Parametric computational study on butterfly-shaped hysteretic dampers

doi:10.1007/s11709-019-0550-6

Front. Struct. Civ. Eng.

2019, Vol. 13

Issue (5) : 1214-1226 https://doi.org/10.1007/s11709-019-0550-6

RESEARCH ARTICLE

Parametric computational study on butterfly-shaped hysteretic dampers

Alireza FARZAMPOUR(

), Matthew Roy EATHERTON(

)

Department of Civil and Environmental Engineering, Virginia Tech, Blacksburg, VA 24060, USA

Download: PDF(2297 KB) HTML
Export: BibTeX | EndNote | Reference Manager | ProCite | RefWorks

Abstract

A parametric computational study is conducted to investigate the shear yielding, flexural yielding, and lateral torsional buckling limit states for butterfly-shaped links. After validating the accuracy of the finite element modeling approach against previous experiments, 112 computational models with different geometrical properties were constructed and analyzed including consideration of initial imperfections. The resulting yielding moment, corresponding critical shear force, the accumulation of plastic strains through the length of links as well as the amount of energy dissipated are investigated. The results indicate that as the shape of the butterfly-shaped links become too straight or conversely too narrow in the middle, peak accumulated plastic strains increase. The significant effect of plate thickness on the buckling limit state is examined in this study. Results show that overstrength for these links (peak force divided by yield force) is between 1.2 and 4.5, with straight links producing larger overstrength. Additionally, proportioning the links to delay buckling, and designing the links to yield in the flexural mode are shown to improve energy dissipation.

Keywords structural fuse hysteretic damper finite element analysis energy dissipation initial imperfection butterfly-shaped links

Corresponding Author(s): Alireza FARZAMPOUR,Matthew Roy EATHERTON

Just Accepted Date: 13 June 2019 Online First Date: 24 July 2019 Issue Date: 11 September 2019

Cite this article:

Alireza FARZAMPOUR,Matthew Roy EATHERTON. Parametric computational study on butterfly-shaped hysteretic dampers[J]. Front. Struct. Civ. Eng., 2019, 13(5): 1214-1226.

URL:

https://academic.hep.com.cn/fsce/EN/10.1007/s11709-019-0550-6
https://academic.hep.com.cn/fsce/EN/Y2019/V13/I5/1214

Fig.1 Examples of the implemnation of the buttrefly-shaped fuse. (a) Eccentrically braced frame application; (b) butterfly-shaped fuse; (c) coupled shear wall application; (d) shear wall application; (e) linked column application.

Fig.2 The butterfly-shaped hysteretic damper. (a) Butterfly-shaped plate (from Ref. [²]); (b) geometry; (c) moment diagram.

Fig.3 Verification of finite element modeling methodology against Ma et al. (2011). (a) Picture of the test specimen [³]; (b) FE model; (c) deformed Shape at 10% drift angle; (d) load vs. deformation behavior.

Fig.4 General properties of a model in ABAQUS.

Fig.5 General pushover curve for a typical flexure dominated butterfly-shaped link.

Fig.6 Pushover curve for shear dominated model.

Fig.7 Pushover curves for butterfly-shaped links. (a) Pushover curve for a model with LTB; (b) the effect of thickness.

Fig.8 The hinge location from the middle of the butterfly-shaped link. (a) a/b= 0.1; (b) a/b= 0.33; (c) a/b= 0.75; (d) a/b= 1.

Fig.9 Peak equivalent plastic strains in the model at a shear angle of 0.05 rad. (a) Varying taper ratio (a/b); (b) varying slenderness (L/t).

Fig.10 Overstrength obtained from FE analysis. (a) a/b= 0.1; (b) a/b= 0.33; (c) a/b= 0.75; (d) a/b= 1.

Fig.11 Baseline energy used for normalizing pushover energy.

Fig.12 Energy dissipation from pushover analyses. (a) a/b= 0.1; (b) a/b= 0.33; (c) a/b= 0.75; (d) a/b= 1.

Fig.13 Comparing strength of computational model to predicted yield strength. (a) a/b= 0.1; (b) a/b= 0.33; (c) a/b= 0.75; (d) a/b= 1.

