With the increase of knowledge in seism city and subsequent need to modify the earthquake engineering design specification for buildings, it would be essential to investigate the behavior of such buildings and structures and the probable need for seismic retrofitting. On the other hand there are construction problems in strengthening and retrofitting methods using bracing system that reduces the owners wish to do so. In this paper an attempt has been made to investigate the behavior of existing building designed by second version of standard 2800 for seismic design of buildings and retrofitting of such structures using ADAS (Added Damping and Stiffness).For this purpose steel buildings are retrofitted once using bracing members alone and then using both bracing and ADAS dampers. The behavior of the steel frames was compared using non linear time history analysis. The behavior factor 'R' was calculated for each case. The assumed buildings had pinned jointed braced frames having different number of bays and stories. The results showed significant improvement in behavior of retrofitted frames with ADAS damper associated with lower content of steel. Comparisions indicated that negligible damage occurred in members of these frames and acceptable behavior was observed under earthquake loading. The members showed higher potential of withstanding sever earthquakes. Investigations have indicated a lack of information and design specification for structures with ADAS dampers.

The concrete structures exposed to the earthquake have the potential of cracking and reduction in stiffness and strength. Because of their low deformability, there would be some cracking and plastic hinging in the moment-resisting frame. The utilization of dampers is a solution to improve the behavior of the constructed structures. Dampers play a crucial role in improving structural performance level and bearing capacity. In the present study, 9 concrete frames were tested, and steel yield dampers have been used for the seismic rehabilitation of the concrete moment-resisting frames. The yield dampers elements are ADAS dampers (Added Damping and Stiffness) connected to the concrete frame using steel braces. The concentric-type steel braces connect the dampers and concrete beams. Furthermore, to investigate the influence of the braces on the structure’, s strength and behavior three concentrated braces have been installed in the structure. The structure in which ADAS dampers was employed demonstrated more strength and less recorded damages than the simple moment-resisting frame. In the present study, the effect of braces and dampers have been investigated in the behavior of the structure, cracking, and strength. The strength of the frames was increased by 48% and 21% by employing steel braces and yield dampers in the concrete frames, respectively, comparing the control frame.

In the present study, the cyclic behavior of steel plate shear wall of a three-story steel frame equipped with added damping and stiffness (ADAS) dampers was evaluated. In this study, with the aim of investigating and improving the performance of the steel plate shear wall against lateral forces, the proposed dampers were applied in the distance between the columns and the steel plate shear wall infill plates. The parameters studied include the thickness of the damper sheet (8, 10, 12, 14 and 16 mm) and the thickness of the infill plate (3, 4, 5 and 6 mm) respectively. Evaluation of cyclic behavior of steel plate shear wall was performed using finite element method via ABAQUS software and the loading protocol based on ATC-24 was applied. In order to verify, the experimental specimen was simulated by ABAQUS software and it was observed that the experimental specimen and the finite element model are in good conformation and the finite element model can be applied to study and compare the parameters considered in this study such as energy dissipation, strength, stiffness and ductility. The results showed that as the thickness of the damper sheet increased, the energy consumption in the steel plate shear wall system increased from 12 to 66 percent compared to the model without dampers. Also, by reducing and increasing the thickness of the infill plates in the second and third floors compared to the model without dampers, we saw an increase in energy consumption from 52 to 64 percent compared to the model without dampers, which indicates the good performance of the dampers. The strength of the steel plate shear wall system increased from 2.40 to 3.14 times by considering different thicknesses for the damper compared to the model without damper, and further by considering the infill plates for the steel plate shear wall system. We saw an increase in strength from 2.30 to 2.81 times compare to the model without damper. The stiffness level of each steel plate shear wall model was investigated and compared, and we saw an increase in stiffness from 76 to 99 percent compared to the model without damper. Also, considering the thickness of different infill plates for the steel plate shear wall system, the stiffness increased from 82 to 98 percent compared to the model without damper. As the thickness of the damper sheets increased, the ductility increased from 2.32 to 2.55 times compare to the model without damper. Also, considering the thickness of different infill plates for the steel plate shear wall system, we saw an increase in strength from 2.29 to 2.55 times compare to the model without damper. Further, by examining the hysteresis curves and the hysteresis damping ratio of different models, it was evident that the models equipped with dampers are significantly superior to the models without dampers, and as the thickness of the dampers increased, the area under the curve of each model increased. As a result, the larger this level is, it indicates that the member is more malleable and has the ability to absorb more energy. Finally, the performance of the proposed dampers was investigated along with the damper failure mechanism. The results showed that ADAS dampers with their special deformations, significantly increase energy consumption and make the steel plate shear wall more malleable and by absorbing a large amount of energy they reduced the force applied to the main components and prevented the destruction of the steel plate shear wall.

Ductility, or deformation energy, is by far the largest source of energy dissipation of structures, since normal levels of internal damping represent only a small portion of energy dissipation. However, large material deformations such as that required in building components to perform in a ductile manner, are often associated with cracking and degradation of its strength, particularly in concrete structures. Added Damping and Stiffness (ADAS) elements are mechanical devices that design to be installed in either new or existing buildings. ADAS elements, if properly designed and installed, can increase the strength, stiffness and usable energy dissipation capacity of a moment resistant frame (MRF), in addition the energy dissipation is concentrated to locations, which have been specifically designed for this purpose. This paper proposes a new alternative design approach for buildings with the application of ADAS elements and determining of ductility and response modification factor of structures by the use of nonlinear static analysis and capacity spectrum method (CSM). Also ductility and response modification factor of ordinary moment resistant frames with and or without ADAS elements have been compared. The results of these investigations indicated that equal viscose damping of moment resistant frames with ADAS elements is more than moment resistant frames. Therefore base shear forces of these structures are less than MRF and the weight of steel used and foundation construction costs of these structures are less.

Objective(s): We evaluated the relationship between regional accumulations of the tau positron emission tomography (PET) tracer THK5351 and cognitive dysfunction in the Alzheimer's disease (AD) continuum. Methods: The cases of 18 patients with AD or mild cognitive impairment (MCI) due to AD who underwent three-dimensional MRI, fluoro-2-deoxyglucose (FDG)-(PET), Pittsburgh compound B (PiB)-amyloid PET, and THK5351-tau PET were analyzed. Their mean age was 70. 6±, 11. 3, their mean Mini-Mental State Examination (MMSE) score was 22. 3±, 6. 8, and their mean Alzheimer Disease Assessment Scale-Cognitive Subtest (ADAS) score was 12. 5±, 7. 3. To determine the correlation between each patient's four imaging results and their MMSE and ADAS scores, we performed a voxel-wise statistical analysis with statistical parametric mapping (SPM). Results: The SPM analysis showed that the bilateral parietotemporal FDG accumulations and MMSE scores were positively correlated, and the bilateral parietotemporal FDG accumulations were negatively correlated with ADAS scores. There were significant correlations between bilateral parietotemporal and left posterior cingulate/precuneus THK5351 accumulations and MMSE/ADAS scores. Conclusion: In the AD brain, THK5351 correlates with neuropsychological test scores as well as or more additional than FDG due to its affinity for both tau and monoamine oxidase-B (MAO-B), and measurements of THK5351 may thus be useful in estimating the progression of AD.