Behaviour of MH Silts With Varying Plasticity Indices

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Author(s)
Wong, Steven TY
Ong, Dominic EL
Robinson, Retnamony G
Griffith University Author(s)
Year published
2017
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It is important for geotechnical engineers to understand the intrinsic and mechanical behaviour of silt as it is presently recognised that there exist gaps in understanding its fundamental behaviour. The behaviour of kaolin samples with varying clay and silt contents was investigated in the present study. This study characterised the samples by their corresponding ranges of plasticity index (P I) – namely, P I ≤ 13% and P I > 13%. This outcome is achieved by interpreting the results of Atterberg limit tests, particle size analysis, isotropically consolidated undrained triaxial tests and oedometer tests carried out on the ...
View more >It is important for geotechnical engineers to understand the intrinsic and mechanical behaviour of silt as it is presently recognised that there exist gaps in understanding its fundamental behaviour. The behaviour of kaolin samples with varying clay and silt contents was investigated in the present study. This study characterised the samples by their corresponding ranges of plasticity index (P I) – namely, P I ≤ 13% and P I > 13%. This outcome is achieved by interpreting the results of Atterberg limit tests, particle size analysis, isotropically consolidated undrained triaxial tests and oedometer tests carried out on the kaolin samples with P I between 7 and 16%. The results obtained in this study show good reliability when compared to 65 sets of past significant experimental studies derived from 33 established past research papers.
View less >
View more >It is important for geotechnical engineers to understand the intrinsic and mechanical behaviour of silt as it is presently recognised that there exist gaps in understanding its fundamental behaviour. The behaviour of kaolin samples with varying clay and silt contents was investigated in the present study. This study characterised the samples by their corresponding ranges of plasticity index (P I) – namely, P I ≤ 13% and P I > 13%. This outcome is achieved by interpreting the results of Atterberg limit tests, particle size analysis, isotropically consolidated undrained triaxial tests and oedometer tests carried out on the kaolin samples with P I between 7 and 16%. The results obtained in this study show good reliability when compared to 65 sets of past significant experimental studies derived from 33 established past research papers.
View less >
Journal Title
Geotechnical Research
Volume
4
Issue
2
Copyright Statement
© 2017 Published with permission by the ICE under the CC BY-NC-ND 4.0 License (http://creativecommons.org/licenses/by-nc-nd/4.0/) which permits unrestricted, non-commercial use, distribution and reproduction in any medium, providing that the work is properly cited. You may not alter, transform, or build upon this work.
Subject
Civil geotechnical engineering