Pore water pressure in a silt slope in Sollefteå, Sweden, was measured from 2009-2016. The results from2009-2012 were presented and evaluated in a publication by Westerberg et al. (2014) and this report is an extension of that project.In a silt slope the pore water pressures are generally negative, contributing to the stability of theslope. In this report the pore water pressure variations are analyzed using basic statistics and a connection between the pore water pressure variations, the geology and parameters such as temperature, precipitation and soil moisture are discussed.The soils in the slope at Nipuddsvägen consists of sandy silt, silt, clayey silt and silty clay. The main findings were that at 2, 4 and 6 m depth there are significant increases and decreases in the pore water pressure that can be linked with the changing of the seasons, for example there is a significant increase in the spring when the ground frost melts. As the seasons change, so do the temperature and amount and type of precipitation. Other factors that vary with the season are the amount of net radiation, wind speed and relative humidity, all of which affect the amount of evapotranspiration. At greater depths the pore water pressue is most likely affected by a factor/factors that varies from year to year, possibly the total amount of rainfall. Therefore, the anticipated increase in precipitation in Scandinavia due to climate change could be an important factor influencing slope stability.What precipitation, temperature and evapotranspiration have in common is that they affect the amount of water infiltrating the soil, and thereby the soil moisture content. How the soil moisture is distributed and flows through the soil (sub-surface flow) is governed by the different soil types and their mutual order in the slope, as well as by factors affecting the structure of the soil, e.g. animal burrows and aggregation. The formation of ground frost also affects the way in which the water present in the soil is redistributed.At c. 14 m depth in the slope, there is a saturated layer with positive pore water pressures, which could be one of several such layers. The overall groundwater situation in a silt slope is complex; several different bodies of water can develop, and to get a complete picture of the ground water situation (andthereby also the pore water pressure variations) thorough hydrological surveys are needed. / Under  2009-2016  mättes  porvattentrycket  i  en  siltslänt  i  Sollefteå.  Resultaten  från  2009-2012presenterades och utvärderades i en publikation av Westerberg et al. (2014) och detta examensarbete är en förlängning av det projektet.I en siltslänt är porvattentrycket vanligtvis negativt vilket bidrar till stabiliteten i slänten. I den härrapporten är variationerna av porvattentrycket analyserade med hjälp av enkel statistik och en koppling mellan variationerna och geologin samt parametrar så som temperatur, nederbörd och fukthalt i marken diskuteras.Jordarterna i slänten vid Nipuddsvägen består av sandig silt, silt, lerig silt och siltig lera. Slutsatsen var att på 2, 4 och 6 m djup ökade och minskade porvattentrycket med årstiderna, till exempel ökade porvattentrycket signifikant vid tjällossningen. När årstiderna skiftar ändras även temperaturen och mängden, och typen, av nederbörd. Andra faktorer som varierar över året är netto-instrålningen, vindhastigheten och den relativa fuktigheten och dessa faktorer påverkar i sin tur evapotranspirationen. På större djup beror antagligen portrycksvariationerna på någon eller några faktorer som skiljer sig åt från år till år, möjligtvis den totala mängden nederbörd. Därmed skulle den ökade nederbörd som förväntas i Skandinavien på grund av klimatförändringarna kunna påverka släntstabiliteten.Vad nederbörd, temeperatur och evapotranspiration har gemensamt är att de påverkar mängden vatten som infiltrerar marken, det vill säga de påverkar markens fukthalt. Hur vattnet är födelat i marken beror på de olika jordarterna och deras inbördes ordning i slänten, men också av faktorer som påverkar markens struktur så som aggregation och uppluckring av jorden på grund av marklevande djurs aktivitet. Även formationen av tjäle på vintern har troligtvis en viss inverkan på hur vattnet i marken omfördelas.På 14 m djup finns ett vattenmättat lager med positiva porvattentryck vilket skulle kunna vara ett av flera sådana lager. I en siltslänt är grundvattensituationen mycket komplex, flera magasin av vatten kan bildas. För att få en bra bild av grundvattensituationen (och där med också porvattentrycksvariationerna)behöver noggranna hydrologiska undersökningar genomföras.

The main goal of this master´s thesis is a proposal of double way heat exchanger with integrated air-vapor mixture cooler and compare of heat transfer surface´s materials. Second goals are solidity dimensioning of this heat exchanger and economic effectiveness of used heat transfer surface´s materials.

