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<p>Based on the geometry of ramps and bridge abutments, a specific type of reinforced wall, configured in a back-to-back arrangement, is frequently employed in bridge construction. Owing to an incomplete understanding of the behaviour of back-to-back mechanically stabilized earth (BBMSE) walls, technical recommendations for their analysis and design remain limited. This study investigates the behaviour of BBMSE walls using the finite-element method (FEM). Initially, the numerical model was validated against previous experimental studies, and a parametric study involving twenty-six two-dimensional (2D) finite-element (FE) models was conducted to investigate the influence of key factors, including the ratios L/H, L<sub>R</sub>/H and the internal friction angle of the soil (φ). The results indicate that variations in the L<sub>R</sub>/H ratio did not significantly affect the shear force distribution profiles of BBMSE wall. Furthermore, the direction of the bending moment at the reinforcement connections did not substantially alter the overall bending moment distribution of BBMSE wall. The maximum bending moment was found to occur at a depth of 0.67H from the bottom of the wall.</p>

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2D finite-element analysis of back-to-back mechanically stabilized earth walls

  • 期刊论文

  • 出版模式：

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  • 发表日期：

    2026年7月29日

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  • Abdollah Tabaroei,
  • Mohammadjavad Partovi,
  • Yang Zhao,
  • Ajay Pratap Singh Rathor

摘要

Based on the geometry of ramps and bridge abutments, a specific type of reinforced wall, configured in a back-to-back arrangement, is frequently employed in bridge construction. Owing to an incomplete understanding of the behaviour of back-to-back mechanically stabilized earth (BBMSE) walls, technical recommendations for their analysis and design remain limited. This study investigates the behaviour of BBMSE walls using the finite-element method (FEM). Initially, the numerical model was validated against previous experimental studies, and a parametric study involving twenty-six two-dimensional (2D) finite-element (FE) models was conducted to investigate the influence of key factors, including the ratios L/H, LR/H and the internal friction angle of the soil (φ). The results indicate that variations in the LR/H ratio did not significantly affect the shear force distribution profiles of BBMSE wall. Furthermore, the direction of the bending moment at the reinforcement connections did not substantially alter the overall bending moment distribution of BBMSE wall. The maximum bending moment was found to occur at a depth of 0.67H from the bottom of the wall.