AISC 360-05 H3.3 'constrained local yielding'
AISC 360-05 H3.3 'constrained local yielding'
(OP)
Putting together an analysis of an existing bent plate connecting element, ~200in^2 total. FEA is showing an area of ~3in^2 exceeding material yield strength, peaking at about 160%. (A36 steel hitting nearly 60ksi)
Does anyone know how to quantify the allowance in the code, as written at the end of section H3.3: "Some constrained local yielding is permitted adjacent to areas that remain elastic" There is nothing in the commentary.
Does anyone know how to quantify the allowance in the code, as written at the end of section H3.3: "Some constrained local yielding is permitted adjacent to areas that remain elastic" There is nothing in the commentary.





RE: AISC 360-05 H3.3 'constrained local yielding'
Check your model and see what the material properties are. I would recommend elastic-plastic stress-strain
RE: AISC 360-05 H3.3 'constrained local yielding'
My question was on the interpretation/quantification of the statement in the code.
RE: AISC 360-05 H3.3 'constrained local yielding'
I think also logic can be of help. If you have a nut head and washer falling entirely on an entirely plastified area at limit states, just over Fy (how less over Fu) I wouldn't go with it, except that some explicit code procedure assures me the design is correct. The reason for this is that to do so would mean to rely on overstrength (and concomitant high deformation) to stand the limit forces, and one wouldn't want to do so except maybe for some earthquake, impact or blast scenario where some standing plastification after application of the loads may be surmised acceptable.