I believe the state of Illinois fininally adopted a state building code within the last year-check the state's website. Prior to that, each local jurisdiction would have specified which code (if any) they followed. Call the building department of the local jurisdiction to find out. Based on...
you may get better responses on the "Engineering Forums by Industry-Concrete Post-tensioned engineering" board but I will give it my best.
For walls formed ahead of floors, pockets are required to be left in the wall for the tendons (perp to wall) to be formed with the slabs and stressed later...
just thought I would throw in my 2 cents:
engineered soil is expensive. dirt not so much. I have heard of (haven't been involved with to my knowledge) contractors replacing the engineered soil with regular dirt to pad their bottom line. Regular soil is as much as three times heavier than the...
you learn something new everyday! In my experience, when ever I had a transfer slab or loading of those high magnitudes, I used one-way beam and slabs. It provides a significantly better load path (especially for a transfer slab with column point loads), doesn't waste so much concrete between...
rapt,
I realy don't have any problem with what you are suggesting here. Alot of it makes perfect sense and should be checked and not just ignored.
I would offer this though. Codes are written to be conservative for the average building. What you appear to be designing on some sort of regular...
wow. go away for a few days and there is alot to read!
rapt, very nice summary. I was under the impression from your first post that you were bashing the EFM and/or finite element. However, now I see that your only concern is the use of banded/distributed tendons and the fact that their layout...
no worries. I didn't agree with the initial slamming of EFM by rapt but maybe I was a little too hard on finite element too! They each have their place. The truly ciritcal thing I wanted to point out though, was that EFM is required to design for the total load in both directions due to the...
JAE,
Cracking in concrete is not the smoking gun of poor design methods. The stuff just cracks sometime. Assuming the design was not flawed, I can think of several reasons why you would see cracks on top but not at the bottom: moments are higher at columns than at midspan so cracking would...
gcfreem,
Generally, a good slab thickness starting point is Ln/45 for PT two way slabs-I wouldn't go less, and you may want to go more due to your high live load and long spans. You may want to limit how small columns get (not sure how many stories you have) and consider drop panels to make...
Does anyone know any VBA code for drawing a boundary in autocad? I have been unable to find any VBA commands specific to drawing a boundary other than using the command line in the following way:
ThisDrawing.SendCommand "-boundary" & vbCr
and using the start point as a point inside the area I...
But that is my point. Design literature tells you to specify the same eccentricity, then provide details showing that the uniform tendons within the effective width around the columns are actually tied under the banded tendons (thus not obtaining the true eccentricity noted on the drawings) and...
I posted this on the structural engineering forum but thought it might get a better response here.
I am interested in everyone's opinion on tendon placing options within the banded-distributed layout. Most literature supports a standard scheme of placing distributed tendons+top rebar within...
I am interested in everyone's opinion on tendon placing options within the banded-distributed layout. Most literature supports a standard scheme of placing distributed tendons+top rebar within the effective width first, followed by all banded tendons+top rebar, finished up with all remaining...
