Corrugated Steel Plate Research Articles

Axial compressive performance and design of multi-celled corrugated-plate CFST walls

The corrugated steel plate has been widely used in steel and composite structures due to its large out-of-plane flexural stiffness. An innovative type of steel–concrete composite wall using corrugated steel plates called multi-celled corrugated-plate concrete-filled steel tubular (MC-CFST) wall has been proposed recently. In order to study its performance under axial compression, numerical analysis was conducted in this paper. A refined finite element (FE) model was established and validated by previous test results. The vertical and out-of-plane normal stresses of concrete and strains of corrugated steel plates were analyzed, indicating that the corrugated steel plates had a good confinement effect on the infilled concrete. Then, a parametric analysis was conducted to investigate the effect of various parameters on the axial compressive performance of MC-CFST walls. The main parameters included corrugated cell width, wall depth, thicknesses of corrugated steel plates and steel tubes, concrete and steel strengths and corrugation amplitude. Finally, the equivalent confinement factor ξw was defined to evaluate the confinement effect of corrugated steel plates on the infilled concrete. On this basis, a design formula for calculating the ultimate resistance of the MC-CFST wall was proposed. The proposed formula exhibited good agreement with experimental and numerical results, and it could provide valuable references for the design of MC-CFST walls 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.

Study on Shear Resistance and Structural Performance of Corrugated Steel–Concrete Composite Deck

This study looks into a new composite bridge deck structure that employs a corrugated steel plate as the base. The goal is to address the shortcomings of traditional deck-bearing capacity, stiffness, and stress performance. Specifically, this study investigates the shear performance and slip characteristics of this structure. To achieve this, the study analyzes the shear behavior and slip tendencies of the composite bridge deck. The study focuses on the role of shear studs and PBL (Perfobond Leiste) perforated steel plates as essential components for shear connections. The shear performance of the composite deck is analyzed based on the structure of shear connection keys such as shear studs and PBL perforated steel plates. The advantages of composite decks in terms of stiffness, self-weight, load-bearing capacity, shear resistance, slip resistance, etc., are discussed to provide a theoretical reference for practical engineering applications. The shear resistance of shear stud shear keys is investigated through shear push-out experiments, and the shear resistance of shear studs is investigated through finite element simulations based on the ABAQUS 2020 finite element software. The results showed that the shear load capacity of the shear studs increased with the increase in the height-to-diameter ratio for different diameters of the shear studs, and the range of increases was from 2% to 23%. However, when the diameter of the shear stud exceeded 22 mm, the ultimate shear capacity of the shear stud increased with the increase in the height-to-diameter ratio, and the magnitude of the increase slowed down. For the actual design of the composite deck, it is recommended to maintain a shear stud height-to-diameter ratio within the range of 9 to 12. When using a composite deck with a PBL open-hole steel plate, the maximum longitudinal slip at the plate end and within the span is only 0.28 mm and 0.0158 mm, respectively. These values are 31% and 36% lower than those of the composite deck with a peg shear key. Additionally, the vertical peeling within the span of the PBL open-hole steel plate is merely 0.46 mm, showing a 21% reduction compared to that of the shear studs. It can be seen that the PBL perforated steel plates are more effective than the shear studs in resisting slip and peel.

Confinement mechanism of rectangular CFST components using double horizontally-corrugated steel plates

This paper presents experimental and analytical investigations on the confinement mechanism of a novel rectangular concrete-filled steel tube (CFST) component for use in composite shear walls. The CFST component consists of a steel tube made by welding double horizontally corrugated steel plates and double flat steel plates, and infilled with concrete. Tests of eight components and finite element analysis of twenty-three components under uniform compression were conducted to explore confinement mechanism of the novel tube to core concrete. The impacts of several factors such as steel plate thickness, nominal sectional aspect ratios, slenderness ratios, and the strength of the steel and concrete on the confinement mechanism were analyzed. The non-uniform confinement mechanism of horizontally corrugated steel plates was investigated based on their vertical and horizontal strain responses at the wave crests, middles, and troughs. The test results and numerical simulations demonstrate that the proposed CFST components exhibited desirable axial compressive behavior with ductile failure modes. The tested specimens with nominal sectional aspect ratios ranging from 1.2 to 2.39 had strength indexes greater than 1.17. Even with a width-thickness ratio of 325.33, the horizontally corrugated steel plates effectively confined the core concrete. Furthermore, this research proposed a design strength model that considered the confinement effects of corrugated plates. The model accurately predicted the experimental and numerical results.

