Case XII - Typical Column Splice
Case XII - Typical Column Splice
(OP)
I am working on connecting a W10X88 Column to an HSS8x8x5/8 for a combination of shear, axial, and an applied moment. It is an architecturally exposed connection, and with that the architect would like to have a 1" butt plate. I am having a hard time proving that a 1" plate is adequate; I initially treated a portion of the plate that was not "braced" by the welds like a beam. Unfortunately based on that check, a plate greater than 4 inches would be required (which is a bit ridiculous). This leads me to believe that I am doing something completely wrong. The connection I have does not 100% conform to the type XII typical column splice (Table 14-3 13th ed.), although it is similar. I was hoping someone could point me to the AISC Specification that is references to select the butt-plate thickness. I can easily check the shear and tension, but it’s the moment that is causing my grief.
Any help would be appreciated; I have also attached a snap-shot of what is going on for this connection.
Any help would be appreciated; I have also attached a snap-shot of what is going on for this connection.






RE: Case XII - Typical Column Splice
If there is a satisfactory reason, then there is a lot of stuff to check, but you can quickly check the cantilever of the plate and see where you are at.
I'm scratching my head still though.
RE: Case XII - Typical Column Splice
Thank you for your response, I'll see if that comes up as adequate.
RE: Case XII - Typical Column Splice
M.S. Structural Engineering
Licensed Structural Engineer and Licensed Professional Engineer (Illinois)
RE: Case XII - Typical Column Splice
RE: Case XII - Typical Column Splice
This would maybe mean trying to match the WF flanges with the flange walls of the tubes.
RE: Case XII - Typical Column Splice
I vote for running the W10 right down to the bolted flange plate. If a box & plate looking thing is required aesthetically, accomplish that look by welding in side plates etc.
Is the top of the floor slab located at the top of the cap plate by chance?
RE: Case XII - Typical Column Splice
JLNJ - I cannot visualize "splitting the tube". Unfortunately we dont have a lot of room to change section sizes at this point. I am confident that this connection will be more than adequate with a 1" plate, but it is just presenting it to the EOR with a viable check. This connection only supports a small roof with minimal loading, aka just minimum snow/wind/dead loads for a roof (more like an awning).
JAE & KootK - Unfortunately not to much room to change the section sizes.
I am going to assume that all of the loading is going to transfer through the flanges and treat it like a simply supported beam, find the maximum moment and move forward. I believe that this is an extremely conservative approach,but at least this way I will also check for "punching shear" as well.
Thanks you all for your input
RE: Case XII - Typical Column Splice
I think JLNJ meant that you could run the column down and then use a split tube as a facade to give the appearance of what you have sketched.
RE: Case XII - Typical Column Splice
RE: Case XII - Typical Column Splice
RE: Case XII - Typical Column Splice
RE: Case XII - Typical Column Splice
And unfortunately I do not have access to FEA, but it would be awesome. I have it "worked" out, I went back to the basics, and very conservatively checked the plate, and the architect is just going to have to live with a 2.5" plate.
RE: Case XII - Typical Column Splice