Failure Mode of Reinforced Embankment under Earthquake Loading

Dynamic elastoplastic FEM is conducted to set up the detail numerical simulation model of reinforced embankment under earthquake loading. 15-node triangle elements and 5-node liner geogrid elements are used to discrete the soil and reinforcement, nonthickness interface elements are used to model the interaction between the reinforcement and the surrounding soil. The implicit time integration scheme of Newmark is used to produce a more reliable calculation process and usually a more accurate solution. The influences of reinforced embankment design parameters, such as reinforcement-soil interface property, reinforcement elastic axial stiffness, reinforcement placed position and placed type are discussed. The reinforced embankment is inclined to shear slip between the reinforcement and the surrounding soil interface under horizontal earthquake loading. The high axial stiffness reinforcement should be placed near the top of embankment and the embankment reinforced near double side slopes has more advantages to resist the earthquake.