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Limiting skin friction and limiting bearing capacity for piles

Limiting skin friction and limiting bearing capacity for piles

(OP)
Dear all,

I am checking pile capacities using Eurocode and I understand EC does not provide a calculation method for pile bearing capacity like the API.

I would like to know what limiting skin friction and limiting bearing capacity can I use? I would like a reference that provides limiting values for different soils.

Regards
Kk

RE: Limiting skin friction and limiting bearing capacity for piles

Eurocode does not give formulas. You can choose by yourself. Just go to any foundation engineering books like Das. You can find some equations according to your soil type.

RE: Limiting skin friction and limiting bearing capacity for piles

I guess that your question is related for piles installed to rock. For end bearing piles, you need to check also that the structural capacity of the pile is not exceeded since normally the geotechnical capacity is larger than the structural capacity.

RE: Limiting skin friction and limiting bearing capacity for piles

Check out Tomlinson's piling or foundation book. He gives, if my memory serves me correctly, a good discussion on what you might be looking for. Okiryu is correct on piles to rock.

RE: Limiting skin friction and limiting bearing capacity for piles

(OP)
Thank you for the responses. I will have a look at Tomlinson.

Regards

Kk

RE: Limiting skin friction and limiting bearing capacity for piles

KKEngineer,

If my memory working perfectly,as per LRFD end bearing pressure should limit within 3 Mpa and Skin Friction to 0.2 Mpa (ie.e for Drilled Shaft).

Though Tomlinson, limits end bearing to somewhere around 15 Mpa.

and Bowles Book, recommends about 4 Mpa on hard strata and about 1.6 Mpa to medium dense.

RE: Limiting skin friction and limiting bearing capacity for piles

With end bearing on rock, I would think that the skin friction would not develop due to the variation in stiffness.

Dik

RE: Limiting skin friction and limiting bearing capacity for piles

I guess that if piles are end bearing on sound rock, friction resistance contribution along the shaft will not be activated (may not be considered) since settlements are very minimal.

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