Seismic Behavior of Steel Structure with Buckling- Restrained Braces
One of the main purposes of designing bucklingrestrained
braces is the fact that the entire lateral load is wasted by
the braces, the entire gravitational load is moved to the foundation
through the beams, and the columns can be moved to the foundation.
In other words, braces are designed for bearing lateral load. In the
implementation of the structure, it should be noted that the
implementation of various parts of the structure must be conducted in
such a way that the buckling-restrained braces would not bear the
gravitational load. Moreover, this type of brace has been investigated
under impact loading, and the design goals of designing method
(direct motion) are controlled under impact loading. The results of
dynamic analysis are shown as the relocation charts of the floors and
switch between the floors. Finally, the results are compared with each
other.
[1] FEMA, Recommended Seismic Design Provisions for New Moment
Frame Buildings Report FEMA 350, Federal Emergency Management
Agency, Washington DC, 2000.
[2] Osteraas J, Krawinkler H. The Mexico earthquake of September19,
1985-behavior of steel buildings. Earthquake Spectra.
[3] Kim H, Goel S. Seismic evaluation and upgrading of braced frame
structures for potential local failures. UMCEE 92-24, Dept. of Civil
Engineering and Environmental Engineering, Univ. of Michigan, Ann
Arbor, Oct. 1992, p.290.
[4] Tremblay R et al. Performance of steel structures during the 1994
Northridge earthquake. Canadian Journal of Civil Engineering 1995;
22(2): 338–60.
[5] Krawinkler H, et al. Northridge earthquake of January 17, 1994:
reconnaissance report, Vol. 2—steel buildings. Earthquake Spectra, 11,
Suppl. C, Jan. 1996, p.25-47.
[6] Architectural Inst. of Japan, Steel Committee of Kinki Branch,
Reconnaissance report on damage to steel building structures observed
from the 1995 Hyogoken-Nanbu (Hanshin/Awaji) earthquake), AIJ,
Tokyo, May 1995, p.167.
[7] Hisatoku T. Reanalysis and repair of a high-rise steel building damaged
by the 1995 Hyogoken-Nanbu earthquake. Proceedings, 64th Annual
Convention, Structural Engineers Association of California, Structural
Engineers Assn. of California, Sacramento, CA, 1995, pages 21-40.
[8] Tremblay R et al. Seismic design of steel buildings: lessons from the
1995 Hyogo-ken Nanbu earthquake. Canadian Journal of Civil
Engineering 1996; 23(3):727–56.
[9] Tang X, Goel SC. A fracture criterion for tubular bracing members and
its application to inelastic dynamic analysis of braced Engineering, 9WCEE Organizing Committee, Japan Assn. for Earthquake Disaster
Prevention, Tokyo, Vol. IV, 1989, p.285-290, Paper 6-3-14.
[10] Jain A, Goel S. Seismic response of eccentric and concentric braced
steel frames with different proportions, UMEE 79R1, Dept. of Civil
Engineering, Univ. of Michigan, Ann Arbor, MI, July 1979, p.88.
[11] Khatib I, Mahin S. Dynamic inelastic behavior of chevron braced steel
frames. Fifth Canadian Conference on Earthquake Engineering,
Balkema, Rotterdam, 1987, p.211-220.
[12] AISC (American Institute of Steel Construction), Seismic provisions for
structural steel buildings, Chicago, IL, 1997.
[13] ICBO (International Conference of Building Officials), Uniform
building code. Whittier, CA, 1997.
[14] Ku W. Nonlinear analyses of a three-story steel concentrically braced
frame building with the application of buckling-restrained (unbonded)
brace. Dept. of Civil and Environmental Engineering, University of
California, Berkeley, CA, 1999.
[15] Kamura H, Katayama T, Shimokawa H, Okamoto H. Energy dissipation
characteristics of hysteretic dampers with low yield strength steel.
Proceedings, US–Japan Joint Meeting for Advanced Steel Structures,
Building Research Institute, Tokyo, Nov. 2000.
[16] Ohi K, Shimawaki Y, Lee S, Otsuka H. Pseudodynamic tests on pseudoelastic
bracing system made from shape memory alloy. Bulletin of
Earthquake Resistant Structure Research Center 2001; 34:21–8.
[17] Aiken I et al. Comparative study of four passive energy dissipation
systems, Bulletin of the New Zealand National Society for Earthquake
Engineering, 25, 3, Sept. 1992, p. 175-192.
[18] Yashino T, Karino Y., “Experimental study on shear wall with braces:
Part 2.” Summaries of technical papers of annuals meeting, vol. 11.
Architectural Institute of Japan Engineering Section; 1971. p. 403-4
[19] Xie, Q.," State of the buckling-restrained braces in Asia", Journal of
Constructional Steel Research, 61, 2005, 727-748.
