laterally loaded piles
laterally loaded piles
(OP)
Hey everyone,
I am being asked to design a pile for the lightpost at a football stadium, and I have done extremely minimal pile design. It will be a cast-in-place friction pile. I dont really know where to begin with the lateral loads. I know how to do the reinforcing part of it, however I don't understand how to determine my necessary diameter to minimize the lateral deflection. I have a geotech report with the skin frictions and such. Any tips on how to go about this, or a good resource of where to look would be really appreciated. I have scanned through here but didnt seem to find what I'm looking for.
Thanks
I am being asked to design a pile for the lightpost at a football stadium, and I have done extremely minimal pile design. It will be a cast-in-place friction pile. I dont really know where to begin with the lateral loads. I know how to do the reinforcing part of it, however I don't understand how to determine my necessary diameter to minimize the lateral deflection. I have a geotech report with the skin frictions and such. Any tips on how to go about this, or a good resource of where to look would be really appreciated. I have scanned through here but didnt seem to find what I'm looking for.
Thanks






RE: laterally loaded piles
RE: laterally loaded piles
RE: laterally loaded piles
If the pile stays relatively shallow and you have consistent, reasonable soils, I'd probably feel comfortable using the code design and adding 10-20% to my moment at grade for pile reinforcing design. If not, I'd find someone (possibly the geotech) to run an LPile analysis for me. Depending on the loads and soils, the moments can sometimes increase fairly significantly below grade or you can get relatively large deflections.
RE: laterally loaded piles
http://www.dot.state.fl.us/structures/proglib.shtm
The Canadian foundation manual also provide some information on the p-y method which is similar to the algorithms used in the L-Pile software mentioned above.
RE: laterally loaded piles
Brad
RE: laterally loaded piles
RE: laterally loaded piles
Oh, those use drilled shaft piers with rebar cages and CIP bolts, pretty heavy duty stuff.
RE: laterally loaded piles
RE: laterally loaded piles
RE: laterally loaded piles
RE: laterally loaded piles
RE: laterally loaded piles
You might want to discount a region near the top if you are concerned about any fill issues. Try a few different spring values and you will see the impact. The pile head rotation can amplify the deflection of the light post quite significantly.
brad
RE: laterally loaded piles
I personally would have an L-pile analysis run in lieu of taking the extra liability.
Now you have to detail the base attachment. Remember, no grout and use the fhwa procedures.
RE: laterally loaded piles
Also, while trying to get a drilled pier design through the LA County I discovered that older CABC (based on UBC) also has a procedure for designing drilled piers.
What is your base shear and moment btw?
RE: laterally loaded piles
A drilled pier is a pile. Gagne said in his original post that the pile is to be cast in place.
RE: laterally loaded piles
RE: laterally loaded piles
Thanks,
Adam
RE: laterally loaded piles
RE: laterally loaded piles