Friction Connections Research Articles

Impact of anti-corrosion coatings and maintenance on high-strength bolt friction connections in C4 marine environment

High-strength bolt friction connections (HSBFCs) in steel constructions often employ exterior anti-corrosion coatings, and some connections in steel bridges extend these coatings to their friction surfaces. However, previous studies on HSBFCs have overlooked the influence of external anti-corrosion coatings and coatings on friction surfaces. This research investigates the impact of internal and external anti-corrosion coatings on shear performance through experimental testing. Shear tests were conducted on 43 connections under 17 different conditions, varying the presence of anti-corrosion coatings on friction surfaces and external coatings, including conditions of construction and maintenance. Calibration tests revealed varying anti-slip coefficients: sandblasted surfaces measured 0.44, below specification; epoxy zinc-rich primer coatings measured 0.27; and alcohol-soluble inorganic anti-rust primers measured 0.50, both meeting or exceeding specifications. Simulated C4 atmospheric corrosion environments and dry-wet alternating copper accelerated acetic acid salt spray tests were performed. Results indicate predictable indoor corrosion acceleration and significant shear capacity degradation (4.9 % to 19 %) despite external coating use. Coatings on friction surfaces delayed degradation, while external anti-corrosion coating effectiveness declined post-construction and maintenance. Analysis shows shear capacity degradation in unprotected connections was 1.5 to 1.8 times higher than protected counterparts, attributed to reduced anti-slip coefficients and bolt pre-tension loss.

Experimental study on seismic behavior of RCS joints with asymmetric friction connections and slabs

This paper introduces a new reinforced concrete column-steel beam (RCS) joint that employs asymmetric frictional connections (AFC) to improve energy dissipation and moment transfer, reducing stress concentrations within the joint’s core. Two RCS joint specimens with AFC and floor slabs were designed and tested under quasi-static loading to analyze the impact of bolt preload on seismic performance. The experimental results demonstrate that RCS joints with AFC and slabs exhibit favorable seismic behavior in terms of bearing capacity, energy dissipation, and stiffness degradation. Increasing bolt preload enhances the bearing capacity, stiffness, and energy dissipation capacity of the joints. The failure occurred at the steel beam splice connections, while only minor micro-cracks appeared in the reinforced concrete column when the joint's bearing capacity dropped below 80% of the peak load. Displacement at the column top was primarily influenced by steel beam and column deformation, with minimal contribution from joint core deformation. The use of AFC effectively reduced deformation in the joint core area, meeting seismic design code requirements for “strong columns-weak beams.”

Numerical hybrid simulation assessment of E‐BRBF and E‐FBF systems for mitigating P‐delta effects and enhancing post‐earthquake performance

AbstractThis article investigates the seismic stability of E‐BRBF and E‐FBF systems previously proposed as stability‐enhanced alternatives to conventional BRBF and FBF systems. The E‐BRBF system is a buckling restrained braced frame with an inverted‐V brace configuration in which one of the two braces is a conventional brace designed to remain elastic during a strong earthquake. When the buckling restrained brace (BRB) yields, an unbalanced vertical force develops at the brace‐to‐beam connection, which imposes flexural demand on the beam and creates a positive post‐elastic storey shear stiffness. The E‐FBF system is identical except that the buckling restrained braces are replaced by conventional bracing members constructed with an end friction connection designed and detailed to slip at a predetermined load. At every storey, the beam and the elastic braces are designed such that this post‐elastic stiffness is sufficient to cancel the negative storey shear stiffness resulting from P‐delta effects and introduce a re‐centring mechanism to achieve an enhanced performance in steel buildings subjected to interface subduction earthquakes. Using distributed plasticity numerical models, past studies demonstrated the effectiveness of E‐BRBF and E‐FBF systems in mitigating P‐delta effects, emphasizing the importance of a stable and predictable response of the beam, which is a critical element in the scheme that provides the post‐elastic stiffness of the system. This beam is subjected to axial and flexural demands and must remain near elastic to ensure the global seismic stability of the structure. The response of the beam can be affected by localized yielding and local instability effects resulting from residual stresses, stress concentration near gusset plate connections and geometric imperfections. Employing a refined nonlinear finite element model of the beam element, this article assesses the performance of 10‐storey E‐BRBF and E‐FBF systems utilizing multi‐platform numerical hybrid simulations. The evaluation involves static‐monotonic and dynamic response history analyses, incorporating seismic excitations representing Vancouver, BC's seismic hazard (Crustal, In Slab, and Subduction Interface). In the hybrid simulation model, the most critical member for the proposed system (i.e., first‐storey beam) is sub‐structured in ABAQUS using solid elements, while the remaining frames are integrated using OpenSees using fiber‐based sections. Numerical hybrid simulation dynamic nonlinear response history analyses demonstrate the adequacy of the E‐BRBF and E‐FBF systems in mitigating P‐delta effects with residual drifts within repair limits, unlike conventional systems where instability or excessive drifting occurred. Monotonic Pushover hybrid simulations reveal a more ductile beam behavior compared to standalone models, in which frame members are entirely modeled in OpenSees. The analysis also indicates a ductile plastic hinging beam failure mechanism with no instability failure modes at extreme drifts.

