| Reference |
Test/Analytical Setup |
Test Load Conditions |
Description of Fuse(s) |
Replaceable |
Self-Centering System |
Conclusions |
| Aliaari and Memari 2007 |
Series of 11 tests; 4 tests on the bare fame, 5 tests on frame with fuse elements, and 2 test on pinned frame with fuse elements |
Each test consisted of incrementally increasing displacements at the third floor level (displacement control) |
A lumber disk element was selected over a concrete or steel disk due to it increased ductility and its slower load resistant deterioration rate |
Yes, through specific small access window with the ability to replace the whole element as a component or an individual part |
No |
Experimental results show the SIWIS system works well as a seismic fuse system for infilled frames to save the infill walls from damage, but further experimental studies are needed to understand the system performance under cyclic loading
|
| Bozorgzadeh et al. 2008 |
Shear keys were built at 1:2.5 scale of a prototype abutment in a five series test designed to simulate exterior shear key-bridge superstructure interaction |
Each key was loaded by two horizontal 980 kN compression capacity hydraulic actuators and displacement controlled cycles with increasing amplitude were run in three cycles |
Shear keys designed with smooth construction joints and limited vertical reinforcement |
No |
No |
An analytical model was developed to assist in designing the appropriate vertical reinforcement to induce sliding shear failure and a series of construction guidelines were created
|
| Calado, Proenca, Espinha, and Castigloni 2013 |
Three subassemblies are produced with different free buckling lengths and tested with four different fuses. |
Cyclic and monotonic loading are applied to each subassembly, and force and top displacement are measured. |
Steel plates are bolted to the web and bottom flanges and are located in a gap in the slab. |
Yes, through bolted connections. |
No |
The steel fuse was replaceable and dissipated seismic energy through deformation, therefore limiting the plastic deformation at the beams.
|
| Chen, Su, and Tang 2011 |
A model of a 14-story R/C building with the dampers was created using SAP2000 |
Displacement controlled cyclic tests were conducted on the damper |
Three-pin steel dampers are always in pairs and connected using pins providing easy manufacturing and avoidance of weld quality issues |
Yes |
No |
The three-pin damper exhibited stable behavior with large hysteretic loops and the analytical model showed the damper provided an effective reduction in seismic response
|
| Crisafulli and Restrepo 2003 |
Two stiff framed steel plates with two connecting perforated steel plates were mounted in a 250 kN screw driven INSTRON universal testing machine |
Steel plates were tested under reverse cyclic shear forces and specimens was tested under cyclic lateral loading |
Perforated steel plates with a width approximately 1.6 times the diameter of the hole (test specimen: 250 wide x 80 deep x 10 mm thick; 50 mm diameter hole) |
No |
No |
Results show the design is adequate for shear in vertical joints, functions with excellent ductile displacement capacity without strength or stiffness degradation, and had advantages of simplicity over other proposed connecting devices with the same object
|
| Dicleli and Mehta 2009 |
Single story frames and multistory frames (2 and 4) nonlinear static pushover, time-history and damage analyses were conducted |
A set of seven scaled ground motions were simulated |
HP section, which is composed of stocky plates capable of undergoing large inelastic lateral deformations; retrofitting requires cutting braces from gusset plate and attaching fuse |
Yes |
No |
RCBF exhibits a more stable and desirable lateral force-displacement relationship, a more stable behavior over a wide range of structural and ground motion properties, and less damage and larger reserve lateral deformation capacity compared with the CBF
|
| Farrokhi, Danesh, and Eshghi 2009 |
Three full scale models were fabricated using a T connection with the column aligned horizontally and mounted on a reaction frame |
A saw tooth load pattern was implemented to account for the cyclic degradation phenomena |
Cover plates with drilled holes |
No |
No |
It was found the drilled holes shift the stress concentration from the connection face through the cover plates, and may eliminate the unfavorable brittle cracking mode of the weld roots and enhance the structural performance and reliability
|
| Filipov et al. 2011 |
An analytical model was created in OpenSees and incorporates linear elastic behavior for all elements |
Varying superstructure and substructures were modeled using several suites and intensities of ground motions |
L shaped retainers designed as fuse components to fracture the attached anchor bolt under seismic motion |
Potentially, more research needed |
No |
