PYwall Bending Stiffness Input

[bobintx]

I am designing a cantilever drilled shaft wall, and I am trying to make sure that I am not overdesigning it. I am running a DS section in LPile using Type 2 analysis, then finding the bending stiffness that corresponds to the moment capacity of the section. I then input this EI into PYWall for my DS section stiffness.

Is this method of finding my bending stiffness acceptable? Or is this too conservative because my drilled shaft's internal moment will not ever reach it's capacity?

Thanks.

 

[ItsOnlyDirt]

Hi there

Not sure what a case 2 analysis is but the EI, is the EI ?

To make sure your section is safe in bending apply the appropriate factors to your working loads, then compare to the moment capacity of the pile (for the appropriate design life i.e. long or short term.)

You might want to consider using both the short & long term values for E (Concrete) though, usually long term is around 0.5 x Uncracked E.

Hope this helps