1. Introduction

2. Electric arc-furnace energy demand

3. Demand-side management techniques

4. Ampacity

5. Quality of service

6. Optimization

7. Results

8. Conclusions

Acknowledgments

References

Abstract

An electric arc-furnace is a complex industry which demands high levels of electrical energy in order to heat iron materials and other additives needed for the production of cast iron and/or steelmaking. The cost of the electrical energy demanded by the factory during the production can be greater than 20% of the overall cost. This kind of arc-furnace allows the production of steel with levels of scrap metal feedstock up to 100%. From an electrical point of view, the factory size in terms of its maximum apparent power demanded from the grid is designed to make use of the static capacity of the transmission line that supplies the energy. In that case, it is not possible to increase the power of the factory above the static rating by adding new facilites without installing new transmission infrastructures. This paper presents a methodology that allows an increase in net power of an arc-furnace factory without installing new transmission lines. The novelty of the proposed solution is based on a mix strategy that combines Demand-Side Management (DSM) methodologies and the use of ampacity techniques according IEEE 738 and CIGRE TB601.

The application of DSM methodologies provides an improvement in the sustainability of not only the industrial customer but also in the overall grid. As a secondary effect, it reduces operational costs and the greenhouse gas emissions.

Introduction

An electric arc furnace (EAF) is a furnace that heats charged material by using an electric arc. They are usually devoted to the production of cast iron and/or steelmaking. From an energy point of view, it is a load that it is intensive in terms of its power demanded from the grid [1].

As the electrical energy consumption in an EAF based steel factory is typically greater than 20% of the overall production cost, most of the modeling effort has been devoted to the analysis of energy comsuption considering cost minimization [2] as the main target [3]. From the point of view of predicting the electrical energy consumption of Electric Arc Furnaces using statistical Modeling it is possible to find several approaches using both linear and non-linear models. Table 1 summarizes several contributions in the field of EAF modeling.

1- Introduction

2- Experimental method

3- Results and discussion

4- Conclusions

References

Abstract

The deuterium permeation behavior of palladium-coated 316L stainless steel and 430 stainless steel was studied by the gas permeability testing device in this study. The results show that the deuterium permeability of the palladium-coated 316L stainless steel tested at 350 °C∼650 °C was very close to the Forcey’s results. This way, the conformity to some other reported results has been verified for the gas permeability testing device. The deuterium permeability for the oxidized 430 stainless steel was compared with that for the palladium-coated 430 stainless steel at temperature range of 350 °C–600 °C. The deuterium permeability for the oxidized 430 stainless steel was reduced by one order of magnitude compared with that for the palladium-coated 430 stainless steel. However, the activation energy of deuterium permeation as gas form for the oxidized 430 stainless steel was almost the same as that for unoxidized 430 stainless steel.

Introduction

Zirconium hydride is used as the reactor moderator in the thermionic space nuclear power and it easily decomposes hydrogen in the operating environment. The released hydrogen penetrates into the core through the relevant structural components, affecting the physical parameters of the reactor [1]. Compared with 316L austenitic stainless steel, 430 ferritic stainless steel has the advantages of good thermal conductivity, low thermal expansion coefficient and low sensitivity to stress corrosion cracking. It is selected as one of the alternative reactor core materials for structural components of the thermionic space nuclear power. Therefore, investigating the hydrogen permeation behavior of 430 ferritic stainless steel has important engineering application value for the development of thermionic space nuclear power. A lot of research has been carried out on the preparation and properties evaluation of hydrogen isotope permeation barrier coatings for the fusion reactor. However, 316L stainless steel or low-activity ferritic/martensitic steel was used as the substrate material in most of these studies [2–15]. There are few reports on the hydrogen isotope permeation behavior of 430 ferritic stainless steel. In the present study, the deuterium permeability of palladium-plated 316L stainless steel was first tested and compared with the reported values to verify the conformity to other reported results for the gas permeability testing device. Then the deuterium permeation behavior of the palladium-plated 430 stainless steel as well as that with natural oxide film was investigated.

