Sürdürülebilir Kalkınma Amaçları
Yazarlar
Yayınlar
- MakaleYalnız künye2026Scopus SJRQ2Seismic performance of prestressed girder bridges considering soil-pile-structure interaction and isolation systems
Öner, Erdal; Aydoğan, Ayşe N.; Yurdakul, Muhammet; Ergün, Mustafa; Artar, Musa
This article presents a comprehensive numerical study to determine the seismic performance of the Kirazlıyalı Çenesuyu Bridge, currently in service in Kocaeli, Türkiye, under both seismically isolated and non-isolated conditions, considering different soil types. The study holds great importance due to Kocaeli’s status as one of Türkiye’s most developed industrial regions, its location in a high-seismic-risk area, and its complex geological structure. The Kirazlıyalı Çenesuyu Bridge is a structure consisting of simply supported prestressed girders, commonly used in highway transportation networks. Designed as a twin bridge, the structure is 134 meters in length and 20 meters in width. Currently, the bridge is not equipped with seismic isolators; instead, its superstructure rests on elastomeric bearings over abutments and piers. Within the scope of this study, the bridge was retrofitted with Single Curved Friction Pendulum (SCFP) seismic isolators. These SCFP isolators were specifically designed in accordance with the Turkey Building Earthquake Code (TBEC-2019) standards for two distinct soil classes: ZA (hard rock) and ZC (very dense sand and gravel). The soil-pile interaction was simulated using single-parameter Winkler spring models in both horizontal and vertical directions. The Finite Element Model (FEM) of the bridge was developed in SAP2000 software, and analyses were conducted on this platform. The seismic performance of the bridge was assessed through nonlinear dynamic time history analyses using real earthquake ground motion records from the Imperial Valley, Kocaeli, and Kahramanmaraş (Pazarcık) earthquakes under various scenarios. The seismic responses of the bridge were examined in terms of base shear forces, lateral displacements of the pile, shear forces at the pier, bending moments at the pier, deck accelerations, and the hysteresis curves of the isolator. The study results demonstrate significant improvements in the seismic behavior of the bridge when equipped with the seismic isolation system. Furthermore, these improvements are shown to be directly influenced by the interaction of the structure-pile-soil system, as well as the compatibility between the frequency characteristics of this system and the frequency content of the imposed earthquake. The numerical data supporting these results are presented in the relevant sections through tables and graphs.
AtıfScopus2WoS2
İncele - MakaleYalnız künye2024Scopus SJRQ1Evaluation of the seismic performance pre- and post-restoration of a masonry clock tower's FE model updated via experimental and optimization methods
Ergün, Mustafa; Tayfur, Bilal
This article presents comprehensive numerical and partial experimental studies to determine the seismic performance of the recently restored masonry clock tower in Bayburt before and after restoration. The numerical dynamic characteristics of the structure are obtained by free vibration analysis conducted on the preliminary finite element model, while the experimental ones are determined through ambient vibration testing. The ultimate finite element models reflecting the actual state of the structure pre- and post-restoration are created through a model updating process based on the principle of minimizing the differences between numerical and experimental dynamic properties via the Tabu Search Algorithm. Dynamic analyses of the models are carried out by the mode superposition method in the time domain, using eleven earthquake ground motion records selected considering the tectonic structure of the region and scaled to the design spectrum explicitly established to the site. Seismic responses are evaluated based on displacement, maximum-minimum principal stress, and maximum-minimum principal strain. The maximum principal stress value, the most critical parameter jeopardizing the safety of masonry structures, is 2.069 MPa before the restoration reaches 2.489 MPa, with an increase of approximately 20.3 % after the restoration. Since this value is less than the tensile strength of the masonry material, 3.120 MPa, it is not at a level that poses any risk to the structure. Other structural reactions also remain below the limit values. Therefore, according to today's seismic hazard analysis criteria, it can be said that the clock tower is safe. However, the North Anatolian Fault Zone, with high tectonic activity passing just south of the city, has the potential to produce severe earthquakes that may affect the region in the future. Therefore, it is necessary to periodically monitor the seismic behaviors of the historical masonry structures in Bayburt and take essential precautions based on the results.
AtıfScopus12WoS11OpenAlex13İncele - BildiriYalnız künye2020INVESTIGATION OF THE EFFECTIVENESS OF VISCOUS DAMPERS CONNECTED TO ADJACENT BUILDINGS ON DYNAMIC BEHAVIOR UNDER SOIL-STRUCTURE INTERACTION EFFECTS
Hatıpoğlu, Yavuz Selim; Düzgün, Oğuz Akın
In this study, the dynamic behavior of two adjacent structures with fluid viscous damper (FVD) was investigated under the influence of earthquake and considering soil-structure interaction (SSI). Adjacent structures with FVD’s were analysed for three different soil types. The modelling and analysis were made in two-dimensional (2D) space by using ANSYS package program. Viscous boundary conditions were used on the boundaries of 2D soil model. The analyses results were obtained in terms of displacement, acceleration, and shear force. The effect of FVD was investigated using different connection types. The damping coefficient of FVD’s was assumed constant in all analyses. When the results of the analysis are examined, it can be seen that FVD’s are effective for seismic response. However, it is necessary to consider the soil-structure interaction. Significant different structural results were obtained between fixed support and three different soil types. For example, in the same model, while the top floor displacement may reduce in Soil Type I, the top floor displacement may increase in Soil Type II. At the end of the study, it was seen that there was no need to connect the FVD to all floors. It was found sufficient to connect a fluid viscous damper only to the top floor (1 FVD) or to the top and middle floor (2 FVD). FVD’s have no effect on buildings with the similar dynamic character. In the analysis for seismic control of adjacent buildings, the effect of soil-structure interaction should certainly be taken into account.
AtıfScopus3İncele