Corrugated Steel Plate Shear Walls Research Articles

Cyclic Loading Response of Composite Corrugated Steel Plate Shear Walls - Smart Technic

The structural element within the whole structure contains structural elements like beams, slabs, columns and reinforced concrete walls. One of the most vertical structural elements is shear wall that built to giving stability to the building, resisting lateral force such as earthquake and wind and to reduce the building deformations. In present study, the analysis of corrugated vertical steel plate shear walls using finite element method by ABAQUS software is examined. Four different modes are analysed in which the first model is vertical corrugated steel shear wall plate, second is the composite shear wall with full interaction, third is the composite shear wall and finally the fourth model is composite shear wall with gap between concrete panel and steel frame to check out the full performance of different shear wall under the effects of cyclic loadings. Displacement, drift and energy dissipation will investigate throughout analysis. Analysis results indicated that the gap and composite action between steel and concrete panel play an important role on the performance of shear wall under cyclic loading. The decrease in displacement of composite shear wall as compared with the steel shear wall reach 11.86%.

Experimental and numerical investigation of assembled multi-grid corrugated steel plate shear walls

The aim of this study is to develop an assembled multi-grid corrugated steel plate shear wall (CoSPSW), which can significantly increase the out-of-plane pre-buckling stiffness and be suitable for factory standardization. The proposed shear wall comprises several corrugated steel plates which are embedded in small grids enclosed by the longitudinal- and transverse-connecting stiffeners, frame beams and columns. To verify the seismic behaviour of the multi-grid CoSPSW, three 1:3 scale-specimen quasi-static cyclic tests were performed and demonstrated that the multi-grid CoSPSW can sustain a better energy dissipation capacity. Numerical analysis was conducted to investigate the seismic behaviour and the parameter optimization of the proposed shear wall. Based on the validated finite element model, parametric studies included the effects of the corrugated profile, corrugated steel plate layouts (vertical, transverse, and 45° oblique corrugated), and connecting stiffener parameters, which revealed the trapezoidal corrugated steel plate and the horizontal and vertical layouts in the small grids showed a higher buckling capacity and initial lateral stiffness. Both of the experimental results and the numerical analysis showed that the energy dissipation capacity and out-of-plane stiffness of the multi-grid CoSPSW was further improved compared to the ordinary CoSPSW by setting the longitudinal- and transverse-connecting stiffeners.

Experimental study and numerical simulation analysis on seismic performance of corrugated steel-plate shear wall with replaceable bottom corner dampers

In this study, an innovative corrugated steel plate shear wall with additional dampers is proposed, in which dampers exhibiting excellent energy dissipation performance are installed at the bottom plastic hinge areas of the shear wall. Seismic performance of the innovative corrugated steel shear walls is compared to that of traditional ones. The failure mode, hysteretic behaviour, strength and cyclic degradation behavior, ductility and stiffness behavior, and energy dissipation behavior of the shear walls are analyzed and further discussed. Then, 3D finite element models are implemented to investigate the energy distribution mechanism of the innovative shear wall. The results demonstrate that the installation of the dampers significantly increases the lateral stiffness and energy dissipation performance of the innovative wall compared to the traditional wall. In addition, the energy dissipation matching model between the corrugated steel plate and the dampers is established through numerical simulation analysis. Finally, the traditional shear capacity equation is supplemented to consider the contribution of the embedded corrugated steel plate separately from that of the frame with dampers.

A built-up type horizontally corrugated steel plate shear wall with a special shape

A built-up type specially shaped corrugated steel shear wall (BS-CSSW) that can be concealed within enclosure walls was proposed for applications in residential buildings. Quasi-static tests were performed on two specially shaped corrugated steel shear wall specimens (S-CSSW and BS-CSSW) and refined finite element simulations were conducted. With the verified modeling method, a parametric study was performed on BS-CSSWs with different wall configurations and interior column positions. The results indicated that the corrugated shear plates in the S-CSSW underwent premature elastic buckling, thus leading to a sudden drop in strength upon buckling and low strength levels after buckling. Shear panels in the BS-CSSW successfully entered the shear yielding mode and remained in a stable in-plane shearing state until reaching 2% drift. The BS-CSSW had higher elastic and plastic strength levels, better ductility, slower stiffness reduction, lower out-of-plane plate deformation and a wider hysteretic relationship than those of the S-CSSW. The position of the interior columns primarily influenced the slenderness of the side and interior corrugated panels and affected the strength development modes. The BS-CSSWs had separate bearing modes between lateral loads and axial loads and could withstand high axial load conditions with little influence on shear strengths.

