Moment end plate connection

[JRS56]

I'm designing a beam splice using AISC Design guide 16 as a reference. At the beginning of the guide they talk about how the metal building industry pioneered the use of these joints. The authors developed their deign procedure and then tested rolled shapes of similar sizes. They created tables (3-6 & 4-7) showing the working parameters of their R&D. In particular, my beam is a W14 which is below their testing parameters (they tested 16"-24"). My actual/allowable stress = .56 so I think I'm good from a strength standpoint. I'm trying to use a W14 so I can closely match existing bar joists stiffness.

I know that I've seen similar connections in the field on beams smaller than W16. So I assume those engineers convinced themselves that "if the strength is good the depth doesn't matter".

So I'm looking for some commentary from others who've faced similar situations.

Thx

 

[JoshPlumSE]

I think the general concept of using yield line theory (and consideration of bolt prying) for end plate moment connections is validated with that design guide.

Now, if this were a SMF moment connection for seismic ductility then you would be limited to the size range given in AISC 358. But, if not, then I wouldn't worry that your beam size doesn't exactly match up with what was tested.

 

[JoshPlumSE]

Note: I very much suspect that you're NOT using a seismic connection. Because, then you would be looking at design guide 4 instead of design guide 16.