Constant Rate of Strain Consolidation Tests on a Marine Clay from the Central Waters near Kau Yi Chau
DOI:
https://doi.org/10.21467/proceedings.7.7.3Abstract
The constant rate of strain (CRS) consolidation tests offer several advantages over the conventional incremental loading oedometer tests. These include generating a continuous void ratio-effective vertical stress curve, completing a test typically within 2 days, full saturation of the specimen, and the ease of instrumentation for automated data collection. A new CRS testing system was recently established at the Public Works Central Laboratory, featuring full automation and accurate calibration. Different strain rate values were selected and applied in the CRS testing on undisturbed marine clay specimens from the Central Waters near Kau Yi Chau. Data analysis involved applying Wissa’s modified linear theory to derive essential consolidation parameters. The study also examined the effects of strain rate on the void ratio-effective vertical stress curve, preconsolidation pressure, coefficient of consolidation, and base excess pore pressure, with initial findings presented in this paper
References
ASTM. 1982. Standard test method for one-dimensional consolidation properties of saturated cohesive soils using controlled-strain loading. D4186-82.
ASTM. 1991. Standard test method for one-dimensional consolidation properties of saturated cohesive soils using controlled-strain loading. D4186-89.
ASTM. 2006. Standard test method for one-dimensional consolidation properties of saturated cohesive soils using controlled-strain loading. D4186-06.
ASTM. 2020. Standard test method for one-dimensional consolidation properties of saturated cohesive soils using controlled-strain loading. D4186/D4186M–202.
Chinese Standard. 2019. GB/T 50123-2019: Standard for geotechnical testing method. Beijing: Standardization Administration of China.
Gorman, C. T., Hopkins, T. C., Deen, R. C., & Drnevich, V. P. 1978. Constant-rate-of-strain and controlled-gradient consolidation testing. Geotechnical Testing Journal, 1(1), 3-15.
Gorman, C. T. 1981. Strain-rate selection in the constant-rate-of-strain consolidation test (No. FHWA-KY-81-7 Intrm Rpt.). Lexington, KY, USA: Kentucky Transportation Research Program.
Hamilton, J. J., & Crawford, C. B. 1960. Improved determination of preconsolidation pressure of a sensitive clay. In Papers on Soils 1959 Meetings (pp. 254-271). 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959: ASTM International.
Holm, D. 2016. Influence of strain rate in CRS tests: A laboratory study of three Swedish clays. Master of Science Thesis, Royal Institute of Technology, KTH.
Lee, K. 1981. Consolidation with constant rate of deformation. Geotechnique, 31(2), 215-229.
Leroueil, S., Kabbaj, M., Tavenas, F. & Bouchard, R. 1985. Stress-strain rate relation for the compressibility of sensitive natural clays. Géotechnique, 35(2): 159-180
Premchitt, J., Ho, K.S. & Evans, N.C. 1996. Conventional and CRS Rowe cell consolidation tests on some Hong Kong clays. (GEO Report No. 55).
Sällfors, G. 1975. Preconsolidation pressure of soft, high-plastic clays. Doctoral thesis, Chalmers University of Technology.
Smith, R. E., & Wahls, H. E. 1969. Consolidation under constant rates of strain. Journal of the Soil Mechanics and Foundations Division, 95(2), 519-539.
Stolle, D., & Stolle, J. 2011. Weighted residual approach to constant strain rate test. Canadian geotechnical journal, 48(4): 671-675.
Svensk Standard. 1991. SS 02 71 26: Geotekniska provningsmetoder - kompressionsegenskaper - Ödometerförsök - CRS-försök - Kohesionsjord [Geotechnical testing methods - compression properties - Oedometer test - CRS test - Cohesive soil]. Standardiseringskommissionen i Sverige.
Wissa, A. E., Christian, J. T., Davis, E. H., & Heiberg, S. 1971. Consolidation at constant rate of strain. Journal of the Soil Mechanics and Foundations Division, 97(10), 1393-1413.
Downloads
Published
Issue
Section
License
This work is licensed under a Creative Commons Attribution-NonCommercial 4.0 International License.