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.

Seismic performance of corrugated steel plate composite shear walls with various configurations

This article proposed a novel form of composite shear wall composed of a concrete-filled corrugated steel tubular column frame and an infilled corrugated steel plate. This innovative design leverages the excellent out-of-plane stiffness and local-buckling resistance of corrugated steel plates. Quasi-static tests and numerical simulation analysis were conducted on eight composite shear walls. The tests focused on various parameters, including the arrangement of infilled steel plates, the orientation of corrugations, and the presence of openings. The specimens were evaluated for failure modes, hysteresis curves, stiffness degradation, and energy dissipation capacity. The research results indicate that this composite structure exhibited favorable seismic performance, with failure modes observed as yielding of the inner infilled plate and plastic hinge failure of the column bases. The specimens achieved an ultimate drift ratio about 1/50. Additionally, finite element models were employed to analyze the stress distribution within the structure.

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.

Interfacial bonding stress transfer and failure mechanism between corrugated steel plate and reinforced concrete

The interfacial properties of corrugated steel plates and concrete are crucial for controlling the performance degradation of composite structures. To investigate the interfacial bonding performance and debonding evolution process, 13 pushout specimens are tested. The effects of concrete cover thickness, concrete strength, steel bond length, and transverse hoop height on the interfacial bonding properties are comprehensively considered. Moreover, the contributions of interfacial bonding components are investigated based on the bonding stress transfer mechanism at the interface. To study the distribution, evolution process, and damage development state of the interfacial bonding stress systematically, refined finite element models are developed. Results show that these four parameters positively affect bonding properties. The ratio of the chemical bonding force, mechanical bite force, and frictional force in the natural bond between the corrugated steel plate and concrete is 1:0.95:0.47. Additionally, the numerical results indicate that the interfacial bonding stress has a distinct non-uniform distribution. At the loading end, the bonding stress of the inclined web is generally higher than that of the flat web for the same section height. The bonding stress outside the web is greater than that inside. The outside part of the inclined web of the corrugated steel plate near the loading end is the first to exhibit interfacial damage developing towards the free end. The high stiffness at the bend of the corrugated steel plate deflects damage. Moreover, it does not fully develop in this part and is redundant.

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.

Seismic performance of partially encased concrete composite columns with corrugated web

Partially encased concrete composite (PEC) components have gained popularity recently because they are suitable for prefabricated construction. Corrugated steel plates have higher buckling strength and out-of-plane stiffness than flat plates, in this paper, an innovative corrugated web PEC column (CPEC column) was proposed, and its seismic performance was studied by cyclic loading tests. The designs and fabrications of specimens and loading system were described in detail. The seismic behavior of CPEC columns was investigated comparatively by analysis of their failure modes, hysteretic curves, ductility, energy dissipation capacity, and stiffness degradation. The test results show that the ultimate lateral load of CPEC columns under minor-axis bending is more competitive than that of ordinary PEC columns, while the ductility, energy dissipation capacity and stiffness degradation rate are close to that of ordinary PEC columns. Under major-axis bending, the “accordion effect” of corrugated web has a negative influence on the seismic behavior of CPEC columns after the concrete is crushed severely. Finally, the modified equations can be used to predict the N-M interaction curves of the CPEC columns. More experimental or numerical research should be carried out to further evaluate the seismic performance of CPEC columns quantitatively in the future.

Section performance analysis of vertical corrugated steel plate-reinforced concrete composite shear walls

A vertical corrugated steel plate embedded in steel-reinforced concrete composite shear wall demonstrates good seismic performance while adapting well to the section type and material of load-bearing members, thus demonstrating promising application prospects. This study analyses the stress distribution of a vertical corrugated steel plate-reinforced concrete composite shear wall (SPCWV) section and proposes a theoretical calculation method for the sectional yield, peak, and ultimate state curvatures controlled by the strain of the H-shaped steel section at the boundary element and confined concrete. Furthermore, the proposed method is extended to investigate the influence of structural settings, such as the geometric parameters of the vertical corrugated steel plates, H-shaped steel at the boundary element, and distributed rebars, and material properties, such as concrete and steel strength variations under different vertical loads on the section curvature and curvature ductility. The method is also used to determine the corrugated steel plate content ρcp and H-shaped steel content ρH to more effectively reflect the variations in the geometric parameters of the corrugated steel plate and H-shaped steel. Finally, simplified calculation methods for the yield, peak, and ultimate point curvatures of SPCWV are proposed, and their accuracy and applicability are verified.

