Have a personal or library account? Click to login

Results of the “DPDT-Auger” Research Project on Screw Displacement Piles

Architecture, Civil Engineering, Environment
Volume 16 (2023): Issue 3 (September 2023)
By:
Open Access
|Oct 2023

Figures & Tables

Figure 1.

Construction of the prototype DPDT drill auger according to Patent No. PL 235442 B1, [1]
Construction of the prototype DPDT drill auger according to Patent No. PL 235442 B1, [1]

Figure 2.

Displacement pile augers tested in the research project: a) DPDT auger, b) DPDT-S auger (shortened length version), c) SDP auger, [6]
Displacement pile augers tested in the research project: a) DPDT auger, b) DPDT-S auger (shortened length version), c) SDP auger, [6]

Figure 3.

A graphical comparison of the screwing parameters of DPDT, DPDT-S and SDP augers (Test plot No. 2)
A graphical comparison of the screwing parameters of DPDT, DPDT-S and SDP augers (Test plot No. 2)

Figure 4.

Comparative results of pile load tests from experimental plot No. 2, [6]
Comparative results of pile load tests from experimental plot No. 2, [6]

Figure 5.

Scheme for determining representative values of cone resistances qcs and qcb
Scheme for determining representative values of cone resistances qcs and qcb

Figure 6.

Correlations between ultimate unit resistances of DPDT and SDP piles and representative CPT(U) cone resistances for cohesionless and cohesive soils
Correlations between ultimate unit resistances of DPDT and SDP piles and representative CPT(U) cone resistances for cohesionless and cohesive soils

Figure 7.

Scheme for determining representative values of DMT membrane resistances ps and pb
Scheme for determining representative values of DMT membrane resistances ps and pb

Figure 8.

Correlations of ultimate unit resistances around DPDT and SDP piles and representative DMT membrane resistances
Correlations of ultimate unit resistances around DPDT and SDP piles and representative DMT membrane resistances

Figure 9.

An example of calculating and determining the Q-s characteristic of a DPDT pile
An example of calculating and determining the Q-s characteristic of a DPDT pile

Figure 10.

Scheme for determining representative cone resistance values qcr from CPT probing graph and for individual pile auger types
Scheme for determining representative cone resistance values qcr from CPT probing graph and for individual pile auger types

Figure 11.

Comparison of MT/qcr trend lines for all three augers from all experimental field plots
Comparison of MT/qcr trend lines for all three augers from all experimental field plots

Figure 12.

Derived MT dependencies on qc;r for the tested SDP, DPDT and DPDT-S pile augers
Derived MT dependencies on qc;r for the tested SDP, DPDT and DPDT-S pile augers

List of formulas for calculating ultimate resistances ts;ult and qb;ult of the soil around DPDT and SDP piles, based on CPT(U) soundings

Soil typePile shaft ts;ult [kPa]Pile base qb;ult [kPa]Scope of use
Cohesionless saturated ts;ult=85⋅(qcsqref)0.18 {t_{s;ult}} = 85 \cdot {\left( {{{{q_{cs}}} \over {{q_{ref}}}}} \right)^{0.18}} qb;ult=1660⋅(qcbqref)0.27 {q_{b;ult}} = 1660 \cdot {\left( {{{{q_{cb}}} \over {{q_{ref}}}}} \right)^{0.27}} qcb = 5 ÷ 35 MPaqcs = 5 ÷ 35 MPaincl. organ. ≤ 2%
Cohesionless unsaturated qb;ult=2050⋅(qcbqref)0.30 {q_{b;ult}} = 2050 \cdot {\left( {{{{q_{cb}}} \over {{q_{ref}}}}} \right)^{0.30}} qcs = 5 ÷ 35 MPaqcb = 5 ÷ 35 MPaincl. organ. ≤ 2%
Cohesive saturated ts;ult=39⋅(qcsqref)0.44 {t_{s;ult}} = 39 \cdot {\left( {{{{q_{cs}}} \over {{q_{ref}}}}} \right)^{0.44}} qb;ult=330⋅(qcbqref)0.78 {q_{b;ult}} = 330 \cdot {\left( {{{{q_{cb}}} \over {{q_{ref}}}}} \right)^{0.78}} qcs = 1 ÷ 4 MPaqcb = 1 ÷ 4 MPaincl. organ. ≤ 2%
Cohesive unsaturated ts;ult=48⋅(qcsqref)0.39 {t_{s;ult}} = 48 \cdot {\left( {{{{q_{cs}}} \over {{q_{ref}}}}} \right)^{0.39}} No data (A formula for cohesive saturated can be used)qcs = 1 4 MPaqcb = 1 4 MPaincl. organ. ≤ 2%

