The following article presents the elaboration and results obtained from a 3D finite element, of the 8-node hexahedron type with 6 degrees of freedom (DOF) per node (48 DOF per element) based on third degree Hermitian polynomials, and of a 2-node structural element, with 6 DOF per node (12 DOF per element), based on third degree Hermitian polynomials and the theory of Timoshenko for beams. This article has two purposes; the first one is the formulation of a finite element capable of capturing bending effects, and the second one is to verify whether it is possible to obtain the deformation of the beam’s cross section of a structural member of the beam type, based on the deformations of its axis. The results obtained showed that the 8-node hexahedron FE was able to reproduce satisfactory results by simulating some cases of beams with different contour and load conditions, obtaining errors between 1% and 4% compared to the ANSYS software, educational version. Regarding the structural element of the beam type, it reproduced results that were not as precise as the FE Hexa 8, presenting errors of between 6% and 7% with regard to the axis but with error rounding between 10% and 20%.
The development and innovation of Science, specifically in the branch of construction in Civil engineering, has led the implementation of new alternatives in analysis, design and construction of industrial buildings. For this reason, in this research it was proposed to carry out a study of structural behavior of two types of self-supporting roofs: flat and circular, which were analyzed using computational tools for simulation through finite elements, in which initially the structure made up of columns, beams and steel sheets was completely modeled with an equivalent cross section, which made up the self-supporting roofs; then only the steel sheets with real cross section were discretized, and it was noted that in the extremes were the greatest stresses generated by the application of horizontal and vertical loads; and the maximum displacement of the circular roof was 14.32 % of the flat one.
This article discusses the use of green roofs as rainfall water storage in its soil matrix. The methodology is analytical based on mathematical models, where runoff produced in an urban area is compared with current conditions of ordinary roofs with ceramic or bituminous materials as the original scenario, against another where green roofs are used. The study area is located in the Palavecino municipality of Lara state in Venezuela, in the flood zone of Quebrada Tabure. In this research, a quantitative comparison of the direct runoff hydrographs of the proposed scenarios was used, obtaining as a main result the reduction of runoff between 60% and 80% according to the period of return. An interesting point of this research was the incorporation of the routing of hydrographs on the roofs, reducing even more the peak flow over 90%, and delaying the peak time of the generated hydrographs between 10 and 12 minutes while the total duration of the hydrographs increase more than three times.
Structural engineers commonly design superstructures as fixed at the base and transmit the reactions to the infrastructure in order to design the foundation system and estimate the displacement of the soil while disregarding the change in seismic response that this induces. In this article, the foundation system was transformed into equivalent springs, and the seismic response in the linear range was compared and quantified, obtaining results such as increased periods, increased amounts of steel reinforcement in beams (between 7% and 25%) and columns (between 29% and 39%), an increase in the number of stirrups per linear meter (between 3% and 11% in columns and between 5% and 45% in beams) and drifts (between 1% and 14%), and a decrease in basal shear (up to 20%), which directly affects the design of the structure. This study concludes that the inclusion of the soil-structure interaction is necessary for structural design in the linear range.
En el Ecuador se ha incrementado el uso de conexiones con tubulares cuadrados de acero en viviendas y centros comerciales. Sin embargo, no existe una normativa que explique su comportamiento. En esta investigación se evaluó el comportamiento experimental de dicha conexión. Para ello, se realizaron ensayos donde se analizó el comportamiento elastoplástico de juntas soldadas con tubos cuadrados de acero conformados por perfiles G de 60x30x2 y 80x40x3 mm, sometidas a carga monotónica. Cada prueba consistió en imponer carga progresiva en la conexión superior del pórtico, para medir los desplazamientos y distorsión de la geometría de los elementos unión viga-columna de la conexión inferior. Los resultados evidencian que la carga de colapso experimental en los pórticos 1, 2 y 3 (conexión sin refuerzo) disminuyó 12,82 % con respecto al valor teórico, mientras que en los pórticos 4, 5 y 6 (conexión reforzada) se incrementó en 14,96 %. El reforzamiento está conformado por platinas instaladas en la columna de la conexión inferior. Con ello, se ha evitado la falla por pandeo local y se ha garantizado la formación de rótulas plásticas en la viga de la unión soldada, cumpliendo así el criterio de viga débil-columna fuerte.
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