Driled Pier Horizontal Deflection Limit
Driled Pier Horizontal Deflection Limit
(OP)
I have drilled piers with sizes ranging from 3ft to 5ft. I have looked into this and I have found from 1/4" to 1/2" deflection, or 1% of the diameter of the pier may be common limits used as the limit for horizontal deflection at the head.
The building is concrete with brick facade. 1/2" seems OK for seismic, but there are large basement walls that are putting force into the floor diaphragm, which loads the columns, which loads the piers. What limit would be common for horizontal deflection under soil pressure alone, not considering combined seismic?
The building is concrete with brick facade. 1/2" seems OK for seismic, but there are large basement walls that are putting force into the floor diaphragm, which loads the columns, which loads the piers. What limit would be common for horizontal deflection under soil pressure alone, not considering combined seismic?





RE: Driled Pier Horizontal Deflection Limit
RE: Driled Pier Horizontal Deflection Limit
RE: Driled Pier Horizontal Deflection Limit
RE: Driled Pier Horizontal Deflection Limit
I am currently incorporating this into our LATERAL FOUNDATION program. For a free headed pier/pile with a given shear load, it works out to that you get higher top of pier head deflection with an increasing moment load but you get lower induced passive pressure with that same increasing moment.