Corrugated Steel Plate Shear Walls Research Articles

Experimental study on the seismic performance of GFRP-stiffened steel plate shear walls

This study conducted experimental investigations to evaluate the seismic performance of steel plate shear wall (SPSW) with infilled flat and corrugated steel plates stiffened by GFRP plates. Four half-scale specimens were subjected to cyclic quasi-static tests, comprising two specimens with ordinary flat and corrugated steel plates, and two specimens with flat and corrugated steel plates reinforced by GFRP plates. The objective of this study was to reveal how the form of steel plates (flat or corrugated) and the arrangement of GFRP plates influenced the seismic performance of SPSW. The research discussed the failure modes, lateral load-bearing mechanism, ultimate shear resistances, and energy-dissipating capacities of the different specimens. The experimental findings demonstrated that incorporating GFRP plates provided more effective reinforcement for corrugated SPSW compared to flat SPSW. According to the experimental data, the ultimate lateral load-bearing capacity, ductility, and energy-dissipating of the GFRP-stiffened corrugated steel plate shear wall have been increased by 9.3%, 46.4%, and 79.9% respectively compared with the unstiffened one, and the degree of stiffness degradation has been reduced by 10.2%. The findings of this study will provide important references for subsequent research on GFRP-stiffened steel plate shear walls.

Load-bearing capacity prediction of the orthogonal double corrugated SPSW under combined compression and shear load

The orthogonal double corrugated steel plate shear wall (ODC-SPSW) is composed of two corrugated steel plates placed orthogonally and connected by high-strength bolts at the corrugation valley regions. The load-bearing capacity prediction method of the ODC-SPSW subjected to both axial compression and shear should be investigated for engineering design. Firstly, with considering the embedded ODC-SPSW being simply supported on both sides and fixed on other both sides, its compressive elastic buckling load is derived using the equilibrium method, and the formula of the compressive elastic buckling load with a correction coefficient considering the differences in boundary simplification is corrected and verified through the finite element (FE) elastic buckling analysis to obtain the calculation formula of normalized high-thickness ratio. Additionally, the compression load-bearing capacity of the ODC-SPSW is approximately equal to the sum of the compression load-bearing capacity of the embedded ODC-SPSW and edge members. Finally, the load-bearing capacity of the ODC-SPSW under the combined load of the axial compression and shear is studied, and the design method of compression-shear interactive curves is proposed to guide engineering applications.

Experimental and numerical studies on cyclic behavior of stiffened corrugated steel plate shear walls with different corrugation orientations

AbstractCorrugated steel plate shear walls (CSPSWs) can be applied to high‐rise building structures to serve as lateral load‐bearing and energy‐dissipating members. Arranging stiffeners on corrugated steel plates shows substantial potential to further improve the seismic performance of ordinary CSPSWs. This study experimentally and numerically investigated the hysteretic behavior of unstiffened and stiffened CSPSWs. Cyclic quasi‐static tests were conducted on four, 1/2‐scale, two‐story, single‐bay specimens with different corrugation orientations, including two specimens with unstiffened corrugated steel plates and two specimens installed with stiffened corrugated steel plates equipped with two pairs of stiffeners. According to the hysteretic curves of different specimens, the effects of corrugation orientations and arrangement of stiffeners were revealed in terms of the skeleton curves, energy‐dissipating capacity, and stiffness degradation. Then, finite element (FE) models, which were applied to gain a deeper understanding of the experimental results, were established, and validated against the test results. This study demonstrated that the arrangement of stiffeners was effective in improving the seismic performance of CSPSWs regarding the ultimate shear strength and energy‐dissipating capacity, while the influence of corrugation orientations on the performance of the specimens involved in this study could be ignored.

