Pile head cut
Pile head cut
(OP)
Hi,
In my area it is common to cut piles in order to bring they at a level where the pile caps can be constructed. The piles are precast presstressed concrete piles. My question is about if there is any issues affecting the steel reinforcement due to cutting these piles. Since the piles are presstressed, I was assuming that there may be some effect in the concrete presstressed material? On the other hand, it is difficult to determine exact pile lenghts so pile cutting is inevitable.
Thanks !!
In my area it is common to cut piles in order to bring they at a level where the pile caps can be constructed. The piles are precast presstressed concrete piles. My question is about if there is any issues affecting the steel reinforcement due to cutting these piles. Since the piles are presstressed, I was assuming that there may be some effect in the concrete presstressed material? On the other hand, it is difficult to determine exact pile lenghts so pile cutting is inevitable.
Thanks !!






RE: Pile head cut
RE: Pile head cut
Based on your comment, we can trim our piles since all are presstressed strands. I am not familiar with presstressed concrete as I am involve more with the geotechnical side of the project. Can you give me a rough explanation of the bonding effect in presstress concrete, or if you can direct me a good reference, I can check by myself.
Thanks !!
RE: Pile head cut
Yes, you should be able to cut the entire precast section, then use the void to insert reinforcement to tie the pile to the cap. As the prestressing strands are fully bonded, you don't have to worry about them going anywhere.
RE: Pile head cut
RE: Pile head cut
RE: Pile head cut
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.
RE: Pile head cut
RE: Pile head cut
Any basic prestressed concrete text will have some examples to guide you. Like most things, it comes down to equilibrium and strain compatibility.
I can't think of anything practical. And I'm not sure that it's necessary. You may be able to just treat the 500 as you might rebar development in a non-prestressed member. Or perhaps the "bucket" can supply the reinforcement, either compositely with the pile or not. I'd recommend taking a step back and asking yourself "how am I getting bending moment out of the pile and into the cap?". Or "Should I be transferring moments into the cap?". With the basic load path in hand, you can then turn your attention to the granular details.
I should add that prestressed piling is not my area of expertise. If Hokie offers conflicting advice, use his.
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.