Liquefaction is a major challenge in geotechnical engineering in which soil strength and stiffness are compromised due to earthquake activity. Understanding and predicting the behaviour and liquefaction susceptibility of soils under cyclic loading is a critical issue in civil engineering, mining and protective engineering. Numerous earthquake-induced ground failure events (e.g., substantial ground deformation, reduced bearing capacity) or liquefaction in natural fine-grained soils or manmade fine-grained soils (i.e., fine tailings) produced by mining activities have been observed and reported in the literature. Tailings are manmade soils that remain following the extraction of metals and minerals from mined ore in a mine processing plant. Traditionally, such tailings are stored in surface tailings impoundments at the mine’s surface. However, geotechnical and environmental risks and consequences related to conventional tailings impoundments have attracted the attention of the engineering community to develop novel methods of tailings disposal and management to minimize geotechnical and environmental risks. Thus, engineers have introduced and implemented innovative tailings technologies—thickened tailings and paste tailings—as cost-effective means for tailings management in mining operations. As both thickened tailings and paste tailings have lower water content and higher solid content than tailings in conventional impoundments, these tailings may be more resistant to liquefaction. However, it should be noted that the seismic or cyclic behaviour of these thickened and paste tailings, with and without heavy rainfall effects, are not fully understood. There is little technical information or data about the behaviour and liquefaction of thickened and paste tailings under seismic or cyclic loading conditions. The objective of the present PhD research is to investigate the response of layered thickened and paste tailings deposits, with and without heavy rainfall effects, to cyclic loads by conducting shaking table tests. To simulate the field deposition of thickened and paste tailings, tailings were deposited in three thin layers in a flexible laminar shear box (FLSB) attached to the shaking table equipment. A sinusoidal seismic loading at a frequency of 1 Hz and peak horizontal acceleration of 0.13g was applied at the bottom of the layered tailings deposits. Acceleration, displacement and pore water pressure responses to the cyclic loading were monitored at the middle depth of each layer of the tailings deposits. Regarding the acceleration response of these thickened and paste tailings deposits (without the effect of heavy rainfall), there was no difference between the middle of the bottom and middle layers or at the base of the shaking table. However, the acceleration at the middle of the top layer differed from the acceleration at the base of the shaking table. Throughout shaking, the layered tailings deposits (with and without the effect of heavy rainfall) exhibited contraction and dilation responses. The excess pore water pressure ratios of the layered thickened tailings deposit that was not exposed to heavy rainfall prior to shaking were found to exceed 1.0 during shaking. However, for the layered paste tailings deposit that was not exposed to the effect of heavy rainfall prior to shaking, the excess pore water pressure ratios were found to be lower than 0.85 during shaking. This reveals that without the effect of heavy rainfall, the layered thickened tailings deposit was susceptible to liquefaction, whereas the layered paste tailings deposit was resistant to liquefaction during shaking. The excess pore water ratios of the layered thickened and the paste tailings deposits that were exposed to heavy rainfall prior to shaking were found to be lower than 0.8 during shaking. This reveals that with the effect of heavy rainfall, the layered thickened and paste tailings deposits were resistant to liquefaction during shaking. The results and findings of this PhD research thus provide valuable information for the implementation of tailings in earthquake-prone areas.

The master’s thesis designs and checks the reinforced concrete tanks of sewage plant. Part of this thesis are also drawings. Tanks are designed as a watertight underground structure with aspect on standards and watertight function. Foundation slab and concrete walls were designed according to ultimate and serviceability limit states. The thesis includes design of reinforcement according to non-force effects in early stage. The structure is checked also to loss of equilibrium of a structure due to uplift by vertical actions from water pressure.

