Abstract
Contemporary structural design approaches necessitates ways to determine realistic behavior of structures. For this purpose, inelastic ultimate load analysis methods are used widely since strength and stability of whole structure can be represented. In this study, a numerical method is proposed for determining inelastic ultimate load capacity of steel frames considering lateral torsional buckling behavior under distributed loads. In the analyses, inelastic material behavior, second-order effects and residual stresses of the structural frame system and its members are taken into account. Additionally, lateral torsional buckling behavior is considered in the analysis using finite difference method and it is used for determining the structural load carrying capacity of steel frames. Consequently, the problem associated with flexural capacity decreases due to lateral torsional buckling is precisely considered in the load increment steps of inelastic ultimate load analysis. In order to validate the proposed method, numerical examples from the literature are calculated considering the proposed method, AISC 360-16 design specification equations and approaches from the literature. Results of the numerical examples show that lateral torsional buckling is a key issue in determining structural load carrying capacity. Thus, proposed analysis method is shown to be an efficient and consistent tool for inelastic ultimate load analysis.
Highlights
Determining the realistic behavior of structures has gained importance from both structural safety and economic perspectives
Lateral torsional buckling behavior is considered in the analysis using finite difference method and it is used for determining the structural load carrying capacity of steel frames
The problem associated with flexural capacity decreases due to lateral torsional buckling is precisely considered in the load increment steps of inelastic ultimate load analysis
Summary
Determining the realistic behavior of structures has gained importance from both structural safety and economic perspectives. 2.1 Second-order analysis The equations of equilibrium need to be formulated on the geometry of the deformed structure when steel structural members are subjected to axial force For this reason, stability functions [14], geometric stiffness matrix methods [15] and moment amplification factors of B1 and B2 method [16]. 2.3 Residual stress Gradual yielding effect due to residual stress along the length of members under axial loads between two plastic hinges is considered by Column Research Council tangent modulus concept In this concept, elastic modulus E is reduced for accounting the reduction of the elastic portion of the cross-section and this approach is considered in many studies [17] and modern design codes [18] as given in Eqs. In the derivation of Eq (8), lateral deflection and twisting are prevented at the both ends of the beam whereas beam ends are free to rotate laterally and free to wrap
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