Applicering av överlast på kalkcementförstärkta jordar är ofta förekommande idag, forskning indikerar dock på att överlasten här, inte ger samma effekt som på oförstärkta jordar. Med grund i uppmätta värden i fält, visas i denna rapport, sättningsdifferenser mellan att använda överlast jämfört med att endast applicera brukslast. Resultat av analyserna visar på sättningsbeteende observerat i fält. Om erforderlig liggtid för brukslast finns, uppstår endast små sättningsdifferenser mellan att använda överlast eller inte. Genom att utföra sensitivitetsanalys i FEM- programvaran PLAXIS studeras kryputvecklingen i den förstärkta jorden. Effekten av att applicera en överlast visas för krypsättningar över lång tid. Inget resultat från de numeriska FEM- analyserna visade att märkbart gynnsam effekt uppstår på grund av överlastens applicering, med avseende på krypsättningar. De numeriska analyserna utförs i 2 och 3 dimensioner för att belysa effekt av förenkling av ett lastfall som inte uppfyller krav för oförstärkta jordar i plant töjningstillstånd. Utöver detta ges efter en litteraturstudie, förslag på hur vissa indataparametrar kan utvärderas från empiriska relationer. Indataparametrar som ligger till grund för analyserna är utvärderade från sonderingsresultat i kombination med värden från laborationsförsök och empiriska data.

Este trabalho estuda as variáveis que influenciam as estimativas de recalques em aterros sobre solos moles com drenos verticais e pré-carregamento com vácuo. É realizada revisão bibliográfica em duas vertentes. Primeiro sobre as teorias de adensamento vertical, radial e com sobrecarga de sucção a vácuo, aplicadas no Estudo de Caso e necessárias para a estimativa dos recalques. Segunda sobre probabilidade e estatística aplicada à geotecnia, utilizada para contemplar a variabilidade e a incerteza dos parâmetros geotécnicos de forma científica. Na prática, a dificuldade interposta por custo e prazo para determinação dos parâmetros geotécnicos necessários para o desenvolvimento do projeto determinaram se a propriedade geotécnica buscada seria definida diretamente ou estimada por meio de propriedades índice, ambos os casos apresentando incertezas. Lambe (1973) discutiu a acurácia dos projetos geotécnicos e concluiu que somente com a compatibilidade entre dados e métodos é que se obtêm previsões geotécnicas acuradas. Análises de recalques são realizadas a partir dos dados do Estudo de Caso, de acordo com as questões práticas importantes: a magnitude dos recalques e o tempo necessário para o seu desenvolvimento. São interpretados ensaios de adensamento em laboratório do Estudo de Caso a respeito da sua qualidade, dos parâmetros geotécnicos medidos e da representatividade da amostra em relação ao solo aluvionar heterogêneo tratado. Dois métodos de cálculo da sobrecarga a vácuo são utilizados, a saber: constante com a profundidade, de uso corrente e mais simples; e decrescente com a profundidade, conforme teoria recente e mais sofisticada. Os parâmetros geotécnicos inferidos pelas sondagens e ensaios realizados são comparados com os parâmetros aferidos de melhor ajuste à instrumentação por meio de retroanálise paramétrica. Para melhor compreender a importância e influência das variáveis que afetam a acurácia das análises realizadas são utilizados métodos probabilísticos a partir das informações disponíveis. Por fim, os resultados obtidos em ambos os locais e com os métodos de previsão utilizados são confrontados quanto à acurácia obtida. / The present research studies the variables that influence settlement estimates in embankments on soft soil with vertical drains and vacuum preloading. The analysis of the existing literature on the topic is twofold. Firstly, it concerns the theories on vertical and radial consolidation, as well as consolidation under vacuum overload, applied in the Case Study and necessary for estimating settlements. Secondly, it regards probability and statistics applied to geotechnics, used to take into account the variability and uncertainty of geotechnical parameters in a scientific manner. In practice, the difficulty posed by costs and deadlines when defining the geotechnical parameters that are necessary for developing the project determined whether the geotechnical property sought would be either directly defined or estimated through index properties, with both scenarios presenting uncertainty. Lambe (1973) discussed the accuracy of geotechnical predictions and concluded that it is only possible to obtain accurate geotechnical forecasts when data and methods are compatible. Settlement analyses are performed based on data from the Case Study, according to important practical issues: settlement levels and the time that is necessary for its development. Consolidation laboratory tests concerning the Case Study are interpreted regarding their quality, the geotechnical parameters measured and sample representativeness in relation to the heterogeneous alluvial soil that has been treated. Two methods for calculating vacuum overload are used, namely, one that is constant with depth (simpler and more broadly used) and one that decreases with depth (following a more recent and more sophisticated theory). The geotechnical parameters inferred through borings and tests that have been carried out are compared with the parameters that best suit instrumentation through parametric back analysis. With a view to better understanding the importance and influence of the variables that affect the accuracy of the analyses performed, probabilistic methods are employed based on the information available. Finally, the results obtained in both sites and through the forecast methods used are compared in regard to the accuracy obtained.

