Estimation of Hysteretic Damping in Steel Dual Systems with Buckling Restrained Brace and Moment Resisting Frame
Nowadays, energy dissipation devices are commonly
used in structures. High rate of energy absorption during earthquakes
is the benefit of using such devices, which results in damage
reduction of structural elements, specifically columns. The hysteretic
damping capacity of energy dissipation devices is the key point that it
may adversely make analysis and design process complicated. This
effect may be generally represented by Equivalent Viscous Damping
(EVD). The equivalent viscous damping might be obtained from the
expected hysteretic behavior regarding to the design or maximum
considered displacement of a structure. In this paper, the hysteretic
damping coefficient of a steel Moment Resisting Frame (MRF),
which its performance is enhanced by a Buckling Restrained Brace
(BRB) system has been evaluated. Having foresight of damping
fraction between BRB and MRF is inevitable for seismic design
procedures like Direct Displacement-Based Design (DDBD) method.
This paper presents an approach to calculate the damping fraction for
such systems by carrying out the dynamic nonlinear time history
analysis (NTHA) under harmonic loading, which is tuned to the
natural system frequency. Two MRF structures, one equipped with
BRB and the other without BRB are simultaneously studied.
Extensive analysis shows that proportion of each system damping
fraction may be calculated by its shear story portion. In this way,
contribution of each BRB in the floors and their general contribution
in the structural performance may be clearly recognized, in advance.
[1] Kim J, Seo Y. Seismic design of low-rise steel frames with bucklingrestrained
braces. Engineering Structures 2004; 26(5):543–51.
[2] Kim J, Choi H. Behavior and design of structures with bucklingrestrained
braces. Engineering Structures 2004; 26(6):693–706
[3] Sahoo DR, Chao SH. Performance-based plastic design for bucklingrestrained
braced frames. In: Proceedings of 9th US national and 10th
Canadian conference on earthquake engineering. 2010 (in press).
[4] Zhao, J., Wu, B. and Ou, J. (2011), a novel type of angle steel bucklingrestrained
brace: Cyclic behavior and failure mechanism. Earthquake
Engng. Struct. Dyn, 40: 1083–1102.
[5] Aidcer L. Vidot-Vega, Mervyn J. Kowalsky, Drift, strain limits and
ductility demands for RC moment frames designed with displacementbased
and force-based design methods, Engineering Structures, Volume
51, June 2013, Pages 128-140
[6] Priestley MJN, Calvi GM, Kowalsky MJ. Displacement-based seismic
design of structures. IUSS Press; 2007 (721pp.).
[7] Maley TJ, Sullivan TJ, Della Corte G. Development of a displacementbased
design method for steel dual systems with buckling-restrained
braces and moment-resisting frames. Journal of Earthquake Engineering
2010; 14(S1): 106–40.
[8] Romero P, Reaveley L, Miller P, Okahashi T (2003) Full-scale testing of
WC Series buckling-restrained braces, Department of Civil and
Environmental Engineering, University of Utah, USA
[9] ANSI/AISC 360-10, Specification for Structural Steel Buildings,
American Institute of Steel Construction, USA 2010.
[10] AISC. ANSI/AISC 341-10. Seismic provisions for structural steel
buildings. Chicago (IL): American Institute of Steel Construction; 2010.
[11] Chopra AK, Goel RK. Building period formulas for estimating seismic
displacements. Earthquake Spectra 2000; 16(2):533–6.
[12] Jacobsen, L. S. (1930) “Steady forced vibrations as influenced by
damping,” ASME Transactione 52(1), 169–181.
[13] Federal Emergency Management Agency. Prestandard and commentary
for the seismic rehabilitation of buildings. Report FEMA 356,
Washington, DC, 2000.
[14] Garcia, R., Sullivan, T. J., and Della Corte, G. (2009) ‘‘Development of
a displacement-based design method for steel frame-RC wall buildings’’
Journal of Earthquake Engineering 14(2), 252–277.
[15] Fabio Mazza, Alfonso Vulcano, 2014. Design of Hysteretic Damped
Braces to Improve the Seismic. Ingegneria Sismica. , pp.5-16
[16] ASCE 7-05. Minimum design load for buildings and other structures.
Reston (VA): American Society of Civil Engineers; 2005.
[1] Kim J, Seo Y. Seismic design of low-rise steel frames with bucklingrestrained
braces. Engineering Structures 2004; 26(5):543–51.
