L'étanchéité composite géomembrane(GM)-géosynthétique bentonitique (GSB) mise en place dans les barrières de fond d'installations de stockage de déchets non dangereux (ISDnD) peut être sujette à des transferts advectifs liés à l'existence de défauts dans la GM. Les lixiviats peuvent percoler dans le GSB, pénétrer dans le sol et les nappes phréatiques sous-jacentes ce qui peut nuire à l'environnement. Il est donc important de comprendre les mécanismes de transferts dans les étanchéités composites GM-GSB et de les quantifier afin de connaitre, maitriser et minimiser l'impact des transferts advectifs à travers la barrière vers l'environnement. Cependant, l'inaccessibilité de la GM rend difficile l'estimation réelle des fuites à travers l'étanchéité composite. La présente thèse évalue via une démarche expérimentale et numérique les transferts advectifs à travers les étanchéités composites et contribue à améliorer la compréhension des mécanismes de transfert en fonction des sollicitations extérieures. Le but est de bien cerner la problématique des transferts advectifs à travers les étanchéités composites GM-GSB, combler les vides des précédentes études et mettre en évidence les principaux paramètres à prendre en compte (contrainte de confinement, hétérogénéité du GSB, qualité de contact à l'interface GM-GSB, altération chimique et physique des GSB durant leur durée de service sur site). Leur influence sur l'étanchéité de l'ensemble et sur l'évolution des caractéristiques des matériaux utilisés est étudiée. L'approche expérimentale a consisté à acquérir des données sur la rétention d'eau et à introduire la notion des surfaces d'états des GSB sous le confinement généré par les déchets. Il a été démontré que le confinement réduit le gonflement du GSB lors de son hydratation ce qui permet de diminuer sa conductivité hydraulique à saturation. Ce résultat renforce les recommandations appelant à confiner rapidement les GSB après leur mise en place afin qu'ils acquièrent rapidement toutes leurs capacités d'étanchéité. Cette étude expérimentale a été complétée par une quantification numérique des transferts à travers les étanchéités composites en prenant en compte le caractère hétérogène du GSB. Cette étude numérique de prédiction des fuites a fourni de précieux renseignements sur la réduction des débits de fuite qui s'est avérée dépendante des courbes de rétention respectives du géotextile et de la bentonite. En effet, en plus de contenir la bentonite et de promouvoir la résistance aux efforts de traction, le géotextile contribue à la réduction des débits de fuite grâce sa faible perméabilité une fois désaturé. Des expérimentations de mesure du débits de fuites et de quantification de la transmissivité d'interface pour différentes combinaisons d'étanchéités composites GM-GSB ont permis de conclure que ni les sollicitations extérieures conduisant à l'altération chimique, physique et hydraulique des GSB, conduisant à augmenter la conductivité hydraulique du GSB de 4 à 5 ordres de grandeurs, ni la qualité de la GM (en lien avec la rugosité, rigidité, épaisseur) n'affectent significativement les transferts dans les étanchéités composites GM-GSB en régime permanent. Un effet est décelé sur le régime transitoire. Une approche synthétique est enfin donnée et permet une analyse globale des transferts dans les étanchéités composites GM-GSB afin de prévoir au mieux l'impact des transferts dans les barrières vers l'environnement. Il a été confirmé que le gonflement de la bentonite intervient dans la réduction du débit de fuite à travers les étanchéités composites indépendamment de la forme granulométrique de la bentonite. Par ailleurs, il a été conclu que la phase transitoire durant laquelle une réduction des débits de fuites à travers la barrière d'étanchéité composite est observée, doit être prise en compte dans les calculs de fuites pour une prédiction réaliste et rigoureuse des fuites à travers la barrière. / Geomembrane (GM)-geosynthetic clay liner placed in bottom landfill barriers could be faced to advective transfers caused by the appearance of GM defects. Leachate could percolate naturally through the GCL; penetrate the soil and the ground water which could result in environmental damage. It's therefore important to understand leakage transfer mechanism though GM-GCL composite liners and quantify them in order to be aware, to master and to minimize advective transfer impact through the barrier to the environment. However, the GM is not accessible in bottom land fill liner which makes it harder to correctly estimate leakage through the composite liner. The present work used to evaluate advective transfer through GM-GCL composite liner via an experimental and numerical approach. This work used also to ameliorate the comprehension of leakage transfer mechanisms as a function of external solicitations compared to the literature. The purpose of this study was thus to properly identify advective transfer problem through composite liner by highlighting the main parameters affecting advective transfers through composite liners (confining stress, heterogeneity of the GCL composition, contact quality at the GM-GCL interface, chemical and physical alteration during its service life). Those parameters influence the whole barrier performances and material characteristics evolution were studied. Experimental program was dealing with acquiring water retention data of GCL by introducing state surface concept under the confining stress generated by the waste. It has been found that confining stress used to reduce GCL swelling facilities while hydrated and consequently lead to the decrease of the saturated hydraulic conductivity. This result emphasizes on landfill conception recommendations based on rapidly covering the GCL in in order to acquiring its watertightness capabilities. This experimental study was reinforced by a numerical computation study dealing with water transfer through composite liner due to a GM defect and a hydraulic head with considering the heterogeneity of the GCL. This numerical study highlighted new phenomena regulating flow rate through composite liners consisting of geotextile deaturation due to high suction performed by the bentonite as part of the GCL. Indeed, in addition to containing the bentonite and providing tensile shear stresses, the geotextile contribute to reduce the flow rate through composite liner thanks to its high hydraulic conductivity while desaturated. Interface transmissivity tests were also carried for different composite liners combinations. Measurements concluded that neither external solicitations resulting from chemical and physical alteration conducting to the increase of the hydraulic conductivity of the GCL nor the quality of the GM (in relation with its roughness, rigidity and thickness) significantly affect advective transfer through composite liners at the steady state. However an effect was highlighted during transient state. A synthetic approach was thus given to summarize composite liners transfers mechanism and anticipate environmental impact of its leakage. It was later confirmed that the bentonite swelling contributes also to flow rate reduction through composite liner regardless of the bentonite nature and granulometry. In addition, it has been concluded that the transient state within which flow rate reduction though has been observed must be taken into consideration to realistically predict flow rate leakage through composite liners.

