Shear Panel Damper Research Articles

Experimental and numerical investigation of arc-shaped corrugated steel plate damper

Shear panel damper (SPD) is a commonly utilized hysteretic steel plate damper for energy dissipation. However, the premature buckling of the web plate of SPD has become a major issue, leading to a reduction in the strength and energy dissipation capacity of the damper. Various solutions have been proposed to address this issue, however, unfavorable factors, such as the introduction of additional residual stresses and the potential weakening of the web plate, would reduce the energy dissipation capacity and ductility of the damper and considerably complicate the overall configuration. This study proposes an arc-shaped corrugated steel plate damper (ACSPD) as a solution to enhance the buckling resistance of the web plate. The primary objective of this study is to investigate the mechanical behavior, energy dissipation capacity and failure mode of ACSPD with different configurations and compare against SPD. Quasi-static experimental tests were conducted on two SPD specimens and three ACSPD specimens, followed by further finite element analysis. The test and numerical results indicate that the ACSPD provides improved out-of-plane buckling resistance while preserving the same energy dissipation mechanism and similar mechanical characteristics as its SPD counterpart.

EXPERIMENTAL STUDY ON THE WOODEN MEMBER CONNECTION METHOD IN SEISMIC PANEL DAMPERS FOR STEEL STRUCTURES

Recently, government of Japan has encouraged using forest resources to expand the use of timber. Although moderate-or large-scale buildings are generally steel constructed structures, the authors proposed using cross-laminated timber (CLT) as support members for seismic panel damper systems. The benefits of employing mass timber as support members include the effective utilization of forest resources and a reduction in the building weight. To investigate the shear transfer performance between the shear panel damper and the mass timber, 16 specimens were meticulously prepared. Based on the test results, steel types such as H-shaped steel, circular tube, cruciform steel and steel plate were shown to be effective as the shear connector. In cases where H-shaped steel, circular tubes, and cruciform steel are utilized as shear connectors, significant labor is required for welding to the H-shaped steel and cutting into the mass timber, demanding time and effort from workers. Ensuring the shear connector section has high stiffness is crucial to maintain the energy dissipation capacity of the shear panel. Steel plates offer an advantage in their flexibility to control both strength and stiffness through the size of the plate used.

EXPERIMENTAL STUDY ON THE WOODEN MEMBER CONNECTION METHOD IN SEISMIC PANEL DAMPERS FOR STEEL STRUCTURES

Recently, government of Japan has encouraged using forest resources to expand the use of timber. Although moderate-or large-scale buildings are generally steel constructed structures, the authors proposed using cross-laminated timber (CLT) as support members for seismic panel damper systems. The benefits of employing mass timber as support members include the effective utilization of forest resources and a reduction in the building weight. To investigate the shear transfer performance between the shear panel damper and the mass timber, 16 specimens were meticulously prepared. Based on the test results, steel types such as H-shaped steel, circular tube, cruciform steel and steel plate were shown to be effective as the shear connector. In cases where H-shaped steel, circular tubes, and cruciform steel are utilized as shear connectors, significant labor is required for welding to the H-shaped steel and cutting into the mass timber, demanding time and effort from workers. Ensuring the shear connector section has high stiffness is crucial to maintain the energy dissipation capacity of the shear panel. Steel plates offer an advantage in their flexibility to control both strength and stiffness through the size of the plate used.

