A Technique for Seismic Rehabilitation of Damaged Steel Moment Resisting Frames

Document Type: Regular Paper

Authors

1 Ph.D. Candidate, Department of Civil and Environmental Engineering, Amirkabir University of Technology, Tehran, Iran

2 Assistant Professor, Department of Civil and Environmental Engineering, Amirkabir University of Technology, Tehran, Iran

10.22075/jrce.2020.17829.1342

Abstract

Moment resisting frames (MRF) as one of the conventional lateral load resisting systems in buildings suffer from some limitations including code limitations on minimum span-to-depth ratio to warrant the formation of plastic hinges with adequate length at the ends of the beam. According to seismic codes, in ordinary steel MRFs the span-to-depth ratios should be larger than 5 and in special steel MRFs this ratio should not be less than 7, which is typically difficult to achieve in some cases. For instance, framed-tube structures typically have MRFs with span-to-depth ratios less than the above mentioned ranges. Therefore, existing buildings with small span-to-depth ratios may exhibit poor seismic performance when subjected to seismic excitation. In this paper, a method is presented to rehabilitate such MRFs. Although the idea of using shear link for design of new buildings has been investigated in recent years, this idea can also be used to rehabilitate existing MRFs. Moreover, the novelty of this proposed rehabilitation method in this paper is that it can be used for damaged MRFs after earthquakes to enhance their remaining strength and ductility capacity. While most of the available rehabilitation methods focus on improving the system strength and stiffness, the proposed rehabilitation in this paper is based on the weakening of the beam mid-span that causes the formation of the shear plastic hinge in middle of the beam instead of the two beam ends. Numerical evaluation is conducted to show the efficacy of this method, and the results show that the use of the proposed rehabilitation method considerably increases the ductility capacity of the system during subsequent earthquakes.