Development of a novel rocking connection for tubular steel bridge piers: A proof of concept study

AbstractThis paper introduces a novel pocket‐type dissipative rocking connection for self‐centering tubular steel bridge piers. Unlike typical self‐centering systems, this connection does not utilize post‐tensioned tendons and relies solely on gravity load for re‐centering, but it employs a redundant mechanism to prevent geometrical instability and collapse. The connection consists of several components, including an embedded sleeve component and a ring plate bearing against the column and frictionally connected to the embedded component. During rocking, the ring plate provides two‐level energy dissipation through friction and material yielding. In this connection, any residual drift could be easily recovered by untightening bolts in the frictional connection of the ring plate. A finite element model with contact elements at surface interfaces between different components was developed to simulate the response of the connection under vertical and lateral loading. Finite element analyses and quasi‐static cyclic tests of a quarter‐scale specimen demonstrated that the connection could provide adequate lateral resistance and a flag‐shaped hysteresis response with marginal or recoverable residual displacements. Test results confirmed that the connection can sustain large lateral drifts (up to 7.6%) without structural damage. Test results also indicated that the hysteresis characteristics of the connection are highly influenced by the type and configuration of the washers in the bolt assembly of the frictional connection. The lateral strength and energy dissipation properties of the connection were greatly improved when conical spring washers were added to the bolt assembly.

Performance-based seismic design of sliding gusset plate braced frames incorporating thermodynamic models

A sliding gusset plate braced frame (SGBF) is proposed to enhance the seismic resilience of steel concentrically braced frames (CBFs). The symmetric friction connection (SFC) is used at the brace-to-gusset plate connection to create a sliding gusset plate brace. The sliding gusset plate brace offers high initial stiffness to withstand wind and service level earthquake loads. It also absorbs energy through friction beyond service level earthquakes, which mitigates performance degradation caused by brace buckling. Besides, replaceable links are added to the beam ends where plastic hinges are anticipated to form, creating a dual system that allows for damage control and rapid repair. The paper first presents the design concepts and performance objectives of SGBFs. Subsequently, a thermodynamic model is established to reveal the energy–temperature–coefficient of friction (CoF) (E-T-μ) relationship based on quasi-static tests of SFCs. The model partially tackles and addresses the challenge of temperature-dependent variations in CoF during sliding. By incorporating the model into performance-based seismic design, the overstrength ratio of SFC due to temperature-induced hardening can be quantified, according to the energy absorption demand of a specific SGBF during an earthquake. In this manner, unexpected damage and failure of members adjacent to the SFC and sliding gusset plate braces can be avoided. To demonstrate the application of the thermodynamic model and verify the seismic performance of SGBF, a prototype is designed based on a practical four-story hospital and validated through an excessive array of nonlinear dynamic analyses. The results show that the proposed SGBF can achieve the targeted performance objectives under different seismic shaking intensities. In addition, the SGBF has a sufficient margin of safety against collapse. Hence, the proposed SGBF can be used as an efficient and resilient structural system in high seismic zones.

