This paper introduced a nonlinear finite element model using Msc.MARC to study behavior of concrete columns partially confined with metal sheet strips under uniaxial compression. The concrete and the metal sheet parts were modeled using the linear Mohr-Coulomb yield criterion and the Von-Mises yield criterion, respectively. Behaviors of the interface (bonding) material, both in the normal direction and the parallel direction to the interface, were modeled as a bilinear function based on the cohesive energy and the crack widths. The columns in this study had circular cross sections with the diameter of 15 cm and the height of 75 cm, wrapped around by 5 cm metal sheet strips. The results from 3D finite element modeling were analyzed for internally induced stresses and strains. The predicted column behavior was compatible with observed experimental data. The detailed mechanisms that were difficult to visualize during the laboratory experiments could be obtained from the analysis. It was revealed that the area of confinement and the number of applied metal sheet layers were important factors to the strength increase. The discrete confinement system was shown to be a promising alternative to the onepiece full-wrap system.

This paper investigated effect of concrete strength on axial strength improvement of the metal sheet confined concrete cylinders under axial compression. Totally, 27 concrete specimens were tested based on three different concrete strengths of approximately 13, 32 and 39 MPa. Epoxy was used as a bonding material along interface between concrete and metal sheet. Based on three different concrete strengths, different level of confinement was established by taking one layer and three layers of metal sheet confinement. The experimental results revealed that axial compressive strength of concrete cylinders could be improved by mean of metal sheet wrapping. It was shown that effectiveness of axial strength improvement of metal sheet confined concrete cylinders depended on original unconfined compressive strength of the core concrete. With lower concrete strength, it was found that use of metal sheet confinement could increase the original strength of the columns more effectively than the case of higher concrete strength. Based on existing results, it was observed that strength improvement prediction given by Richart et al. (1928) could be adopted conservatively with exception of very low concrete strength.

This study investigates brick types and masonry prisms under compressive loading according to ASTM C1314-14 as the basic parameters for evaluating lateral resistance of masonry infill walls and to compare compressive strength amongst various brick types. The lateral resistance capacity of a masonry infill wall model depends on the compressive strength of the masonry prism, and the lateral deformation of a masonry infill wall model depends on the strain at the maximum stress of the masonry prism. A masonry prism is an assemblage made of representative units (clay brick, hollow brick, lightweight block, etc), mortar and grout. In this research, eight types of brick are considered which are hollow brick, lightweight block and six types of clay brick. From the test results, the ductile behavior of a masonry prism under compressive loading means that it undergoes further deformation. The masonry prisms made of solid clay brick show the best performance with the largest average compressive stress of 10.8 MPa and largest cumulative energy dissipation of 444 kN/mm, but their behavior is non-ductile. The compressive stress of lightweight block is the weakest with the average compressive stress of 2.62 MPa. The compressive strengths of masonry prisms made of all clay brick types are higher than the compressive stresses of those made of hollow brick and lightweight block.

This paper presents numerical results from modeling of bi-material problems using the element-free Galerkin method. The conventional EFG shape functions do not pass through the nodal data, imposition of nodal constraints brings difficulties, thus some special techniques must be employed. In bi-material problems, connecting the two subdomains of different properties may still be possible via Lagrange multipliers, penalty function, Nitsche's formulation, or direct imposition when using a regularized weighting function to transform the EFG shape functions. All these mentioned techniques are explored and compared in this paper. Some remarks about numerical instabilities are reported.

Every year, earthquakes cause injuries, deaths, severe structural damage to buildings and destruction of property in many countries. In developing countries, economic growth depends on industrial development. Therefore, if an earthquake occurs, it may cause severe damage to large industrial factories. This present study aims to examine the structural behavior of industrial buildings under the earthquake force which is a reinforced concrete building. The structure of an industrial building is different from a general building. In this study, the factory is a four-story building with the dimensions of 34.4 meters in width, 59.2 meters in length and 16.2 meters in height. In the analysis, the nonlinear dynamic procedure is applied to analyze the building behaviors. The 20 seismic waves are selected and adjusted with the ASCE41-13. LMSR wave are considered in x-direction and y-direction. From the results, the responses and damage of the industrial structure are analyzed. The building has performed the soft story irregularity. The performance level for the acceptance criteria, according to ASCE41-13 and FEMA365 is life safety performance level. Therefore, the industrial factory building is needed to enhance the seismic capacity for damage prevention.