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Main Subjects


[1]     F. Mahmoudi, K. M. Dolatshahi, M. Mahsuli, M. T. Nikoukalam, and A. Shahmohammadi, “Experimental study of steel moment resisting frames with shear link,” J. Constr. Steel Res., vol. 154, pp. 197–208, 2019.
[2]     M. T. Nikoukalam and K. M. Dolatshahi, “Development of structural shear fuse in moment resisting frames,” J. Constr. Steel Res., vol. 114, pp. 349–361, 2015.
[3]     A. Ghobarah, “Performance-based design in earthquake engineering: state of development,” Eng. Struct., vol. 23, no. 8, pp. 878–884, 2001.
[4]     S. P. Schneider, C. W. Roeder, and J. E. Carpenter, “Seismic behavior of moment resisting steel frames: Experimental study,” J. Struct. Eng., vol. 119, no. 6, pp. 1885–1902, 1993.
[5]     M. Bruneau, C. M. Uang, and R. Sabelli, Ductile design of steel structures. Boston: McGraw-Hill, 2011.
[6]     AISC (American Institute of Steel Construction), “‘Prequalified connections for special and intermediate steel moment frames for seismic applications.’ ANSI/AISC 358-10,” Chicago, 2010.
[7]     B. S. Taranath, Structural analysis and design of tall buildings: Steel and composite construction. Boca Raton: CRC Press, 2011.
[8]     D. G. Lignos, D. M. Moreno, and S. L. Billington, “Seismic retrofit of steel moment-resisting frames with high-performance fiber-reinforced concrete infill panels: large-scale hybrid simulation experiments,” J. Struct. Eng., vol. 140, no. 3, p. 4013072, 2013.
[9]     Q. Xie, “State of the art of buckling-restrained braces in Asia,” J. Constr. steel Res., vol. 61, no. 6, pp. 727–748, 2005.
[10]    H. Tamai and T. Takamatsu, “Cyclic loading tests on a non-compression brace considering performance-based seismic design,” J. Constr. Steel Res., vol. 61, no. 9, pp. 1301–1317, 2005.
[11]    E. Renzi, S. Perno, S. Pantanella, and V. Ciampi, “Design, test and analysis of a light-weight dissipative bracing system for seismic protection of structures,” Earthq. Eng. Struct. Dyn., vol. 36, no. 4, pp. 519–539, 2007.
[12]    F. Bartera and R. Giacchetti, “Steel dissipating braces for upgrading existing building frames,” J. Constr. Steel Res., vol. 60, no. 3–5, pp. 751–769, 2004.
[13]    L. Di Sarno and A. S. Elnashai, “Bracing systems for seismic retrofitting of steel frames,” J. Constr. Steel Res., vol. 65, no. 2, pp. 452–465, 2009.
[14]    F. E. M. Agency, Techniques for the seismic rehabilitation of existing buildings. FEMA, 2006.
[15]    J. L. Gross, M. D. Engelhardt, C.-M. Uang, K. Kasai, and N. Iwankiw, “Modification of existing welded steel moment frame connections for seismic resistance,” in American Institute of Steel Construction, 2001, vol. 19.
[16]    C.-M. Uang, Q.-S. “Kent” Yu, S. Noel, and J. Gross, “Cyclic testing of steel moment connections rehabilitated with RBS or welded haunch,” J. Struct. Eng., vol. 126, no. 1, pp. 57–68, 2000.
[17]    S. A. Civjan, M. D. Engelhardt, and J. L. Gross, “Slab effects in SMRF retrofit connection tests,” J. Struct. Eng., vol. 127, no. 3, pp. 230–237, 2001.
[18]    S. Leelataviwat, S. C. Goel, and B. Stojadinovic, Drift and yield mechanism based seismic design and upgrading of steel moment frames, vol. 98, no. 29. University of Michigan, 1998.
[19]    J. M. Ricles, R. Sause, M. M. Garlock, and C. Zhao, “Posttensioned seismic-resistant connections for steel frames,” J. Struct. Eng., vol. 127, no. 2, pp. 113–121, 2001.
[20]    C. Christopoulos, A. Filiatrault, and C.-M. Uang, Self-centering post-tensioned energy dissipating (PTED) steel frames for seismic regions. University of California, San Diego, 2002.
[21]    A. Astaneh-Asl, Seismic behavior and design of composite steel plate shear walls. Structural Steel Educational Council Moraga, CA, 2002.
[22]    J. W. Berman and M. Bruneau, “Experimental investigation of light-gauge steel plate shear walls,” J. Struct. Eng., vol. 131, no. 2, pp. 259–267, 2005.
[23]    M. Bruneau, “Seismic retrofit of steel structures,” in Proceeedings 1st Canadian Conference on Effective Design of Structures, McMaster University, Hamilton, Ontario, Canada, 2005.
[24]    A. Jacobsen, T. Hitaka, and M. Nakashima, “Online test of building frame with slit-wall dampers capable of condition assessment,” J. Constr. Steel Res., vol. 66, no. 11, pp. 1320–1329, 2010.
[25]    T. T. Soong and B. F. Spencer Jr, “Supplemental energy dissipation: state-of-the-art and state-of-the-practice,” Eng. Struct., vol. 24, no. 3, pp. 243–259, 2002.
[26]    K. Kasai et al., “Value-added 5-story steel frame and its components: Part 1—Full-scale damper tests and analyses,” in Proceedings 14th World Conf. on Earthquake Engineering, 2008.
[27]    Z. Andalib, M. A. Kafi, A. Kheyroddin, M. Bazzaz, and S. Momenzadeh, “Numerical evaluation of ductility and energy absorption of steel rings constructed from plates,” Eng. Struct., vol. 169, pp. 94–106, 2018.
[28]    M. Bazzaz, M. A. Kafi, A. Kheyroddin, Z. Andalib, and H. Esmaeili, “Evaluating the seismic performance of off-centre bracing system with circular element in optimum place,” Int. J. Steel Struct., vol. 14, no. 2, pp. 293–304, 2014.
[29]    M. Bazzaz, Z. Andalib, A. Kheyroddin, and M. A. Kafi, “Numerical comparison of the seismic performance of steel rings in off-centre bracing system and diagonal bracing system,” Steel Compos. Struct, vol. 19, no. 4, pp. 917–937, 2015.
[30]    M. Bazzaz, A. Kheyroddin, M. A. Kafi, and Z. Andalib, “Evaluation of the seismic performance of off-centre bracing system with ductile element in steel frames,” Steel Compos. Struct., vol. 12, no. 5, pp. 445–464, 2012.
[31]    M. Bazzaz, Z. Andalib, M. A. Kafi, and A. Kheyroddin, “Evaluating the performance of OBS-CO in steel frames under monotonic load,” Earthq. Struct., Int. J, vol. 8, no. 3, pp. 697–710, 2015.
[32]    Z. Andalib, M. A. Kafi, A. Kheyroddin, and M. Bazzaz, “Experimental investigation of the ductility and performance of steel rings constructed from plates,” J. Constr. steel Res., vol. 103, pp. 77–88, 2014.
[33]    M. Bruneau et al., “A Framework to quantitatively assess and enhance the seismic resilience of communities,” Earthq. Spectra, vol. 19, no. 4, pp. 733–752, 2003, doi: 10.1193/1.1623497.
[34]    M. Bruneau and A. M. Reinhorn, “Overview of the resilience concept,” in 8th US National Conference on Earthquake Engineering, 2006.
[35]    F. Mahmoudi, K. M. Dolatshahi, M. Mahsuli, A. Shahmohammadi, and M. T. Nikoukalam, “Experimental evaluation of steel moment resisting frames with a nonlinear shear fuse,” in Geotechnical and Structural Engineering Congress 2016, pp. 624–634.
[36]    AISC (American Institute of Steel Construction), “‘Seismic provisions for structural steel buildings.’ AISC/ANSI 341-10,” Chicago, 2010.
[37]    E. Kaufmann, B. Metrovich, and A. Pense, “Characterization of cyclic inelastic strain behavior on properties of A572 Gr. 50 and A913 Gr. 50 rolled sections,” 2001.
[38]    O. Moammer and K. M. Dolatshahi, “Predictive equations for shear link modeling toward collapse,” Eng. Struct., vol. 151, pp. 599–612, 2017.