I have an ETABS model for a building with 6 levels. The building has different eccentricity ratios for each floor hence I have defined 6 different Earthquake load patterns (each of them for one floor) in both directions. In the load case tab I combine them to form one load case in each...
So there is no diaphragm, my only reasoning is that the beam in axial is more stiffer than the column in shear and hence the beam attracts the force? Does this make sense?
My question however is that the floor above has the same condition but there is a rigid diaphragm and we see no such...
I have a joint where 4 beams and 2 columns meet, this is a plinth level member without any floor. All of the are fixed with no releases. Intuitively one would assume that the shear in the column above would completely get transferred to the column below, however I see that a portion of the shear...
Yes, there is backspan I drew only this much out of simplicity.
Yes, the small box is a drop panel (I dont have bluebeam on phone sorry for the rudimentary drawing)
The slab and the foundation can take the new load. My only worry is how to connect new slab and old slab.
I can use steel beams...
I have an area in a residential building where I have double height columns, the column line right next to these column have a mezzanine with a cantilever slab sticking out. Now the clint wishes to not have double column are and convert it into two floors for office use. The question is how to...
I am designing a mat foundation in ETABS 21. I have design strips running in both directions. While all design strips are getting designed everything seems except the bottom most horizontal design strip. I dont understand why it says failed, I get it that sometimes high forces might mean dumb...
