It is known that the use of renewable energy has an increasing trend in whole world. Wind energy is one of the renewable energy types, as well is among the cleanest and most economical energy sources. Nowadays, in order to provide much more energy from wind, turbine towers are being built higher and the turbine blades have begun to be manufactured longer. Due to these applications, tower and turbine weights are continuously increasing. For this reason, it is necessary to optimize the materials used as well as the dimensions of the turbine towers. In the present study, behavior of TLP floating wind turbine towers with three different designs under wave, hydrostatic and static loads were investigated. In order to clarify the effect of these loads, turbine designs were analyzed in the ratio of 1/5 using finite elements method. Steel, reinforced concrete and hybrid (reinforced concrete and steel) wind turbine towers tied to sea floor at a depth of 10 meters rigidly by TLP floating method. In this context, 10-meter-high turbine towers having three different designs which static analyzed previously were used for investigate effects of wave and hydrostatic loads. Turbine structures analyzed with ABAQUS finite elements model. The deformations and stress values of underwater turbine structures were obtained and compared with each other. As it can be seen from analysis results, compared to the reinforced concrete design, the displacement of steel tower design decreased 77.84%. It is seen that the torsion effect was dominant in the steel tower design. However, the decreasing displacement value for steel design was recorded as 44.43% compared to the hybrid tower design.
This study outlines the cyclic loading response of a concrete-encased steel profile composite column-reinforced concrete beam connection. The experimental study performed for an interior joint. The column in joint was designed as a concreteencased I-steel profile composite column according to Eurocode 4, and the beam was designed as a regular reinforced concrete beam according to local building codes. In order to emphasize the effect of the joint design, different steel core orientations were used. The numerical analysis was performed using ABAQUS to predict behavior of the joint. The performance of the samples compared the load-carrying capacity, ductility, and failure type. Comparisons were made using load-displacement relationships and failure mechanisms. The analysis results showed that the failure was determined by the behavior of the beam, and the joint capacity depended on the shear capacity of the beam.
Wind energy is one of the most economical and clean energy sources in the world. Investments in wind energy are getting increase. Besides, the construction of huge-sized wind turbine towers can result in high costs. The safety in terms of stress and displacement values are also significant for a selected type of turbine towers along with cost. In the design of a wind turbine, the dynamic loads such as wind and earthquake which influence on the tower are also significant. In this regard, dynamic analyses performed for the selection of a wind turbine tower type enable a convenient optimization. In this research, three different towers which have 10 m high were designed. These towers with calculated wind forces and, the recorded acceleration data of earthquakes took place in Chi-Chi, Düzce and Kobe were analyzed using ABAQUS software calculating based on finite element method. The results show that the highest tensile and displacement values were obtained from steel tower type. In terms of stress and displacement values, the most suitable tower type was the hybrid tower.
Özet: Bu çalışmada beton içine gömülü çelik profil ile oluşturulmuş kompozit kolon ve betonarme kiriş birleşim bölgesinin tersinir tekrarlı yükler etkisi altındaki davranışı nümerik olarak incelenmiştir. Çalışma kapsamında düğüm noktasının süneklik mertebesi ve göçme şekli incelenmiş, betonarme kolon-kiriş birleşim bölgesi performansı ile karşılaştırılmıştır. Kompozit kolon içinde yer alan çelik profil çekirdek deformasyonların çoğunu sönümlemektedir. Artan yükler etkisi altında, çelik profil etrafında yer alan betonun ezilip, yumuşak donatının akmasına rağmen, çelik profil çekirdek akma mertebesine erişmemektedir. Bununla beraber kolonda oluşan lokal hasarların (betonda ezilme/yumuşak donatıda akma) düğüm noktasının davranışına etkisi önemlidir. Kuvvetli kolonzayıf kiriş tasarımı gözetilmiş olan çerçeve iç birleşim bölgesi, sonlu elemanlar ile modellenmiş ve ABAQUS programı ile analiz edilmiştir. Betonarme kolon-kiriş ve kompozit kolon-betonarme kiriş ile teşkil edilmiş düğüm noktaları tekrarlı tersinir yük etkisi altındaki analiz edilmiş ve analiz sonuçları her iki birleşim bölgesinin göçme mekanizmaları, süneklik mertebeleri ve dayanımları açısında değerlendirilmiştir. Analiz sonuçları her iki birleşim şeklinde de kolon ve kiriş birleşim yüzeylerindeki betonun ezilmesine rağmen, kompozit kolon-betonarme kiriş birleşimi betonarme kolon-kiriş birleşimine göre göçmeden önce 1,32 kat daha fazla yük taşımış, 1,56 kat daha fazla yer değiştirme yapmıştır. Betonarme kolon-kiriş birleşim bölgesinde dayanım betonun ezilmesi ile kontrol edilirken, kompozit kolon-betonarme kiriş düğüm noktasında çelik profilin akması ile kontrol edilmiştir.
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