Local buckling of universal beam flanges
Item
Title (Dublin Core)
en-US
Local buckling of universal beam flanges
Description (Dublin Core)
en-US
To study fatigue of defective welds, beam-column joints were cyclically loaded at MWD Central Laboratories. However, local buckling occurred in the beam
flanges during the first few cycles at displacement ductilities 2.25-2.6. Despite the buckling, the peak resisted load had a maximum of 15% reduction after 10 cycles at these ductilities, and the hysteresis loops showed little change
in shape. Nevertheless, because steel frame structures can be expected to sustain a ductility demand of about 4/SM or 6, there is clearly some doubt as to whether the strength of a system already buckling at a DF < 3 would be maintained under
the design earthquake. The 310 UB 40 beam tested complied with the current NZ Steel Code, which required no stiffeners in this case.
Creator (Dublin Core)
Thurston, S. J.
Publisher (Dublin Core)
en-US
New Zealand Society for Earthquake Engineering
Date (Dublin Core)
1982-06-30
Type (Dublin Core)
info:eu-repo/semantics/article
info:eu-repo/semantics/publishedVersion
en-US
Technical Note
Format (Dublin Core)
application/pdf
Identifier (Dublin Core)
https://bulletin.nzsee.org.nz/index.php/bnzsee/article/view/963
10.5459/bnzsee.15.2.96
Source (Dublin Core)
en-US
Bulletin of the New Zealand Society for Earthquake Engineering; Vol 15 No 2 (1982); 96
2324-1543
1174-9857
Language (Dublin Core)
eng
Relation (Dublin Core)
https://bulletin.nzsee.org.nz/index.php/bnzsee/article/view/963/939
Rights (Dublin Core)
en-US
Copyright (c) 1982 S. J. Thurston
en-US
https://creativecommons.org/licenses/by/4.0