ABSTRACT IMPROVEMENT OF BEARING CAPACITY OF A SOFT SOIL BY THE ADDITION OF FLY ASH &Ouml / ZDEMIR, Murat Aziz M.Sc., Department of Civil Engineering Supervisor : Prof. Dr. Erdal &Ccedil / OK&Ccedil / A Co-Supervisor : Assoc. Prof. Dr. Murat G&Uuml / LER May 2011, 119 pages Soft soils are not suitable for use in runway and highway construction due to their undesirable characteristics such as poor grading, low strength, excessive plasticity, tendency to shrink or swell. By stabilizing such soils with appropriate agents, their engineering properties can be improved. One of the stabilizing agents is Class C fly ash. This study aimed at investigation of bearing capacity improvement of a soft soil (from Elmadag area) by using Class C fly ash (from Soma Thermal Power Plant). In the experimental study, index properties of soft soil and fly ash stabilized samples are determined. Then modified Proctor compaction, soaked California Bearing Ratio, and Unconfined Compressive Strength characteristics of the samples are investigated. During the study, the stabilized soil samples are prepared at different fly ash contents, i.e., 0%, 3%, 5%, 7%, and 10%. The samples are subjected to soaked California Bearing Ratio tests after 0, 7, and 28 days of curing. In addition to California Bearing Ratio tests, Unconfined Compressive Strength tests with 0, 7, and 28 days of curing are performed samples. For comparison purpose, hydrated lime is also used instead of fly ash in Unconfined Compressive Strength tests at predetermined contents, i.e., 3%, 5%, and 7%. In order to observe microstructures of samples, Scanning Electron Microscope - Energy Dispersive X-ray analysis are performed. The results of the study show that bearing capacity of Elmadag soft soil can be improved substantially and swell can be reduced significantly by using Class C fly ash.

Este trabalho estuda as variáveis que influenciam as estimativas de recalques em aterros sobre solos moles com drenos verticais e pré-carregamento com vácuo. É realizada revisão bibliográfica em duas vertentes. Primeiro sobre as teorias de adensamento vertical, radial e com sobrecarga de sucção a vácuo, aplicadas no Estudo de Caso e necessárias para a estimativa dos recalques. Segunda sobre probabilidade e estatística aplicada à geotecnia, utilizada para contemplar a variabilidade e a incerteza dos parâmetros geotécnicos de forma científica. Na prática, a dificuldade interposta por custo e prazo para determinação dos parâmetros geotécnicos necessários para o desenvolvimento do projeto determinaram se a propriedade geotécnica buscada seria definida diretamente ou estimada por meio de propriedades índice, ambos os casos apresentando incertezas. Lambe (1973) discutiu a acurácia dos projetos geotécnicos e concluiu que somente com a compatibilidade entre dados e métodos é que se obtêm previsões geotécnicas acuradas. Análises de recalques são realizadas a partir dos dados do Estudo de Caso, de acordo com as questões práticas importantes: a magnitude dos recalques e o tempo necessário para o seu desenvolvimento. São interpretados ensaios de adensamento em laboratório do Estudo de Caso a respeito da sua qualidade, dos parâmetros geotécnicos medidos e da representatividade da amostra em relação ao solo aluvionar heterogêneo tratado. Dois métodos de cálculo da sobrecarga a vácuo são utilizados, a saber: constante com a profundidade, de uso corrente e mais simples; e decrescente com a profundidade, conforme teoria recente e mais sofisticada. Os parâmetros geotécnicos inferidos pelas sondagens e ensaios realizados são comparados com os parâmetros aferidos de melhor ajuste à instrumentação por meio de retroanálise paramétrica. Para melhor compreender a importância e influência das variáveis que afetam a acurácia das análises realizadas são utilizados métodos probabilísticos a partir das informações disponíveis. Por fim, os resultados obtidos em ambos os locais e com os métodos de previsão utilizados são confrontados quanto à acurácia obtida. / The present research studies the variables that influence settlement estimates in embankments on soft soil with vertical drains and vacuum preloading. The analysis of the existing literature on the topic is twofold. Firstly, it concerns the theories on vertical and radial consolidation, as well as consolidation under vacuum overload, applied in the Case Study and necessary for estimating settlements. Secondly, it regards probability and statistics applied to geotechnics, used to take into account the variability and uncertainty of geotechnical parameters in a scientific manner. In practice, the difficulty posed by costs and deadlines when defining the geotechnical parameters that are necessary for developing the project determined whether the geotechnical property sought would be either directly defined or estimated through index properties, with both scenarios presenting uncertainty. Lambe (1973) discussed the accuracy of geotechnical predictions and concluded that it is only possible to obtain accurate geotechnical forecasts when data and methods are compatible. Settlement analyses are performed based on data from the Case Study, according to important practical issues: settlement levels and the time that is necessary for its development. Consolidation laboratory tests concerning the Case Study are interpreted regarding their quality, the geotechnical parameters measured and sample representativeness in relation to the heterogeneous alluvial soil that has been treated. Two methods for calculating vacuum overload are used, namely, one that is constant with depth (simpler and more broadly used) and one that decreases with depth (following a more recent and more sophisticated theory). The geotechnical parameters inferred through borings and tests that have been carried out are compared with the parameters that best suit instrumentation through parametric back analysis. With a view to better understanding the importance and influence of the variables that affect the accuracy of the analyses performed, probabilistic methods are employed based on the information available. Finally, the results obtained in both sites and through the forecast methods used are compared in regard to the accuracy obtained.

