beam shear clip angle connection to column web 1

[delagina]

Beam shear clip angle connection to column web

Can someone direct me how to check column web if it will require stiffeners both on near and far side.

I have Manual of Construction, Blodgett, Salmon and Johnson Steel Book. Is it somewhere there?

Thanks,

 

[connectegr]

Double clip angle connection to column web for shear only?

Why stiffen the column web?

http://www.FerrellEngineering.com

 

[delagina]

i dont know honestly. i have an existing drawing that is detailed like that. lets say i have both shear and axial, would i need to check if i require stiffeners?

 

[connectegr]

Are there connections on both sides of the column? Shared bolts?

http://www.FerrellEngineering.com

 

[connectegr]

If one sided...

"Yield Line Analysis of a Web Connection in Direct Tension" , Richard H. Kapp,AISC Engineering Journal, 2nd Quarter, 1974

http://www.FerrellEngineering.com

 

[delagina]

NO just one side. but eventhough 1 side, he still put stiffener on the near side just above the clip angle, then another pair on the far side.

Looks good and conservative to an untrained eye.

 

[connectegr]

Having a stiffener in the column web can make erection difficult.

http://www.FerrellEngineering.com

 

[a2mfk]

Stiffener plates = $$$$$$

Lots of engineers put stiffeners in columns and beams because,frankly, they don't know better and are kinda guessing at it. I don't know the exact situation but you said you had axial force, but we don't know how much or the member sizes.

AISC has a lot of info on this subject (search their website), and I think an article all about stiffener plates was in Modern Steel a couple of years ago. Even in moment frames, usually it is much cheaper to use a larger column if you can eliminate stiffener plates. I believe they even have a very basic and free program to check columns for the need to use stiffeners. You can get all your answers including methodologies from there I believe, but it may take some searching.

I cannot think of too many situations where you'd stiffen a column due to a shear connection (assuming pin-pin). I have had to do it to thin walled HSS and to a PEMB where they used 3/16" plate and a very deep web I needed to connect a beam into...

HTH,
Andrew Kester, PE
Florida