Rectangular HSS truss
Rectangular HSS truss
(OP)
I'm designing a rectangular HSS truss with welded connections. I put together a RISA model to analyze the overall design of the truss. I am now to the point where I am checking localized failure at each connection point. I am using Chapter K of the 13th Edition of the Steel manual. In Chapter K2.3a there are Limits of Applicability for the HSS-To_HSS Connections section, and number (2) states that the truss branch angle needs to be greater than 30 degrees. However, the branch angle I have is a little over 20 degrees. In order to make it 30 degrees, I would have to add quite a few more branches to the truss, and it would increase the cost significantly. Does anyone know of the provisions for the condition I have? Any suggestions on what I should do?






RE: Rectangular HSS truss
RE: Rectangular HSS truss
RE: Rectangular HSS truss
Here's the response I bet you'd receive: "The equations in the specification are based on testing which was performed within the limits shown, in this case the 30 degree minimum angle. For your case, the equations are not applicable. Good luck figuring out a solution."
RE: Rectangular HSS truss
Think out of the box.
Mike McCann
McCann Engineering
RE: Rectangular HSS truss
msquared48 - I'm not undertanding your suggestion. How would adding a perpendicular member to the main axis change its angle?
I suppose I could widen the posts that are 90 degrees. That might get me to my 30 degree angle...
RE: Rectangular HSS truss
_____________________ top chord
\ /
\ / Problem diagonal
Added diagonal \/ \/
\
\
______\______bottom chord
Pardon my drafting...
Mike McCann
McCann Engineering
RE: Rectangular HSS truss
I won't try that again!
Mike McCann
McCann Engineering
RE: Rectangular HSS truss