[20] Kimura K., "Tests on braces encased by mortarinfilled steel tubes",
summaries of technical papers of annual meeting. Architectural Institute
of Japan; 1967. p. 1041-2.
[21] Iwata M, Kato T, Wada A. “Buckling-restrained braces as hysteretic
dampers, Behaviour of steel structures in seismic areas: STESSA 2000”,
Balkema, 2000, p. 33-38.
[22] Black ,C., Makris N, Aiken I. "Component Testing, Stability Analysis
and Characterization of Buckling-Restrained Unbounded Braces",
Pacific Earthquake Engineering Research Center College of
Engineering, University of California, Berkeley, 2002.
[23] Uang, C. M. and Nakashima, M., “Buckling- Restrained Braced
Frames”, CRC, 2004.
[24] Min, L.L., Tsai K., Hsiao. P., “Compressive Behavior of Buckling-
Restrained Brace Gusset Connections” , First International Conferences
on Advances in Experimental Structure Engineering, AESE 2005, Japan,
2005.
[25] R. Sabelli, S. Mahin, C. Chang “Seismic demand s on steel braced frame
buildings with buckling-restrained braces”, engineering
Structures, Volume 25, Issue 5, April 2003, Pages 655-666
[26] Kim, J., Seo, Y.,"Seismic design of low-rise frames with bucklingrestrained
braces", Engineering Structure, 26, 2004, 543-551
[27] Kim, J., Choi, H., "Behavior and design of structures with bucklingrestrained
braces", Engineering Structure,26, 2004, 693-706
[28] Somerville P et al., Development of ground motion time histories for
Phase 2 of the FEMA/SAC steel project. Report no. SAC/BD-97/04.
SAC Joint Venture, Sacramento (CA); 1997.
[29] A.R. Rahai, M. M. Alinia, S. M. F. Salehi, Cyclic Performance of
Buckling Restrained Composite Braces Composed of Selected
Materials, 2008.
[30] Dynamics of structures, Theory and applications to earthquake
engineering, Anil K. Chopra.
[1] FEMA, Recommended Seismic Design Provisions for New Moment
Frame Buildings Report FEMA 350, Federal Emergency Management
Agency, Washington DC, 2000.
[2] Osteraas J, Krawinkler H. The Mexico earthquake of September19,
1985-behavior of steel buildings. Earthquake Spectra.
[3] Kim H, Goel S. Seismic evaluation and upgrading of braced frame
structures for potential local failures. UMCEE 92-24, Dept. of Civil
Engineering and Environmental Engineering, Univ. of Michigan, Ann
Arbor, Oct. 1992, p.290.
[4] Tremblay R et al. Performance of steel structures during the 1994
Northridge earthquake. Canadian Journal of Civil Engineering 1995;
22(2): 338–60.
[5] Krawinkler H, et al. Northridge earthquake of January 17, 1994:
reconnaissance report, Vol. 2—steel buildings. Earthquake Spectra, 11,
Suppl. C, Jan. 1996, p.25-47.
[6] Architectural Inst. of Japan, Steel Committee of Kinki Branch,
Reconnaissance report on damage to steel building structures observed
from the 1995 Hyogoken-Nanbu (Hanshin/Awaji) earthquake), AIJ,
Tokyo, May 1995, p.167.
[7] Hisatoku T. Reanalysis and repair of a high-rise steel building damaged
by the 1995 Hyogoken-Nanbu earthquake. Proceedings, 64th Annual
Convention, Structural Engineers Association of California, Structural
Engineers Assn. of California, Sacramento, CA, 1995, pages 21-40.
[8] Tremblay R et al. Seismic design of steel buildings: lessons from the
1995 Hyogo-ken Nanbu earthquake. Canadian Journal of Civil
Engineering 1996; 23(3):727–56.
[9] Tang X, Goel SC. A fracture criterion for tubular bracing members and
its application to inelastic dynamic analysis of braced Engineering, 9WCEE Organizing Committee, Japan Assn. for Earthquake Disaster
Prevention, Tokyo, Vol. IV, 1989, p.285-290, Paper 6-3-14.
[10] Jain A, Goel S. Seismic response of eccentric and concentric braced
steel frames with different proportions, UMEE 79R1, Dept. of Civil
Engineering, Univ. of Michigan, Ann Arbor, MI, July 1979, p.88.
[11] Khatib I, Mahin S. Dynamic inelastic behavior of chevron braced steel
frames. Fifth Canadian Conference on Earthquake Engineering,
Balkema, Rotterdam, 1987, p.211-220.
