Steel Plate Shear Wall Systems Research Articles

The Effect of Geometry on Structural Behavior of Buildings with Steel Plate Shear Wall System Subjected to Blast Loading

Many important public buildings have suffered significant damages due to terrorist attacks in the last few decades. This paper investigates the behavior of structures with steel plate shear wall lateral load resisting system under various blast loadings. A number of twenty steel frames with different heights and widths subjected to four different blast scenarios are modeled and analyzed in opensees software. The results showed that structures with steel plate shear wall systems subjected to blast loading have better behavior in high-rise structures than in low-rise structures in terms of drift and ductility ratio. The steel plate shear wall system exhibited shear-dominated, flexural-dominated, and shear-flexural behavior in low-rise, high-rise, and mid-rise structures, respectively. Besides, in mid-rise and high-rise structures, the roof’s maximum horizontal acceleration occurs in free vibration, whereas in low-rise structures, this amount is experienced during loading. Furthermore, the maximum horizontal displacement of the roof occurs in free vibration, and as the number of stories increases, this amount will occur later.

Investigating the seismic behaviour of high-performance steel plate shear walls

Steel plate shear wall (SPSWs) have good ductility, high strength and stiffness, and considerable energy absorption capability. These advantages have been confirmed in experimental and numerical studies. However, despite these advantages, the need for huge columns surrounding the infill plates is the main limitation of SPSWs. Although the high-performance steel plate shear wall (HPSPSW) has solved this shortcoming, there are still some unknowns about this high-performance system. The HPSPSW system is expected to be more economical than other resisting systems due to ease of fabrication, the elimination of complete joint penetration field welds, the elimination of stress transfer from infill plates to main columns, the higher modification factor and no need for huge main columns. A comparison of analysis results of HPSPSW and SPSW systems revealed that the HPSPSW has desirable stiffness, ductility and energy absorption when its length to height ratio is greater than 1.5. In addition, the HPSPSW system had an ultimate lateral strength only 2–5% lower than that of the SPSW. Modification factors were calculated and average values of 6.67 and 8.64 were obtained for the SPSW and HPSPSW systems, respectively. Therefore, a modification factor of 8.5 is suggested for the HPSPSW.

Numerical study on seismic behaviour of buckling-restrained steel plate shear walls

Buckling-restrained steel plate shear walls have been developed that can markedly alleviate the shortcomings of ordinary steel plate shear wall systems. A parametric study was carried out on finite-element models of buckling-restrained steel plate shear walls, to which cyclic and non-linear static analyses in accordance with the ATC-24 loading protocol were applied. Based on the results acquired from the hysteretic curves, an increase in concrete compressive strength does not markedly affect the ductility and energy dissipation capacity. Moreover, it was observed that as the width of the gap between the concrete panel and steel plate grew, energy dissipation and the response modification factor were reduced. In addition, the results indicated that an increase in the concrete compressive strength improved both shear capacity and initial stiffness. Accordingly, based on a comparison between the rate of improvement in shear capacity arising from an increase in strength of the concrete panels, frame and steel plate, it is concluded that it would be much more rational to increase the concrete strength so that greater shear capacity could be achieved.

Investigation of semi-supported steel plate shear walls with different infill plates under cyclic loading

Semi-supported steel plate shear walls (SSPSWs) system has been attracted the attention of researchers' interest with maintaining positive performance and reducing defects in conventional steel plate shear walls, that including stress reduction in the main columns. In the current paper, the impact of thickness and type of infill plate materials (high-strength steel ASTM A572 with yield stress (YS) of 345 MPa, Medium-yield A36 steel with the YS of 245 MPa, Low-yield steel LPY100 with the YS of 100 MPa) on the loading capacity, energy absorption and behavior ratios (stiffness [K], behavior ratio [R], ductility ratio [μ]) of SSPSWs are evaluated. For this purpose, 12 shear walls were modeled in the ABAQUS software. Results showed that the loading capacity and energy absorption of SSPSWs with ASTM A572 infill plate is more than other models and the ductility ratio of SSPSWs with LPY100 infill plate is higher than that of others. Therefore, for SSPSWs with infill plates type of ASTM572, A36, and LPY100 and with a thickness of 2 mm, the ductility ratios are 2.919768, 3.42301, and 5.117279, respectively.

