CAP PLATE OVERHANGING TO ONE SIDE OF HSS COLUMN 2

[rafamal]

Hi guys and girls,

I have a 4x4x1/4 HSS column with a C10x15.3 seated on top of it by means of a 1/2" thk cap plate. The cap plate needs to overhang about 8" to one side of the column.

Since I'm concerned that due to the long overhang the cap plate is acting like a flexural member.I want to add a gusset welded to the underside of the cap plate and the face of the HSS. However I cannot weld the gusset rigth on the center of the HSS. Rather I have to align it with the Back of the C10x15.3 being supported by the column. my b/t=16 them the HSS is not thin walled. Then I don't have to worry about punching shear.But does this criteria apply in my case where the gusset is welded aproximately 1.5" from the center of the HSS? in other words, does the wall of the HSS becomes more resistance to punching shear as I move closer to the corner of the HSS? are there any studies done in regards to this? Thanks!

Rafael Maldonado
Steel Connection Design

 

[rafamal]

Hi, I forgot to include a picture of the above described situation

Rafael Maldonado
Steel Connection Design

 

[connectegr]

The worst case for punching shear is at the center of the HSS face. However, there is not an AISC check for the off-center condition. Chapter K (4) provides formulas for checking the HSS wall for concentrated force. But, the formulas assume the plate is located in the center.

http://www.FerrellEngineering.com

 

[connectegr]

With a 4" HSS the stiffener is nearly aligned with the wall. Punching shear will not be a problem.

A couple of small things. Is there room for a two sided fillet weld on the stiffener (2" - 1 1/2" - rounded edge). And note that a beveled washer will be needed for the channel flange.

http://www.FerrellEngineering.com

 

[rafamal]

I agree with you that the weakest point on the wall is at the center line. By the way yes I still have 13/16" to accomodate a two sided 1/4" fillet weld.

Thanks Connectegr!!

Rafael Maldonado
Steel Connection Design