TS Moment Connection 3

[sigma1]

We have HSS20x8x3/8 member welded on top and bot with full penetration welds and approximately 75% of the webs(sides). Can this be considered a full moment connection?

 

[civilperson]

It is a moment connection for strong axis bending.

 

[csd72]

You need to check the stress at the corners for the side welds, if these are not overstressed at the design moment then it is fine.

 

[sigma1]

THANKS

YES IT IS STRONG AXIS BEDNING. I WILL MAKE SURE THEY ADD A 3" MIN. RETURN WELD ON THE VERTICAL

 

[Lion06]

Yes, it is a full moment connection. The full pen welds on the "flanges" take the moment and the weld you have on the sides take the shear

 

[csd72]

StructuralEIT,

The philosophy that you are talking about can be reasonably applied to a W section as the majority of the section is in the flanges.

In this case, more than half of the tube area and a significant amount of the section modulus is in the walls, and should not be ignored.

Personally I would check the welds under a triangular stress distribution.

But at the very least, if you are going to assume that the welds to the flanges are taking all the bending stress, then you need to check that the flanges can take this stress on their own.

csd

 

[msquared48]

You know, it's easy to add stiffeners and doublers to I beams to control web crippling at moment connections, but not so for tube sections.

As part of a moment frame, a 20X8X3/8 has the capacity to take a lot of moment. Check the webs.

Mike McCann
MMC Engineering