Experimental cyclic performance of steel shear walls with single rectangular opening

SummaryThis paper presents the results of evaluating the effects of the location and size of rectangular opening on the cyclic performance of steel plate shear wall (SPSW) systems through an experimental study. A total of seven 1:6 scale SPSW specimens were tested under quasi‐static cyclic loads. Apart from a solid (without opening) specimen, six specimens with different opening locations and sizes were considered. The rectangular opening in the SPSW specimens with the relative opening‐to‐plate area of 4.00, 6.76% and 10.24% caused a reduction in maximum shear capacity by 28%, 33%, and 46% respectively. A similar trend was also noticed in the reduction of initial stiffness. The test results proved good performance of the stiffeners around the opening perimeter in preventing the zipping of the plate at these regions. However, from the drift ratio of 1.0%, the tearing of the plate began gradually and was followed by significant strength degradation. Because of the buckling and snap‐back of the plate, pinching in force‐displacement of all the specimens was observed. Also, a finite element simulation of all the specimens was performed, which led to acceptable results in terms of the characteristics of force‐displacement response.

SEISMIC RESPONSE OF REINFORCED CONCRETE FRAMES WITH STEEL PLATE SHEAR WALLS

This study aimed to evaluate the effect of using steel plate shear walls (SPSWs) on the earthquake response of reinforced concrete (RC) moment resisting frames. For this, two types of RC frames, namely, ductile and nominally ductile RC frames were used. Each frame structure had five storeys and three-bays. The first storey height was 4 m while the height of the other storeys was 3 m. To upgrade the performance of the existing structures under seismic actions, a special unstiffened SPSW system was incorporated into the middle-bays of each frame. SPSWs consist of an infill steel plate, horizontal and vertical boundary elements such as beams (as HBEs) and columns (as VBEs). The structures were modeled analytically using a finite element method and evaluated by both nonlinear static (pushover) and time history analyses. In the pushover analysis, the first mode load distribution and uniform load distribution were used. In the dynamic time history analysis, a set of ground motion records was employed. As a seismic hazard level, 2% probability of exceedance in 50-year period was taken into consideration. The seismic response of the ductile and nominally ductile RC frames with and without SPSWs was examined comparatively. The results indicated a considerable enhancement in the earthquake performance of both the ductile and the nominally ductile RC frame structures with SPSWs.

Development of Modified Ibarra–Krawinkler Deterioration Model for One-Story Steel Plate Shear Wall

Nowadays, steel plate shear wall is considered as a suitable system for conventional lateral load resisting systems, because of high post buckling strength, significant ductility, stable hysteresis characteristics and high initial stiffness. Although early experimental and analytical research on steel shear wall clarified various aspects of seismic behavior of such system, but still several issues such as deterioration behavior of the system require more investigation on the subject. Like any other structures, in order to investigate the performance of steel plate shear wall (SPSW) comprehensively, its nonlinear behavior should be assessed in a wide range. In this study, based on the modified Ibarra–Krawinkler deterioration model, new equations are proposed in order to provide an acceptable prediction of nonlinear cyclic behavior of one-story SPSWs with hinged-joints. For this purpose, a number of 60 SPSWs were numerically modeled and analyzed and the modified Ibarra–Krawinkler deterioration model parameters were calibrated and pertinent parameters were identified. Then, using statistical regression analysis, the behavioral equations are presented; in which displayed an acceptable level for prediction of cyclic performance of SPSW system.

Study of effects of beam-column connection and column rigidity on the performance of SPSW system

Steel plate shear walls (SPSWs) are efficient lateral-force resisting systems with high stiffness, strength, and ductility performances as well as energy-absorption capacity. Proper design and detailing of the plate and frame components is crucial to ensure the favorable yielding and stability performances of such elements, desirable plate-frame yielding sequence as well as interaction, and consequently high performance of the overall system. This paper presents a study on the effects of yielding strength of plate and frame elements, plate thickness, and beam-to-column connections on the structural behavior and capacity of SPSWs. Numerous SPSW models with different yielding strength of plate and frame elements, plate thickness, and simple and rigid beam-to-column connections are designed and analyzed using finite element method. The ultimate capacities of the SPSW models are approximately obtained through the plastic analysis of the system. It is demonstrated in this study that a rigid beam-to-column connection can improve the strength performance of an SPSW system and that proper sizing of the frame components, especially columns, can increase the ultimate capacity by 5–35%. The effectiveness of the application of the column rigidity parameter, RCP, in the design of column components against buckling is also investigated. It is shown that RCP ≤1 can ensure the full development of web tension-field action as well as desirable plate-frame interaction, which can consequently contribute to the high performance of the SPSW system.

