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A platform for research: civil engineering, architecture and urbanism
Modeling of bearing capacity of piles in clays
Conclusions Experimental substantiation has been obtained for the general equation of modeling of the bearing capacity of geometrically similar piles and models in clays: $ φ_{N} $=$ N^{3} $φ−($ N^{3} $−1)A.It was found that for similar soil conditions in the model scale range 0.3≤M≤1.0 with respect to the prototype, the limit strength of a pile and its model is proportional to the ratio between the displaced soil volumes.For practical application in the interpretation of results of soil tests using standard piles and piles having other dimensions, for piles having the design parameters it is recommended to use Eq. (2), which has been tested over many years by design and exploration organizations of the Far East.
Modeling of bearing capacity of piles in clays
Conclusions Experimental substantiation has been obtained for the general equation of modeling of the bearing capacity of geometrically similar piles and models in clays: $ φ_{N} $=$ N^{3} $φ−($ N^{3} $−1)A.It was found that for similar soil conditions in the model scale range 0.3≤M≤1.0 with respect to the prototype, the limit strength of a pile and its model is proportional to the ratio between the displaced soil volumes.For practical application in the interpretation of results of soil tests using standard piles and piles having other dimensions, for piles having the design parameters it is recommended to use Eq. (2), which has been tested over many years by design and exploration organizations of the Far East.
Modeling of bearing capacity of piles in clays
Fedorov, V. I. (author)
1987
Article (Journal)
English
Local classification TIB:
770/6545/8000
BKL:
56.20
Ingenieurgeologie, Bodenmechanik
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