Seismic Vulnerability Assessment of Simple Steel Buildings with RC Shear Wall

Document Type : Original Research

Authors
A. hajipour
M. R. Mohammadizadeh
Department of Civil Engineering, University of Hormozgan
Abstract
Nowadays with development of urbanity, request for dwelling has increased extremely. In all the cases the steel structures as for the high speed of construction have a special status. Among the defect of steel buildings than concrete type is higher cost of construction. Hence, occasionally the fabricators with a view to imparting of advantage of both the construction speed and some deal decreasing providing cost of steel lateral bracing, use the steel buildings with reinforced concrete shear wall as lateral bearing system. Hence, study in the field of analysis and design of this structure system seems necessary. At present, one of the most important goals of earthquake engineers is predicting of the structures behavior versus future earthquakes. Today, it has become evident that structures designed on the basis of the existing regulations sustain extensive damages in under intense earthquakes. Thus, performance-oriented design as a method based on acceptance of expected displacement and ductility has been considered. In earthquake engineering, it is imperative to determine the capacity and the seismic demand of the structure in terms of performance. The performance assessment of nonlinear systems is a complex task requiring appropriate analytical methods suitable for modeling the behavior of the structure against the earthquake. The incremental dynamic analysis is an analytical tool which can be used to assess performance in earthquake engineering. This method is able to estimate the seismic demand and limit states of the capacity of a structure under seismic loading using suitable records scales to several levels. Utilizing this method, one can attain better understanding of the behavior of a structure from elastic to destruction conditions. In the present research, dynamic analysis of the time history and the robust software OpenSees have been employed considering the geometric nonlinear effects of materials for seven buildings having 3, 6, 9, and 12 stories and two plans. The structures under consideration are analyzed using incremental dynamic analysis and the robust Opensees software subsequent to the design phase and considering the designed sections, gravity loading characteristics and specifications and seismic parameters. Then, graphing the cluster curves and IDA quantiles the buildings under consideration are assessed. Although the results of this study indicate better performance of the moderate structures in comparison to the short and rise structures, it seems that the proper height of a structure with respect to the characteristics of the soil of its construction site and the parameters of the resonance and damping between the structure and the soil (the effect of soil and structure interaction) and the frequency content of the acceleration records of the first mode in the region. The seismic intensity estimation parameter (which is considered in this study, the first-mode spectral acceleration) is a determinant factor in reflecting the behavior of the earthquake acceleration record applied to the structure. In order to conduct a detailed study with the IDA analysis, it is necessary to select the severity criterion in a way that best describes the content of the selected accelerogram.

