Numerical simulation of dynamic shear wall tests: A benchmark study

Testing and finite element analysis of reinforced concrete column footings failing by punching shear

“…It was successfully applied by other researchers, e.g., [9]. It is represented in the principal stress space r 1, r 2, r 3 by a cone circumscribed around the 6-sided Mohr-Coulomb yield surface.…”

“…Forming of cracks is enabled by modification of stress-strain relations in the element, i.e., introducing the material weakening in the direction perpendicular to the crack plane. Possibility of shear stress transfer across the crack is defined by coefficient b t , which may vary from total shear transfer (b t = 1) to total absence of shear transfer (b t = 0) [9].…”

Seismic response assessment of a stiff structure

“…In Figure 3, the comparison of base shear, base moment, top displacement and top storey horizontal acceleration are given for only the fourth of the four sequentially applied ground motions (Run1-Run4). The results, given in detail elsewhere [2], clearly indicate that the analytical model developed here is able to display the inelastic response of the tested specimen quite satisfactorily. The same model has been employed in this study to perform further analyses for a suite of 55 ground motions that are described next.…”

“…It is considered a typical example for a sti structure, but its reinforcement details are more typical of residential construction.In the ÿrst phase of the investigations, a reliable and representative analytical model of the tested specimen was developed, based on the accurate duplication of physical conditions and loadings imposed during the laboratory tests. The experimentally measured results have been calculated with convincing accuracy using the calibrated model [2]. This article is complementary to the ÿrst phase.The objective of this study is to evaluate the applicability and accuracy of the widely used approximate procedures for determining inelastic displacement demands when applied to sti structures characterized by short periods.…”

“…The horizontal axis of the load deformation curve describing the global roof displacement was divided by the factor PF 1 which is the modal participation factor for the ÿrst mode obtained by assuming that the mode shape is normalized to unity at the top of the structure, Equation (2). But as we stated above a linear distribution of storey displacements was assumed instead of modal deformed shape for the ÿrst mode 1…”