Dynamic Response of Concentrically Braced Steel Frames to Pulse Period in Near-Fault Ground Motions

Year 2022, Volume: 17 Issue: 2, 357 - 373, 30.09.2022

Zeliha Tonyalı Muhammet Yurdakul Hasan Sesli

https://doi.org/10.55525/tjst.1113021

Abstract

Steel braced frame systems (SBFs) having high stiffness and high strength are commonly utilized due to their resistance to lateral seismic forces in regions with high seismicity. In this study, concentrically braced frames (CBFs) having different bracing configurations are used to obtain the significance of the pulse period associated with near-fault (NF) ground motion by time-history dynamic analysis. Besides, far-fault (FF) ground motions are also used to compare with NF ground motion results according to chancing bracing configurations. To achieve dynamic responses of steel frames with different concentric bracings under NF ground motions, which especially have small, medium, and long pulse periods, 3-story and 4-span CBFs having different bracing configurations were selected as an example. 4 FF and 12 NF ground motions having different pulse durations were chosen to evaluate the dynamic response of concentrically braced frames. The results showed that peak ground acceleration (PGA) could be identified as a key parameter that controls the response of braced frames under FF ground motions. In addition, the ratio of the pulse duration to the first mode period is the dominant parameter when this ratio is only greater than 1.0 under the NF ground motions.