1- Introduction

2- Experimental program

3- Experimental individual behavior of concrete and steel in SCS

4- The average Poisson effect in core concrete

5- Constitutive laws of concrete

6- The solution algorithm

7- Results and discussion

8- Conclusion and recommendations

References

Abstract

Steel-Concrete-Steel (SCS) composite wall is being used for different purposes for its improved performances. Some analytical and finite element models have been presented in the past to predict the behavior of such walls. In this paper, an attempt is made to develop an iterative membrane model to analyze SCS wall panels subjected to in-plane membrane forces in the principal directions. The model accounts for the post-cracking Poisson effects of concrete as the Zhu/Hsu ratio.
Individual behaviors of concrete and steel plates in an SCS panel are studied in which confinement in principal tensile direction accompanied by negative uniaxial tensile strain in concrete is observed. To explain this behavior, a detailed perspective for uniaxial strain in principal tensile direction is proposed and the conventional stress-strain trajectory of concrete in tension is extended to incorporate any confinement developed in the concrete. Constitutive law of concrete in compression is also modified to incorporate the observed confining behavior of the concrete.

Introduction

An SCS is a steel plate reinforced concrete in which concrete is sandwiched in between two steel plates. In general, SCS does not have vertical or horizontal rebar reinforcements. Steel face plates are connected with the core concrete by regularly spaced flatheaded shear studs. Face steel plates are also connected with each other by cross tie bars. An SCS structure has improved strength and applicability as prefab over conventional reinforced concrete structures (RC). It was mainly implemented in nuclear power plants during its early development, however, with its popularity, nowadays, high rise buildings, offshore structures [1], and many other structures implement SCS. To analyze an SCS wall, modeling for concrete has always been one of the major tasks. Various approaches have been put forward to predict the behaviors of concrete in RC panels. Softened Membrane Model (SMM) [2], by Zhu and Hsu, is one of the most accurate and efficient iterative models for cracked RC panels under shear. SMM implements a smeared crack concept, in which cracked concrete is treated as a continuous material, to measure the post-cracking Poisson effect of reinforced concrete. Based on the results of 12 full-scale RC panels, Zhu and Hsu proposed a Zhu/Hsu ratio to characterize the Poisson effect after cracking. Zhu/Hsu ratio was observed to reach an unusual value of 1.9 in the post-yield range. Implementation of the Zhu/Hsu enabled prediction of the post-peak shear behavior of RC panels.

1- Introduction

2- Thermodynamic calculation on solidification path and segregation behavior

3- Modeling of the eutectic fraction

4- Experimental procedure

5- Results and discussions

6- Conclusion

References

Abstract

The effect of cooling rate on the microstructure and TiC precipitation of TiC-reinforced wear-resistant steel was investigated by different casting techniques. Thermodynamic and solute segregation modeling was performed to determine the evolution of TiC fraction in wear-resistant steel after rapid solidification. The evolution of TiC fraction due to solute segregation within the framework of Clyne–Kurz (C-K) model was examined. The model prediction is consistent with the experimental results.

Introduction

As transition metal carbide, TiC is characterized by its excellent properties such as very high melting point and hardness [1,2]. These properties have led to their wide applications as important precipitates for strengthening steels [3,4]. The volume fraction, particle size and distribution of the reinforcing phase are significant for improving the mechanical properties [5,6]. To obtain the desired wear resistant properties and mechanical strength of steels, it is important to control the volume fraction of TiC [7]. As it is known, the inevitable solute segregation occurred in non-equilibrium solidification process enriches the solute in liquid, and influence the amount of eutectic and other phases [8]. Quantitative prediction of microsegregation is complicated by the difficulties in accounting for eutectic and secondary phase formation in steel. Within the past decades, correspondingly various analytical models were developed to predict solute redistribution and related phenomena [9-14]. Among these microsegregation models, the Clyne–Kurz model is considered to be the most popular one. However, previous works have the disadvantage that a constant partition coefficient must be assumed.

