ASME VIII-2 Part 5 - 5.3.2 (Elastic Analysis - Triaxial Stress Limit) - Toe of Welds
ASME VIII-2 Part 5 - 5.3.2 (Elastic Analysis - Triaxial Stress Limit) - Toe of Welds
(OP)
I'm just curious how other members of the forum experienced with ASME VIII-1 Part 5 handle the local failure criteria limit at the toe of welds.
Take a nozzle for example, with external fillet welds. If the welds are modelled as simple 45deg fillets, then singularities exist at each toe of the weld. As the mesh is made finer and finer, the triaxial stress at this location will increase to infinity.
What methods do other members use to work around this issue?
Take a nozzle for example, with external fillet welds. If the welds are modelled as simple 45deg fillets, then singularities exist at each toe of the weld. As the mesh is made finer and finer, the triaxial stress at this location will increase to infinity.
What methods do other members use to work around this issue?





RE: ASME VIII-2 Part 5 - 5.3.2 (Elastic Analysis - Triaxial Stress Limit) - Toe of Welds
First thing: the current rules state that you are to use the linearized primary principal stresses. So, the peak stresses at the toe of a weld would be essentially irrelevant to a linearized stress. You ought not to be using the stress-at-a-point.
Second: see the quote above from ASME PTB-1. Use the elastic-plastic method. Period.