Experimental study and numerical simulation analysis of RCS joint with asymmetric friction connection

Based on the seismic design principle of recoverable function and replaceable seismic design, a novel type of reinforced concrete column-steel beam (RCS) joint was proposed, incorporating an asymmetric friction connection in the lower flange of the steel beam. Subsequently, experimental tests, numerical simulations, and theoretical analyses were conducted to evaluate this joint. The test results indicate that the RCS joint with asymmetric friction connection can effectively exert friction slip energy dissipation characteristics, demonstrating good seismic performance in terms of bearing capacity and stiffness. The damage observed in the specimen is primarily focused on the spliced cover plate of the steel beam, with minimal deformation in the core area of the joint. Numerical simulation and parameter analysis were conducted using ABAQUS software. The results demonstrate that the finite element model accurately reproduces the observed phenomena in the test. The parameter analysis reveals that a 10 % increase in bolt preload or a 0.05 increase in friction coefficient can result in a 7 % or 13 % rise in joint bearing capacity, respectively. Finally, a calculation method for determining friction slip in RCS joints with asymmetric friction connection was developed, showing close agreement between the calculated results and finite element outcomes, indicating the accuracy of the formula.

A Review of Friction Dissipative Beam-to-Column Connections for the Seismic Design of MRFs

The use of friction-based beam-to-column connections (BCCs) for earthquake-resistant moment-resistant frames (MRFs), aimed at eliminating damage to beam end sections due to the development of plastic hinges, has been prevalent since the early 1980s. Different technical solutions have been proposed for steel structures, and some have been designed for timber structures, while a few recent studies concern friction joints employed in reinforced concrete structures. Research aimed at characterizing the behavior of joints has focused on the evaluation of the tribological properties of the friction materials, coefficient of friction, shape and stability of the hysteresis cycles, influence of the temperature, speed of load application, effects of the application method, stability of preload, the influence of seismic excitation characteristics on the structural response, statistical characterization of amplitude, and frequency of the slip excursion during seismic excitation. Studies aimed at identifying the design parameters capable of optimizing performance have focused attention mainly on the slip threshold, device stiffness, and deformation capacity. This review compiles the main and most recent solutions developed for MRFs. Furthermore, the pros and cons for each solution are highlighted, focusing on the dissipative capacity, shape, and stability of hysteresis loops. In addition, the common issues affecting all friction connections, namely the characteristics of friction shims and the role of bolt preload, are discussed. Based on the above considerations, guidelines can be outlined that can be used to help to choose the most appropriate solutions for BCCs for MRFs.

Weak axis low-damage performance of seismic resilient rocking steel column base with friction connection

Rocking column bases with friction connections are a critical technology employed in the low-damage design of steel structures. In this study, cyclic loading tests were conducted along the weak axis of the column, incorporating INITIAL, AFTERSHOCK, and REPAIR cases, with a maximum drift ratio of 3%. In the AFTERSHOCK case, both the sliding and maximum moments at the column base exhibited a significant decrease of 67% and 16%, respectively. To address the decrease in sliding strength attributed to the loss of bolt tension, Belleville Springs (BeSs) were employed, and the bolts were maintained within the elastic range. The results demonstrate that the hysteretic curves of the column base almost perfectly align in all three cases, revealing a strength loss of less than 2% and a significant enhancement in seismic resilience. This low-damage column base proves well-suited for deployment in regions with high seismic risk, especially for buildings subjected to continuous seismic excitation. A finite element analysis (FEA) model was developed to quantitatively evaluate the damage, sliding, bolt tension loss, and energy dissipation performance of the column base. Finally, a simplified flag-shaped analytical model was proposed to guide the design of such low-damage column bases, providing a basis for their integration into overall structural analyses.

Fatigue strength assessment of preloaded cross-toothed flange connections based on the FKM guidelines

Cross-toothed flange connections are used in drivetrains for form-fit coupling of shafts. They belong to the group of non-shiftable couplings. Compared to frictional connections, tooth flange connections can transmit significantly higher torques in the same space. In contrast to other tooth couplings, the crossed tooth flange coupling investigated here is characterized by a particularly complex load distribution. The preload force, which is necessary to transmit operational loads, is generated by tensioning bolts, which can be located centrally or decentralized. Thus, the stress condition in the notch of the coupling is always determined by a superposition of stresses from preload force and operating loads.Extensive experimental and simulative investigations were carried out as a part of a research project. In addition to the development of a pragmatic, specially adapted calculation concept for cross-toothed couplings for practice, the experimental tests were accompanied by calculations with the FKM guideline “Analytical Strength Assessment” and the FKM guideline “non-linear”, The determination of local stresses was carried out with the help of elasticity theoretical and elastic-plastic FE full-contact calculations based on experimentally determined material data.This article deals with the possibilities of calculations based on the FE simulation results using the above mentioned FKM guidelines. The experimentally determined load-carrying capacity is critically compared to the calculation results. The focus is on the implementation of the fatigue strength analysis in the context of the corresponding boundary conditions. Topics such as the assumed knee point of the Wöhler curve to the fatigue strength range are discussed as well as the evaluation options for elastic-plastic FE results for the guideline „non-linear”.

