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beam shear clip angle connection to column web

beam shear clip angle connection to column web

beam shear clip angle connection to column web

(OP)
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,

RE: beam shear clip angle connection to column web

Double clip angle connection to column web for shear only?  

Why stiffen the column web?  
 

http://www.FerrellEngineering.com

RE: beam shear clip angle connection to column web

(OP)
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?

RE: beam shear clip angle connection to column web

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

RE: beam shear clip angle connection to column web

(OP)
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.

RE: beam shear clip angle connection to column web

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

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