Mechanical Properties and Energy Dissipation of Fiber-Modified Iron Tailings under Triaxial Stress
Publication: International Journal of Geomechanics
Volume 24, Issue 12
Abstract
The secondary utilization of iron tailings solid waste meets the green development requirements of road construction in the new era. Currently, there is a lack of research on the equivalent confining pressure effect of fiber, the influence of complex stress paths on the mechanical properties of modified soil, and the internal damage in soil based on energy dissipation theory. The effects of different polypropylene fiber content, confining pressure, curing age, and complex stress path on the mechanical properties of fiber cement–modified iron tailings (FCIT) were investigated by triaxial tests and energy angle. Combined with the actual subgrade engineering, the stress path test is set up, and the strength index of the FCIT under different working conditions is obtained. From the thermodynamic point of view, the failure process for the FCIT is further revealed. The results show that: (1) the optimal fiber content of FCITs is 0.75%. At this time, the mechanical properties of FCIT are optimal, the strength is high, and shear failure is not easy. The fiber has the equivalent confining pressure effect, which could provide better shear performance for FCITs so that the FCIT is resistant to collapse in embankment construction; (2) the influence of multislope stress path on the secant modulus of the FCIT is worse than that of a single-slope stress path. The influence of curing age on the secant modulus of these two kinds of stress path is consistent, and the secant modulus of the FCIT at 28-day curing is 1.2 times that at 7-day curing; (3) after 7 and 28-day curing, the dissipation energy of the FCIT was consistent when the fiber content was 1%. Due to the equivalent confining pressure of the fiber, the fiber dissipation energy of the FCIT is not affected by the curing age. The total dissipated energy of the FCIT with a stress path slope of 1.5 is 5–6 times that with a stress path slope of 2.5. The total dissipated energy of the single-slope and multislope stress paths decreases with the increase in curing age.
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Data Availability Statement
All data, models, or codes that support the findings of this study are available from the corresponding author upon reasonable request.
Acknowledgments
This research was funded by the National Natural Science Foundation of China (Grant No. 52179107) and the Zhejiang Province Natural Science Foundation of China (Grant No. LQ20E080005).
Notation
The following symbols are used in this paper:
- A, a, C, D, E, s, t
- constants;
- c
- cohesive force (kPa);
- Esec
- secant modulus (kPa);
- f
- content of polypropylene fiber;
- k
- slope of the stress path;
- P
- confining pressure (kPa);
- p
- average principal stress (kPa);
- q
- deviatoric stress (kPa);
- q0
- initial deviatoric stress value (kPa);
- qt
- deviatoric stress value at any time (kPa);
- r
- radius of the Δσ′ circle;
- W
- total energy (kPa);
- Wa
- dissipated energy of FCIT specimen during failure (kPa);
- Wd
- total dissipated energy (kPa);
- Wd0
- total dissipated energy of the specimen without fiber (kPa);
- Wdx
- total dissipated energy when the fiber content is 0.25%, 0.50%, 0.75%, and 1% (kPa);
- We
- elastic strain energy (kPa);
- WF
- dissipated energy of fiber in FCIT (kPa);
- WF
- fiber dissipation energy under the previous fiber content;
- WF(i+ 1)
- fiber dissipation energy under the latter fiber content;
- W1
- axial force does work (kPa);
- W3
- radial force does work (kPa);
- x
- growth rate of fiber dissipation energy;
- Δp
- average principal stress change value (kPa);
- Δq
- deviatoric stress change value (kPa);
- Δσ′
- equivalent confining stress (kPa);
- Δσ1
- large principal stress change value (kPa);
- Δσ2
- intermediate principal stress change value (kPa);
- Δσ3
- small principal stress change value (kPa);
- ɛ
- axial strain value at any time;
- ɛ0
- initial strain value;
- ɛt
- strain value at any time;
- axial strain of FCIT;
- radial strain of FCIT;
- σ1
- large principal stress;
- σ3
- small principal stress (kPa);
- axial stress of FCIT (kPa);
- radial stress of FCIT (kPa); and
- φ
- internal friction angle (°).
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Published In
International Journal of Geomechanics
Volume 24 • Issue 12 • December 2024
Copyright
© 2024 American Society of Civil Engineers.
History
Received: Nov 28, 2023
Accepted: Jun 11, 2024
Published online: Sep 30, 2024
Published in print: Dec 1, 2024
Discussion open until: Mar 1, 2025
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