Before IBC 2006 I believe parking garages were 50 psf. Now they are 40 psf.
Average car length is like 14-15 feet x 6' wide. Cars this size weight less than 3000 pounds. 40 psf gets you 3360 that's assuming cars are packed like sardines. With the drive aisles spaces between cars, etc. 40 psf...
Correct. I was just going to point that out. I know when we've specified composite beams we always put W18x35[XX] or something after the member size with the [XX] indicating number of studs.
I see on this plan there is just a generic table for studs at a specific spacing depending on their...
I did not see the linkedin profile link prior to this and think that is not helpful but I think my comment here agrees with your general sentiment. I'm only interested in commenting on the design.
RC
JAE pointed out what the point of this thread is earlier and it is absolutely fair that we hold each other accountable as engineers. We will wait to see what the investigation reveals but in reviewing available information - SIGNED AND SEALED PERMIT DRAWINGS - we have found many instances that...
Maybe just use like W36x330 so the GC will blow a gasket during pricing to bring it to your attention instead of trying to build 10 floors out of W10 beams/girders and W6 columns. :D
RC
https://www.nola.com/news/article_6eee9788-ed27-11e9-b03c-0f3cede083bb.html
Apparently risk of additional failure....I hope not. Ugh.
Those top floors....what is going on with that framing....
RC
to all the other engineers who have wives that mock you with things like "ooooooh steeeeeel" and "look at that concrete over there...ahhhhhh"
my people!
RC
See attached images.
We have an existing building which is changing occupancies and we have to verify if the slab can handle assembly load.
We're trying to make this detail work for strut and tie, something we haven't spent much time on, and wondered if there was a requirement for horizontal...
JAE - I agree with every thing you have said. The software distributes moment based on strips set forth by the engineer. So it is possible to input the strips as you have indicated. We agree that if there was some distribution based on actual moments found by the more rigorous analysis one could...
General question regarding ACI 318 13.5.3 which states the following:
I read the previous thread here ( thread726-155029 ) which seems to be similar to my concern.
I'm running a well known slab analysis software and they have made the claim that the statement made above is not required in a...
ACI 318 13.5.3 indicates a portion of the unbalanced moment from the load combinations is required to be resisted by flexure in the slab within a specific width.
A few questions:
1. Does Safe do this?
2. If so, where is this informatin provided?
3. If not, is there a quick way to generate...
Mike,
Agree 100%. At this point, we have no reason to adjust our DL as the only information we have is what we're using.
We just want to make sure the assumption for that density of 95#/ft3 is correct. As you know roof joists are designed so precisely, even a 1 to 2 pound/ft2 difference can...
Have a project where I have to check existing capacity of bar joists.
I have tag, have the joist manufacturer helping me out (building is only 5 years old) but have the following questions:
Disclaimer - we do not typically deal with joists/joist girders or structures like this on a normal...
