pile foundation flexural strength
 

pile foundation flexural strength
looking for some help in dealing with ibc 2003 section 1808.2.23.2.3
realizing that in most cases the base plate connection and associated anchor bolt strengths will be far less than the column flexural strength of the column. is it acceptable to calculate the maximum strength of the base plate connection, and design the pile cap or grade beam for the resulting capacity?
would appreciate any comments on this one.
to keep in line with the desirable trait of visible signs of imminent failure, it makes sense to design the pile cap/grade beam to exceed the capacity of the base plate connection. my office designs this way.