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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.

@thermionic1, thanks for the follow up. That is crazy though! Are we building SkyNet?! I dont know whether to buy nvidia stock, or a doomsday bunker!

Is that a typo? 120MW?

I'm just glad that when the US finally spends $50 trillion on windmills, all of these problems will go away.

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...

Go to Analyze - Advanced Modeling Options, is "2D Plate - UZ, RX, RY Only" selected? If so, unselect, re-run model and see if your reactions appear.

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?

He's hilarious! My wife hates his material, which makes me like it more! [rofl]

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.

My guess is they were a seat to jack against, to preload the column and supporting structure below during install.

AISC discusses this in the "Steel Design After College" series. Search "torsional buckling" and "Kz" in the pdf. I'm not sure which video it is in. The whole series is worth a listen if you haven't already...

You can add a joint at the location in mind. Then Choose Tables for Display - Analysis Results - Joint Output - Displacements - Joint Displacements. RX RY RZ are rotations. Alternatively you can see this information graphically by displaying deformed shape. The GUI will show UX UY UZ RX RY...

I just hope they equip Acapulco with only electric stoves so this never happens to them again. Ever.

It might be some cobbled together Dietrich TradeReady joists?

Maybe upper levels are the cart store, lowest level is the horse store?

Thanks for looking. I will submit an email. Funny side story, I was at a conference recently where Ashraf was keynote speaker. At the dinner party afterward, I met him and got a picture with his amazing LED jacket. He's got such an impressive/infectious, positive energy! Anyway, it took all...