Reference |
Test/Analytical Setup |
Test Load Conditions |
Description of Fuse(s) |
Replaceable |
Self-Centering System |
Conclusions |
Bagheri, Hashemi, Yousef-Beik, Zarnani, Quenneville 2020 |
A full-scale, two-dimensional steel frame with dimensions 5.05 m long and 3.1 m high. |
Five series of static, quasi-static and dynamic loading protocols, with a maximum displacement at MCE level 5% drift. |
Resilient slip friction joint consisting grooved plates, high-strength bolts, rods, and disc spring rings. |
Yes |
Yes |
The proposed system meets the damage-avoidance seismic criteria up to the limit for maximum earthquake (MCE) and exhibits satisfactory self-centering and energy- dissipative behavior.
|
Baikuntha Silwal, Osman E. Ozbulut 2018 |
Aftershock Fragility Assessment performed through IDA and steel building case study |
SVD tested in a steel MRF consisting of five bays spanning along each direction, and laterally restrained frame |
Viscoelastic damper uses butyl rubber compounds bonded to steel plates dissipate energy and reduce residual drift |
No |
Yes, through the super-elastic viscous dampers |
Improved seismic performance and aftershock capacity, along with reduction in residual story drifts
|
Bruneau and Vargas 2009 |
1/3 scale model of a 3-story frame was tested on a shake table |
BRB were axially tested and the system was tested under standard loading protocol and low-cycle fatigue test |
BRBs fuse elements consisted of passive energy dissipation metallic dampers |
Yes |
Yes, through BRB energy dissipation and connections |
Analytical models generally represented the fuse behavior and the BRB connections provided a fuse element with replacement capabilities
|
Carden, Itani, and Buckle 2006 |
0.4 scaled single span model of a two girder bridge was tested on two reinforced elastomeric bearing using dynamic shake table experiments |
Reversed static transverse loading was applied |
Ductile X members showed enveloped hysteretic behavior providing the energy dissipation fuse |
Yes |
Yes, provided by top and bottom chord |
The X brace frame showed capabilities of handling large drifts and the system demonstrated no apparent strength degradation, but has comparatively low post yield stiffness allowing energy dissipation
|
Chi and Liu 2012 |
Two-thirds scale PT column base subassemblies were loaded using horizontal and vertical actuators |
PT column base subassemblies were subjected to axial load and cyclic lateral displacements |
Energy dissipation provided by buckling restrained steel plates |
Yes |
Yes, provided by post-tensioned high strength bars |
Moment rotation response most influenced by PT bar yielding and BRS plate fracture while results confirmed the need to consider contribution to the moment from the axial force in the column as well as the BRS plate and the PT bars
|
Christopoulos et al. 2008 |
Full scale testing of the system was performed on a strong floor with simple shear beam-to-column connection |
A step-wise incremental quasi-static loading protocol and dynamic full scale test were performed |
A step-wise incremental quasi-static loading protocol and dynamic full scale test were performed |
Yes |
Yes, through Aramid based tendon elements |
A full scale validation of one possible embodiment of the system was analyzed and it was found to achieve stable and repeatable self-centering hysteretic response under cyclic loading protocols
|
Clifton, Butterworth, and Zaki 2003 |
4 large-scale experimental tests, two test on each of two specimens, were performed for each set up using a strong floor and actuator |
Each joint was tested under two parts of loading, each of which having sets of 3 cycles reaching design capacities |
FBJ energy dissipation provided through plate/beam element yielding and SHJ through sliding of the anchored cap plate |
Yes |
Yes, through joint resistance |
The experimental results lead the author to believe the semi-rigid joints offer advantages of traditional rigid joints and could have potential use in the future
|
Cui, Tang, Wu, Okazaki, Wang 2022 |
⅔ scale specimens of the proposed shear-critical and flexural-critical frictional steel truss coupling beams. |
Quasi-static loading tests with displacement control applied by an actuator and a strain gauge monitoring damage on the webs. |
Friction dampers comprise disc springs, high strength bolts, cap plate, steel shims and brass shims |
Yes |
Yes |
The FTCB specimens exhibited damage control in the trusses and walls with satisfactory energy dissipation capacity and elastic behavior, and validated the concept of proposed FTCB system with a high seismic performance
|
Dolce et al. 2004 |
2-story existing R/C building was tested using a “reaction structure” with a hydraulic jack |
Quasi-static cyclic tests and release test were performed on the bare frame and the retrofitted frame |
Shape Memory Alloy braces with austenitic NiTi wires |
Yes |
Yes, through SMA braces |
The braces provided strong re-centering capability, increased safety at Ultimate Limit State and displacement control at the Damage Limit State
|
Dongde, Yong, Yinke, Yicong, Yunlong, and Shiqiang, 2022 |
Eight exterior beam-to-column joints are prepared and loaded with an electrohydraulic servo actuator. |
Eight exterior beam-to-column joints are prepared and loaded with an electrohydraulic servo actuator. |
Inelastic steel angles located at the beam-to-column connections. |
Yes |
Yes, through horizontal post-tensioning at beam-to-column connections. |
Plastic deformation was concentrated into the replaceable steel angles.