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[1] Vamvatsikos, D., and Cornell, C.A., “Incremental dynamic analysis”, Earthquake Engineering and Structural Dynamics, 31(3), 2002, PP. 491-514.
[2] Bertero, V.V., “Strength and Deformation Capacities of Buildings Under Extreme Environments”, Structural Engineering and Structural Mechanics, Pister KS (ed), Prentice-Hall: Englewood Cliffs, NJ, 1977, pp. 211-215.
[3] Vamvatsikos, D., and Cornell, C.A., “The Incremental Dynamic Analysis and its Application to Performance Based Earthquake Engineering”, 12th European Conference on Earthquake Engineering, London, Paper No. 479, 2002.
[4] Mackie, K. and Stojadinovic, B., “Relation Between Probabilistic Seismic Demand Analysis and Incremental Dynamic Analysis”, 7th US National Conference on Earthquake Engineering, 2002, Boston, MA.
[5] Jalayer, F., and Cornell, C.A., “Application of Incremental Dynamic Analysis to an RC Structure”, Fib Symposium Concrete Structures in Seismic Regions, Athens, 2003.
[6] Mander, J.B., Dhakal, R.B., and Mashiko, N., “Incremental Dynamic Analysis Applied to Seismic Risk Assessment of Bridges”, 8th US National Conference on Earthquake Engineering, 2006, San Francisco, California, USA.
[7] Han W.S. and Chopra, A.K., “Approximate Incremental Dynamic Analysis Using the Modal Pushover Analysis Procedure”, Earthquake Engineering & Structural Dynamics, 35(15), 2006, PP. 1853-1974.
[8] Kim, T.W., Foutch, D., LaFave, J.M., and Wilcoski, J., “Performance Assessment of Reinforced Concrete Structural Walls for Seismic Loads”, Department of Civil and Environmental Engineering University of Illinois at Urbana-Champaign Urbana, Illinois, Structural Research Series No. 634, May 2004.
[9] Hamburger, R.O., and Moehle, J.P., “State of Performance-Based Engineering in the United States”, Technical report, University of California, Berkeley, USA, 2002.
[10] Uriz, P., and Mahin, S.A., “Seismic Performance Assessment of Concentrically Braced Steel Frames”, 13th World Conference on Earthquake Engineering, Vancouver, B.C., Canada, August1-6, Paper No.1639, 2004.
[11] Karavasilis, T.L., Bazeos, N., and Beskos, D.E., “Maximum displacement profiles for the performance based seismic design of plane steel moment resisting frames”, Engineering Structures, 28(1), 2006, pp. 9–22.
[12] Khaloo, A., and Tonekaboni, M., “Risk based seismic assessment of structures”, Advances in Structural Engineering, 16(2), 2013, pp. 307–314.
[13] Montiel, M.A., and Ruiz, S.E., “Influence of structural capacity uncertainty on seismic reliability of buildings under narrow-band motions”, Earthquake Engineering & Structural Dynamics, 36(13), 2007, pp. 1915–1934.
[14] Yun, S.Y., Hamburger, R.O., Cornell, C.A., and Foutch, D.A. Seismic performance evaluation for steel moment frames, Journal of Structural Engineering, ASCE, 128(4), 2002, pp. 534–545.
[15] Mansouri I., Wan Hu J., Shakeri K., Shahbazi S., Nouri B., “Assessment of Seismic Vulnerability of Steel and RC Moment Buildings Using HAZUS and Statistical Methodologies,” Discrete Dynamics in Nature and Society, 2017, Article ID 2698932.
[16] Bojorquez, E., Teran-gilmor, A., Ruiz, S., Reyes-Salazar, A., “Evaluation of Structural Reliability of Steel frames considering cumulative damage”, The 14 World Conference on Earthquake Engineering, 2008.
[17] Bojorquez, E., Ruiz, S.E., and Teran-Gilmore, A., “Reliability-based evaluation of steel structures using energy concepts”, Engineering Structures, 30(6), 2008, pp. 1745–1759.
[18] Freddi, F., Tubaldi, E., Ragni, L., and Dall'Asta, A., “Probabilistic performance assessment of low-ductility reinforced concrete frames retrofitted with dissipative braces”, Earthquake Engineering & Structural Dynamics, 42(7), 2013, pp. 993–1011.
[18] Jalayer, F., and Cornell, C.A., “A Technical Framework for Probability-Based Demand and Capacity Factor Design (DCFD) Seismic Formats”, PEER Report 2003/08, University of California Berkeley, November 2003.
[19] Vamvatsikos, D., and Cornell, C.A., “Incremental dynamic analysis, Earthquake Engineering and Structural Dynamics”, 31(3), 2002, PP. 491-514.
[20] Asgarian, B., Sadrinejad, A. and Alanjari, P. (2010). “Seismic performance evaluation of steel moment resisting frames through incremental dynamic analysis”, Journal of Constructional Steel Research, 66)2(, 2010, pp. 178–190.
[21] FEMA 273, NEHRP guidelines for Seismic Rehabilitation of Buildings, Building Seismic Safety Council for the Federal Emergency Management Agency, Washington D.C., USA, 1996.
[22] FEMA-355F, State of the Art Report on Performance Prediction and Evaluation of Steel Moment-Frame Buildings, Federal Emergency Management Agency, Washington D.C., USA, 2000.
[23] Iranian National Building Regulations, Six Issue, (Loads on Buildings) National Building Regulation Office, Ministry of Roads and Buildings, 2013. (in Persian)
[24] Iranian Code of Practice for Seismic Resistant Buildings Design (Standard No. 2800), Fourth Edition, Building and Housing Research Center, November 2014, (in Persian)
[25] Iranian National Building Regulations, Tenth Issue, (Design and Construction of Steel Buildings) National Building Regulation Office, Ministry of Roads and Buildings, 2013. (in Persian)
[26] Iranian National Building Regulations, ninth Issue, (Design and Construction of Reinforced Concrete Buildings) National Building Regulation Office, Ministry of Roads and Buildings, 2013. (in Persian)
[27] Mazzoni, S., McKenna, F., Scott, M. H. and Fenves, G. L., “Open System Earthquake Engineering simulation”, User Manual, http://opensees.berkeley.edu/.
[28] Filippou F.C., Popov, E.P., and Bertero, V.V., "Effects of Bond Deterioration on Hysteretic Behavior of Reinforced Concrete Joints". Report EERC 83-19, Earthquake Engineering Research Center, University of California, Berkeley, 1983.
[29] Scott, B.D., Park, R., and Priestly, M.J.N., “Stress-Strain Behavior of Concrete Confined by Overlapping Hoops at Low and High Strain Rates”, ACI Journal, 79(1), 1982, PP. 13-27.
[30] Terzic, V., “Force-based Element vs. Displacement-based Element”, University of California, Berkeley, USA, December, 2011.
Modares Civil Engineering journal
Volume 18, Issue 4
November and December 2018
Pages 71-83