Objetivos: verificar a influência da técnica de microinfiltração, pressão pulpar simulada, armazenamento e fadiga cíclica na microinfiltração e integridade marginal das coroas In-Ceram alumina. Material e métodos: Dentes pré-molares superiores humanos de dimensões semelhantes receberam preparos para coroa total com 4mm de altura, 6 graus de convergência e 2mm de desgaste axial e oclusal. Coroas de In-Ceram alumina com 0,5mm de espessura foram obtidas e cimentadas com Panavia F/Clearfil SE Bond (PAN-SE) e/ou Rely XARC/Adper Single Bond 2 (REL-SB). Quatro hipóteses foram testadas: 1) Ausência de diferença na microinfiltração entre uma nova técnica sugerida para verificar a microinfiltração, quando comparada à técnica convencional, 1.1) Verificar se a nova técnica é adequada para estudos laboratoriais de microinfiltração, 2) A pressão pulpar simulada (15cmH2O) não altera a microinfiltração; 3) O armazenamento (90 dias) / fadiga cíclica (500.000 ciclos, 2Hz, 5kg) não têm influência na microinfiltração marginal e 4) O armazenamento/fadiga cíclica não influenciam a integridade marginal das coroas. Grupos controle foram constituídos em todos os experimentos. Resultados: 1) Nenhuma diferença estatisticamente significante foi detectada entre as duas técnicas testadas para analisar a microinfiltração dentro de cada conjunto cimento/adesivo (p>0,05); 2) A pressão pulpar simulada alterou significativamente a microinfiltração nos conjuntos PAN-SE (Mann-Whitney, p=0,025) e REL-SB (Mann-Whitney, p=0,014); 3) O armazenamento em água (Mann-Whitney, p=0,032) e armazenamento/fadiga cíclica (Mann-Whitney, p=0,008) aumentaram significativamente a microinfiltração no conjunto PAN-SE; 4) A perda de integridade marginal foi de 4% e 10% nos conjuntos REL-SB e PAN-SE, respectivamente. Conclusões: 1) não houve diferença na microinfiltração entre uma nova técnica sugerida para verificar a microinfiltração, quando comparada à técnica convencional, 1.1) A nova técnica parece adequada para estudos laboratoriais de microinfiltração; 2) O uso da pressão pulpar alterou significativamente os valores de microinfiltração para os dois cimentos/adesivos; 3) O armazenamento/fadiga cíclica mostrou influência na microinfiltração para o cimento Panavia F; 4) O armazenamento/fadiga cíclica não tiveram influência estatisticamente significante na integridade marginal dos cimentos/adesivos testados. / Objectives: To verify the influence of microleakage technique, simulated pulpal pressure, water storage and cyclic fatigue on marginal integrity and microleakage of In-Ceram alumina crowns. Material and methods: Human premolar teeth of similar dimensions received complete crown preparation with a 6 convergence degree, 4mm-height and 2mm of axial and occlusal reduction. In-Ceram alumina copings 0.5mm-thick were obtained and cemented either with Panavia F/Clearfil SE Bond (PAN-SE) or Rely XARC/Adper Single Bond 2 (REL-SB). Four hypotheses were made: 1) No difference between a new technique and a standard one to verify microleakage, 1.1) To verify if a new microleakage technique is adequate for laboratorial studies; 2) Simulated pulpal pressure (15cmH2O) does not alter microleakage; 3) Water storage (90 days) / cyclic fatigue (500.000 cycles, 2Hz, 5kg) does not have influence on microleakage and 4) Water storage/cyclic fatigue does not influence marginal integrity of crowns. Control groups were established for all experiments. Results: 1) No statistically significant difference was detected between the two techniques to assess microleakage in each cement/adhesive combination; 2) Simulated pulpal pressure significantly altered microleakage for PAN-SE (Mann-Whitney, p=0.025) and REL-SB (Mann-Whitney, p=0.014); 3) Water storage (Mann-Whitney, p=0.032) and water storage/cyclic fatigue (Mann-Whitney, p=0.008) significantly increased microleakage only in PAN-SE groups. These parameters were not decisive in REL-SB groups even with higher microleakage values, and 4) Loss of marginal integrity was of 4% and 10% in REL-SB and PAN-SE groups, respectively. Conclusions: 1) No differences on microleakage were observed when a new technique suggest to assess microleakage was compared to a standard one. 1.1) This new technique seems adequate for laboratorial microleakage studies; 2) Simulated pulpal pressure significantly altered microleakage values for both adhesives/cements; 3) Water storage/cyclic fatigue influenced on microleakage of Panavia F and 4) Water storage/cyclic fatigue did not have influence on marginal integrity of both adhesives/cements tested.

