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Usefulness of the CPTU method in evaluating shear modulus G0 changes in the subsoil Cover

Usefulness of the CPTU method in evaluating shear modulus G0 changes in the subsoil

Studia Geotechnica et Mechanica
Volume 43 (2021): Issue 3 (September 2021)
By: Zbigniew Młynarek,  Jędrzej Wierzbicki and  Tom Lunne  
Open Access
|Sep 2021

Figures & Tables

Figure 1

Location of test sites on the territory of Poland.
Location of test sites on the territory of Poland.

Figure 2

The example of a set of shear wave readings for SDMT and SCPTU.
The example of a set of shear wave readings for SDMT and SCPTU.

Figure 3

The example SCPTU profile at Gnojewo test site.
The example SCPTU profile at Gnojewo test site.

Figure 4

The example CPTU profile ‘A’ and SDMT results ‘B’ at Derkacze test site.
The example CPTU profile ‘A’ and SDMT results ‘B’ at Derkacze test site.

Figure 5

Trend of changes in shear modulus G0 with depth for SCPTU and SDMT performed in normally consolidated medium sands (data set from Derkacze and Gnojewo test sites).
Trend of changes in shear modulus G0 with depth for SCPTU and SDMT performed in normally consolidated medium sands (data set from Derkacze and Gnojewo test sites).

Figure 6

Distribution of shear modulus population G0 from SCPTU and SDMT with respect to cone resistance qc (data set at all test sites).
Distribution of shear modulus population G0 from SCPTU and SDMT with respect to cone resistance qc (data set at all test sites).

Figure 7

Correlation between shear modulus G0 and cone resistance qc for the entire data population.
Correlation between shear modulus G0 and cone resistance qc for the entire data population.

Figure 8

The correlation between modulus G0 and cone resistance qc taking into account the division into normally consolidated (blue) and overconsolidated (red) soils.
The correlation between modulus G0 and cone resistance qc taking into account the division into normally consolidated (blue) and overconsolidated (red) soils.

Figure 9

The correlation between modulus G0 and cone resistance qc for normally consolidated soils taking into account the type of soil.
The correlation between modulus G0 and cone resistance qc for normally consolidated soils taking into account the type of soil.

Figure 10

The correlation between modulus G0 and cone resistance qc for overconsolidated soils taking into account the type of soil.
The correlation between modulus G0 and cone resistance qc for overconsolidated soils taking into account the type of soil.

Figure 11

Comparison of G0 values measured and calculated on the basis of Eqs. (7–12) (red) and Eq. (13) (blue).
Comparison of G0 values measured and calculated on the basis of Eqs. (7–12) (red) and Eq. (13) (blue).

Figure 12

The correlation between G0 and the vertical stress (s’v0) for overconsolidated (OC) (red) and normally consolidated (NC) soils distinguishing between fine sands (FSa) from Gnojewo test site (dark yellow) and Holmen test site (light yellow) and medium sands (MSa), coarse sands (CSa) and sandy gravels (GrSa).
The correlation between G0 and the vertical stress (s’v0) for overconsolidated (OC) (red) and normally consolidated (NC) soils distinguishing between fine sands (FSa) from Gnojewo test site (dark yellow) and Holmen test site (light yellow) and medium sands (MSa), coarse sands (CSa) and sandy gravels (GrSa).

Figure 13

The correlation between G0 and the preconsolidation stress (σ’p) for overconsolidated (OC) (red) and normally consolidated (NC) soils distinguishing between fine sands (FSa) from Gnojewo test site (dark yellow) and Holmen test site (light yellow) and medium sands (MSa), coarse sands (CSa) and sandy gravels (GrSa).
The correlation between G0 and the preconsolidation stress (σ’p) for overconsolidated (OC) (red) and normally consolidated (NC) soils distinguishing between fine sands (FSa) from Gnojewo test site (dark yellow) and Holmen test site (light yellow) and medium sands (MSa), coarse sands (CSa) and sandy gravels (GrSa).

Figure 14

Correlation between G0 and Dr determined based on Eq. (14) taking into account s’m0.
Correlation between G0 and Dr determined based on Eq. (14) taking into account s’m0.
DOI: https://doi.org/10.2478/sgem-2021-0008 | Journal eISSN: 2083-831X | Journal ISSN: 0137-6365
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Language: English
Page range: 195 - 205
Submitted on: Dec 22, 2020
Accepted on: Mar 17, 2021
Published on: Sep 30, 2021
Published by: Wroclaw University of Science and Technology
In partnership with: Paradigm Publishing Services
Publication frequency: 4 issues per year
Keywords:
shear modulus,
CPTU,
non-cohesive soils
Related subjects:
Geosciences,
Geosciences, other,
Materials sciences,
Composites,
Porous materials,
Physics,
Mechanics and fluid dynamics

© 2021 Zbigniew Młynarek, Jędrzej Wierzbicki, Tom Lunne, published by Wroclaw University of Science and Technology
This work is licensed under the Creative Commons Attribution 4.0 License.

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