Initial results show bearing friction force has a large influence on the superstructure displacement in the transverse direction and the abutment back wall tends to limit longitudinal displacements
|
| Fortney, Shahrooz, and Rassati 2007 |
Coupling beams were embedded in wall piers and connected with a fuse system consisting of a slip critical web and flange splice connection |
Specimens were loaded with sets of increasing amplitudes of reverse cyclic force or displacement followed by one cycle of decreased amplitude to capture stiffness degradation |
Fuses are designed to have a shear capacity equal to the design shear with outer sections having sufficiently greater design shear to ensure they remain in the elastic range |
Yes, through bolted connection |
No |
The FCB set up led to early energy dissipation and lower stiffness relative to the SCB and it is recommended the fuse be designed for ultimate shear forces in order to withstand expected shear forces
|
| Gray, Christopoulos, and Packer 2010 |
Full scale prototype was designed, manufactured and tested under axial stress representative of the stiffness of a buckling restrained brace |
A cyclic, quasi-static axial loading was induced with a universal testing machine |
Ductility of the yielding element is maximized by shaping the fingers to induce flexural yielding along most of their length |
No |
No |
Experimental results of an axial test of the CSF-brace assembly prototype confirmed the expected stiffness and ductility response of the device which closely matched analytical predictions
|
| He, Chen, Eatherton and Shao 2018 |
Three full scale sub-assemblies with beam-to-composite connections were tested with two angles: reduce section angles and end-reinforced angles. |
The sub-assemblies were subjected to various cyclic tests. |
Energy dissipation is provided by replaceable FUSEIS (Fuse Innovative Systems) beams. |
Yes |
No |
The proposed connection can concentrate most of the damage in in easily replaceable angles on the lower flange.
|
| Iqbal 2006 |
Shear keys were built at 1:2.5 scale of a prototype abutment in a five series test designed to simulate exterior shear key-bridge superstructure interaction |
Each key was loaded by two horizontal 980 kN compression capacity hydraulic actuators and displacement controlled cycles with increasing amplitude were run in three cycles |
Shear keys designed with smooth construction joints and limited vertical reinforcement |
Shear keys designed with smooth construction joints and limited vertical reinforcement |
No |
An analytical model was developed to assist in designing the appropriate vertical reinforcement to induce sliding shear failure and a series of construction guidelines were created
|
| Karydakis, Ionnides, and Vagias 2011 |
15 full scale test were performed using three groups of connecting beam elements: beams of similar section, bars and rods, and beams of variable cross sections |
The elements were tested under cyclic loading |
The fuse element is created by expandable horizontal connections where plastic hinges are formed |
Yes |
No |
The system exhibited energy dissipation abilities and the experimental results were backed up by analytical numerical results from finite element analysis
|
| Kasai et al. 2010 |
Full scale tested was conducted on the E-Defense Table of a 5-story steel MRF |
Excitations simulated were a DBE, maximum considered earthquake acceleration, the JR Takatori Ground Motions, and a 5% Damping Ratio |
Four dampers were considered: steel, oil, viscous, and viscoelastic |
Yes |
No |
The dampers provided significant energy dissipation, the buildings showed significantly less peak responses, and the story drift angle was within the 1% design target value
|
| Kassis and Tremblay 2008 |
Single story steel building were laterally loaded at the roof level |
Full-scale quasi-static cyclic and dynamic seismic frame testing |
Fuse brace system consisting of structural tubing (rectangular or square) which is located near brace end |
No |
No |
The proposed fuse design behaved with reduced tension forces and stable hysteretic response and it is noted marked strain hardening response was observed and must be considered in capacity design check
|
| Ke, Chen, Zhou, Yam, Hu, 2023 |
Specimen in a horizontal position and a 2000 kN hydraulic jack connected to the channels, includes a lateral bracing system with a self-equilibrium frame secured on strong floor |
Three stages of cyclic loading protocols at two cycles for each amplitude until failure is observed |
A new brace-type hybrid damper (BTHD) with steel slit plates that utilizes one of two friction mechanism sequences as proposed |
Yes |
No |
The test overall proved that the hybrid energy dissipation mechanism in the novel damper effectively enhanced the energy dissipation capacity and ductility compared to conventional steel slit plate dampers which is further validated by the numerical studies.