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Yes / Increasing infrastructure growth has forced the construction industry to look for wasteful, cheap, and suitable materials for construction. An investigation into the geotechnical utilization of fly ash was carried out in the present study. Practical applications normally involve the use of large quantities of fly ash, so proper mixing of the fly ash with other materials may not be significantly achieved. Therefore, the present paper investigates the behaviour of a fly ash–bentonite layered system with different ratios. The physical properties and chemical composition of fly ash and bentonite were determined. SEM and energy dispersive X-ray experiments were also used to investigate the morphology and phase compositions of fly ash and bentonite. A series of consolidated undrained (CU) triaxial tests on fly ash–bentonite were carried out to investigate shear strength characteristics. Fly ash (F) and bentonite (B) were used in the following ratios: 1:1 (50% F:50% B), 2:1 (67% F:33% B), 3:1 (75% F:25% B), and 4:1 (80% F:20% B), with different numbers of interfaces (N), i.e., 1, 2, and 3 for each ratio. The deviator stress and cohesion value were found to increase with the number of interfaces for each ratio. The angle of shear resistance changed marginally with the increase in the fly ash–bentonite ratios and varying interfaces.

As a result of increasing cost, efficiency and environmental pressures ferrochrome producers strive towards lower overall energy consumption. Increases in local electricity prices have placed particular pressure on South African ferrochrome producers. Pelletised chromite pre–reduction is likely the currently applied ferrochrome production process option with the lowest specific electricity consumption. In this process fine chromite, together with a carbonaceous reductant and a clay binder is milled, pelletised and pre–reduced. In this dissertation it is demonstrated that the functioning of the clay binder in this process is not as straightforward as in conventional metallurgical pelletisation processes, since the cured pre–reduced pellets are characterised by an oxidised outer layer and a pre–reduced core. Conventional performance characteristics of clay binders (e.g. compressive strength and abrasion resistance) therefore have to be evaluated in both oxidative sintering and reducing environments. Two clay samples, i.e. attapulgite and bentonite, were obtained from a local ferrochrome producer and investigated within the context of this study. Results indicated that the compressive and abrasion resistance strengths of oxidative sintered pellets for both clays were substantially better than that of pre–reduced pellets. Thus, although the objective of the chromite pre–reduced process is to achieve maximum pre–reduction, the strength of pre–reduced chromite pellets is significantly enhanced by the thin oxidised outer layer. The strength of the bentonite–containing pellets was found to be superior in both pre–reducing and oxidative sintering environments. This is significant, since the attapulgite clay is currently the preferred option at both South African ferrochrome smelting plants applying the pelletised chromite pre–reduction process. Although not quantitatively investigated, thermo–mechanical analysis indicated that the hot strength of the attapulgite pellets could be weaker than the bentonite–containing pellets. The possible effects of clay binder selection on the level of pre–reduction were also investigated, since it could have substantial efficiency and economic implications. For both case study clays investigated, higher clay contents resulted in lower pre–reduction levels. This has relevance within the industrial process, since higher clay contents are on occasion utilised to achieve improved green strength. The average pre–reduction of the bentonite–containing pellets were also consistently higher than that of the attapulgite–containing pellets. Again, this is significant, since the attapulgite clay is currently the preferred option. In general the case study results presented in this dissertation indicated that it is unlikely that the performance of a specific clay binder in this relatively complex process can be predicted; based only on the chemical, surface chemical and mineralogical characterisation of the clay. / Thesis (M.Sc. (Chemistry))--North-West University, Potchefstroom Campus, 2012.

