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How would we have any idea with no information about the dimensions or construction of the platform or the loads it is subject to? 1 kip of uplift or 100 kips of uplift could be "somewhat reasonable" based on the info you have provided to us.

I don't know why you would do an RSA for a platform. A simple ELF model seems sufficient. Can you give us an idea of the size and construction of the platform? Is seismic or wind dominating your lateral? Usually for miscellaneous industrial platforms (think bar grating, handrail and framing...

I took the pen & paper gravity/buildings SE Exam in 2022 and lateral/buildings in 2023 and passed each on the first try. Started in structural engineering as an EI in 2014, but didn't have a ton of high seismic building work experience going into the exam. Would recommend doing them apart like...

Working on a simple flat roof rectangular CMU building (80' x 32') with a hollow core plank roof, SDC D, will have 2" of topping grout to create the diaphragm. There are 2 full length interior walls at nearly the third points running perpendicular to the long direction and I would like to make...

Sorry to hear that, hope you are recovering well and take it easy on the high stress projects. You are one of a handful of MVPs of this forum that I have learned a lot from over the years of browsing here.

Jeez..I got my results on 6/13/23 last year for the old format of the SE exam (exam date 4/14/23) and that felt like an eternity. Wasn't the new format supposed to make grading faster and easier?? :O

Are these bearing walls or shear walls or just cladding? If bearing walls..3" may not be enough bearing length depending on your roof loads and roof framing. I worked on prelim design of a water treatment plant a few years back where we had similar height (30-40ft) prestressed precast concrete...

I would also love a copy of this spreadsheet!

Attachment doesnt open for me. But, if you hover over the question mark on the input field where you put the shear load in, it asks for the ASD design shear load.

Agreed with MSL, that would be an absurd ask for this type of project. Sounds like you are putting in a new unit, not replacing an old unit, so if your jurisdiction has adopted some form of the International Existing Building Code (IEBC), your project would be a Level 2 Alteration, see 2018...

It sounds like you are confused about how C&C loads are generally applied and used in the code. I will assume you are familiar with MWFRS design, applying global wind loads to the building and designing the diaphragm and overall lateral force resisting system for shears etc. and carrying the...

Yeah this is just an untopped metal deck. Often can be idealized as a flexible diaphragm if you have a rigid lateral force resisting system like concrete or masonry shear walls. Verco also has some design tools available on their website to help. I usually go with 20 gauge minimum, 18 gauge if...

@Dave, yeah, I usually just ignore that & design it conservatively as if it were vertical, but it's a good thing to have in your hip pocket if you're really close :)

Your attachment/image didn't post

Yeah if it is a fill wall, adding geogrid tie backs helps a lot. Cut wall scenario can make that less economical. Usually when you get to around 8'-10' tall with these block walls overturning can become a challenge. Typical practice is to backfill with granular fill and provide a foundation...

Figure out what an equivalent concentrated point load at that location that would induce that deflection would be equal to, then use that to determine your maximum stress the usual way.

@Celt, yeah it's a one story building and I am meeting the subdiaphragm aspect ratio and load path requirements. the coil straps (nailed to the outriggers + blocking beyond that as reqd to reach the depth needed) will provide the continuous ties to the subdiaphragm chord. Decide to just go with...

We have a roof overhang of 2'-0" typically so the MPC wood trusses in the other direction and the outriggers shown need to extend beyond the CMU wall, so it's not a ledger condition. Detail is a little rough/in progress but looks something like this...

Designing a small CMU building with a wood framed roof in a very high seismic area. Sds = 1.68g, Ie = 1.5. This is an essential pump station facility, hence the higher importance factor. Using 8" fully grouted CMU, the out of plane wall anchorage force is really high, around 1.25*Wp. Typically...

CMU walls are all spanning vertically. No support slab at the location indicated, they are open top filter basins with grating. Out of plane loads can be handled by the CMU vertical reinforcing as this is the typical condition on the other walls not shown that run full height. Main...