Sürdürülebilir Kalkınma Amaçları
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- MakaleYalnız künye2026Scopus SJRQ1Impact of soft-storey irregularity on the seismic safety of reinforced concrete buildings
Tektaş, Şeyhmus; Tam, Gürkan; Yön, Burak
This study evaluates the effect of soft-storey irregularity on the seismic fragility of reinforced concrete buildings by comparing fragility curves based on inter-storey drift and element damage. This comparison highlights the novelty of the study. For numerical analyses, a typical four-storey reinforced concrete building with a ground storey of 4.5 m and typical storeys of 3 m, having a current storey plan, was modeled as both a regular and soft-storey building. To model nonlinear behavior, the assumption of lumped plastic hinges at the ends of the structural elements was made. Static pushover analyses of the building models created in SeismoStruct 2022 were performed until the roof displacement reached 3% of the building height, while nonlinear incremental dynamic analyses were carried out using 11 real ground motion records obtained from AFAD. The records were scaled between 0.1 g and 1.0 g and applied in the x- and y-directions for both buildings, yielding a total of 440 dynamic analyses. Static pushover analyses generated capacity curves for both regular and soft-storey buildings. Incremental dynamic analyses revealed maximum responses, inter-storey drifts, damage distributions, and fragility curves for both regular and soft-storey buildings. Fragility curves were obtained using both HAZUS inter-storey drift limit values and TBEC 2018 section-based strain limits. The results showed that fragility curves generated based on inter-storey drifts yielded more sensitive results than those generated based on damage at the critical storey. Furthermore, it was determined that for an earthquake acceleration of 0.5 g, the probability of a soft-storey building collapsing was 30% higher than that of a regular building.
- MakaleYalnız künye2025Scopus SJRQ2Assessment of seismic fragility of reinforced concrete buildings retrofitted with steel bracing elements: A numerical study
Tam, Gürkan; Yön, Burak
In this study, the effectiveness of reinforcement with steel diagonal elements in a reinforced concrete building was investigated. A typical reinforced concrete building with ground floor+4 floors was designed for the numerical study. All column dimensions were 400×400 mm, all beam dimensions were 250×500 mm, transverse reinforcement spacing in column and beam elements was 100 mm and floor heights were 3 meters. The existing building was strengthened with X steel diagonal elements and two models were obtained. Nonlinear static pushover and incremental dynamic analyses of the buildings were performed. 11 earthquake records were used for incremental dynamic analyses. The acceleration amplitudes of these records were increased from 0.1 g to 1.0 g by 0.1 g and the analyses were performed. In order to model the nonlinear behaviour, lumped plastic hinges were assumed at the ends of the structural elements. As a result of nonlinear static pushover and incremental dynamic analyses of the buildings, capacity curves, maximum responses, inter-storey drifts, hysteretic curves at the ends of selected columns and damage patterns were obtained. Fragility curves were created by considering the damage levels in the buildings. According to the results, the average inter-storey drifts of the building strengthened using X steel diagonal elements decreased by approximately 90% compared to its current condition for 1.0 g PGA, while the damage probability and vibration period were also significantly reduced. In addition, the base shear force encountered by the strengthened building increased more than 4 times compared to its current condition.
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İncele - MakaleAçık Erişim2023Scopus SJRQ3Performance evaluation of steel-concrete composite structures designed in poorly graded soils
Etli, Serkan
In this study, the seismic behavior of steel concrete composite buildings in a specific region was investigated. For this purpose, 5-, 10-, 15- and 20-storey composite moment-resisting framed structures were designed. Moment-resist-ing composite framed structures are modeled with concrete-filled steel tube columns and designed and modeled using composite beams. The buildings are designed according to ÇYTHYE-2016 and TBEC-2018 regulations at design levels with high ductility. In the design of the designed structures, the peak ground acceleration value is 0.79 g, and the design ground is planned as ZE class. SeismoStruct software was used for the design and performance evaluation of the structures. During the performance evaluations of the structures, nonlinear static pushover and incremental dynamic analyzes were used. Uniform and triangular load distributions are adopted in the static pushover analysis and 16 earthquake ground mo-tions are used in the incremental dynamic analysis. Evaluation of the effect of the number of stories on the earthquake behavior of composite moment-resisting framed structures was investigated using the non-linear analyzes mentioned. Ac-cordingly, lateral response, overstrength factors, ductility, and dynamic behavior factor values for composite frame struc-tures were calculated and presented using the relevant analysis results. It has been calculated that the behavior factor of all moment-resisting composite framed structures can perform well above the design assumptions, whereas moment-resistant composite framed structures absorb seismic energy by using inelastic deformations. Ductility is almost 30% higher than the design assumption for international standards. As a result, it was concluded that these structures could continue to serve theoretically.