Evaluation of Hysteretic Performance of Horizontally Placed Corrugated Steel Plate Shear Walls with Vertical Stiffeners

Evaluation of Hysteretic Performance of Horizontally Placed Corrugated Steel Plate Shear Walls with Vertical Stiffeners

Global stability design of double corrugated steel plate shear walls under combined shear and compression loads

As a novel structural component, the Double Corrugated Steel Plate Shear Wall (DCSPSW) is formed by interlocking two corrugated steel plates using high-strength bolts. This paper investigates the global stability design methods for DCSPSWs under combined shear and compression loads. Firstly, this paper examines the elastic buckling performance of DCSPSWs under horizontal shear loads and vertical compression loads separately. A bolt spacing factor (η) is introduced to reflect the influence of bolt spacing on the elastic buckling stress of DCSPSWs. Then, based on extensive finite element analysis (FEA), this paper investigates the elastoplastic buckling behavior of DCSPSWs under shear loads and compression loads and establishes the corresponding stability curves to predict ultimate load-bearing capacity. It is found that the stability coefficients (φs and φc) are closely related to the normalized slenderness ratios (λns and λnc). A smaller bolt spacing allows the DCSPSWs to exhibit improved elastic and elastoplastic stability. Finally, this study investigates the load-bearing performance of DCSPSWs under combined shear and compression loads and proposes the design formulas. The results show that the correlation curve of N/Nu-V/Vu can provide a conservative and accurate design. The research findings of this paper are advantageous for promoting the application of the innovative DCSPSWs.

Experimental and numerical study on hysteretic behaviour of corrugated steel plate shear walls under lateral loads

This paper presents experimental and numerical investigations of the hysteretic performance of the corrugated steel plate shear wall (CSPSW) subjected to lateral loads, and proposes an effective hysteretic model for the CSPSW with interactive buckling or yielding of the corrugated steel plate (CSP). First, a cyclic loading test for a CSPSW with interactive buckling was conducted. The CSPSW test specimen exhibited high strength, lateral stiffness, and good energy dissipation capacity. In accordance with the cyclic test, a numerical model was developed to simulate the hysteretic behaviour of the CSPSW. Subsequently, extensive parametric analyses were performed to investigate the effects of the concerned geometry parameters on the hysteretic performance of CSPSWs, such as the height–thickness ratio, aspect ratio, corrugation angle, horizontal subpanel width and surrounding frame stiffness. The available limits of the height–thickness ratio, aspect ratio and surrounding column stiffness for CSPSWs were suggested. Based on the experimental and numerical results of the hysteretic curves and theoretical derivations, a hysteretic model for a CSPSW with interactive buckling or yielding of the CSP was proposed and verified by tests and finite element models. The results showed that the proposed hysteretic theoretical model can reproduce the hysteretic performance of CSPSWs with reasonable accuracy.

Elastic buckling formulas of multi-stiffened corrugated steel plate shear walls

Multi-stiffened corrugated steel plate shear walls (MCSPSWs) have desirable seismic behavior involving shear-resistant, ductile, and energy-dissipating capacities. The elastic buckling load of the MCSPSW is a major influencing factor on its seismic behavior and it lays a foundation for the further study and design of the elastoplastic shear bearing capacity of the MCSPSW. Current research on the elastic buckling load of the MCSPSW is limited. For the MCSPSW with corrugations laid horizontally, the number of pairs of stiffeners in engineering practice is usually larger than that of existing research. This study focused on the elastic buckling formulas of the MCSPSW with more than one pair of vertical stiffeners. Firstly, based on the orthotropic plate theory, the theoretical model of elastic shear buckling was established for the energy method derivation of the elastic buckling load of the MCSPSW. Then, for the stiffeners with transition rigidities, the effect of the stiffener layout on the elastic buckling load was investigated through theoretical analyses and numerical solutions. Accordingly, the optimal layout corresponding to the maximum elastic buckling load was determined. Considering the optimal layout of stiffeners, the elastic buckling load of the MCSPSW was solved using MATLAB. The uniform formulas for the elastic buckling coefficient of the MCSPSW involving more than one pair of vertical stiffeners were proposed by fitting the MATLAB results. Finally, eigenvalue buckling analyses based on finite element models were conducted to verify the accuracy of the optimal layout theory of stiffeners and proposed formulas.