|
Fang, Wang, Zhang, Sause, Ricles, Chen 2019 |
Specimens placed vertically on a strong floor beam with a servo-controlled actuator attached to the top. |
Two rounds of test under displacement controlled loads with incremental intervals of 5 mm. |
Ring spring sets made of superelastic shape memory alloy (SMA). |
Yes |
Yes |
The proposed system exhibited satisfactory self-centering and energy dissipation capacity with certain degradations of yield resistance.
|
Filiatrault, Tremblay, and Kar 2000 |
Half-scale shake table test were performed on a steel in plane MRF with and without the damping system |
Frame was subjected to a push over analysis and four different ground motions from the 1940 El Centro record |
Energy dissipation is provided by a friction spring damper which is to be located in the bracing of a MRF |
Yes and possibilities of retrofitting existing buildings |
Yes, damper displayed stable symmetrical hysteresis loops of force-displacement |
Damping system provided sufficient energy dissipation and self-centering characteristics as well as reduced lateral displacements and accelerations
|
Hashemi, Yousef-Beiki, Darani, Clifton, Zarnani, and Quenneville (2019) |
A modified resilient slip friction joint is loaded into an actuator. |
Cyclic loading was applied to test the clamping bolts and to the fuse system. |
Clamping bolts induce a frictional force between two cap plates and two sliding plates that expand with the brace. |
Yes |
Yes, through elastic components of the brace. |
With a target drift of 2%, the proposed numerical model can withstand forces approaching the maximum considered earthquake
|
Kim and Christopoulos 2008 |
Full scale assembly testing was conducted for exterior and interior column-to-beam SCFR connections |
The specimen was loaded under simulated incremental cyclic loading protocol |
Bolt-stressed friction mechanism with a friction interface consisting of stainless steel and new non-asbestos organic break lining pads |
Yes |
Yes, through horizontal PT elements |
The connection exhibited good energy dissipation without beam or column inelastic deformations and without residual story drift
|
Kim, Lee, Hu, 2023 |
Specimen fixed to a hydraulic universal testing machine with a capacity of 1000 kN |
Repeated tensile and compression experiments with a total of 13 controlled displacements |
Cylindrical polyurethane springs fixed to compression plate that act as compression members, steel wires running the block acting as tensile members and permanent magnet cubes connected to slider for additional energy dissipation. |
Yes |
Yes |
The damper with 20% precompressed spring and magnet cube performed the best in terms of residual displacement and energy dissipation capacity while the model without magnet cube demonstrated best self-centering capability
|
Kurama and Shen 2000 |
6-story analytical model was developed using DRAIN-2DX software |
A nonlinear static and nonlinear dynamic time-history analyses were conducted |
Inelastic energy dissipation is provided by top and bottom seat angles at the beam-to-wall connections |
Yes |
Yes, through high strength horizontal orientated PT |
Analytical results show coupling in hybrid wall systems can be achieved by using unbounded post-tensioned beams without embedding the beams into the walls and can be done without causing significant damage in beams during later displacements of the walls
|
Latour, G Rizzano, A. Santiago, L. Da Silva 2018 |
During cyclic test, load cells measure tensile force in threaded bars, while LDT displacement transducer measure vertical displacement |
Two actuators control compressive and axial load applied to column base connections |
Friction dampers dissipate energy through alternate slippage and pre-loaded bolts on web and flanges |
No |
Yes, through pre-loaded threaded bars and disk springs |
Minimized damage in base plate connections and provided sufficient re-centering capacity
|
Liu, Chi, and Garlock 2008 |
A 2/3 scaled PT column base connection was modeled using a FE analysis |
Loading sequence consisted of initial PT force, gravity load, bolt ED plates to column and grade beams, and apply cyclic lateral load |
Energy dissipation was provided by buckling restrained steel plates |
Yes |
Yes, provided by post-tensioned high strength bars |
Limit states for the connection were defined for the DBE and MCE and design equations provided an accurate prediction of connection moments, also the FM analysis was confirmed
|
Lou, Wang, Li, 2023 |
A 200 ton capacity jack equipped at the top for axial force and two 50 ton actuators connected to the main frame on the sides |
Quasi-static loading tests with displacement controlled protocols with a compressive force of 521 kN and axial load ratio of 0.05 |
Buckling-restrained plates with thickness and length of 16 and 150 mm with different width of restrained segment and cover plates 10 mm larger than the restrained plates |
Yes |
Yes |
The proposed system provided great seismic performance as damage was concentrated in replaceable components maintaining a drift ratio of 0.5% due to its effective self-centering capacity.