In der Arbeit wird gezeigt, wie man die Bodensteifigkeit bei sehr kleinen Dehnungen sowie die Abnahme der Steifigkeit mit zunehmender Scherdehnung in Labor- und Feldversuchen ermitteln kann. Dazu werden typische Eigenschaften mineralischer und organischer Böden einschließlich Korrelationen zusammengestellt und wesentliche Unterschiede zum Bodenverhalten bei großen Dehnungen, insbesondere hinsichtlich der Steifigkeit und der Spannungsabhängigkeit aufgezeigt. Weiterhin wird dargelegt, wie man mit dem hypoplastischen Stoffgesetz mit intergranularen Dehnungen das Bodenverhalten bei kleinen Dehnungen wirklichkeitsnah erfassen kann und wie die Stoffparameter zu bestimmen sind. Für die realistische Erfassung des Bodenverhaltens infolge zyklischer Belastung einschließlich der Ausbildung von Hystereseschleifen wird eine Modifizierung des hypoplastischen Stoffgesetzes unter Einführung eines zusätzlichen Stoffparameters vorgenommen. Es wird gezeigt, wie dieser Parameter in zyklischen Laborversuchen bestimmt werden kann und wie damit die Akkumulation von Dehnungen bei drainierten Bedingungen bzw. von Porenwasserdrücken bei undrainierten Bedingungen zuverlässig prognostiziert werden kann. Anhand der dynamischen Beanspruchung eines Eisenbahndammes auf weichem, organischem Untergrund wird das modifizierte hypoplastische Stoffgesetz mit intergranularen Dehnungen für ein bodendynamisches Randwertproblem angewendet und gezeigt, dass damit das Bodenverhalten realistisch abgebildet werden kann. Die Berechnungsergebnisse zeigen eine gute Übereinstimmung mit Ergebnissen von Schwingungsmessungen und Langzeitverformungsmessungen. Es werden bodendynamische Berechnungen zur Wellenausbreitung sowohl eindimensional als auch im Halbraum mit unterschiedlichen Stoffgesetzen geführt und Vergleiche mit analytischen Lösungen vorgenommen. Dazu wird gezeigt, welche Anforderungen an numerische Berechnungen zur Wellenausbreitung, insbesondere hinsichtlich Wahl der Zeitschritte, Elementgröße bzw. Knotenabstände, Größe des FE-Netzes und Modellierung der FE-Ränder erforderlich sind. / In this thesis it is shown how to determine the soil stiffness at very small strains, as well as the decrease in stiffness with increasing shear strain amplitude in laboratory and field tests. Typical properties and empirical correlations of coarse-, fine-grained and organic soils are collected and significant differences in soil stiffness and stress-dependence at small strains compared to large strains are shown. Further it is shown how one can realistically reproduce the soil behaviour at small strains with the hypoplastic constitutive model with intergranular strains and how the material parameters are determined. For a realistic prediction of soil behaviour due to cyclic loading including hysteresis loops in the stress-strain relationship, a modification of the hypoplastic constitutive model is made by using an additional material parameter. It is shown how this additional parameter can be determined in cyclic laboratory tests and how the accumulation of strains in drained conditions and excess pore pressures built up in undrained conditions can be realistically reproduced. Based on the dynamic load on a railway embankment on soft marshy ground, the modified hypoplastic constitutive model with intergranular strains is applied for a boundary value problem. It is demonstrated, that the soil behaviour can be reproduced realistically. Numerical results show a good agreement with results of vibration measurements and measurements of permanent displacements. A dynamical numerical analysis is performed for both one-dimensional and half-space conditions. Different constitutive models have been applied and compared with analytical solutions. The results demonstrate requirements on numerical analysis of wave propagation, in particular with regards to time steps, element size, node spacing, size of the FE mesh and boundary conditions.

From the Proceedings of the 1971 Meetings of the Arizona Section - American Water Resources Assn. and the Hydrology Section - Arizona Academy of Science - April 22-23, 1971, Tempe, Arizona / Knowledge of the dynamic water content-pressure potential relationship within the soil profile is useful in determining the importance of hysteresis under natural conditions. Continuous monitoring of water content in the field is now possible using recently developed gamma-ray transmission equipment which allows water content measurements in 1 cm-thick soil layers with an error of 0.0009 gm/gm. The nuclear equipment and the tensiometer assembly for pressure measurements are described. Soil water content and pressure in the top 10 cm of a field soil profile were measured continuously for a 2-week period following an irrigation. The highest water content was measured each day just before sunrise. This declined rapidly from early morning to early afternoon, and was followed by a gain during the mid-afternoon and evening. The amplitude of this diurnal change diminished with time after irrigation. The pressure potential at a depth of 1.5 cm decreased most rapidly as the water content declined, but not exactly in phase. This may have been due to temperature effects on the pressure metering system. A moisture characteristic curve was constructed from the data.

