Half-Plane with a One-Dimensional Semi-Infinite Stiffener: Application to Solving the Problem of Pile–Rock Interaction

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Resumo

An exact solution to an elastic boundary value problem is constructed for a half-plane with a one-dimensional, semi-infinite stiffener perpendicular to its straight boundary. A point force is applied at the top of the stiffener. This solution is compared with a numerical simulation of a finite-length pile using three-dimensional finite element (FE) analysis. By applying correction factors, the transition from a two-dimensional problem to a three-dimensional one is achieved in the analytical solution.

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Sobre autores

A. Vlasov

Institute of Applied Mechanics, Russian Academy of Sciences

Autor responsável pela correspondência
Email: bah1955@yandex.ru
Rússia, Moscow

D. Vlasov

Moscow State University of Civil Engineering (National Research University)

Email: vlasov.daniil1994@gmail.com
Rússia, Moscow

M. Kovalenko

Institute of Applied Mechanics, Russian Academy of Sciences

Email: kov08@inbox.ru
Rússia, Moscow

Bibliografia

  1. Carter J.P., Kulhawy F.H. Analysis and Design of Drilled Shaft Foundations Socketed into Rock. Final Report No. EL-5918. Palo Alto: Electric Power Res. Inst., 1988. 190 p.
  2. Prudnikov A.P., Brychkov Yu.A., Marichev O.I. Integrals and Series. Vol. 1. Elementary Functions. N.Y.: Gordon&Breach Sci. Pub., 1986. 798 p.
  3. Ketch V., Teodorescu P. Introduction to the Theory of Generalized Functions with Applications in Engineering. N.Y.: Wiley, 1978.
  4. Matrosov A.V., Kovalenko M.D., Menshova I.V., Kerzhaev A.P. Method of initial functions and integral Fourier transform in some problems of the theory of elasticity // Z. Angew. Math. Phys, 2020, vol. 71, no. 1, art. 24, 19 p.
  5. Lebedev N.N. Special Functions and Their Applications. N.Y.: Dover, 1972. 308 p.
  6. Prudnikov A.P., Brychkov Yu.A., Marichev O.I. Integrals and Series. Vol. 2. Special Functions. N.Y.: Gordon&Breach Sci. Pub., 1986. 756 p.

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2. Fig.1.

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3. Fig. 2.

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4. Fig. 3.

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5. Fig. 4.

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6. Fig. 5. Distribution of shear stresses at x = 0.125, K = 0.25, D = 3.9

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7. Fig. 6. Distribution of shear stresses at x = 0.125, K = 0.25, D = 8

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8. Fig. 7. Distribution of shear stresses at x = 0.125, K = 0.25, D = 16

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9. Fig. 8. Distribution of shear stresses at x = 0.125, K = 0.25, D = 40

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10. Fig. 9. Distribution of normal stresses in a pile at K = 0.125, D = 3.9

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11. Fig. 10. Distribution of normal stresses in a pile at K = 0.125, D = 8

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12. Fig. 11. Distribution of normal stresses in a pile at K = 0.125, D = 16

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13. Fig. 12. Distribution of normal stresses in a pile at K = 0.125, D = 40

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14. Fig. 13. Pile settlement at R = 0.125, D = 3.9

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15. Fig. 14. Pile settlement at R = 0.125, D = 8

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16. Fig. 15. Pile settlement at R = 0.125, D = 16

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17. Fig. 16. Pile settlement at R = 0.125, D = 20

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