Composite Steel Plate Shear Wall Research Articles

Seismic behavior of resilient composite steel plate shear wall using experimental investigations

Using composite encased steel plate shear wall (C-SPSW) has been attractively raised for enhancing the lateral seismic performance and increasing the useful floor area. Although, the experimental investigations have proved excellent dynamic behavior of C-SPSWs, structural damage as well as residual displacements are the main disadvantages of C-SPSWs, which are not consistent with low damage design (LDD) approaches. In the current study, the C-SPSWs performance is improved using the self-centering (SC) technique to control the both structural damage and reduce residual displacements as well. Five tests on C-SPSWs including three SC composite encased steel plate shear walls (SC-C-SPSWs) were conducted under gravity and lateral cyclic loads. The SC-C-SPSW consists of C-SPSW equipped with unbonded posttensioned tendons (UPT) to have resilience ability. For this aim, two symmetrical gaps were provided at the ends of the wall, and the UPTs were mounted at the wall ends and crossed into the foundation through the middle of the gaps. Under lateral load, the gap opening allows the elongation of UPTs that induce a high restoring forces, forcing the wall to have rocking movement above the foundation. In comparison with C-SPSWs, the SC-C-SPSWs exhibited low damages, higher shear strength capacity between 28% and 35%, larger ultimate drift capacity and more displacement ductility as 45–136% in average. Furthermore, the SC ability and the UPTs restoring forces effectively reduced the residual drift and the SC moment causes the recovery of the residual drift between 90% and 105%. Moreover, compared to C-SPSWs, the residual lateral strength of SC-C-SPSWs was improved by 30% in average.

Predicting the shear capacity of composite steel plate shear wall with the application of RSM

This research aims to predict the maximum shear capacity of Composite Steel Plate Shear Walls (CSPSWs) through nonlinear Finite Element (NLFE) analyses and Response Surface Method (RSM). The variables are concrete thickness and compressive strength, steel infill plate thickness, and yield stress. A parametric study was performed on CSPSW comprising a concrete layer on one side of the infill plate and the corresponding models having the concrete layer between the two plates. The results show that RSM is a reliable practice for precisely predicting the maximum shear capacity of the studied models. Furthermore, comparing the RSM results with those acquired by Linear Regression (LR) indicated that RSM is more accurate than LR. Moreover, in the models with the internal concrete layer, the concrete contributed more to the shear capacity of the specimens, and this difference expands with an increase in the thickness of the concrete layer.

Experimental investigation on the seismic behavior of composite steel plate shear wall restrained by ECC panels

The composite structures using engineered cementitious composites (ECC) and steel are promising to achieve good seismic performance due to their excellent deformability and energy dissipation. This paper proposed a novel composite steel plate shear wall restrained by ECC panels. The shear wall system consists of boundary frame, steel plate and precast ECC panels. The steel plate is sandwiched between two precast ECC panels by bolts. Then, the sandwich panel is bolted to the boundary frame by angle steels. Experimental investigation was conducted on the proposed composite shear walls to evaluate their seismic performance. Five one-story one-span specimens with ECC panels considering the effects of panel-frame connection types, reinforcement ratio in ECC panels and aspect ratio were tested, as well as a control specimen with concrete panels. Test results revealed that compared with ordinary buckling-restrained steel plate shear wall, the proposed composite shear walls displayed sufficient ductility, high initial stiffness and satisfactory energy dissipated capacity. Severe cracking and spalling of concrete panels were detected, while the ECC panels still maintained integrity and had high residual strength in the later stage of loading. ECC panels made a considerable contribution to shear resistance in addition to effectively restraining the buckling of the steel plate. In comparison with the specimen using partial four-side connection, the shear capacity, initial lateral stiffness and accumulated dissipated energy of the specimen using four-side connection were notably enhanced by 103%, 22.8% and 108%, respectively. Moreover, using two-side connection weakened the shear capacity and initial lateral stiffness of the specimen by 29.4% and 29.8%, because it could not exhibit complete shear and tension field actions as the specimen using four-side connection.

Proposition of Design Relations for Composite Steel Plate Shear Walls Containing an Opening

Proposition of Design Relations for Composite Steel Plate Shear Walls Containing an Opening

Cyclic Behaviour of Double Skin Composite Steel Plate Shear Wall Using Shape Memory Alloy with Various Aspect Ratios

Abstract: Shear wall is commonly used in high rise buildings to resist lateral forces. Reinforced concrete shear wall and steel shear wall are the commonly used. Now a days composite shear wall is most popular. Double skin composite shear wall consisting of two steel plates, concrete core, CFST column as boundary members, steel truss connectors, double wave form steel bars connected to steel truss. In this paper steel plate is replaced by shape memory alloy plate and determine the maximum load and total deformation. Cyclic behaviour of double skin composite steel plate shear wall using shape memory alloy with various aspect ratios can be studied using the software ANSYS 2021 R2. SMA plate shear wall provides better performance than in steel plate shear wall.