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.

The increasing need for regional development has led engineers to find safe ways to construct the infrastructure of transportation on soft soils. Soft soil is not able to sustain external loads without having large deformations. The geotechnical properties of soft soil which is known for its low bearing capacity, high water content, high compressibility and long term settlement as well. In pavement engineering, either highway or runway as an infrastructure, a pavement encompasses three important parts namely traffic load, pavement and subgrade. Traffic load generated from tire pressure of vehicle and/or airplane wheels are usually around 550 kPa even more on the surface of the pavement. Pavement generally comprises granular materials with unbounded or bounded materials located between traffic load and subgrade, distributing the load to surface of subgrade. One of the promising soil improvement techniques is a piled embankment. When geosynthetics layer is unrolled over piles, it is known as geosynthetics supported piled embankment. Particularly in deep soft soil, when piles do not reach a hard stratum due to large thickness of the soft soil, the construction is an embankment on floating piles. Furthermore, because of different stiffness between piles and subsoil, soil arching effect would be developed there. By using Finite Element analysis, some findings resulted from experimental works and several field tests around the world as field case studies are verified. Some important findings are as follows: the stress concentration ratio is not a single value, but it would be changed depending on the height of embankment, consolidation process of subsoil, surcharge of traffic load, and tensile modulus of geosynthetics as well. Ratio height of embankment to clear piles spacing (h/s) around 1.4 can be used as a critical value to distinguish between low embankment and high embankment. When geosynthetics is applied to reinforce a pavement/embankment, the vertical distance of geosynthetics layers and number of geosynthetics layers depend on the quality of pavement material. The lower layer of geosynthetics withstands a tensile stress higher than upper layer. Primary reinforcements for geosynthetics in piled embankments are located at span between piles with maximum strains at zones of adjacent piles. Traffic load that passes through on the surface of the pavement can reduce the soil arching, but it can be restored during the off peak hours. Settlements of embankments on floating piles can accurately be modelled using the consolidation calculation type, whereas the end-bearing piles may be used the plastic calculation type. Longer piles can be effectively applied to reduce a creep. By applying length of floating piles more than 20% of soft soil depth, it would have a significant impact to reduce a creep on a deep soft soil.

The increasing need for regional development has led engineers to find safe ways to construct the infrastructure of transportation on soft soils. Soft soil is not able to sustain external loads without having large deformations. The geotechnical properties of soft soil which is known for its low bearing capacity, high water content, high compressibility and long term settlement as well. In pavement engineering, either highway or runway as an infrastructure, a pavement encompasses three important parts namely traffic load, pavement and subgrade. Traffic load generated from tire pressure of vehicle and/or airplane wheels are usually around 550 kPa even more on the surface of the pavement. Pavement generally comprises granular materials with unbounded or bounded materials located between traffic load and subgrade, distributing the load to surface of subgrade. One of the promising soil improvement techniques is a piled embankment. When geosynthetics layer is unrolled over piles, it is known as geosynthetics supported piled embankment. Particularly in deep soft soil, when piles do not reach a hard stratum due to large thickness of the soft soil, the construction is an embankment on floating piles. Furthermore, because of different stiffness between piles and subsoil, soil arching effect would be developed there. By using Finite Element analysis, some findings resulted from experimental works and several field tests around the world as field case studies are verified. Some important findings are as follows: the stress concentration ratio is not a single value, but it would be changed depending on the height of embankment, consolidation process of subsoil, surcharge of traffic load, and tensile modulus of geosynthetics as well. Ratio height of embankment to clear piles spacing (h/s) around 1.4 can be used as a critical value to distinguish between low embankment and high embankment. When geosynthetics is applied to reinforce a pavement/embankment, the vertical distance of geosynthetics layers and number of geosynthetics layers depend on the quality of pavement material. The lower layer of geosynthetics withstands a tensile stress higher than upper layer. Primary reinforcements for geosynthetics in piled embankments are located at span between piles with maximum strains at zones of adjacent piles. Traffic load that passes through on the surface of the pavement can reduce the soil arching, but it can be restored during the off peak hours. Settlements of embankments on floating piles can accurately be modelled using the consolidation calculation type, whereas the end-bearing piles may be used the plastic calculation type. Longer piles can be effectively applied to reduce a creep. By applying length of floating piles more than 20% of soft soil depth, it would have a significant impact to reduce a creep on a deep soft soil.

