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• W2547564988 abstract "The aim of the present work is to study the free and forced non-linear vibration problem of L-frames with semi-rigid connections using a finite element formulation. For this, an efficient non-linear finite element program for the static and dynamic analysis of frames is developed. The equilibrium paths are obtained through continuation techniques together with Newton-Raphson method. The solution of the system of ordinary differential equations of motion is obtained by Newmark implicit numerical integration method together with adaptive strategies for the automatic increment of the time step. The buckling and post-buckling analysis of frames is an important problem in the design of structures, in particular in the analysis of slender steel frames. It is well known that in many frame structures the analysis of columns or beam- columns as independent members may lead to erroneous results, particularly at large deflections. In some configurations the critical load and in particular the post-buckling behavior is affected by the other members meeting at the ends of the column. In a famous paper, Koiter (1967) showed that L-frames exhibit an asymmetric bifurcation and, as a consequence, its load carrying capacity is affect by imperfections. These results were confirmed experimentally by Roorda (1965). The initial post-buckling behavior of L-frames has been discussed at length by various authors in the past (Koiter, 1967, Roorda and Chilver, 1970, Brush and Almroth, 1975, Bazant and Cedolin, 1991), using asymptotic expansions of either the potential energy or the equilibrium equations governing the non-linear response of the frame- work. These studies are usually concerned with the determination of the initial slope and curvature of the post-buckling response. As shown by Koiter (1967), these two results are enough to characterize the type of bifurcation and can be used to estimate the imperfection sensitivity of the structure. However, these approximate solutions can describe only the initial post-buckling behavior of the frame. The same geometry used by Koiter has also been used in the last two decades by several authors to test the efficiency of several non-linear finite element formulations for planar frames as well as incremental-iterative strategies for the solution of eminently non-linear problems. This interest is due to the highly non-linear response of L-frames under eccentric loads. Nonetheless little is known on the influence of the frame parameters and load and geometric imperfections on the equilibrium and stability behavior of steel frames with flexible connection under static and dynamic loading. Galvao et al. (2005a) conducted a detailed parametric analysis to study the influence of the stiffness of the lateral bracing, boundary conditions as well as load and geometric imperfections on the non-linear response and imperfection sensitivity of this frame. For this an efficient non-linear finite element formulation for the analysis of planar elastic frames was used together with a non-linear solution methodology, which solves the resulting non-linear equations and obtains non-linear equilibrium paths through the Newton-Raphson method together with path-following techniques, such as arc-length schemes (Crisfield, 1991). The aim of the present work is to conduct a dynamic analysis of L-frames and to study the influence of the stiffness of the connections as well as load and geometric imperfections on the nonlinear response of L-frames. These results provides some insight as to the source and mechanism of asymmetric bifurcation and imperfection sensitivity in some frames and may help engineers to evaluate the importance of the geometrical second order effect and connection flexibility in the analysis of slender frames." @default.
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• W2547564988 date "2005-01-01" @default.
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• W2547564988 title "STABILITY AND VIBRATION ANALYSIS OF SLENDER L-FRAMES WITH SEMI-RIGID CONNECTIONS" @default.
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