ductility of PT flat slabs with shear walls
ductility of PT flat slabs with shear walls
(OP)
I have a question concerning the behavior of the PT slabs, specially for the flat plate system. If Im working with a building that his primary lateral force resisting system are reinforced concrete shear walls, and my default building code is the ASCE 7/95, the reduction factor for the seismic forces is 5.5, but this factor doesnt work correctly for structures that has a low period of vibration, because they dont have the same capacity of energy dissipation as the long period structures. Lets say that Im working with a structure that has a low period, can I use the Rw factor just the same as the ASCE recommends on low period buildings, or do I modify it, lets say use Rw=4.5, in order to take into account lack of energy dissipation that the PT slab could have. And should I reduce the Cd amplification factor for the elastic deformation in order to be equal to the Rw, since those values are the same on the ASCE standard.
what is your recommendation.
what is your recommendation.






RE: ductility of PT flat slabs with shear walls
RE: ductility of PT flat slabs with shear walls
RE: ductility of PT flat slabs with shear walls
tanks again
RE: ductility of PT flat slabs with shear walls
Suppose no shear wall exists and the building resists lateral force via frame of column and slab in this flat plate building. What should be the reduction factor of seismic action.
Thanks for any advice
RE: ductility of PT flat slabs with shear walls
RE: ductility of PT flat slabs with shear walls
in the case you are presenting, of the flat plate and columns only, the first thing is that on the structure you are using I would not recommend it as high as 3 to 4 floors, because to control the deflections on the structure should lead to larger columns. On the Rw factor, I should recommend a low factor I would use a range of Rw from 2.0 to 4.0 depending on the importance of the structure and the seismic zone you are in, I would not recommend it on high seimic zones. Remember that the PT slabs are generally slender and very flexible and you should take care of the deflections when analyzing this type of systems. Also check the additional steel that the slab will require due to the lateral forces.