The area of biomaterials is a continuous research area. Among others, stainless steels are also used in medical applications such as fracture plates, wires, sutures and implants etc. Surgical grade 316 L stainless steel is specifically used for medical application. It primarily contains nickel, chromium and molybdenum wherein the purpose of nickel is to retain the FCC structure of stainless steel almost at any temperature unlike conventional steel which has ferrite (BCC structure) in ambient temperature. Also, nickel imparts a polished and glossy finish to surgical grade stainless steel which is an important factor to keep it hygienic. But, the harmful effect of nickel on human body has been investigated and reported for quite some time now. The adverse effect of nickel (Ni) ions that release from stainless steel upon crevice and pitting corrosion has led to the evolution of Ni-free stainless steel with high nitrogen content. This paper briefly reviews the effect of nickel release in human body and let go the presence of nickel in stainless steel by uplifting nitrogen content in it. Furthermore, the groundbreaking findings on Nifree stainless steel in last 10 years are presented and the possibilities of further developments have been hypothesized.

Introduction

Metals are predominantly used as implants in biomedical industries. The foremost criterion for choosing any implant material is its biocompatibility. The reason for choosing metallic implant is its superior mechanical strength and corrosion resistance. The most commonly used biomedical alloys are grade 5 Ti6Al4V, CoCrMo and stainless steel (AISI 316L) [1,2]. The fabrication of stainless steel is comparatively easier than Ti-alloys and CoCr alloys. Although stainless steel is used as implants at places but its application is confined to bone healing, screws and fixations. Stainless steel is present in three microstructures which are austenite, martensite and ferrite. There is one other kind which is the duplex stainless steel; it basically contains both austenite and ferrite structure [3]. These structures are attributed to proper adjustments in its chemistry which later reflects in its properties. For instance, austenitic steel doesn’t possess ferromagnetism properties like its counterpart martensitic and ferrite steel. One of the preferential attribute of implants is the non-existence of ferromagnetic property which is why austenitic stainless steels are preferred over martensitic and ferrite steels for implant material. The other advantages of austenitic steels are their FCC structure, low yield strength to tensile strength ratio, better formability and corrosion resistance among others. 316 L Stainless steel is basically Fe-based alloys containing carbon (C of maximum 0.03%), chromium (Cr of atleast 16%) and nickel (Ni of atleast 10%). Homogenous corrosion resistance is the most important characteristics of stainless steel. Corrosion resistance is not an intrinsic property but the behavior of material surface in interaction with environment.

1- Introduction

2- Experimental investigation

3- Finite element modeling

4- Analytical study

5- Conclusions

References

Abstract

The use of concrete-filled stainless steel tubular (CFSST) members is relatively innovative and new. CFSST columns can be used for bridge piers, multi-story buildings and other supporting structures. However, a common mode of failure with these type of tubular composite columns is inelastic outward local buckling occurring at the column ends. Therefore, this paper presents the results of experimental, numerical and analytical investigations into the behavior of circular CFSST columns strengthened by carbon fiber reinforced polymer (CFRP) wrap and subjected to axial compression loading. The experimental investigation comprised three series of tests. The main variables tested were the diameter to thickness ratio of the stainless steel tube and the thickness of the CFRP wrap. 3D finite element models (FEMs) were developed for CFRP-wrapped CFSST columns using the ABAQUS software and were validated with experimental results. An extensive parametric study was carried out by using the validated FEMs. It was shown from the experimental and FEMs results that CFRP jacketing was highly effective in improving the axial load carrying capacity and axial shortening capacity of the CFSST columns. Finally, an analytical model based on the FE parametric study results was proposed to predict the axial load carrying capacity of the CFRP-wrapped CFSST columns.

