Open AccessLocal buckling of universal beam flanges
Author(s) -
S. J. Thurston
Publication year - 1982
Publication title -
bulletin of the new zealand society for earthquake engineering/nzsee quarterly bulletin
Language(s) - English
Resource type - Journals
SCImago Journal Rank - 0.917
H-Index - 36
eISSN - 2324-1543
pISSN - 1174-9857
DOI - 10.5459/bnzsee.15.2.96
Subject(s) - buckling , structural engineering , beam (structure) , ductility (earth science) , hysteresis , materials science , displacement (psychology) , engineering , composite material , creep , physics , psychology , quantum mechanics , psychotherapist
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.