With the development of high-speed railroads the dynamic behaviour of railroad bridges is increasingly important to explore. Deeper knowledge about the influence of different factors and what should be included in a model is essential if the designer shall be able to make reliable estimates of responses in existing and new structures. One factor is the soil-structure interaction (SSI), describing how the foundation of the bridge and the soil properties affect the behavior of the bridge under dynamic loading. In this thesis, the influence of including SSI in a model of a portal frame railway bridge is studied, and an analysis procedure in the frequency domain for models with frequency-dependent boundary conditions is described. A 3D finite element model of an e isting bridge has been built up, based on the theory of linear elasticity. The model has been given three different types of boundary conditions: clamped, static stiffness and frequency-dependent stiffness from SSI. Results from simulated train passages, with a train set consisting of two wagons, were compared for the different boundary conditions. The models have also been compared with measurement data from the bridge, which has given indications about which model describes reality in the best way. The results show that the model in which SSI is included by frequency dependent boundary conditions is in slightly better agreement with measurement data than the clamped model and the model with static stiffness. The model gives a slightly better damping of the free vibrations and the natural frequencies correspond better with experimental data. The difference in maximum acceleration from a train passage is very small between the different models, even if it is found that the clamped model generally has lower accelerations and hence is non-conservative. It appears that the train speed affects the maximum acceleration, the size of the free vibrations and the natural frequencies that are present in the free vibrations in the models. Further studies are suggested where it is emphasized that an analysis with longer trains, which give resonance phenomena, should be made to see how the different eigenfrequencies in the models affect the accelerations at different speeds. It is also noted that more measurements would be needed in order to draw more general conclusions about the degree of correspondence between the measurements and the models, and to calibrate the parameters of the model against measurement data.

Deformation of bridges that are induced by thermal loads can be accommodated by expansion joints and bearings. Integral Abutment Bridges have gained acceptance as a way to mitigate potential damage from thermal movements, eliminating the poor performance and maintenance costs associated with expansion joints and bearings. However, integral abutments significantly change the structural response of the bridges. Several researches including real time field monitoring and finite element analyses have been conducted on straight and skewed integral abutment bridges in order to improve an understanding on field performance of them. Some state transportation agencies have also developed guidelines for the design of straight and skewed integral abutment bridges in recent years. In contrast, very little information is available on the performance of curved integral abutment bridges. A detailed finite element model of Stockbridge Bridge, VT is used to evaluate the behavior of curved integral abutment bridges under self-weight and thermal loading. In addition, a parametric study is carried out to investigate the effects of bridge curvature and abutment backfill soil type. Finally, six additional finite element models are created to compare the responses of jointed (conventional) bridges and integral abutment bridges. Results reported include abutment displacements, rotations, moments in abutment piles, earth pressures and bridge superstructure moments. Suggestions for improvement of analytical modeling and recommendations for design of curved integral abutment bridges are made.

No description available.

Geosynthetic tubes have the potential to replace the traditional flood protection device of sandbagging. These tubes are manufactured with many individual designs and configurations. A small number of studies have been conducted on the geosynthetic tubes as water barriers. Within these studies, none have discussed the dynamics of unanchored geosynthetic tubes. A two-dimensional equilibrium and vibration analysis of a freestanding geosynthetic tube is executed. Air and water are the two internal materials investigated. Three foundation variations are considered: rigid, Winkler, and Pasternak. Mathematica 4.2 was employed to solve the nonlinear equilibrium and dynamic equations, incorporating boundary conditions by use of a shooting method. General assumptions are made that involve the geotextile material and supporting surface. The geosynthetic material is assumed to act like an inextensible membrane and bending resistance is neglected. Friction between the tube and rigid supporting surface is neglected. Added features of viscous damping and added mass of the water were applied to the rigid foundation study of the vibrations about the freestanding equilibrium configuration. Results from the equilibrium and dynamic analysis include circumferential tension, contact length, equilibrium and vibration shapes, tube settlement, and natural frequencies. Natural frequencies for the first four mode shapes were computed. Future models may incorporate the frequencies or combinations of the frequencies found here and develop dynamic loading simulations. / Master of Science