Evaluation and Numerical Investigations of the Cyclic Behavior of Smart Composite Steel-Concrete Shear Wall: Comprehensive Study of Finite Element Model.

The composite shear wall has various merits over the traditional reinforced concrete walls. Thus, several experimental studies have been reported in the literature in order to study the seismic behavior of composite shear walls. However, few numerical investigations were found in the previous literature because of difficulties in the interaction behavior of steel and concrete. This study aimed to present a numerical analysis of smart composite shear walls, which use an infilled steel plate and concrete. The study was carried out using the ANSYS software. The mechanical mechanisms between the web plate and concrete were investigated thoroughly. The results obtained from the finite element (FE) analysis show excellent agreement with the experimental test results in terms of the hysteresis curves, failure behavior, ultimate strength, initial stiffness, and ductility. The present numerical investigations were focused on the effects of the gap, thickness of infill steel plate, thickness of the concrete wall, and distance between shear studs on the composite steel plate shear wall (CSPSW) behavior. The results indicate that increasing the gap between steel plate and concrete wall from 0 mm to 40 mm improved the stiffness by 18% as compared to the reference model, which led to delay failures of this model. Expanding the infill steel plate thickness to 12 mm enhanced the stiffness and energy absorption with a ratio of 95% and 58%, respectively. This resulted in a gradual drop in the strength capacity of this model. Meanwhile, increasing concrete wall thickness to 150 mm enhanced the ductility and energy absorption with a ratio of 52% and 32%, respectively, which led to restricting the model and reduced lateral offset. Changing the distance between shear studs from 20% to 25% enhanced the ductility and energy absorption by about 66% and 32%, respectively.

The development of a novel analytical model to design composite steel plate shear walls under eccentric shear

Composite steel plate shear walls (CSPSWs) are widely used in construction due to their high stiffness and ductility. CSPSWs consist of boundary elements and a steel web plate stiffened with reinforced concrete (RC) panels in the two-sided or one-sided configuration. One-sided configuration, which is more popular, displaces the neutral axis from the centre of the steel plate toward the RC panel. However, no analytical formulation has been yet developed to predict the ultimate shear strength of CSPSW considering such an eccentric shear. In this paper, a new analytical method is first developed to estimate the ultimate shear strength of CSPSWs considering the eccentricity. Then, a 3D finite element (FE) model is developed and verified based on three different experimental studies. The FE model considers reinforcements of RC panel, shear connectors, and the interaction between the steel plate and RC panel. The developed FE models are used to analyse the precision of the proposed analytical method in estimating the ultimate shear strength of CSPSWs. The obtained results show that the presented approach can provide a reasonable estimation of the ultimate shear strength of CSPSWs. It is shown that the presence of torsion due to the eccentricity reduces the ultimate shear capacity. The proposed method predicts the ultimate shear strength more accurately than the AISC method, which does not consider the effect of torsion.

Seismic design coefficients and factors for coupled composite plate shear walls/concrete filled (CC-PSW/CF)

ASCE7–16 (2016) [4] defines three seismic performance factors to approximately predict the inelastic response of a seismic resisting system. These factors are the response modification factor, R; deflection amplification factor, Cd; and the system over-strength factor, Ωo. The research presented here was conducted, using FEMA P695 methodology, to determine the value of the above factors for a special seismic-force resisting system defined as Coupled Composite Plate Shear Walls-Concrete Filled (CC-PSW/CF). The ASCE 7–16 (2016) [4] and AISC 341–16 (2016) seismic provisions provide specific requirements for the use of planar composite steel plate shear walls in seismic regions. However, the ASCE-7–16 standard does not differentiate between coupled and non-coupled walls. Coupled walls can benefit from the added energy dissipation provided by their coupling beams and are accordingly expected to exhibit better seismic hysteretic behavior than uncoupled walls. Therefore, coupled walls systems should arguably have a higher response modification factor value. In this paper, the FEMA P695 approach taken for determining the seismic parameters of CC-PSW/CF is presented. To enhance confidence in the results, the Incremental Dynamic Analyses needed as part of the P695 procedure were conducted in parallel using two different non-linear hysteretic models. Complementary studies were also conducted to investigate the sensitivity of results to assumptions related to damping and yielding models. Results show that values R = 8, Cd = 5.5, and Ωo = 2.5 would be appropriate for CC-PSW/CF.

