 % Barmer-1 bentonite + 30 % river sand mix (termed bentonite enhanced sand, BES specimens) under varying moisture content, dry density and pore water salt concentration conditions have been examined. The broad scope of the work includes: 1) Characterise the physico-chemical and hydro-mechanical properties of Barmer-1 bentonite from Rajasthan, India and compare its properties with bentonite buffers reported in literature. 2) Examine the influence of variations in dissolved salt concentration (of infiltrating solution), dry density and moisture content of compacted BES specimens on their hydro-mechanical response; the hydro-mechanical properties include, swell pressure, soil water characteristic curve (SWCC), unsaturated hydraulic conductivity, moisture diffusivity and unconfined compression strength. Organization of thesis: After the first introductory chapter, a detailed review of literature is performed to highlight the need for detailed characterisation of physico-chemical and hydromechanical properties of Barmer-1 bentonite for its possible application in DGR in the Indian context. Further, existing literature on hydro-mechanical response of bentonite buffer to changes in physical (degree of saturation/moisture content, dry density) and physico-chemical (solute concentration in pore water) is reviewed to define the scope and objectives of the present thesis in Chapter 2. Chapter 3 presents a detailed experimental programme of the study. Chapter 4 characterises Barmer-1 bentonite for physico-chemical (cation exchange capacity, pore water salinity, exchangeable sodium percentage) and hydro-mechanical properties, such as, swell pressure, saturated permeability, soil water characteristic curve (SWCC) and unconfined compression strength. The properties of Barmer-1 bentonite are compared with bentonite buffers reported in literature and generalized equations for determining swell pressure and saturated permeability coefficient of bentonite buffers are arrived at. Chapter 5 describes a method to determine solute concentrations in the inter-lamellar and free-solutions of compacted BES (bentonite enhanced sand) specimens. The solute concentrations in micro and macro pore solutions are used to examine the role of osmotic flow on swell pressures developed by compacted BES specimens (dry density 1.50-2.00 Mg/m3) inundated with distilled water and NaCl solutions (1000-5000 mg/L). The number of hydration layers developed by the compacted BES specimens on inundation with salt solutions in constant volume swell pressure tests is controlled by cation hydration/osmotic flow. The cation hydration of specimens compacted to dry density of 2.00 Mg/m3 is mainly driven by matric suction prevailing in the clay microtructure as the number of hydration layers developed at wetting equilibrium are independent of the total dissolved solids (TDS) of the wetting solution. Consequently, the swell pressures of specimens compacted to 2.00 Mg/m3 were insensitive to the salt concentration of the inundating solution. The cation hydration of specimens compacted to dry density of 1.50 Mg/m3 is driven by both matric suction (prevailing in the clay micro-structure) and osmotic flow as the number of hydration layers developed at wetting equilibrium is sensitive to the TDS of the wetting solution. Expectedly, the swell pressures of specimens compacted to 1.50 Mg/m3 responded to changes in salt concentration of the inundating solution. The 1.75 Mg/m3 specimens show behaviour that is intermediate to the 1.50 and 2.00 Mg/m3 series specimens. Chapter 6 examines the influence of initial degree of saturation on swell pressures developed by the compacted BES specimens (dry density range: 1.40- 2.00 Mg/m3) on wetting with distilled water from micro-structural considerations. The micro-structure of the bentonite specimens are examined in the compacted and wetted states by performing X-ray diffraction measurements. The initial degree of saturation is varied by adding requisite amount of distilled water to the oven-dried BES mix and compacting the moist mixes to the desired density. The montmorillonite fraction in the BES specimens is responsible for moisture absorption during compaction and development of swell pressure in the constant volume oedometer tests. Consequently, it was considered reasonable to calculate degree of saturation based on EMDD (effective montmorillonite dry density) values and correlate the developed swell pressure values with degree of saturation of montmorillonite voids (Sr,MF). XRD measurements with compacted and wetted specimens demonstrated that if specimens of density series developed similar number of hydration layers on wetting under constant volume condition they exhibited similar swell pressures, as was the case for specimens belonging to 1.40 and 1.50 Mg/m3 series. With specimens belonging to 1.75 and 2.00 Mg/m3 series, greater number of hydration layers were developed by specimens that were less saturated initially (smaller initial Sr,MF) and consequently such specimens developed larger swell pressures. When specimens developed similar number of hydration layers in the wetted state, the compaction dry density determined the swell pressure. Chapter 7 examines the influence of salt concentration of infiltrating solution (sodium chloride concentration ranges from 1000- 5000 mg/L) on SWCC relations, unsaturated permeability and moisture diffusivity of compacted BES specimens. Analysis of the experimental and Brooks and Corey best fit plots revealed that infiltration of sodium chloride solutions had progressively lesser influence on the micro-structure and consequently on the SWCC relations with increase in dry density of the compacted specimens. The micro-structure and SWCC relations of specimens compacted to 1.50 Mg/m3 were most affected, specimens compacted to 1.75 Mg/m3 were less affected, while specimens compacted to 2.00 Mg/m3 were unaffected by infiltration of sodium chloride solutions. Variations in dry density of compacted bentonite impacts the pore space available for moisture flow, while, salinity of wetting fluid impacts the pore structure from associated physico-chemical changes in clay structure. Experimental results showed that the unsaturated permeability coefficient is insensitive to variations in dry density and solute concentration of wetting liquid, while, the effective hydraulic diffusivity is impacted by variations in these parameters. Chapter 8 summarises the major findings of the study.