Moment connection between wide flange and channels

[milkshakelake]

Does this work? I'm not 100% sure how the unbraced length would work; maybe each channel is fully unbraced, which would make it very hard to work with.

 

[palk7 EIT]

The top and bottom flange of Channel restrained then would be ok to dive in the moment connx. direction,Since its like built tup section, the unbraced length can be more for your C-Channels. Is it not possible to use HSS?

 

[milkshakelake]

It's not really a built up section. It's sandwiching some brick. It's more like two independent channels.

It might be possible to use HSS, but it would make the demolition sequence far more complicated. I'm just exploring this option because it saves $.

 

[JAE]

Are you sawcutting into the brick to insert the channel flanges?

Is the entire channel moment taken by its web (and not the flanges)?

 

[milkshakelake]

Yes, I am sawcutting into the brick to insert the flanges.

No, the channel is welded at the flanges. So I'm assuming web is for shear (even though it takes some moment) and flanges are for moment.

 

[RPGs]

Seems like it would work just fine on paper. I'm not sure about treating the channels as anything but unbraced, though.

Applying field welds from the flanges of the channels to the column seems pretty difficult in terms of access; particularly if they welds are full penetration.

I personally would probably push for the more expensive shoring/demo procedure and a more typical moment frame assembly, but that's mostly because I design masonry shoring pretty frequently and work with shoring contractors that are familiar with it.