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Local/distortional and overall interactive buckling of thin-walled cold-formed steel columns with open cross-section
https://orcid.org/0000-0002-5826-9518
Abstract The difference between local and distortional buckling of thin-walled cold-formed steel sections with stiffened elements, of members in both compression and bending are taken into consideration applying relevant design formulas available in the codes. However, for unstiffened elements, or for those unstiffened enough, the difference between distortional and local buckling modes, in some cases, and particularly for U-, Z- and L-sections, might be unclear. When these sections are edge stiffened, in the case of lipped flanges, it is not always easy to identify which of the two are dominant, while in the case of interaction with an overall buckling mode, the situation might be even more difficult. Local buckling modes involve the buckling of cross-sectional walls, while distortional buckling, also known as “stiffener buckling” or “local-torsional buckling”, is characterised by the rotation of the flange at the flange/web junction in members with edge stiffened elements. Both types of buckling are also known as “sectional” buckling modes. For interactive local/distortional buckling with the overall one, the correct evaluation of the “short” member capacity might play a significant role when checking the design capacity of a slender thin-walled member prone to interactive sectional-overall buckling mode. In the case of a stiffened flange, the effectiveness of the stiffeners can make the difference between local and distortion buckling. A boundary between local and distortional bucking of a given open section can be established to be considered in the design. To correctly apply the Ayrton–Perry formula, in order to get the ultimate capacity of a thin-walled cold-formed steel slender member, prone to interactive local or distortional buckling with the overall one, the strength of the short member has to be identified. This paper summarises the study of this problem, including the main results and conclusions, emphasising that it is difficult to separate the local and distortional modes in the case of cold-formed steel open sections used in practice, and there is some interaction between these two modes.
Highlights Local/distortional and overall interactive buckling of thin-walled cold-formed steel columns. Effectiveness of edge stiffeners in the interactive buckling of open section. Interactive buckling through the Erosion of Critical Bifurcation Load (ECBL) method. Relevant results and graphic comparison related to the performance of the approach. Design approach to consider the interactive local–distortion failures of members.
Local/distortional and overall interactive buckling of thin-walled cold-formed steel columns with open cross-section
https://orcid.org/0000-0002-5826-9518
Abstract The difference between local and distortional buckling of thin-walled cold-formed steel sections with stiffened elements, of members in both compression and bending are taken into consideration applying relevant design formulas available in the codes. However, for unstiffened elements, or for those unstiffened enough, the difference between distortional and local buckling modes, in some cases, and particularly for U-, Z- and L-sections, might be unclear. When these sections are edge stiffened, in the case of lipped flanges, it is not always easy to identify which of the two are dominant, while in the case of interaction with an overall buckling mode, the situation might be even more difficult. Local buckling modes involve the buckling of cross-sectional walls, while distortional buckling, also known as “stiffener buckling” or “local-torsional buckling”, is characterised by the rotation of the flange at the flange/web junction in members with edge stiffened elements. Both types of buckling are also known as “sectional” buckling modes. For interactive local/distortional buckling with the overall one, the correct evaluation of the “short” member capacity might play a significant role when checking the design capacity of a slender thin-walled member prone to interactive sectional-overall buckling mode. In the case of a stiffened flange, the effectiveness of the stiffeners can make the difference between local and distortion buckling. A boundary between local and distortional bucking of a given open section can be established to be considered in the design. To correctly apply the Ayrton–Perry formula, in order to get the ultimate capacity of a thin-walled cold-formed steel slender member, prone to interactive local or distortional buckling with the overall one, the strength of the short member has to be identified. This paper summarises the study of this problem, including the main results and conclusions, emphasising that it is difficult to separate the local and distortional modes in the case of cold-formed steel open sections used in practice, and there is some interaction between these two modes.
Highlights Local/distortional and overall interactive buckling of thin-walled cold-formed steel columns. Effectiveness of edge stiffeners in the interactive buckling of open section. Interactive buckling through the Erosion of Critical Bifurcation Load (ECBL) method. Relevant results and graphic comparison related to the performance of the approach. Design approach to consider the interactive local–distortion failures of members.
Local/distortional and overall interactive buckling of thin-walled cold-formed steel columns with open cross-section
https://orcid.org/0000-0002-5826-9518
Abstract The difference between local and distortional buckling of thin-walled cold-formed steel sections with stiffened elements, of members in both compression and bending are taken into consideration applying relevant design formulas available in the codes. However, for unstiffened elements, or for those unstiffened enough, the difference between distortional and local buckling modes, in some cases, and particularly for U-, Z- and L-sections, might be unclear. When these sections are edge stiffened, in the case of lipped flanges, it is not always easy to identify which of the two are dominant, while in the case of interaction with an overall buckling mode, the situation might be even more difficult. Local buckling modes involve the buckling of cross-sectional walls, while distortional buckling, also known as “stiffener buckling” or “local-torsional buckling”, is characterised by the rotation of the flange at the flange/web junction in members with edge stiffened elements. Both types of buckling are also known as “sectional” buckling modes. For interactive local/distortional buckling with the overall one, the correct evaluation of the “short” member capacity might play a significant role when checking the design capacity of a slender thin-walled member prone to interactive sectional-overall buckling mode. In the case of a stiffened flange, the effectiveness of the stiffeners can make the difference between local and distortion buckling. A boundary between local and distortional bucking of a given open section can be established to be considered in the design. To correctly apply the Ayrton–Perry formula, in order to get the ultimate capacity of a thin-walled cold-formed steel slender member, prone to interactive local or distortional buckling with the overall one, the strength of the short member has to be identified. This paper summarises the study of this problem, including the main results and conclusions, emphasising that it is difficult to separate the local and distortional modes in the case of cold-formed steel open sections used in practice, and there is some interaction between these two modes.
Highlights Local/distortional and overall interactive buckling of thin-walled cold-formed steel columns. Effectiveness of edge stiffeners in the interactive buckling of open section. Interactive buckling through the Erosion of Critical Bifurcation Load (ECBL) method. Relevant results and graphic comparison related to the performance of the approach. Design approach to consider the interactive local–distortion failures of members.
Local/distortional and overall interactive buckling of thin-walled cold-formed steel columns with open cross-section
Dubina, Dan (author) / Ungureanu, Viorel (author)
Thin-Walled Structures ; 182
2022-09-16
Article (Journal)
Electronic Resource
English
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