Investigation on hysteretic performance of assembled H-shaped steel frame-corrugated steel plate shear wall with different corrugated orientation and wavelength

The hysteretic performance of assembled H-shaped steel frame-corrugated steel plate shear wall (HCSW) was investigated with low cycle reciprocating loading test. The assembled HCSW structure was used as lateral load-resisting system for high-rise building, and its stiffness was excellent. Compared with the traditional steel shear wall, the HCSW had better seismic performance. Moreover, when the frame was not damaged, the embedded corrugated steel plate could be easily disassembled and replaced. Three HCSW specimens with different steel plate corrugation orientation and the corrugation wavelength were fabricated. The hysteretic performance of three HCSW specimens was fully compared. The key issues, failure process, hysteresis curves, skeleton curves, carrying capacity and energy consumption were discussed in depth. The corrugated steel plate was yielded prior to the frame column, indicating that the HCSW specimens behaved as a desirable sequence of material yielding. The energy consumption performance of HCSW specimen was well. The ductility and carrying capacity of HCSW specimen with small wavelength were greater than that of other two specimens. In addition, the hysteretic performance of HCSW specimen was simulated based on the established finite element model analysis. The simulated results of finite element model were in good agreement with the test results. The effects of corrugated steel plate width-to-thickness ratio, width-to-height ratio and axial compression ratio on the performance of assembled HCSW were analyzed and discussed based on the finite element model. And according to the results, the design suggestions of assembled HCSW were given. This research aimed to provide a reference for the design and evaluate the application of current design of provision for assembled HCSW. The application of the HCSW could avoid economic losses and reduce construction time.

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.

Lateral torsional buckling analysis of corrugated steel web girders using homogenization approach

Corrugated web beams have become popular in recent years due to their high strength-to-weight ratio, ductility and high shear resistance without stiffeners. The developments in the automated production of corrugated steel plates have further amplified their use as structural elements in bridges and buildings. In this paper, we develop a strain energy-based homogenization scheme to convert corrugated sections into equivalent flat sheets with modified elastic properties. The thin-walled theory is implemented in a one-dimensional (1D) finite element (FE) framework along with a modified analytical expression to study the lateral torsional buckling of corrugated web girders. The homogenization-based FE modelling reduces the computational requirement of finer mesh sizes on the corrugation profile. The present thin-walled FE model is implemented to different corrugation profiles and lengths, and their responses are compared with methodologies available in the literature. The effects of the geometrical parameters and loading on the lateral torsional buckling behaviour are investigated and important observations are made for structural designs.

Behavior of frame-corrugated steel plate shear wall structure under cyclic loading

This manuscript innovatively presented a new type of assembled H-shaped steel frame-corrugated steel plate shear wall (HCSW). The hysteretic performance of assembled HCSW under cyclic quasi-static loading was investigated. The HCSW specimens with different corrugated steel plate thickness and axial compression ratio were fabricated. The H-shaped steel frame-flat steel plate shear wall (HPSW) was fabricated as control test specimen. The failure process, hysteresis curves, skeleton curves, lateral capacities, energy consumption and the other issues were discussed. The hysteretic performance of HPSW and HCSW was compared. It could be found that the hysteretic performance of HCSW was better than that of HPSW. The corrugated steel plate was yielded prior to frame column as a desirable sequence of material yielding. In addition, the finite element model was established to simulate hysteretic performance of HCSW specimen. The parameters included width-to-thickness ratio, width-to-height ratio, and axial compression ratio in this research. The effects of parameters on HCSW hysteretic performance were analyzed and discussed based on the finite element model. According to the research results, the recommended values of parameters were proposed based on the analysis results. Furthermore, the calculation formula of HCSW initial stiffness was presented. This research could provide a reference for the design and evaluate the application of current design of provision for assembled HCSW.

