An easy-to-use spreadsheet version of a finite difference method for progressive landslide analysis has been developed. The finite difference method was originally developed by Dr. Stig Bernander, earlier adjunct professor at Luleå University of Technology and head of the Design Department of Skanska AB in Gothenburg, Sweden.. The so called Muskrat Falls Project consists in the ongoing construction of a hydroelectric power plant in Churchill River Valley, Labrador, Canada. The site hosting the project includes a land ridge which is supposed to be used as a natural dam and thus be submitted to important water pressures. Yet, previous landslides in the area have shown that a stability analysis is worth to be carried out in order to ensure the safety of the facility. Until now, investigations have only been carried out using the traditional limit equilibrium method and related elastic-plastic theory. For the sake of simplicity, this approach does not take into account deformations outside and inside the sliding body. However, because of the soil features in Churchill River Valley and particularly its ‘deformation softening’ behavior, there is increasing evidence that the conventional analysis is not relevant in this situation. Further, when analyzing the total stability of the ridge, only a horizontal failure surface has been used and not an inclined one, which is very optimistic and rather unrealistic.. In order to provide a more reliable study, a progressive failure analysis has been performed according to the finite difference method of Dr. Stig Bernander. The development of a spreadsheet adapted to this particular problem has allowed getting quickly and easily numerical results for several cases of study and assumptions. For assumed material properties and geometries of failure, the critical load-carrying capacity is below 1000 kN/m whereas a rise of the water level with 21 m will give an increased load of Nq  = 2420 kN/m. This is more than twice of the what the ridge may stand with the assumed properties. The investigation has led to the conclusion that the situation will be risky for many combinations of soil properties if the water level is raised as high as initially planned. The investigation also shows that more material tests are necessary and that stabilization work may be needed to eliminate the risk for a landslide.

Phase change of the water in the soil skeleton under cold climate conditions (also known as frost action in soils) affects soil properties and can be responsible for serious alterations in a soil body; causing damages (due to the volumetric expansion known as frost heave) to structures on or below the ground surface such as foundations, roads, railways, retaining walls and pipelines, etc. In order to improve the current design methods for roads against frost action, the Swedish Transport Administration (Trafikverket) has initiated a research program. The main goals of the program are to revise the existing frost heave estimation methods and improve the frost susceptibility classification system for subgrade soils. Literature was reviewed to gather the details of different freezing test equipment around the world and to identify common trends and practices for laboratory freezing tests. Based on the literature review and the collaboration with the University of Oulu, Finland an experimental apparatus was assembled for studying frost action in the laboratory. A detailed description of the experimental apparatus is given. Top to down freezing of specimens (of 10cm height and diameter) can be monitored while keeping track of water intake, vertical displacements (heave) and the temperature profile within the sample. Loads can be applied at the top of the sample to study the effects of overburden. Moreover, the test setup was modified with a camera system to have the option of recording the experiments. Disturbed samples of two different soil types were tested. Experiments with fixed and varying temperature boundary conditions were conducted to assess the validity of the assumptions for the frost heave estimation methods currently in use in Sweden. To this end, a qualitative relationship between frost heave and heat extraction rates based on theoretical equations was established. It was shown that there is a significant difference between the preliminary findings of the experimental work and the current system being used in Sweden to quantify heave. Image analysis techniques were used on two experiments that were recorded by the camera system. Image recording and correlation analyses provided detailed information about frost front penetration and ice lens formation(s) under varying temperature boundary conditions. Thawing has also been regarded in further studies. Results of the image analyses were compared to readings from conventional displacement measurements during the same test. Significant agreement between the results of image analyses and displacement measurements has been found. Image analysis was shown to be a viable method in further understanding of frost heave mechanisms. Shortcomings and disadvantages of utilizing the theoretical equations as well as the image analysis techniques were discussed. Potential remedies for overcoming the drawbacks associated with each approach are suggested. The work is concluded by discussing the potential improvements, planned upgrades (addition of pore pressure transducers) and the future experiments to be conducted.