Introduction

Recently, stainless steel material has been used as a construction material, while it was previously only used for special purposes or for decoration due to its advantages over carbon steel which include its aesthetic appearance, high resistance to corrosion, ease of maintenance and high fire resistance. Taking into account the long-term cost, stainless steel material can be selected as a competitive material [1]. In addition, one of the reasons for considering stainless steel as a competitive structural material is its favorable mechanical properties and its high ductility. Stainless steel material exhibits a nonlinear stress- strain relationship with no defined yield point, unlike carbon steel material [2]. Many investigations have been conducted into the structural behavior of unfilled (hollow) stainless steel sections. Important early reported studies exploring the structural performance of hollow stainless steel sections were performed by Rasmussen and Hancock [3]. Subsequently, a series of studies has been performed to understand more about these tubular sections [4–7]. These studies have contributed greatly to the expansion of information on the structural performance of stainless steel elements and, at the same time, have highlighted some shortcomings in the existing design standards such as American stainless steel design specifications SEI/ASCE-8 and EN 1993-1-4. For the sake of simplification, these existing design standards disregarded some mechanical characteristics observed in stainless steel, such as strong strain hardening and the rounded stress-strain relationship. This simplification method, adopted in the existing standard codes, includes using an elastic perfectly plastic bilinear material model that leads to a significant degree of conservatism. A new, efficient and more rational method has been developed to consider the particular stress-strain characteristics of stainless steel [8–10]. Instead of considering that the maximum design stress limit is the 2% proof stress, as in the existing standards, a new method called the continuous strength method (CSM) [11–16] has been developed as a deformation-based design method to exploit the noticeable strain hardening in the determination of stainless steel cross-section resistances. However, the initial high cost of stainless steel material has limited the extensive use of stainless steel material in structural construction. Hence, concrete-filled stainless steel tube (CFSST) columns have been developed to balance the high initial stainless steel material cost, as well as to enhance the structural behavior.

1- Introduction

2- Experimental scheme

3- Experimental results

4- Discussion of experimental results

5- Conclusions

References

Abstract

Trapezoidal and Reentrant are two ordinary deck profiles in modern steel-concrete composite floor system in China. The progressive collapse resistance of rigid steel beam-column connections with these two different composite deck profiles was experimentally investigated. This research addressed progressive collapse behavior of components evaluated by removing columns through the alternate load path method where the connections simulated the behavior of connections from a multi-bay steel moment-resisting frame. Also, collapse resistance of the connection above the removed column and the adjacent connection was considered. The results were compared with a bare steel subassembly, which has the same configuration but without composite slab, the load carrying capacity of the specimen with trapezoidal steel deck is improved by 28% and the specimen with reentrant steel deck is improved by 44%. The type of steel decks influenced the degree of restraint to the beam top flange and resistance of the connection. The specimen with trapezoidal steel deck had a higher plastic rotation capacity than the reentrant one, but the specimen with reentrant steel deck had improved composite behavior in the large deformation range and, therefore, developed more catenary action than the specimens with trapezoidal steel deck. Overall, the specimens with reentrant steel deck had a better performance under the progressive collapse situation, however, some constructional measures must be made to delay the bottom beam flange fracture.

Introduction

Progressive collapse of structures begins with the failure of a few structural elements and then spreads to adjacent elements until substantial or complete collapse of a structure [1]. Potential causes of progressive collapse include design and construction flaws, explosion, bomb attack or some other extreme events. Design methods to prevent progressive collapse are found in the Unified Facilities Criteria, DoD [2] and the General Services Administration publication, GSA [3]. Both documents use the alternate load path method, which considers column removal as the initial damage state, and subsequently analyzes and designs the structural system to resist the demands resulting from the column removal. When a column is removed, an alternative load path capable of withstanding the full demands must be formed by the beams and slabs to redistribute the load initially supported by the removed column. Under this scenario, the response of the beam-column connections next to the removed column is crucial in sustaining and redistributing the gravity loads [4]. Prior research has investigated the behavior of steel beam-column connections under column-loss scenarios. Sadek et al. [5] conducted a coordinated experimental and numerical assessment of the performance of the intermediate steel moment frames and the special moment frames (with reduced beam section connections) under the middle column removal scenario. Compared with the intermediate steel moment frames, both ultimate resistance and failure displacement had been improved in the special moment frames, which was benefited from the contributions of reduced beam section connections. Yang et al. [6,7] compared the performance of bolted angle, shear tab and flush end plate connections under the middle column removal scenario. The bolted web angle connection had the best performance among the tested simple-connections, while the double flange and web angle connection had the highest load and rotation capacities among the tested semi-rigid connections. Li et al. [8,9], Qin et al.

