Partial Moment Release for Type II Wind Connections 1

[WARose]

Partial Moment Release for Type II Wind Connections

I’ve been asked to model a structure that has the Type II “wind connections” /moment connections for the main girders. (I.e. (bolted) clip angles connecting both flanges to the column [and 2 clip angles to serve as shear connections for the web].) I did a search on this particular topic [on here] and read a variety of opinions. But what I need is an idea as to how much moment release to model. STAAD has the ability to do a partial moment release, and after doing some reading I think that releasing about 20-30% should be adequate. But the monkey wrench in this is the fact they have this framing into the column’s web as well……so I’m not sure how big of an impact that will be.

I know a common practice was to consider these connections as inactive under gravity loads……unfortunately STAAD doesn’t do releases by load case. Therefore I was probably going to have 2 separate models: one considering gravity loads only (with pinned ends) and the other with gravity and lateral (with a PR). If it works for both [and you have to wonder about the stability of the first model] I think I might be ok....but just not sure how to model the release.

 

[RFreund]

This was a pretty good thread explaining this type of connection:

thread507-303493

It should answer most of your questions.
See the last post by Lion06 and his reference which was linked to a google doc.

This is a great reference:
Flexible Moment Connections for Unbraced Frames
Subjected to Lateral Forces—A Return to Simplicity

EIT

 

[WARose]

Thanks RF!