Low-damage performance of blast resilient steel rocking column base with friction connection

This paper presents an experimental and numerical study on the dynamic response and blast resilience of a low-damage rocking column base under blast loading. A conventional rigid column base was used as a reference for comparison. A novel test setup was designed to reflect the actual force state of the column base in an explosive environment. During the test, the column was subjected to a constant axial force with a compression ratio of 0.17. Under the blast loading with a scaled distance of 0.43 m·kg−1/3, the rocking column base exhibited remarkable low-damage and self-centering characteristics, with a maximum equivalent plastic strain of 0.01 and a residual deformation of 0.07%. In contrast, the rigid one suffered irreparable local buckling, resulting in a residual deformation of 3.74%. The results demonstrate that the rocking column base effectively mitigates internal forces through controlled rocking motion and dissipates input energy mainly through frictional sliding. This approach proves to be highly effective in enhancing blast resilience. Finally, a refined finite element analysis (FEA) model was developed to quantitatively evaluate the deformation mode and damage of the joints, based on which the low-damage characteristic of the rocking column base was verified.

Retrofitting solution for beam-to-column connections of precast reinforced concrete industrial buildings

Precast reinforced concrete building structures are widely used in the Portuguese industrial stock and throughout Europe. Beam-to-column connections are a key component in this type of structure. However, they are also the source of significant damage, as reported in recent earthquakes. Different configurations are common, such as using a dowel, neoprene or just assuming a concrete-to-concrete interface. Both are characterized by a low deformation and strength capacity, presenting a significant vulnerability against seismic actions. Based on this motivation, a novel low-cost and easy-to-apply retrofit connection is herein proposed to reduce this vulnerability. Shear tests were performed to compare the performance of a retrofitted connection with the as-built configuration (i.e. concrete-neoprene interface). The experimental tests showed a good performance of the proposed retrofit solution, emphasizing the importance of this solution in frictional connections to control horizontal displacements. With the use of this solution, it was possible to overcome the resistance obtained in the connections with dowels in the most vulnerable direction, obtaining a 49% increase in the lateral resistance in the most vulnerable direction (loss of support of the beam on the column) concerning that which was verified in the friction-only connection.

Effects of interface conditions on tribological and hysteretic behaviors of symmetric friction connections

The symmetric friction connection (SFC), a type of slotted-bolt connection, is widely employed to dissipate seismic energy in earthquake-resistant structures. Quasi-static tests were conducted on seven SFCs to investigate effects of various interface conditions on tribological and hysteretic behaviors of the SFCs. The friction pair in focus is composed of high-hardness abrasion-resistant steel (Bisalloy 450) and mild steel (Q355B). The test results reveal that hysteretic behavior of the SFC is highly influenced by interface pressure and shot blasting for their significant effects on wear mechanisms. In this study, abrasive wear, adhesive wear and oxidation wear coexist in the process of dry sliding friction. A critical interface pressure of 42.1 MPa is recommended to achieve desirable tribological and hysteretic behaviors of the SFC. The SFC can efficiently recover its strength by removing wear products from the contact surfaces and then reapplying the bolt clamping force, indicating good repairability. Furthermore, in the presence of impurities on contact surfaces, using a rotary wire brush machine is advisable for surface preparation instead of employing shot blasting treatment. These insights and recommendations provide valuable guidance for engineers and practitioners, aiding them in improving the design process to achieve favorable seismic behavior of the SFC in seismic-resistant structures.

Low-Damage Friction Connections in Hybrid Joints of Frames of Reinforced-Concrete Buildings

Seismic-resilient buildings are increasingly designed following low-damage and free-from-damage design strategies that aim to protect the structure’s primary load-bearing systems under ultimate-level seismic loads. With this scope, damping devices are located in accessible and easy-to-inspect sites within the main structural frames where the damage concentrates, allowing the primary structure to remain mostly undamaged or easily repairable after a severe earthquake. This paper analyses the effects of friction-damping devices in structural joints of RC buildings endowed with hybrid steel-trussed concrete beams (HSTCBs) and standard RC columns. The study proposes innovative solutions to be adopted into RC moment-resisting frames (MRFs) at beam-to-column connections (BCCs) and column-base connections (CBCs). The cyclic behaviour of the joint is analysed through 3D finite element models, while pushover and non-linear time history analyses are performed on simple two-storey and two-span MRFs endowed with the proposed devices. The main results show that the BCC endowed with curved slotted holes and Perfobond connectors is the most effective in preventing the damage that might occur in beam, column, and joint, and it is adequate to guarantee good dissipative properties. For CBCs, the results showed that the re-centering system with friction pads is the most effective in containing the peak and residual drifts, preventing the plasticization of the column base.

