Horizontal Adjustment for steel to concrete Moment Connection

[tristan861]

Hey guys...
Im just wondering how could I provide horizontal adjustment for a steel beam (carries moment)to a concrete column without making slotted holes in the beam flange. Because as far as I know if the holes were slotted I should use S.C bolts which I cant.
Can anybody tell me what is the standard practice for such case.

The connection is:
A flange plate welded to the embedded plate and bolted to the beam flange (to carry the moment)
Shear plate welded to the embedded plate and bolted to the beam web with horizontal slots in the holes ( only carries shear).

Thanks in advance.

 

[KootK]

Because as far as I know if the holes were slotted I should use S.C bolts

I think that's only true for slots parallel to load. You may be okay here.

A flange plate welded to the embedded plate and bolted to the beam flange (to carry the moment)

If you're already welding the flange plate (to the embed plate), why not just weld it to the beam flange too? That would eliminate all kind of potential fit up issues.

I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.

 

[tristan861]

I believe that the connection should be loose (bolted). Otherwise, site weld will be needed.
Unless you mean lifting the beam with its connection (including the emb. PL)as one unit.? Is that achievable?

Thanks for replying kootk.

 

[KootK]

I believe that the connection should be loose (bolted). Otherwise, site weld will be needed.

Are you not already site welding the flange plate to the embed plate? I don't see how you'd avoid that unless it's a precast column and the flange plate to embed weld would be made in the shop.

Consider posting a sketch. As far as I'm concerned, you're a rogue accountant right up until I see something on graph paper to convince me otherwise.

Thanks for replying kootk.

Happy to help Tristan.

I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.

 

[dik]

Use steel shim plates to fill the space...

Dik

 

[tristan861]

Please see the attachment for clarification.
Thanks

 

[KootK]

Thanks for the sketch. If that's a cast in place column, then you'll be welding the flange plates to the embed plate. So why not have the welder throw a little weld on the beam flange too while she's there and have all the field adjustment flexibility possible? I like deformed bar anchors on the embed behind the tension flange but that's just me.

I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.

 

[tristan861]

Thanks guys...