Drilled Pier Boundry Conditions
Drilled Pier Boundry Conditions
(OP)
One of my current projects is a 16' x 44' mat slab on drilled piers supporting 3 12'dia. x 32' x 162k (full) fermentation tanks (beer!). I had a geotech bore and provide me with recommendations (600psf skin for piers, K=50pci for mat). In one of my geotechnical books I found a method for computing short and long term settlement for the 18" drilled piers. Would you model these piers as springs or fixed? I would think some sort of spring would be correct but one of my co-workers dissagrees. My FEA model for the slab is greatly affected by what I set as boundary conditions. Thanks. This forum offers a wealth of knowledge and I will contribute to the best of my ability.






RE: Drilled Pier Boundry Conditions
DaveAtkins
RE: Drilled Pier Boundry Conditions
RE: Drilled Pier Boundry Conditions
DaveAtkins
RE: Drilled Pier Boundry Conditions
First analyze as fixed, then with springs - you know the answer is somewhere in between so if you design all components of your mat to meet both you are covered. A bit conservative, I admit, but "when in doubt, make it stout".
RE: Drilled Pier Boundry Conditions
RE: Drilled Pier Boundry Conditions
RE: Drilled Pier Boundry Conditions
RE: Drilled Pier Boundry Conditions
RE: Drilled Pier Boundry Conditions
RE: Drilled Pier Boundry Conditions
RE: Drilled Pier Boundry Conditions
RE: Drilled Pier Boundry Conditions
I assume you are using pinned head assumption for lateral?
RE: Drilled Pier Boundry Conditions
RE: Drilled Pier Boundry Conditions
DaveAtkins
RE: Drilled Pier Boundry Conditions
RE: Drilled Pier Boundry Conditions
RE: Drilled Pier Boundry Conditions
I am an EIT and my design will be reviewed by my superior. I am doing my best to provide him with the most complete design without his input upfront. Thanks for the help.