Moment Connection with SHS Column 2

[TekEngr]

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

 

[TechScience]

Hello,

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

http://www.idea-rs.uk

I would be happy to provide you with a trial version, to try it yourself.

 

[TekEngr]

i have tried this connection in IDEA Statica softweare (i am currently using) and got the same result as you attached that's why i changed the connection configuration as you can see this

http://www.eng-tips.com/viewthread.cfm?qid=401185

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 ?

 

[MaxSE]

I agree with KootK, the bolts at top flange are not properly placed and there is a 600kN and some tension travelling through.

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.