Effect of serviceability limit state and over-strength mechanism on seismic performance of self-centring low damage structures with friction connections

Low damage design is an alternative to conventional seismic design, where earthquake-induced damage in the building is controlled and minimised. The most common approach to implement this concept is to design the structural system in a way that damage occurs in a series of specified components. This makes the designer able to predict the performance of the building under earthquakes by deliberately designing these components weaker than the other parts of the structure. These components can be replaced, repaired, or even designed to remain functional after earthquakes. Therefore, the performance of such components (e.g. weak links) is critical for evaluting the performance of the building as a whole.The New Zealand standard defines two extra limit states in addition to the design level earthquake (Ultimate Limit State (ULS)). First is the Serviceability Limit State (SLS), where the system is expected to remain linear and elastic, and the second is the collapse limit state (also known as MCE limit state), where damage is accepted, but the building should not collapse. For a low damage system, the weak links should be designed to remain linear and elastic under SLS actions. Also, they should have adequate reserve capacity to not completely fail under MCE actions. The latter is also called the over-strength mechanism (or the upper bound design level) for designing the low damage components. This study investigates the effect of the over-strength and serviceability limit state on the overall seismic performance of low damage systems. Two types of generic structural responses are considered for the study, self-centring braced frames and self-centring rocking wall systems. Numerical models for both concepts are developed and subjected to nonlinear dynamic time-history analysis with different intensities up to large, rare events (MCE). The results showed that braced frames' appropriate over-strength capacity is relatively smaller than rocking walls. The findings of this study help designers and engineers to perform more efficient and optimised designs for low damage systems. Also, this research helps them to have a better understating of the performance of such systems under large, rare earthquake events.

Parametric study on fatigue behavior of steel friction connections in shear

A parametric study on the fatigue behavior of steel friction connections was conducted in this paper. Fatigue failure mechanism of the connections and two periods of fatigue life were discussed in detail. The procedure to predict the fatigue life of steel friction connections was proposed using the finite element method, and was verified by the fatigue test results. A parametric study was then performed based on the prediction procedure. Considering the connection type, bolt related parameters, and plate related parameters, a total of ten cases were included in the parametric study. The results show that the fatigue strength of single lap connections is much lower than that of double lap connections, which is caused by the local bending of bolted plates and contact status change on the interface. Fatigue behavior of the single lap connections is greatly affected by the number of bolts, steel grade, and hole-making process, while the fatigue behavior of the double lap connections is greatly affected by the bolt preload, slip factor, main plate thickness, steel grade, and hole-making process.

Influence of coupling forces on the mechanical impedance of the hand-arm system during rotational vibration excitation around the xh-axis

The research presented in this paper focuses on the determination of the rotational mechanical impedance of the human hand-arm system under rotational vibration excitation, applied via the knob-shaped handle. During the development of power tools, the interaction between the power tool and the hand-arm system must be simulated. This requires accurate models of the hand-arm system's biodynamics. The current state of research provides such models for translational vibrations, but are limited when also considering rotational vibrations. To enable the development of such models, the study investigates the biodynamics of the hand-arm system for rotational vibration excitation. Therefore, the rotational impedance of 21 subjects was measured in a study. In the study, a knob-shaped measuring handle, whereby the subjects applied different combinations of gripping and push forces to the handle, vibrated the hand-arm system of the subjects rotationally. The results show that a higher gripping force results in a higher magnitude of rotational mechanical impedance, while the push force does not seem to influence the rotational impedance. The missing influence of the push force on the rotational impedance may be caused by the alignment between hand position, force direction, and excitation axis. The findings of this study extend the overall knowledge of rotational mechanical impedance for simulating the hand-arm system in power tool development. In regards to the rotational vibration exposure when performing sanding tasks, the results suggest that a frictional connection between the hand and the power tool handle reduces the vibration exposure of the hand-arm system.

