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

Zbigniew Młynarek

Zbigniew Młynarek

Poznań University of Life SciencesPoland
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Młynarek, Zbigniew
, 
Jędrzej Wierzbicki

Jędrzej Wierzbicki

Institute of Geology, Adam Mickiewicz UniversityPoznan, Poland
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Wierzbicki, Jędrzej
 y 
Tom Lunne

Tom Lunne

Norwegian Geotechnical InstituteOslo, Norway
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Lunne, Tom
  
30 sept 2021
Usefulness of the CPTU method in evaluating shear modulus G0 changes in the subsoil's Cover Image
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Categoría del artículo: Original Study
Publicado en línea: 30 sept 2021
Páginas: 195 - 205
Recibido: 22 dic 2020
Aceptado: 17 mar 2021
DOI: https://doi.org/10.2478/sgem-2021-0008
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© 2021 Zbigniew Młynarek et al., published by Sciendo
This work is licensed under the Creative Commons Attribution 4.0 International License.

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.
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Geociencias, Geociencias, otros, Ciencia de los materiales, Compuestos, Materiales porosos, Física, Mecánica y dinámica de fluidos
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