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Publication Number: FHWA-HRT-04-094
Date: November 2004
Evaluation of LS-DYNA Soil Material Model 147
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CHAPTER 5. DEVELOPER'S RECOMMENDED PARAMETERS
The developer modeled direct shear test 4 (DS-4) using LS-DYNA and prepared a graph of the physical test data compared to the shear stress-deflection curve from LS‑DYNA. This figure and the corresponding input parameters from the developer are shown in figure 15 and table 11, respectively. The LS-DYNA format for these parameters is shown in table 12.
Figure 15. DS-4 simulation results from the developer.
Note: Figure 15 is labeled "shear force"; however, it is really shear stress. It is assumed that the shear stress was made by dividing the shear force (the x-direction cross section force defined in the model) by the original cross-sectional area of the sample (0.2 square meters (m2)).
Table 11. Revised developer's and baseline material parameters.
These parameters were put into the direct shear model at the user's facility and were simulated. The model became unstable at 38 ms and terminated, as shown in figure 16. The shear stress versus displacement for this run is shown in figure 17. The shear stress calculated on the user's SGI computer was significantly lower than the shear stress calculated by the developer's PC computer.
It was then noted that the developer's graph, as shown in figure 15, terminated at approximately 46 mm. Because the loading was at 1 mm/ms and the specified termination time was 50 ms, the direct shear model should have displaced 50 mm. This suggests that the developer's graph is representative of instability occurring in the soil material model as well.
CAUSE OF INSTABILITY
As is shown in figure 16, shooting nodes can be seen in the model. It was desired to see which material parameters induced this failure mode. The parameters used are shown in tables 13 and 14. Additionally, the four parameters that were believed to be the source of the instability were altered individually to determine the source of the instability. These parameters and their corresponding LS-DYNA runs are listed in table 15.
It appears that the damage routines caused the instability. When Damlev was changed from 1.00 to 0.99, the model became unstable. Since both Damlev and Epsmax must be exceeded in order to delete elements, the instability lies somewhere in the damage algorithms and probably not in the variable input routines. Therefore, it must be the instability with other material parameters, the damage algorithms, and/or the element formulation.
Subuently, the developer proposed a probable cause for the instability as follows. In LS-DYNA, an element fails when one of the gauss points reaches the failure criteria. For fully integrated elements (8 gauss points), this causes an early failure. This early failure does not let the internal forces go to zero before the failed elements are eliminated from the calculation. In turn, this leads to very large unbalanced forces at the nodes, causing unstable behavior (shooting nodes). In addition, this analysis is difficult for LS-DYNA to complete with fully integrated elements because of the well-known problems with shear locking of fully integrated elements.
Topics: research, infrastructure, materials, geotechnical
Keywords: research, safety, soil material model, roadside safety simulation, LS-DYNA
TRT Terms: Soil mechanics–Mathematical models–Evalution, Shear strength of soils–Testing–Computer simulation, Foundation soils, Roadside structures, Soil structure interaction, Finite element method, Impact loads, Computer models