Seismic Assessment of Old Existing RC Buildings with Masonry Infill in Madinah as per ASCE

Authors: Tarek M. Alguhane, Ayman H. Khalil, M. N. Fayed, Ayman M. Ismail

Abstract:

An existing RC building in Madinah is seismically evaluated with and without infill wall. Four model systems have been considered i.e. model I (no infill), model IIA (strut infill-update from field test), model IIB (strut infill- ASCE/SEI 41) and model IIC (strut infill-Soft storey- ASCE/SEI 41). Three dimensional pushover analyses have been carried out using SAP2000 software incorporating inelastic material behavior for concrete, steel and infill walls. Infill wall has been modeled as equivalent strut according to suggested equation matching field test measurements and to the ASCE/SEI 41 equation. The effect of building modeling on the performance point as well as capacity and demand spectra due to EQ design spectrum function in Madinah area has been investigated. The response modification factor (R) for the 5 story RC building is evaluated from capacity and demand spectra (ATC-40) for the studied models. The results are summarized and discussed.

Keywords: Infill wall, Pushover Analysis, Response Modification Factor, Seismic Assessment.

Digital Object Identifier (DOI): doi.org/10.5281/zenodo.1099078

References:

[1] J. Roobol (2007) "Cenozoic faults in Western Saudi Arabia" In: 7th meeting of the Saudi society for geosciences, King Saudi University, Riyadh, Saudi Arabia.
[2] M. Al-Saud (2008) "Seismic characteristics and kinematic models of Makkah and central Red Sea regions" Arab J. Geosci, 1:49–61.
[3] S. Aldamegh, H. Moussa, S. Al-Arifi and M. Moustafa (2012)" Focal mechanism of Badr earthquake, Saudi Arabia of August 27, 2009" Arab J Geosci (2012) 5:599–606.
[4] F. J. Crisafulli, A. J. Carr and R. Park (2000) "Analytical modeling of infilled frame structures-A General Review" Bulletin of the New Zealand Society for Earthquake Engineering, 33(1), 30-47.
[5] F. J. Crisafulli and A. J. Carr (2007) " Proposed macro-model for the analysis of in-filled frame structures " Bulletin of the New Zealand Society for Earthquake Engineering, Vol. 40, No. 2, June 2007.
[6] Federal Emergency Management Agency, FEMA 356, (2000), "Prestandard and Commentary for seismic re-habitation of buildings", Washington, D.C.
[7] ASCE/SEI 41, (2007) "Seismic Rehabilitation of Existing Buildings, American Society of Civil Engineers, Reston, Virginia.
[8] P. Asteris, D. Kakaletsis, C. Chrysostomou and E. Smyrou (2011) "Failure Modes of In-filled Frames" Electronic Journal of Structural Engineering 11(1).
[9] I. Haris, Z. Hortobagyi, (2012), "Comparison of experimental and analytical results on masonry infilled RC frames for cyclic lateral load", Periodical Polytechnic Civil Engineering.
[10] D. Samoila (2012) "Analytical modeling of masonry in-fills", Civil Engineering and Architecture, 55(2), 2012, 127–136.
[11] SAP2000, Integrated Software for Structural Analysis & Design. Computers & Structures, Inc., Berkeley, California, USA, 2011.
[12] ATC-40 (1996) "Seismic evaluation and retrofit of concrete building" Report, Applied Technology Council. Redwood City, California.
[13] Federal Emergency Management Agency, FEMA 273, (1997), "Guidelines for the Seismic Rehabilitation of Buildings", Washington, D.C.
[14] Federal Emergency Management Agency, FEMA 440, (2005), "Improvement of Nonlinear Static seismic analysis procedures", Washington, D.C.
[15] ATC-19(1995) "Structural response modification factors" Report, Applied Technology Council. Redwood City, California.
[16] C. M. Uang (1991) "Establishing R (or Rw) and Cd factors for building seismic provisions" Journal of structural Engineering, ASCE, 19-28.
[17] A. J. Kappos (1999) "Evaluation of behavior factors on the basis of ductility and over-strength studies" Engineering Structures, V. 21, No. 9, pp. 823-835.
[18] A. M. Mwafy, A. S. Elnashai (2002) "Calibration of force reduction factors of RC buildings" Journal of Earthquake Engineering, 239- 273.
[19] M. R. Maheri and R. Akbari (2003) "Seismic behavior factor, R, for steel X-braced and knee-braced RC buildings" Engineering Structures, Vol. 25(12), pp. 1505-1513.
[20] E. Miranda and V. V. Bertero (1994) "Evaluation of Strength Reduction Factors for Earthquake-Resistant Design" Earthquake Spectra, 10(2), 357-379.
[21] NBCC (2005). National Building Code of Canada 2005, National Research Council, Ottawa.
[22] T. M. Alguhane, (2014) "Monitoring of buildings structures in Madinah", Ph.D., Ain Shams University Faculty of Engineering 2014.
[23] Euro-code-6(2005) "Design of masonry structures, General Rules and Rules for Buildings Rules for Reinforced and Unreinforced Masonry" European Committee for standardization, Brussels ENV1996-1-1.
[24] S. Akkar, A. Metin (2007) "Assessment of improved nonlinear static procedures in FEMA-440" Journal of Structural Engineering, ASCE;133(9):1237-46.
[25] A. K. Chopra, and, C. Chintanapakdee (2004) "Evaluation of modal and FEMA pushover analyses: vertically regular and irregular generic frames" Earthquake Spectra; 20(1):255-71.
[26] E. Irtem and U. Hasgul (2009) "Investigation of effects of nonlinear static analysis procedures to performance evaluation on low-rise RC buildings" Journal of Performance for Constructed Facilities, ASCE; 23(6):456_66.
[27] E. Kalkan and S. K. Kunnath (2007) "Assessment of current nonlinear static procedures for seismic evaluation of buildings". Engineering Structures;29(3): 305-16.
[28] Saudi Building Code - Structural requirements for Loads and Forces - SBC 301 (2007).