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Abstract(s)
Este trabajo ha sido desarrollado como “Tesis fin de Máster de la Ingeniería de la Construcción”. La motivación para la realización de esta tesis está relacionada con el poco conocimiento del comportamiento real de las CSCTB, y la falta de formulación específica en las normativas europeas actuales [1-5], para su dimensionamiento de forma económica, eficiente y segura.
Se analizaron 12 vigas CSTCB en flexión y se ha determinado su resistencia, en fase SI (viga formada con las celosías y la base de apoyo, capaz de ser autoportante) y posteriormente en fase SII (viga embebida en hormigón). Las CSTCB estudiadas se diferencian entre ellas por estar compuestas por una o dos celosía de acero (Tipo I y II, respectivamente). También fueron consideradas dos bases diferentes, una de acero y otra de hormigón (A y B respectivamente). Para cada una de estas secciones tipo fueron consideradas también tres longitudes diferentes (L1 = 1,64 m, L2 = 2,952 m, L3 = 4,264 m).
Se simularon cada una de las vigas mediante el software “ANSYS” [6]. En fase SI se realizó un análisis de estabilidad lineal elástico, a partir del cual se obtuvo la fuerza crítica, momento crítico y los primeros modos de inestabilidad de cada una de las vigas. Esta información ha sido utilizada para simular la imperfección geométrica de las CSCTB. Posteriormente se realizó un análisis no lineal geométrico e material de las vigas tanto en fase SI como SII, por el método de Newton-Raphson y el método de la Longitud del Arco para determinar su resistencia a los E.L.U.
Se comprobó el resultado del estudio numérico de resistencia, con la formulación analítica basada en la normativa vigente de los Eurocódigos [1-5]. Se pudo observar la necesidad de una formulación más específica, que pueda interpretar mejor el comportamiento de resistencia a los E.L.U de las CSTCB.
This work was developed in the due course of a master thesis In Construction Engineering. The motivation this study is related to the lack of knowledge of the actual behaviour of Composite Steel Truss and Concrete Beam (CSTCB) and lack of information in the current European Standards [1-5], for design of economic, efficient and safe structures. Twelve CSTCB were analysed to find their bending resistance during stage SI (lattice beam formed with a base plate capable of being self-supporting) and subsequently in stage SII (beam embedded in concrete). The CSTCB differentiate themselves by the number of steel trusses, one or two steel lattice (Type I and II, respectively). Two different base plates were also considered, one made of steel and another made of concrete (A and B respectively). For each of these sections, three different lengths (L1 = 1.64 m, L2 = 2.952 m, L3 = 4.264 m) were analysed. All beams were numerically simulated using ANSYS [6]. A lineal elastic stability analysis was performed in stage SI to determine the value of critical load (critical bending moment) and the first’s modes of instability were extracted. This information was used to define the initial geometric imperfection of CSTCB. A second type of analysis (nonlinear geometric and material) was defined to calculate the bending resistance for the ULS (Ultimate Limit State), using two distinct solution solvers (Newton -Raphson method and the arc-length method) in both stages SI and SII. Numerical results were compared with the simple calculation formulae, based on Eurocodes [1-5]. More specific formulation should be developed to better define the CSTCB bending resistance for the ULS.
This work was developed in the due course of a master thesis In Construction Engineering. The motivation this study is related to the lack of knowledge of the actual behaviour of Composite Steel Truss and Concrete Beam (CSTCB) and lack of information in the current European Standards [1-5], for design of economic, efficient and safe structures. Twelve CSTCB were analysed to find their bending resistance during stage SI (lattice beam formed with a base plate capable of being self-supporting) and subsequently in stage SII (beam embedded in concrete). The CSTCB differentiate themselves by the number of steel trusses, one or two steel lattice (Type I and II, respectively). Two different base plates were also considered, one made of steel and another made of concrete (A and B respectively). For each of these sections, three different lengths (L1 = 1.64 m, L2 = 2.952 m, L3 = 4.264 m) were analysed. All beams were numerically simulated using ANSYS [6]. A lineal elastic stability analysis was performed in stage SI to determine the value of critical load (critical bending moment) and the first’s modes of instability were extracted. This information was used to define the initial geometric imperfection of CSTCB. A second type of analysis (nonlinear geometric and material) was defined to calculate the bending resistance for the ULS (Ultimate Limit State), using two distinct solution solvers (Newton -Raphson method and the arc-length method) in both stages SI and SII. Numerical results were compared with the simple calculation formulae, based on Eurocodes [1-5]. More specific formulation should be developed to better define the CSTCB bending resistance for the ULS.
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Keywords
Vigas de hormigón reforzadas con una estructura reticulada en acero Estados límites últimos Resistencia a flexión Verificación de seguridad estructural Eurocódigos estructurales