jdonville,
Thanks. I have Reese's paper. However, he presents two case studies, one of which involves a limestone with krm=0.0005, and the other an apparently similar limestone with krm=0.00005. I assume that's where the range in LPILE originates. Any feel for how you would decide where in that...
Thanks very much for your response. I'm familiar with the range you mentioned. I'm trying to pin it down a little further. The rock is predominantly limestone and dolomite with unconfined strength in the range 200 to about 7000 psi. RQD is typically in the range 0 to 50. We have one site...
In the absence of axial strain measurements, is there a reasonable relationship between the k_rm parameter required for L-pile analysis of weak rock and other known parameters such as unconfined strength and RQD?
