FE model updating and seismic performance evaluation of a historical masonry clock tower

GÜNAYDIN M., ERTÜRK E., GENÇ A. F., OKUR F. Y., ALTUNIŞIK A. C., TAVŞAN C.

EARTHQUAKES AND STRUCTURES, cilt.22, sa.1, ss.65-82, 2022 (SCI-Expanded) identifier identifier

  • Yayın Türü: Makale / Tam Makale
  • Cilt numarası: 22 Sayı: 1
  • Basım Tarihi: 2022
  • Doi Numarası: 10.12989/eas.2022.22.1.065
  • Dergi Adı: EARTHQUAKES AND STRUCTURES
  • Derginin Tarandığı İndeksler: Science Citation Index Expanded (SCI-EXPANDED), Scopus, Academic Search Premier, Aquatic Science & Fisheries Abstracts (ASFA), Compendex, Civil Engineering Abstracts
  • Sayfa Sayıları: ss.65-82
  • Anahtar Kelimeler: clock tower, dynamic characteristics, FE model updating, historical masonry structures, operational modal analysis, soil-structure interaction, PARAMETER-IDENTIFICATION, DYNAMIC CHARACTERISTICS, DAMAGE, CHURCH, FREQUENCIES, BEHAVIOR
  • Karadeniz Teknik Üniversitesi Adresli: Evet

Özet

This paper presents a structural performance assessment of a historical masonry clock tower both using numerical and experimental process. The numerical assessment includes developing of finite element model with considering different types of soil-structure interaction systems, identifying the numerical dynamic characteristics, finite element model updating procedure, nonlinear time-history analysis and evaluation of seismic performance level. The experimental study involves determining experimental dynamic characteristics using operational modal analysis test method. Through the numerical and experimental processes, the current structural behavior of the masonry clock tower was evaluated. The first five experimental natural frequencies were obtained within 1.479-9.991 Hz. Maximum difference between numerical and experimental natural frequencies, obtained as 20.26%, was reduced to 4.90% by means of the use of updating procedure. According to the results of the nonlinear time-history analysis, maximum displacement was calculated as 0.213 m. The maximum and minimum principal stresses were calculated as 0.20 MPa and 1.40 MPa. In terms of displacement control, the clock tower showed only controlled damage level during the applied earthquake record.