Column load on existing slab near sawcut
Column load on existing slab near sawcut
(OP)
Good Friday afternoon to all!
Does anyone know of a procedure to evaluate the capacity of a slab on grade supporting a column load near a sawcut joint? I have an existing project where an interior (gravity only) column is required and I am trying to establish what the capacity of the slab (#4 bars @ 24" O.C.) is to determine if an independent footing is required. I have evaluated the slab for punching and it is acceptable but as far as subgrade checks go, the only method I have seen is from the Designing Floor Slabs on Grade book by Ringo and Anderson and that method requires the column located 1.5*radius of relative stiffness which this column obviously is not.
My gut instinct is to just require the contractor to put in the independent footing. However, there has been a little animosity on the project and I would like to help the contractor and owner alike in both time and materials. So I would appreciate any help that any can offer (if anyone is still working on "this, the day that the weekend begins")!
Does anyone know of a procedure to evaluate the capacity of a slab on grade supporting a column load near a sawcut joint? I have an existing project where an interior (gravity only) column is required and I am trying to establish what the capacity of the slab (#4 bars @ 24" O.C.) is to determine if an independent footing is required. I have evaluated the slab for punching and it is acceptable but as far as subgrade checks go, the only method I have seen is from the Designing Floor Slabs on Grade book by Ringo and Anderson and that method requires the column located 1.5*radius of relative stiffness which this column obviously is not.
My gut instinct is to just require the contractor to put in the independent footing. However, there has been a little animosity on the project and I would like to help the contractor and owner alike in both time and materials. So I would appreciate any help that any can offer (if anyone is still working on "this, the day that the weekend begins")!






RE: Column load on existing slab near sawcut
Running a quick check for your example, if you use a symmetrical square footing on an allowable soil bearing of 3 ksf, the 47 k loading requires a footing approximately 4'-6" square, 9 inches thick.
I would not place this load on the SOG. And please do not let "a little animosity on the project" cloud your engineering judgement. There will always be a sad story behind every unreasonable request made by a contractor or owner. And a similar story behind every engineering failure.
RE: Column load on existing slab near sawcut
RE: Column load on existing slab near sawcut
RE: Column load on existing slab near sawcut
RE: Column load on existing slab near sawcut