1- Introduction

2- Materials and Methods

3- Results and Discussion

4- Summary of Passive Behaviour

5- Conclusions

References

Abstract

The corrosion behaviour of type 316L stainless steel in aqueous 30–50 wt%. NaOH at temperatures up to 90 °C has been elucidated. Exposure to room temperature environment showed parabolic weight loss behaviour, with corrosion rates of up to 0.4 mm/year. Higher NaOH concentrations and exposure temperatures resulted in a reduced stability of the electrochemical passivity domain, associated with higher corrosion rates. Exposure to de-aerated 50 wt%. NaOH presented corrosion rates of up to 0.5 mm/year at open circuit potential, with maximum corrosion rates under polarisation of up to ≈ 18 mm/year. The formation of a dark iron-oxy-hydroxide and nickel-oxide was observed, with exposure to temperatures in excess of 50 °C. The behaviour of type 316L stainless steel in hot caustic environment is compared to types 204, 304, 2205 stainless steel, and nickel alloy 200.

Introduction

The corrosion of stainless steel in hot caustic environment has been the subject of a number of investigations, typically with a focus on Kraft pulping liquors [1–11]. The material performance in these environments is governed by the stability of the passive surface flm, which develops as a function of alloy microstructure, chemical composition, and associated environmental interactions. Austenitic stainless steels generally show high corrosion rates when exposed to concentrated, deaerated alkaline aqueous environment at temperatures above 60 °C, with typical corrosion rates of 0.05–2 mm/year. Very dilute caustic solutions show reduced corrosion susceptibility, for example, with exposure to mildly caustic environment up to pH 12, resulting in corrosion rates of 0.01 mm/year [12–14]. The latter investigation also concluded that temperature is key for understanding material behaviour in these environments, directly afecting corrosion rates of stainless steel in NaOH containing environment [6, 7]. In NaOH environment at room temperature, rates as low as a few μm/year have been reported [6, 15–22]. Based on the Pourbaix diagrams of Iron, Chromium and Nickel, the possibility of forming a passive flm with exposure to caustic pH supports the argument of using stainless steel in these media. A summary of the corrosion behaviour of stainless steels with exposure to diferent caustic environments is provided in [12]. The aim of this paper is to provide a comprehensive overview of the corrosion performance of type 316L in hot caustic aqueous environments. The project was centered on identifying alloy composition and environment-related parameters, including temperature, de-aeration, and NaOH concentration, to better understand the passivation behavior of stainless steels microstructure.

