Partially Restrained Moment Connection

[Hadeer Salah]

I need to design moment connection (beam to column flange) with 2 angles that shown on the attached file but i didn't find any approach to be followed.
Is there any solved example could help me?

Hadeer

 

[klaus.]

picture looks like Statica Programm
Link

 

[JoshPlumSE]

I think that's considered a "Flexible Wind Connection". Or, pretty close to it.

I've never used them myself. But, the AISC LRFD 2nd edition volume II had a design procedure for it. Some caveats:
a) You're supposed to have a simple shear connection as well, like a shear tab or such.
b) You can't mix and match this with other moment connections.
c) Beams must be capable of resisting full gravity load as if it's merely a simply supported beam.

There are other restrictions likely as well. But, like I said, I've never used this in practice..... And, whatever you do, do NOT use this to resist seismic loads.

 

[h-badawy]

this connection called "Seated simple connection" see attached photo , but it is not commonly used .
I suggest you to use a simple shear connection either welded plat with column flange and bolted with the beam web or two angles back to back in place of single plate .

Thank you

 

[tristan861]

I think using angles as MC is usually not recommended. If you want to achieve a PR behaviour you can use a flush moment end plate.

 

[JoshPlumSE]

Tristan861 -

I think it's and erection expediency issue. End plates can be more challenging for erection and the fabrication has to be a little more precise. Seated angle connections (with a shear plate) are much more forgiving.

Granted, I've never actually used them. But, I've talked to engineers that love them. None of them work in high seismic areas, I hope.

 

[tristan861]

In that case, I would throw a stiffener to the tension cleat.