Abstract
Abstract This article presents a theoretical and numerical study of an innovative joint using cold-formed steel sections. The motivation for the study of this connection is the ease of manufacturing and assembly that it provides. The profiles are made of cold-formed lipped channel sections, which are welded to form closed built-up sections on the columns and open built-up lipped sections to the beams. The beams use endplates connected by bolts (threaded bars) to the columns. The study evaluates the connection’s initial stiffness of 19 models, where the following parameters were varied: the thickness of the profiles and endplates, the height of the column sections and the diameter of the bolts. A theoretical and a numerical study were developed: the numerical study was performed using finite elements through the commercial software ANSYS, whereas the theoretical study was made based on the component method, prescribed by Eurocode 3, that does not include the design of the connection analyzed herein. Thus, aiming to enable the design of joints composed of cold-formed lipped channel sections, the analysis results were compared and an adjustment coefficient, proportional to the slenderness of the column’s plates, was proposed. The coefficient was introduced to the stiffness component that represents the column web in compression in the mechanical model. The ratio between the coefficients’ numerical and theoretical values presented a maximum variation of 11%, which was considered satisfactory.
Highlights
The beam-column connections of steel profiles are commonly considered as rigid or pinned
Since Equation 6 does not represent a coefficient “Q”, obtained based on the the k2 component, due to different tubular numerical analysis data. This coefficient, profile buckling modes of an open built- given by Equation 10, is proportional up lipped section, it was necessary to add to the slender profile, which correlates the profiles presented by the component method used by Eurocode 3 (2010), with formed lipped channel sections used in the present study
The general component method is used to calculate the stiffness coefficients of specific components and is limited by some criteria
Summary
The beam-column connections of steel profiles are commonly considered as rigid or pinned. Joints classified as rigid may be assumed to have sufficient rotational stiffness to justify analysis based on full continuity. These simplifications are used in designs due to the difficulty of analyzing and scaling the real behavior of the joints. It is known that some of the connections do not have this idealized behavior and have partial transmission capacity of the bending moment and rotation. These joints are called semi-rigid and its use should be an economic solution for structural designs
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