In this paper, two novel types of energy dissipation connectors are proposed for beam-to-column steel frame joints. In the beam-to-column joints, connectors are used as the main source of deformation and energy dissipation to ensure that the beams and columns remain elastic during deformation, which increases the energy dissipation capacity, reduces seismic damage to the structure, and enables rapid repair of the structure via connector replacement after earthquakes. Tests were conducted on two beam-to-column joints with different types of energy dissipation connectors, and a comparative analysis was performed of the seismic performances of the two beam-column joints. The proposed beam-to-column joints exhibited satisfactory energy dissipation capacity and hysteretic performance. The beam-to-column joints effectively contained damage within the connectors, whereas the other structural members remainedessentially elastic during the seismic process. To further understand the proposed joints, the beam-to-column joint with the better seismic performance between the two types of joints was selected to establish finite element models, verify the validity of the results of a finite element analysis and to analyse the influence of different geometrical parameters of the energy dissipation connectors on the seismic performance of the joints.
Ahmadie AmiriHNajafabadiEPEstekanchiHE (2018) Experimental and analytical study of block slit damper. Journal of Constructional Steel Research141: 167–178.
2.
American Concrete Institute (ACI) (2005) Acceptance Criteria for Moment Frames Based on Structural Testing and Commentary (ACI 374.1-05). Farmington Hills: American Concrete Institute.
3.
ArlekarJNMurtyCVR (2004) Improved truss model for design of welded steel moment-resisting frame connections. Journal of Structural Engineering130(3): 498–510.
4.
BayatKShekastehbandB (2019) Seismic performance of beam to column connections with T-shaped slit dampers. Thin-Walled Structures141: 28–46.
5.
CaladoLProencaJMEspinhaM, et al. (2013a) Hysteretic behaviour of dissipative bolted fuses for earthquake resistant steel frames. Journal of Constructional Steel Research85: 151–162.
6.
CaladoLProencaJMEspinhaM, et al. (2013b) Hysteretic behavior of dissipative welded fuses for earthquake resistant composite steel and concrete frames. Steel and Composite Structures14(6): 547–569.
7.
ChanRWAlbermaniF (2008) Experimental study of steel slit damper for passive energy dissipation. Engineering Structures30(4): 1058–1066.
8.
ChenYZTongLWChenYY, et al. (2016) Experimental study on cyclic behavior of cast steel connectors for beam-to-column joints. Advances in Structural Engineering19(11): 1677–1695.
9.
European Committee for Standardization (CEN) (2005) Eurocode 3: Design of Steel Structures, Part 1-8: Design of Joints (EN 1993-1-8). Brussels: European Committee for Standardization.
10.
FangCYamMCHLamACC, et al. (2014) Cyclic performance of extended end-plate connections equipped with shape memory alloy bolts. Journal of Constructional Steel Research94: 122–136.
11.
FangCWangWHeC, et al. (2017) Self-centring behaviour of steel and steel-concrete composite connections equipped with NiTi SMA bolts. Engineering Structures150: 390–408.
12.
Federal Emergency Management Agency (FEMA) (2000) Recommended Seismic Design Criteria for New Steel Moment Frame Buildings (FEMA 350). Washington, DC: Federal Emergency Management Agency.
13.
FleischmanRBSumerA (2006) Optimum arm geometry for ductile modular connectors. Journal of Structural Engineering132(5): 705–716.
14.
GB/T 228.1-2021 (2021) Metallic materials—Tensile testing—Part 1: Method of Test at Room Temperature. Beijing: State Administration for Market Regulation, Standardization Administration of the People’s Republic of China.
15.
GiannuzziDBallariniRHuckelbridgeA, et al. (2014) Braced ductile shear panel: new seismic-resistant framing system. Journal of Structural Engineering140(2): 04013050.
16.
HanSWMoonK-HHwangS-H, et al. (2012) Rotation capacities of reduced beam section with bolted web (RBS-B) connections. Journal of Constructional Steel Research70: 256–263.
17.
HeXZChenYYMatthewR, et al. (2018) Experimental evaluation of replaceable energy dissipation connection for moment-resisting composite steel frames. Journal of Structural Engineering144(6): 040108042.
HuSLWangWShahria AlamM, et al. (2023) Life-cycle benefits estimation of self-centering building structures. Engineering Structures284: 115982.
20.
JGJ/T 101-2015 (2015) Specification for Seismic Test of Buildings. Beijing: Ministry of Housing and Urban-Rural Development of the People’s Republic of China.
21.
JiangZQYangXFDouC, et al. (2019a) Cyclic testing of replaceable damper: earthquake-resilient prefabricated column-flange beam-column joint. Engineering Structures183: 922–936.
22.
JiangZQYangXFDouC, et al. (2019b) Design theory of earthquake-resilient prefabricated beam-column steel joint with double flange cover plates. Engineering Structures209: 110005.