This paper is concerned with the behaviour of composite beams made from stainless steel. Steel-concrete composite members are widely used in the design and construction of modern structures such as bridges and high rise buildings. Depending on the degree of composite action, a significant increase in strength and stiffness performance is gained compared to a bare steel or concrete section. This results in savings not only in construction depth but also in terms of material consumption, which means also lower environmental impact and reduced energy consumption [1]. Composite beams which are subjected to positive bending (i.e. sagging) offer a particularly efficient use of the constituent materials. In this case, the steel section is subjected to tensile stresses whilst the concrete slab acts primarily in compression, thus utilising the favourable characteristics of each material. It is generally desirable for plastic design that composite beams have a ductile cross-section, in which strain hardening develops in the lower flange before the collapse moment is reached [2]. However, for calculating the load-bearing capacity of composite beams, design codes such as Eurocode 4 [3] generally neglect strain hardening effects and employ a rigid-plastic analysis of the cross-section, thus providing conservative predictions of the capacity in many cases, particularly when ductile materials such as stainless steel are employed. Stainless steel has been employed in construction since the 1920s, when the main usage was in building facades. Nowadays, stainless steel has become popular in a wide range of construction and load-bearing applications due to its excellent mechanical properties such as higher strength and ductility, better retention of strength and stiffness at high temperature [4] and excellent corrosion resistance properties, compared with carbon steel. Stainless steel does not require coatings to be applied, thus leading to life-cycle cost savings relative to carbon steel especially for offshore steel structures [5], as well as reducing maintenance and rehabilitation costs. In recent years, stainless steel has been the subject of intensive research in order to provide useful, efficient and reliable design guidance for engineers. The vast majority of research into stainless steel has been focussed on bare steel elements. Researchers have investigated the flexural behaviour of stainless steel columns subjected to compressive loading or combined compression and bending moment (e.g. [6–9]) and beams (e.g. [10–13]) as well as beams and columns under fire conditions (e.g. [14]). The use of stainless steel in composite structures has hitherto received little attention from the engineering community and research studies have generally been limited to investigating the behaviour of concrete-filled stainless steel columns under different loading conditions using experimental and numerical analysis. Lam et al. [15] conducted experiments on the behaviour of axially loaded concrete-filled stainless steel elliptical sections made from normal and high strength concrete. Uy et al. [16] carried out experiments on concrete-filled stainless steel circular, square and rectangular sections of short and slender columns subjected to combined axial compression and bending moment. The behaviour of concrete-filled stainless steel circular and square tubular sections subjected to axial compression under fire conditions has also been studied through a series of experiments [17]. Moreover, nonlinear finite-element analysis was used to investigate the performance of concrete-filled stainless steel tubular columns of square, L-, T-, and + shape sections under axial compression or combined compression and bending moment [18, 19]. To date, there has been no research available in the public domain on traditional composite beams (i.e. a bare steel section connected to a concrete slab through shear connectors) using stainless steel. The following section describes the context in which these members are highly relevant in the current era.

The addition of internal steel fibers to concrete is a popular technique that is used for improving the inherent brittle behavior of plain concrete [1–4]. Likewise, lateral confinement of concrete results in a significant improvement in the ductility of concrete under compression [5–17]. Therefore, fiber-reinforced polymer (FRP)-confined steel fiberreinforced concrete (SFRC), as an ultra high-performance system, can be considered as a higher performance alternative with further enhanced mechanical properties to conventional FRP-confined plain concrete. As shown previously, the existence of steel fiber decreases isolated major crack formations in the concrete and results in a more even and controlled cracking [18]. In the case of FRP-confined SFRC, this in turn leads to reduced stress concentrations on the FRP jacket leading to higher FRP hoop rupture strains and ductility [19]. A number of experimental studies have been performed recently to understand the mechanical behavior of FRP-confined SFRCs [19–22]. Only the two of these studies experimentally investigated the mechanical behavior of FRP-confined SFRCs under concentric axial compression [19,20]. The remaining two were concerned with FRPconfined SFRC containing internal steel reinforcing bars under eccentric loading [21] and SFRCs confined by hybrid FRP tubes [22]. Existing studies have shown that steel fiber parameters (i.e. volume fraction (Vf) and aspect ratio (AR)) influence the stress-strain relationship of the concrete. It was shown that at a given Vf, an increase in AR leads to a decrease in the compressive strength (f′cc), ultimate axial strain (εcu), and hoop rupture strain (εh,rup) of concrete. On the other hand, an increase in Vf at a given AR results in an increase in f′cc, εcu, and εh,rup [19]. Finite element (FE) method has been extensively used to accurately model the mechanical behavior of confined plain concrete. Although a relatively large number of studies have been reported on the FE modeling of FRP-confined plain concrete [23–31], no study has been reported to date on the FE modeling of the FRP-confined SFRC. Furthermore, most of the existing FE models for FRP-confined plain concrete were based on an approach that was recently shown to be inaccurate, especially for high-strength concrete (HSC) [32,33]. Therefore, there is a clear need for additional numerical studies to better understand the constitutive behavior of FRP-confined SFRC. As discussed in detail in Refs. [31,34], concrete damage-plasticity approach, which was proposed by Lubliner et al. [35] and later modified by Lee and Fenves [36], provides a more accurate prediction of the constitutive behavior of confined concretes than the pure plasticity and damage approaches. In order to investigate the constitutive behavior of the FRP-confined concrete by damage-plasticity approach, it is required to establish experimental databases for both FRP-confined and actively confined concrete [31]. The review of the literature indicates that only two experimental studies have investigated the compressive behavior of actively confined SFRCs [1,37], the results of which would not be sufficient for the development of an accurate FE model. To address this research gap, in the current study additional experimental tests were performed on actively confined SFRCs to compile a reliable database that would enable FE modeling of FRP-confined SFRCs.