Fe-SMA–Based Shear Panel Damper: Solution Treatment, Design, and Seismic Performance

Fe-SMA–Based Shear Panel Damper: Solution Treatment, Design, and Seismic Performance

Seismic behavior of self-centering precast segmental bridge piers with external auxetic steel shear panel dampers

Precast self-centering segmental bridge piers have gained significant attention in bridge construction. Among them, development of the energy dissipation devices that are applicable for the self-centering bridge piers has been a major focus over the past three decades. This study develops a novel post-tensioned precast segmental bridge piers (SC-PSBPs), incorporating replaceable external auxetic steel shear panel dampers (ASSPDs) at the bottom and connecting steel plates at the intermediate segments. The seismic behavior of the SC-PSBPs is investigated through experiments and numerical simulations. Auxetic metamaterials are utilized to develop two kinds of perforated steel plates, including elliptical and peanut-shaped perforations, for the ASSPDs. Eight SC-PSBP specimens are tested to study failure patterns, hysteresis response, residual displacement, segment gap opening behavior, and local response of steel components. Test results show that the proposed SC-PSBP, equipped with unbonded post-tensioning (PT) tendons and ASSPDs, exhibits stable hysteresis response and self-centering capacity with minimal concrete damage. Plastic deformation is concentrated in the ASSPDs, while the intermediate connecting steel plates behave elastically throughout the loading history. A numerical model is developed to investigate the influence of design parameters on the hysteresis behavior of SC-PSBPs. Parametric analyses using the validated FE models explore the seismic behavior of SC-PSBPs with different geometries of ASSPDs, connecting steel plates, and initial PT forces. Numerical results show that both the ASSPDs and the connecting steel plates are imperative to achieve the desired rocking and damage concentration mechanisms of SC-PSBPs. The numerical findings also indicate that decreasing the porosity of ASSPDs effectively enhances the bearing and energy dissipation capacity of SC-PSBPs, as well as increases their residual displacement.

Study on energy dissipation performance of low-yield-point steel shear panel dampers

To investigate the energy dissipation performance of low-yield-point steel shear panel dampers (LSSPD), the eleven full-scale LSSPD specimens were designed and tested. By conducting quasi-static cyclic tests and numerical simulations, the influence of shear plate aspect ratios, flange plate thickness, numbers and layout of stiffeners on the failure modes for energy dissipation performance of LSSPD have been investigated. The results indicate that: The energy-dissipating capacity of the damper is positively correlated with the shear plate's cross-sectional area. Increasing the flange plate thickness can improve the bearing capacity and energy dissipation of LSSPD, but with a limit. The stiffeners can enhance the ultimate bearing capacity of the damper. A single stiffener in both horizontal and vertical directions effectively controls the out-of-plane buckling deformation of the shear plate. It achieves a damper with a full hysteretic curve and a high energy dissipation capacity. However, the arrangement of stiffeners on different sides will decrease the ultimate bearing capacity of the damper. Through finite element supplementary analysis, it is recommended to select the shear plate aspect ratio between 20 and 41, and the flange restraint coefficient βf should not be <10 for damper design. Meanwhile, limiting the stiffener restraint coefficient βs within 45 is recommended to achieve better energy dissipation performance for low-yield-point dampers.

Experimental and analytical investigation of WT‐shapes stiffened steel panel dampers

AbstractThe three‐segment steel panel damper (TSPD) is a type of shear panel damper (SPD) used for dissipating seismic energy. TSPDs consist of an inelastic core (IC) and two outer elastic joints (EJs), with the IC having a weaker shear strength than the EJs. Buckling restraining stiffeners delay shear buckling, and end stiffeners stabilize the IC to facilitate force transfer. However, the fabrication of TSPDs may be costly due to the use of built‐up shapes. This prompted the investigation of a more cost‐effective option, namely the WT‐shapes stiffened steel panel damper (WSPD). The WSPD can be built from a single hot rolled wide flange steel shape with four WT‐shapes cut from it. A practical procedure for seismic design using this method is developed in this study. The design procedure for IC web stiffeners is also considered. We propose elastic stiffness calculation methods for WSPDs, which match the analytical results of the proposed model using commercial software. Two full‐scale 2.6 m tall WSPD specimens were fabricated and tested. Different target IC buckling shear deformations of 0.08 and 0.12 radians resulted in two different stiffener designs for specimen WSPD‐0L2T and WSPD‐1L2T, respectively. The specimens had excellent energy dissipation performance. WSPD‐0L2T IC web buckled later than predicted, while WSPD‐1L2T IC web buckled slightly earlier than expected. The elastic lateral stiffness and maximum shear strength computed from the proposed procedures agree with the experimental results within 5%. The experimental responses of the two specimens can also be accurately simulated using Abaqus finite element model analysis.

