Marine Pile Lateral Resistance

[cwigg66]

I am in the process of designing an inland (freshwater) marina on a lake in a 110 MPH wind zone. I am having some trouble locating information relating to the lateral force resistance of vibrated-in wood piles. The piles are 8"-10" in diameter, will be vibrated to a refusal depth approximately 10' below the lake bottom, and will reside in approximately 8' of water. I need a way of calculating the lateral resistance of the pile based on some assumed soil parameters. I have found some great resources at

http://www.vulcanhammer.net

to calculate the forces resulting from wind on vessels, but nothing on the piling's capabilities. Anybody have any insight on this? Thanks!

Chris W.
Arco Engineering, Inc.

 

[ishvaaag]

I am not sure any particular book of these wil exactly match your requirements but we are fortunate to have such fantastic amount of technical literature.

http://www.amazon.com/Single-Piles-Groups-Lateral-Loading/dp/9058093409

As the issue is vast maybe some hints would help those reading to give good advice, particularly the general setup and the kind of soil, for that will place the case in one of the types in the books or programs.

 

[cwigg66]

Thanks for the response, ishvaaag. The piling will be installed as single piles, serving as the anchorage for a system of floating docks making up a marina on a large inland lake. I would put the lateral soil bearing at 125 PSF/FT. The vessels tied up at the dock will impart lateral forces, as will the wind on the dock itself, wave action, etc. I can adjust my piling spacing as necessary along the floating docks depending on the capabilities of piling. Not sure what other information is needed, but I can get it I am sure. Not looking for an answer, just some guidance on wood pile in general and who the calculations are carried out. I guess I could just use the IBC 2006 method?

 

[ishvaaag]

Hmm ... if you can truly adscribe a reliable lateral ballast modulus it would be merely put the piles in almost any competent 3D analysis program. Don't know however if that is the force thought to be safely resisted by a foot of pile; if such was exactly the case you could as well use the same kind of model to brackect what forces, or better, pile separations, would be producing acceptable reactions per foot and at the same time acceptable distortions/displacements anywhere. Just making the most of your input.

Will try to find something more specific.

 

[ishvaaag]

This is an available text (downloadable when freely registered) that covers lateral strength of piles in more than vertical.

http://www.scribd.com/doc/12626795/Analysis-of-Bearing-CapacityDriven-Pile?autodown=pdf

Were it right anything therein it would be more than anything wood pile properties what to state.

 

[ishvaaag]

http://www.csc.noaa.gov/hes/docs/ge...ICANE HUGO IMPLICATIONS FOR PUBLIC POLICY.pdf

Of all foundation types, only deeply embedded wooden or prestressed concrete piles at least 9 inches in
diameter-wooden or concrete-invariably performed well in the face of Hugo's waves and surge. Failures
were mainly due to rot, or to over-notching of the pile for the floor beam (Interagency Hazard Mitigation
Team 1989; Miller 1990; Richardson 1990; Rogers 1990a; Rogers and Sparks 1990; Wang 1990).
Wooden piles, 10 inches or more in diameter, driven or jetted 10-15 feet into the ground were most effective
during Hugo (URS Consultants 1991a).
The Hugo experience suggested that the lateral strength of wood piles and/or the lateral soil resistance of all
types of piles in sandy soils has been significantly underestimated. Those foundations appeared to consistently
survive water, wave, and erosion conditions under which damage would have been expected (Rogers 1990a).

 

[cwigg66]

That is a fantastic paper, especially since I am from Charleston and got to see the effects of Hugo firsthand. Thanks so much for all your help on this... I think I have it reasonably figured out to do preliminary design.

Chris