Fig.14 Effect of buckling on butterfly-shaped link hysteric behavior. (a) Nonbuckling configuration (L= 0.5, a/b= 0.33, b/L= 0.6, L/t = 10); (b) Buckling configuration (L= 0.5, a/b= 0.33, b/L= 0.6, L/t = 60).

Fig.15 Definition of areas used to calculate the equivalent viscous damping. (a) Load amplitude and definition of a cycle; (b) the hysteric response behavior.

Fig.16 Effect of geometry on equivalent viscous damping. (a) a/b= 0.33, b/L= 0.2; (b) a/b= 0.33 b/L= 0.6; (c) a/b= 0.75, b/L= 0.2; (d) a/b= 0.75, b/L= 0.6.

1	J E Martínez-Rueda. On the evolution of energy dissipation devices for seismic design. Earthquake Spectra, 2002, 18(2): 309–346 https://doi.org/10.1193/1.1494434
2	T Hitaka, C Matsui. Seismic performance of Steel Shear Wall with Slits integrated with multi story composite moment frame. In: The 5th International Conference on Behavior of Steel Structures in Seismic Areas, Yokohama, 2006
3	X Ma, E Borches, A Pena, H Krawinkler, S Billington, G Dierlein. Design and Behavior of Steel Shear Plates with Opening as Energy Dissipating Fuses. The John A. Blume Earthquake Engineering Center, Report No. 173, 2011
4	C K Lee, Y Ju, J Min, S Lho, S Kim. Non-uniform steel strip dampers subjected to cyclic loadings. Engineering Structures, 2015, 99(15): 192–204 https://doi.org/10.1016/j.engstruct.2015.04.052
5	G Luth, H Krawinkler, B McDonald, M Park. USC School of Cinema: An Example of Reparable Performance Based Design. In: SEAOC 2008 convention proceedings, 2008
6	A Farzampour. Evaluating shear links for use in seismic structural fuses. Thesis for the Doctor’s Degree. Blacksburg VA: Virginia Tech, 2019
7	T Kobori, Y Miura, E Fukuzawa, T Yamanda, T Arita, Y Takenaka, N Miyagwa, N Tanaka, T Fukumoto. Development and application of hysteresis steel dampers. In: Earthquake Engineering 10th Conference, Rotterdam: Belkema, 1992
8	A Farzampour, M Eatherton. Simultaneous consideration of shear and flexural stresses for butterfly-shaped dampers design. In: International Conference on Materials Engineering and Applications, Hongkong, China: ICMEA, 2018
9	M Malakoutian, J W Berman, P Dusicka, A Lopes. Seismic performance and design of linked Column Frame System (LCF). In: The 15th World Conference on Earthquake Engineering, Lisbon: Sociedade Portuguesa de Engenharia Sismica (SPES), 2012
10	S H Oh, Y J Kim, H S Ryu. Seismic performance of steel structures with slit dampers. Engineering Structures, 2009, 31(9): 1997–2008 https://doi.org/10.1016/j.engstruct.2009.03.003
11	Y Kawai, T Ono, A Sato, M Kondo. Allowable design formula for steel sheet shear walls with burring holes. In: Proceedings of the 7th International Conference, Baltimore, Maryland: Coupled Instabilities in Metal Structures (CIMS), 2016
12	Simulia. Dassault Systems Simulia Corporation ABAQUS-6.14, Johnston, RI, 2014
13	A Farzampour, M Eatherton. Lateral torsional buckling of butterfly-shaped shear links. In: SSRC Annual Stability Conference, Proceedings of Annual Stability Conference Structural Stability Research Council, San Antonio, 2017
14	A Farzampour, M Eatherton. Parametric study on butterfly-shaped shear links with various geometries. In: The 11th National Conference on Earthquake Engineering. Los Angles: Earthquake Engineering Research Institute, 2018
15	A Farzampour, M Eatherton. Investigating limit states for butterfly-shaped and straight shear links. In: The 16th European Conference on Earthquake Engineering. Thessaloniki: The European Association for Earthquake Engineering, 2018
16	American Institute of Steel Construction. AISC 341–16, Seismic Provisions for Structural Steel Buildings, 2016
17	A Chopra. Dynamics of Structures: Theory and Applications to Earthquake Engineering. 4th ed. Berkeley: Prentice Hall, 2012
18	C Lee, S Kim, D Kim, J K Ryu, Y Ju. Numerical and experimental analysis of combined behavior of shear type friction damper and non-uniform strip damper for multi-level seismic protection. Engineering Structures, 2016, 114: 75–92 https://doi.org/10.1016/j.engstruct.2016.02.007
19	D A Teruna, T Majid, B Budiono. Experimental study of hysteretic steel damper for energy dissipation capacity. Advances in Civil Engineering, 2015, 2015: 1–12 https://doi.org/10.1155/2015/631726

