Numerical Method for Computing Seismic Slip-Line Fields and Earth Pressure Coefficients in Cohesionless Backfills
This study introduced a novel numerical method for calculating seismic slip-line fields and earth pressure coefficients in cohesionless backfills with an inclined and rough retaining wall. By integrating the triangular slice method with the pseudo-static method, the passive force system of the retai...
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| Main Authors: | , , , , |
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| Format: | Article |
| Language: | English |
| Published: |
GeoScienceWorld
2025-06-01
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| Series: | Lithosphere |
| Online Access: | https://pubs.geoscienceworld.org/gsa/lithosphere/article-pdf/doi/10.2113/2025/lithosphere_2024_219/657557/lithosphere_2024_219.pdf |
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| Summary: | This study introduced a novel numerical method for calculating seismic slip-line fields and earth pressure coefficients in cohesionless backfills with an inclined and rough retaining wall. By integrating the triangular slice method with the pseudo-static method, the passive force system of the retaining wall under seismic conditions was rotated counterclockwise to derive a new static force system. The potential failure zone of this new system was divided into a Rankine zone, determined strictly by plastic mechanics theory, and a transition zone, which was numerically defined and subdivided into a series of triangular slices. An iterative procedure for interslice forces and slice base inclinations was established, adhering to force and moment equilibrium conditions, the Mohr–Coulomb criterion, and stress boundary conditions for each slice. The slip-line field for the new retaining wall system was derived, considering that conjugate slip lines intersect at an angle of π/2 + φ in the passive case. Through rotational transformation, the seismic slip-line fields and passive earth pressure coefficients of the original retaining wall system were obtained. The results demonstrate that as the horizontal seismic force coefficient increases, the failure zone expands, while the passive earth pressure coefficient decreases. Additionally, with increasing soil-wall friction angle, the failure surface evolves from a straight line to a combination of logarithmic spirals and straight lines. Comparisons with previous numerical studies show that the proposed method aligns well with the characteristic line method and falls within the upper and lower limit solutions, validating its effectiveness. |
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| ISSN: | 1941-8264 1947-4253 |