The effects of managing soil with organic amendments were examined with respect to soil microbial community dynamics, macroaggregate formation, and plant physio-genetic responses. The objective was to examine the possibility of managing soil microbial communities via soil management, such that the microbial community would provide agronomic benefits. In part one of this research, effects of three amendments (hairy vetch residue, manure, compost) on soil chemical and microbial properties were examined relative to formation of large macroaggregates in three different soils. Vetch and manure promoted fungal proliferation (measured via two biomarkers: fatty acid methyl ester 18:2ω6c and ergosterol) and also stimulated the greatest macroaggregate formation. In part two of this research, effects of soil management (same amendments as above, inorganic N fertilization, organic production) on soil chemical and microbial properties were examined relative to the expression of nitrogen assimilation and defense response genes in tomato (Solanum lycopersicum L.). Soil management affected expression of a nitrogen assimilation gene (GS1, glutamine synthetase) and several defense-related genes. The GS1 gene was downregulated with inorganic N fertilization, expression of the pathogenesis-related PR1b gene (which codes for the pathogenesis-related PR1b protein) was increased in plants grown in soil amended with compost, vetch, and N fertilizer, and expression of three other defense-related genes coding for chitinase (ChiB), osmotin (Osm), and β-1,3-glucanase (GluA) were decreased in plants from soil amended with manure and in plants from the organically managed soil. Differential expression of defense-related genes was inversely related to the relative abundance of Gram-negative bacteria. The relative abundance of the 18:1ω7c Gram‑negative bacterial biomarker was greatest in manure treated soil and in organically managed soil (which recieves seasonal manure applications). These treatments also had the lowest expression of ChiB, Osm, and GluA, leading to speculation that manure, through increases in Gram-negative bacteria, may have suppressed populations of soil organisms that induce a defense response in plants, possibly allowing for less-stressed plants. Outcomes of this research may be useful for those interested in developing management strategies for maintaining or improving soil structure as well as those interested in understanding management effects plant physio-genetic responses.

Les Technosols forment une nouvelle classe de sols, caractérisée par une forte influence anthropique dont le fonctionnement est peu étudié. L'agrégat étant l'intégrateur de l'histoire du sol et révélateur de son fonctionnement actuel, l'étude du processus d'agrégation est de ce fait une entrée pertinente pour comprendre le fonctionnement des Technosols et les stades vers lesquels ils peuvent évoluer. A partir d'échantillons de sol prélevés sur une parcelle d'un hectare, un protocole non destructif de quantification directe de la porosité et de l'agrégation par analyse d'images a été mis en place. Les résultats montrent qu'au bout de deux ans, le Technosol construit se compacte avec une réduction de la surface de des pores de diamètre > 25 µm et une augmentation des pores < 25 µm. Malgré cette compaction, l'agrégation augmente avec le temps. Pour suivre la dynamique de la porosité et d'agrégation de ce Technosol en fonction de facteurs choisis de pédogenèse, un dispositif de visualisation in situ a été conçu. Les résultats d'analyse d'images ont montré que dans les stades précoces d'évolution des sols, la porosité et l'agrégation augmentent significativement. Ensuite, elles baissent significativement dans la modalité « humectation-dessiccation» tout en continuant d'augmenter dans les modalités « plante » et « faune + plante ». Cette augmentation est proportionnelle à l'âge des racines et à l'intensité de l'action des vers de terre. Le « Technosol construit » est alors un modèle expérimental dont la constitution organominérale et le fonctionnement sont très largement contrôlés, en comparaison de sols « naturels » évolués dont le point initial de développement est quasi systématiquement inconnu / Technosols form a new class of soils, which is characterized by a strong anthropogenic influence of which functioning is less studied. Aggregates can be considered as an integrator of soil history and an indicator of soil bio functioning, therefore studying the process of aggregation is a relevant way to understand how technosols operate and states towards which they will evolve. Through samples collected on a hone hectare plot, a protocol of none destructive direct quantification of aggregates and porosity by thin sections images analysis has been performed. Results showed that this Technosol is compacting with a decrease of pores with an equivalent diameter >2000 µm and an increase of those <25µm. Despite this compaction, the aggregation increases with time. To study the dynamics of porosity and aggregation of this constructed Technosol as function of pedogenetic factors, a dispositive of in situ soil visualization has been developed. Results of images analysis showed that, during the early stage of soil evolution, porosity and aggregation increase significantly in all modalities. Then, they significantly decrease in ?wetting drying cycle? modality but continued increasing in ?plant? and ?plant-earthworm? modalities. This increase is proportional to the age of plants roots and intensity of earthworm?s activity. The ?constructed Technosol? is therefore an experimental soil model whose organomineral contents and function are well controlled compared to so-called ?natural soils?. In these evolved natural soils, the starting point is quite systematically unknown

