![]() Using parameters developed from the uniform tests, the models were applied to irregular loading histories and compared to the irregular testing results. To check the validity of some analytical models, irregular tests were also performed. High-amplitude resonant column tests, run in conjunction with the torsional tests, produced similar results, demonstrating that the behavior of dry silts and s and s is independent of loading frequency. Hysteretic damping decreased with number of cycles for all soils tested. Results of the tests indicate that s and s tend to stiffen (modulus increases) under repeated loadings while silts may weaken slightly. The uniform tests typically lasted 200-500 cycles. The testing device recorded the stress-strain behavior of the sample and computed values for shear modulus and damping. ![]() Shearing strains in the uniform cyclic testing program ranged between 0.002%-0.200%, while the sample was under isotropic confining stresses of 3, 6, and 9psi. Because the microcomputer allowed a variety of loading options, the soils were tested under stress-controlled, or strain-controlled conditions with uniform or irregular loading histories. The soils were tested using a hollow cylinder torsional shear device which was controlled by microcomputer. Five soils were tested in this study: three s and s with different gradations and two silts. This study focused on the influence of number of cycles of loading on the stiffness and damping of s and and silt. In this paper, results obtained using three different calculation methods and packages are compared. As an intermediate solution, packages based on traditional approaches are also available (GEO5, CGU). On the other hand, advanced, truly 3D FEM packages (like MIDAS GTS, Plaxis 3D) are available, allowing for realistic modeling of the soil environment and soil-structure interaction. For their calculations, designers typically employ one of the commonly-used structural FEM codes (e.g. In most cases single piles are modeled by assuming a Winkler material. When designing this kind of structure, the estimation of displacements and bending moments is the main focus of the calculation. The lateral resistance of a pile group is the result of contact pressure between the individual pile shafts and the soil. They are a reasonable and economical solutions for structures with low vertical loads e.g. Single row pile groups are gaining popularity as foundation system for both buildings and bridges. ![]()
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