While in Boston, Kurt Benedict noted I could use Steel or Concrete, so I opted to use post tension concrete floors so I could learn a new system. These plans and section have been reviewed with Kurt. Over the next two weeks I plan on adding some details and photos to help illustrate the pieces of this structural system.
6 comments:
Ooooohh...Daring 4" cantilever on the one-way slab! :-P What happened Streebin? I am assuming is a typo! I don't think you need a Shearwall and the columns are looking good. I thought I saw some columns that are around 12" x 12", see if Kurt could confirm if that is enough for punching shear, my personal feeling is that is not so much, maybe they could be rectangular to maintain the 12" in one direction. I suggest increasing those, or did I miss something and all columns are 18"x18".
How come you just don't go to a complet post-tensioning system? If we think constructability, the shell contractor could just have Fly tables out there for an entire level and go up with one way of means and methods. By the way your site plan is looking good, I did like the more casual walkways, but maybe this layout gives the facility more green pads. Great work man.
Hey Eddie... I live to Dare!!! Kurt looked at it and my local engineer said 4" would be fine for this short distance... if it needs to increase once it gets into CD's then it can, I just wanted it as thin as I could get at that front glass area.
12" columns... you have a good eye my friend. I thought I had grabbed them all and made them 18" square, but Revit and I aren't always agreeing on procedures!!! I printed them out this morning and saw the size so they are all changed to 18x18 now.
Now... to church I go and then back to it so I can keep up with you!!!
Thanks for the comments.
David,
I think you need to separate the notes, in one state the thickness of the slab and in the other how much cantilever you have. I would like to disagree with the engineers on the thickness of the slab because of concrete cover. This is an elevated slab, therefore it must be reinforced, assuming a conc. cover of 1.5" min from each direction (top & bottom), then a #5 or #6 rebar (5/8" thick) more or less brings you close to 4", which leaves no room for tolerance, so what about deflection also?
I would believe it if it was on grade on a good compacted soil, in our case I think we have muck and therefore most likely the ground slab will need to be structural as well. Aren't we calculating 100 lbs per square foot for live and dead load? It seems strange to me.....:-0
David,
I don't need to add much to the support you are getting from Eddie. I agree with him 4" would be nice, but I can tell you we are not in Italy (Terragni's Casa del popolo in Como has 7cm planks (>3"!) spanning some ten feet, I would ask at least 2" of cover...
Fly forms on th eother hand would most likely be too expensive on only four floors...
What happened to the diagonal column? Did you investigate or ask your structural engineer?
Okay...
My latest post shows the floor 12" thick in the perspective... (by default from drawing all the floors) it looks okay, but I will go with 6".
On my structural plan I noted that I looked at the sloped column and both engineers said it would work, but it cut through part of my circulation. I will look at it again and try to model it.
Thanks Eddie and Warner!!
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