|
| Kim, Choi, and Min 2010 |
Analytical models, consisting of 3,6 and 15-story reinforced concrete moment frames designed as ordinary MRFs and Special MRFs, were modeled using OpenSees |
An artificial earthquake with peak ground acceleration equal to 0.5 g was generated |
Composed of a central steel plate, two side plates and two circular friction pad discs placed in between the steel plates, which is all attached to an inverted pretension V-brace |
Yes and able to be retrofitted in structure |
No |
Nonlinear dynamic time-history analysis results showed that the structures retrofitted with rotational friction dampers generally satisfy the given performance objectives against seismic load
|
| Krstulovic–Opara and Nau 2003 |
HPFRC fuse zones were modeled based off SIMCON and implemented into FEM |
The fuse was fixed along one side while the load was applied across a rigid steel plate on the opposite side |
HPFRC fuse zones are positioned in areas of high ductility such as beam end zones |
Yes, by means of bolted connections to adjacent members |
No |
The experimental SMA-HPFRC fuses demonstrate different structural response from conventional systems, but provided self-actuating concentrated energy absorptions zones which can be replaced
|
| Legeron, Desjardins, and Ahmed, 2014 |
Four structures were tested: one HDF with a 5kN yield strength, one HDF with a 10 kN yield strength, one with elastic fasteners, and one free rocking system. They were subjected to a shake table test after performing a static load test. |
Static load testing was first used on the HDF1 structure by applying monotonic tensile and cyclical loading. Shake table tests were performed on the four structures using data from El Centro-NS and Kobe-NS. The shake table tests used a range from a 40% to 120% scale of the two earthquakes to test the structures. |
Hold downs equipped with a fuse function included a steel plate with slits cut into it to act as the fuse. The fuses were shaped into a butterfly pattern. A pair of fuse steel plates were welded to a U shaped steel channel. This structure was then inserted into a steel channel of a steel wall with self drilling screws and connected to an anchor bolt. |
Yes |
No |
It was found that the system dissipated energy through plastic deformation of the HDF such that the building's rocking behavior would dissipate the seismic energy. Structures with an HDF demonstrated the smallest base shear, and uplift deformation.
|
| Lin, Chen, Yan, and Hu, 2020 |
Eleven models were tested against a displacement controlled cyclic loading test upon the T joint. The specimen included one mild steel joint, one high strength steel joint, and nine high strength steel joints with different fuses. An actuator performed the cyclic load test until fracturing or when the gap in the T joint closed. |
An actuator increased the applied magnitude of the drift ratio after every two identical cycles, starting at 0.25% and ending at 6%. Loading was terminated after the joint gap was closed or when fracturing was apparent. |
Nine different fuses were used, including different thicknesses, and different geometries. The different fuses included arc plate, slot plate, flat plate, strengthened flat plate, and buckling partially restrained plate. |
Yes |
No |
The shapes of the fuses had little influence on the seismic behavior of the T joints, but increase in thickness of the plate improved seismic performance. Strengthening the fuse plate or installing a buckling plate did increase the deformation capacity as well.
|
| MacRae 2008 |
--- |
--- |
SHJ system- energy dissipation occurs in slip between beam and bottom flange plate; DSFD system- energy dissipated through bolted floating plate within braces |
SHJ - No, DSFD - Yes |
No |
SHJ connection provides adequate seismic performance and has been used in construction of NZ buildings and the DSFD provides advantages over ordinary BRB including no significant frame damage and are replaceable
|
| Mansour, Christopoulo, and Tremblay 2011 |
Component test for ductility capacity and full scale testing of the first story EBF assembly of a 5-story EBF were conducted |
Link specimens were tested in shear and reverse moment curvature, and the full scale assembly was tested under cyclic shear deformations |
First link was a W-section welded to unstiffened end plates and the second was two channel sections back-to-back with a welded or bolted connection |
Yes |
No |
The link specimens were all found to achieve at least 0.08 rad plastic link rotation and the EBF with shear links was shown to transfer 14% more shear than the bare steel link and maintain the ability to be replaced with as much as 0.05% drift
|
| Milani, Dicleli, 2022 |
Lateral supports, actuator, 1/3rd scale Chevron braced frame with specimen, loading apparatus and 50-ton reaction frame. |
Fully-reversed cyclic displacement with increasing amplitudes of 5.00 mm-intervals with at least 3 cycles at each amplitude |
Cylindrical yielding elements (CYEs) with the shape of a cylinder with enlarged ends made of ductile steel |
Yes |
No |
Experimental and numerical tests verified the new Torsional Hysteretic Damper for Frames (THDF) as an effective energy-dissipating device with high seismic performance via improving story drift distribution and reducing residual damage.