Keywords

Dynamic response, pulse period, near-fault, concentric bracing, steel frames

References

• [1] Martinelli L, Mulas MG, Perotti F. The seismic response of concentrically braced moment‐resisting steel frames. Earthquake Engineering & Structural Dynamics 1996; 25: 1275-1299.
• [2] Balendra T, Huang X. Overstrength and ductility factors for steel frames designed according to BS 5950. Journal of Structural EngineeringJournal of Structural Engineering 2003;129: 1019-1035.
• [3] Kim J, Choi H. Response modification factors of chevron-braced frames. Engineering Structures 2005; 27(2): 285-300.
• [4] Dicleli M, Mehta A. Seismic performance of a special type of single-story eccentrically braced steel frame. Advances in Structural Engineering 2008; 11(1): 35-51.
• [5] Khandelwal K, El-Tawil S, Sadek F. Progressive collapse analysis of seismically designed steel braced frames. Journal of Constructional Steel Research 2009; 65(3): 699-708.
• [6] Coffield A, Adeli H. An investigation of the effectiveness of the framing systems in steel structures subjected to blast loading. Journal of Civil Engineering Management 2014; 20(6): 767-777.
• [7] Shiravand MR, Shabani MJ. The effect of oblique blast loadings on moment and braced frames in steel structures. Advances in Structural Engineering 2016; 19(4): 563-580.
• [8] Qi Y, Li W, Feng N. Seismic collapse probability of eccentrically braced steel frames. Steel and Composite Structures 2017; 24: 37-52.
• [9] Larijan RJ, Nasserabadi HD, Aghayan I. Progressive collapse analysis of buildings with concentric and eccentric braced frames. Structural engineering and mechanics 2017; 61(6): 755-763.
• [10] Bosco M, Marino E, Rossi P. A design procedure for dual eccentrically braced-moment resisting frames in the framework of Eurocode 8. Engineering structures 2017; 130: 198-215.
• [11] Karsaz K, Tosee SVR. A comparative study on the behavior of steel moment-resisting frames with different bracing systems based on a response-based damage index. Civil Engineering Journal 2018; 4(6), 1354-1373.
• [12] Yaman Z, Ağcakoca E. Performance Analysis of Circular Sieve Owner Center Steel Crosses. Sakarya University Journal of Science 2018; 22(2): 340-349.
• [13] Faroughi A, Sarvghad Moghadam A, Ghanooni Bagha M. The Effects of Number and Location of Bracing Bays on Redundancy of Eccentrically-Braced Steel Moment Frames. Journal of Structural and Construction Engineering 2021; 8(8): 5-20.
• [14] Altan Y. Merkezi ve dışmerkez çaprazlı çelik bina yapılarında deprem performansının belirlenmesi, Master thesis, İstanbul Gelişim Üniversity, Fen Bilimleri Enstitüsü, 2020.
• [15] Yao Z, Wang W, Fang C, Zhang Z. An experimental study on eccentrically braced beam-through steel frames with replaceable shear links. Engineering Structures 2020; 206:110185.
• [16] Haji M, Azarhomayun F, Ghiami Azad AR. Numerical investigation of truss-shaped braces in eccentrically braced steel frames. Magazine of Civil Engineering 2021; 2(102): 10208.
• [17] Barbagallo F, Bosco M, Marino EM, Rossi PP. Seismic performance and cost comparative analysis of steel braced frames designed in the framework of EC8. Engineering Structures 2021; 240: 112379.
• [18] Rouhi A, Hamidi H. Development of performance based plastic design of EBF steel structures subjected to forward directivity effect. International Journal of Steel Structures 2021; 21(3):1092-1107.
• [19] Gürsoy Ş, Yılmaz A. Dış Merkezi Çelik Çapraz Tiplerinin Çerçeve Davranışına ve Yapı Maliyetine Etkisinin İncelenmesi. Düzce Üniversitesi Bilim ve Teknoloji Dergisi 2021; 9(5): 1766-1781.
• [20] TBEC 2018. Turkish building earthquake code. Ministry of Environment and Urbanization of Turkey, Ankara, Turkey.
• [21] Mahmoud S, Alqarni A, Saliba J, Ibrahim AH, Diab H. Influence of floor system on seismic behavior of RC buildings to forward directivity and fling-step in the near-fault region. Structures 2021; 30: 803-817.
• [22] Somerville PG. Magnitude scaling of the near fault rupture directivity pulse. Physics of the earth and planetary interiors 2003; 137: 201-212.
• [23] Yang D, Pan J, Li G. Interstory drift ratio of building structures subjected to near-fault ground motions based on generalized drift spectral analysis. Soil Dynamics and Earthquake Engineering 2010; 30(11): 1182-1197.
• [24] Zou D, Han H, Liu J, Yang D, Kong X. 2017. Seismic failure analysis for a high concrete face rockfill dam subjected to near-fault pulse-like ground motions. Soil Dynamics and Earthquake Engineering 2017; 98: 235-243.
• [25] Liao WI, Loh, CH, Lee, BH. Comparison of dynamic response of isolated and non-isolated continuous girder bridges subjected to near-fault ground motions. Engineering Structures 2004; 26(14): 2173-2183.
• [26] Alavi B, Krawinkler H. Effects of near-fault ground motions on frame structures, John A. Blume Earthquake Engineering Center Stanford. 2001.
• [27] Akkar S, Yazgan U, Gülkan P. Drift estimates in frame buildings subjected to near-fault ground motions. Journal of Structural Engineering 2005; 131(7):1014-1024.
• [28] Malhotra PK. Response of buildings to near‐field pulse‐like ground motions. Earthquake Engineering and Structural Dynamics 1999; 28(11), 1309-1326.
• [29] Chopra AK, Chintanapakdee C. Comparing response of SDF systems to near‐fault and far‐fault earthquake motions in the context of spectral regions. Earthquake engineering and structural dynamics 2001; 30(12): 1769-1789.
• [30] Anderson JC, Bertero VV. Uncertainties in establishing design earthquakes. Journal of Structural Engineering 1987; 113(8): 1709-1724.
• [31] Hayden C, Bray J, Abrahamson N, Acevedo-Cabrera A. Selection of near-fault pulse motions for use in design. 15th International World Conference on Earthquake Engineering; 2012; Lisboa.
• [32] Alavi B, Krawinkler H. The behavior of moment‐resisting frame structures subjected to near‐fault ground motions. Earthquake engineering and structural dynamics 2004; 33(6): 687-706.
• [33] Güneş N, Ulucan ZÇ. Nonlinear dynamic response of a tall building to near-fault pulse-like ground motions. Bulletin of Earthquake Engineering 2019; 17(6): 2989-3013.
• [34] Seismosoft 2022. SeismoSignal-Signal Processing of Strong Motion Data.
• [35] Kardoutsou V, Taflampas I, Psycharis. A new pulse indicator for the classification of ground motions. Bulletin of the Seismological Society of America 2017; 107(3): 1356-1364.
• [36] PEER 2022. Ground Motion Database Pacific Earthquake Engineering Research Center. University of California, California.
• [37] ANSI, B. AISC 360-16, specification for structural steel buildings. Chicago AISC, 2016.
• [38] Computers and Structures Inc. SAP2000: Static and Dynamic Finite Element Analysis of Structures, Berkeley, CA, U.S.A.