Numerical analyses are presented in this thesis to address potential stability problems that may occur during gradual raisings and under seismic loading conditions of Aitik tailings dam in northern Sweden. The dam is mainly raised using upstream construction method. It is planned to raise the dam gradually in several stages. Two dam parts were studied. The first dam part is a straight dam portion, and the second dam part is a corner. The main concerns associated with future raisings of the straight dam part were: (i) the stability of the dam could be affected by an increase in excess pore pressures during sequential raisings, (ii) how to gradually strengthen the dam by using rockfill berms as supports in such a way that required slope stability can be achieved with a minimum volume of rockfill berms, and (iii) if the dam is subjected to seismic loading, whether or not an increase in excess pore pressures could lead to extensive liquefaction which may cause a failure. The problems related to the dam corner were that tension zones and/or low compression zones could develop because of the horizontal pressure of the stored tailings on the inside of the curvature of the dam corner.Numerical analyses were conducted on both the dam parts using finite element method. Two dimensional (2D) plane strain finite element model was utilized to analyse the straight dam. The dam corner was analysed with both the three dimensional (3D) finite element model, and the 2D axisymmetric finite element model. Coupled deformation and consolidation analyses, and slope stability analyses were performed on both the dam parts to simulate gradual raisings, and to compute safety factors. In addition to this, dynamic analyses were carried out on the straight dam part to evaluate the potential for liquefaction, and seismic stability of the dam. The seismic behaviour of the dam was analysed for two cases: (i) a normal case (earthquake of 3.6 Swedish local magnitude), and (ii) an extreme case (earthquake of 5.8 moment magnitude).The results of the straight dam part, with only previously existing rockfill berms, indicate that stability of the dam was reduced due to an increase in excess pore pressures during raisings. Rockfill berms were utilized as supports to raise the dam with enough safety. An optimization technique was utilized to minimize the volume of rockfill berms. This technique could result in significant saving of cost of rockfill berms.The results of the dam corner show that tension zones and/or low compression zones were located on the surface of the dam corner, mainly above the phreatic level. It is interpreted that there is no risk of internal erosion through the embankments because no seepage path occurs above the phreatic level, and a filter zone exists along the slope of the dam. It is suggested to gradually strengthen the dam corner with rockfill berms. The results of the 2D axisymmetric analyses of the dam corner were in a fairly good agreement with those of the 3D analyses. This implies that the 2D axisymmetric analyses are valid for this dam corner. This is an important finding as 2D axisymmetric analyses require much less computational time compared to 3D analyses.The results of the dynamic analyses performed on the straight dam (including additional rockfill berms) suggest that, for the extreme case, liquefaction could occur in a limited zone that is located below the surface near the embankments. For both the normal and the extreme case, (i) seismically induced displacements seem to be tolerable, and (ii) the post seismic stability of the dam is considered to be sufficient.The findings of this study have been practically applied to the Aitik tailings dam. In general, the modelling procedure and the optimization technique to minimize volume of rockfill berms, presented in this study, could be applied to other tailings dams. / Godkänd; 2013; 20130513 (muhauc); Tillkännagivande disputation 2013-05-20 Nedanstående person kommer att disputera för avläggande av teknologie doktorsexamen. Namn: Muhammad Auchar Zardari Ämne: Geoteknik/Soil Mechanics and Foundation Engineering Avhandling: Numerical Analyses of Stability of a Gradually Raised Tailings Dam Opponent: Professor Daichao Sheng, School of Engineering, The University of Newcastle, New South Wales, Australia Ordförande: Professor Sven Knutsson, Institutionen för samhällsbyggnad och naturresurser, Luleå tekniska universitet Tid: Torsdag den 13 juni 2013, kl 10.00 Plats: F1031, Luleå tekniska universitet

Knowledge of the soils friction angle is necessary to avoid landslides at slope stability surveys and dimensioning for foundation of different constructions. Frictional forces mainly builds up friction soil and the friction angle is defined by the angle when landslides occur. Friction angle can be evaluated using CPT or pressure probe. Both methods are performed similarly, with constant pressure and sink rate, but differ in time, cost, competence requirements and number of measurable parameters. The methods also differ when evaluating the friction angle. For CPT, the Conrad software is used while pressure probe is evaluated with empirical values, set against the peak pressure. This degree project compares the results from performed and evaluated CPT and pressure probes from several drill points in a project. The purpose of the study is to draw conclusions about the soils friction