By Theodoros Triantafyllidis
This ebook presents contemporary advancements and enhancements within the modeling in addition to program examples and is a complementary paintings to the former Lecture Notes Vols. seventy seven and eighty. It summarizes the elemental paintings from scientists facing the advance of constitutive types for soils, in particular cyclic loading with precise awareness to the numerical implementation. during this quantity the neo-hypoplasticity and the ISA (intergranular pressure anisotropy) version of their prolonged model are offered. in addition, new touch parts with non-linear constitutive fabric legislation and examples for his or her functions are given.Comparisons among the experimental and the numerical effects express the effectiveness and the drawbacks and supply an invaluable and finished pool for the entire constitutive version builders and scientists in geotechnical engineering, who prefer to end up the steadiness of recent approaches.
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Extra info for Holistic Simulation of Geotechnical Installation Processes: Theoretical Results and Applications
Sample text
J. Finno et al. Fig. 17. Effect of sheet pile stiffness variation on computed lateral displacements at center and near corner of north wall To further illustrate the effects of the E reduction ratio assumption, a plot of the lateral wall movements at the elevation of the maximum movement, about elev −25 ft CCD, along the north wall is shown in Fig. 18. Again one sees that the larger the E reduction ratio, the larger the displacements. Also, the higher E ratio results in larger curvatures in this direction, although the differences among the four cases are not particularly large.
However, the applied FE model with hypoplastic description of the soil behavior is qualitatively capable to reproduce important effects observed in the experiments. The improvement of available soil models is a primary task in order to obtain more realistic simulations of pile penetration processes.
As can be seen, a gap forms below the pile tip. In the load curve, the phase without contact below the pile tip can also be recognized during upward and in the first part of the downward pile penetration uy,pile FEM: -10/+4 mm gap n penetration resistance Fh Fig. 14. Load-displacement curve during cyclic penetration and mesh configuration in the highest point of the pile during one cycle 48 J. Vogelsang et al. 43 h) 0 -1 -2 -3 -4 penetration resistance Fh [kN] Fig. 15. 4 m depth. Small amplitude driving in the left column and large amplitude driving in the right column.