Research on the specially-shaped corrugated steel plate shear walls with horizontal corrugation

A specially shaped corrugated steel shear wall (S-CSSW) system was proposed for the application of steel residential buildings. The proposed shear wall system featured a main shear wall with small section concrete filled steel tube (CFST) boundary columns and horizontally corrugated shear plates and side short pier CSSWs in the perpendicular direction. Quasi-static cyclic tests were performed on the S-CSSWs with and without reinforcing beams to investigate the shear strength, failure modes and hysteretic responses. Finite element simulations were introduced to further study the shear bearing mechanisms of S-CSSWs for a comparison with traditional flat plate shear walls with similar wall configurations. An additional parametric simulation was performed to investigate the influence of the corrugated plate width on failure modes. Results indicated that the proposed S-CSSWs possessed good ductility. Compared with the flat plate shear walls, the proposed shear walls had higher initial stiffness and elastic shear strength. The width of the corrugated shear panels was an important factor influencing the failure modes and lateral bearing abilities and needed to be carefully controlled to avoid early buckling occurring ahead of the shear yielding mode. Some design remarks are concluded regarding the design of the corrugated shear panels and stiffening beams.

Method of determining the minimum number of stiffeners for stiffened corrugated steel walls

The ultimate shear resistance of trapezoidal corrugated steel plate shear walls (TCSPSWs) with large width-to-height ratios can be increased by adding vertical stiffeners (steel strips). However, the minimum required number of steel strip, which is significant to the practical design of the stiffened TCSPSWs, needs to be investigated. Therefore, a theoretical method of determining the number of steel strips for the stiffened TCSPSWs is introduced. Based on the orthotropic plate theory, the theoretical model of solving the elastic buckling load of the steel-strip-stiffened TCSPSWs is established by utilizing the minimum potential energy theory and Rayleigh-Ritz method. Then the established theoretical model is verified by finite element (FE) models, and the maximum elastic buckling load of the stiffened TCSPSWs is investigated. Subsequently, method of comparing the maximum critical buckling loads of the stiffened TCSPSWs with the corresponding yield loads to determine the minimum required number of steel strips is proposed. Finally, accompanied by providing several calculation examples as illustrations, the method is verified by FE elastoplastic analyses. Results indicated that the proposed method is reliable to be applied to determine the minimum required number of steel strip for the stiffened TCSPSWs in practical engineering.

Shear bearing capacity of vertical corrugated steel plate shear wall with replaceable toe

Shear bearing capacity of vertical corrugated steel plate shear wall with replaceable toe

Analysis and Design Recommendation of Corrugated Steel Plate Shear Wall with Modification of Wall Opening and Reduced Beam Section

Corrugated Steel Plate Shear Wall (CSSW) is one type of seismic-resistant steel structure stiffener that can anticipate large amounts of earthquake energy. There is difficulty in informing the behavior of the nonlinear corrugated steel plate shear wall behavior, in particular the wall with an opening. Because the CSSW design methodology has not been included in the design standards. In this paper, research has been carried out on new methods that can be used in CSSW. This research was carried out by applying loading to the specimen with two models, namely Vertical CSSW and Horizontal CSSW with an opening of 10%. From the results of this study, the highest ductility value was 16.0 and had an average energy dissipation value of 7862.63 kN.m. The results of this study indicate that each of the Vertical and Horizontal CSSW specimens was able to increase the stiffness and capacity of the structure.

Cyclic Performance of Corrugated Steel Plate Shear Walls with Beam-Only-Connected Infill Plates

Lately, Corrugated Steel Plate Shear Walls (CSPSWs) have gained significance and reputation for being effective lateral force-resisting systems. Corrugated plates are characterized by greater out-of-plane stiffness and buckling stability than flat plates, ensuring their enhanced hysteretic behavior. In ordinary Steel Plate Shear Walls (SPSWs), infill plates are fixed to beams and columns. But, detaching the infill plate from columns and connecting it to the beams only is assumed here as a method for reducing column demands. The current study explores the cyclic performance of CSPSWs with beam-only-connected infill plates. The design of a one-story single-bay specimen was done and its finite element model was developed. Parametric studies have targeted CSPSWs with different geometric variables, including orientation, thickness, and aspect ratio of the infill plate. Noteworthy responses were ultimate strength, initial stiffness, energy dissipation capacity, and force-deformation relationship. The obtained results indicated that selecting the right geometrical parameters could yield a desirable cyclic performance. Finally, an analytical method was proposed for calculating the ultimate shear strength of beam-only-connected CSPSWs.

