Investigating the critical state using laboratory ring shear tests

Abouzar Sadrekarimi, Scott Michael Olson

Research output: Chapter in Book/Report/Conference proceedingConference contribution

Abstract

The critical state is the state at which a mass of soil is sheared at a constant volume, constant effective stress, and constant shear stress. This state is reached at an undrained or constant volume condition and at large strains at which all potential net particle reorientation and crushing are complete. Triaxial compression tests are most commonly used to assess critical state conditions; however, as a result of the limited displacement of the device, triaxial testing may not reach a true critical state. In contrast, the ring shear test allows very large shear displacements where all net particle reorientation and crushing are complete. At the large displacements achieved in the ring shear, particle damage and grain crushing can lead to contractive behavior in initially dense materials. These effects result in critical state conditions that can differ significantly between the triaxial and ring shear devices.

Original languageEnglish (US)
Title of host publicationProceedings of the Geotechnical Earthquake Engineering and Soil Dynamics IV Congress 2008 - Geotechnical Earthquake Engineering and Soil Dynamics, GSP 181
Edition181
DOIs
StatePublished - Dec 1 2008
EventGeotechnical Earthquake Engineering and Soil Dynamics IV Congress 2008 - Geotechnical Earthquake Engineering and Soil Dynamics - Sacramento, CA, United States
Duration: May 18 2008May 22 2008

Publication series

NameGeotechnical Special Publication
Number181
ISSN (Print)0895-0563

Other

OtherGeotechnical Earthquake Engineering and Soil Dynamics IV Congress 2008 - Geotechnical Earthquake Engineering and Soil Dynamics
Country/TerritoryUnited States
CitySacramento, CA
Period5/18/085/22/08

ASJC Scopus subject areas

  • Civil and Structural Engineering
  • Architecture
  • Building and Construction
  • Geotechnical Engineering and Engineering Geology

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