Investigation of Adequacy of Adjacent Building Seismic Joints in Tehran City Corresponding to Seismic Hazard Analysis, Site Effects and Nonlinear Dynamic Analysis

Document Type : Regular Paper


1 Department of Structure & Earthquake Engineering, Faculty of Civil Engineering, Shahid Beheshti University, Tehran, 16589-53571, Iran

2 Faculty of Civil Engineering, Shahid Beheshti University, Tehran, 16589-53571, Iran


The topic of pounding of adjacent structures has greatly attracted the attention of researchers in recent years. Among the observed damages due to the earthquake, one could refer to those damages induced by pounding of the adjacent structures which is a prevalent phenomenon. The reason for this issue is the lack of separation joint or its inadequacy between two adjacent buildings. When an earthquake occurs, difference in the structures' frequencies would result in difference in their reaction relative to the ground acceleration and pounding would take place. In this article the effects of site soil type, structure type, its height and distance from the fault on the separation joint for the steel and reinforced concrete moment resisting buildings with 3, 5, 8 and 12 stories are investigated. The structural models are first designed by structural design software and then are analyzed under various time histories using Seismostruct software. The obtained results show that the highest hazard risks corresponding to collision between the adjacent buildings belong to areas near the faults located on soft soil types and collision of two buildings with different types is the most severe collision. Different conditions have been discussed in this paper and based on the results, some editions to criteria of seismic design code of Iran has been proposed considering to distance to active faults, soil conditions and type of structure.


Main Subjects

[1] Chetan J. Chitte, Anand S. Jadhav, Hemraj R. Kumavat. (2014). "Seismic Pounding Between Adjacent Building Structures Subjected To Near Field Ground Motion". International Journal of Research in Engineering and Technology, Volume 03 Special Issue 09.
[2] Anagnostopulos, S. A. (1988). "Pounding of buildings in series during earthquakes." Earthquake Engineering and structural Dynamics., VOL. 16, PP. 443-456.
[3] Westermo, B. D. (1989).  "The dynamics of interstructural connection to prevent pounding." Earthquake engineering and structural Dynamics., VOL. 18, PP 687-699.
[4] Lin, J. H. Weng, C. C. (2001). "Probability analysis of seismic pounding of adjacent building." Earthquake Engineering and structural Dynamics., Vol. 30, PP. 1539-1557.
[5] Garcia, D. L. (2005). "Critical building separation distance in reducing pounding risk under earthquake excitation." Earthquake Engineering and structural Dynamics., Vol. 27, pp. 393-396.
[6] Dogan, M., Gunaydın, A. (2009). Pounding of adjacent RC buildings during seismic loads.  Journal of Engineering and Architecture Faculty of Eskişehir Osmangazi University, Vol: XXII, No:1.
[7] Raghunandan M H, Suma Devi. (2015). "SEISMIC POUNDING BETWEEN ADJACENT RC BUILDINGS WITH AND WITHOUT BASE ISOLATION SYSTEM". International Journal of Research in Engineering and Technology. Volume04 Issue 06  June-2015.
[8] Zafarani, H., Noorzad, A., Ansari, A., and Bargi, K. (2008). Stochastic modeling of Iranian earthquakes and estimation of ground motion for future earthquakes in Greater Tehran. Soil Dynamics and Earthquake Engineering, 29 (2009) 722–741.
[9] International Institute of Earthquake Engineering and Seismology (IIEES), 2003. Major Active faults of Iran.
[10] Japan International Cooperation Agency. (2000). The Study on Seismic Microzoning of the Greater Tehran Area in the Islamic Republic of Iran, Tehran.
[11] Japan International Cooperation Agency (JICA), Centre for Earthquake and Environmental Studies of Tehran (CEST), The Study on Seismic microzoning of the greater Tehran area in the islamic republic of  Iran, Tehran Municipality, November 2000.
[12] Jafari,M.K, Razmkhah, A., KeshavarzBakhshayesh, M., (2003). Microzonation of shear wave velocity of Tehran area deposits, Journal of technical faculty of Tehran University, Volume 37, No2. Pages 213-225. (in Persian).
[13] Ghayomian, J., Khamechian, M.,Movahhedi, A. A. (2003). Relations  of estimation of shear wave velocity in the range of Quaternary deposits in central Tehran. Conference Proceedings of Geological Society of Iran, Isfahan University, (in Persian).
[14] Building & Housing Research Center (BHRC) of Iran, 2014. Iranian code of practice for seismic resistant design of buildings standard No. 2800, 4th edition, Iran.
[15] Campbell, K. W., and Bozorgnia, Y. (2008). NGA Ground Motion Model for the Geometric Mean Horizontal Component of PGA, PGV, PGD and 5% Damped Linear Elastic Response Spectra for Periods Ranging from 0.01 to 10 s. Earthquake Spectra, Volume 24, pages 139–171
[16] Boore, D. M., and Atkinson, G. M. (2008). Ground-motion prediction equations for the average horizontal 99 component of PGA, PGV, and 5%-damped PSA at spectral periods between 0.01 s and 10.0 s, Earthquake Spectra 24, 99–138.
[17] Chiou, B., and Youngs, R. R. ( 2008). An NGA model for the average horizontal component of peak 173 ground motion and response spectra, Earthquake Spectra 24, 173–216.
[18] Shoja-Taheri, J., Naserieh, S., and Hadi, G. (2008 ). A test of the applicability of NGA models to the strong ground-motion data in the Iranian plateau. Journal of Earthquake Engineering 14, 278–292.
[19] Saffari, H., Kuwata, Y., Takada, S., and Mahdavian, A. (2012). Updated PGA, PGV, and Spectral Acceleration Attenuation Relations for Iran. Earthquake Spectra, Volume 28, pages 257–276
[20] Iranian national regulations for construction, 2013, Design and Construction of the reinforced concrete buildings (Volume9), Tosehe Iran Publisher, 304pp, (in Persian).
[21] Iranian national regulations for construction, 2013, Design and Construction of the steel buildings (Volume10), Tosehe Iran Publisher, 373pp, (in Persian).
[22] American Society of Civil Engineers (2016). Seismic design criteria for structures, systems, and components in nuclear facilities, Structural Engineering Institute, Working Group for Seismic Design Criteria for Nuclear Facilities.
[23] Federal Emergency Management Agancy, (2000). PrestandardAnd Commentary for The Seismic Reabilitation of Building, (Fema 356), Washington, D. C.