Elastic buckling analysis of steel-strip-stiffened trapezoidal corrugated steel plate shear walls

The overall instability of trapezoidal corrugated steel plate shear walls (TCSPSWs), induced by out-of-plane buckling, has been a major influencing factor on its seismic performance. Steel strips are believed to be effective in restricting out-of-plane buckling and improving the seismic performance of TCSPSWs. This paper investigates the elastic buckling behavior of vertical TCSPSWs stiffened by horizontal steel strips. Theoretical model based on the orthotropic plate theory is established in this study by applying the elastically torsional-restrained edges to the TCSPSW model. Based on minimum potential energy theory and Rayleigh-Ritz method, the elastic buckling load of the stiffened TCSPSWs can be solved. Besides, the critical rigidity ratio for stiffened TCSPSWs is proposed and illustrated with several calculation examples. According to the above analyses, the relationship between the rigidity ratio and elastic buckling coefficient for the stiffened TCSPSWs can be further established, and procedures to calculate the elastic coefficient for stiffened TCSPSWs at the global buckling stage are proposed. Finally, finite element (FE) model is developed to validate the theoretical model, based on which parametric studies are conducted to explore the influences of several design parameters on elastic buckling, including ratio of rigidity constants, width-to-height ratio, and thickness of the trapezoidal corrugated steel plate, etc. Results show that the proposed theoretical solution can be applied to describe the elastic buckling behavior of stiffened TCSPSWs with enough accuracy in practical design.

Analytical study of the effects of opening characteristics and plate thickness on the performance of sinusoidal and trapezoidal corrugated steel plate shear walls

Corrugated thin steel plates are common elements to transfer lateral forces to the structural systems. These plates can be placed horizontally as diaphragms or vertically as shear walls. It is necessary sometimes to have openings in diaphragms or shear walls, as these openings affect the stiffness and ductility of the system for lateral load distribution. In this research, the effects of openings with specific locations in shear wall systems are considered. It has been noted that many researchers have studied the effects of openings in shear wall systems – however, none have specifically evaluated the effects due to the opening's geometry and location, and the plate's geometry and thickness concurrently. The current work explores the aforementioned points using ABAQUS software to model thin steel shear walls with openings under seismic load conditions. Trapezoidal and sinusoidal corrugated steel plates with two different thicknesses are considered. The square and circular openings are investigated. Also, the performance of the steel shear walls versus the location of the opening is studied. The results showed that increasing the thickness of the corrugated steel plate would increase the loading capacity. Also, a square perforation reduces the loading capacity of the shear wall as compared to a circular perforation.

Trapezoidal corrugated plate behavior on Steel Plate Shear Wall

Corrugated Steel Plate Shear Wall (CoSPSW) is a corrugated steel plate used in steel frame structures with shear walls instead of flat plates. Corrugated steel plates are reported to have greater strength than using flat steel plates. This study’s specimen model is a one-story steel frame with shear walls using trapezium corrugated plates at an angle of 45°. The analysis was carried out with a finite element analysis using Patran and MSC Nastran software. Structural loading in the form of a monotonic static load with displacement control. The thickness of the corrugated steel plate is varied to analyze the effect of the depth of the corrugated plate on the behavior of the structure. The analysis results of the specimen model indicate that the value of strength, stiffness, and ductility will increase along with the thickness of the corrugated plate. The CoSPSW structure begins to behave in ductile when the corrugated plate’s depth is > 2/3 of the cross-section web thickness.

Seismic Behavior of Nonductile RC Frame Slotted with Corrugated Steel Plate Shear Walls

Two specimens of nonductile reinforced concrete (RC) frame (ND-1) and nonductile RC frame retrofitted by corrugated steel plate shear walls slotted with columns (ND-2) are established by finite element. These specimens have same dimensions and steel skeletons. Finite element models had been verified by the existing experimental results. The hysteresis curves, skeleton curves, ductility, and stiffness curves of Specimen ND-1 and Specimen ND-2 are compared. The results show that the reinforcement effect is significant. Twenty-four models are built to study the seismic behavior on different influence parameters. The parameters are slit width, thickness of corrugated steel plate shear walls, concrete strength of nonductile RC frame, and boundary conditions of corrugated steel plate shear walls at slotted parts. The results indicate that the strength is declined with the increase of slit width. With the increase of thickness and concrete strength, the strength and stiffness are enhanced. The strength is larger with the boundary than without. Slit width and thickness have an important impact on the stiffness. Concrete strength and boundary conditions have little impact on stiffness. The strengthened nonductile RC frames have enough ductility.

