Performance based analysis and design of a high 24 storey building:Sakarya case

The North Anatolian Fault Line, which is the largest fault line in our country, is a 1100 km long right-sided and strike-slip active fault line. When the earthquakes that occurred in the 20th and 21st centuries, when earthquakes were recorded, are examined, it is seen that there are large-scale earthquakes of 6 and 8 in general, with many casualties and injuries. Earthquake is a fact of our country and it is a scientific fact that other earthquakes will occur on the North Anatolian Fault Line in the coming years. In line with this fact, it is essential to make sure that the structural elements of the constructed buildings have sufficient strength and to design and build any new structure in line with the principles of this reality. Various classifications have been made for the buildings to be built in Turkey within the scope of the Turkish Building Earthquake Code (TBDY-2018), depending on the purpose of use, the location where they will be built, the ground characteristics of that location and the height level of the building. Depending on these classifications, different analysis and design methods are allowed or stipulated for structures. The analysis and design of the 24-Storey High Building, which is planned to be built in the Camili neighborhood of Adapazarı district of Sakarya province, which is the subject of this study, was made according to TBDY 2018 Section 13 and Section 4, Section 5 and Section 7 with the directions in this section. In TBDY-2018, a linear structure model was established within the scope of Design Based on Strength according to Chapter 4, and internal forces were obtained according to the earthquake ground motion level (DD-2), which has a 10% probability of exceeding in 50 years, with linear earthquake load calculation methods. In line with these internal forces, the design was made considering the conditions in TBDY 2018 Chapter 7 and the Controlled Damage (KH) performance level. Then, in the second stage, internal forces were obtained according to the earthquake ground motion level (DD-4), which has a 68% probability of exceeding in 50 years, with linear earthquake load calculation methods, again in the linear structure model. Under the influence of these internal forces, it has been checked whether the pre-designed structure meets the Uninterrupted Use (CC) performance level requirements. At the last stage, in TBDY-2018, a non-linear structure model was established within the scope of Evaluation and Design According to Section 5 according to Section 5, and the earthquake with a 2% probability of being exceeded in 50 years with the Nonlinear Analysis in the Time History Method, which is a non-linear earthquake load calculation method. The internal forces were obtained according to the ground motion level (DD-1). Finally, the analysis and structural design were completed when the internal forces obtained met the requirements of the Prevention of Migration (GO) performance target.