Mechanical behavior of full-scale composite steel plate shear wall restrained by ECC panels

Composite steel plate shear wall (CSPSW) shows good mechanical performance because of the interaction between steel plate and concrete panel. While the concrete panel is prone to cracking and spalling under earthquake action, which leads to a loss of restraint on the steel plate. Substituting concrete with high ductile material like engineered cementitious composites (ECC) for the cover panels of CSPSW is proposed in this paper. Using ECC panels is expected to mitigate the damage of cover panels and provide stronger restraint to the steel plate. Nonlinear finite element analysis is performed to investigate the mechanical behavior of ECC panels restrained CSPSW. Compared with ordinary CSPSW, the yield range of steel plate and damage extension of cover panels for the CSPSW restrained by ECC panels significantly decrease. Besides, the CSPSW restrained by ECC panels shows larger lateral stiffness and shear capacity than ordinary CSPSW. Extensive parametric analysis is conducted to examine the effect of various parameters on the mechanical performance of CSPSW restrained by ECC panels, and the influential mechanism is also discussed in detail.

Seismic behavior of composite steel plate shear walls with rubber-coated uplift-restrained studs

Rubber with the material property of low elastic modulus is suitable for using in the shear connectors of the steel and concrete composite structures to achieve the damage-free behavior and high ductility. Based on this design concept, this paper proposed a novel composite steel plate shear wall structure with rubber-coated uplift-restrained (RCUR) studs used in the composite wallboard. This novel RCUR stud is composed of stud shank, large stud end-plate and rubber sleeves wrapping both stud shank and end-plate. This configuration is aimed to release the shear force transmitted from the interaction of infill panel and concrete cover panel, inhibit the interface separation of steel and concrete panels and alleviate the damage of concrete. Two 1/3-scale SPSW specimens were designed, the first one with conventional unstiffened infill steel plate and the second one with the proposed composite wallboard were tested under quasi-static cyclic loading. Improved seismic behavior of the novel composite steel plate shear wall was demonstrated by experimental results of these two specimens in terms of failure mode, bearing capacity, hysteretic behavior, stiffness degradation and energy dissipation. The proposed rubber-coated uplift-restrained studs prevented damage in the concrete slab up to a lateral drift of 1/50. Finite element analyses on the tested specimen were conducted to verify the shear-free and uplift-restrained effect of the proposed RCUR studs. Designing formulas for RCUR connectors is also proposed.

STUDY ON DESIGN METHOD OF VERTICAL BOUNDARY ELEMENT OF PARTIALLY ENCASED COMPOSITE FRAME-STEEL PLATE SHEAR WALLS

Based on the experimental study of the partially encased composite frame-thin steel plate shear walls, it is found that the failure stages of the infilled steel plate include initial diagonal yielding, uniformed yielding, and strain hardening. By introducing the partially encased composite column, the bending-torsion failure modes of traditional steel columns are effectively improved. The failure mode of the partially encased composite column is the strength failure of plastic hinges formed at the top and bottom of the column. Based on the design concept of strong frame and weak wall panel, it determines the calculation principle of the internal force of the partially encased composite column in the uniformed yielding stage and the strain hardening stage according to the superposition principle, and proposes a design method suitable for frame column of the partially encased composite frame-thin steel plate shear walls. The finite element simulation shows that the design method can effectively predict the failure modes and the locations of the plastic hinges of the bottom compressed column, which can provide theoretical basis for reasonable design of boundary frame column in steel plate shear walls.

Cyclic performance of concrete-filled double-skin steel tube frames strengthened with beam-only-connected composite steel plate shear walls

The concrete-filled double-skin steel tube (CFDST) frame has been recommended as a lateral-resisting structural system; however, few investigations have been reported for seismic strengthening of CFDST frames. The aim of this paper is to investigate the cyclic performance of a CFDST frame strengthened with beam-only-connected composite steel plate shear wall (BF-BCW). The BCW is connected to the beam only by bolted connections. A BCW consists of a beam-only-connected steel plate shear wall (BSW) and a beam-only-connected RC shear wall (BRW) attached at one side of the BSW. Both experimental and theoretical methodologies are used. Firstly, three 1:2-scaled specimens were tested to analyze the failure mechanism and cyclic performance of the proposed system. Contribution of the BCW in strengthening the seismic performance of CFDST frames is quantified and compared to the contribution of the BSW. Results show that the BCW effectively enhanced the lateral stiffness and lateral strength of a CFDST frame, and it worked well due to the proposed bolt-connected frame-to-wall connections. BF-BCW specimens exhibited higher ultimate resistance by comparing with the BF-BSW specimens, indicating that composite action between the BRW and BSW in the BCW is efficient. A theoretical model is then proposed for calculating the ultimate resistance of the BCW in the test specimens; theoretical results are verified by the test results. Findings indicate that the BCW, as well as the BCW-to-frame connection, could be effectively used to strengthen existing and new CFDST frames.