Experimental performance and numerical prediction of precast prestressed concrete frames endowed with shear panel dampers

The precast prestressed efficiently fabricated frame (PPEFF) represents a rapid assembly system. However, it may possess limited energy-dissipating capacity when applied to high-rise buildings in high seismic-prone zones. To solve this problem, a precast prestressed efficiently fabricated frame with shear panel dampers (PPEFF-SPDs) is proposed in this paper. Along this vein, this study focuses on the effective modular techniques for damper installation as well as the seismic performance of a PPEFF-SPDs. To investigate the seismic performance of the PPEFF-SPDs, a 0.8-scale two-story specimen was tested using hybrid and quasi-static tests. The test results showed that the PPEFF-SPDs designed according to Chinese building codes exhibited reliable seismic performance with the corresponding performance objectives satisfied. The specimen displayed an effective and stable energy-dissipating capacity even when the inter-story drift ratios reached 2%, and the specimen damage conformed to the failure pattern foreseen for strong columns and weak beams. This study demonstrates the feasibility of the proposed PPEFF-SPDs and provides a promising alternative for the PPEFF in high seismic-prone zones.

Structural performance of H-type shear panel damper made of hot-rolled mild steel

In this study, cyclic loading experiments were performed to understand the mechanical characteristics of SPHC (hot-rolled mild steel) H-type shear panel dampers in a stud support-type installation. The specimens evaluated had panel width-to-thickness ratios of 48.9 and 52.5. Constant amplitude deformation loading was performed using shear deformation as a variable. A stable spindle-shaped hysteresis curve was exhibited with strength reduction caused by out-of-plane deformation. Maximum strength was achieved near the second cycle for all specimens and the specimens with the lower width-to-thickness ratio exhibited slightly higher strength increase ratios. Similarly, energy absorption capacity depended on load amplitude and width-to-thickness ratio of the panel part and specimens with a smaller width-to-thickness ratios corresponding to larger accumulative energy dissipation. Based on the Manson–Coffin law, the deformation capacity of the tested specimens was found to be lower throughout the fatigue curve when compared with the relative architectural guidelines.

Finite element modeling and design recommendations for low-yield-point steel shear panel dampers

Finite element modeling and design recommendations for low-yield-point steel shear panel dampers

Explainable machine learning models for probabilistic buckling stress prediction of steel shear panel dampers

Steel shear panel dampers are widely used as passive energy-dissipation devices in earthquake-resistant structures. The out-of-plane buckling stress of the core plate included in the steel shear panel damper is critical for obtaining the desired lateral force-resistant and hysteretic energy-absorbing capacities. However, the existing calculation method of buckling stress of the steel shear panel damper cannot well address the effects of the steel material’s and geometries’ inherent uncertainties. This paper intends to develop the probabilistic buckling stress prediction models of steel shear panel dampers using machine learning methods considering the steel material’s and geometries’ uncertainties. To this end, the nominal buckling stress prediction models are first developed using different machine learning algorithms based on finite element analysis results where the efficiency of the finite element models has been validated through test results. The analysis results confirm the highest accuracy of the artificial neural network (ANN) model. The SHapley Additive exPlanations (SHAP) and feature importance analysis methods are adopted for interpreting the developed prediction models. The analysis results indicate that the yielding stress of steel (fy), the height-to-width ratio (α), the width-to-thickness ratio (β), and the initial imperfection (δ) show significant influences on the nominal buckling stress of the steel panel damper while the thickness of the core plate (t) shows negligible effects. The probabilistic buckling stress prediction models are further developed based on the trained ANN model considering the combined uncertainties of steel materials and geometries by the Latin hypercube sampling method. The efficiency of the developed probabilistic buckling stress prediction models is confirmed by capturing the probability density of the numerical simulation results. The global sensitivity analysis (GSA) method is introduced for investigating the influence of the design parameters on the discreteness of the probabilistic buckling stress. It has been found from the analysis results that the uncertainties of the yielding stress of steel (fy) and the initial imperfection (δ) have significant influence, that of the height-to-width ratio (α) have limited influence, and that of the width-to-thickness ratio (β) and the thickness of the core plate (t) have negligible influence on the buckling stress of the steel panel damper. For practical application, the interactive software named “PBSSD” is developed and provided for predicting the probabilistic buckling stress by inputting the nominal design parameters of steel material and geometries.