|
Lu, Lv, Xu, 2022 |
A scaled proposed self-centering frictional device(SFD) was tested under cyclic loading under different strength and stiffness ratio |
A displacement controlled cyclic loading was applied at different amplitudes, repeated three times for each value |
The SFD is made of two cover steel plates and two center steel plates with groove surfaces, high-strength bolts and combined preloaded Belleville springs. |
Yes |
Yes |
The results demonstrated great seismic performance of the SCFO which was supported by the
|
Maurya and Eatherton 2015 |
Multiple loads were applied to a 2/3 scale one-bay SCB |
SCB was subjected to a lateral load and a gravity load |
Having a similar design as a typical buckling restraint brace, energy dissipation is provided by axial inelastic deformations |
Yes |
Yes, through post-tensioning strands |
The SCB moment frame is a self-centering lateral force resisting system that prevents inelastic damage and reduces residual drifts
|
Miller, Fahnestock, and Eatherton 2011 |
Four sample specimens were heat treated and tested |
Series of quasi-static cyclic tensile test were performed |
Energy is dissipated through NiTi SMA |
Yes |
Yes, provided by SMA wires |
Least amount of residual elongation occurred after heat treating the bars for 60 minutes after machining them and final brace design was chose to limit overall strain in the SMA to less than 5%
|
Naeem, Maida, Koichi, Javidan 2023 |
A 5000 k N hydraulic actuator attached to a loading arm, the proposed prototype connected to a load cell. |
A displacement-controlled quasi-static cyclic loading tests with displacement increased 1.4 times of the previous. |
Self-centering disc slit damper with two hollow steel sections assembled together with prestressed disc springs. |
Yes |
Yes |
The proposed system provided a promising alternative to conventional steel slit damper with its stable and large energy dissipation capacity
|
Pekcan, Mander, and Chen 2002 |
1/3 scale model of a prototype end-sway frame was tested on a shake table |
Subjected to five different ground motions with various peak ground accelerations, including the Kobe ground motion |
Yielding fuse-bars with stable energy-dissipating mechanism |
Yes |
Yes, through elastomeric spring damper |
Benefits included limited magnitude of support reaction transfer to the pier, reduced base shear response, shorter service time after major seismic events, and reduced axial force in the columns
|
Qian et al. 2008 |
¼ scale 3-story steel frame building was tested using a shake table |
Three earthquakes on record were simulated for the time-history analysis |
SMA damper used to dissipate energy through martensitic phase transformation in material |
Yes |
SMA damper used to dissipate energy through martensitic phase transformation in material |
The HSMAFD provided supplemental stiffness, reduced inter-story drifts and absolute displacements, and suppressed the dynamic response of the building
|
Ricles et al. 2010 |
0.4 scale 4-story 2-bay SC-MRF frame was tested using hydraulic actuators |
A lateral force was applied at each level using a hybrid simulation method and four DBE motions |
WFD connection with friction channels welded to the column flange and brass cartridge plates sandwiched between the webs of the channels and beams |
No |
Yes, provided by horizontal PT strands |
SC-MRF performed well under DBE level ground motions, and the connections provided reasonable levels of energy dissipation while exhibiting self-centering capabilities and little damage
|
Ruizhao Shu, Tong Guo, Solomon Tesfamariam, and Yanqing Xu 2022 |
Seismic response of each test was measured with accelerometers and displacement transducers attached to each SC-VCD. |
Cyclic loading tests validated by numerical simulations. |
Consists of a viscous damper and preloaded ring springs connected in parallel, which enables re-centering capacity |
No |
Yes, through the preloaded ring spring system. |
Improved seismic performance and aftershock capacity, along with reduction in residual story drifts.
