Existing Mat Slab Strengthening
Existing Mat Slab Strengthening
(OP)
Hello folks,
Does anyone have any suggestions/experience with strengthening an as-built existing mat slab?
I have a larger point load coming down on the edge of a 15" mat slab (#5 @ 16" O.C. E.W. T&B) and it seems to need some strengthening.
Thank you,
R
Does anyone have any suggestions/experience with strengthening an as-built existing mat slab?
I have a larger point load coming down on the edge of a 15" mat slab (#5 @ 16" O.C. E.W. T&B) and it seems to need some strengthening.
Thank you,
R






RE: Existing Mat Slab Strengthening
RE: Existing Mat Slab Strengthening
If space permits, perhaps you could drop a pile beside the load and bracket connected to the raft.
There's also this kind of thing: Link
You could demo some of the slab edge and install a beam to better distribute the point load.
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: Existing Mat Slab Strengthening
http://onlinemanuals.txdot.gov/txdotmanuals/pdm/bo...
www.SlideRuleEra.net
www.VacuumTubeEra.net
RE: Existing Mat Slab Strengthening
RE: Existing Mat Slab Strengthening
I have a projected 30k point load coming down on the extreme edge of the slab. I ran some preliminary calculations and I'm not convinced that the slab can take the punching shear or the localized soil bearing stress. That's my current issue.
RE: Existing Mat Slab Strengthening
Thaidavid
RE: Existing Mat Slab Strengthening
Geotechnical soil bearing stress numbers are usually about settlement, not true failure in the collapse sense. Might it be possible to exceed the allowable bearing stress and tolerate some extra settlement locally? What is the source of the 30k load and over what area is it applied?
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.