Dear Fellow Engineers,
Anyone have an idea of how to properly analyze the bearing capacity of a driven steel pile that will definitely refuse into very dense soil (N>50) before reaching rock? In other words, I am looking for the end bearing capacity on soil refusal.
Thanks.
For the design of a mat foundation, I have calculated that for 1-inch settlement, my allowable bearing pressure is 5,000psf which equals 34psi. If at 34 psi bearing pressure, the settlement is 1 inch, then is or isn't my ks (modulus of subgrade reaction) value equal to 34 psi/in ?
Why is it that the value achieved using a pocket penetrometer is equivalent to twice the value of the undrained shear strength.
The confusion is that since the pocket penetrometer is penetrated into the soil sample pretty quickly, then shouldn't it be considered an undrained strength ?
