If so, how can your ground floor assumed to be structural base in the first place?
I am not talking about the continuous shear walls from above as I mentioned earlier. And I didn't say that mu = 1 for above structure and different mu for basement, what I wanted to say wss, what the difference...
. I get that it is better to design the column that way but even if your P falls above 0.3fcAg line it is still acceptable by the code as long as you provide proper confinement. And the drift capacity is the reason we want the column to have lower axial loads than P at balance point. The problem...
Can columns be designed with P greater than the P at balance point? I think all standards allow you to do that as long as P-M falls in iteration diagram. The problem here is this extra axial load limit is for the seismic consideration, when the drift of the columns/walls are not an issue (I am...
I had actually worked in Asia, where seismic design played an important part in our design, for a few years before I moved to Australia. Things like strong column weak beam, stiffness ratio, displacement ratio, soft story, first mode etc in addition to axial load limit are what we would look at...
Thanks Agent666. I understand this differently. I get that it is a axial load limit not a lateral load limit but the axial load limit is due to the poor displacement performance when the elements are heavily loaded. So when the displacement of a diaphragm is expected to be very small then it...
They are discontinued from walls above. Most of they are the columns in carpark with transfer slab on top and I do have basement all around.
The Code doesn't mention local ductility. So I think global ductility for the whole structure is the case here (the Code is bit poorly written IMO). Put...
Were the failures in the basement as well? I get that walls (also columns IMO) has poor displacement performance when they are heavily loaded but for walls or columns under the structural base they are not supposed to resist much lateral loads and most importantly, the displacement shouldn't be...
I have a question in regards to Axial load limit for vertical elements. It is for the latest Australian Standard but engineers outside Australia are welcomed to share your thoughts on this too.
Below is the clause.
So basically when ductility is assumed, the axial load ratio should be limited...
