Beam to column web connection with Axial load when using extended shear tab

[TTTKAO]

Hello everyone,

I am designing a beam to column web connection, wondering if i can get suggestion or advice from you.
The beam size is 310UB with small shear force(40KN) and big axial load(400KN).the beam need connect to column web(310UC)from both sides. This is a steel platform and no deck or concrete on top of steel. the client prefer to use extended shear tab connection due to easy installation(please see attached sketch one). I have a few questions or concern regarding this connection.

1. as per AISC manual chapter 10, for extended shear tab, the supported beam should be braced at points of brace. as there is no deck or concrete on top of steel, how to evaluate the steel beam is braced properly?
2. under this axial load, how to consider the eccentricity of extended shear tab ?
3. Does anyone have suggestion regarding to this connection? i am thinking to add another shear tab to click beam web in the middle on site to remove eccentricity. or weld a plate to column flange and beam connect to this plate directly. all these two improved connection seems very complicated and wondering did anyone use similar connection before?

Thank you for your time and suggestion in advance.

Regards!

 

[dik]

Is that axial load in the column? or shear load on the beam? The AISC has a couple of excellent articles on extended shear tabs. Also, you likely need to cope the flanges of the beam for erection purposes.

-----*****-----
So strange to see the singularity approaching while the entire planet is rapidly turning into a hellscape. -John Coates

-Dik

 

[TTTKAO]

Hi Dik,

Thanks for the suggestion. The shear and axial are all at the beam end, I did look at some AISC research papers and had some discussion with colleagues as well, didn't find or realize same or similar case in AISC article.
I hope i can more information in this forum.


Thank you!