Moment Connection with SHS Column
Moment Connection with SHS Column
(OP)
Please review the moment connection and suggest this scheme is reasonable to transfer the 250 KN-m moment each side into the SHS column
Please also suggest the SHS column wall thickness is 10 mm is enough against bending for 250 KN-m Moment.
any excel sheet or software to design this type of connection ?
Regard's
Ammar
Please also suggest the SHS column wall thickness is 10 mm is enough against bending for 250 KN-m Moment.
any excel sheet or software to design this type of connection ?
Regard's
Ammar






RE: Moment Connection with SHS Column
Professional and Structural Engineer (ME, NH)
American Concrete Industries
www.americanconcrete.com
RE: Moment Connection with SHS Column
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.
RE: Moment Connection with SHS Column
Professional and Structural Engineer (ME, NH)
American Concrete Industries
www.americanconcrete.com
RE: Moment Connection with SHS Column
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.
RE: Moment Connection with SHS Column
Does the column stiffeners will provide the enough resistance against local buckling?
RE: Moment Connection with SHS Column
the stiffener u added will not do u any good, i think you will have to use a thicker SHS thickness at the connection location.
I am assuming your using the AISC code.
ôIf you don't build your dream someone will hire you to help build theirs.ö
Tony A. Gaskins Jr.
RE: Moment Connection with SHS Column
My SHS column is failing in local buckling due to the large moment (250 KN-m each side of column), so how we can increase the local buckling capacity of column, any suggestion?
If I weld the 6mm plate on all 4 sided of column at connection location only then what you think it will increase the buckling capacity of the column?
And second option in my mind is that to use the thicker SHS section at connection location but I am confused how I will splice the column from top and bottom and it is also a difficult fabrication?
Which option is better please suggest.
RE: Moment Connection with SHS Column
RE: Moment Connection with SHS Column
any other solution ??
RE: Moment Connection with SHS Column
RE: Moment Connection with SHS Column
http://steeltubeinstitute.org/wp-content/uploads/2...
RE: Moment Connection with SHS Column
ôIf you don't build your dream someone will hire you to help build theirs.ö
Tony A. Gaskins Jr.
RE: Moment Connection with SHS Column
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.
RE: Moment Connection with SHS Column
RE: Moment Connection with SHS Column
RE: Moment Connection with SHS Column
The sketch below shows the option that dhengr and I have been proselytizing about. I've also included a second option. I would consider both to be high demand solutions. If you can get the numbers to work on some of your earlier proposals, they may well be cheaper to fabricate. Now that I look at it, my #2 was actually included in ameyerrenke's doc. I'm not sure that it has any advantages over the bypass solution though other than, perhaps, space savings.
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.
RE: Moment Connection with SHS Column
Whatever scale you posted your sketches at did not blow my screen sky wide, this time. Keep doing what ever you just did, and report how you did it, for all to see and use. Now, if they would (if they could) put that feature in its own box/window within the thread, and provide a click/button which would allow it to be enlarged for note reading, or some such, and then a second click brings it back to regular viewing size, so as not to screw up the entire thread width, they would really have something. The sizing you just used is large enough to get the point across, and doesn’t cause a bunch of scrolling for every line in the thread. Otherwise, the sketch within the thread feature is a nice feature, and you do a very nice job of using them to help explain what you are trying to convey.
RE: Moment Connection with SHS Column
I found the middle way from your option A & B to keep the more simplicity as show below (we need the plane surface on the top because we have the hollow core slab on it and we don’t want any notches in slab)
I have still following doubts regarding this please clarified so I can finalize this connection.
Does the inside 'C' shape stiffeners will provide enough resistance against buckling; however we cannot weld this stiffeners all-around because of space limitations? Can we use simple plate stiffeners instead of C shape stiffeners inside the column wall to wall at connection location or for more simple fabrication can I weld the plates outside wall SHS column for increasing the thickness of the section ?
The moment connection plate of the stub and main beam will be design with normal checks or need some additional checks to design this kind of plate?
I am keeping the stub length as minimum as I can keep (200 mm long) because the moment will be more with large lever arm what do you think about it?
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RE: Moment Connection with SHS Column
My understanding has been that your bolted connection is a moment connection. If that's the case, then your negative moments should be highest closest to the column. I imagine that you'll want to keep your beam stub fairly short for shipping though.
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.
RE: Moment Connection with SHS Column
I am happy to say that we have the software that can easily deal with such connections, and calculate the local buckling effects. I created and analyzed the exact connection that you have in your drawing, and i am attaching a screenshot that shows the strain check. As others have commented later this specific configuration produces huge amount of stress in the column, and that is clearly shown in the picture.
You can find more about the software at www.idea-rs.uk
I would be happy to provide you with a trial version, to try it yourself.
RE: Moment Connection with SHS Column
what about this through plate moment connection can we analyze this type of connection in IDEA Statica ??
does this configuration work against moments if properly designed ?
RE: Moment Connection with SHS Column
Consider other options:
- Change UB stub to 2/PFC's each side of column or replace entire UB with 2/PFC's
- Change column to UC and detail a moment connection to flanges
- Increase size of beam and make it simply supported if it's not a cantilever. The cost will be lower due to simplicity of simply supported beam connection.