3D modelling of strip reinforced MSE walls

Abstract

This paper reports the results of 3D numerical modelling of a 6-m-high mechanically stabilised earth (MSE) wall constructed with concrete panels and steel or polymeric strip reinforcement. These systems pose numerical challenges as a result of the discontinuous reinforcement arrangement which is not the case for MSE walls constructed with continuous reinforcement layer configurations. Details of the numerical approach including modelling of the reinforcement strips, concrete facing panels and compressible bearing pads between panels are described. Examples of numerical predictions for facing deformations, toe loads due to soil down-drag behind the panels, soil and reinforcement settlements, and reinforcement tensile loads are presented. The influence of reinforcement stiffness is demonstrated by comparing numerical predictions for the same MSE wall with relatively inextensible steel strips and with relatively extensible polymeric strips. Of particular interest are the results showing the disruption of earth pressures along vertical and horizontal planes in the reinforced soil zone as a result of the discontinuous strip inclusions, and the vertical load that accumulates on the reinforcement strips close to the connections due to soil settlement behind the facing. The details of the modelling approach used here and the lessons learned provide a benchmark for future similar lines of investigation and for practitioners, particularly as the computational power of desktop computers continues to increase. Keywords 3D modelling Á Finite element modelling Á Mechanically stabilised earth (MSE) walls Á Polymeric strip reinforcement Á Soil retaining walls Á Steel strip reinforcement Electronic supplementary material The online version of this article (

Influence of Various Earth-Retaining Walls on the Dynamic Response Comparison Based on 3D Modeling

“…Based on the findings of finite element simulations, the reactions of the ER walls to stress distribution, wall deflection, acceleration across the wall height, lateral wall displacement, lateral wall pressure, and backfill plastic strain have all been examined. The numerical modeling revealed that the boundary conditions, zone dimensions, and property assignment substantially influence the seismic response behavior of these wall types; these parameters play a critical role in the simulations of the models [5]. The connections comprise the following: (1) the horizontal and vertical connection of the bottom of the foundation soil; (2) the horizontal connection of the retained soil on both sides; and (3) the horizontal connection of the retained soil on its left side.…”

“…The connections comprise the following: (1) the horizontal and vertical connection of the bottom of the foundation soil; (2) the horizontal connection of the retained soil on both sides; and (3) the horizontal connection of the retained soil on its left side. The confines of the FE model were established using the acceleration and displacement-controlled boundary option in ABAQUS [5,39].…”

“…The design of the seismic response of these structures frequently relies on nonlinear dynamics techniques, wherein wellknown principles are modified empirically. In the case of ER walls that are built with continuous facing panels along the backfill facing direction, the most suitable approach is to utilize 3D numerical modeling with the finite element method (FEM) and ABAQUS-V 6.14.3 [5]. The 2005 Pakistan earthquake caused considerable harm to earth-retaining structures, bridges, and highways near the epicenter.…”

Summary of the Soil Reinforcement Technical Committee Special Session (IGS TC-R)

“…The scope and goals in which the numerical modeling of the reinforced soil wall can be useful is very wide [21][22][23][24][25][26][27][28][29][30][31]. Despite inefficient for regular/typical structures where analytical solutions are really fast and easy to use, numerical modelling can be used, as noted earlier, for design purposes [18].…”

Modeling Soil-Facing Interface Interaction With Continuum Element Methodology

“…Moreover, because soil-facing interaction is also required in 3D analyses (e.g., the inside surface of the facing in reinforced soil wall modeling cases, FIGURE 3 | Load transfer from backfill soil to facing panel using PLAXIS: effect of the finite element mesh on the normal and shear stresses at the interface between the facing structure and backfill soil: (A) coarse mesh, (B) fine mesh, and (C) optimized mesh. Cases with Ri = 0.8 (Damians et al 2015b see Damians et al, 2021;Won and Lancuyan 2020;Montilla et al, 2022), 3D soil-facing interfaces should be used, subject to careful calibration and validation.…”