L’interaction dynamique entre le sol et les structures (IDSS) a fait l’objet de nombreuses études sous l’hypothèse de l’élasticité linéaire, bien que les effets de l’IDSS puissent être différents entre un système élastique et un système inélastique. De fait, les méthodologies usuelles développées à partir des études élastiques peuvent ne pas être adaptées aux bâtiments conçus pour dissiper de l’énergie par de l’endommagement lors de séismes sévères. De plus, il est bien connu que la limite d’élasticité du sol est normalement atteinte même pour de séismes relativement faibles. En conséquence, si les effets inélastiques de l’IDSS sont négligés, les études d’endommagement sismique des bâtiments peuvent être très inexactes. L’objectif de ce travail est de développer une stratégie générale pour l’étude du problème de l’IDSS non-linéaire dans le contexte de l’analyse de la vulnérabilité sismique des bâtiments. Ainsi, des modèles d’éléments finis réalistes sont développées et appliquées à des problèmes d’IDSS non-linéaires. Les modèles couvrent une large gamme des conditions pour le sol et des typologies de bâtiments soumis à plusieurs bases de données sismiques. Une stratégie de modélisation a été développée et validée afin de réduire significativement le coût numérique. Pour cela, un modèle 2D équivalent a été développé, implanté dans GEFDyn et utilisé pour effectuer une importante étude paramétrique. De nombreux indicateurs de comportement non-linéaire de la structure et du sol ont été proposés pour synthétiser leur fonctionnement lors du chargement sismique. De surcroît, une stratégie d’évaluation de la vulnérabilité sismique basée sur l’information apportée par une base des données sismiques a été développée. De façon, générale, les résultats ont mis en évidence une réduction de la demande sismique lorsque les effets inélastiques de l’IDSS sont pris en compte. Cette réduction est liée fondamentalement à deux phénomènes : l’amortissement par radiation et l’amortissement hystérétique du sol. Ces deux effets ont lieu simultanément pendant le mouvement sismique. Il est alors très difficile d’isoler l’influence de ces deux phénomènes. En effet, le mouvement effectif transmis à la structure n’est pas le même que celui en champs libre du aux effets d’interaction, ainsi qu’à la modification locale du comportement du sol fortement lié aux poids du bâtiment. Une série de mesures de sévérité sismique et des mécanismes de dissipation d’énergie au niveau du sol et du bâtiment a été introduite dans le but d’analyser ces effets. Cependant, ces résultats sont en général très irréguliers et leur généralisation a été très difficile. Néanmoins, ces résultats mettent en évidence l’importance de la prise en compte des effets du comportement inélastique du sol. La plupart des cas étudiés ont montré un effet favorable de l’IDSS non-linéaire. Mais, en général, l’IDSS peut augmenter ou diminuer la demande sismique en fonction de la typologie de la structure, des caractéristiques du mouvement sismique et des propriétés du sol. Tout de même, il y a une justification économique pour étudier les effets du comportement non-linéaire du sol sur la réponse sismique. / The dynamic interaction of the soil with a superstructure (DSSI) has been the subject of numerous investigations assuming elasticity of both, superstructure and soil foundation behavior. Nevertheless, the effect of DSSI may differ between elastic and inelastic systems. Thus, the current interaction methodologies based on elastic response studies could not be directly applicable to structures expected to behave inelastically during severe earthquakes. Additionally, the soil is known to exhibit inelastic behavior even for relatively weak to moderate ground motions. Consequently, ignoring these characteristics in studying DSSI could lead to erroneous predictions of structural damage. The main purpose of this work is to develop a general strategy to address the full DSSI problem in the context of the seismic vulnerability analysis of structures. Thus, realistic Finite Elements models are constructed and applied in a practical way to deal with these issues. These models cover a large range of soil conditions and structural typologies under several earthquake databases. Some modelling strategies are introduced and validated in order to reduce the computational cost. Therefore, an equivalent 2D model is developed, implemented in GEFDyn and used in the large parametric study conducted. Several indicators for both structural and soil responses are developed in order to synthesize their behavior under seismic loading. Additionally, a vulnerability assessment strategy is presented in terms of measures of information provided by a ground motion selection. According to the investigation conducted in this work, there is in general a reduction of seismic demand or structural damage when non-linear DSSI phenomenon is included. This reduction can be associated fundamentally to two phenomena: radiative damping and hysteretic damping due to non-linear soil behavior. Both effects take place simultaneously during the dynamic load and it is extremely difficult to separate the contribution of each part in reducing seismic demand. Indeed, effective motion transmitted to the superstructure does not correspond to the free field motion because of the geometrical and inertial interactions as well as the local modification of soil behavior, specially due to the supplementary confinement imposed by the superstructure’s weight. A series of strong-motion severity measures, structural damage measures and energy dissipation indicators have been introduced and studied for this purpose. Nevertheless, results are erratic and consequently, generalization was extremely difficult. Despite these difficulties, the results illustrate the importance of accounting for the inelastic soil behavior. The major part of the studied cases show beneficial effects such as the decrease of the maximum seismic structural demand. However, the non-linear DSSI could increase or decrease the expected structural damage depending on the type of the structure, the input motion, and the dynamic soil properties. Furthermore, there is an economic justification to take into account the modification effects due to inelastic soil behavior.

