ASB beam for comflor 1

[steelnz2003]

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Hi Just wants to check how you do the as symmetric beam that carry the comflor 215 deck, I have a torsion due to one side loaded at construction stage do I connect the end flanges to the columns ? I would prefer not and I am not sure what is the commen standard for these type of beam column connection gravity type

 

[Ingenuity]

You probably have not any response/reply to date because we may not understand your terminology.

ASB = asymmetric steel beam?

ComFlor = composite concrete slab on metal deck?

If you share a sketch of your situation you may get some informative replies.

 

[dik]

Yup... need more info and explanation of the terminology.

Dik

 

[KootK]

I did a little digging around on this yesterday. The ASB are just wide flange beams where the lower flange is wider than the upper for convenient setting of precast/comfloor etc. I found gobs of stuff on designing the beams for torsion but nothing really on what the nature of the torsional end connections ought to be. So I can't say what normal ought to look like. Rationally, restraining the flanges laterally makes a ton of sense. That said, in my market, there's a similar precast detail used for the temporary case where the beam support connection is just straight shear tab. It's a bit sketchy but some torsional capacity can be justified for that.

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.

 

[steelnz2003]

Hi all Thanks for those who respond by providing information Kootk and those who needs more information to help
In brief I am doing a beam that is going to support a sheet metal supported on the bottom flange that is 50mm each side than the top one so in case of casting the concrete in one side and for the edge beam will have some torsion in the beam this torsion I wonder how to have the end connection all books only cover either beam or slab but non cover the connection I have my column as SHS so would like to have an plate connection not end plate.
My question is what sort of conenction you usually do in such case I am thinking to sit the beam on top of the column and weld some stiffners ?

 

[patswfc]

Normally the ASB would have a full depth end plate with flanges welded to the plate to transfer any torsion in the beam through the bolted end plate to column connection.

 

[KootK]

I have my column as SHS so would like to have an plate connection not end plate.

- you might be able to justify a simple shear tab connection as resisting torsion if the demand is small and the numbers check out. A bit dodgy though.

- you could provide flange plates connecting the flanges to the column face to deal with the torsion. That might come with its own constructability issues, however, and may require field welding.

- Another solution is to stick with end plates and provide a matching plate shop welded to the faces of your columns.

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.

 

[steelnz2003]

Hi Thanks all for your kind assistance it confirms what I think of so I decided to carry the beam on top of the column and adopt and flushed moment connection to splice the beam that will turn the whole process into simple construction and carry the torsion by stiffeners
will post the detail shortly