Investigate of damage index of coupled steel plate shear walls (C-SPSW) system under seismic loading

In the analysis of damage to a structure after the occurrence of a destructive event, it is impossible to estimate the exact amount of damage to any part of the structure. Therefore, it is necessary to introduce failure indicators to assess the amount of damage to structural elements. For this purpose, in this study, the damage caused to the coupled-steel plate shear wall (C-SPSW) system under earthquake load was investigated. In this paper, three damage index of park and Ang, ductility and drift using numerical methods upon multi-story C-SPSW systems are investigated. Following the validation of the numerical simulation through a comparison of the experimental results and numerical predictions, a parametric study was performed to evaluate the damage indexes. Comparative results of the hysteresis curves obtained from the finite element analysis with the experimental curves indicated that the finite element model offered a good prediction of the hysteresis behavior of C-SPSW. In the parametric study, Thirty prototype multi-story C-SPSW systems with different the height of the structures were designed, modeled, and using nonlinear seismic analysis. The results show that the use of cumulative damage indices, which is a combination of several different failure parameters, it predicts the vulnerability of structures more realistically.

Models for strength and stiffness of steel plate shear walls with openings

Steel plate shear walls (SPSWs) are being increasingly used as a lateral load resisting mechanism in buildings, particularly in highly seismic zones. Their lighter weight compared to reinforced concrete (RC) shear walls, more predictable performance, and ability to accommodate openings make them advantageous. While the characterization and design of SPSWs without openings are well understood, a detailed system-level understanding of SPSWs with openings is still lacking. This study assesses the inelastic behavior of SPSW systems with different types of openings to enhance this understanding and provide guidance in design. Models for shear strength and stiffness degradation of SPSW with arbitrarily-located opening are proposed. The study found that the size and location of the openings can have significant effects on the performance of the SPSW system. It was found that it is preferable to have openings of sizes less than 15%, aspect ratio of one, circular shape, and located at the central-bottom location of the plate. This study will enable a more rational design of SPSWs with openings and can serve as a guide for estimation of critical parameters such as the reduced shear strength and initial stiffness of SPSWs in different design scenarios.

High-Level Modeling of Building Structure Using Octogonal Castellated Beam and Steel Plate Shear Wall System (SPSW)

In reality, the development of a city or region is realized in the form of high-rise buildings. In the world of construction usually planner or executor of a project generally choose between two such material is steel or concrete. Concrete is a construction material that forms most often for current construction projects. In this thesis is exemplified how to choose the steel material in construction. steel profile is quite popular to use the castellated profile, by adding a steel plate shear wall (steel plate shear wall). The result of this structural modeling for building a dental hospital in Malang, get the dimensions of the roof joists with spans7.2 m on the roof using WF profile 300 x 150 x 6.5 x 9 and on the floor with the original profile WF 300 x 200 x 8 x 14, then converted into a castellated beam profile octogonal 442.5 x 200 x 8 x 14. The dimensions of the transverse roof beam using a profile castellated beam octogonal 427.5 x 200 x 8 x 12 and longitudinal roof beam using octogonal profile castellated beam 570 x 200 x 8 x 13. b. Dimensions of the transverse floor beam profile using a profile octogonal castellated beam 427.5 x 200 x 8 x 12 and beam elongated floor using octogonal profile castellated beam 617.5 x 300 x 10 x 15. The dimensions of the column using a 1-4 floor King Cross profile 588 x 300 x 12 x 20, the dimensions of the floor columns 5-7 using a profile King Cross 450 x 200 x 9 x 14.

Investigation of the infill plate boundary condition effects on the overall performance of the steel plate shear walls with circular openings

Steel Plate Shear Wall (SPSW) is considered as one of the efficient lateral loading resisting systems used in areas with high seismicity. The present study investigates the behavior of plates with circular cut-outs under different infill plate boundary conditions. The effect of opening dimensions on the behavior of steel plate shear walls, boundary element stiffness and steel infill plate interconnection are studied computationally. The prediction equations for steel plate shear wall systems with circular openings are proposed based on the regression analysis. For this purpose, experimental laboratory tests were initially verified under cyclic loading condition, and the corresponding modes of behavior are captured and validated. Subsequently, more than 30 numerical models with different boundary elements and openings’ conditions are constructed and compared under cyclic loading to obtain the backbone curves. The results indicate that any increase in the opening dimensions leads to the reduction of the ultimate strength, stiffness, ductility, and energy absorption in proportion to the effective wall height. Furthermore, any increase in the stiffness of the SPSW’s beams and columns improves the overall hysteric performance of the steel plate shear wall. It is shown that the infill plate interconnection conditions, specifically with the beam member, has a significant effect on the tension field action development inside of the infill plate leading to proper post-buckling resistance of the steel plate shear walls.

