Enhancing Seismic Performance of Ductile Moment Frames with Delayed Wire-Rope Bracing Using Middle Steel Plate

Authors: Babak Dizangian, Mohammad Reza Ghasemi, Akram Ghalandari

Abstract:

Moment frames have considerable ductility against cyclic lateral loads and displacements; however, if this feature causes the relative displacement to exceed the permissible limit, it can impose unfavorable hysteretic behavior on the frame. Therefore, adding a bracing system with the capability of preserving the capacity of high energy absorption and controlling displacements without a considerable increase in the stiffness is quite important. This paper investigates the retrofitting of a single storey steel moment frame through a delayed wire-rope bracing system using a middle steel plate. In this model, the steel plate lies where the wire ropes meet, and the model geometry is such that the cables are continuously under tension so that they can take the most advantage of the inherent potential they have in tolerating tensile stress. Using the steel plate also reduces the system stiffness considerably compared to cross bracing systems and preserves the ductile frame’s energy absorption capacity. In this research, the software models of delayed wire-rope bracing system have been studied, validated, and compared with other researchers’ laboratory test results.

Keywords: Ductile moment frame, delayed wire rope bracing, cyclic loading, hysteresis curve, energy absorption.

Digital Object Identifier (DOI): doi.org/10.5281/zenodo.1132292

References:

[1] Bruneau, M., Uang, C.M., Sabelly, R. (1998). "Ductile Design of Steel Structures." McGraw-Hill, New York (USA), Second edition.
[2] Mousavi, A., Zahrai, M. (2016). "Contribution of pre-slacked cable braces to dynamic stability of non-ductile frames; an analytical study." Engineering Structures, Vol. 117, pp. 305–320.
[3] American Institute of Steel Construction, (AISC). (2010). Seismic provisions for structural steel buildings, Chicago.
[4] Miranda, E., Akkar, SD. (2003). "Dynamic instability of simple structural systems." Journal of Structural Engineering, No. 2, pp. 1722–7.
[5] Ibarra, LF., Krawinkler, H. (2005). "Global collapse of frame structures under seismic excitations." Department of Civil and Environmental Engineering, John A. Blume Earthquake Engineering Center report, Stanford University, California, No. 152.
[6] Adam, C., Jager, C. (2012). "Seismic collapse capacity of basic inelastic structures vulnerable to the P-delta effect." Department of Civil Engineering Sciences, University of Innsbruck, Earthquake Engineering Structures Dynamics, pp. 775–793.
[7] Bernal, D. (1987). "Amplification factors for inelastic dynamic P-∆ effects in earthquake analysis." Earthquake engineering and structural dynamics, vol. IS. 6 3 5 4 5 1.
[8] Husid, R. (1967). "Gravity effects on the earthquake response of yielding structure." Earthquake engineering research laboratory California.
[9] Kanvinde, A.M. "Method to evaluate the dynamic stability of structure-shake table tests and nonlinear dynamic analyses." Department of Civil and Environmental Engineering, Stanford University.
[10] Akiyama, H. (2002). "Collapse modes of structures under strong motions of earthquakes." Annals of Geophysics, pp. 791–798.
[11] Adam, C., Jager, C. (2012). "Simplified collapse capacity assessment of earthquake excited regular frame structures vulnerable to P-delta." Engineering Structures, pp. 159–173.
[12] Razavi, M., Sheidayii, M.R. (2012). "Seismic performance of cable zipper-braced frames." Journal of Constructional Steel Research, pp. 49–57.
[13] Ruo-qiang, F., Bin, Y., Jihong, Y. (2013). "Stability of lamella cylinder cable-braced grid shells." Journal of Constructional Steel Research, pp. 220–230.
[14] Mousavi, S.A., Zahrai, S.M., Saatcioglu, M. (2015). “Toward buckling free tension-only braces using slack free connections." Journal of Constructional Steel Research, pp. 329–345.
[15] Renzi, E., Perno, S., Pantanella, S., Ciampi, V. (2007). "Design, test and analysis of a light-weight dissipative bracing system for seismic protection of structures." Earthquake Engng Struct. Dyn, pp. 519–539.
[16] Anagnostides, G., Hargreaves, A.C., Wyatt, T.A. (1989). "Development and application of energy absorption devices based on friction." J. construct. Steel research, pp. 317-336.
[17] Mualla, I.H., Belev, B. (2002). "Performance of steel frames with a new friction damper device under earthquake excitation." Engineering Structures, pp. 365–371.
[18] Bagheri, S., Barghian, M., Saieri, F., Farzinfar, A. (2015). "U-shaped metallic-yielding damper in building structures: Seismic behavior and comparison with a friction damper." Structures.
[19] Kurata, M., Leon, R.T., Des Roches, R. (2012). "Rapid Seismic Rehabilitation Strategy: Concept and Testing of Cable Bracing with Couples Resisting Damper." Journal of structural engineering, ASCE.
[20] Tamai, H., Takamatsu, T. (2005). "Cyclic loading tests on a non-compression brace considering performance-based seismic design." Journal of Constructional Steel Research, pp. 1301-17.
[21] Tagawa, H., Hou, X. (2007). "Seismic retrofit of ductile moment resisting frames using wire-rope bracing." 8th Pacific Conference on Earthquake Engineering, Singapore.
[22] Hou, X., Tagawa, H. (2008). "Wire-rope bracing system with elasto-plastic dampers for seismic response reduction of steel frames." The 14th World Conference on Earthquake Engineering, Beijing, China, pp. 12-17.
[23] Hou, X., Tagawa, H. (2009). "Displacement-restraint bracing for seismic retrofit of steel moment frames." Journal of Constructional Steel Research, pp.1096-1104.