Experimental and numerical investigation into hysteretic performance of orthogonal double corrugated steel plate shear wall

The orthogonal double corrugated steel plate shear wall (ODC-SPSW) is comprised of two identical corrugated plates that are arranged orthogonally and interconnected through high-strength bolts located at the valleys of the corrugations. Due to the strong axis of one corrugated plate coinciding with the weak axis of the other corrugated plate, the flexural rigidity of each plate can be significantly enhanced in its weak axis, thereby improving its shear resistance. The ODC-SPSW has itself boundary elements in two side and connected only with frame beams at its top and bottom, leading to conveniently moving within the frame. This paper presents experimental and numerical analyses of the shear resistance and the hysteretic performance of ODC-SPSW. Two experimental specimens subjected to cyclic loading were tested, and accordingly finite element (FE) simulations were conducted, both reaching an excellent agreement. Firstly, the test results of two ODC-SPSW specimens under cyclic loading are reported and analyzed. Second, FE models are established to simulate the hysteretic energy-dissipation performance of the test specimens. The numerical results from FE Model agree well with the test results, thus validating the FE models. Moreover, a parametric study was conducted using the validated FE model through changing various geometrical parameters, such as aspect ratio, bolt number and arrangement, corrugation depth, corrugated steel plate thickness, boundary element dimensions of the ODC-SPSWs. It is found that these parameters affect significantly the ultimate shear resistance and hysteretic energy-dissipation capacity of the ODC-SPSW. The numerical result obtained indicated the dimensions of the boundary elements have little effect on the shear resistance and hysteresis performance of the ODC-SPSWs. Finally, some design recommendations are concluded which can provide valuable references for the practical design of ODC-SPSWs.

Cyclic tests and shear resistance design of stiffened corrugated steel plate shear walls

Corrugated steel plate shear walls (CSPSWs) are commonly employed as lateral-load-resisting components in regions with high seismic activity. In order to enhance their shear resistance, stiffeners can be affixed to CSPSWs, forming stiffened CSPSWs (S-CSPSWs). This paper presents experimental and numerical investigations into S-CSPSWs. Firstly, two specimens were tested under cyclic shear loads, one of which was an unstiffened CSPSW specimen, while the other was an S-CSPSW specimen. The typical failure modes observed from the test were global buckling and fracture of the corrugated steel plate (CSP). Both specimens exhibited stable hysteretic loops and excellent energy dissipation. It was observed that the stiffeners could constrain the out-of-plane deformation of the CSP, thus increasing its energy dissipation capacity. However, the fracture during the initial stage reduced the shear-carrying capacity and energy dissipation capacity. Subsequently, a finite element (FE) model is developed to simulate the test results. Additionally, the elastic buckling loads of S-CSPSWs are investigated by employing the validated FE model. The shear buckling coefficient is estimated by introducing a rigidity ratio between the stiffeners and the CSP. Finally, the shear resistance design method is established and is helpful in promoting the application of S-CSPSWs. The design formulas proposed in this paper agree well with the FE analysis results and can be effectively implemented in practice.

Seismic performance of corrugated steel plate shear walls under various constraint conditions

Corrugated steel plate shear walls (CSPSWs) support vertical or horizontal corrugated plates attached to boundary frames through two- or four-sided connections. While two-sided constraints offer better applicability and convenience, this study aims to investigate the seismic behavior of CSPSWs with both two- and four-sided constraints. The investigation considers the coupling effects of direction, aspect ratio, thickness, and axial compression ratio. The study analyzes hysteresis curves, capacity characteristics, stiffness, ductility, and energy consumption for various failure modes. The results indicate that two-sided-constrained specimens exhibit lower mechanical properties compared to four-sided-constrained specimens, especially the initial stiffness. However, both constraint types show X-shaped tension fields diagonally along the CSP under low-cycle reciprocating loading. The horizontal and vertical directions of the corrugated plates have no significant impact on the seismic performance of the four-sided-constrained system, whereas they directly affect the stiffness and lateral load of the two-sided-constrained system. Additionally, an increase in plate thickness results in greater design requirements, particularly for surrounding frame members. Furthermore, when the axial compression ratio does not exceed 0.4, the specimen exhibits good seismic performance and energy dissipation capacity.