[2] Kim J, Choi H. Behavior and design of structures with bucklingrestrained
braces. Engineering Structures 2004; 26(6):693–706
[3] Sahoo DR, Chao SH. Performance-based plastic design for bucklingrestrained
braced frames. In: Proceedings of 9th US national and 10th
Canadian conference on earthquake engineering. 2010 (in press).
[4] Zhao, J., Wu, B. and Ou, J. (2011), a novel type of angle steel bucklingrestrained
brace: Cyclic behavior and failure mechanism. Earthquake
Engng. Struct. Dyn, 40: 1083–1102.
[5] Aidcer L. Vidot-Vega, Mervyn J. Kowalsky, Drift, strain limits and
ductility demands for RC moment frames designed with displacementbased
and force-based design methods, Engineering Structures, Volume
51, June 2013, Pages 128-140
[6] Priestley MJN, Calvi GM, Kowalsky MJ. Displacement-based seismic
design of structures. IUSS Press; 2007 (721pp.).
[7] Maley TJ, Sullivan TJ, Della Corte G. Development of a displacementbased
design method for steel dual systems with buckling-restrained
braces and moment-resisting frames. Journal of Earthquake Engineering
2010; 14(S1): 106–40.
[8] Romero P, Reaveley L, Miller P, Okahashi T (2003) Full-scale testing of
WC Series buckling-restrained braces, Department of Civil and
Environmental Engineering, University of Utah, USA
[9] ANSI/AISC 360-10, Specification for Structural Steel Buildings,
American Institute of Steel Construction, USA 2010.
[10] AISC. ANSI/AISC 341-10. Seismic provisions for structural steel
buildings. Chicago (IL): American Institute of Steel Construction; 2010.
[11] Chopra AK, Goel RK. Building period formulas for estimating seismic
displacements. Earthquake Spectra 2000; 16(2):533–6.
[12] Jacobsen, L. S. (1930) “Steady forced vibrations as influenced by
damping,” ASME Transactione 52(1), 169–181.
[13] Federal Emergency Management Agency. Prestandard and commentary
for the seismic rehabilitation of buildings. Report FEMA 356,
Washington, DC, 2000.
[14] Garcia, R., Sullivan, T. J., and Della Corte, G. (2009) ‘‘Development of
a displacement-based design method for steel frame-RC wall buildings’’
Journal of Earthquake Engineering 14(2), 252–277.
[15] Fabio Mazza, Alfonso Vulcano, 2014. Design of Hysteretic Damped
Braces to Improve the Seismic. Ingegneria Sismica. , pp.5-16
[16] ASCE 7-05. Minimum design load for buildings and other structures.
Reston (VA): American Society of Civil Engineers; 2005.
@article{"International Journal of Architectural, Civil and Construction Sciences:70877", author = "Seyed Saeid Tabaee and Omid Bahar", title = "Estimation of Hysteretic Damping in Steel Dual Systems with Buckling Restrained Brace and Moment Resisting Frame", abstract = "Nowadays, energy dissipation devices are commonly
used in structures. High rate of energy absorption during earthquakes
is the benefit of using such devices, which results in damage
reduction of structural elements, specifically columns. The hysteretic
damping capacity of energy dissipation devices is the key point that it
may adversely make analysis and design process complicated. This
effect may be generally represented by Equivalent Viscous Damping
(EVD). The equivalent viscous damping might be obtained from the
expected hysteretic behavior regarding to the design or maximum
considered displacement of a structure. In this paper, the hysteretic
damping coefficient of a steel Moment Resisting Frame (MRF),
which its performance is enhanced by a Buckling Restrained Brace
(BRB) system has been evaluated. Having foresight of damping
fraction between BRB and MRF is inevitable for seismic design
procedures like Direct Displacement-Based Design (DDBD) method.
This paper presents an approach to calculate the damping fraction for
such systems by carrying out the dynamic nonlinear time history
analysis (NTHA) under harmonic loading, which is tuned to the
natural system frequency. Two MRF structures, one equipped with
BRB and the other without BRB are simultaneously studied.
Extensive analysis shows that proportion of each system damping
fraction may be calculated by its shear story portion. In this way,
contribution of each BRB in the floors and their general contribution
in the structural performance may be clearly recognized, in advance.", keywords = "Buckling restrained brace, Direct displacement
based design, Dual systems, Hysteretic damping, Moment resisting
frames.", volume = "9", number = "9", pages = "1194-6", }