Login
Registrieren
Passwort zurücksetzen
Veröffentlichen & Verteilen
Verlagslösungen
Vertriebslösungen
Themen
Allgemein
Altertumswissenschaften
Architektur und Design
Bibliotheks- und Informationswissenschaft, Buchwissenschaft
Biologie
Chemie
Geowissenschaften
Geschichte
Industrielle Chemie
Informatik
Jüdische Studien
Kulturwissenschaften
Kunst
Linguistik und Semiotik
Literaturwissenschaft
Materialwissenschaft
Mathematik
Medizin
Musik
Pharmazie
Philosophie
Physik
Rechtswissenschaften
Sozialwissenschaften
Sport und Freizeit
Technik
Theologie und Religion
Wirtschaftswissenschaften
Veröffentlichungen
Zeitschriften
Bücher
Konferenzberichte
Verlage
Blog
Kontakt
Suche
EUR
USD
GBP
Deutsch
English
Deutsch
Polski
Español
Français
Italiano
Warenkorb
Home
Zeitschriften
Studia Geotechnica et Mechanica
Band 42 (2020): Heft 2 (June 2020)
Uneingeschränkter Zugang
Modelling the time-dependent behaviour of soft soils
Katarzyna Staszewska
Katarzyna Staszewska
und
Marcin Cudny
Marcin Cudny
| 30. Juni 2020
Studia Geotechnica et Mechanica
Band 42 (2020): Heft 2 (June 2020)
Über diesen Artikel
Vorheriger Artikel
Nächster Artikel
Zusammenfassung
Artikel
Figuren und Tabellen
Referenzen
Autoren
Artikel in dieser Ausgabe
Vorschau
PDF
Zitieren
Teilen
Article Category:
Research Article
Online veröffentlicht:
30. Juni 2020
Seitenbereich:
97 - 110
Eingereicht:
17. Juni 2019
Akzeptiert:
30. Sept. 2019
DOI:
https://doi.org/10.2478/sgem-2019-0034
Schlüsselwörter
creep
,
soft soil
,
normally consolidated soils
,
elasto-viscoplastic model
© 2020 Katarzyna Staszewska et al., published by Sciendo
This work is licensed under the Creative Commons Attribution-NonCommercial-NoDerivatives 4.0 License.
Figure 1
Influence of OCR on the creep rate in oedometric conditions.
Figure 2
Undrained shear strength in triaxial extension resulting from the application of isotropic model and the real shear strength.
Figure 3
Results of displacement-controlled load tests on floating CSV (Combined Soil Stabilization with Vertical Columns) micropiles after Vermeer and Leoni [5]. s˙\dot s is the penetration rate and a is its reference value.
Figure 4
Results of the shallow foundation load test on dense sand after Briaud and Gibbens [8].
Figure 5
Creep stages based on the strain versus time curve.
Figure 6
Creep during primary consolidation according to hypotheses A and B after Degago [10].
Figure 7
System of isochrones describing the compressibility characteristics of soft soils after Bjerrum [13].
Figure 8
Instant and delayed deformations according to Bjerrum [13].
Figure 9
Time- and stress-compressibility interrelationship after Mesri and Godlewski [15].
Figure 10
Isotaches concept.
Figure 11
MCC model – the real yield surface known from high accuracy experiments, for example, [38, 43], is indicated with grey colour. MCS is the slope of the CSL [24].
Figure 12
Cap models. Mc and Me are the slopes of M-C criterion in the case of triaxial compression and extension, respectively.
Figure 13
In situ stress state in NC (or slightly OC) and OC soil.
Figure 14
Overstress concept.
Figure 15
Determination of the creep index in oedometric conditions.
Figure 16
The Leoni model [39].
Figure 17
The Sivasithamparam et al.'s model [41].
Figure 18
The Niemunis and Grandas-Tavera model [40]. MCSc and MCSe are the slopes of the CSL for triaxial compression and extension, respectively. MΩ denotes the slope of the CSL by the current Ω.