angle, whether the empirically evaluated values of the friction angle by pressure probing, can be correlated with the values of the friction angle through CPT, evaluated with the Conrad software. Both CPT and the evaluation with Conrad are more advanced methods and are therefore seen as the correct value for the soils friction angle. The result shows that pressure probe provides a good indication when evaluating the friction angle and can be used, with the knowledge that the friction angle is rarely evaluated higher than from CPT. The methods differ the most towards the surface to almost correlate towards the depth. / Kunskap om jordens friktionsvinkel är nödvändig vid bland annat släntstabilitetsutredning samt dimensionering för grundläggning av byggnader och anläggning. Friktionsjord byggs huvudsakligen upp av friktionskrafter och friktionsvinkeln definieras av vinkeln då ras uppstår. Friktionsvinkeln kan bland annat utvärderas med hjälp av resultat från CPT eller trycksondering. Båda metoderna utförs på liknande sätt, med konstant tryck och sjunkningshastighet men skiljer sig i tidsåtgång, kostnad, kompetenskrav samt antal mätbara parametrar. Metoderna skiljer sig också vid utvärdering av friktionsvinkel. För CPT används programvaran Conrad medan trycksondering utvärderas med empiriskt framtagna värden, ställda mot spetstrycket. Detta examensarbete jämför resultaten från utförda och utvärderade CPT resp. trycksonderingar från ett flertal borrpunkter i ett projekt. Syftet med studien är att dra slutsatser om jordens friktionsvinkel, huruvida de empiskt utvärderade värden för friktionsvinkeln genom trycksondering kan korreleras med värden för friktionsvinkeln genom CPT, utvärderande med programvaran Conrad. Både CPT-sondering och utvärdering med Conrad är avancerade metoder och ses därför som det mer korrekta värdet för jordens friktionsvinkel. Resultatet visar att trycksondering ger en bra indikation vid utvärdering av friktionsvinkel och kan användas, med vetskapen att friktionsvinkeln sällan utvärderas högre än från CPT. Skillnaden vid utvärdering är som störst nära markytan och minskar för att nära på korrelera mot djupet.

Prior to an underground excavation a site investigation is carried out. This includes reviewing and analysing existing data, field data collected through outcrop mapping, drill core logging and geophysical investigations. These data sources are combined and used to characterise, quantify and classify the rock mass for the tunnel design process and excavation method selection. Despite the best approaches used in a site investigation, it cannot reveal the required level of detail. Such gaps in information might become significant during the actual construction stage. This can lead to; for example, over-break due to unfavourable geological conditions. Even more so, an underestimation of the rock mass properties can lead to unplanned stoppages and tunnel rehabilitation. On-the-other-hand, the excavation method itself, in this case, drill and blast, can also cause severe damage to the rock mass. This can result in over-break and reduction of the strength and quality of the remaining rock mass. Both of these attributes pose risks for the tunnel during excavation and after project delivery. Blast damage encompasses over-break and the Excavation Damage Zone (EDZ). In the latter irreversible changes occur within the remaining rock mass inside this zone, which are physically manifested as blast fractures. In this thesis, a number of methods to determine blast damage have been investigated in two ramp tunnels of the Stockholm bypass. Herein, a comparison between the most common methods for blast damage investigation employed nowadays is performed. This comparison can be used to select the most suitable methods for blast damage investigation in tunnelling, based on the environment and the available resources. In this thesis Ground Penetrating Radar, core logging (for fractures) and P-wave velocity measurements were applied to determine the extent of the blast damage. Furthermore, the study of the two tunnels in the Stockholm bypass shows a significant overestimation of the actual rock mass quality during the site investigation. In order to gain a more accurate picture of the rock mass quality, Measurement While Drilling (MWD) technology was applied. The technology was investigated for rock mass quality prediction, quantifying the extent of blast damage, as well as to investigate the potential to forecast the required rock support. MWD data was collected from both grout and blast holes. These data sets were used to determine rock quality indices e.g. Fracture Indication and Hardness Indicator calculated by the MWD parameters. The Fracture Index was then compared with the installed rock support at the measurement location. Lastly, the extent of the damage is investigated by evaluating if the MWD parameters could forecast the extent of the EDZ. The study clearly shows the capability of MWD data to predict the rock mass characteristics, e.g. fractures and other zones of weakness. This study demonstrated that there is a correlation between the Fracture Index (MWD) and the Q-value, a parameter widely used to determine the required rock support. The study also shows a correlation between the extent of the blast damage zone, MWD data, design and excavation parameters (for example tunnel cross section and charge concentration).

