Eccentricites generated in "pin-ended"edge columns
Eccentricites generated in "pin-ended"edge columns
(OP)
I'm involved in the design of a building which has concrete flat slabs supported on internal walls and perimeter columns. I had thought that one could consider the columns as pin-ended and just design for moments due to "nominal" eccentricities - but the longer I think about it the less sure I am...
I'm interested to know if you know of any design guidance or research relating to the moments generated in "pin-ended" edge columns due to the rotation of the slab and the consequent change in position of the point of load application.
Perhaps it is a bit of a theoretical question, but nonetheless I'd be very grateful for any pointers you could give me.
I'm interested to know if you know of any design guidance or research relating to the moments generated in "pin-ended" edge columns due to the rotation of the slab and the consequent change in position of the point of load application.
Perhaps it is a bit of a theoretical question, but nonetheless I'd be very grateful for any pointers you could give me.






RE: Eccentricites generated in "pin-ended"edge columns
if the slab rotates wouldn't that mostly change the direction of the load, producing a side component, which would change your column into a beam-column ?
mind you, if the slab rotates that much, is the building good for anything ?
probably not worth 2c ...
RE: Eccentricites generated in "pin-ended"edge columns
My experience is that they usually don't amount to much, but there are exceptions, so should be looked at, at least briefly.
RE: Eccentricites generated in "pin-ended"edge columns
RE: Eccentricites generated in "pin-ended"edge columns