The lateral force resistant ability of high-rise building is very essential in its design. The lateral force resistance of common frame structures could be significantly improved by adopting steel plate shear walls (SPSWs), and this technique has been utilized in practical engineering structures worldwide. Yet, some disadvantages exist in the frame structures with SPSWs as follows: (1) Generally, out-of-plane bending rigidities of steel plates are quite small, especially for those with small thickness. Hence, when the SPSW is subjected to lateral forces induced by earthquake or wind effects, it easily buckles and its post-buckling strength would be produced through yielding of the diagonal tension field, leading to a loud noise. (2) For the structure with its frame and SPSWs installed simultaneously, the vertical loads transmitted from upper structures would be applied to the SPSWs, thus producing pre-compression and influencing the shear resistance of the SPSWs [1]. With those considerations, the infilled steel plates could commonly be replaced by steel corrugated plates, forming the steel corrugated shear walls (SCSWs). Numerous investigations were conducted by researchers to perform the comparison of the shear resistance and hysteretic behavior between SPSWs and SCSWs [2–6]. Berman et al. [2,3] performed the comparison of hysteretic performances among SPSWs, ordinary concentrically braced frames (OCBFs) and SCSWs, in which the corrugations were set in a diagonal direction with an inclination angle of about ° 45 . Emami et al. [4,5] conducted hysteretic tests of SPSWs and SCSWs, in which the corrugations installed horizontally and vertically were respectively considered. Kalai et al. [6] conducted FE analyses of SPSWs and SCSWs under cyclic shear loads to perform comparison, in which the effect of corrugation shapes on the hysteretic performances of SCSWs was investigated. According to these researches, by utilizing SCSWs in frame structures, the shear buckling loads could be significantly promoted owing to the increase of bending rigidities of the steel corrugated plates. In addition, based on the investigations performed by Tong and Guo [7], the vertical pre-compression loads could be efficiently released for the SCSWs with their corrugations laid horizontally. Due to these advantages of SCSWs, they have been widely used in practical building structures as lateral force resistance systems in recent years, as shown in Fig. 1. Current researches on SCSWs mainly focused on the shear resistance of SCSWs with small thickness (i.e. t = − 0.5 1.5mm), and numerous experimental and numerical investigations have been published [8–16]. The SCSWs with small thickness are easily to be profiled into trapezoidal corrugations. However, they are only suitable for the applications in low-rise buildings since the thickness of SCSWs inevitably limits their upper bound of shear resistance. In order for the applications of corrugated plates with small thickness in high-rise buildings, multiple corrugated plates would be required to improve the ultimate resistance. Otherwise, SCSWs with large thickness (i.e. t = −4 8mm) should be adopted in high-rise buildings, which benefited from both the improvements of the steel ductile properties and the equipment for cold rolling. Correspondingly, the shear resistant behavior of SCSWs with large thickness is worth of investigation for high-rise structural applications.