This is 100% my understanding, however the commentary for that clause states directional factor not to be used for HSS fillet welds. So it contradicts the clause and Packers paper. The specific problem I have is a colleague has a HSS brace with a Tee end, brace is tension and compression, long...
I really think this only applies to HSS branch connections, because the clause in the previous revision sent you off to w59, but it is really open ended and vague.
The clause 13.13.4.3 (a) in S16-19 states. If you are confident of the loads and you want to design the HSS weld for the actual forces in the weld you must design the weld for a minimum 50% yield of the connected wall. This clause seems very vauge? Does it apply only in HSS to HSS branch...
The difference is meaning that a HSS6x6x1/2 is just overstressed. Therefore means going up a HSS series size, and relooking at the connections unless a sharper pencil and a review of the loads is undertaken. I will look at the App 6 thanks. The slab is 5 1/2" on a 3" deck so it is substantial...
Hello all,
HSS Truss supporting a concrete slab on deck which is puddle welded to the top chord. Top Chord is in compression. I have always assumed that the in-plane compression buckling length for the top chord, is the distance between panel points.
A fellow engineers opinion is that the slab...
