"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.
Also pay attention to the centroid of the reaction when investigating the “worst case” load combinations. Is there significant tension in the anchor rods? Is there any “tension” in the soil or foundation elements? The answers to both of these questions can be quickly determined, and if the...
Is this beam supporting any bearding wall loads? Since deflection is a serviceability limit state (versus a strength limit state), I think you could consider using a reasonable live load that may be less than the reduced live load computed per ASCE 7 for the purpose of checking deflection. I...
I am assuming you are asking the question regarding joints in a framed one-way or two-way slab. Why are you asking for a minimum dimension? Contractors generally want to maximize the areas of their pours. We establish the rules for locating construction joints but we let contractors locate the...
Why is the strap so wide? Does the wall load require such a wide footing? If the wall (strap) footing needs to be 1500mm wide then ok, but perhaps you should consider revising the footing shape to a rectangle (easier to excavate and form, simpler reinforcing steel arrangement, and easier to...
AISC 360-22 (and earlier versions of the AISC Specification) discusses the potential need for stiffeners in two locations – Section J10, Flanges and Webs with Concentrated Forces, and Section G2, I-Shaped Members and Channels.
Stiffeners are sometimes required per Section G2 because of high...
If I have a column schedule, I identify the column as follows on the framing plan: COL UP 125k
If I don't have a schedule, I identify it like this on the framing plan: W12x40 COL UP 125K
It's a good idea to show the axial load just to give someone looking at the drawings an idea as to how...
Instead of drilling and tapping threads in the bottom flange, how about welding a single row of threaded Nelson studs to the bottom flange and then connecting the eye bolts to the threaded studs with a threaded coupler? The only problem might be matching the threads of the Nelson stud with the...
No.
First of all, that's a really small beam (8" wide x 12" deep). Trying to fit shear reinforcing in such a narrow beam will be nearly impossible. ACI 318 requires 1.5" of cover on all sides to the shear reinforcing.
But to answer your question, the maximum permitted spacing of the shear...
Since most foundations are below grade, what value of delta T are you anticipating? Zero? Is this a mat foundation under a building, or is it a mat exposed to outside air temperatures? Do you think this might be a trick question?! I never heard of a need to consider this?