Objetivos: verificar a influência da técnica de microinfiltração, pressão pulpar simulada, armazenamento e fadiga cíclica na microinfiltração e integridade marginal das coroas In-Ceram alumina. Material e métodos: Dentes pré-molares superiores humanos de dimensões semelhantes receberam preparos para coroa total com 4mm de altura, 6 graus de convergência e 2mm de desgaste axial e oclusal. Coroas de In-Ceram alumina com 0,5mm de espessura foram obtidas e cimentadas com Panavia F/Clearfil SE Bond (PAN-SE) e/ou Rely XARC/Adper Single Bond 2 (REL-SB). Quatro hipóteses foram testadas: 1) Ausência de diferença na microinfiltração entre uma nova técnica sugerida para verificar a microinfiltração, quando comparada à técnica convencional, 1.1) Verificar se a nova técnica é adequada para estudos laboratoriais de microinfiltração, 2) A pressão pulpar simulada (15cmH2O) não altera a microinfiltração; 3) O armazenamento (90 dias) / fadiga cíclica (500.000 ciclos, 2Hz, 5kg) não têm influência na microinfiltração marginal e 4) O armazenamento/fadiga cíclica não influenciam a integridade marginal das coroas. Grupos controle foram constituídos em todos os experimentos. Resultados: 1) Nenhuma diferença estatisticamente significante foi detectada entre as duas técnicas testadas para analisar a microinfiltração dentro de cada conjunto cimento/adesivo (p>0,05); 2) A pressão pulpar simulada alterou significativamente a microinfiltração nos conjuntos PAN-SE (Mann-Whitney, p=0,025) e REL-SB (Mann-Whitney, p=0,014); 3) O armazenamento em água (Mann-Whitney, p=0,032) e armazenamento/fadiga cíclica (Mann-Whitney, p=0,008) aumentaram significativamente a microinfiltração no conjunto PAN-SE; 4) A perda de integridade marginal foi de 4% e 10% nos conjuntos REL-SB e PAN-SE, respectivamente. Conclusões: 1) não houve diferença na microinfiltração entre uma nova técnica sugerida para verificar a microinfiltração, quando comparada à técnica convencional, 1.1) A nova técnica parece adequada para estudos laboratoriais de microinfiltração; 2) O uso da pressão pulpar alterou significativamente os valores de microinfiltração para os dois cimentos/adesivos; 3) O armazenamento/fadiga cíclica mostrou influência na microinfiltração para o cimento Panavia F; 4) O armazenamento/fadiga cíclica não tiveram influência estatisticamente significante na integridade marginal dos cimentos/adesivos testados. / Objectives: To verify the influence of microleakage technique, simulated pulpal pressure, water storage and cyclic fatigue on marginal integrity and microleakage of In-Ceram alumina crowns. Material and methods: Human premolar teeth of similar dimensions received complete crown preparation with a 6 convergence degree, 4mm-height and 2mm of axial and occlusal reduction. In-Ceram alumina copings 0.5mm-thick were obtained and cemented either with Panavia F/Clearfil SE Bond (PAN-SE) or Rely XARC/Adper Single Bond 2 (REL-SB). Four hypotheses were made: 1) No difference between a new technique and a standard one to verify microleakage, 1.1) To verify if a new microleakage technique is adequate for laboratorial studies; 2) Simulated pulpal pressure (15cmH2O) does not alter microleakage; 3) Water storage (90 days) / cyclic fatigue (500.000 cycles, 2Hz, 5kg) does not have influence on microleakage and 4) Water storage/cyclic fatigue does not influence marginal integrity of crowns. Control groups were established for all experiments. Results: 1) No statistically significant difference was detected between the two techniques to assess microleakage in each cement/adhesive combination; 2) Simulated pulpal pressure significantly altered microleakage for PAN-SE (Mann-Whitney, p=0.025) and REL-SB (Mann-Whitney, p=0.014); 3) Water storage (Mann-Whitney, p=0.032) and water storage/cyclic fatigue (Mann-Whitney, p=0.008) significantly increased microleakage only in PAN-SE groups. These parameters were not decisive in REL-SB groups even with higher microleakage values, and 4) Loss of marginal integrity was of 4% and 10% in REL-SB and PAN-SE groups, respectively. Conclusions: 1) No differences on microleakage were observed when a new technique suggest to assess microleakage was compared to a standard one. 1.1) This new technique seems adequate for laboratorial microleakage studies; 2) Simulated pulpal pressure significantly altered microleakage values for both adhesives/cements; 3) Water storage/cyclic fatigue influenced on microleakage of Panavia F and 4) Water storage/cyclic fatigue did not have influence on marginal integrity of both adhesives/cements tested.

