Agreed, I looked at that and the HSS 6x6 was designed as per both AISC Chapter F and K3.2 so it works for the moment from the stub.
For the HSS4x4 all-around weld, do I need to take any reduction in the weld to account for the radius even if the workable flat is more than 4"?
I can't find a good...
I have to build out a cantilevered platform with HSS members and am thinking about the best way to make the connections at two locations - HSS to HSS and HSS to channel.
I'm using a Vertical HSS6x6x3/8 for a workable flat of ~4/25" and and HSS 4x4x3/8 for the beam.
I have a factored shear of 3...
Thanks Dave and KootK - site constraints made that option unfeasible and I ended up going another route by using a steel member in the vicinity to act as a support.
I had a question about the HSS beam - Vert HSS weld.
I sized the smaller beam HSS (4x4) such that the workable flat of the larger...
Thanks for replying.
It's all level - my sketch is a little rough.
I was thinking of re-orienting the anchors which would allow more anchors in and a larger moment arm (x) to help with the demand per anchor.
But still an issue with anchor pullout/concrete breakout.
Through bolting might help...
Hello.
I am connecting a HSS to a 6" concrete slab using mechanical anchors.
My initial design approach was to resolve the entire moment demand into a force couple on the two anchors going into the slab mid-depth and just use the distance between the anchors and the bottom of the connection...