Experimental study on low-damage performance of Sliding Hinge Joint

The Sliding Hinge Joint (SHJ) is a low damage beam-to-column joint primarily for moment resisting steel frames (MRSFs). It is intended to remain rigid during frequent earthquake events, while rotation occurs between the column and beam under design basis earthquake events. At the end of earthquake events, the joint is expected to seize up and become rigid again. However, residual strength and stiffness of the SHJ are considerably reduced even within design-level sliding. The objective of this study is to evaluate resilience and repairability of the SHJ by carrying out cyclic loading on a full-scale beam-to-column assembly considering both design-level sliding and post design-level sliding. Overall, the SHJ exhibited a predictable and stable hysteretic response. It was concluded that the SHJ experienced a 79.5% decrease in average moment resistance and a 59.4% decrease in elastic rotational stiffness with no repair actions taken. Resilience of the joint could be achieved by replacing and retightening the asymmetric friction connection (AFC) bolts to bring the joint back to an as-built condition. Moreover, a detailed finite element model was developed to further investigate the plastic strain distribution, frictional sliding and energy dissipation behaviours of the joint, and the low-damage performance was verified. Finally, a simplified analytical model based on the component method was proposed to predict the joint behaviour.

Numerical studies on the seismic response of a three-storey low-damage steel framed structure incorporating seismic friction connections

A 9 m high, near full scale three-storey configurable steel frame composite floor building incorporating friction-based connections is to be tested using two linked bi-directional shake tables at the International joint research Laboratory of Earthquake Engineering (ILEE) facilities, Shanghai, China, as part of the RObust BUilding SysTem (ROBUST) project. A total of nine structural configurations are designed and detailed. To have a better understanding of the expected system behaviour, as well as effects of other structural and non-structural elements (NSEs) on the overall system response, experimental testing at component level has been conducted prior to the shake table testing. This paper presents an introduction to the ROBUST project, followed by a numerical study on one of the nine configurations of the structure, having Moment Resisting Steel Frame (MRSF) in the longitudinal direction and Concentrically Braced Frame (CBF) in the transverse direction. Hysteretic properties employed in the numerical models are validated against component test results. The predictions of the building's seismic response under selected base excitations are presented indicating the likely low damage performance of the structure.

Seismic performance of a low-damage rocking column base joint along weak axis

This paper presents an experimental and analytical study on seismic performance of a low-damage rocking column base joint equipped with an asymmetric friction connection (AFC). Cyclic loading tests were conducted along weak axis of the column, including INITIAL, AFTERSHOCK and REPAIR cases. Compared with the INITIAL case, the joint exhibited a 2.5% decrease in average moment resistance and a 24.9% decrease in rotational stiffness in the AFTERSHOCK case without any repair taken. By re-installing and tightening the AFC bolts, the moment resistance was completely restored and the rotational stiffness could reach 84.1% of the INITIAL case, achieving resilience and reparability of the joint. Internal forces of the column were effectively limited by frictional sliding of the AFC, and the maximum local equivalent plastic strain at the column base was only 1.0% at a drift ratio of 3%. Axial force, as the main source of restoring forces, provides a favorable tendency for self-centering of the joint. In addition, a finite element (FE) model was developed to quantitatively evaluate damage and sliding behaviors of the joint, and the low-damage characteristics were verified. Finally, a simplified analytical model was proposed to guide the design of this low-damage joint.

Seismic Performance and Parametric Study of a Winding Rope Fluid Viscous Damper (WRFVD) for Continuous Girder Bridges

ABSTRACT To decrease the seismic response of continuous girder bridges, the seismic performance of a novel winding rope fluid viscous damper (WRFVD) was investigated. This device was installed between the sliding piers and superstructure, and connected to the superstructure by winding ropes. WRFVD can accommodate the thermal deformation of superstructure under service condition, and make the fixed pier and sliding piers bear the seismic loads together by establishing the friction connection between the sliding piers and superstructure under earthquake action. In this study, the theoretical mechanism of WRFVD is derived, and verified by a dynamic performance test. A shaking table test was conducted on a scaled three-span continuous girder bridge employing WRFVD. The test results showed that WRFVD can effectively reduce the seismic response of continuous girder bridges. The parametric study of WRFVD on a five-span continuous girder bridge was investigated. The parametric study shows that the seismic response of multi-span continuous girder bridge equipped with WRFVD decrease with the increasing damping coefficient and friction coefficient, and the decreasing damping index.