This diplom thesis describes design of new pressured air cooling system for trubocharged Diesel engine used in CDS Semi-Pro competitions. First part is focused on analysis external conditions influencing the desing. Second part pays attention to simulations of performance. Third part describes design of two systems and possible testitng method. In last part, the real parametrs are put into the computing model followed by verification of the results and evaulation of the designed systems.

In der Arbeit wird gezeigt, wie man die Bodensteifigkeit bei sehr kleinen Dehnungen sowie die Abnahme der Steifigkeit mit zunehmender Scherdehnung in Labor- und Feldversuchen ermitteln kann. Dazu werden typische Eigenschaften mineralischer und organischer Böden einschließlich Korrelationen zusammengestellt und wesentliche Unterschiede zum Bodenverhalten bei großen Dehnungen, insbesondere hinsichtlich der Steifigkeit und der Spannungsabhängigkeit aufgezeigt. Weiterhin wird dargelegt, wie man mit dem hypoplastischen Stoffgesetz mit intergranularen Dehnungen das Bodenverhalten bei kleinen Dehnungen wirklichkeitsnah erfassen kann und wie die Stoffparameter zu bestimmen sind. Für die realistische Erfassung des Bodenverhaltens infolge zyklischer Belastung einschließlich der Ausbildung von Hystereseschleifen wird eine Modifizierung des hypoplastischen Stoffgesetzes unter Einführung eines zusätzlichen Stoffparameters vorgenommen. Es wird gezeigt, wie dieser Parameter in zyklischen Laborversuchen bestimmt werden kann und wie damit die Akkumulation von Dehnungen bei drainierten Bedingungen bzw. von Porenwasserdrücken bei undrainierten Bedingungen zuverlässig prognostiziert werden kann. Anhand der dynamischen Beanspruchung eines Eisenbahndammes auf weichem, organischem Untergrund wird das modifizierte hypoplastische Stoffgesetz mit intergranularen Dehnungen für ein bodendynamisches Randwertproblem angewendet und gezeigt, dass damit das Bodenverhalten realistisch abgebildet werden kann. Die Berechnungsergebnisse zeigen eine gute Übereinstimmung mit Ergebnissen von Schwingungsmessungen und Langzeitverformungsmessungen. Es werden bodendynamische Berechnungen zur Wellenausbreitung sowohl eindimensional als auch im Halbraum mit unterschiedlichen Stoffgesetzen geführt und Vergleiche mit analytischen Lösungen vorgenommen. Dazu wird gezeigt, welche Anforderungen an numerische Berechnungen zur Wellenausbreitung, insbesondere hinsichtlich Wahl der Zeitschritte, Elementgröße bzw. Knotenabstände, Größe des FE-Netzes und Modellierung der FE-Ränder erforderlich sind.:1 Einführung 2 Bodensteifgkeit 2.1 Defnition der Scherdehnung und der Schubspannung 2.2 Versuchstechnische Ermittlung der Bodensteifgkeiten 2.3 Ermittlung der Bodensteifgkeiten im Feld 2.4 Ermittlung der Bodensteifgkeiten im Labor 2.5 Bodensteifgkeit bei sehr kleinen Dehnungen 2.6 Abnahme der Steifigkeit mit zunehmender Scherdehnung 2.7 Bodenverhalten und Scherdehnungsgrenzen 2.8 Weitere bodendynamische Eigenschaften 3 Hypoplastisches Stogesetz 3.1 Allgemeine Formulierung der Hypoplastizität 3.2 Intergranulare Dehnungen 3.3 Bereich mit sehr kleinen Dehnungen 3.4 Bereich mit kleinen bis mittleren Dehnungen 3.5 Vergleich der Ergebnisse mit dem HS-Small-Modell 3.6 Zusammenfassung und Wertung der Ergebnisse 4 Numerische Berechnungen zur Wellenausbreitung 4.1 Eindimensionale Wellenausbreitung 4.2 Wellenausbreitung im Halbraum 4.3 Wellenausbreitung im porösen Medium 5 Anwendungsbeispiel 5.1 Geometrische Situation, Baugrundschichtung 5.2 Bodenmechanische und bodendynamische Kennwerte 5.3 Schwingungsmessungen 5.4 Messung von bleibenden Verformungen 5.5 Belastung 5.6 Numerische Modellierung 5.7 Hypoplastische Berechnung 5.8 Vergleich