[1]	Mahrad FAHIMINIA, Aydin SHISHEGARAN. Evaluation of a developed bypass viscous damper performance[J]. Front. Struct. Civ. Eng., 2020, 14(3): 773-791.
[2]	Yi RUI, Mei YIN. Finite element modeling of thermo-active diaphragm walls[J]. Front. Struct. Civ. Eng., 2020, 14(3): 646-663.
[3]	Yu-Fei WU, Ying-Wu ZHOU, Biao HU, Xiaoxu HUANG, Scott SMITH. Fused structures for safer and more economical constructions[J]. Front. Struct. Civ. Eng., 2020, 14(1): 1-9.
[4]	Jordan CARTER, Aikaterini S. GENIKOMSOU. Investigation on modeling parameters of concrete beams reinforced with basalt FRP bars[J]. Front. Struct. Civ. Eng., 2019, 13(6): 1520-1530.
[5]	Yonghui WANG, Ximei ZHAI. Development of dimensionless P-I diagram for curved SCS sandwich shell subjected to uniformly distributed blast pressure[J]. Front. Struct. Civ. Eng., 2019, 13(6): 1432-1445.
[6]	Hassan ABEDI SARVESTANI. Parametric study of hexagonal castellated beams in post-tensioned self-centering steel connections[J]. Front. Struct. Civ. Eng., 2019, 13(5): 1020-1035.
[7]	Zhenyuan LUO, Weiming YAN, Weibing XU, Qinfei ZHENG, Baoshun WANG. Experimental research on the multilayer compartmental particle damper and its application methods on long-period bridge structures[J]. Front. Struct. Civ. Eng., 2019, 13(4): 751-766.
[8]	Il-Sang AHN, Lijuan CHENG. Seismic analysis of semi-gravity RC cantilever retaining wall with TDA backfill[J]. Front. Struct. Civ. Eng., 2017, 11(4): 455-469.
[9]	Witarto WITARTO,Liang LU,Rachel Howser ROBERTS,Y. L. MO,Xilin LU. Shear-critical reinforced concrete columns under various loading rates[J]. Front. Struct. Civ. Eng., 2014, 8(4): 362-372.
[10]	Ruipeng LI,Yunfeng ZHANG,Le-Wei TONG. Numerical study of the cyclic load behavior of AISI 316L stainless steel shear links for seismic fuse device[J]. Front. Struct. Civ. Eng., 2014, 8(4): 414-426.
[11]	Haitham DAWOOD,Mohamed ELGAWADY,Joshua HEWES. Factors affecting the seismic behavior of segmental precast bridge columns[J]. Front. Struct. Civ. Eng., 2014, 8(4): 388-398.
[12]	Yiyi CHEN,Wei SUN,Tak-Ming CHAN. Cyclic stress-strain behavior of structural steel with yield-strength up to 460 N/mm²[J]. Front. Struct. Civ. Eng., 2014, 8(2): 178-186.
[13]	Sunghwan KIM,Halil CEYLAN,Kasthurirangan GOPALAKRISHNAN. Finite element modeling of environmental effects on rigid pavement deformation[J]. Front. Struct. Civ. Eng., 2014, 8(2): 101-114.
[14]	Yuepeng DONG, Harvey BURD, Guy HOULSBY, Yongmao HOU. Advanced finite element analysis of a complex deep excavation case history in Shanghai[J]. Front Struc Civil Eng, 2014, 8(1): 93-100.
[15]	Guochang LI, Hongping YU, Chen FANG. Performance study on T-stub connected semi-rigid joint between rectangular tubular columns and H-shaped steel beams[J]. Front Struc Civil Eng, 2013, 7(3): 296-303.

Viewed

Full text

Abstract

Cited

Shared

Discussed