Numerical Investigation of Double Corrugated Steel Plate Shear Walls

Recently, corrugated steel plate shear walls have been shown to be an efficient lateral force resisting system for building structures. Corrugated plates have higher out-of-plane stiffness and improved buckling stability in comparison with flat plates which result in improved hysteretic behavior. However, the thickness of the corrugated plates may be limited due to the cold-form process restrictions. This paper investigates the cyclic performance of double corrugated steel plate shear walls. One-story single-bay specimen was designed and modelled and parametric studies were performed. The parametric study considered the orientation of corrugated plates (horizontal or vertical), disconnection of infill plates from columns, disconnection of infill plates from each other, infill plate thickness and infill plate aspect ratio on cyclic performance of double corrugated steel plate shear walls. The present study results show that proper selection of the aforementioned parameters can lead to a desirable cyclic performance. In the end, a recommendation for calculating initial stiffness and ultimate strength of double corrugated steel plate shear walls is given.

Relation analysis between out-of-plane and in-plane failure of corrugated steel plate shear wall

This paper investigates the relationship between out-of-plane stiffness and in-plane stiffness in the frame shear wall with edge restraint member for achieving the full in-plane performance. Three experimental specimens were carried out under the cycle loading for examining the seismic behavior of corrugated steel plate shear wall. According to the failure mode of the tested specimens, the details of horizontal corrugated steel plate shear wall were chosen and used to establish simulation model for researching stiffness matching relation. Compared with experimental results, the validity of simulation had been verified. Based on the study of models with different parameters, the new index was proposed for assessing the matching relationship between out-of-plane and in-plane stiffness, and the index was named as in-plane and out-of-plane stiffness ratio. The research results exhibited, when the ratio was more than 4.5%, the structure would realize full lateral response under the seismic action. Besides, the stiffness simplified calculation method and matching design step were proposed, where the stiffness values using theory calculation method were nearly same with the simulation results. With considering safety, economy and initial imperfection of structure, the ratio was slightly enlarged to 4.7%. Finally, an example was given for illustrating the matching design method which could provide the referencein practical engineering.

Finite Element Analysis On The Mechanical Behaviors Of New Cross-slanted Corrugated Steel Plate Shear Wall

In order to study the mechanical behaviour of the cross-slanted corrugated steel plate shear wall, the performance of the wall under one-way loading and low cycle loading was analyzed using the finite element analysis software ABAQUS. And the performance compared between flat steel plate shear wall (FSPW), single inclined corrugated steel plate shear wall (SCSPW) and horizontal corrugated steel plate shear wall (CSPW) was studied. The results show that the effect of self buckling of the models of cross-slanted corrugated steel plate shear wall (CCSPW) is significant due to the interaction of two layers of corrugated steel plates. The yield bearing capacity, ultimate bearing capacity and out of plane deformation of CCSPW are better than those of CSPW, SCSPW and FSPW with the same thickness. The yield bearing capacity is 1.09 times of the same thickness of CSPW, 1.22 times of the same thickness of SCSPW. The ultimate bearing capacity is 1.25 times of the same thickness of CSPW, 1.57 times of SCSPW. And the out of plane deformation is 1/3 of the same thickness of CSPW. Under the low cycle loading, the hysteretic curve of CCSPW is shuttle shaped, full and stable. And there is no obvious “pinching” phenomenon in the whole loading process. Compared with CSPW, SCSPW and FSPW, The CCSPW has better hysteretic performance and energy consumption capacity.

Response assessment and prediction of low yield point steel plate shear walls with curved corrugated web plates and reduced beam sections

