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Vibro piles performance prediction using result of CPT

Paweł Więcławski
Paweł Więcławski
   | Nov 22, 2021
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Article Category: Original Study
Published Online: Nov 22, 2021
Page range: 452 - 464
Received: Oct 04, 2019
Accepted: Sep 11, 2021
DOI: https://doi.org/10.2478/sgem-2021-0024
Keywords
© 2021 Paweł Więcławski, published by Sciendo
This work is licensed under the Creative Commons Attribution 4.0 International License.

Figure 1

Theoretical model of pile and soil interaction: a) perfectly elastic; b) linear elastic and plastic; c) non-linear elastic; d) non-linear elastic with plastic yielding.
Theoretical model of pile and soil interaction: a) perfectly elastic; b) linear elastic and plastic; c) non-linear elastic; d) non-linear elastic with plastic yielding.

Figure 2

Theoretical model of load–settlement curve.
Theoretical model of load–settlement curve.

Figure 3

Template of averaging resistance from CPT probing.
Template of averaging resistance from CPT probing.

Figure 4

Dependence of ground susceptibility on parameters of the soil and pile geometry.
Dependence of ground susceptibility on parameters of the soil and pile geometry.

Figure 5

Dependence of the initial point of the exponential function s’ on ground susceptibility.
Dependence of the initial point of the exponential function s’ on ground susceptibility.

Figure 6

Relationship between the directional coefficients of the linear function s’’ and the non-linear function s’.
Relationship between the directional coefficients of the linear function s’’ and the non-linear function s’.

Figure 7

Results of probing and averaged parameters from CPT testing.
Results of probing and averaged parameters from CPT testing.

Figure 8

Stages of Q–s characteristics prediction based on the proposed procedure: (a) linear elastic stage; (b) non-linear elastic stage; (c) combination of the linear elastic stage for Q□<0, Qs> and non-linear elastic stage; (d) comparison of the theoretical curve with the measured curve from static load test.
Stages of Q–s characteristics prediction based on the proposed procedure: (a) linear elastic stage; (b) non-linear elastic stage; (c) combination of the linear elastic stage for Q□<0, Qs> and non-linear elastic stage; (d) comparison of the theoretical curve with the measured curve from static load test.

Figure 9

Diagrams of resistance qc for example piles (Gdańsk: CPT-1 to CPT-3, Szczecin: CPT-4 to CPT-6, Grudziądz: CPT-7 to CPT-9).
Diagrams of resistance qc for example piles (Gdańsk: CPT-1 to CPT-3, Szczecin: CPT-4 to CPT-6, Grudziądz: CPT-7 to CPT-9).

Figure 10

Comparison of theoretical curves with actual curves from static pile load tests.
Comparison of theoretical curves with actual curves from static pile load tests.

Figure 11

Concept for generation of safe design curve.
Concept for generation of safe design curve.

Figure 12

Comparison of design curves and curves from SPLT.
Comparison of design curves and curves from SPLT.

Figure 13

Values of calculated limit of load-bearing capacity.
Values of calculated limit of load-bearing capacity.

Figure 14

Comparison of design load-bearing capacity from diverse design methods.
Comparison of design load-bearing capacity from diverse design methods.

Figure 15

Summary of ultimate bearing capacity values from diverse design methods.
Summary of ultimate bearing capacity values from diverse design methods.

Compilation of data used for correlation analysis.

Location Number of piles Geometry of piles Number of CPTs Distance between pile and CPT Soil under pile base
D Db* L
(mm) (mm) (m) (m)
Gdańsk 5 406 460 9.0 to 13.5 6 2.0 to 10.0 FSa
9 508 560 16.0 to 22.0 7 2.0 to 10.0 FSa
Gdynia 14 560 610 14.0 to 18.0 10 2.0 to 6.0 FSa
Grudziądz 16 508 560 10.6 to 20.0 12 1.0 to 8.0 FSa, MSa
Hajnówek 4 508 560 7,5 4 4.0 to 6.0 CSa, FSa
Olsztynek 44 610 660 6.5 to 12.0 30 1.0 to 6.0 MSa
Szczecin 13 408 460 12.0 to 14.0 6 2.0 to 10.0 MSa, FSa
6 457 510 17.6 to 18.4 6 1.0 to 8.0 FSa
10 457 520 17.5 to 21.5 9 1.0 to 6.0 FSa
Wrocław 4 610 660 8.5 to 11.0 4 2.0 to 6.0 CSa, MSa
12 508 560 6.0 to 18.0 8 2.0 to 6.0 CSa, MSa
S 137 102

Output parameters according to correlations from Fig. 4 to Fig. 6.

s”/Qsmm/kN s’mm s”mm QskN
0.0042 1.73 4.7 1107
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Geosciences, other, Materials Sciences, Composites, Porous Materials, Physics, Mechanics and Fluid Dynamics
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