|
Sanada, Sashim, and Sugiura 2011 |
A compression test was carried out for the damper and a full scale test using a horizontal jack was conducted on a PC beam specimen with the damping system |
Reverse cyclic loads were applied and the tension force was varied during the test |
Energy dissipation is provided by friction pad |
Yes |
Yes, through prestressed concrete |
It was found that the damper increased overall strength and energy, but asymmetric contributions observed and believed to be caused by different axes of rotation in both the loading directions
|
Shutt 1997 |
--- |
--- |
Mild steel and PT used across the joints |
Mild steel and PT used across the joints |
Yes, through precast horizontal orientated PT |
Elastic response of the column and beam elements was shown through negligible cracks occurring under high levels of seismic excitation, which closed upon removal of the load
|
Takamatsu et al. 2008 |
Models were testing using a reaction beam, a reaction column, and a horizontal jack |
Cyclic loading was simulated using the actuator |
Energy dissipation is provided through column base gap opening and closing through the spring loaded wedge |
Yes |
Yes, restoring force provided by wedge and counter wedge interaction |
It was found that non-slip-type column base and SC beam-to-column connections displayed predicted behavior and non-compression braces and non-compression knee-braces showed perfect elastic-plastic cyclic behavior without buckling or slipping
|
Tremblay, Lacerte, and Christopoulos 2008 |
2, 4, 8, 12, and 16-story buildings were modeled using a rigid diaphragm between braces and columns and two springs in series for the SCED brace |
Models were excited with ground motion at 50, 10, and 2% of the 50 year hazard level in Los Angeles |
SCED member provides energy dissipation through steel friction connections |
Yes |
Yes, provided by PT strands |
The analytical experiment showed SCED are a feasible alternative for BRB, as they reduce peak story drifts, eliminate residual deformations under low excitations, and offer better resistance against collapse
|
Vasdravellis, Karavasilis, and Uy, 2014 |
Different materials of web hourglass shaped pins (WHPs) were tested with different cyclic loading conditions. |
Monotonic loading and cyclic loading were performed on the WHPs as beam to column connections. |
Steel cylindrical shaped pins with two separate internal hourglass indents. |
Yes |
Yes |
WHPs remain ductile and demonstrate stable hysteresis until high seismic loads. Stainless steel has a more optimal performance than high strength steel.
|
Wang, Kong, Zhang, Chu and Chen 2017 |
Nine specimen of varying dimension and arrangement were tested. |
Quasi-static cyclic loading was used to test the specimen. |
Energy dissipation is provided through yielding at the bottom and top of the flexural links. |
Yes |
Yes, through post-tensioning cables. |
Properly designed SCMP-SWs provide satisfactory seismic resistance and recentering capabilities while still retaining energy dissipation properties.
|
Wang, Nishiyama, Zhu, Tani, and Jiang 2021 |
Individual components were tested mechanically and used to determine the properties of the beam in finite element analysis. |
Individual components were loaded cyclically in tension and compression, then the system was loaded cyclically in finite element analysis. |
Two elastic components are connected to a rocking component through shape memory alloy bolts. |
Yes |
Yes, through shape memory alloy bolts. |
The self centering steel coupling beam exhibits stable flag shaped hysteretic responses under lateral loads.
|
Wolski, Ricles, and Sause 2009 |
Seven 0.6-scale test specimens were experimentally examined for behavior under seismic simulated load |
Symmetric lateral displacement cyclic cycles were applied through an actuator |
BFFD provide energy dissipation through a friction sliding surface between a brass plate and slotted bolted plates |
If designed in accordance to recommendations, would not be necessary to replace |
Yes, through horizontal PT high-strength steel strands |
If designed as suggested the BFFD provided significant energy dissipation and the connection remained damage free through the loading
|
Xie, Zhao, and Meng 2020 |
First, the two types of frictional fuses, Specimen A and Specimen B, were fixed to the seat of the testing machine and were loaded using an actuator. Afterwards, two specimens modeling the self centering buckling restrained braces at a ¼ scale were tested using the frictional fuse configuration of specimen A. |
The two frictional fuses are loaded with an actuator in order to determine the optimal bolt torque and its effect on the load cycle. The two test specimens were also loaded in an actuator and subjected to a quasi-static load test in which a force sensor in the actuator was measured against a displacement gauge in order to determine the story drift. |
The two frictional fuses are loaded with an actuator in order to determine the optimal bolt torque and its effect on the load cycle. The two test specimens were also loaded in an actuator and subjected to a quasi-static load test in which a force sensor in the actuator was measured against a displacement gauge in order to determine the story drift. |
Not specified |
Yes, through basalt fibre-reinforced polymer tendons. |
The frictional fuse exhibits relatively stable hysteretic responses and is able to effectively increase the energy dissipation capacity, while also limiting the residual deformation in the braces. The tendons also help to self- center the system until rupture.