Seismic performance assessment of eccentrically braced steel frame using demountable-metallic-corrugated-shear-panel dampers

In this study, the demountable-metallic-corrugated-shear-panel damper (DCSPD) were investigated experimentally and numerically. Based on the quasi-static cyclic loading experiment of the DCSPD, the influences of different corrugation directions, shear panel thickness, and flange plate thickness on the seismic performance of the damper were discussed in detail. It is found that the variation of the shear panel thickness has a significant effect on the performance of the damper, the high stiffness of the corrugated shear panel causes the oblique buckling deformation to deflect along the direction of the principal stress and to develop at an acute angle to the crest line, which makes the failure modes of the horizontal corrugated shear panel damper (DCSPD-H) and the vertical corrugated shear panel damper (DCSPD-V) significantly different. Then, the multilinear hysteretic model of the DCSPD was established based on the peak-oriented modified Ibarra-Medina-Krawinkler model. In addition, a five story eccentrically braced steel frame with a vertical shear link was used to verify the application effect of the DCSPD on structural vibration control. The dynamic analysis results show that the DCSPD could significantly improve the seismic resilience performance of the structure, compared to the reference steel frame, the performance levels of the improved steel frame with damper showed significant improvements.

Seismic Performance Comparison of Simply Supported Hollow Slab on Pile Group Structure with Different Operational Category and Shear Panel Damper Application

This study is aimed to compare the seismic performance of simply supported hollow slab on pile group (SHSPG) structures designed as “critical” and “essential” viaducts with shear panel damper (SPD) devices. There were three numerical models to be compared, namely SHSPG-A, SHSPG-B, and SHSPG-C. SHSPG-A is a “critical” viaduct with 35 piles per one pile head. SHSPG-B is an “essential” viaduct with 18 piles per one pile head. SHSPG-C is an “essential” viaduct with 18 piles per one pile head plus sixteen SPDs. Numerical models considered the prestressing effect of the spun pile. Nonlinear time history analyses were executed using seven pairs of recorded ground motions that had been scaled and adjusted to the seismic characteristics of Yogyakarta, Indonesia. As the result, the performance level of SHSPG-A was much better than SHSPG-B. The SPDs application could maintain SHSPG-C’s performance at the same level as SHSPG-A and dissipate 34.28%-53.03% of the seismic energy.

Effects of shear panel dampers on seismic response mitigation of high-speed railway simply supported bridge-track system under far-field and near-field ground motions

Effects of shear panel dampers on seismic response mitigation of high-speed railway simply supported bridge-track system under far-field and near-field ground motions

Experimental and numerical study of undersized shear panel dampers with bolted connections

