resisting bouyancy uplift?
resisting bouyancy uplift?
(OP)
I have a concrete tank that will be installed 20' below the water table.
Soil surcharge bearing on an extension of the bottom slab (beyond the outside face of the walls) will be used to resist uplift. If I only use a vertical column directly over the extension the extension width req'd seems large to me. ACI 350 mentions (very briefly near the front) an "angle" creating a wedge of soil that can be included in the surcharge. Does anyone have any advice as to how I can determine this angle? Any references, advise or experience is greatly appreciated.
Thanks in advance!
Soil surcharge bearing on an extension of the bottom slab (beyond the outside face of the walls) will be used to resist uplift. If I only use a vertical column directly over the extension the extension width req'd seems large to me. ACI 350 mentions (very briefly near the front) an "angle" creating a wedge of soil that can be included in the surcharge. Does anyone have any advice as to how I can determine this angle? Any references, advise or experience is greatly appreciated.
Thanks in advance!
RE: resisting bouyancy uplift?
RE: resisting bouyancy uplift?
I am not a geotechnical engineer so it may pay to post on that thread as well.
RE: resisting bouyancy uplift?
RE: resisting bouyancy uplift?
I have reviewed Coulombs theory and it is helping.
RE: resisting bouyancy uplift?
RE: resisting bouyancy uplift?
http://www.portcement.org/
RE: resisting bouyancy uplift?
RE: resisting bouyancy uplift?
RE: resisting bouyancy uplift?