Thank you Agbsh. You confirmed my concern. Just to be safe I'm going to specify ASTM A615-22 and A706-24 so the additional ductility requirements are included.
canwesteng - Thank you for the response. The confusion I have is that two of the three ACI 318-19 tables that I referenced refer to ductility requirements for ASTM A706. The third table references ASTM A615 reinforcing steel. I am sensing that the purpose of these three tables is to point out...
ACI 318-19, Tables 20.2.1.3 (a). (b), and (c) list what seem to be additional ductility-related properties for reinforcing steel. Are these supplemental requirements in addition to what is already in ASTM 615 and ASTM 706? If they are not already in the ASTM specifications, then I would think...
"If it sounds too good to be true - it probably is." I think we'll be seeing a lot of advertisements touting that AI software will make structural engineering a profession where designers need to do little more that push a few buttons to design a structure. (Hopefully it won't be that easy...
That's a deep beam. Follow the deep beam provisions in 318-22. You are not only going to have to provide much more flexural steel in the bottom, you are also going need to provide horizontal and vertical bars each face for the full depth of the beam and you're going have to make sure that your...
I also recommend making the plate (or WT) that's welded to the horizontal HSS wider than the HSS to permit installation of an all-around fillet weld (vs the groove weld you are showing). A fillet weld is an easier weld than a groove weld.
You are probably going to have tolerance problems accurately locating the double plate so that the beam web can slide between the double plates with a negligible gap between the plates. Likewise single plate shear connections require a weld on both sides of the plates. You can't get a weld on...
Delete the stiffeners (labor intensive and expensive), and make the end plate thicker.
What are the forces at the connection to the concrete? Can the anchor bolts be installed far enough apart to develop the required breakout strength.
There does not appear to be any consideration of...
My answers to your questions:
1. I never heard of multiple U factors for a connection. How can a tension member be loaded in more than one direction?
2. When you have a single angle tension member with bolts in both legs, there is no shear lag. U=1
3. Shear lag applies to tension members...
Teach your students how to manually (no computers!) design and detail steel and concrete connections, and then give them some connections to design. My experience is that most new grads are taught very little about connections in school. Many graduate without knowing things as basic as how to...
We still do that. We specify #4 top bars about 6' or 8' long spaced at about 18" oc, perpendicular to, and over top of the girders. And we specify those bars regardless of whether or not we have WWR or fiber reinforcing (macro fibers) in the slab. We've never had any significant cracks over the...
Most of the structures I designed over the past 40 years had slabs-on-grade. Some were pretty big buildings with EJ's on the supported floors. None of them had expansion joints in the slab-on-grade.