|
Xu, Guo, Li, 2022 |
The setup includes a loading arm, a pin rod, gaskets, and a pressure sensor to monitor the force applied during the tests |
A displacement-controlled loading protocol for quasi-static cyclic tests |
Self-centering rotational joint consists of a pin rod, two rotational parts and coupling plates, each with a right helicoid surface and prestressed string devices |
Yes |
Yes |
Self-centering rotational joint consists of a pin rod, two rotational parts and coupling plates, each with a right helicoid surface and prestressed string devices |
Xu, Xiao and Li 2021 |
2,000-kN damping systems. Test specimen fixed to the reaction frame with anchor beams and out-of-plane braces erected on both sides of the specimen. |
Cyclic loading protocol applied by servo hydraulic actuator. |
Guide plates and core plates composed of an elastic, transfer and yielding segments. |
Yes |
Yes |
Earthquake resilience requirements were met by the proposed SCSW-DSDs.
|
Zhang, Quan and Lu 2021 |
Yes |
Residual drift was significantly reduced by the proposed buckling-restrained brace compared to widely used BRBs.
|
|
|
|
|
Zhang, Wang, Fang 2022 |
Full-scale SC damper placed between a loading beam that connects to serve-controlled actuators and a foundation beam. |
Incremental loading test and 30 cycles of constant amplitude loading test. |
Friction spring set that comprises a series of outer and inner rings. |
Friction spring set that comprises a series of outer and inner rings. |
Yes |
The proposed system exhibited satisfactory seismic resilience to multiple seismic excitations over long durations.
|
Zhang, Xu, Li, 2023 |
Columns were hinged to two hydraulic actuators of 1,000 kN capacity at the upper end of the column and from a height above the column surface. |
An invariable axial pressure of 295 kN on the upper end of the column and cyclic loads by the second actuator above the column surface |
The self-centering (SC) haunch brace includes inner and outer tubes, pre-compressed combined disc springs, mobile spring plates and blocking plates attached to the end of the tubes. |
The self-centering (SC) haunch brace includes inner and outer tubes, pre-compressed combined disc springs, mobile spring plates and blocking plates attached to the end of the tubes. |
Yes |
The proposed system demonstrated stable mechanical properties, great self-centering capacity and satisfactory dissipation, proving it to be a reliable new approach to self-centering modular steel structures with an innovative construction technology.
|
Zhu & Zhang 2008 |
A 3 and 6-story model are designed as office buildings in downtown Los Angele |
Three suites of earthquake ground motions were used in the nonlinear time-history analyses |
Provided by friction slip details |
Not specified |
Yes, provided by SMAs |
SFDB systems exhibit minimal residual drift and potential to be damage free after frequent and design basis earthquakes
|
Liu, Zhu, Luo, Dong, Li , 2023 |
PWS-4000 with the SCED brace secured between a clamped hinge and a pin with a MTS machine grip head attached testing on three specimens |
The loading protocol for the test was at a frequency of 0.01 Hz of cyclic loading at 2.5 mm 5 mm, 7.5 mm, 10 mm, 15 mm, and 20 mm displacement amplitudes. |
A dual system that comprises two main parts: shape memory alloy (SMA) system, and spring and wedge (SW) system |
A dual system that comprises two main parts: shape memory alloy (SMA) system, and spring and wedge (SW) system |
Yes |
Failure of SMA screws were observed and further studies on SMA bending deformation should be carried out. The proposed device exhibits satisfactory performance with high bearing capacity, high energy dissipation with minimal residual deformation and hysteretic load-displacement curves. |
Min Fan, Hongchao Guo, Shen Li, Zhenshan Wang, Yunhe Lui 2024 |
Linked beam specimen position horizontally a
rigid frame sliding horizontally inducing a constant force from an actuator
|
FE analysis validate tests of system on an eight story steel framed structure that was loaded |
The replaceable fuse in the describes system comprises of steel angles and high strength bolts that connecting linked beam to frame beam |
The replaceable fuse in the describes system comprises of steel angles and high strength bolts that connecting linked beam to frame beam |
Yes |
System was effective in reducing residual deformation and allows for repairability after an earthquake with replaceable steel angles |