List of formulas for calculating ultimate resistances ts;ult and qb;ult of DPDT and SDP piles based on DMT soundings

Soil typePile shaft ts;ult [kPa]Pile base qb;ult [kPa]Scope of use
Cohesionless saturated ts;ult=11.75⋅(Δpspref)0.31 {t_{s;ult}} = 11.75 \cdot {\left( {{{\Delta {p_s}} \over {{p_{ref}}}}} \right)^{0.31}} qb;ult=525⋅(Δpbpref)0.26 {q_{b;ult}} = 525 \cdot {\left( {{{\Delta {p_b}} \over {{p_{ref}}}}} \right)^{0.26}} Δps = 400 ÷ 2500 kPaΔpb = 500 ÷ 3000 kPaincl. organ. ≤ 2%
Cohesionless unsaturated qb;ult=950⋅(Δpbpref)0.24 {q_{b;ult}} = 950 \cdot {\left( {{{\Delta {p_b}} \over {{p_{ref}}}}} \right)^{0.24}} Δps = 400 ÷ 2500 kPaΔpb = 600 ÷ 3000 kPaincl. Organ. ≤ 2%
Cohesive saturated ts;ult=22⋅(Δpspref)0.14 {t_{s;ult}} = 22 \cdot {\left( {{{\Delta {p_s}} \over {{p_{ref}}}}} \right)^{0.14}} qb;ult=110⋅(Δpbpref)0.37 {q_{b;ult}} = 110 \cdot {\left( {{{\Delta {p_b}} \over {{p_{ref}}}}} \right)^{0.37}} Δps = 100 ÷ 600 kPaΔpb = 100 ÷ 1000 kPaincl. organ. ≤ 2%
Cohesive unsaturated ts;ult=25⋅(Δpspref)0.17 {t_{s;ult}} = 25 \cdot {\left( {{{\Delta {p_s}} \over {{p_{ref}}}}} \right)^{0.17}} No data (A formula for cohesive saturated can be used)Δps = 100 ÷ 600 kPaΔpb = 100 ÷1000 kPaincl. organ. ≤ 2%
DOI: https://doi.org/10.2478/acee-2023-0036 | Journal eISSN: 2720-6947 | Journal ISSN: 1899-0142
Journal RSS Feed
Language: English
Page range: 89 - 99
Submitted on: Jan 26, 2023
Accepted on: Feb 26, 2023
Published on: Oct 20, 2023
Published by: Silesian University of Technology
In partnership with: Paradigm Publishing Services
Publication frequency: 4 issues per year
Keywords:
Screw displacement pile,
Pile auger,
Pile load capacity,
Soil resistance during pile formation,
Piles calculation
Related subjects:
Architecture and design,
Architecture,
Architects, buildings

© 2023 Adam Krasiński, Andrzej Słabek, Paweł Więcławski, Mateusz Wiszniewski, Tomasz Kusio, Witold Tisler, published by Silesian University of Technology
This work is licensed under the Creative Commons Attribution-NonCommercial-NoDerivatives 4.0 License.

Previous articleVolume 16 (2023): Issue 3 (September 2023)Next article