HSS columns to W-Beam moment connection 1

[smcp4blo]

Hello, I've recently entered a company that uses this kind of connections. I've been asked to check the design, and I would like to know any comments please. I attached a drawing where you can easily understand how is the connection.

As I undestand it, this connection is quite simple to fabricate at shop. The moment and shear are taken at the end plate connection, in this case the moment is 37.04MetricTons-meter and a Shear of 30 MetricTons; I've checked the end plate design using the Design Series Guide 4 of AISC and seems right to me, however I'm concerned as to the welding on the small portion of W-Beam to the HSS Column is the right approach.

I haven't found anything similar on the web nor books.

Any comments?

Thank you

 

[connectegr]

Refer to design guide 24 for design of concentrated forces on the HSS wall. The internal stiffener plates should more than offset the savings in fabricating the simple endplate moment connections.

http://www.FerrellEngineering.com

 

[BAretired]

I do not have design guide 24, so I may be at a disadvantage, but how can you place 3/4" plates inside the HSS and weld as shown unless you are a magician?

BA

 

[connectegr]

This is not shown in the design guide. It is very expensive,and not a detail I would recommend. You have to cut the tube and partial pen the stiffener from one side. Depending on the depth, a cut may be required above and below the connection. Then complete penetration weld the tube back together. There are better alternative details.

http://www.FerrellEngineering.com

 

[JAE]

Will this work for significant seismic loads? I thought moment connections for seismic had to be lab verified or pre-qualified and there aren't any pre-qualified moment connections with tube/pipe columns that I know of (AISC 358).

connectegr - any thoughts or knowledge on that?

 

[ToadJones]

Internal stiffeners on HSS? nah

 

[connectegr]

This is not a pre-qualified seismic moment connection. And there is no prequalified connection with an HSS column. An end plate moment connection is prequalified for limited applications, but this detail would require extensive testing. AISC 358-10 provides the prequalified options. I am aware of several additional proprietary options, but I have no experience with the qualification process. The detail in this post would be an expensive option, and there are better alternatives to the expense of qualification.

http://www.FerrellEngineering.com

 

[dik]

The preparation costs of this connection would be horriffic... use side plating and/or thicker plate welded to the connection face of the HSS.

Dik

 

[smcp4blo]

Thanks for the comments.

What do you think about the portion of W beam that is just directly welded to HSS Column? Would that welding be enough to transfer loads into column? (les assume there are no internal plates into the column)

Thank you

 

[connectegr]

Sure the welds transfer moment and shear to the column. More details are necessary to determine if the column is adequate or requires reinforcement.

http://www.FerrellEngineering.com