Experimental and Numerical Study of Beam-Only-Connected Corrugated Steel Plate Shear Walls

ABSTRACT The cyclic performance of beam-only-connected Corrugated Steel Plate Shear Walls (CSPSWs) is studied experimentally and numerically. Two one-story single-bay specimens with single and double corrugated infill plates were built and tested under lateral cyclic load. The results demonstrated that CSPSWs could have a robust hysteresis curve with viable cyclic performance if designed properly. Finite Element (FE) models were developed and verified against test specimens. A parametric study was conducted using FE models to evaluate the effects of variations in the thickness, aspect ratio, and sub-panel width of the infill plate of beam-only-connected CSPSWs on their cyclic performance.

Seismic Performance Analysis of Corrugated Steel Plate Shear Wall Connected with Beams Only

This paper studied the seismic performance of corrugated steel plate shear walls with vertical corrugated steel plates connected with beams only (CboSPSWs). A numerical model of a CboSPSW was developed. Then, a series of parametric analyses were conducted to determine the effects of the related parameters on the hysteretic performance of CboSPSWs, including the height–thickness ratio, aspect ratio, corrugation angle, stiffness of the free-edge stiffener, and surrounding frame stiffness. In addition, the limit of the stiffness of the free-edge stiffener of the CboSPSW was investigated. Finally, the serviceability of the existing design method, the Plate-Frame Interaction model (PFI), for CboSPSWs was examined. The results show that CboSPSWs have high values of strength and initial stiffness as well as good and stable energy dissipation capacities. The ultimate strength of the corrugated steel plate (CSP) can be improved significantly by free-edge stiffeners. When the flexural stiffness ratio exceeds 1.0, the increase of the average stress of the CSPs close to the beams is less than 20%, and the tension field develops fully in the CSPs in CboSPSWs. The PFI model can predict the shear strength and initial stiffness values of the hysteretic curves of CboSPSWs with good accuracy, which can be used in the design and plastic analyses of CboSPSWs.

Shear Behavior and Analytical Method of Vertically Corrugated Steel Plate Shear Walls with Inelastic Buckling of Infilled Plates

This paper presents numerical investigations of the shear performance of vertically corrugated steel plate shear walls (CvSPSWs) with inelastic buckling of infilled plates under lateral loads. A numerical model was developed and verified by an experiment. Subsequently, a series of parametric analyses were conducted to investigate the effects of the concerned parameters on the shear performance of CvSPSWs, such as the connection type, height–thickness ratio, aspect ratio, horizontal subpanel width, and surrounding beam stiffness, in which the loading mechanism, buckling behavior, and failure modes of the corrugated steel plate (CSP) in the CvSPSW were discussed. The results show that CvSPSWs exhibit large initial stiffness, in-plane and out-of-plane strength, and good displacement ductility. Further, a formula for predicting the buckling strength of the CSP in the CvSPSW is proposed, and the effect of the section stiffness of the inclined subpanel on buckling strength and the development of the tension field of the CSP was investigated. In addition, simplified analytical models for CvSPSWs were examined to simplify the elastoplastic analysis of CvSPSWs. The results show that the plate-frame interaction model and the modified strip model can reproduce the shear performance of CvSPSWs with good accuracy.

