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...
We do a lot of renovation work. This involves a lot of modifications to existing buildings therefore we do a lot of coring and openings in concrete reinforced slabs. We use both GPR scans and X-rays based on conditions at the site, etc.
One building management company LOVES x-rays. This is...
Ok, well in ASCE it states max load from distributed seismic load OR the question 16-60. So I will just use my larger value.
Now onto the Maximum Seismic Load Effects.
Do these apply if the Basic Seismic Load Effects don't control design? In other words, will I design my diaphragm and shear...
Ok, just found section 1620.2.5 which basically answers my question about diaphragms.
The equation is provided in 16-60 but it provides a very low value as compared to the value obtained using the equivalent lateral force method Cs*W = V. My V is ~3 times the value of Fp provided in the...
I am running through a renovation of a strip mall and have a few questions for clarification:
1. When doing diaphragm design for E/W lateral forces, do I apply load combinations? So that I would really be using either W or 0.7E (equation 16-10 IBC '03)? Obviously for my shear wall I would use...
Yes, but barely. I do agree that the heel has greater pressure from above, then below. Therefore it is a cant. for supporting the weight (backspan soil basically) above it.
Well for me, the shape is odd, because of my limited exposure to these types of walls. Its reversed for me so its made me...