Shear panel dampers have been widely utilised in steel structures to enhance structural damping and dissipate earthquake energy, and thus minimise damage to primary structures. These shear panel dampers commonly feature relatively large sizes and high loading resistance owing to their main applications in multi-storey and high-rise buildings. In contrast, this study intended to develop an undersized shear panel damper (USPD) for prefabricated low-rise structures without site welding. To investigate the cyclic behaviour and fracture characteristics, USPDs made of Q235 low-carbon steel were designed as full-scale specimens with bolted connections and then tested under cyclic shear loads. Moreover, finite element (FE) models were established by considering the material and geometric nonlinearities. The ultralow cycle fatigue (ULCF) fracture initiation life of the USPDs was further predicted based on the cyclic void growth model (CVGM) and validated against the test results. Accordingly, the USPDs exhibited plump and stable hysteresis curves before crack propagating severely and featured significant cyclic hardening behaviour, where the ultimate-to-yield resistance ratio ranged from 2.20 to 2.45. The presented FE models could simulate the cyclic behaviour of USPDs well, and the CVGM accurately predicted the ULCF fracture initiation life with the average discrepancy of 14.8%. The results demonstrate the potential applicability of USPDs, and the developed FE analysis method considering ULCF fractures provides a solution for further configuration optimisations and parametric analyses, reducing the cost of experimental studies.

Energy dissipation estimation of steel slit shear panel dampers with tapered links considering the effect of out-of-plane buckling

The steel slit shear panel (SSSP) with tapered links is one type of efficient energy-dissipating devices, with tapered shape of the links accommodating the bending moment demand when subjected to lateral shear deformation. To dissipate the maximum amount of seismic energy, full plasticity is expected to be developed. However, out-of-plane buckling, which is almost inevitable for thin plates, significantly reduces its energy dissipation capacity. This work aims to quantify the amount of energy dissipation of SSSPs with tapered links considering the effect of out-of-plane buckling. Quasi-static cyclic loading tests on five SSSP specimens with different design parameters are conducted, based on which the refined numerical model is built and validated. In estimating the energy dissipation, the effect of out-of-plane buckling needs to be considered. Otherwise, the estimated energy dissipation can be as much as over two times the tested value. To consider the effect of out-of-plane buckling, the index of average pinching parameter is adopted. A new method is derived for estimating the energy dissipation of SSSPs with considering the effect of out-of-plane buckling, feasibility of which is validated using the obtained test results.

Experimental research on seismic performance of cold-formed thin-walled steel frames with braced shear panel

The traditional cold-formed thin-walled (CFTW) steel sheathed walls are prone to have misalignment at the joints of wall panels and the damage of self-tapping screw connections under earthquake, resulting in obvious pinching of the hysteretic curves. In order to improve the energy dissipation and shear bearing capacity of the lateral resisting member in CFTW steel structures, an innovative structure called CFTW steel structure with braced ductile shear panel (CFTW-BSP) was proposed in this paper. Four full-scale one-story one-bay CFTW-BSP specimens containing two X-shaped and two K-shaped brace specimens were designed and tested under horizontal cyclic loads. The effects of configuration types, shear panel aspect ratios and slotted holes were investigated by comparing the lateral performance. In addition, the replaceability of the shear panel damper was analyzed. In general, the specimens performed well with a stable and plump energy dissipation capacity. The plastic deformation concentrated on the shear panel before 2% interstory drift, and then the end stud bases yielded and cracks propagated near the hold-downs at the ultimate stage. The braces always remained elastic during the tests. For X-shaped brace specimens, the slotted holes on shear panel can improve the ductility but decrease the energy dissipation capacity of the structure. For K-shaped brace specimens, the lateral resistance of the structure can be improved by decreasing the shear panel aspect ratio.

