In the above mentioned versions however it was found that with the use of a compliant base boundary an incorrect вЂњshiftвЂќ in displacements may be introduced at the start of a new phase at the base of the model. In phase x we specify a time interval of 5 s you might then calculate t = 0 to 5 s from the signal and in phase x+1 (also with a time interval of 5 s) you calculate from t = 5 to 10 s from the same signal. For example: assume we are using one signal of in total 10 sec. This is done automatically when using the same time history signal in consecutive phases (and specifying time intervals for each of this phases which are only a part of the total duration of the signal). In Plaxis it is possible to split a dynamic time history signal over multiple phases. In addition, different constitutive soil models such as Linear Elastic (LE), Mohr-Coulomb (MC) andВ Hardening Soil small-strain (HS-small) were used to approximate the dynamic behavior of the soil embankment. The resulting shear forces in the beam were applied to the 3D model as factors of the dynamicВ multiplier. A beam under unit loads on the elastic foundation was modeled for calculation ofВ shear forces. For each point load, a dynamic multiplier is assigned as a time-shear force signal. The amount of load is equal to the axle load of the train. For this purpose, several static point loads were applied along the railwayВ track. This paper presents preliminaryВ results of numerical modelling in PLAXIS 3D for simulating moving loads on a typical soil embankment, which isВ designed for high-speed railway trains. Trainload, embankment materials and subsoil) is essential to obtain realistic results. Proper modelling of the dynamic behavior of the railway track system (railway track, Increasing traffic intensity and train speed in modern railway tracks require complex analysis with focus onДynamic soil behavior.

Plaxis 2d dynamics