Ce document propose une modélisation indirecte par sous-structuration des vibrations d'origine ferroviaire transmises aux bâtiments par le sol. La méthodologie globale est empruntée à la méthode des mobilités dans laquelle chaque sous-structure est caractérisée par sa mobilité. L'excitation est représentée par une force ponctuelle en surface du sol ou par une ligne de forces décorréllées. Elle est néanmoins calibrée sur des résultats expérimentaux. Une attention particulière a été portée à la caractérisation des comportements vibratoires des éléments du problème. La plupart des représentations de l'ensemble sol-fondations est effectuée à l'aide d'un code FEM-BEM en 2 et 2.5 dimensions. Le bâtiment est modélisé par différentes techniques : FEM, BEM, SEA et ondulatoire. Une approche probabiliste permet d'évaluer l'impact de la variabilité des sols environnent sur la mobilité des fondations. Les impédances stochastiques qui en découlent sont intégrées aux modèles de propagation. Leurs impacts sur les vibrations du bâtiment sont alors accessibles. La méthodologie permet d'obtenir les niveaux vibratoires des composantes du bâtiment / This document proposes an approach by sub-structuralization of the problem of the vibrations of railroad origin passed on in buildings by the soil. The global methodology is borrowed from the method of the mobilities, every sub-structure is characterized by its mobility. The excitement is represented by an on-surface punctual strength of the ground or by a line of uncorrelated forces. Nevertheless it can be calibrated on experimental results. A particular attention was carried in the characterization of the vibratory behavior of the elements of the problem. A major left the representations of the group soil-foundation is made by a FEM-BEM code. The building is modelled by various techniques: FEM, BEM, SEA and waves approach. A probability approach allows to estimate the impact of the variability of soil close to foundations in the model of soil-structure interaction. The stochastic impedances which ensues from it are integrated into the models of propagation. Their impacts on the vibrations of the building are also accessible. The methodology allows to obtain the vibratory levels of the components of the building

La fin des activités industrielles liées au charbon et à son exploitation a laissé de nombreux sites et sols pollués en France et particulièrement dans le Nord-est de la France. Une terre issue d'une friche industrielle de cokerie (Neuves-Maisons, Lorraine, France) est étudiée en couplant les outils de la science du sol et de la géochimie organique afin de comprendre l'évolution à long terme de la dynamique des contaminants. Une première étape de caractérisation de la terre et de sa pollution montre que la fraction limon fin (2-20 µm) est la fraction la plus réactive avec la plus forte concentration en HAP extractible et occlus et la plus faible disponibilité, mettant en évidence des processus de préservation spécifique au sein de cette fraction. Des extractions sélectives de la MO anthropique au solvant, confirmées par des observations au MEB, montrent que la MO anthropique, contrairement à la MO naturelle, n'a pas un rôle de liant entre les particules de la terre. L'apport de MO naturelle, (i) en conditions contrôlées par incubation de débris végétaux pendant 15 mois ou (ii) in situ en parcelles lysimétriques plantées avec de la luzerne pendant 6 ans, conduit à une structuration de la terre, une activité microbienne accrue et à l'incorporation et au stockage de la matière organique fraîche végétale dans les limons fins. En revanche, la pollution n'est pas affectée par l'apport de matière organique fraîche. Ainsi, la concentration et la disponibilité des HAP présentent une tendance à la diminution au cours du temps, que la terre soit cultivée ou non. Ainsi, la matière organique fraîche n'apparaît pas comme un agent de mobilisation de la pollution à long terme pour ce type de terre historiquement contaminée / The end of industrial activities associated to coal exploitation left many huge areas of wastelands especially in the Northeast of France. A former coking plant soil was studied with a combination of soil science and organic geochemistry tools in order to understand the evolution of the contaminants dynamic. In a first step, the soil and its pollution were characterized. The results showed that the fine silt fraction (2-20 µm) was the most reactive with the highest PAH concentration (extractable or occluded) and the lowest PAH availability. This fraction played a protective role toward the pollution. Moreover, solvent extractions of the anthropogenic organic matter showed that the anthropogenic organic matter was not a structuring agent between the particles in the soil. These observations were confirmed by SEM observations. In a vegetation growth context, (i) under controlled conditions with incubation of organic residue during 15 months and (ii) in situ in lysimetric plots planted with alfalfa during 6 years, the soil structure and the microbial biomass were promoted and the fresh organic matter was preferentially incorporated and stored in the fine silts. However, the pollution was not affected by the fresh organic matter addition. Both PAH concentration and availability showed a trend to decrease with the time of experiment. Thus, the fresh organic matter did not appear as a mobilizing agent for the pollution and would most probably contribute to pollution stabilization on the long term

