If you know the number for the area in question I'd still use NSLA.
For example if the area in question is area #12:
ASEL,S,AREA,,12
NSLA,S,1 (or 0, depending if you want all nodes in the area or only interior nodes).
That way you don't have to know the geometry.
-Dan
The generic "unable to mesh" error is frustrating. Try applying or changing mesh controls, not by enough to make a diference in your model, just enough to change things a little. Sometimes that helps.
I've used beam elements (point to surface) in FEM Mode for export to Ansys.
They seem to work well enough, but you get high stresses at the interface.
-Dan
You may already be doing this, but it's worth mentioning.
While any node in the model can be used for an orientation node, it's sometimes advantageous to use node(s) that are not used for anything but beam orientations. This will let you "rotate" a beam by moving the orientation node(s)...
This works for shell elements.
Turn OFF element outlines. /edge command
Then do an eplot. Duplicated elements will show element outlines when you have element outlines turned off.
-Dan
I'm not really familiar with the FITEM commands, but the documentation shows these as commands generated in the log file from performing list commands with picking (elis,p or nlis,p).
I opened a simple model and no FITEM commands were generated in the log file for an esel,r,p command, but FITEM...
I typically use short beam elements to simulate bolted connections, not for in-depth analysis of the connection, but to determine the large scale stresses in the structure.
Beam4 or Beam44 elements connected to Shell63 elements.
Here's the kicker. I just had a situation where I needed to...
If you apply only displacement constraints (not rotational) along a straight line, this will act as a hinge with its axis along the line where you applied the constraints.
WARNING: If the nodes you are constraining are not in a straight line, this will act like a fixed constraint.
-Dan
This response assumes linear elastic analysis. If you're doing a post-failure plactic analysis then please disregard this post
The idea behind bucking failure is that the structure becomes unstable if a load higher than Pcr is applied.
If the structure is unstable, then by definition the...
Hi,
Rather than beating you up for not using symmetry boundary conditions I'll assume that you need to do this or you wouldn't be asking.
I run a lot of load cases where the model and SOME loads are symmetrical but other loads are not.
There are some old unsupported commands that might help...