[12] AISC (American Institute of Steel Construction), Seismic provisions for
structural steel buildings, Chicago, IL, 1997.
[13] ICBO (International Conference of Building Officials), Uniform
building code. Whittier, CA, 1997.
[14] Ku W. Nonlinear analyses of a three-story steel concentrically braced
frame building with the application of buckling-restrained (unbonded)
brace. Dept. of Civil and Environmental Engineering, University of
California, Berkeley, CA, 1999.
[15] Kamura H, Katayama T, Shimokawa H, Okamoto H. Energy dissipation
characteristics of hysteretic dampers with low yield strength steel.
Proceedings, US–Japan Joint Meeting for Advanced Steel Structures,
Building Research Institute, Tokyo, Nov. 2000.
[16] Ohi K, Shimawaki Y, Lee S, Otsuka H. Pseudodynamic tests on pseudoelastic
bracing system made from shape memory alloy. Bulletin of
Earthquake Resistant Structure Research Center 2001; 34:21–8.
[17] Aiken I et al. Comparative study of four passive energy dissipation
systems, Bulletin of the New Zealand National Society for Earthquake
Engineering, 25, 3, Sept. 1992, p. 175-192.
[18] Yashino T, Karino Y., “Experimental study on shear wall with braces:
Part 2.” Summaries of technical papers of annuals meeting, vol. 11.
Architectural Institute of Japan Engineering Section; 1971. p. 403-4
[19] Xie, Q.," State of the buckling-restrained braces in Asia", Journal of
Constructional Steel Research, 61, 2005, 727-748.
[20] Kimura K., "Tests on braces encased by mortarinfilled steel tubes",
summaries of technical papers of annual meeting. Architectural Institute
of Japan; 1967. p. 1041-2.
[21] Iwata M, Kato T, Wada A. “Buckling-restrained braces as hysteretic
dampers, Behaviour of steel structures in seismic areas: STESSA 2000”,
Balkema, 2000, p. 33-38.
[22] Black ,C., Makris N, Aiken I. "Component Testing, Stability Analysis
and Characterization of Buckling-Restrained Unbounded Braces",
Pacific Earthquake Engineering Research Center College of
Engineering, University of California, Berkeley, 2002.
[23] Uang, C. M. and Nakashima, M., “Buckling- Restrained Braced
Frames”, CRC, 2004.
[24] Min, L.L., Tsai K., Hsiao. P., “Compressive Behavior of Buckling-
Restrained Brace Gusset Connections” , First International Conferences
on Advances in Experimental Structure Engineering, AESE 2005, Japan,
2005.
[25] R. Sabelli, S. Mahin, C. Chang “Seismic demand s on steel braced frame
buildings with buckling-restrained braces”, engineering
Structures, Volume 25, Issue 5, April 2003, Pages 655-666
[26] Kim, J., Seo, Y.,"Seismic design of low-rise frames with bucklingrestrained
braces", Engineering Structure, 26, 2004, 543-551
[27] Kim, J., Choi, H., "Behavior and design of structures with bucklingrestrained
braces", Engineering Structure,26, 2004, 693-706
[28] Somerville P et al., Development of ground motion time histories for
Phase 2 of the FEMA/SAC steel project. Report no. SAC/BD-97/04.
SAC Joint Venture, Sacramento (CA); 1997.
[29] A.R. Rahai, M. M. Alinia, S. M. F. Salehi, Cyclic Performance of
Buckling Restrained Composite Braces Composed of Selected
Materials, 2008.
[30] Dynamics of structures, Theory and applications to earthquake
engineering, Anil K. Chopra.
@article{"International Journal of Architectural, Civil and Construction Sciences:71764", author = "M. Reza Bagerzadeh Karimi and M. Ali Lotfollahi Yaghin and R. Mehdi Nezhad and V. Sadeghi and M. Aghabalaie", title = "Seismic Behavior of Steel Structure with Buckling- Restrained Braces", abstract = "One of the main purposes of designing bucklingrestrained
braces is the fact that the entire lateral load is wasted by
the braces, the entire gravitational load is moved to the foundation
through the beams, and the columns can be moved to the foundation.
In other words, braces are designed for bearing lateral load. In the
implementation of the structure, it should be noted that the
implementation of various parts of the structure must be conducted in
such a way that the buckling-restrained braces would not bear the
gravitational load. Moreover, this type of brace has been investigated
under impact loading, and the design goals of designing method
(direct motion) are controlled under impact loading. The results of
dynamic analysis are shown as the relocation charts of the floors and
switch between the floors. Finally, the results are compared with each
other.", keywords = "Buckling-Restrained Braced Frame (BRBF), energydissipating,
ABAQUS, SAP2000, impact load.", volume = "9", number = "4", pages = "503-9", }
