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Geomechanical Performance of Gold Ore Tailings-Synthetic Fiber Composites

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Abstract

This research paper assesses the geomechanical performance of a composite material comprising gold ore tailings and polymeric fibers in geotechnical structures. It involves a suite of geotechnical characterization assessments, compaction trials, and comprehensive examinations of the chemical and geotechnical properties of the tailings. The evaluation of the geomechanical behavior of the tailings involved triaxial tests under both drained and undrained isotropic consolidation conditions. These tests were conducted considering both unreinforced samples and samples reinforced with polymeric fibers. The study’s results revealed that polypropylene fibers significantly strengthened gold ore tailings, demonstrating their practical efficacy as reinforcing elements across various applications. Reinforced samples exhibited continuous strength increase under drained conditions, contrasting with the brittle behavior of unreinforced ones. The fibers effectively maintained strength under undrained conditions, enhancing stability during loading. They also increased friction angles and cohesive intercept, resisting deformations. Additionally, they improved stress and deformation distribution within composites and delayed shear modulus decrease with distortional strains, supporting their use in dry stacking structures despite significant deformations. Finally, these research findings contribute to the development of more reliable and sustainable practices for tailings disposal within the mining sector.

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Data Availability

The authors are committed to providing the data associated with this work upon request. Please contact the corresponding author for inquiries regarding data availability.

Abbreviations

CL-ML:

Low-plasticity silty clay

CID:

Isotropically consolidated drained triaxial tests

CIU:

Isotropically consolidated undrained triaxial tests

USCS:

Unified soil classification system

XRF:

X-ray fluorescent spectrometry

γ b :

Bulk unit weight of soil (kN/m2)

γ d ,max :

Maximum dry unit weight of soil (kN/m2)

Δu :

Excess pore pressure (kPa)

ɛ a :

Axial strain (%)

ɛ s :

Distortional strain (%)

ɛ u :

Specific strain at the ultimate tensile strength (%)

ɛ v :

Volumetric strain (%)

ɛ y :

Specific strain at the yield tensile stress (%)

σ′1 :

Major effective principal stress (kN/m2)

σ′3 :

Minor effective principal stress (kN/m2)

σ′3c :

Effective confining stress (kN/m2)

σ u :

Ultimate tensile strength (kN/m2)

σ y :

Yield tensile stress (kN/m2)

\(\phi^{\prime}\) :

Effective friction angle (degrees)

\(\phi^{\prime}_{{{\text{mob}}}}\) :

Angle of mobilized friction (degrees)

\(\phi^{\prime}_{{{\text{peak}}}}\) :

Peak friction angle (degrees)

A :

Soil activity (dimensionless)

B :

Triaxial test parameter (dimensionless)

c′:

Effective cohesive intercept (kN/m2)

C c :

Curvature coefficient (dimensionless)

C u :

Uniformity coefficient (dimensionless)

D 10 :

Diameter at 10% soil passing (mm)

D 30 :

Diameter at 30% soil passing (mm)

D 60 :

Diameter at 60% soil passing (mm)

D f :

Fiber diameter (m)

E :

Young’s modulus (MPa)

E 50 :

Secant deformation modulus at 50% of the ultimate stress (MPa)

FC :

Fines content (mass fraction with a diameter smaller than 0.075 mm) (%)

G :

Shear modulus (MPa)

G f :

Specific gravity of fibers (dimensionless)

G s :

Specific gravity of solids (dimensionless)

L b :

Boiling temperature of the polymer (°C)

L f :

Fusion temperature of the polymer (°C)

pH :

Hydrogen ion potential (dimensionless)

PI :

Plasticity index (%)

q :

Deviatoric stress (kN/m2)

s′:

Notation representing (σ′1 + σ′3)/2 (kN/m2)

t′:

Notation representing (σ′1 − σ′3)/2 (kN/m2)

w L :

Liquid limit (%)

w opt :

Optimum water content (%)

w P :

Plastic limit (%)

References

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Acknowledgements

The authors would like to express their gratitude for the financial support received from the Brazilian National Council for Scientific and Technological Development (CNPq) and the Coordination for the Improvement of Higher Education Personnel (CAPES) in carrying out this research.

Funding

The authors have not disclosed any funding.

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Authors and Affiliations

  1. Vale Institute of Technology, Belo Horizonte, MG, Brazil

    Juan Manuel Girao Sotomayor

  2. Department of Transportation and Geotechnical Engineering, Federal University of Minas Gerais, Belo Horizonte, MG, Brazil

    Giovanna Monique Alelvan

  3. Department of Civil and Environmental Engineering, University of Brasilia, Brasilia, DF, Brazil

    Michéle Dal Toé Casagrande

  4. Academic Department of Civil Engineering, Federal University of Technology – Paraná, Campo Mourão, PR, Brazil

    Rodrigo Cesar Pierozan

Authors
  1. Juan Manuel Girao Sotomayor
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  2. Giovanna Monique Alelvan
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  3. Michéle Dal Toé Casagrande
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  4. Rodrigo Cesar Pierozan
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Contributions

Conceptualization: J.M.G.S., and M.D.T.C. Methodology: J.M.G.S. and M.D.T.C. Formal analysis: J.M.G.S., G.M.A., and M.D.T.C. Investigation: J.M.G.S. Data curation: J.M.G.S., G.M.A., M.D.C., and R.C.P. Original draft preparation: J.M.G.S., G.M.A., and M.D.T.C. Review and editing: J.M.G.S., G.M.A, M.D.T.C., and R.C.P. Visualization: M.D.T.C. and R.C.P. Supervision: M.D.T.C. Project administration: M.D.T.C. All authors have thoroughly reviewed and given their approval for the manuscript’s publication.

Corresponding author

Correspondence to Michéle Dal Toé Casagrande.

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Sotomayor, J.M.G., Alelvan, G.M., Casagrande, M.D.T. et al. Geomechanical Performance of Gold Ore Tailings-Synthetic Fiber Composites. Geotech Geol Eng (2024). https://doi.org/10.1007/s10706-024-02814-4

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  • DOI: https://doi.org/10.1007/s10706-024-02814-4

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