Abstract
This paper presents a methodology for optimization of beam-column connections of plane steel frames. The objective is to obtain beam- column connections mechanically more efficient and with minimum cost by determination of the optimal dimensions for the components of the connection; satisfying mechanical constraints associated with the bending moment and the rotational stiffness of the connection, without compromising its safety and integrity. Minimum and maximum limits of geometric parameters are considered, according to current regulations. Algorithms were developed to calculate the bending moment and the rotational stiffness of the connection using the “Method of Components” of Eurocode 3. Initially, it was developed a digital database with structural profiles, steel plates and commercial bolts obtained from catalogs of manufacturers, with automatic access of the data by the computational modules of structural analysis and optimization. In the optimization model, it is adopted the connection with extended end plate without stiffeners, the design variables are the dimensions and the thickness of the end plate, the diameter and the location of the bolts. In the optimization process, we use genetic algorithms with continuous and discrete variables, with the discrete variables being associated to the database. In this way, this paper presents a computational tool fully developed in MATLAB® environment for analysis and optimal design of beam-column connections for plane steel frames. Applications that show quite satisfactory results when compared with results available in the literature are presented.
Highlights
In recent years, there has been a great growth of industrial buildings and residences structured in steel
This paper presents a computational tool fully developed in MATLAB® environment for analysis and optimal design of beam-column connections for plane steel frames
The beam-column connections of steel frames have been simplified by considering them to be flexible or rigid connections. Flexible connections are those in which their rotational stiffness is ideally zero, that is, the relative rotation at the end of the beam is free; the rigid connections are those in which their rotational stiffness is considered infinite, that is, there is not rotation between the connected elements
Summary
There has been a great growth of industrial buildings and residences structured in steel. The beam-column connections of steel frames have been simplified by considering them to be flexible or rigid connections Flexible connections are those in which their rotational stiffness is ideally zero, that is, the relative rotation at the end of the beam is free; the rigid connections are those in which their rotational stiffness is considered infinite, that is, there is not rotation between the connected elements. This consideration is an idealized form that does not reflect the real behavior of the connections. Real connections have always a certain degree of rotational stiffness and flexural resistance that generate an intermediate behavior between the two theoretical extremes mentioned, called semi-rigid connections (FAELLA et al, 2000)
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