Study on seismic performance of a precast buckling-restrained composite shear wall system with three assembly arrangements

Precast buildings have attarcted worldwide attention because of their significant role in the realization of sustainable urbanization. In this study, a precast buckling-restrained composite shear wall (PBRSW) system is developed, which is assemblied by multiple composite shear wall modules on site. The PBRSW system with three assembly arrangements of the composite shear wall modules, vertical, horizontal and cross arrangements, are designed and explored comparatively to mitigate buckling phenomena and obtain beneficial mechanical behaviours with experiment and simulation methods. To bring insight the seismic performance of the developed system, traditional buckling-restrained shear wall (BRSW) system and steel plate shear wall (SPSW) system are further investigated. The results show that the PBRSW system achieves plumper hysteresis behaviors, higher force-bearing and energy-dissipation capacities, and better ductility performance than that of the other two systems. Buckling phenomena of the PBRSW system are restrined effectively, and its maximum out-of-plane displacement is only 1/18 and 1/15 of the SPSW and BRSW systems on average respectively. The PBRSW system with vertical arrangement of the composite shear wall modules shows the best mechanical behavior with the highest bearing capacity and energy dissipation among the three assembly arrangements. Experimental data coincides well with those from finite element model (FEM) analysis and therefore validates FEM.

Micro-finite element damage modeling in steel plate shear walls

Collapse assessment of Steel Plate Shear Walls (SPSWs) requires thorough simulation of damage-induced softening by using deteriorating behavioral models. However, developing predictive equations that allow degradation modeling requires either costly experiments or detailed experimentally-verified micro finite element (FE) studies. The latter method is utilized in this study to simulate damage of infill plates using ductile damage theory. This starts by collecting all experimental results appropriate to the purpose. Next, an FE model is established and verified by comparing the model results against those of the experiments. The verification specifically concentrates on the damage model parameters whose dependency to specimens geometry is evaluated at the next stage. To this end, a Bayesian regression analysis is performed and a predictive equation is developed for future studies on modeling degradation of SPSW systems. An evaluation of the regression results is also used for obtaining an insight into the effect of SPSW geometry on damage initiation strain. This evaluation indicates that tensile damage starts at an equivalent plastic strain (EPS) of about 0.4 irrespective of SPSW properties. In compressive loading, however, the EPS at which damage starts ranges from 1000 to 4000. According to regression results, this strain reduces by increasing plate's aspect ratio while it increases by elevating plate's thickness or slenderness.

Perforated steel plate shear walls with curved corrugated webs under cyclic loading

Steel Plate Shear Walls (SPSWs) are traditionally designed with vertical infill plates, which are connected to the surrounding frame and can be stiffened or unstiffened. Recently, the application of plates with different geometrical shapes and perforations has attracted the attention in the literature with the aim of understanding the behavior of high-performing SPSW systems. However, detailed and systematic investigations are still required to fully understand the behavior of such relatively new lateral-force-resisting systems, further complicated by the introduction of perforations. This paper addresses this issue, with the structural performance of curve-corrugated SPSWs with centrally-placed opening being the subject of investigation. The research described herein describes 128 nonlinear finite element models of SPSWs, analyzed under cyclic and monotonic loading. The effects associated with web corrugation angle, thickness, and opening size on the buckling, yielding, strength, and stiffness performances, hysteresis behavior, and energy dissipation characteristics of SPSWs are investigated. It is shown that consideration of 90° corrugation angle and larger web-plate thicknesses can be beneficial. However, having a panel perforation layout as a web plate and increasing the perforation size can adversely affect the performance of such systems. Overall, curved-corrugated SPSWs with web perforations are found to be a good structural system, and a desirable performance can be ensured through proper design variables and detailing each component of the system.

Hysteresis Performance Analysis of Damping Energy Dissipating Corrugated Steel Plate Shear Wall System

As a buckling-resistant component, the corrugated steel shear wall was adopted to restrain the local buckling of the steel plate. The mild steel damper was also added to improve the energy dissipation capacity of the structure, forming a new damping energy-dissipation corrugated steel plate shear wall system (DCSW). In order to study the hysteresis behaviour of DCSW, 5 nonlinear FEMs were established by ABAQUS, with the consideration of corrugated steel plate placement, mild steel dampers arrangement and openings form. Their ultimate bearing capacity, ductility, stiffness and energy dissipation performance were compared and evaluated. The results indicated that the DCSW system had better bearing capacity and energy dissipation capacity. The ultimate bearing capacity of structure with corrugated steel plate shear walls and mild steel dampers increased by 37%~43% and 11.4%~13% respectively, combining using those two elements, their ultimate bearing capacity increased by 52%~56%, and their ductility was also improved significantly.

