Mini-Pier Testing To Estimate Performance of Full-Scale Geosynthetic Reinforced Soil Bridge Abutments

Geosynthetics International

Guo

Fox

et al. 2022

This paper presents two-dimensional (2D) and three-dimensional (3D) numerical simulations of a half-scale geosynthetic reinforced soil (GRS) bridge abutment during construction and bridge load application. The backfill soil was characterized using a nonlinear elasto-plastic model that incorporates a hyperbolic stress-strain relationship and the Mohr-Coulomb failure criterion. Geogrid reinforcements were characterized using linearly elastic elements with orthotropic behavior. Various interfaces were included to simulate the interaction between the abutment components. Results from the 2D and 3D simulations are compared with physical model test measurements from the longitudinal and transverse sections of a GRS bridge abutment. Facing displacements and bridge seat settlements for the 2D and 3D simulations agree well with measured values, with the 2D simulated values larger than the 3D simulated values due to boundary condition effects. Results from the 3D simulation are in reasonable agreement with measurements from the longitudinal and transverse sections. The 2D simulation can also reasonably capture the static response of GRS bridge abutments and is generally more conservative than the 3D simulation.

Section: Introductionmentioning

confidence: 99%

2D and 3D simulations of static response of a geosynthetic reinforced soil bridge abutment

Geosynthetics International

Guo

Fox

et al. 2022

“…Field and laboratory loading tests have been conducted on GRS bridge piers and abutments, and generally indicate relatively small deformations under service load conditions and large bearing capacity (Adams 1997;Gotteland et al 1997;Ketchart and Wu 1997;Wu et al 2001Wu et al , 2006Lee and Wu 2004;Adams et al 2011b;Nicks et al 2013Nicks et al , 2016Adams et al 2014;Iwamoto et al 2015;Xu et al 2019). Lee and Wu (2004) reviewed the results of several loading tests and suggested that bearing capacity can be as high as 900 kPa for closely spaced geosynthetic reinforcement and well-graded, well-compacted backfill soil.…”

Section: Introductionmentioning

confidence: 99%

Physical Model Tests of Half-Scale Geosynthetic Reinforced Soil Bridge Abutments. I: Static Loading

J. Geotech. Geoenviron. Eng.

McCartney

Shing

et al. 2019

This paper presents experimental results from physical model tests on four half-scale geosynthetic reinforced soil (GRS) bridge abutment specimens constructed using wellgraded angular backfill sand, modular facing blocks, and uniaxial geogrid reinforcement to investigate the effects of applied surcharge stress, reinforcement vertical spacing, and reinforcement tensile stiffness for working stress, static loading conditions. Facing displacements increased for the upper section of the walls after the application of surcharge stress and were greater for larger reinforcement vertical spacing and reduced reinforcement tensile stiffness. Bridge seat settlements were proportional to the applied surcharge stress, strongly affected by larger reinforcement vertical spacing, and only slightly affected by reduced reinforcement tensile stiffness. Measured vertical and lateral soil stresses generally were lower than calculated values for static loading conditions. The maximum tensile strain in each reinforcement layer occurred near the facing block connection for lower layers and under the bridge seat for higher layers. A companion paper presents experimental results for the same GRS bridge abutment specimens under dynamic loading conditions.

“…Field and laboratory loading tests have been conducted on large-scale GRS piers and abutments and generally indicate satisfactory performance under service loads and relatively high bearing capacity (Adams 1997;Gotteland et al 1997;Ketchart and Wu 1997;Wu et al 2001Wu et al , 2006aAdams et al 2011bAdams et al , 2014Nicks et al 2013Nicks et al , 2016Iwamoto et al 2015). Lee and 4 Wu (2004) reviewed the results of several large-scale loading tests and suggested that bearing capacity can be as high as 900 kPa for closely spaced reinforcement and well-graded, wellcompacted backfill soil.…”

Section: Introductionmentioning

confidence: 99%

Numerical Simulation of Deformation and Failure Behavior of Geosynthetic Reinforced Soil Bridge Abutments

J. Geotech. Geoenviron. Eng.

Fox

McCartney

2018

This paper presents a numerical investigation of the deformation and failure behavior of geosynthetic reinforced soil (GRS) bridge abutments. The backfill soil was characterized using a nonlinear elasto-plastic constitutive model that incorporates a hyperbolic stress-strain relationship with strain softening behavior and the Mohr-Coulomb failure criterion. The geogrid reinforcement was characterized using a hyperbolic load-strain-time model. The abutments were numerically constructed in stages, including soil compaction effects, and then monotonically loaded in stages to failure. Simulation results indicate that a nonlinear reinforcement model is needed to characterize deformation behavior for high applied stress conditions. A parametric study was conducted to investigate the effects of reinforcement, backfill soil, and abutment geometry on abutment deformations and failure. Results indicate that reinforcement spacing, reinforcement stiffness, backfill soil friction angle, and abutment height are the most significant parameters. The shape of the failure surface is controlled by abutment geometry and can be approximated as bilinear.