Proposition of an equivalent reduced thickness for composite steel plate shear walls containing an opening

The composite steel plate shear wall (CSPSW) is a relatively new structural system which attracted many researchers in recent years. The main idea for developing the CSPSW system is to improve out-of-plain strength of steel plate shear walls by addition of one or two layers of concrete. This configuration provides high strength and acceptable ductility for this system in comparison with the other lateral load bearing systems. Sometimes due to architectural considerations, it is required to include openings in the shear walls. These openings change performance of the CSPSW and reduce its strength and stiffness. Moreover, inclusion of openings offers difficulty in analysis and design of the CSPSW system. The main goal of this study is to develop accurate numerical models to analyze CSPSW containing opening. Based on the obtained result and using an evolutionary algorithm named Multi-Expression Programming (MEP), an empirical relation is proposed to calculate equivalent reduced thickness to be used in the analysis of the CSPSW instead of incorporating the opening in the developed models. Accuracy of the developed model and the proposed relation are verified experimentally.

Effects of the Opening on the Behavior of Composite Steel Plate Shear Wall (CSPSW)

Due to architectural, mechanical and even structural considerations, in some cases there is need to create some openings in the composite steel shear walls. Presence of the openings can considerably affect the wall behavior. Therefore, in this study, the effects of the opening on the behavior of composite steel shear walls are investigated. For this purpose, first an experimental specimen without opening is developed and tested. The outcomes of the experimental study are verified by existing data Then three series of the CSPSW specimens (four specimens in each series) with opening are built and tested. Accuracy and precision of these experimental outcomes is verified by twelve numerical models which are developed using ABAQUS software. Therefore, general behavior of the CSPSWs with opening are investigated according to the attained outcomes from numerical and experimental tests. In addition, some methods are proposed to reduce the negative effects of the opening on the behavior of CSPSW. Then a parametric study is performed to evaluate effects of different parameters namely concrete cover thickness, steel plate thickness, thickness of the strengthening plate installed around the opening and bolt spacing on general behavior of the CSPSW. In addition to study the effects of opening in behavior of CSPSW, in this paper a thorough investigation about the influence of different parameters on drift of the system is performed .Finally, a formula is proposed based on the developed numerical models to compute lateral displacements of the composite shear walls with openings. This formula can be utilized for deriving an intensification factor which can be applied to calculate displacement of the composite shear wall with openings from the responses of a wall without openings.

Steel–concrete composite shear walls using precast high performance fiber reinforced concrete panels

SummaryIn this research, seismic performance of composite steel plate shear walls (CSPSWs) using high performance fiber reinforced concrete (HPFRC) panels is experimentally and numerically investigated. Three one‐story one‐bay CSPSW specimens using precast HPFRC panels were designed and fabricated for cyclic quasi‐static experiments. The HPFRC panels of composite shear wall specimens did not have any steel rebars. The main purpose of the study was to understand the effects of rigid and semirigid HPFRC panels on the seismic behavior of the system. Shear capacity, ultimate shear strength, lateral stiffness, energy dissipation, and ductility ratios of the specimens are evaluated.The experimental results demonstrate that specimens were able to resist lateral load up to at least interstory drift of 6%. Using HPFRC panels, CSPSW specimens becomes stiffer in the elastic region, and the yield displacement of the shear wall is decreased; therefore, the ductility ratio of the system is increased. It should be noted that ultimate shear strength, initial elastic stiffness, and energy absorption of specimens with an HPFRC panel on one side or both sides of the infill steel plate were approximately the same. However, using two HPFRC panels is not economical in comparison with CSPSW with an HPFRC panel on one side. Additionally, the second panel increases the seismic mass of the structure.