Tunnels and anthropogenic underground cavities are a very natural part of our everyday modern life. Especially in larger cities such as Stockholm where the infrastructure reaches far above ground level as well as deep below the surface. Metro, commuter train, cars along with many other ways of transportation have been moved below the surface the last century. Before then there were neither the technology nor the knowledge of how tunnels and underground cavities should be constructed so that the safety is not neglected. Several different forces are present in the bedrock below us, such as the weight of the overlying rock/strata and stresses due to tectonic, thermal, or hydrostatic forces among other. Knowledge of these forces and stresses are essential so that you will not get a piece of rock falling on your head on your way home from work with the metro. In most of the cases the roof of tunnels or underground cavities are shaped like an arch, and the stability of these arches depends on several aspects. At excavation of rock, there are natural arches in the bedrock. However, the stability of these arches depends on stresses, amount of overlying rock and the presence of rock joints and fractures (amount, directions and the characteristics of rock joints and fractures are important). These among other aspects determine the stability and the size of the arch. The natural arch in a manmade underground cavity or tunnel is seldom sufficient for it to be safe enough for humans to be in. There is a need for reinforcement of different kinds, where rock bolting is one of the most common. This bachelor’s thesis used a model to simulate arches in tunnels and cavities. The model which simulated an arch was an uplifted box (820x820x250 mm) with railroad macadam, pressure gauges and systematically placed bolts (threaded rods with nuts and washers at each end). The bottom part of the uplifted box could be removed. With a torque wrench the macadam was subjected to different torques, and the bolts were then removed according to a pattern to see at which torques and stresses the model held. The purpose of the thesis was to develop a refined method for bolt model so that controlled experiments could be done. The purpose was as well to determine how important the stresses in the rock is for the span of the arch. The thesis should also function as an instruction for future experiments at the university.  According to the results of the experiments, both lower stresses and higher stresses gave rise to a large arch span. In many cases, an even stress distribution in the model resulted in a greater arch span, but in some cases not. More experiments would have to be done to reach a reliable result. Therefore, there is great potential for other students to continue these experiments. / Tunnlar och bergrum är i modern tid så vanliga att många knappt märker att en befinner sig i ett bergrum i sin vardag. Inte minst i större städer såsom Stockholm där infrastrukturen sträcker sig högt över markytan såväl som långt ner i berggrunden. Tunnelbana, biltrafik, tågtrafik är några transportsätt som ofta har förflyttats under jord det senaste århundradet. Innan dess fanns varken tekniken eller kunskapen om hur tunnlar och bergrum ska konstrueras för att säkerheten ska vara tillräckligt hög. I berget under oss finns det flera krafter som verkar, däribland vikten från ovanliggande berg, spänningar av tektoniska, termala eller hydrostatiska ursprung. Kunskap om dessa spänningar är väsentliga för att du inte ska få ett bergblock i huvudet när åker hem från jobbet med tunnelbanan. I de allra flesta fall har bergrummet eller tunneln ett tak format som ett valv, och stabiliteten av dessa valv beror på flera aspekter. När berguttag sker finns det en naturlig valvverkan som existerar i berget. Höga spänningar, mängden överliggande berg och förekomsten av sprickor (mängd, riktningar och egenskaper hos sprickorna) är några faktorer som påverkar stabiliteten av valvet och hur stort valvet kan vara. Den naturliga valvverkan i en antropogen tunnel är sällan tillräcklig för att valvet ska hålla och vara säkert för människor ska vistas i. Det krävs bergförstärkning av olika typer, där bultförstärkning är vanligt förekommande.  Arbetet gick ut på att simulera valv i berg med hjälp av en modell. Modellen efterliknar ett tunneltak och består av en upphöjd låda (820x820x250mm) med järnvägsmakadam, systematiskt placerade bultar (stänger med bricka och mutter i varje ände) och tryckmätare. Lådan har en avtagbar botten. Experimentet gick ut på att spänna upp makadammet med olika vridmoment, och se vid vilka moment det håller när bultarna succesivt tas bort i en viss ordning. Syftet med arbetet var att ta fram en förfinad metodik för bultmodell så att kontrollerade försök kan genomföras samt fastställa spänningars betydelse för spännvidd av valv. Uppsatsen ska även kunna användas som instruktion för framtida försök vid universitetet.  Resultatet visade att en stor spännvidd uppstod vid både höga och låga spänningar. En jämnare spänningsfördelning gav i flera fall en större spännvidd, men i andra fall inte. Fler försök hade behövt göras för att säkerställa ett pålitligt resultat och det finns därmed stor potential att bygga vidare på experimenten som gjorts.

