HSS endplate "flange" moment splice connection

[ToadJones]

Anyone out there aware of a design example for splicing an HSS (round, square or rectangular) using endplates or flanges?
The design examples of AISC 360-05 include the type of connection I am referring to but the connection is for tension and does not include any moment in the design.

If I use a simple "M/d" approach to introduce more tension in the bolts of the connection my endplates get very thick...seemingly unreasonable.

 

[structSU10]

AISC design guide 24 has some info on HSS endplates in chapter 5.

 

[ToadJones]

Also appears to be tension/compression example

 

[JoshPlumSE]

I've been searching for the same thing. Haven't found it yet.

My old company used to use the method (Tee-Stub analogy) from 1st edition of DG-4 (extended end plate moment connections) for this. The design guide never gave an HSS example, but we made do. Unfortunately, that method has since been replaced by the more complex yield line methods of the 2nd edtion design guide. And, it would be much more challenging to extend the yield line method out to cover this case.

 

[ToadJones]

Josh-
Keep us posted if you run across something.

 

[hokie66]

Toad,
Have you tried the Cidect Design Guides? They tend to cover all things hollow. Most of the guides are downloadable for free.

I can't see why an end plate for a hollow section would vary much in thickness from an end plate for a wide flange section of the same bending capacity.

 

[ToadJones]

I forgot about Cidect...I had a copy of one of the design guides at one point. I'll to see if I still have it.

I guess I agree that the approach should be any different from a wideflange endplate, but this connection is endplate-to-endplate and I can't seem to find a good example of that either. Most are endplate-to-column flange.

 

[ToadJones]

Josh-
Pg 12-13 in AISC 360-05 (and figure 12-11 on page 12-15) seems to indicate that Extended End-plate moment splices can be designed as extended end-plate moment connections to columns.
I think the same logic can be extended to HSS splices.

 

[JoshPlumSE]

I totally agree. But, the problem is that the arrangment of the bolts compared with the beam are different. Therefore, the yield lines would be different and wouldn't really be covered by DG-4 or DG-16.

The HSS design manual does have an example of a wide flange running over the top of an HSS column that could be used as an example. It uses the old Tee Stub Analogy. In lieu of finding a derivation of the Yc and Yp values for the alternat e yield lines I will probably just go with the old Tee Stub Analogy.