Stenbrook
Structural
- Dec 5, 2014
- 125
I have a client that has bought an existing structure with a two way flat plate slab conventionally reinforced with drop caps at the columns. The required loading for the new occupancy has resulted in a higher punching shear load then the current capacity. As of now, it will be very difficult if not impossible to use a collar tie because of the large bars and spacing in the columns and the owner has no desire for us to widen the column all the way down to the foundation. So, for now we have come up with a widened column detail that only extends 2'-0" down from the bottom of the slab. The question is this, how much load can I count on the existing slab to resist and how much should I design this widened column and epoxied rebar into the column for? If I design the widened section for the entire load, the design will require 40 doweled in bars at each column and with over 25 columns on the job, I would like to try and reduce that if possible.
If any one has experience with something like this and could help that would be greatly appreciated.
If any one has experience with something like this and could help that would be greatly appreciated.