Esta investigación busca evaluar la Interacción entre el Suelo y la Estructura (ISE) en reservorios elevados tipo INTZE de tres diferentes capacidades, cimentados en diferentes tipos de suelos, ubicados en la zona con más peligro sísmico en el Perú. Para esto se planteó realizar una muestra de 27 configuraciones estructurales, con variaciones de altura y diámetro del fuste, y diámetro de losa de cimentación, las cuales están cimentadas en cuatro tipos de suelos de acuerdo con la norma Sismorresistente E.030-16. Se evaluará la influencia de la carga sísmica, mediante un análisis dinámico espectral definido por los lineamientos de las normas nacionales E.030-16 y complementariamente por códigos y estándares internacionales como el ACI 350.3-06. Para el dimensionamiento de los reservorios se aplicó el criterio de Otto Intze, análisis estático de esfuerzos y criterios del código ACI 350.3-06 y ACI 307-48. Estos reservorios fueron modelados en el software SAP2000, contando con 216 simulaciones en total. Se aplicó el modelo de Housner (1963) para la Interacción Fluido-Estructura y para la ISE se aplicó el modelo recomendado por el código FEMA P-750. Para analizar los resultados de interés, como las fuerzas internas en el fuste, la cortante basal, momento de volteo, desplazamientos y periodos, se aplicó la prueba de normalidad de Shapiro Wilk para la variación porcentual que se genera al evaluar la ISE, con el fin de determinar intervalos de variación con una probabilidad del 95%. Además, se aplicó la prueba de independencia Chi-Cuadrado para determinar cuantitativamente si la ISE influye en la reducción de las respuestas de interés. Se concluye de la prueba de independencia que, para un nivel de significancia de 15% la ISE influye en la reducción de la fuerza cortante basal y momento de volteo. Así mismo, para un nivel de significancia de 5% la ISE influye en la reducción de las fuerzas internas locales de fuste. / This research seeks to evaluate the soil structure interaction (SSI) in elevated water tanks of three different capacities, founded on different types of soil, all located in the most seismic hazard zone in Peru. Twenty-seven models were evaluated, all with different structural adjustments, including variations in the capacity, height, and diameter of the foundation slab, which are founded on four types of soil, according to the Peruvian Code for Earthquake Resistant Design E.030-16. We are going to analyze the seismic load influence through a spectral dynamic analysis, according to the Peruvian Code E.030-16, and the ACI 350.3-06 code for elevated tanks. For the sizing of the elevated tanks, the Otto Intze criterion, the static stress analysis, the ACI 350.3-06 and the ACI 307-48 code were applied. These elevated water tanks were modeled in the SAP2000 software, with 216 simulations. The Housner model (1963) was applied for the Fluid Structure Interaction, and for the Soil-Structure Interaction (SSI), we applied the model recommended by the FEMA P-750 code. To analyze the results of interest, such as internal forces in the shaft, base shear, rocking moment, displacements and periods, we applied the Shapiro Wilk normality test for the percentage variation that is generated when we evaluate the SSI, in order to determinate variations intervals with a probability of 95%. Also, we applied the Chi-Square test of independence to determinate, quantitatively, if the results are influenced by the SSI. We concluded, from the independence test that, for a significance level of 15%, the SSI influences the reduction of the basal shear force and the rocking moment. Likewise, for a significance of 5%, the SSI influences the reduction of the internal shaft forces. / Tesis