Recent content by 799931

thread593-453773 Hello transmissiontowers - any word on when the update might roll out?

The slab steel does look light but it's hard to say definitively. Is the implication that there aren't enough bars left going through the column? Bottom steel is missing? Something else? Even if the slab steel is light, I still struggle with why the failure occurred now and not in the first 40...

If the engineers performing the assessment weren't able to identify a need to urgently evacuate building clearly the building official wouldn't have been able to either. His assessment of other buildings from a structural safety perspective is probably not relevant.

Discussed above and agreed not relavant to collapse but just curious: Were they really counting on moment frame action between column & floor plate system? The shear walls do seem inadequate in the east west direction.

Beam A is detailed on the top left of Lobby Level Framing Plan

Agreed.

https://www.espn.com/college-sports/story/_/id/31720961/uconn-huskies-pitcher-family-barely-escape-florida-building-collapse

It dropped minutes before the building went down, it was a contributing factor

I'm with sdh4 and dold.... the pool deck could have racked the columns along column line 9.1 That would explain the sudden collapse if several columns were able to fail nearly simultaneously

The planted column Ingenuity pointed out is interesting, it seems like it would take a few structrual irregularities like this to fail in order to bring a stucture down so quickly. Would be interesting to see if any of the damage/corrosion from the 2018 report affected any elements in that...

Where do the call out 100 kip driven piles? The PFI call out on S3 is for 300 kips

Looks like PFI - Pressure Injected Footings were the deep foundation system (S3 typical piling section) ? https://www.keller-na.com/expertise/techniques/franki-piles-pifs

Hello transmissiontowers, Any chance the updated version of ASCE 113 has made it to peer review?

Will the LRFD wind load factor match the ASCE 7 factor (1.0) or will it be something less like in the current version of ASCE 113 such as (1.2/1.6) ?

Thanks for the update. Very curious to see if there will be an update to load combinations which address compatibility with wind speeds specified in ASCE 7-10 and later.