Akademiska sjukhuset är en stor, samhällsviktig verksamhet som har under de senaste tio åren genomgått flertalet ny- och ombyggnationer. Sjukhusområdet är beläget på Uppsalaåsen och befinns inom en primär skyddszon, vilket innebär en komplex geologi och krav på aktsamhet av grundvattnet som nyttjas för Uppsalas vattenförsörjning. Marken har visats innehålla stora lerkörtlar och drastiska skiftningar av jordarter, vilket har lett till en sättningsproblematik vid sjukhusområdet. Region Uppsala planerar flertalet ny- och ombyggnationer vid Akademiska sjukhuset och på grund av den komplicerade markbilden önskas en utredning av geotekniken och hydrogeologin vid området. Fokuset i detta examensarbete har legat på sättningsbenägenhet och grundvattnets trycknivåer. Fyra delområden av sjukhusområdet har pekats ut av Region Uppsala för eventuella framtida byggprojekt. Dessa områden är vid parkeringshus T3, produktionsköket, NOP-komplexet samt ny cyklotronbyggnad. Genomförandet av detta examensarbete har delats in i tre delar; kartläggning av jordlagerföljd, sättningsberäkningar utifrån CRS-försök, samt utredning av grundvattnets trycknivå. Jordlagerföljd har tolkats i GeoSuite med hjälp av 474 sonderingar genomförda av konsultföretaget Bjerking. Sonderingarnas samtliga jordskikt interpolerades och illustrerades som nivåkurvor med hjälp av Topocad. För att utreda jordlagerföljden vid de utvalda områdena skapades åtta tvärsnitt utifrån en 3D-modell konstruerad i Civil 3D. De jordlager som studerats är fyllnadsmaterial, lera, friktionsjord, berg samt markyta. Sättningskapacitet och dess tidsförlopp har beräknats utifrån två CRS-försök och max-, min- och medelvärden av grundvattnets trycknivå under sjukhusområdet har beräknats utifrån 20 års dagliga data från en av Uppsala Vattens mätbrunnar i Stadsträdgården.   Resultaten bekräftar åsens komplexa geologi av varierande lermäktigheter under sjukhusområdet. Det är sannolikt att flertalet byggnationer kräver djupgrundläggning, exempelvis vid parkeringshuset T3 och produktionskökets norra del. De erhållna resultaten visar även knappa lerlager vid andra delområden, vilket innebär mindre sättningsbenägenhet och kräver troligtvis endast ytgrundläggning. De sättningsberäkningar som utförts indikerar att parkeringshuset T3 kommer sjunka 20 till 70 cm efter 158 till 213 år utan grundläggning, något som liknar den pågående sättningen vid byggnaden. Grundvattnets trycknivå har under de senaste 20 åren haft ett medelvärde på + 2,3 m (RH2000) och kommer sannolikt inte fluktuera framåt på grund av den rådande vattendomen. Detta innebär att byggnationer inom vissa delar av sjukhusområdet, exempelvis vid produktionsköket, kommer behöva tillstånd inför byggnation inom den primära skyddszonen, vilket Akademiska sjukhuset är beläget i. Resultaten ger en god överblick över hydrogeologin vid Akademiska sjukhuset och indikerar hur de utpekade områdena bör projekteras med avseende på grundläggning för hållbart och ekonomiskt bygge. Det krävs dock mer underlag, bland annat fler sonderingar och CRS-försök, för att få en ökad komplexitet av sjukhusområdet i avseende på jordlagerföljd och sättningsbenägenhet. / Uppsala University Hospital is a large institution of vital