Research on Lateral Performance of Corrugated Steel Plate Shear Walls Connected with Beams Only under Horizontal Loads

This paper investigates the lateral performance of corrugated steel plate shear walls with corrugation laid vertically connected with beams only (CboSPSW). A numerical model for the CboSPSW was developed, and verified by a laboratory test. Based on the verified numerical model, extensive parametric analyses were carried out to investigate the key parameters’ effects on the shear performance of CboSPSWs, including the height ratio, aspect ratio, opening rate, and surrounding frame stiffness. In these parametric analyses, strength and lateral stiffness losses of the corrugated steel plate (CSP), buckling, and failure modes of the shear walls were investigated. In addition to these, a simplified model for the CboSPSW was developed to predict the shear performance of the shear wall. The results show that the CboSPSWs exhibit large strength, initial stiffness, and good displacement ductility. Compared with the corrugated steel plate shear walls with vertical corrugated steel plates connected with beams and columns (CbcSPSW), the strength of the CSPs decreased 15–28% in the CboSPSWs. The free edges of the CSPs in the CboSPSWs should be strengthened by adding stiffeners on one side or two sides of the CSPs in practical projects. The aspect ratio and opening rate of the CSPs should be controlled for strength decreases of the CSPs. The modified strip model can be used to predict shear performance of the CboSPSW with a reasonable accuracy.

Global shear stability capacity of trapezoidally corrugated steel plate shear walls with boundary elements

Global shear stability capacity of trapezoidally corrugated steel plate shear walls with boundary elements

Study and Application of Steel and Composite Walls with Corrugated Steel Plates in China

Steel and composite walls with corrugated steel plates have found their wide application in China due to their excellent structural performance. Extensive research has been conducted over the past few decades to investigate their behavior and load-bearing capacity. This paper summarized numerous experimental and numerical studies on the corrugated steel plate shear walls (CSPSWs), double corrugated steel plate shear walls (DCSPSWs), and concrete-infilled double steel corrugated-plate walls (CDSCWs). First, the load-bearing mechanism and design methods of CSPSWs and DCSPSWs under monotonic and horizontal cyclic loads were elucidated. Subsequently, this paper elaborates the load-bearing capacity and corresponding design methods including the sectional strength capacity, the overall stability, and the wall panel stability of CDSCWs under axial compression, compressive-bending combination, and compressive-bending-shear combination. The proposed design methods of CSPSWs, DCSPSWs, and CDSCWs have successfully implemented in practical high-rise building structures and some of them have been adopted by the Chinese engineering construction standards T/CECS 290 and T/CECS 624.

Experimental and numerical investigations on seismic behavior of stiffened corrugated steel plate shear walls

AbstractStiffened corrugated steel plate shear walls (SCSPSWs) are novel seismic‐resistant members used in medium‐ and high‐rise building structures, in which a stiffener system is applied on the corrugated steel plate to restrain its out‐of‐plane buckling deformation. In this study, experimental and numerical investigations were conducted on the SCSPSW. Using a four‐bar linkage loading device, seven specimens were tested under low‐circle cyclic shear loads, including six SCSPSW specimens and one unstiffened corrugated steel plate shear wall (CSPSW) specimen. Five sets of comparisons were established among the seven specimens to study the effects of the sub‐panel aspect ratio, stiffener torsional constraint, plate‐stiffener connection method, bolt layout scheme and bolt strength on the seismic behavior of the SCSPSW. Desirable shear resistance capacities, ductility, and energy‐dissipating capacities were exhibited through the hysteretic curves. The test results confirmed the validity of existing design formulas for the ultimate shear resistance of the SCSPSW. Then, finite element (FE) models were developed and validated against the test results, indicating the accuracy of the models in simulating the seismic behavior of SCSPSWs. Based on the validated FE models, the internal tensile and shear forces of the connecting bolts were obtained. Accordingly, the development law of the bolt internal force was analyzed in detail. A calculation procedure for predicting the bolt internal forces was proposed and proved to be reasonable. Finally, the effect of stiffener strength on shear resistance and post‐buckling behavior of the SCSPSW was investigated numerically. The research results of this study can provide some references for the engineering practice of the SCSPSW.

