Düz Döşemeli Binaların Yakın Fay Yer Hareketleri Altındaki Sismik Davranışı

Year 2023, Volume: 11 Issue: 4, 1972 - 1995, 24.10.2023

Hasan Sesli , Yusuf Sönmezoğlu , Mehmet Emin Arslan

https://doi.org/10.29130/dubited.1214030

Abstract

Yakın fay yer hareketlerine maruz yapıların yapısal yer değiştirme veya süneklik taleplerinin genellikle normal yer hareketlerine nazaran daha büyük olduğu iyi bilinmektedir. Bu nedenle, faya yakın bölgelerdeki deprem kayıtlarının yapıların sismik davranışı üzerindeki etkisi son yıllarda yaygın olarak araştırılmaktadır. En büyük yer hareketi ivmesi (PGA), yapısal davranışı belirleyen en önemli parametrelerden bir tanesidir. Bununla birlikte yapısal davranış, yapının fay bölgesine olan mesafesine, en yüksek yer hareketi hızının (PGV) en yüksek yer hareketi ivmesine oranına, yer hareketinin hız darbe süresine ve yapının doğal periyoduna bağlı olmaktadır. Bu çalışmada, düz döşemeli binaların yakın fay yer hareketleri altındaki sismik davranışları incelenmiştir. SAP 2000 sonlu elemanlar analiz paket programı kullanılarak TBDY-2018'e göre tasarlanan 30 katlı bir bina için doğrusal zaman tanım alanında analizler yapılmıştır. Elde edilen sonuçlar, kirişli döşemeli binadan elde edilen sonuçlar ile karşılaştırılmıştır. PGV/PGA oranının düz döşemeli sistemler üzerinde oldukça etkili olduğu sonucuna varılmıştır.

Keywords

Seismic behavior, Near-fault, Slab system

The Seismic Behavior of Buildings with Flat Slab Systems under Near-Fault Ground Motions

Abstract

It is well known that structural displacement or ductility demands of structures subjected to near-fault ground motions are generally greater than ordinary ground motions. Therefore, the effect of earthquake records in the near region on the seismic behavior of structures has been widely studied in the last decades. Peak ground acceleration (PGA) is an important key parameter, which determines structural behavior. However, structural behavior depends on the distance of the structure to the fault zone, the ratio of peak ground velocity (PGV) to peak ground acceleration, the velocity pulse duration of ground motion, and the natural period of the structure. In this study, the seismic behavior of buildings with flat slab systems was investigated under near-fault ground motions. Linear time history analysis was performed for a 30-storey building designed according to TBEC-2018 using SAP 2000 finite element analysis software. Results were compared with the behavior of the building with a solid slab system. It is concluded that the ratio of PGV/PGA is very effective on the flat slab systems.