societal function and many new buildings have been constructed and others rebuild during the past ten years. The hospital area is located on Uppsalaåsen and within a primary protection zone, i.e. there is a complex geology and requirements for the protection of the groundwater used for Uppsala’s water supply. The ground contains large sections of clay and has drastic changes in soil types. This has resulted in a subsidence problem within the hospital area. Region Uppsala has several plans regarding upcoming constructions at Uppsala University Hospital and due to the complicated soil situation is an investigation of the geotechnics and hydrogeology within the area sought for. The focus of this master thesis is on subsidence capacity and the ground water’s pressure levels. Four zones within the hospital area have been pointed out by Region Uppsala for potential future construction projects. The zones are at the parking garage T3, production kitchen, NOP-complex and new cyclotron building. The master thesis was divided into three parts; locating the soil layer sequence, calculation of subsidence based on CRS tests and study of the ground water’s pressure level. The soil layer sequence was construed in GeoSuite based on 474 probes conducted by the consultant company Bjerking. The probs respective soil layer was interpolated and illustrated as level curves using Topocad. Eight cross-sections were made within the zones of extra interest and the sections were made from a 3D-model created in Civil 3D. The soil layers examined throughout the master thesis were filling material, clay, granular soil, rock and ground surface. The subsidence capacity and its time were calculated based on two CRS trials and max-, min- and average values of the ground water’s pressure levels under the hospital area was computed based on 20 years of daily data retrieved from a measuring well in Stadsträdgården facilitated by Uppsala Vatten. The results confirm the ridge complex geology consisting of varying depths of clay under the hospital area. Several buildings will probably require deep foundations, e.g. the parking garage T3. The results also show areas of shallow layers of clay indicating lower risk of subsidence and hence will require a shallow foundation. The conducted subsidence calculations indicate that the parking garage T3 will sink 20 to 70 cm after 158 to 213 years if no foundation is implemented, which is in line with the current subsidence occurring at the building. The ground water’s pressure level has had an average value of + 2.3 m (RH2000) during the last 20 years and will probably not fluctuate in the future due to the existing decision on water management. Hence, some buildings within certain parts of the hospital area will require permission prior to construction within the primary zone.  The results establish a valuable overview of the hydrogeology at Uppsala University Hospital and give indications regarding how the foundations in the zones of extra interest should be dimensioned sustainable and economically. However, more data is needed, e.g. additional probes and CRS trials, to gain an increased complexity of the hospital area in respect to soil layer sequences and subsidence tendency.