As a result of increasing cost, efficiency and environmental pressures ferrochrome producers strive towards lower overall energy consumption. Increases in local electricity prices have placed particular pressure on South African ferrochrome producers. Pelletised chromite pre–reduction is likely the currently applied ferrochrome production process option with the lowest specific electricity consumption. In this process fine chromite, together with a carbonaceous reductant and a clay binder is milled, pelletised and pre–reduced. In this dissertation it is demonstrated that the functioning of the clay binder in this process is not as straightforward as in conventional metallurgical pelletisation processes, since the cured pre–reduced pellets are characterised by an oxidised outer layer and a pre–reduced core. Conventional performance characteristics of clay binders (e.g. compressive strength and abrasion resistance) therefore have to be evaluated in both oxidative sintering and reducing environments. Two clay samples, i.e. attapulgite and bentonite, were obtained from a local ferrochrome producer and investigated within the context of this study. Results indicated that the compressive and abrasion resistance strengths of oxidative sintered pellets for both clays were substantially better than that of pre–reduced pellets. Thus, although the objective of the chromite pre–reduced process is to achieve maximum pre–reduction, the strength of pre–reduced chromite pellets is significantly enhanced by the thin oxidised outer layer. The strength of the bentonite–containing pellets was found to be superior in both pre–reducing and oxidative sintering environments. This is significant, since the attapulgite clay is currently the preferred option at both South African ferrochrome smelting plants applying the pelletised chromite pre–reduction process. Although not quantitatively investigated, thermo–mechanical analysis indicated that the hot strength of the attapulgite pellets could be weaker than the bentonite–containing pellets. The possible effects of clay binder selection on the level of pre–reduction were also investigated, since it could have substantial efficiency and economic implications. For both case study clays investigated, higher clay contents resulted in lower pre–reduction levels. This has relevance within the industrial process, since higher clay contents are on occasion utilised to achieve improved green strength. The average pre–reduction of the bentonite–containing pellets were also consistently higher than that of the attapulgite–containing pellets. Again, this is significant, since the attapulgite clay is currently the preferred option. In general the case study results presented in this dissertation indicated that it is unlikely that the performance of a specific clay binder in this relatively complex process can be predicted; based only on the chemical, surface chemical and mineralogical characterisation of the clay. / Thesis (M.Sc. (Chemistry))--North-West University, Potchefstroom Campus, 2012.

