Location
St. Louis, Missouri
Presentation Date
04 Apr 1995, 10:30 am - 12:00 pm
Abstract
A cyclic torsional shear testing system was developed to measure the dynamic properties of soils at a wide range of strain levels (10-4 ~ 1%). Use of proximity transducer and pneumatic actuator in a closed loop system enabled us to measure the deformation at very small strains. A new simple nonlinear model of G/Gmax = 1/(α+γβ) agreed well with the test results of various geologic materials. In this model, parameter a represents the strain at which the stiffness starts to decrease, and parameter α controls the rate of the stiffness degradation. Loose sands had larger α and β, whereas clays and mudstones had smaller α and β. A unique relationship of β = 0.2logα + 0.3 was also found from the compiled data.
Department(s)
Civil, Architectural and Environmental Engineering
Meeting Name
3rd International Conference on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics
Publisher
University of Missouri--Rolla
Document Version
Final Version
Rights
© 1995 University of Missouri--Rolla, All rights reserved.
Creative Commons Licensing
This work is licensed under a Creative Commons Attribution-Noncommercial-No Derivative Works 4.0 License.
Document Type
Article - Conference proceedings
File Type
text
Language
English
Recommended Citation
Nakagawa, K. and Soga, K., "Nonlinear Cyclic Stress-Strain Relations of Soils" (1995). International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics. 13.
https://scholarsmine.mst.edu/icrageesd/03icrageesd/session01/13
Included in
Nonlinear Cyclic Stress-Strain Relations of Soils
St. Louis, Missouri
A cyclic torsional shear testing system was developed to measure the dynamic properties of soils at a wide range of strain levels (10-4 ~ 1%). Use of proximity transducer and pneumatic actuator in a closed loop system enabled us to measure the deformation at very small strains. A new simple nonlinear model of G/Gmax = 1/(α+γβ) agreed well with the test results of various geologic materials. In this model, parameter a represents the strain at which the stiffness starts to decrease, and parameter α controls the rate of the stiffness degradation. Loose sands had larger α and β, whereas clays and mudstones had smaller α and β. A unique relationship of β = 0.2logα + 0.3 was also found from the compiled data.