In recent years, researchers have been moving increasingly towards new lateral force-resisting systems such as corrugated, low yield point (LYP) steel plate shear walls (SPSWs) fabricated with reduced beam sections. Recent application of curved corrugated web-plates with improved structural performances combined to the merit of LYP steel with superior elongation capacity has motivated the researchers to consider the employment of such elements in unstiffened SPSWs with the aim of developing a high-performing system. Currently, no design code addresses the seismic performance of LYP corrugated steel plate shear walls (CSPSWs). More investigations are required to develop a fundamental understanding of the performance of these seismic systems employing LYP steel material and corrugated infill plates. The present paper investigates the seismic performance of unstiffened, corrugated, and LYP steel walls under monotonic and cyclic loadings. A series of LYP steel plate walls were designed based on the capacity design approach proposed in AISC 341 code. The effectiveness of web plate thickness, corrugation angle, number of corrugations, and the aspect ratio of the plate are evaluated in this study. The results of this research demonstrate how employment of LYP steel material as well as curved corrugated plates is beneficial in improving the strength, hysteresis performance, and stiffness of the system. Increasing the number of corrugation half-waves can adversely affect structural behavior. The behavior of LYP steel plate shear walls with curved corrugated web plates is predicted and examined using a modified plate-frame interaction (M-PFI) method. Analytical predictions are compared with experimental and numerical results.

Experimental study of hysteretic behavior of semi-rigid frame with a corrugated plate

Corrugated steel plate shear wall (CSPSW) is one of the new structural systems used to resist earthquakes and that has better a hysteretic behavior than a flat plate shear wall. In this paper, three full-scale, single-story, single-bay specimens, consisting of one semi-rigid frame without infill panels and two semi-rigid frames with unstiffened and stiffened doubly trapezoidal corrugated plates, were subjected to cyclic loading. The hysteretic behavior and energy dissipation capacity of the three specimens were compared. The experimental results revealed that the corrugated plate greatly enhanced the stiffness and lateral load-carrying capacity of the semi-rigid frames. Therefore, the frames with the corrugated plates had higher energy dissipation capacity than the frame without infill panels. Moreover, the strength, stiffness and energy dissipation capacity of the stiffened corrugated specimen were greater than those of the unstiffened corrugated specimen, although the ductility of the stiffened corrugated specimen was lower. A method of calculating the lateral capacity of CSPSWs was proposed based on the superposition principle. This method could accurately predict the lateral capacity of the corrugated specimens.

High efficiency analysis model for corrugated steel plate shear walls in modular steel construction

Modular steel construction has become increasingly popular in recent years, owing to its superiority in construction speed and quality. Corrugated steel plates are commonly used as the surface enclosure and lateral force resisting component for the module unit. However, establishing precise finite element models considering all geometric characteristics of corrugated steel plate shear walls (CSPSWs) is complex, especially for walls that include openings. Consequently, it is necessary to develop a high efficiency analysis model (HEAM) for CSPSWs to perform the dynamic structural analysis. In this paper, the skeleton curve and hysteretic regulation of CSPSWs were proposed, and universal formulas were deduced to determine the hysteretic model of CSPSWs. In addition, equivalent cross braces were proposed to simulate the seismic performance of CSPSWs, and the design parameters of the equivalent cross braces were determined according to the equivalence of the load bearing capacity and mass. The accuracy and reasonability of the HEAM were validated against available cyclic test data on CSPSWs. Furthermore, the HEAM was verified at the structural level by comparing the dynamic response of the HEAM with the precise analysis model (PAM) for a six-story and a 20-story modular container structure, respectively. The comparisons demonstrated that the HEAM was capable of providing a conservative prediction of the dynamic response of CSPSWs under earthquake compared to the PAM. The HEAM developed in this study was helpful in improving the analysis efficiency of CSPSWs and can be adopted for the nonlinear seismic analysis of modular steel construction.

Estimating Fundamental Period of Corrugated Steel Plate Shear Walls

Corrugated steel plate shear walls (CoSPSWs), which consist of corrugated infill steel wall panels and steel boundary frames, could be used as lateral force-resisting systems for mid- to high-rise buildings. In seismic design, the fundamental vibration period is generally estimated by empirical formulae corresponding to different types of lateral force-resisting systems. However, both the formulae in various design specifications and improved formulae proposed recently for steel shear walls with flat wall panels were not suitable and accurate for CoSPSWs since the difference in the load-carrying mechanism of steel shear walls with flat and corrugated wall panels respectively. Eigenvalue frequency analyses were conducted on a total of 60 validated CoSPSW finite element models with varying geometries, and results showed that fundamental periods estimated by current formulae were shorter than periods from the analyses, which might lead to the over-conservative and uneconomic design. Improved empirical formula was proposed for the fundamental period of CoSPSWs based on regression analyses. Simplified calculation method for calculating the fundamental period of CoSPSWs after the first trial design was proposed using the shear-flexure cantilever formulation, and validated through finite element analyses. Furthermore, influences of major geometric properties of CoSPSWs on the fundamental period was investigated.