SHS Column Local Buckling ??

[TekEngr]

i am design a stub moment through plate connection between SHS column and wide flange beam any one can provide any reference or calculation example to check the local buckling capacity of SHS column under moments ??
in British or American standards ??

 

[hokie66]

Buckling how? As you seem to indicate the flange plates are through rather than around the column, there would be no buckling issue there. Are the web plates through as well?

 

[TekEngr]

thanks for your reply hokie.
web plate is not passing through the column (fin plate will be weld on the SHS surface only)
i am worry about the local buckling of SHS column surface due to large moment.
what i am understanding from your above comment i don't need to check the local buckling capacity of the SHS column surface due to the through plate connection ?? my understanding is correct???
(however Moment is 250 KN-m and shear 245 KN on each side of the connection and my SHS is 250mmx12mm)

 

[Trenno]

Not sure of a reference or calc example, but maybe try and model it using this and see if it buckles?

 

[BadgerPE]

See Example 4.2 in AISC Design Guide 24 - Hollow Structural Section Connections. It does not check "buckling" as the flange plates are continuous so the flange force is not transmitted to the column wall.

 

[TekEngr]

please suggest the fin plate (web plate) should pass through the SHS section or i can directly weld on the surface of the SHS column which option is better ???
in AISC Design Guide 24 (hollow structural section connection) , example 4.2 fin plate is passing through the SHS column or not ??

 

[DETstru]

No check for buckling required. The flange forces do not enter the column, they pass through the plates. If you didn't have the beam on the other side and it wasn't a through plate, then you'd have to check for buckling. You can weld the shear tabs directly to the face of the tube.

On a side note, your fabricator will HATE this detail. There is SO MUCH welding and erection issues involved. If you can keep the column continuous and use two-piece plates for your flange plates you'll save lots of money. Especially if you have a lot of these.

 

[BAretired]

It might be preferable to splice the column above and below the beam and let the beam run continuous through the support point. Stiffeners within the beam can be cut from an HSS and pre-welded to the beam. The lower and upper column section would be fitted with a cap plate or base plate respectively which would be bolted to the beam flange.

BA

 

[BUGGAR]

"The lower and upper column section would be fitted with a cap plate or base plate respectively which would be bolted to the beam flange."
Would this replicate the continuity of the through-column?

 

[BAretired]

Well, nothing is perfect. If the cap plate and base plate are designed to resist the calculated moment, the column is essentially continuous through the beam. However, there will be some slight column rotation due to the bending of the plates.

BA

 

[Brad805]

Bad detail. What are the forces and member sizes? Any reason you created a custom connection detail and did not use one of the typical moment connections in Tekla?

 

[TekEngr]

number of connection is not more then 5 , this is a small project , so fabrication and erection point of view there is no problem i think.
Actually my intention is the strength of the connection , i just follow the Example 4.2 in AISC Design Guide 24 - Hollow Structural Section Connections to design this connection.
i want to keep the column as single piece.
connection detail are as follows
SHS 250x250x12
UB 406x178x74 (both side)
Moments = 250 KN-m (in both beams but reverse direction)
Shear = 240 KN
Axial top = 98 kN

 

[TekEngr]

i tried to break my column at beam location as suggested above and keep the beam continue on the column but issue is that my first floor column base plate is not working because the beam flange is 170 mm only (less space for the bolts).
any suggestions for above shown connection ??

 

[KootK]

Is it possible to use a wider beam as we discussed here: Link? If not, perhaps you can widen the beam flanges locally using cover plates top and bottom. It would complicate the fabrication of your HSS "stiffeners" some.

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.

 

[TekEngr]

Thank you all for the assistance.