|
| Ozaki, Kawai, Kanno, and Hanya, 2012 |
Eight different cross braced frames were fabricated. The test specimens had different configurations of the test fuse. |
The loading protocol of the specimens consisted of a common loading protocol of 150 kN in cyclic shear force designed to evaluate bolt displacement, followed by cycles of 2, 3, 4, and 5 times the yield displacement until system failure. |
A fuse was designed to carry the seismic loading of the bracing system in tension without reducing compressional strength. The fuses are placed at the diagonal connections of the cross bracing to limit bracing deformation. |
No |
No |
It was found that increasing the number of fuses in the system would decrease compressional strength but increase the tensile strength, and that the design requirements were all fulfilled with the fuse system installed and allowed for a reduction in brace volumes.
|
| Ozaki, Kawai, Tanaka, Okada and Kanno 2010 |
A peak-to-peak alternative horizontal load was applied systematically to the top left of the shear wall until the fuse panels fractured. |
HDFFs were subjected to statically loaded experiments. |
Energy dissipation is provided by bisymmetrical rhomboid slits and is maximized by working forces and deformations concentrated in the HDFFs. |
Yes |
No |
HDFFs possess high plastic deformability and large energy absorbing capacities so it is considered to offer high seismic performance.
|
| Patro and Sinha 2008 |
Linear behavior of the structure with friction devices is assumed and verified at both stick and sliding stage of response |
Nine ground motions were recorded on different soil conditions and used to evaluate the frame |
Friction energy-dissipation devices with slotted bolted connections, where the sliding plate within the vertical plane is connected to the centerline of the beam soffit |
No |
No |
Behavior of actual friction is more complex than the typical designs based on Coulomb friction, realistic friction model may alter effectiveness of present practice, and optimum pre-stress force may be very different for different response quantities
|
| Qu, Liu, Hou, and Qiu 2018 |
Three full scale sub-assemblies with beam-to-composite connections were tested with two angles: reduce section angles and end-reinforced angles. |
The sub-assemblies were subjected to various cyclic tests. |
Energy dissipation is provided by replaceable FUSEIS (Fuse Innovative Systems) beams. |
Yes |
No |
The proposed connection can concentrate most of the damage in in easily replaceable angles on the lower flange.
|
| Rai and Wallace 1998 |
1:4 scale models were created with varying section dimensions, two different alloys of aluminium (3003 and 6061), and arrangements of transverse stiffeners |
Cyclic load tests were conducted with varying frequencies |
Aluminium beam shear-links which dissipate energy through yielding in shear mode |
Yes, and retrofitting capabilities |
No |
The experimental testing showed the links ability to dissipate significant amounts of energy and the numerical results showed the shear-link braced frame had many seismic performance enhancements
|
| Ruangrassamee and Mounnarath 2008 |
Thickness and gap size were varying parameters under tensile test, compressive test, and cyclic test |
Test were performed under the displacement control mode for monotonic tension testing and under two cycles per a specified max deformation for compressive and cyclic test |
Composed of hollow steel coupler threaded throughout its length and two reinforcing bars with threads at their ends |
Yes, repair at a connection will be simplified by replacing couplers |
No |
Load resistance is controlled by the coupler thickness while its ductility is controlled by gap lengths, splice exhibits higher resistance in compression after buckling, and energy dissipation increased in the cyclic test as the gap length increased
|
| Shah and Moradi 2020 |
32 finite element models having different combinations of design parameters were analyzed. |
Fuses were subjected to incrementally increasing symmetrical cyclic drifts. |
Energy dissipation is provided by the butterfly shape of the slits in the steel plate. |
Yes |
No |
Fuse end-width, thickness and length have the most significant impact on the cyclic response of the steel plate fuse.
|
| Shahrooz, Fortney, and Harries 2018 |
A one-half scale model of two concrete walls connected with a steel coupling beam that was fixed with a midspan fuse. |
One wall remained fixed in the first test while the other experienced vertical displacement until a maximum chord rotation of 2%. Then, the fuse was replaced and the maximum chord rotation was increased to 14%. |
A midspan fuse with a spring element to aid in energy dissipation was fixed at the center of the coupling beams. |
Yes |
-- |
The fuse reached its deformation capacity prior to the coupling beams, and the hysteretic responses of the system before and after replacing the fuse were similar, indicating that this model is a viable alternative to one without a fuse.
|
| Shao, Gu, Jia, Ge and Taguchi 2020 |
Five specimen of varying heights (H) and widths (B) were tested. A two-dimensional six-story steel frame was also analyzed |
The five specimen were tested in an MTS testing system with a load capacity of 500kN and a deformation capacity of 75mm. The steel frame was subjected to a time history analysis. |
Energy dissipation is provided by the plastic yielding of steel strips under combined shear and bending. |
Yes |
No |
The proposed brace-type shear fuse (BSF) provided sufficient energy dissipation capacity and ductility. The lengths and widths of the steel strips also had a significant effect on strength and stiffness. The BSF greatly reduced both residual story drifts and maximum inter-story drifts.