AtıfScopus6WoS3OpenAlex9İncele - MakaleYalnız künye2022Scopus SJRQ2Effect of nonlinear modeling approaches used for composite elements on seismic behavior of composite framed buildings
Etlİ, Serkan; Güneyİsİ, Esra Mete
This study aims to assess the effect of nonlinear modeling approaches used for frame elements while appraising the seismic performance of the composite moment resisting frame (CMRF) buildings. To this, the accuracy and efficiency of two representative numerical models (namely, inelastic force-based frame element-distributed plasticity (DP) and inelastic force-based frame element-plastic hinge length (PHL) (lumped-plasticity)) for the columns and beams of CMRFs are evaluated comparatively. The number of stories of the buildings of the case study ranges from 5 to 15 and consists of columns made of concrete-filled steel tube sections and CMRFs designed with composite beams consisting of a combination of solid reinforced concrete slabs and steel beams. The structures are designed by considering high ductility level. Seismostruct software is used for design and performance analysis. During the performance evaluation of the structures, the nonlinear static pushover analysis is utilized as well as the incremental dynamic analysis. While performing the nonlinear static pushover analysis, the lateral loadings with uniform and triangular load distributions are used, and moreover, a series of earthquake ground motions are used in the incremental dynamic analysis. To evaluate the effect of the modeling approaches, the seismic response of the structures is assessed by comparing the load-displacement response, energy consumption, performance limit. Additionally, the behavior factor, dynamic behavior factor, inherent strength and overstrength factors, ductility factor and global yield value are discussed.
AtıfScopus2WoS2OpenAlex16İncele - MakaleYalnız künye2021Scopus SJRQ1Assessment of Seismic Behavior Factor of Code-Designed Steel–Concrete Composite Buildings
Etli, Serkan; Güneyisi, Esra Mete
In this study, the seismic behavior factor of steel–concrete composite buildings was examined. For this purpose, 5-, 10-, 15- and 20-story composite moment-resisting frame (CMRF) buildings having concrete-filled steel tube columns and composite beams were designed at medium ductility (DCM) and high ductility (DCH) levels as per the regulations of Eurocode 8. Examined DCM structures were designed for a PGA of 0.2 g while DCH structures were designed for a PGA of 0.4 g. SeismoStruct software was utilized in the design and performance assessment of the case study structures. Nonlinear static pushover and incremental dynamic analyses were used. In the pushover analysis, the uniform and triangular load distributions were adopted while 12 earthquake ground motions were employed in the dynamic analysis. The effect of ductility levels and number of stories on the seismic behavior of CMRFs was studied using the results of the nonlinear analysis. To this, the variation in the lateral response, global yielding value, code-based behavior factor and component, and dynamic behavior factor were presented for CMRF structures with DCM and DCH. It was observed that the behavior factor of all CMRFs exhibited well above the design assumptions, especially DCM class CMRFs.
AtıfScopus16WoS11OpenAlex34İncele - MakaleAçık Erişim2020Scopus SJRQ2Seismic performance evaluation of regular and irregular composite moment resisting frames
Etli, Serkan; Güneyisi, Esra Mete
In this study, the seismic behavior of regular and irregular composite moment resisting frame (CMRF) buildings was investigated. To this aim, 5, 8, 10, 13 and 15-story CMRFs having concrete filled steel tube columns and composite beams were designed at high ductility level and their performances were evaluated comparatively. The case study CMRF structures were categorized into two groups as regular and irregular in elevation. Examined irregular structures have setbacks in different story levels. During the design and performance analysis, SeismoStruct software was employed. Nonlinear static pushover and incremental dynamic analyses were used in the seismic performance assessment. The uniform and triangular load distributions were considered in the pushover analysis while a total of 22 earthquake acceleration records were utilized in the dynamic analysis. The variation in the lateral response, global yielding value, interstory drift, behavior factor, inherent strength factor, overstrength factor, and ductility factor were examined for the regular and irregular CMRF structures. It was observed that the regular CMRFs were more consistent with the design assumptions as compared to the irregular ones. Moreover, the former exhibited more uniform non-elastic demands over the building height according to the results of the incremental dynamic analysis. Under the seismic scenario adopted, all the building types yielded higher values of the behavior factor complied with the limits available in the code.
AtıfScopus15WoS10OpenAlex32İncele