Design Method of The New Damping Energy Dissipation Corrugated Steel Plate Shear Wall System

In order to improve the lateral stiffness of the steel frame, natural anti-buckling corrugated steel shear wall was combined with mild steel dampers, forming a new damping energy-dissipation corrugated steel plate shear wall system (DCSW). The design method of the DCSW system was proposed based on plastic analysis. To study the seismic performance of this system, the nonlinear FEM of the DCSW system was established by ABAQUS, and the analysis on bearing capacity and energy dissipation capacity was carried out. The results showed that the DCSW designed by this method had high lateral bearing capacity and energy dissipation capacity. The lateral ultimate bearing capacity increased by 50% and lateral displacement reduced by 43% with corrugated steel plate shear wall and mild steel dampers.

Experimental and numerical investigation of low-yield-strength (LYS) steel plate shear walls under cyclic loading

Steel plate shear walls (SPSWs) are lateral load resisting systems with a significant energy dissipation potential under cyclic loading. This research performed experimental and numerical investigation of the cyclic behavior of low-yield-strength (LYS) SPSW. Two specimens with 1:3 scale three-story single-bay SPSW with unstiffened infill plates were tested using cyclic loading. The steel plate shear walls had two types of moment-resistant and pinned beam-to-column connections. Also, low-yield-strength (LYS) and high-yield-strength (HYS) steel were used for the infill plates and boundary frames, respectively. The results indicated that the test specimens had good stiffness, high ductility, significant energy dissipation, and stable cyclic behavior. Also, the results revealed that the type of beam-to-column connection affects ductility, strength, and energy dissipation and has a negligible effect on the initial stiffness. In addition, the nonlinear finite element (FE) models were developed to predict the hysteresis behavior of SPSWs. In the FE models, the nonlinear behavior of geometric and materials, large deformations, and initial geometric imperfections were considered. The nonlinear FE models of SPSWs were verified against experimental results. The hysteresis curves, failure modes, and base shear capacity FE models were compared with the experimental results. The numerical investigation showed that the cyclic behavior of the SPSW could be simulated using a simplified FE model. It is demonstrated that rigid and pinned beam-column connection can influence the strength performance and total energy dissipation of an SPSW system and material properties of the infill plate components, especially LYS steel, can further advance the impact of such connection.

Seismic demand assessment of self-centering steel plate shear walls

In previous studies, a post-tensioned rocking system has been introduced to steel plate shear wall (SPSW) system as a means for reducing its residual drifts. The success of this method and the performance of self-centering SPSWs (SC-SPSWs) is evaluated, in this study, by nonlinear dynamic analysis of previously-designed structures. For this purpose, a numerical model is developed and validated against experimental results. This model is, then, used for representing five 3- and 9-story SC-SPSWs that reflect various design assumptions. The median and dispersion of various response parameters are then extracted using a set of 20 ground motion records scaled to three different intensity levels. A comparative assessment is next performed between response of the studied structures in presence and absence of the rocking system. This assessment reveals that the rocking system is not effective in reducing the residual deformations of SPSW system. Nevertheless, the rocking behavior is shown to effectively mitigate the ductility demand at the beams' end portion and provide a more uniform distribution of plasticity along beams and within web plates of different stories.

Cyclic tests of fully prefabricated concrete-filled double-skin steel tube/moment-resisting frames with beam-only-connected steel plate shear walls

This paper proposes a fully prefabricated concrete-filled double-skin steel tube/moment-resisting frame with beam-only connected steel plate shear walls system. To realize the fully prefabricated construction of such a system, high-strength bolts are used for the beam-to-column joints, the column-to-column joints and the frame-to-wall joints. To reduce the additional forces of the boundary columns that are derived from the tension force action of the buckled steel plate shear wall (SPSW), beam-only connected SPSWs are proposed for this system. To evaluate the seismic performance of the proposed system, cyclic tests on three 1/2-scaled specimens were conducted in this paper. The damage observation, failure mechanism, and hysteretic behaviour of the test specimens are investigated and compared. The results show that the beam-only-connected steel plate shear walls (BSWs) enhanced the lateral resistance, initial stiffness and ductility of the fully prefabricated concrete-filled double-skin steel tube/moment-resisting frames. The specimens with BSWs tolerated more than a 5% story drift ratio, which was larger than the value of the bare frame, which increased with increasing numbers of BSWs, and the increment between each specimen was approximately equal. A similar finding was also observed in the initial stiffness, lateral resistance and ductility ratio. Furthermore, theoretical formulas are developed to estimate the lateral resistance of the BSWs and the bolt connections between the frame and the BSWs, and these proposed formulas are validated by the test results.