You have 2000kN (~450kip) shear on a single anchor??
But to answer your question, I would treat that as an edge and design accordingly. In your case that's probably a lot of anchor reinforcing!
Are you bolting into the edge of a 4" thick panel, i.e. the 4" thickness is in and out of your view there, and thats how you can get 8" embed?
If so, it doesn't pass the initial gut check and I would want to see one of the bolt manufacturers design tools show this works (Hilti, Simpson, etc).
For what its worth, ASCE 7-16 changed the verbiage of 15.7.10.1, better differentiating between tanks with integral support towers, and tanks that are just supported by a another tower structure. It sounds like your tank may be the latter condition. (The commentary in 7-16 also has some photo...
Can you post images of M11, M22 and M12? I suspect Celt83 is correct and M12 will show negative twisting moments that are adding into the Mmin sum. I am guessing M11 and M22 will not show negative moments, but M12 will.
Or there could be something else going on...
Just recently I saw a new grad engineer using an AI tool to generate some pretty complex VB scripts to run in the background of a new design tool he was developing.
(I've got almost 25yrs experience)
I joked that he was ChatGPT'ing us out of jobs.
He quipped that it took him an hour what it...
Regarding the load combo's being "flattened", SAFE converted that combo into a non-linear case. It should show up in the list of load cases with -NL at the end.
I am not aware of an automated way to undo the "create non-linear combo" process, but the information is still there in the cases and...
For out of plane loading, I would design the jamb reinforcing for a tributary width equal to 1/2 the door width + 1/2 the distance to your next vertical reinforcing.
Looking at your wall elevation, I would also explore the idea of moving the mid-height bond beam up 2 courses to coincide with...
There are several states that require you to submit an NCEES record for a comity (reciprocity) application. You are no longer allowed to collect exam scores, transcripts, references, other license info, etc on your own. You have to use the NCEES record system, and pay them their fee of course.
If the space between beams was always intended to have concrete up to top of flanges, I would work out a fix detail that provides that.
Roughen the concrete surface between beams, add some little dowels into the existing slab, weld some rebar on to each of the exposed beams and lock it all in...
Are you looking at a load combination that includes ceiling dead load, or just a single load case of lateral seismic only?
The former might give enough gravity load in those hangers so the model converges. The latter would be unstable with all "tension only" members.
In RISA you can also...
I have used slide bearings from Con-Serv many times. You can layout custom bearing pads to about any shape, include bolt holes, slots, etc. They have a lot of information on their website, and their staff is very easy to coordinate with.
https://con-servinc.com/con-slide-bearings-type-csa-csb/
This sounds like a runaway pdelta problem.
What is the top node deflection in those various models?
Is there a gravity load at the uppermost node?
Have you tried stiffening the lower post section in 16.75ft error model to say HSS8x8x3/8 and see if it run stable?
The onus is ENTIRELY on NCEES. They have a monopoly on the test process, yet it continues to diverge from the reality of how engineers actually perform their work.
