| dc.creator | Thurston, S. J. | |
| dc.date | 1982-06-30 | |
| dc.date.accessioned | 2021-02-02T02:30:13Z | |
| dc.date.available | 2021-02-02T02:30:13Z | |
| dc.identifier | https://bulletin.nzsee.org.nz/index.php/bnzsee/article/view/963 | |
| dc.identifier | 10.5459/bnzsee.15.2.96 | |
| dc.identifier.uri | https://repo.nzsee.org.nz/xmlui/handle/nzsee/1864 | |
| dc.description | 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. | en-US |
| dc.format | application/pdf | |
| dc.language | eng | |
| dc.publisher | New Zealand Society for Earthquake Engineering | en-US |
| dc.relation | https://bulletin.nzsee.org.nz/index.php/bnzsee/article/view/963/939 | |
| dc.rights | Copyright (c) 1982 S. J. Thurston | en-US |
| dc.rights | https://creativecommons.org/licenses/by/4.0 | en-US |
| dc.source | Bulletin of the New Zealand Society for Earthquake Engineering; Vol 15 No 2 (1982); 96 | en-US |
| dc.source | 2324-1543 | |
| dc.source | 1174-9857 | |
| dc.title | Local buckling of universal beam flanges | en-US |
| dc.type | info:eu-repo/semantics/article | |
| dc.type | info:eu-repo/semantics/publishedVersion | |
| dc.type | Technical Note | en-US |