Research on interaction relationship and seismic performance efficiency of corrugated steel-plate composite shear wall

In this study, the interaction relationship and seismic performance efficiency of composite shear walls were investigated. A previous experiment was reviewed to understand the failure mechanism of the composite shear wall, and the key parts of the structure were explored via simulation. Based on the simulation results with different parameters, the seismic performance sensitivity and interaction relationship of the horizontal corrugated steel-plate composite shear wall were analyzed. From a related analysis, the seismic performance efficiency of a composite shear wall was divided into five levels; the evaluation index was the column-to-plate shear ratio. The calculation formula for the composite shear wall was modified from the viewpoint of interaction. The results showed that when the shear ratio was greater than 1.45, the column had sufficient restraint to improve the efficiency of the corrugated steel plate; the composite shear wall had an optimal interaction. Additionally, the theoretical calculation of the lateral bearing capacity considering the interaction relationship was more accurate.

Experimental research on the mechanical behavior of segmental joints of shield tunnel reinforced with a new stainless steel corrugated plate

Shield tunnels are inevitably damaged by complex diseases during operation, so repair and reinforcement are essential. The stainless steel corrugated plate (SSCP) has many advantages for tunnel structure reinforcement because of its high strength, lightweight, convenient construction and installation, and corrosion resistance. Mechanical behaviors of an unreinforced segmental joint and a segmental joint reinforced with a new SSCP were investigated by full-scale tests. The reinforcement test took into account the actual reinforcement conditions in the field, i.e. the joint bore the load alone before reinforcement, maintained the load during reinforcement, and bore the load together with the SSCP after reinforcement. The experimental results demonstrate that: (1) both unreinforced and reinforced joints exhibit a compressive-flexural failure mechanism, and their failure is manifested by concrete crushing in the compressed zone of the joint. (2) Compared to that unreinforced joint, the bending moment and ultimate vertical load of the reinforced one are increased by 73.7% and 119.3%, respectively. And the reinforced joint is stiffer than the unreinforced one, reflecting that SSCP reinforcement enables higher stiffness. (3) Trends of strain-moment curves of the bent bolts and concrete are similar in the unreinforced and reinforced joints. Under the same load, the strains in the reinforced group are smaller than those in the unreinforced group, indicating that the SSCP in the reinforced group shares the load. (4) The strains of the SSCP exhibits a symmetrical distribution in the length direction with the joint section as the symmetrical plane. The strains at the trough show tensile strain, while the strains at the crest show compressive strain. The combined force of the corrugated steel plate cross-section is tensile (i.e., SSCP shares the tension load in the tensile zone of the joint), reflecting the reinforcement effect of SSCP.

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.

Performance of corrugated steel plate flange joint under combined compression and Bending: Experimental and numerical investigations

Prefabricated corrugated-steel-plate (CSP) structures have been increasingly applied in tunnel maintenance. In practice, the varying stiffness of bolted joints can change their mechanical characteristics and failure mechanism. This paper presents experimental and numerical investigations of the joint behavior and bending resistance of CSP flange joints under combined compression and bending forces. Full-scale tests were conducted on CSP flange joints with and without axial forces, and the deformation characteristics and failure modes were analyzed and discussed. Numerical simulations were then conducted to simulate the test joint responses and applied to conduct parametric studies. The influence of the axial force, CSP thickness, flange plate thickness, and bolt preload on bending performance was evaluated based on the test and numerical data. The results revealed that the flange joint specimen under combined axial and bending load exhibited superior integrity, less flange plate deformation, and less vertical midspan displacement, compared with the pure bending condition. An increase in the axial force, CSP thickness, and flange plate thickness greatly improved the bending stiffness of the joint, with the flange plate thickness having the greatest effect and the bolt preload having no obvious effect on the bending performance. Comprehensive structural economy and safety considerations suggested that the CSP thickness should exceed 6 mm and the flange plate thickness should be between 10 and 15 mm. Additionally, for practical purposes, a backpropagation neural network was developed. The proposed neural network model accurately and effectively predicted the joint rotation angle using the joint geometric parameters and load conditions. This paper provides a reference for the flange-joint design of corrugated-steel structures.