Mess- und Berechnungsergebnisse 5.9 Linear elastische Berechnung 5.10 Vergleich der Ergebnisse mit hypoplastischer und elastischer Berechnung 6 Zusammenfassung und Ausblick Summary Literaturverzeichnis Symbolverzeichnis Anhang A Berechnungen zur Wellenausbreitung Anhang B Eingabedateien für Berechnungen mit TOCHNOG Anhang C Herleitungen der Biot-Theorie / In this thesis it is shown how to determine the soil stiffness at very small strains, as well as the decrease in stiffness with increasing shear strain amplitude in laboratory and field tests. Typical properties and empirical correlations of coarse-, fine-grained and organic soils are collected and significant differences in soil stiffness and stress-dependence at small strains compared to large strains are shown. Further it is shown how one can realistically reproduce the soil behaviour at small strains with the hypoplastic constitutive model with intergranular strains and how the material parameters are determined. For a realistic prediction of soil behaviour due to cyclic loading including hysteresis loops in the stress-strain relationship, a modification of the hypoplastic constitutive model is made by using an additional material parameter. It is shown how this additional parameter can be determined in cyclic laboratory tests and how the accumulation of strains in drained conditions and excess pore pressures built up in undrained conditions can be realistically reproduced. Based on the dynamic load on a railway embankment on soft marshy ground, the modified hypoplastic constitutive model with intergranular strains is applied for a boundary value problem. It is demonstrated, that the soil behaviour can be reproduced realistically. Numerical results show a good agreement with results of vibration measurements and measurements of permanent displacements. A dynamical numerical analysis is performed for both one-dimensional and half-space conditions. Different constitutive models have been applied and compared with analytical solutions. The results demonstrate requirements on numerical analysis of wave propagation, in particular with regards to time steps, element size, node spacing, size of the FE mesh and boundary conditions.:1 Einführung 2 Bodensteifgkeit 2.1 Defnition der Scherdehnung und der Schubspannung 2.2 Versuchstechnische Ermittlung der Bodensteifgkeiten 2.3 Ermittlung der Bodensteifgkeiten im Feld 2.4 Ermittlung der Bodensteifgkeiten im Labor 2.5 Bodensteifgkeit bei sehr kleinen Dehnungen 2.6 Abnahme der Steifigkeit mit zunehmender Scherdehnung 2.7 Bodenverhalten und Scherdehnungsgrenzen 2.8 Weitere bodendynamische Eigenschaften 3 Hypoplastisches Stogesetz 3.1 Allgemeine Formulierung der Hypoplastizität 3.2 Intergranulare Dehnungen 3.3 Bereich mit sehr kleinen Dehnungen 3.4 Bereich mit kleinen bis mittleren Dehnungen 3.5 Vergleich der Ergebnisse mit dem HS-Small-Modell 3.6 Zusammenfassung und Wertung der Ergebnisse 4 Numerische Berechnungen zur Wellenausbreitung 4.1 Eindimensionale Wellenausbreitung 4.2 Wellenausbreitung im Halbraum 4.3 Wellenausbreitung im porösen Medium 5 Anwendungsbeispiel 5.1 Geometrische Situation, Baugrundschichtung 5.2 Bodenmechanische und bodendynamische Kennwerte 5.3 Schwingungsmessungen 5.4 Messung von bleibenden Verformungen 5.5 Belastung 5.6 Numerische Modellierung 5.7 Hypoplastische Berechnung 5.8 Vergleich Mess- und Berechnungsergebnisse 5.9 Linear elastische Berechnung 5.10 Vergleich der Ergebnisse mit hypoplastischer und elastischer Berechnung 6 Zusammenfassung und Ausblick Summary Literaturverzeichnis Symbolverzeichnis Anhang A Berechnungen zur Wellenausbreitung Anhang B Eingabedateien für Berechnungen mit TOCHNOG Anhang C Herleitungen der Biot-Theorie