|
| Shen et al. 2011 |
Four full-scale assembly tests were performed on the beam-column assembly with replaceable links representing a first floor exterior connection |
Cyclic loading test were conducted until specimen limitations |
W-sections with endplates connections and back-to-back channels with bolted web connections |
Yes |
No |
MRF with nonlinear replaceable links provided adequate strength and ductility and end-plate links showed greater energy dissipation capacity than the bolted web links
|
| Smith and Willford 2007 |
Direct analytical solutions obtained from ‘complex modal analysis’ and ‘harmonic forced response analysis’ and wind tunnel processing was performed for a 400m high tower |
Analytical response measured Displacement vs. Frequency and wind tunnel processing measured Peak Acceleration and Overturning Moment vs. Period of Oscillation |
Damping system described principally to reduce dynamic wind-induced response, but may be suitable for seismic response after appropriate non-linear history analyses |
No |
No |
The described design procedure for a damping outrigger system has economic advantages, provides increased damping and stiffness, and results in a favorable response to cyclic motion
|
| Valente et al. 2011 |
An finite element model of the brace was developed using ABAQUS and an analytical model of a 6-story steel frame was developed using SAP2000 |
Fully reversed displacement cycles were applied the analytical model of the system and a nonlinear dynamic analysis was used to evaluate the analytical frame model |
Ductile shear panel composed of non-slender in-plane plate elements and stiffened by boundary flanges |
Yes |
No |
The study provided a global analysis for the BDSP system which decreased maximum top displacements in the frame and reduced plastic demands of the structural elements under seismic activity
|
| Wang, Zhao, Gao, and Meng, 2020 |
The test fuses were loaded in a hydraulic servo universal testing machine and fixed using hydraulic clamps. |
Low cycle cyclic loading was applied to the test specimens up to a 4% axial strain. |
Yielding segments combined in series through threaded connections and contained within a restraining tube. |
Yes |
--- |
The modular energy dissipating units displayed axial deformations up to 4% prior to failure without significant strength reduction.
|
| Xin Yan, M Shahria Alam, Ganping Shu, Ying Qin, 2023 |
Cyclic loading tests performed on self-centering system to ensure feasibility of applying preload, and the maximum internal friction was measure. |
A fabrication process and pre-compression procedure was suggested for the proposed for the SCVD |
N/A |
No |
Yes |
Disc springs displayed low capacity for energy dissipation and adequate self-centering capability
|
| Aghlara and Tahir, 2018 |
The fuse component of the bar-fuse damper is placed vertically into a testing mechanism with a load cell on top and an actuator on the bottom. |
Displacement-controlled cyclic loading was performed with two cycles at each step. |
A bar-fuse damper consisting of a round steel bar containing two bolted square tubes in its center. |
Yes |
No |
The bar-fuse damper specimens effectively performed energy absorption and dissipation functions.
|
| Aghlara, Tahir and Adnan 2018 |
Four full scale PFDs were subjected to various component tests. |
Specimens were tested cyclically and monotonically using an INSTRON machine. |
Flexural plastic deformation of the steel pipes provided the energy dissipation. |
Yes |
No |
The proposed PFD does have the capacity to act as an energy dissipating fuse in structures.
|
| Ai-lin, Ran, Zi-qin, and Zhen-yu, 2018 |
An actuator is used to apply a load on the beam of 6 different full scale beam-column subassemblies. |
Displacement-controlled cyclic loading was applied at incremental story drift ratios. |
Bolted beam connections with a dog-bone flange cover plate in which a gap is included to allow rotation. |
Yes |
No |
Energy dissipation in the system was achieved through frictional damping of brass friction plates and plastic deformation of the flange cover plates.
|
| Meng Wang, Shunyu Zhang, Yi Sun, Kunpeng Dong |
Six three story frames with different LYP steel connections configurations (bolted and welded connections) were tested |
Numerical simulations were used, along cyclic loading tests were performed on steel frames with different connection configurations using the LYP steel
|
Low yield point steel connections configurations that comprised of bolted cover plates and T-stubs were tested in its ability to dissipate energy and localize damage, along with ability to be replaced |
Yes |
No |
LYP steel connections provide sufficient load carrying capacity, along with desirable deformation and dissipation capacity
|