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Zeitschriften
Studia Geotechnica et Mechanica
Band 43 (2021): Heft 3 (September 2021)
Uneingeschränkter Zugang
Usefulness of the CPTU method in evaluating shear modulus
G
0
changes in the subsoil
Zbigniew Młynarek
Zbigniew Młynarek
,
Jędrzej Wierzbicki
Jędrzej Wierzbicki
und
Tom Lunne
Tom Lunne
| 30. Sept. 2021
Studia Geotechnica et Mechanica
Band 43 (2021): Heft 3 (September 2021)
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Article Category:
Original Study
Online veröffentlicht:
30. Sept. 2021
Seitenbereich:
195 - 205
Eingereicht:
22. Dez. 2020
Akzeptiert:
17. März 2021
DOI:
https://doi.org/10.2478/sgem-2021-0008
Schlüsselwörter
shear modulus
,
CPTU
,
non-cohesive soils
© 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.
Figure 2
The example of a set of shear wave readings for SDMT and SCPTU.
Figure 3
The example SCPTU profile at Gnojewo test site.
Figure 4
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).
Figure 6
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.
Figure 8
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.
Figure 10
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).
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).
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).
Figure 14
Correlation between G0 and Dr determined based on Eq. (14) taking into account s’m0.