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Ultimate load of cylindrically curved steel panels under pure shear
Abstract In this paper, an extensive numerical study is performed with the aim to investigate the post-buckling behavior of simply supported cylindrically curved steel panels subjected to a pure shear load. The main objective is to understand the influence of geometrical parameters, such as curvature and aspect ratio, but also it is aimed to examine how the level of the constraint of the edges affects the ultimate shear resistance. Finally, a new set of formulas are numerically derived, which allow estimation of the ultimate shear reduction factor of unstiffened curved panels with three different types of edge constraints, for various curvatures (up to 50) and various aspect ratios (up to 5). Moreover, the formulas use a similar base form as the one available in EN 1993-1-5 for the prediction of the ultimate shear load of a flat panel.
Highlights Cylindrically curved panels subjected to shear load may exhibit a highly unstable initial post-buckling behavior. Ultimate shear strength depends on geometry of panel (Z and α), boundary conditions and initial imperfections. Proposed formulas predict the reduction factor χ w, as a function of slenderness parameter, similar to EN 1993-1-5. The buckling curves (χ w -) can be easily calculated for Z ≤ 50, 0.5 < α ≤ 5, and three different in-plane edge constraints. Formulas cover the most common ranges of the curvature parameter used in bridge, offshore and airplane applications.
Ultimate load of cylindrically curved steel panels under pure shear
Abstract In this paper, an extensive numerical study is performed with the aim to investigate the post-buckling behavior of simply supported cylindrically curved steel panels subjected to a pure shear load. The main objective is to understand the influence of geometrical parameters, such as curvature and aspect ratio, but also it is aimed to examine how the level of the constraint of the edges affects the ultimate shear resistance. Finally, a new set of formulas are numerically derived, which allow estimation of the ultimate shear reduction factor of unstiffened curved panels with three different types of edge constraints, for various curvatures (up to 50) and various aspect ratios (up to 5). Moreover, the formulas use a similar base form as the one available in EN 1993-1-5 for the prediction of the ultimate shear load of a flat panel.
Highlights Cylindrically curved panels subjected to shear load may exhibit a highly unstable initial post-buckling behavior. Ultimate shear strength depends on geometry of panel (Z and α), boundary conditions and initial imperfections. Proposed formulas predict the reduction factor χ w, as a function of slenderness parameter, similar to EN 1993-1-5. The buckling curves (χ w -) can be easily calculated for Z ≤ 50, 0.5 < α ≤ 5, and three different in-plane edge constraints. Formulas cover the most common ranges of the curvature parameter used in bridge, offshore and airplane applications.
Ultimate load of cylindrically curved steel panels under pure shear
Ljubinković, Filip (author) / Martins, João Pedro (author) / Gervásio, Helena (author) / Simões da Silva, Luís (author)
Thin-Walled Structures ; 142 ; 171-188
2019-04-15
18 pages
Article (Journal)
Electronic Resource
English
Imperfection sensitivity of cylindrically curved steel panels
| Elsevier | 2014
Imperfection sensitivity of cylindrically curved steel panels
| Online Contents | 2015