Seismic Performance of Eccentrical Braced Frame Retrofitted by Box Damper in Vertical Links

Passive control methods reduced the vulnerability of structures to earthquakes by decreasing the seismic demand and improving structural plasticity. One of the passive control systems is the eccentrically braced frame with a vertical shear link (V-EBF). The present study aims to direct the damage to the absorbing plates of the vertical link beam to allow the structure’s appropriate seismic performance and reparability. Yielding dampers are one of the most widely used types in systems and can provide perfect vibration control if used optimally. Different types of dampers were introduced and used; how to use them depends on the shape and the way they connect to the structure. This research investigates a new type of damper called box damper, an improved type of shear panel damper. The improvement in the way of connecting to the braced frame and the ease of using this damper in different situations are the features of this new damper. This research investigated the mechanism of these yielding dampers in structures and their strengths and weaknesses. In the next step in this study, a V-EBF with plates of thickness 4, 6, and 8 mm was analysed in the finite element software ABAQUS using the nonlinear static analysis and cyclic loading conditions. Some examples of this damper were attached to the braced frames to investigate the effect of using this damper on the seismic behaviour of the braced structures. The results show that the shear link performs like an electrical fuse absorbing all damage and plastic hinges so that other elements of the braced frame remain in their nonlinear elastic region. By increasing the thickness of the damper from 2 to 8 mm, the resistance increased by two times, and the flexibility of the structure had a noticeable change with the rise in thickness from 2 mm to 8 mm. Ductility increased from 38 to 75 mm.

Cyclic behaviour of demountable metallic corrugated shear panel dampers

This study aims to develop a new demountable corrugated shear panel damper (DCSPD). The developed device is to upgrade the flat shear panel of the classical shear panel damper (classical SPD) using a corrugated shear panel. And the energy dissipating parts of the damper are demountable, allowing for easy processing, transport, and assembly onsite. Moreover, the new damper can make full use of the geometrical properties of the corrugated shear panel to overcome the shortcomings of the classical SPD, such as low initial stiffness and poor energy dissipation. A series of tests were conducted to systematically study the seismic performance of the proposed damper under quasi-static cyclic loading conditions. The effects of three key design parameters are discussed, including the corrugated direction and thickness of the shear panel and the thickness of the flange plate. The experimental results demonstrate that the direction of the corrugated shear panel changes the plastic failure modes of the dampers, resulting in the overall out-of-plane buckling failure of demountable horizontally corrugated shear panel damper (DCSPD-H) and the local buckling failure of demountable vertically corrugated shear panel damper (DCSPD-V). Therefore, the shear bearing capacity, ductility coefficient, and energy dissipation capacity of DCSPD-H are 5.56%, 10.23%, and 35.37% higher than those of the DCSPD-V, respectively. Moreover, an increase in the thickness of the shear panel will significantly improve the seismic performance of the damper, whereas an increase in the thickness of the flange plate may hinder the deformability of the damper. Further, the finite element models of tested dampers were established, and the plastic collapse mechanisms and the sharing of energy-absorbing of each part were investigated. Finally, simple design equations are presented through parametric studies of dampers with different geometric dimensions.

Mechanical properties of shear-type hysteretic dampers supported by studs

The shear-type hysteretic damper of an energy-absorbing member reduces the damage to the main member, such as column or beam, by absorbing seismic energy as the shear deformation of steel. As a support element for connecting the damper to the structure, brace-type and stud-type systems are mainly used. In the stud support, the stress transmission mechanism to the damper is simple, and the degrees of freedom of the plane are higher than that of the other support types. For such a shear-type damper, an H-shaped cross-section with a panel made of a highly ductile material, such as a low-yield-point steel, is generally adopted. This study used a low-yield-point steel circular hollow-section damper, which was installed in the frame as a stud support form, and a case was used to receive the in-plane force. For the damper to function effectively in the frame, it was necessary to determine the elastoplastic mechanical properties of the damper and the dampers supported by the stud. The mechanical properties of the damper unit and damper system with the stud were examined by cyclic loading test. An H-shaped shear panel damper was used as the control group with almost the same full plastic shear strength, initial stiffness, and weight as the circular hollow-section damper and the cyclic loading test was conducted under the same conditions. The effectiveness of the low-yield-point steel circular hollow-section damper was examined as a shear-type hysteretic damper by comparing both. In addition, a nonlinear finite element analysis was performed to determine the influence of the initial stiffness on the damper supported by the stud.