Railway tracks experience elevated rail deflections when the supporting soil is soft and/or the train speed is greater than approximately 50% of the wave propagation velocity in the track-soil system (i.e. the critical velocity). Such vibrations are undesirable, so soil replacement or soil improvement of the natural soil (or alternatively mini-piles or lime-cement treatment) is often used to increase track-ground stiffness prior to line construction. Although areas of existing soft subgrade might be easily identified on a potential new rail route, it is challenging to determine the type and depth of ground remediation required. Therefore, major cost savings can be made by optimising ground replacement/improvement strategies. This paper presents a numerical railway model, designed for the dynamic analysis of track-ground vibrations induced by high speed rail lines. The model simulates the ground using a thin-layer finite element formulation capable of calculating 3D stresses and strains within the soil during train vehicle passage. The railroad track is modelled using a multi-layered formulation which permits wave propagation in the longitudinal direction, and is coupled with the soil model in the frequency-wavenumber domain. The model is validated using a combination of experimental railway field data, published numerical data and a commercial finite element package. It is shown to predict track and ground behaviour accurately for a range of train speeds. The railway simulation model is computationally efficient and able to quickly assess dynamic, multi-layered soil response in the presence of ballast and slab track structures. Therefore it is well-suited to analysing the effect of different soil replacement strategies on dynamic track behaviour, which is particularly important when close to critical speed. To show this, three soil-embankment examples are used to compare the effect of different combinations of stiffness improvement (stiffness magnitude and remediation depths up to 5 m) on track behaviour. It is found that improvement strategies must be carefully chosen depending upon the track type and existing subgrade layering configuration. Under certain circumstances, soil improvement can have a negligible effect, or possibly even result in elevated track vibration, which may increase long-term settlement. However, large benefits are possible, and if detailed analysis is performed, it is possible to minimise soil improvement depth with respect to construction cost.

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

Los suelos blandos son los más comunes en necesitar algún tipo de mejoramiento o refuerzo, y la elección de la técnica dependerá de las características del suelo, costo, tiempo y otros factores importantes. Entre estos métodos, se encuentra la técnica de la columna de grava, la cual permite acelerar la consolidación de los suelos blandos, mejorar la capacidad portante, reducir los asentamientos, y por tanto las características geotécnicas del suelo. La presente tesis consistirá en analizar y estudiar la metodología de columnas de grava como una técnica de mejora para un suelo de tipo arcilloso. Para ello, se aplicará la técnica en un caso de estudio para una obra ubicada en Cajamarca y se analizarán los asentamientos con y sin columna de grava. Se utilizarán los ensayos de laboratorio necesarios para la obtención de los parámetros geotécnicos del suelo en estudio. A partir de estos datos y utilizando el método de Priebe, se determinarán las dimensiones de las columnas de grava y posteriormente se calculará el asentamiento por consolidación primaria. El resultado obtenido permite ver favorablemente la reducción de los asentamientos. / Soft soils are the most common in needing some type of improvement or reinforcement, and the choice of technique will depend on the characteristics of the soil, cost, time and other important factors. Among these methods is the gravel column technique, which allows to accelerate the consolidation of soft soils, reduce settlements, improve bearing capacity and therefore the geotechnical characteristics of the soil. This thesis will consist of analyzing and studying the gravel column methodology as an improvement technique for a clay-type soil. For this, the technique will be applied in a case study for a work located in Cajamarca and settlements with and without a gravel column will be analyzed. The necessary laboratory tests will be used to obtain the geotechnical parameters of the soil under study. From these data and using the Priebe method, the dimensions of the gravel columns will be determined and then the settlement by primary consolidation will be calculated. The result obtained allows a favorable view of the reduction of settlements. / Tesis