Modelación estructural de un puente metálico ferroviario de viga continua
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Fecha
2010-07-01
Autores
Rodríguez Castellanos, Marja
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Editor
Universidad Central "Marta Abreu" de las Villas
Resumen
En la tesis se realiza un estudio del estado técnico del puente Km 285.68, motivado por alteraciones que
han sufrido sus elementos componentes y por el funcionamiento inadecuado reportado por los
maquinistas de los trenes que suelen circular por él.
La información archivada acerca de este puente es escasa y se limita a métodos de cálculo analíticos
que subestiman la capacidad estructural de la obra. Se comprueba, a través de una amplia revisión
bibliográfica, que no existen precedentes en la modelación de este tipo de estructuras con modelos
elasto-plásticos del acero y que existe la posibilidad de estimar con más precisión dichos valores.
Posterior a un levantamiento estructural para conocer las dimensiones de todos los elementos
componentes y un levantamiento patológico para detallar las patologías que están afectando a la
estructura, se procede al cálculo de las tensiones actuantes y la capacidad de carga a través de métodos
analíticos como el de Tensiones Admisibles y el de Estados Límites. Para ello han sido consideradas las
combinaciones de carga más críticas. Se concluye con la determinación de la sección más crítica y el
valor de la carga que es capaz de soportar la estructura.
A fin de obtener resultados más certeros, se procede a la modelación de la estructura a través del
Método de Elementos Finitos (MEF) con el software Abaqus 6.6-1, lo cual ofrece, entre otras ventajas, la
incorporación de modelos elasto-plásticos del acero, la descripción detallada de la forma de trabajo de
los apoyos, la introducción de las propiedades obtenidas en los ensayos de caracterización del acero, la
obtención de la carga última y límite de linealidad del material, así como una amplísima gama de
variables de salida que el usuario puede solicitar.
Con la modelación ha sido posible establecer las zonas de máximas tensiones y deformaciones, con sus
correspondientes valores. Se ha obtenido la capacidad portante de la estructura a través de los criterios
de linealidad y flecha permisible, para arribar a concluir sobre la exactitud de los métodos analíticos y de
modelación numérica computarizada. Se obtiene además el porciento de pérdida de la capacidad de
carga de la estructura mediante la comparación de los resultados obtenidos para el modelo deteriorado y
el modelo nuevo.
This thesis accomplishes a study of technical behavior of the bridge Km 285. 68, motivated for alterations that have suffered his component elements and the inadequate functioning yielded by the train’s machinists that use to circulate for him. The filed information about this bridge is on short supply and it limits itself to analytical methods of calculation that undervalue the structural capability of the brigde. It is checked, through an ample bibliographic revision, do not exist precedents in the suchlike modelation of structures using elasto plastic steel models and the possibility to estimate with more precision that number. Posterior to a structural uprising to know the dimensions of all of the component elements and a pathological uprising to detail the pathologies that are affecting the structure, start the calculation of acting tensions and structural capability through analytical methods. They have been considered charging further critical combinations. Finally the determination of the more critical section and the load value that is capable of bearing the structure. In order to obtain more accurate aftermath, start the modelation of structure through the Finite Element Method with Abaqus 6.6-1 software, which offers the incorporation of elasto plastic steel models, the detailed description of work form of supports, introduction of obtained properties in the steel's essays of characterization, the obtaining of last load and the material's limit of linearity, as well as a very extensive range of variables that user can request. With modelation has been possible to establish the maximum tensions and deformations zones, with theirs correspondent values. The structural capability of structure through linearity criteria and permissible deformation have been obtained, in order to compare the exactness of analytical and numerical computerized modelation methods. The comparison of aftermath obtained for the deteriorated model and the new model obtains the structural capacity loss percent.
This thesis accomplishes a study of technical behavior of the bridge Km 285. 68, motivated for alterations that have suffered his component elements and the inadequate functioning yielded by the train’s machinists that use to circulate for him. The filed information about this bridge is on short supply and it limits itself to analytical methods of calculation that undervalue the structural capability of the brigde. It is checked, through an ample bibliographic revision, do not exist precedents in the suchlike modelation of structures using elasto plastic steel models and the possibility to estimate with more precision that number. Posterior to a structural uprising to know the dimensions of all of the component elements and a pathological uprising to detail the pathologies that are affecting the structure, start the calculation of acting tensions and structural capability through analytical methods. They have been considered charging further critical combinations. Finally the determination of the more critical section and the load value that is capable of bearing the structure. In order to obtain more accurate aftermath, start the modelation of structure through the Finite Element Method with Abaqus 6.6-1 software, which offers the incorporation of elasto plastic steel models, the detailed description of work form of supports, introduction of obtained properties in the steel's essays of characterization, the obtaining of last load and the material's limit of linearity, as well as a very extensive range of variables that user can request. With modelation has been possible to establish the maximum tensions and deformations zones, with theirs correspondent values. The structural capability of structure through linearity criteria and permissible deformation have been obtained, in order to compare the exactness of analytical and numerical computerized modelation methods. The comparison of aftermath obtained for the deteriorated model and the new model obtains the structural capacity loss percent.
Descripción
Palabras clave
Modelación Estructural de un Puente Metálico Ferroviario, Puente Metálico Ferroviario de Viga Continua, Pons