23.
JiangZQLanTDouC, et al. (2020) Cyclic loading tests of earthquake-resilient prefabricated cross joint with single flange cover plate. Journal of Constructional Steel Research164: 105752.
24.
KeKChenYHZhouXH, et al. (2023) Experimental and numerical study of a brace-type hybrid damper with steel slit plates enhanced by friction mechanism. Thin-Walled Structures182: 110249.
25.
KimTWhittakerASGilaniA, et al. (2002) Experimental evaluation of plate-reinforced steel moment-resisting connections. Journal of Structural Engineering128(4): 483–491.
26.
KökenAKöroğluMA (2013) Experimental study on beam-to-column connections of steel frame structures with steel slit dampers. Journal of Performance of Constructed Facilities29(2): 04014066.
27.
KöroğluMAKökenADereY (2018) Use of different shaped steel slit dampers in beam to column connections of steel frames under cycling loading. Advanced Steel Construction14(2): 251–273.
28.
LatourMRizzanoG (2011) Experimental behaviour and mechanical modeling of dissipative T-stub connections. Journal of Structural Engineering138(2): 170–182.
29.
LatourMRizzanoG (2015) Design of X-shaped double split tee joints accounting for moment–shear interaction. Journal of Constructional Steel Research104: 115–126.
30.
LatourMPilusoVRizzanoG (2011) Experimental analysis of innovative dissipative bolted double split tee beam-to-column connections. Steel Construction4(2): 53–64.
31.
LeeJKimJ (2017) Development of box-shaped steel slit dampers for seismic retrofit of building structures. Engineering Structures150: 934–946.
32.
LeeCJungJOhM, et al. (2003) Cyclic seismic testing of steel moment connections reinforced with welded straight haunch. Engineering Structures25(14): 1743–1753.
33.
LeeCHJuYKMinJK, et al. (2015a) Non-uniform steel strip dampers subjected to cyclic loadings. Engineering Structures99: 192–204.
34.
LeeCHKimJKimDH, et al. (2016) Numerical and experimental analysis of combined behavior of shear-type friction damper and non-uniform strip damper for multi-level seismic protection. Engineering Structures114: 75–92.
35.
LeeMLeeJKimJ (2017) Seismic retrofit of structures using steel honeycomb dampers. International Journal of Steel Structures17(1): 215–229.
36.
LiHNLiG (2007) Experimental study of structure with “dual function” metallic dampers. Engineering Structures29(8): 1917–1928.
37.
MillerDK (1998) Lessons learned from the Northridge earthquake. Engineering Structures20(4): 249–260.
38.
MirghaderiSRTorabianSImanpourA (2010) Seismic performance of the accordion-web RBS connection. Journal of Constructional Steel Research66(2): 277–288.
39.
NakashimaMInoueKTadaM (1998) Classification of damage to steel buildings observed in the 1995 Hyogoken-Nanbu earthquake. Engineering Structures20(4): 271–281.
40.
OhSHKimYJRyuHS (2009) Seismic performance of steel structures with slit dampers. Engineering Structures31: 1997–2008.
41.
OhKLiRChenL, et al. (2014) Cyclic testing of steel column-tree moment connections with weakened beam splices. International Journal of Steel Structures14(3): 471–478.
42.
OhKLeeKChenL, et al. (2015b) Seismic performance evaluation of weak axis column-tree moment connections with reduced beam section. Journal of Constructional Steel Research105: 28–38.
43.
ReisEBonowitzD (2000) State of the Art Report on past Performance of Steel Moment-Frame Buildings in Earthquakes (SAC Rep. No. FEMA 355E). Washington, DC: Federal Emergency Management Agency.
44.
SaffariHHedayatAANejadMP (2013) Post-Northridge connections with slit dampers to enhance strength and ductility. Journal of Constructional Steel Research80: 138–152.
45.
ShenYChristopoulosCMansourN, et al. (2011) Seismic design and performance of steel moment-resisting frames with nonlinear replaceable links. Journal of Structural Engineering137(10): 1107–1117.
46.
TanakaN (2003) Evaluation of maximum strength and optimum haunch length of steel beam-end with horizontal haunch. Engineering Structures25(2): 229–239.
47.
WilkinsonSHurdmanGCrowtherA (2006) A moment resisting connection for earthquake resistant structures. Journal of Constructional Steel Research62(3): 295–302.
48.
ZhangALWangQJiangZQ, et al. (2019) Experimental study of earthquake-resilient prefabricated steel beam-column joints with different connection forms. Engineering Structures187: 299–313.
49.
ZhangALZhangHJiangZQ, et al. (2020) Low cycle reciprocating tests of earthquake-resilient prefabricated column-flange beam-column joints with different connection forms. Journal of Constructional Steel Research164: 105771.