Lateral behavior and PFI model of sinusoidal corrugated steel plate shear walls

This study focused on the lateral behavior of sinusoidal corrugated steel plate shear walls (CoSPSWs), which consist of a steel boundary frame and sinusoidal corrugated infill wall plates. Firstly, eigenvalue buckling analyses were conducted on sinusoidal corrugated wall plates under pure shear, and local as well as global shear buckling stress formulas were proposed. Nonlinear pushover analyses were then conducted on sinusoidal corrugated steel plate shear walls with different corrugation configuration, corrugation direction as well as influences from gravity loads. The results show that the lateral behavior of sinusoidal corrugated wall plates is obviously affected by the corrugation configuration and gravity load effects, but not much by the corrugation direction. Based on the shear slenderness ratio, sinusoidal corrugated wall plates could be classified into stocky, moderate and slender walls, with lateral load-resisting mechanism corresponding to shear yielding, inelastic shear buckling, and elastic shear buckling followed by incomplete tension field action, respectively. CoSPSWs with stocky wall plates tend to have both good lateral capacity and ductility, CoSPSWs with moderate wall plates would still have good lateral capacity but lower ductility, and CoSPSWs with slender wall plates would have good ductility but lower lateral capacity. Shear strength formulas were proposed for horizontal corrugated wall plates, not affected by gravity loads due to accordion effects, as well as vertical corrugated wall plates considering the gravity load effects. Plate-frame interaction (PFI) models were also proposed for horizontal and vertical CoSPSWs considering the gravity load effects.

Local and global buckling prevention design of corrugated steel plate shear walls

Local buckling and global buckling may occur in corrugated steel plate shear walls (CSPSWs) under shear loads. In general, the seismic and even strength design of CSPSWs may require no local buckling occurrence in the folds (namely sub-panel elements) and no global buckling occurrence in CSPSWs if they are used as energy dissipating devices. Therefore, the width-to-thickness ratio limits of folds or sub-panels and the normalized slenderness ratio limits of CSPSWs are major concerns for preventing their local and global buckling in their seismic and strength design. This paper presents the local and global buckling behavior and load-bearing capacity of trapezoidally corrugated steel plate shear walls (T-CSPSWs) and sinusoidally corrugated steel plate shear walls (S-CSPSWs) under pure shear. Firstly, finite element models (FEMs), FEM-l and FEM-g, are established for analyzing the local and global buckling of CSPSWs separately. Based on extensive numerical results, the formulas for more accurately estimating elastic local and global buckling loads are proposed for T-CSPSWs and S-CSPSWs under shear loads, respectively. Accordingly, the normalized width-to-thickness ratios of flat folds or curved sub-panels and the normalized slenderness ratios of CSPSWs are conducted. Finally, the ultimate load-bearing capacity respectively subjected to local and global buckling of CSPSWs under shear loads is calculated by employing elastoplastic FEMs, and the width-to-thickness ratio limits and the normalized slenderness ratio limits are further obtained in terms of a design criterion that local and global buckling load resistance of CSPSWs is not less than fully sectional shear-yielding load.

Experimental Investigation and Numerical Simulation of Corrugated Steel Plate Shear Wall Considering the Gravity Load

The corrugated steel plate shear wall (CSPSW) has high strength, ductility, and energy dissipation capacity and can be used as the lateral force-resisting system of multi-story and high-rise buildings. The vertical load transmitted by the upper floor and frame columns may inevitably act on the corrugated steel plate shear wall. However, the influence of the gravity load on the performance of the corrugated steel shear wall is not considered in most studies. To investigate the behavior of corrugated steel plate shear walls considering the actual gravity load, four scaled SPSWs under lateral and vertical loading were tested. The specimens’ failure mode, envelope curves, and hysteretic curves were analyzed. A numerical simulation model was established based on the validation of the experimental test on the SPSWs. The results showed that the hysteresis curves of the test were consistent with those of the simulation results. Finally, parametric analysis was conducted on the SPSWs with different types of infill plates, height-to-thickness ratio, and gravity loads.