Abstract
Micaceous soils are considered as problematic soils for highway and railway embankments. The presence of mica particles in embankment soil causes differential settlements, which affects the overlying pavement layers in the form of rutting, potholes, war** of bituminous layers, and other serviceability issues. Mica particles are flaky, fragile, platy, cohesionless, and rebound/elastic in nature. The presence of mica particles in micaceous soils causes unique geometric arrangements in the form of bridging and ordering, which affects the mechanical response of sand. Moreover, cohesionless soils are susceptible to liquefaction under high-strain dynamic loading. Therefore, it becomes indispensable to study the rebound and dynamic response of cohesionless micaceous sand under loading–unloading conditions. The current study investigated the liquefaction susceptibility and characterization of the rebound response of micaceous sand under different dynamic loading and boundary conditions. The dynamic response of micaceous sand was studied in terms of shear modulus, stiffness degradation, dam** ratio, and pore water pressure ratio. The rebound nature of micaceous sand was studied in terms of dissipated pore pressure (difference of maximum and minimum pore pressure in each loading cycle) under dynamic loading conditions. The liquefaction susceptibility of micaceous sand was found to reduce with the increase in mica content.
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Data Availability
The datasets used and/or analysed during the current study are available from the corresponding author on the request.
Abbreviations
- PS:
-
Pure Sand
- MS:
-
Micaceous Sand
- MDD :
-
Maximum Dry Density
- OMC :
-
Optimum Moisture Content
- UU:
-
Unconsolidated Undrained
- CU:
-
Consolidated Undrained
- CTX:
-
Cyclic Triaxial Test
- CSS :
-
Cyclic Simple Shear
- CSR :
-
Cyclic Stress Ratio
- CP:
-
Cell pressure
- BP:
-
Back pressure
- B :
-
Skempton’s pore pressure parameter
- σ d ( max) :
-
Maximum deviatoric stress
- σ 1 ′ :
-
Major effective principal stress
- σ 3 ′ :
-
Minor effective principal stress
- σ c ′ :
-
Effective confining stress
- ESR max :
-
Maximum effective stress ratio
- D :
-
Dam** ratio
- G :
-
Shear modulus
- D avg :
-
Average dam** ratio
- G avg :
-
Average shear modulus
- D 0 :
-
Initial dam** ratio
- G 0 :
-
Initial shear modulus
- δ :
-
Cyclic degradation index
- r u :
-
Pore water pressure ratio
- N :
-
Number of cycles
- N L :
-
Number of cycles to attain liquefaction
- Δu :
-
Pore water pressure
- u max :
-
Maximum pore water pressure
- u min :
-
Minimum pore water pressure
- Δu ( N) :
-
Dissipated pore water pressure at each cycle
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Acknowledgements
Financial support from IIT Gandhinagar is gratefully acknowledged. Any opinions, findings and conclusions or recommendations expressed in this material are those of authors and do not necessarily reflect the views of IIT Gandhinagar.
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The research is funded by IIT Gandhinagar.
IIT Gandhinagar has provided access to all the research facility and purchase of consumables and contingency for this research work. Stipend of MTech (BM) was also funded by IIT Gandhinagar. Designing the research problem, performing experiments, data analysis and writing paper have been solely the responsibility of the faculty member (AS), not the Institute (IIT Gandhinagar).
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BM: She has conducted all the experiments. She has also completed data analysis of the all the cyclic simple shear, cyclic triaxial and Advanced triaxial tests including basic soil testing.
SP: She has trained/helped BM to conduct data analysis of data of cyclic triaxial, cyclic simple shear and advanced triaxial tests.
AS: She has introduced this research ideas. She has helped in writing the paper and done review and editing this research work in all the phases of paper publishing.
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Manzoor, B., Pandya, S. & Sachan, A. Liquefaction Susceptibility and Characterization of Rebound Response of Micaceous Sand. Transp. Infrastruct. Geotech. 11, 557–587 (2024). https://doi.org/10.1007/s40515-023-00289-z
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DOI: https://doi.org/10.1007/s40515-023-00289-z