Round HSS brace with fixed end

[Nitesh Sadashiva]

Hello everyone,

I have a condition where the round HSS brace is framing to beam and column junction. Typically, the braces are axial members where we transfer the load to beam and column using UFM. But in this case EOR has specified the brace end as fixed and provided with design moment, shear, and axial. I am not sure how to transfer the brace moment to gusset and then gusset to beam and column flange. Any thoughts on this?

Please see the attached sketch for clarifty.

[URL unfurl="true"]https://res.cloudinary.com/engineering-com/image/upload/v1680784004/tips/Sketch_nb5ts6.pdf[/url]

 

[HTURKAK]

Just curiosity;

Regarding your sketch ;
Are the pinned joints real pins similar to the ( Figure 2-1. Typical BRBs (c) Star Seismic ) of the following document?








I cannot give you the formula for success, but I can give you the formula for failure..It is: Try to please everybody.

 

[Nitesh Sadashiva]

@HTURKAK: I am not sure. I am clarifying this with EOR. The brace is specified with a large axial load and shear at the pinned end. I believe EOR mentioned Pinned to indicate that the joint need not be sized to transfer the moment. I am not sure how to size the round HSS brace end connection for a moment.

 

[HTURKAK]

In this case , ( vertical bracing btw lines of columns) provide lateral stability with load paths to transfer horizontal forces to ground level with axial load resistance.. ...

It is not reasonable to design the bracing for shear and moment ..

I will suggest you , analize the str. with bracings both ends pinned then design for axial loads ONLY!!!








I cannot give you the formula for success, but I can give you the formula for failure..It is: Try to please everybody.

 

[Nitesh Sadashiva]

@HTURKAK: I would prefer the same way. But unfortunately, my scope is limited to connection engineering. EOR, does not want to change his approach.

 

[dik]

That's a fairly high eccentricity for the column moment near the base. How high are the loads compared to the section capacity and can the column take the moment and anchor rods take the shear?

I had a project with an HSS frame a week back where the EOR spec'd that all connections had to develop the full capacity of the section. He changed when I suggested that all HSS intersections had to have a solid 'block' of steel with CJP welds to the connecting members.

-----*****-----
So strange to see the singularity approaching while the entire planet is rapidly turning into a hellscape. -John Coates

-Dik