Keywords

Seismic behavior, Near-fault, Slab system

References

• [1] J. D. Bray, and A. Rodriguez-Marek, “Characterization of forward-directivity ground motions in the near-fault region,” Soil Dynamics and Earthquake Engineering, vol. 24, no. 11, pp. 815–828, 2004.
• [2] Ö. Umut, “The Effects of Near-Fault Ground Motion on Structures and the Design of Earthquake Resistant Structures using Isolated-Fluid Damper Systems,” M.S. thesis, Institute of Science, İstanbul Technical University, Turkey, 2006.
• [3] D. Yılmaz, and K. Soyluk, “Comparative analysis of steel arch bridges under near-fault ground motion effects of directivity-pulse and fling-step,” Journal of Structural Engineering, vol. 2, pp. 63–74, 2019.
• [4] H. Sesli, Z. Tonyalı, and M. Yurdakul, “An investigation on seismically isolated buildings in near-fault region,” Journal of Innovative Engineering and Natural Science, vol. 2, no. 2, pp. 47–65, 2022.
• [5] J. F. Hall, T. H. Heaton, M. W. Halling, and D. J. Wald, “Near-source ground motion and its effects on flexible buildings,” Earthquake Spectra, vol. 11, no. 4, pp. 569–605, 1995.
• [6] P. K. Malhotra, “Response of buildings to near field pulse like ground motions,” Earthquake Engineering and Structural Dynamics, vol. 28, pp. 1309–1326, 1999.
• [7] W. I. Liao, C. H. Loh, and S. Wan, “Earthquake responses of RC moment frames subjected to near‐fault ground motions,” The Structural Design of Tall Buildings, vol. 10, no. 3, pp. 219–229, 2001.
• [8] A. Ghobarah, “Response of structures to near-fault ground motion,” 13th World Conference on Earthquake Engineering, Canada, 2004, pp. 1031.
• [9] B. Alavi, and H. Krawinkler, (2004). “Strengthening of moment-resisting frame structures against near-fault ground motion effects,” Earthquake Engineering and Structural Dynamics, vol. 33, pp. 707–722, 2004.
• [10] C. P. Providakis, “Pushover analysis of base isolated steel concrete composite structures under near fault excitations,” Soil Dynamics and Earthquake Engineering, vol. 28, pp. 293–304, 2007.
• [11] F. Mazza, and A. Vulcano, “Nonlinear dynamic response of rc framed structures subjected to near-fault ground motions,” Bulletin of Earthquake Engineering, vol. 8, no. 6, pp. 1331-1350, 2010.
• [12] C. E. Ventura, M. Archila, A. Bebamzadeh, and W. D. Liam Finn, “Large coseismic displacements and tall buildings,” The Structural Design of Tall and Special Buildings, vol. 20, pp. 85–99, 2011.
• [13] N. Güneş, and S. Ç. Ulucan, “Nonlinear dynamic response of a tall building to near fault pulse like ground motions,” Bulletin of Earthquake Engineering, vol. 17, pp. 2989–3013, 2019.
• [14] A. Daei, and M. Poursha, “On the accuracy of enhanced pushover procedures for seismic performance evaluation of code-conforming RC moment-resisting frame buildings subjected to pulse-like and non-pulse-like excitations,” Structures, vol. 32, pp. 929–945), 2021.
• [15] S. Mahmoud, A. Alqarni, J. Saliba, A. H. Ibrahim, M. Genidy, and H. Diab, “Influence of floor system on seismic behavior of RC buildings to forward directivity and fling-step in the near-fault region,” Structures, vol. 30, pp. 803–817, 2021.
• [16] Turkish Building Earthquake Code (TBEC 2018), Ministry of Environment and Urbanization of Turkey, 2018.
• [17] D. Yılmaz, “Dynamic Analysis of Steel Arch Bridges for Near-Fault Ground Motions Travelling with Finite Wave Velocity,” M.S. thesis, Graduate School of Natural and Applied Sciences, Gazi University, Turkey, 2018.
• [18] P. G. Somerville, “Magnitude scaling of the near fault rupture directivity pulse,” Physics of the earth and planetary interiors, vol. 137, pp. 201–212, 2003.
• [19] D. Yang, J. Pan, and G. Li, “Interstory drift ratio of building structures subjected to near-fault ground motions based on generalized drift spectral analysis,” Soil Dynamics and Earthquake Engineering, vol. 30, no. 11, pp. 1182–1197, 2010.
• [20] D. Zou, H. Han, J Liu, D. Yang, and X. Kong, “Seismic failure analysis for a high concrete face rockfill dam subjected to near-fault pulse-like ground motions,” Soil Dynamics and Earthquake Engineering, vol. 98, pp. 235–243, 2017.
• [21] W. I. Liao, C. H. Loh, and B. H. Lee, “Comparison of dynamic response of isolated and non-isolated continuous girder bridges subjected to near-fault ground motions,” Engineering Structures vol. 26, pp. 2173–2183, 2004.
• [22] J. P. Stewart, S. J. Chiou, J. D. Bray, R. W. Graves, P. G. Somerville, and N. A. Abrahamson, “Ground Motion Evaluation Procedures for Performance-Based Design,” Pacific Earthquake Engineering Research Center, University of California, Berkeley, PEER Report 2001/09, 2001.
• [23] S. Akkar, U. Yazgan, and P. Gülkan, “Drift estimates in frame buildings subjected to near-fault ground motions,” Journal of Structural Engineering, vol. 131, no. 7, pp. 1014–1024, 2005.
• [24] B. Alavi, and H. Krawinkler, “The behavior of moment‐resisting frame structures subjected to near‐fault ground motions,” Earthquake Engineering and Structural Dynamics, vol. 33, no. 6, pp. 687–706, 2004.
• [25] The Pacific Earthquake Engineering Research Center (PEER). (2022, December). PEER Ground Motion Database [Online]. Available: https://ngawest2.berkeley.edu
• [26] Design loads for buildings, Turkish Standards Institution TS 498, 1997.
• [27] SAP2000, Software, V23, Berkeley (U.S.A): Computers and Structures Inc., 2023.