Yes, you're right.
I tried to design it as continous 2 storey column, but then buckling length would be 2.18*11.3 m = 24.6 m which is too much - 50x50 cm is not enough in this case, and I cannot design bigger section at this time.
Could you elaborate your approach? - how would you consider...
I ended up with something link this (see attachement). I was also thinking about making a stiff X brace from the slabs to the top of the columns, but I've decided that the bottom truss will be better.
My only concern now is - how to check these bracing to be sure, that bottom part of my columns...
Concrete columns are the choice for this type of buliding because of the fire design (R60) - noone wants to paint steel column - general contractor I'm working with uses concrete columns in 90% of bulidings.
Sorry, but I don't get what you've meant (could you sketch it?) - I consider X bracing...
You're right.
I was searching for information about force that my bracing need to bear in case of concrete columns - there was a thread about something like that here on this forum. There was no real conclusions if it's different from steel columns - opinions were divided between 2% (as for...
Shear walls (from staircase) are very eccentrically positioned and I'm affraid of torsional moment:
I think that diaphragm from concrete hollow core slabs is stiff (there is concrete between slabs, and it will be also connected to precast concrete beams by a cast-in-place ring beam) but I...
As I wrote, the connections are not stiff, precast beams are just laying on the column corbels (of course there will be 2#20 rebars to connect it) - I treat it as a pinned connection and in Robot concrete beams are pinned on both ends.
Hi,
firstly I apologize for my english, but I hope you understand what I mean.
I want to ask you about bracing concrete columns in a 2 storey building which I'm designing right now.
Columns (50x50 cm in section) are precast and continous from foundation through the 1st floor level and to the...
