BigH:
Thanks for your question.
I've recommended HP-piles to cut through better as well as closed-ended pipes. Open-ended isn't advisable because of presence of organics.
SlideRuleEra:
That would definitely work however the augering will reduce lateral & uplift capacities.
My concern isn't to reach bedrock but rather to properly recommend the correct capacity of a pile when it refuses on soil. In other words I couldn't care less if the pile doesn't reach...
There is an approx 10ft thick very dense sand with decomposed rock on top of intact bedrock.
My bearing capacity calculations are based off of experience in similar situations in similar areas. I am sure the pile will refuse on top of solid rock.
Maybe a WEAP analysis would do best.
Please do...
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 ?
Consider the added weight of the chemical injections, making sure that it does not overstress the underlying soils.
I believe deep foundations such as helical piles are the only solutions here but to minimize differential settlement, you may need to drive piles to rock. If driving piles is a...
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 ?
