Search

• CPG-RM walls exhibit a semi-brittle behavior under lateral loads. • The collapse mechanism is influenced by the aspect ratio. • Evaluated shear prediction equations for RM are conservative. • The contribution of RC columns in shear equations must be considered as a masonry column. This article presents the experimental results and analysis of five full-scale walls subjected to in-plane reversed cyclic displacements. All walls were constructed with reinforcement in both vertical and horizontal directions and, with a reinforced concrete frame in the perimeter of the wall as confinement. This research focuses on the effect of different aspect ratios of the walls on shear response. Force versus displacement diagrams and failure modes allowed the assessment of the seismic performance based on the stiffness degradation, ductility, drift capacity, and dissipated energy. An influence on the stiffness degradation derived from the aspect ratio was found. Ductility and equivalent viscous damping seem not to be affected by aspect ratio variations. The shear capacity is overestimated when the contribution of RC columns is explicitly considered. Using an equivalent masonry element instead of the reinforced concrete column gives a more conservative and realistic approach to the shear capacity. [ABSTRACT FROM AUTHOR]

• Probabilistic modeling of hazard and exposure is paramount for estimating seismic risk. • The proposed model captures well the seismic response of RCMW structures. • Laboratory test validate the random mechanical properties of the structural models. • Similar seismic damage values are obtained despite the nonlinear analysis employed. • PG-RCMW structures exhibit an adequate performance in earthquake-prone areas. In Costa Rica, typical dwelling constructions are generally built with reinforced concrete masonry walls. This construction practice became one of the most common during the second half of the last century in Costa Rica. These kinds of structures exhibit high lateral stiffness and shear capacity, which makes them susceptible to semi-ductile failure or torsion if they are not correctly designed and constructed or the walls are not well distributed. However, recent research has shown that this type of masonry exhibits adequate capacity to dissipate plastic energy if the latter requirements are controlled. In this study, the seismic behavior of a recently designed and built reinforced concrete masonry structure is studied from a probabilistic perspective. Experimental results have been used to calibrate the probabilistic model. This structure was designed using the response spectrum method according to the Costa Rican Seismic Code. To verify its expected behavior considering more advanced analysis, it is analyzed through probabilistic incremental nonlinear static and dynamic computational-based methods. The aim is to obtain probabilistic damage curves in a series of permutations between the mechanical properties and the nonlinear behavior of the walls. Three different Damage Indices are estimated. Specifically, the Park & Ang damage index is used as a reference for two approximations that employ the capacity curve as input. Results indicate that the behavior of the analyzed structure is suitable for the seismic demand provided by the Costa Rican Seismic Code. Finally, correlations between input and output variables are calculated to analyze what are the variables governing the structural response. A strong relationship between masonry compression strength, Young's module, and the post yielding slope (input variables) and all the output variables has been observed. [ABSTRACT FROM AUTHOR]

The paper presents an iterative procedure for the time domain deconvolution in nonlinear elastoplastic materials. The approach is intended for the generation of input motions for dynamic soil–structure interaction (DSSI) numerical analyses when the desired earthquake is specified at the surface of a nonlinear soil deposit. The main advantage is that the same constitutive model (or models) to be used in the DSSI simulation to characterise the soil deposit is also employed in the deconvolution procedure. Therefore, the desired surface motion is recovered from the free-field propagation of the resulting input motion at the base of the numerical model, accounting for the assumed constitutive behaviour of the ground. An application example is also presented, where the potential of the proposed approach is shown. • A procedure for the time domain deconvolution in nonlinear materials is presented. • Is intended for the generation of input motions for DSSI numerical analyses. • The desired surface motion is successfully recovered from the resulting input motion. • An example is presented demonstrating the potential of the proposed approach. [ABSTRACT FROM AUTHOR]