For questions, please write to Prof. William Fuentes (firstname.lastname@example.org)
-Abaqus for soils. Basic examples on Geotechnical Engineering.
-Abaqus Umat (user material) implementation for beginners.
-Abaqus UEL (user element) implementation for beginners.
-Hypoplasticity and ISA-hypoplasticity for cyclic loading.
Displacement controls for geotechnical problems in Abaqus – Input specifications
How to use the displacement controls to achieve convergence on a geostatic step.
Example 1: Lateral Earth Pressure and Retaining Walls
Description: A 3-m-high backfill sand is supported by a concrete retaining wall and is subjected to a 10 kPa surcharge pressure on the top. Calculate the at-rest and active lateral earth pressure acting against the wall using a Finite Element Model built in Abaqus. The soil is simulated with a Mohr Coulomb model.
Fig. 1 Plastic strains at active failure
Fig. 2 Soil Displacements at active failure
Fig. 3 Comparison between Coulomb theory and FEM results
Example 2: two-dimensional consolidation analysis
Description: This example shows a two-dimensional consolidation analysis of a fully saturated soil, subjected to a surcharge load. The soil is considered as linear elastic with E=10.000 kPa, v=0.3 and k=1.0E-6 m/s. Plane strain elements with quadratic interpolation have been employed. Advantage has been taken of the model symmetry and hence, only its half has been simulated. A surcharge load of 100 kPa of 2 m width has been instantaneously applied. The total analysis time is of 10.0E7 seconds.
Example 3: Piles group
This tutorial simulates four piles in a pile group analysis using the mohr-Coulomb constitutive model in the software ABAQUS/CAE. The pile group has a square arrangement. Taking advantage of the symmetric condition only one-fourth is considered. The soil sample dimensions are 40 m x 40 m x 30 m. Each rectangular pile has cross section dimensions 0.6 m x 0.6 m and the emdebbed length of the pile is 15 m. Recommended soil width and depth are 30 times the pile diameter and twice the length. The soil layer is a sand with c’= 3KPa and a friction angle of φ’ =30°. The Poisson ratio υ=0.3.
Fig.1 Comparison between Betha Method and FEM
Fig. 2 Displacement contours