From: Roger Turk <73527.1356(--nospam--at)compuserve.com>
Date: Wed, 26 May 1999 15:04:03 -0400
For many, many years, it was assumed that piles could not take lateral
loading, therefore, battered piles were installed to resist lateral loading
--- and they did so with an outstanding record of performance.
When it was necessary to have a pile resist moment, such as in a bridge
abutment, a point of fixity 6-feet below ground surface was assumed.
Then someone modeled the performance of piles using sub-strata "k-factors"
that no one could possibly determine, nor could anyone confirm, and they
developed computer programs to use the nebulous "k-factors" and come up with
"exact" answers based on vague assumptions.
See if your "exact" programs don't give you a point of maximum moment about
6-feet below ground surface.
A. Roger Turk, P.E.(Structural)
Luke Gunnewegh wrote:
. > Some feedback is greatly appreciated regarding laterally loaded piles.
. > In the model I use, the internal resisting moment is limited, and far
. > less than the pile capacity.
. > Question: Where is the point of rotation, how to determine the capacity?
. > Where are all the moments are relative to?
. > I have not found any clearly explaining literature regarding this problem.
. > Please help me with modeling this situation.