photo CHPE_AnimatedWebBanner_650x1202_zps5704d467.gif
Sign in to follow this  
Followers 0
McEngr

FEA Member offsets and Panel Zone Deformation

6 posts in this topic

Rafael Sabelli brought up an excellent point about drift and panel zone deformation in the Kaplan review course. He basically said that if the member to member connections to the nodes are from center-to-center of say a special moment frame of steel, that the panel zone deformation can be ignored. I thought I would share this insight as I have been wondering how to account for this on the exam (seeing as how AISC 341 does not address it explicitly).

Share this post


Link to post
Share on other sites

I could see of some exceptions to this rule, but Sabelli was making a rough generalization and stated this in his presentation.

Share this post


Link to post
Share on other sites

As is "zero force member?"

Share this post


Link to post
Share on other sites

If you were, for instance, going to design your beam from the face of column and have an "inactive" member in risa merely to transfer the force, you would have to account for the deformation. However, if you go from center line of column to center line of beam, one could make this conservative assumption to neglect panel zone deformation in most cases.

I assume you've used RISA, or eTABS or STAAD?

Share this post


Link to post
Share on other sites

I've used STAAD quite a bit. I haven't used RISA since college. I sorta don't know what you're talking about. I'd have to read up on this stuff.

Share this post


Link to post
Share on other sites

Sorry ip. The issue is pretty simple - so I'm not doing a great job of explaining it evidently. If you design your members without consideration of offsetting the dimensions for the actual clear span dimension of the members, the deformation is still being designed.

Like for a portal frame with a lateral load at the top (bridge engineers call this a "bent" I think), then your beam would be long because it isn't modeled from face of column to face of column. Does this make sense?

Potentially for the SE, this could be an "interpret analysis program" problem.

Share this post


Link to post
Share on other sites

Create an account or sign in to comment

You need to be a member in order to leave a comment

Create an account

Sign up for a new account in our community. It's easy!


Register a new account

Sign in

Already have an account? Sign in here.


Sign In Now
Sign in to follow this  
Followers 0