Simultaneous Effect of Earthquake and Liquefaction onPerformance of Steel Frame Structures
Başlık çevirisi mevcut değil.
- Tez No: 726399
- Danışmanlar: Belirtilmemiş.
- Tez Türü: Yüksek Lisans
- Konular: İnşaat Mühendisliği, Civil Engineering
- Anahtar Kelimeler: Belirtilmemiş.
- Yıl: 2018
- Dil: İngilizce
- Üniversite: Anglia Ruskin University
- Enstitü: Yurtdışı Enstitü
- Ana Bilim Dalı: Belirtilmemiş.
- Bilim Dalı: Belirtilmemiş.
- Sayfa Sayısı: 95
Özet
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Özet (Çeviri)
Earthquake-induced liquefaction is one of the main reasons for significant structural damages and casualties. Even though some achievements have been accomplished in alleviation of liquefaction effects by geotechnical and earthquake engineers, heavy casualties due to this phenomenon still frequently occurs in zones with higher seismicity worldwide. Because of the vast complexity and uncertainty of soil behaviour there isn't an easy cure-all solution to mitigate this problem fully at the moment; this is where numerical solutions become valuable. This project has been carried out to study the structural behaviour of steel frames under the simultaneous effect of earthquake and liquefaction. The main purpose behind this research is to develop a method for simulating the combined effects of both earthquake and liquefaction accurately and provide a better understanding for the structures under these effects. In order to achieve this goal, quantitative research method with deductive approach has been used and twenty-four 2D models with three and five storeys with varying structural elements developed. Nonlinear Dynamic Time History and Nonlinear Static Pushover Analyses have been performed using the finite element software called Midas Civil and the final comparisons of displacement and pushover capacity results have been compared for a predetermined top storey node of relevant models in order to obtain the most unfavourable results. As the results indicate, best possible performance under the simultaneous effect of earthquake and liquefaction was found in the models with bracing systems and rigid beam - column connections. Since there is no discernible pattern between strength capacity and maximum displacement for every single case, relevant displacement requirements must be controlled regardless of the strength capacity of the structure.
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