An investigation of the variability of engineering properties of municipal solid waste as a function of placement conditions was conducted. Limited data have been reported for the engineering properties of municipal solid waste (MSW) as a function of placement conditions. Wastes have high variability of engineering properties due to heterogeneity in composition and component size; influence from time based effects; and presence of compressible solids. Control of moisture content of MSW at the time of waste placement provides opportunity for increased capacity at a given landfill site due to higher compacted unit weight as well as for control of other geotechnical properties. A laboratory experimental test program was conducted on manufactured municipal solid waste (MMSW) that was representative of waste stream in the United States. Large scale test equipment was used to minimize the effects of scaling on results. The experimental program included compaction, compressibility, hydraulic conductivity, and shear strength testing over moisture contents ranging from 11% to 110%. Baseline compaction curves were developed for different compactive efforts. Similar to soils, the MMSW had bell shaped compaction curves that peaked at a maximum dry unit weight and associated optimum moisture content. The compaction curve generated at modified compactive effort had a maximum dry unit weight of 5.1 kN/m3 and optimum moisture content of 66%. Four times modified compactive effort testing resulted in a maximum dry unit weight of 5.9 kN/m3 and corresponding optimum moisture content of 56%. The compaction curve generated for four times modified compactive effort was used as a baseline for subsequent testing. Compression index was calculated from the strain-log stress curves for total stress conditions and is referred to as apparent compression index. Apparent compression index decreased from 1.1 to 0.34 with increasing moisture content. Secant modulus of elasticity was calculated between 1% and 25% strain and ranged from approximately 200 kPa to 4,800 kPa over the range of tested moisture contents. Tangent modulus ranged from 400 kPa to 6,200 kPa between 1% and 25% strain. Both the secant and tangent modulus peaked between 30% and 56% moisture content. Wet of optimum, the moduli of elasticity decreased with increasing moisture content. The hydraulic conductivity was measured under constant head at a hydraulic gradient of 1 and decreased asymptotically from approximately 1.3x10-2 cm/s to 8x10-5 cm/s as the moisture content was increased to optimum. The hydraulic conductivity of the MMSW increased slightly wet of optimum. The internal angle of friction of the MMSW was measured at 15% shear strain and decreased from approximately 40° to 30° with increasing moisture content. Test results demonstrated that both the molding moisture content and dry unit weight have significant impact on the MMSW geotechnical properties, although it appears that molding moisture content ultimately controls the behavior. Based on the results of the tests it was speculated that, similar to clay soils, increases in moisture content allowed for breakdown of the fabric and physical rearrangement of waste components which in turn controlled geotechnical behavior. Overall trends were comparable for MMSW and soil and included: increased dry density and increased stiffness to optimum moisture content; decreased hydraulic conductivity with increased compaction moisture content; and decreased shear strength with increased compaction moisture content. The results of the test program have environmental and economic implications for design and operation of landfills as well as post closure use.

Aim of the diploma thesis is design elements of slope stabilization in accordance with the planned highway D3 in Slovakia section of Cadca, Bukov - Svrčinovec and relocation of a local road. Objective subject is situated on the slopes of Cadca. In diploma thesis is an analysis of the area with the proposed stabilizing elements in the 5 GEO FEM, their assessment, including determining the overall stability of the territory according to the degree of safety.

Undesired air entrainment in bottom outlet conduits of dams may cause pressure transients, leading to conduit vibrations, blowback, discharge pulsation and even cavitation, and jeopardize the operational safety. Due to design limitations or construction costs, it is impossible to create an air free environment in a pressurized pipe. Therefore, it is essential to understand the air transport in enclosed pipes in order to provide guidance in bottom outlet design and operation. The commonly used criterion of the air-pocket movement in pipe flow is the water flow velocity for starting moving an air pocket, the so-called critical velocity. In this thesis, the classical Volume of Fluid (VOF) model combined with the k-ε turbulence model is adopted for the computation of the critical velocity of a 150-mm pipe. The computed critical velocities are compared with the experimental results. The governing parameters investigated in this study include pipe slope and diameter, wall shear stress and air-pocket volume. Meanwhile, the carrying capacity (air-pocket velocity/ flow velocity) at all pipe slopes are analyzed. The simulation results of air pockets with different volumes in the bottom outlet conduit of Letten Dam in Sweden are presented in this study. Moreover, experimental study was conducted to measure the critical velocity for a 240-mm Plexiglas pipe. The results are in agreement with the experiments performed by HR Wallingford (HRW) in 2003 in terms of the effects of pipe slope and air-pocket volume; however, the critical Froude pipe number is slightly smaller in this study. In rough pipes, a larger critical velocity is required compared with that in the smooth pipe. The removal mechanism in the rough pipe involves the successive loss of air caused by turbulence. This explains that the air-pocket size, with the dimensionless air-pocket volume n < 0.015, has little impact on the critical velocity for the rough pipe. In addition, roughness has little impact on the air-pocket velocity when it moves upstream in the downward inclined pipe. The trapped air bubbles most likely remain permanently in the rough pipe. / QC 20120110