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Hi all, I'm having trouble controlling story drift on a steel moment frame structure with a tall first story (18'-0"). I have been reviewing the multitude of other threads about partial base fixity but wanted to compile my understanding here for some additional input. Here's my specific...

Hi all, I'm working on a project that is 2 stories, structural steel superstructure with moment frames in each direction for the LRFS. Seismic design category B so R=3. Despite the relatively low seismic parameters, its quite heavy and seismic is controlling the design with some pretty...

Hi everyone, I’m working on a project involving a conventional steel office building with a 2nd-floor concrete slab over a metal deck. The project requires the elevated slab to be as crack-free as possible, and budget constraints are not a major concern. I’ve been researching extensively and...

We would usually run (2) un-interrupted beams, one to each side of the column, with a bunch of misc. steel in between them at the column location to transfer the load. This approach allows all the steel to be fully installed before cutting off the column as well.

It might seem obvious but hasn't yet been stated--I think this this entire discussion hinges on if the column/anchorage is being designed as a truly embedded column (as per the latest edition of AISC Design Guide 1 for example) versus a normal column that just happens to be bearing below slab...

i dont disagree entirely with this mindset, but also for structures that are well-defined and that I perceive as having a low risk of future changes/modifications I have no issue designing repetitive elements with a utilization ratio approaching 1.0. that said, its not crazy to me to imagine a...

OK, for one, please stop deleting and reposting your thread because you don't like my reply. For two, original reply: LPile is designed for the complex case of columns being embedded into various stratum of variable stiffness that are loaded laterally. Very difficult to do with hand...

This one is great, thank you!

Hi all, We frequently design large industrial buildings with steel deck diaphragms. Some of our customers desire to install multiple, very large roof vents to properly ventilate certain production areas. I have been trying to better understand exactly how to properly design the diaphragm for...

this is a fascinating thread, best one in months! Looking forward to KootK's response to Larry's above. Appreciate everyone on this forum and the shared knowledge.

Just played with Risa3D + RisaFloor for the afternoon and I hate it. The back and forth between them is unintuitive and just outright sucks. Better yet, after finally getting a model setup correct I found this in the help docs...

I don't mind the software not being able to design the diaphragm itself, I just want the behavior accurately captured on the analysis side. With metal deck diaphragms like I'm mostly referring to, their design is frequently dictated by manufacturer's specifications anyways and so that part of...

Hi all, my team is looking for a software that has the following (apparently hard to find) qualities: [ol 1] The ability to capture flexible diaphragm behavior correctly. I say "correctly" simply because the software I've demo'd so far that claims to have this feature does not dump the diaphragm...

I would still argue a 60% effective width even for a jack stand load. the 3,000lbs is supposed to account for exactly that.

60% of the beam spacing for me. Theres a reference somewhere around here for that percentage, cant find it currently though. This usually works out to be about the same width as a 30 deg angle each way with the point load between the 2 beams.

Usually I allow the use of short slots in collectors personally. IMO, it depends on the building construction, but for warehouse style construction (steel superstructure, metal deck diaphragm, metal cladding, etc), these structures are quite flexible-- any movement from bolt slip will not cause...

If you specify for the decking to be fastened directly to the beam, and that deck to beam connection is sufficient to transfer your diaphragm shear, then the edge angle is rendered non-structural at least from a lateral force resisting element perspective.

I would be more comfortable with a detail similar to below: I have seen this detail used successfully in the past and I believe addresses some of your concerns. You may want to look into having the top chord reinf be discontinuous at panel points to avoid fouling the web member connections...

Just jumping in here to expand a little on DayRooster's post-- keep in mind that while steel decking use back be dated back to the 30s, it wasn't used as a diaphragm until the mid 60s. Between the 30s and 60s steel decking was just a vertical load transferring element to span between secondary...

its probably been said already in this thread, but your website design and graphic design skills are off the charts! Tribby looks great, hope to offer some constructive feedback.