Concrete panel thickness demand for the design of composite steel plate shear wall

SummaryComposite steel plate shear walls (C‐SPWs) are composed of an infill steel plate and reinforced concrete encasements. With an adequate thickness, the concrete encasement can effectively prevent the premature buckling of the infill steel plate. Researchers have provided nonconservative concrete thickness demands through analyses of approximate elastic buckling, for which the analytical model is too simplistic to simulate C‐SPW buckling. In this paper, the buckling of C‐SPW is addressed using a nonlinear finite element method. To assist this method, a formula for the buckling strength of C‐SPW is theoretically developed. Utilizing the results of nonlinear finite element analysis on C‐SPW, the effects of concrete panel thickness, concrete elastic modulus, infill steel plate thickness, panel aspect ratio, and stud spacing on the infill steel plate buckling are analyzed, and the critical drift ratio corresponding to the buckling of the infill steel plate is obtained. According to the criterion that the C‐SPW will not buckle until its drift ratio achieves the drift limit (0.4%), the minimum concrete panel thicknesses demands are captured from finite element analysis. Fitting these predicted minimum concrete thicknesses, an available formula is proposed for the concrete thickness demand in the design of C‐SPW.

A Comparison Between Shear Capacities of Two Composite Shear Walls: DSCSWs and CSPSWs

ABSTRACT In this study, it was attempted to investigate the efficiency of a new type of composite shear walls named as Double Skin profiled Composite Shear walls (DSCSWs) in practice. To this end, 22 Finite Elements (FE) models of DSCSWs with practical geometries have been modeled using ABAQUS/CAE/Explicit v.6.14. These models were developed based on an enhanced verified reference FE model of a laboratory-scale DSCSW model. Obtained shear capacities of these models were compared with equivalent another type of composite shear walls named as Composite Steel Plate Shear Walls (CSPSWs). Results of comparison revealed that DSCSWs with the same concrete panel and steel plate thicknesses used in CSPSWs, but without the reinforcement of the concrete panel and with many lower numbers of intermediate fasteners than that of CSPSWs, provide greater shear capacity than CSPSWs which demonstrates the distinct advantage of DSCSWs.

Influence of Concrete Strength on the Cycle Performance of Composite Steel Plate Shear Walls

The goal behind this research is to highlight on structural system using composite steel plate shear wall, this approach is widely used in many countries, due to its desired features. Composite steel plate shear wall are often considered essential in design of building to resist seismic action. This paper discuss the effect of concrete strength on behavior of CSPW, for this objective one story one bay model with different compressive strength (25, 28 , 45, 50, 55, 65)MPa ,this model formed by finite element code which is advanced by university of Amirkabir. The accuracy of the representation of the model by numerical analysis, numerical result contrast with valid experiment which explain suitable agreement. Result show increasing the compressive strength would advance the cycle behavior. By contrast the result in elastic region, it was seen initial stiffness is not enhance by varying the compressive strength.

Improving seismic performance of composite steel plate shear walls containing openings

In recent years, using steel plate shear walls has turned from an idea to a practical and acceptable lateral load resisting system. Steel plate shear wall is a relatively new structural system, which has been accepted by the United States design codes since 2005. A new form of this system is the composite steel plate shear wall (CSPSW), which consists of a steel plate and reinforced concrete (RC) walls at one or both sides of the steel plate. The RC wall(s) are connected to the steel plate by means of shear studs. This new system has many advantages in comparison with other lateral load resisting systems, such as light weight, small thickness, and ease of construction. The RC walls prevent buckling of the steel plate and moreover increase lateral strength and stiffness of the overall system. But introduction of openings, which is necessary in some cases, has negative effects on the seismic performance of the system. In this study, the effects of openings on the performance of CSPSW system is evaluated experimentally, and then various methods are proposed to reduce the negative effects. Moreover, an empirical relation for calculating ultimate strength of the CSPSW is proposed, which can facilitate design and analysis of this new lateral load carrying system.

The wall–frame and the steel–concrete interactions in composite shear walls

SummaryThe nonlinear pushover analyses of 24 composite steel plate shear walls (CSPSWs), 24 corresponding steel plate shear walls (SPSWs), and 24 corresponding frames are conducted. CSPSWs have different aspect ratios and infill steel plate thicknesses. The study aims to understand the wall–frame and steel–concrete interactions. The infill steel plate thickness and aspect ratio of CSPSW are the main parameters of the study.In CSPSWs, the percentage of absorbed shear forces by the infill composite wall is always greater than the infill plate of its corresponding SPSW. The percentage of shear in the composite wall is constant at the initial stage of loading up to a drift of 0.15–0.2%. By increasing the drift, the shear yielding of steel plate leads to a reduction of the shear force absorption. The reduction continues until the bulk of shear stiffness of CSPSW is provided by the frame.At the beginning of lateral loading, steel–concrete interactions increase until shear yield of steel plate. Following this stage, a sudden decrease takes place in shear force absorption of reinforced concrete (RC) panel. The reason is that, at the lower drifts, the steel plate has a tendency for elastic buckling, which is prevented by the RC panel. Finally, the shear force absorption remains approximately constant in the RC panel.