Dynamic Response Characteristics and Liquefaction Analysis of a Phosphogypsum Tailings Dam
Publication: International Journal of Geomechanics
Volume 25, Issue 1
Abstract
Static and dynamic stability analyses are crucial components of engineering practice for ensuring the stability of phosphogypsum (PG) tailings dams. Within this context, the liquefaction analysis under seismic loads plays a pivotal role in ensuring the dynamic stability of PG tailings dams. Under seismic loads, the complicated dynamic response of the tailings dam has a significant effect on the stability of the tailings dam. In this study, considering the support of bedrock on the tailings dam, we perform a three-dimensional (3D) numerical analysis of the Zhuyuan PG tailings dam located in the city of Yichang, China, using FLAC3D. In order to consider the influence of the drainage system on the burial depth of the phreatic line, we consider a complete drainage system in the 3D model, which creates favorable drainage conditions for the tailings in its vicinity. The fully nonlinear numerical analysis method based on the Finn constitutive model and P2PSand model is employed to assess the tailings’ liquefaction potential under seismic loading. We also utilize the built-in FISH language in FLAC3D to judge, track, and label (visualize) current and past liquefaction zones in two groups, Liquefy-n and Liquefy-p, to emphasize the importance of past liquefaction zones for the dynamic stability of tailings dams. The results suggest that the P2PSand model demonstrates a stronger capability than the Finn model in capturing the development of excess pore pressure and the soil liquefaction trend over repeated cycles of loading. The liquefied PG is mainly located in the area below 5 m from the phreatic line, rather than in the area between 0 and 5 m from the phreatic line, where excess pore pressure can be quickly dispersed into the surrounding areas once it reaches the phreatic surface. Additionally, we perform a stability analysis using the strength reduction technique based on the postliquefaction residual shear strength to determine the factor of safety.
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Data Availability Statement
All models or datafiles that support the findings of this study are available from the corresponding author upon reasonable request.
Notation
The following symbols are used in this paper:
- bi
- body force per unit mass;
- C
- damping matrix;
- C1
- parameters of the Finn constitutive model;
- C2
- parameters of the Finn constitutive model;
- c
- effective cohesion;
- Dr
- relative density;
- Es
- elastic modulus;
- e
- void ratio;
- F1
- factor of safety to resist liquefaction;
- G
- elastic shear modulus;
- Gs
- relative density;
- g
- acceleration of gravity;
- H( )
- the functional of the constitutive model;
- Ip
- plasticity index;
- K
- permeability coefficient;
- Km
- drained (tangent) bulk modulus;
- M
- effective confined modulus of a sand skeleton;
- (N1)60
- corrected SPT blow counts;
- p
- effective spherical stress;
- pm
- mean stress;
- pa
- standard atmospheric pressure;
- q
- generalized shear stress;
- r
- shear strain;
- ru
- excess pore pressure ratio;
- Sr
- residual shear strength;
- s
- deviatoric stress tensor;
- ug
- pore pressure;
- Δu
- pore pressure increment;
- vi
- translation velocity;
- α
- mass-proportional damping constant;
- β
- stiffness-proportional damping constant;
- plastic volumetric strain;
- plastic volume strain increment;
- volumetric strain increment;
- deviatoric strain tensor;
- κ
- loading history parameter;
- ξi
- critical damping ratio;
- ρ
- mass per unit volume of the medium;
- σij
- symmetric stress tensor;
- vertical effective stress generated;
- effective stresses;
- initial mean effective principal stress;
- current mean effective principal stress;
- τe
- strength to resist liquefaction;
- τav
- average cyclic shear stress;
- ϕ
- effective friction angle; and
- ωi
- angular frequency.
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Published In
International Journal of Geomechanics
Volume 25 • Issue 1 • January 2025
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© 2024 American Society of Civil Engineers.
History
Received: May 22, 2023
Accepted: Jun 25, 2024
Published online: Oct 17, 2024
Published in print: Jan 1, 2025
Discussion open until: Mar 17, 2025
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