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I appreciate everyone's responses on this thread. Thank you.

Why would you consider a web only connection fixed? Is it because it is a slip critical connection? Are you suggesting that all slip critical connections need to be designed for moment?

The first one.

Based on the above responses, it appears that more knowledge about the behavior of the joint is needed before any attempt can be made to model it as partially restrained. It also appears there are no publications available that can easily allow a designer to assign a rotational spring...

Say the beam is modeled with fixed ends; if the slip capacity of the bolt group is greater than the applied service moment, could the connection be modeled as fixed? On the other hand, if the moment applied is greater than the bolt group capacity, should the model be changed to assume pinned...

I did look at the AISC Steel Manual. My connection most closely matches that of a Single-Plate Connection with extended configuration. Table 10-10 really only addresses a single line of bolts. I do understand that the connection cannot be considered as purely fixed. But a large bolted...

Steel beams that are only bolted through the web are traditionally designed assuming they are pinned supports. If the connection were only say 4 bolts (2x2), any engineer would assume a pinned connection. However, say the beam is deep and there are a significant amount of bolts. Say a 2x10 bolt...