The aim of this present research is to improve the containment properties of clayey soil by the use of bentonite and polymers as the additives. Clayey soils are generally used for the control of soil and water pollutions as they are inexpensive material. However, their applications are limited when it comes to durability of such liners in the field condition. Addition of additives to increase their efficiency by reducing the hydraulic conductivity can overcome this limitation. Generally, bentonite is used as the effective barrier additives because of their ability to render high swell and reduced hydraulic conductivity to the soil-bentonite mixtures. Due to high specific surface area and large cation exchange capacity, bentonite is always preferred for containment application. Despite their wide applicability in containment barrier, the problem with bentonite is its reduction of swell when the contaminant of interest consists of multivalent ions. Higher valency ions attach to the exchange site of bentonite and thus reduce its efficiency. To overcome these constraints the bentonite has, polymers are being used for containment applications. Normally, anionic polymers are used for such containment applications which help in increase negative charge concentration of the clayey soils. Previous studies have also proved the effectiveness of polymer in increasing the retardation factor of the soil which is due to the adsorption of contaminants to the negatively charged surface of clay. Hence attempt is also made in this thesis to study the effectiveness of super absorbent polymers when used as additive to the clayey soil. In this thesis, effectiveness of the local Bangalore soil for its use as barrier material is studied. Tests are done on the compacted sample to determine its contaminant transport properties. Because of their low hydraulic conductivities, advective flux through the barriers is negligible. In such cases, contaminant migration takes place due to the difference in concentration and this transport mechanism is known as diffusion. Laboratory test have been done to determine the diffusion coefficient of soil when the soil is saturated. For barriers and liner systems which are not fully saturated, suction adds to the hydraulic head. For unsaturated samples, although the liquid phase diffusion have been found to be nominal, head difference caused due to suction facilitates the migration of contaminants. Hence, effects of initial degree of saturation and density in contaminant transport process through soils have been examined. An attempt has been made to study unsaturated transport properties by using saturated transport parameters and unsaturated soil parameters obtained from soil-water characteristics curve. Another focus of this thesis has been towards enhancing the containment property of local soil by using additives. Effects of addition of bentonite and polymer on contaminant transport parameters of the soil have been studied. An attempt has been made to reduce the hydraulic conductivity of soil by using additives like bentonite. In addition, use of super-absorbent polymer as a novel material for barrier application has been studied to determine its suitability for local conditions. Experiments have been conducted to determine free swell, hydraulic conductivity and diffusion coefficient of soil-bentonite and soil-polymer mixes and compare them to those of local soil. To determine the effectiveness of soil-bentonite and soil-polymer mixes under the attack of concentrated solution over a long duration, chemical compatibility tests have been carried out. Micro-structural changes in the soil on addition of bentonite and polymer have been studied with the help of scanning electron microscope (SEM) images. Mineralogical changes occurring in the soil due to the additives have been studied using X-Ray Diffraction (XRD) plots. Effects of salt solution on soil-bentonite and soil-polymer mixes have also been studied by the help of SEM images and XRD plots. The final section of this thesis is on analysis of barrier performance for different conditions of densities, compaction and saturation by using numerical software CODE_BRIGHT. Transport parameters obtained from the experiments conducted in previous sections have been used as input for the analysis. A field condition of Bingipura landfill site in South Bangalore, Bangalore city has been simulated as a case study for this thesis. Time taken for contaminants to migrate from landfill to the nearby water body which is at a distance of about 122 meters is calculated for no barrier case. When barrier is provided, concentration variations of contaminant through the barrier with time are plotted and the results are compared for soil barrier, soil-bentonite barrier and soil-polymer barrier. v

Au cours de ce travail, l’objectif est d’étudier les liens entre les paramètres du procédé de séchage, la microstructure et les propriétés d’usage du matériau telles que la conductivité thermique et le module d’Young. L’étude a été effectuée sur des matériaux poreux à base d’alumine, oxyde modèle, et à base de bentonite, minéral argileux. Le procédé de séchage utilisé est le procédé de coulage-congélation, qui permet d’obtenir une microstructure orientée et de fabriquer des matériaux anisotropes. L’origine de cette anisotropie provient de la microstructure des échantillons, essentiellement la forme des pores. Les résultats obtenus ont permis de souligner l’importance des paramètres de séchage sur l’anisotropie et les propriétés d’usage du matériau considéré. Par exemple, des valeurs très faibles de la conductivité thermique (0,045 W.m-1.K-1 pour 98 % de porosité) ont été obtenues pour les matériaux à base de bentonite, tout en étant manipulables. / The aim of this thesis is to correlate the shaping process parameters, the microstructure and the material properties, like thermal conductivity and Young modulus. The materials used in this study are alumina and a bentonite, a clay material. The shaping process used is the freeze-casting, which permit to obtain a textural microstructure and anisotropic materials. The origin of this anisotropy is the samples microstructure, in particularly the pores shape. The results highlight the importance of the freeze-casting parameters on the anisotropy and on materials properties. For example, very low values for the thermal conductivity (0,045 W. m-1.K-1 for a porosity of 98 %) are obtained for bentonite material, and they are handleable.

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.

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.