Laterally loaded pile Py and STAAD

[ldeem]

I am working on a method to use STAAD for lateral pile analysis using multilinear soil springs. I have written a spreadsheet to create the py curves and spring constants for a pile in sand (I am using API RP-2A method).

The STAAD model is working and seems to be creating reasonable results. What I would like to do is verify the method using actual pile data from field testing. Can anyone send me test results from a laterally loaded pile in sand? If not are there any academic papers that would have this data? Ideally I would like to have test results of deflection and pile stress to compare with my STAAD output.

I have used COM624P in the past band I know there are some verification problem results in the manual. However if I could I would like to compare with actual results.

 

[KootK]

Clever solution. In my opinion, you don't need to match your results to field measurements. Rather, you can just compare your results to p-y example problems. Bowles' foundation book has some.

I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.

 

[ldeem]

I found a study from 1983 that I plan to use. I haven't studied it in depth but at quick brush it looks like it will work for what I need.

I tried attaching the study to this post, hopefully it will work.

My idea is to have a simple way for structural engineers (like me) to model pile supported structures such that pile deflections and design can be done in one model. The applications would be limited to simple structures such as dock or mooring dolphins. I am not trying to replace more sophisticated pile analysis programs like COM624P.

My first application is pile supported walkway with floating docks. I want to check how the structure and piles will behave when the river floods. I suppose there may be empirical designs for this sort of situation but I have an offshore engineering background so I am leaning toward an API RP-2A type analysis.

Larry

 

[GeoBo]

If you created the p-y curves correctly and applied those non-linear p-y curves into your structural model properly, then you should get roughly the same results. My understanding is that those p-y curves will vary with the depth since the ultimate lateral resistance varies with the effective overburden pressure for sand. For comparison purpose, I think you can just compare with COM624P p-y curve problems.