Damping of the dynamic effects of adjacent structures by viscous dampers

Within the scope of this thesis, we will examine the effects of existing impacts between adjacent structures by adding viscous dampers, and how effective they are due to changes in the distances between structures. As it is known, our country is located in the active fault zone. This position of our country can be understood from the devastation and destruction of earthquakes in the past. Therefore, it is a duty of our country's engineers and academicians to consider the earthquake as the reality of the country and to construct structures in this direction. Since our country is in the class of developing countries, structures are being built with irregular construction as fast as urbanization. Since our country is connected to abroad in terms of energy, fuel costs are high and the demand for residence in the city centers has become a necessity, which has increased the m2 costs of the buildings in the center, so the buildings aimed to use square meters with vertical architecture as efficiently as possible. This philosophy pushed the structures into adjoining order and built structures without leaving spaces between the structures. However, statically unexpected effects have been mentioned in this type of structures due to the resistance and resistance to the dynamic effects during the earthquake. In this thesis, we aimed to prevent the contiguous structure of the scope by adding viscous dampers to the ponding effect which is expected to occur with the earthquake load which is one of the dynamic loads. Using the response spectra of the two most severe earthquakes, DD-1 and DD-2, from the four earthquake classes specified in our new earthquake regulation TB TBDY-2018 ini, we can use the response spectra of Imperial Valley, Kobe, Kocaeli, Northridge earthquakes. We have scaled. We did this using the Matched History interface in the ETABS program. Both of our structures are steel framed structures. We chose the columns HEA 300 and the beams IPE 270. Slab thickness was accepted as 20 cm. The distance between the structures started from 5 cm and continued to 10 cm and 15 cm. The structures were based on the 3rd floor level, which corresponds to the last floor of the small structure, half of the large structure, and the dampers and void elements were defined. The gap elements were placed between the beams at the floor level, and the viscous dampers were placed at the junction of the column and beam. We repeated the analyzes by increasing the gap spacing between the structures, respectively, while keeping the parameters of the viscous damper constant. We considered the gap elements as seismic joints in the application, and numerically gave us the value and number of the impact force caused by impact between structures. In the light of the analyzes, it is understood that providing the earthquake performance by increasing ductility in both existing and new buildings will be the most appropriate solution in terms of structure. The classic solution is to rigidize the structural elements, which means that the structure will draw more earthquake loads. Of course, the structurally feasible solution may not always be financially feasible, but it is also true that the cost of dampeners is reduced to more reasonable levels in the light of developing technology. At this point, it is our duty to raise the structural protection and follow-up systems of the engineering education institutions to the level of awareness of their practical life and their usability in projects.