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Concrete-infilled double steel corrugated-plate walls (CDSCWs) are composed of two steel corrugated-plates (SCPs) which are connected through bolts, and concrete filled the spacing formed between the two SCPs. Two vertical boundary elements are installed additionally at both sides of CDSCWs. On the one hand, the corrugated configuration of SCPs has great improvement on the load-bearing efficiency of CDSCWs; on the other hand, much higher bearing capacities and better seismic performance for CDSCWs are provided owing to the interactions among SCPs, bolts and infilled-concrete. This paper investigates the load-bearing mechanism and strength design formulae of CDSCWs under compressions. Since SCPs are prone to local buckling failure between two rows of bolts under the conditions of large vertical bolt spacing and small thickness of SCPs, this paper mainly focuses on the load-bearing mechanism of SCPs in CDSCWs under uniform compressions. The unilateral constraint on SCPs provided from infilled-concrete and the restraining effect on the flexural deformation of SCPs owing to bolts are considered. At first, series of finite element (FE) eigenvalue buckling analyses are conducted to study the elastic buckling behavior of SCPs subjected to uniform compressions. On the basis of Euler's formula, the formulae for predicting the elastic buckling stresses and corresponding normalized slenderness ratios λ s of SCPs are achieved respectively. The instability performance of SCPs under uniform compressions is then investigated through FE nonlinear analyses, and accordingly the stability coefficient φ s is attained. The corresponding φ s − λ s curve is therefore established in order to calculate the ultimate bearing capacities of SCPs. In addition, the cooperative performance of material strengths between SCPs and concrete is analyzed numerically when CDSCWs reach their compressive ultimate strength. With this consideration, the design method for predicting the cross-sectional strength of CDSCWs under compressions is proposed. Moreover, a CDSCW specimen with I-section is tested under a compressive load. Its cross-sectional strength is investigated experimentally. The results of the experiment coincide with those of numerical simulation, this verifying the safety and validity of the design method for cross-sectional strength design of CDSCWs. • CDSCWs have favorable load-bearing capacities and great seismic performance. • FE eigenvalue buckling analyses are used to investigate the elastic local buckling behavior of SCPs in CDSCWs under uniform compressions. • FE elastoplastic analyses are used to study the load-bearing mechanism of CDSCWs under uniform compressions. • Cross-sectional strength design formulae for CDSCWs under uniform compressions are proposed. • A CDSCW specimen with I-section is designed and its cross-sectional strength is investigated experimentally. [ABSTRACT FROM AUTHOR]

This paper proposes a new type of composite walls, namely concrete-infilled double steel corrugated-plate walls (CDSCWs). The CDSCW consists of a wall element that is formed by two steel corrugated-plates, where they are interconnected through high-strength bolts, and the spacing between the two steel corrugated-plates is filled with concrete. Additionally, two concrete-infilled steel tubes (CFSTs) are assigned as vertical boundary elements at both sides of the wall element. Not only the corrugated configuration of steel sheets themselves would significantly improve the load-bearing efficiency of CDSCWs, but also the interactions and combined actions among steel corrugated-plates, high-strength bolts and concrete could provide much better load-bearing capacity and seismic performance for CDSCWs. In addition, industrial mass production of the CDSCWs can be achieved by adopting integrated cold-formed steel rolling techniques. Therefore, the CDSCWs are much more suitable for applications in high-rise building structures as shear wall structural systems that carry axial loads and bending moments as well as shear loads. This paper mainly investigates the overall instability performance of I-section CDSCWs under uniform compressions and corresponding design formulae are recommended. Firstly, Finite Element (FE) eigenvalue buckling analyses are carried out to investigate the overall elastic buckling behavior of CDSCWs subjected to vertical compressive loads. The formulae for estimating the elastic buckling loads of CDSCWs and corresponding normalized slenderness ratios λ n are obtained based upon the form of Euler's formula. The overall instability performance of CDSCWs under compressions is then studied by FE nonlinear analyses, leading to the overall stability coefficient φ as well as φ-λ n curve for their strength design. Moreover, an I-section CDSCW specimen has been designed and tested under uniform compressive load, and its overall instability performance is investigated experimentally. The results obtained from the experiment show an agreement with those obtained from FE numerical analyses, which also verifies the safety and validity of φ - λ n curves for the strength design of CDSCWs. [ABSTRACT FROM AUTHOR]

In this paper, a double-corrugated-plate shear wall (DCPSW) is proposed. It consists of two trapezoidally corrugated plates connected with high-strength bolts. It could be utilized in high-rise buildings as an alternative of the ordinary corrugated plate shear wall (CPSW) to resist lateral shear loads resulting from horizontal seismic or wind effects. In this paper, the elastic buckling behavior of DCPSWs subjected to pure in-plane shear loads is of major concern and is firstly investigated. The DCPSWs are equivalent into orthotropic plates, and accordingly, the rigidity constants, including flexural rigidity constants in the orthotropic directions ( D x and D y ) and the torsional rigidity constant ( H ), are defined and theoretically derived. By comparing the theoretical formulas of the rigidity constants with the results obtained from finite element (FE) eigenvalue buckling analyses, these theoretical formulas are validated to be accurate enough for practical engineering applications. Then, the shear elastic buckling formulas of the DCPSWs are provided by means of FE analyses and numerical fitting technique, and these formulas are validated to be able to conservatively predict the shear elastic buckling loads of DCPSWs with good accuracy. Finally, the shear-resistant behavior of the DCPSWs is investigated via a parametric study of FE models subjected to monotonic shear loads. It is concluded that the normalized aspect ratio could be regarded as a comprehensive design parameter which reflects the ultimate shear resistance of the DCPSW. [ABSTRACT FROM AUTHOR]

In recent years, the steel corrugated shear walls (SCSWs) are widely used in building structures to serve as lateral force resistant members. For some practical engineering applications that the width of the infilled SCSWs in frame structure is much greater than its height, it is common to add vertical stiffening systems to the SCSWs, thus forming the stiffened SCSWs (SSCSWs), and the stiffening system is composed of a pair of vertical stiffeners installed on both sides of the corrugated plate and the connecting high-strength bolts. In this paper, the shear resistant behavior of the SSCSWs is investigated via FE analyses considering both the geometrical and material nonlinearities, and over 300 models are analyzed through elastoplastic numerical process. The comparison of the shear resistant behavior of SSCSWs with different stiffening rigidities is performed, which indicates that the stiffening system can effectively restrain the out-of-plane displacements of the corrugated wall, and can improve both shear resistance and ductility of the SSCSWs. Then a transition rigidity ratio of the stiffening system is proposed to reflect the critical value of the stiffening rigidity that the out-of-plane displacements of the corrugated plate are fully restrained at the bolted locations. Correspondingly, curve fitted formula of the transition rigidity ratio is provided to enable a conservative prediction. Finally, shear buckling formulas are fitted to reveal the relationship between the reduction factor and the normalized aspect ratio, and they are validated to be able to conservatively predict the ultimate shear stress of SSCSWs. Accordingly, some design recommendations are presented, which could provide valuable references for practical design of SSCSWs. [ABSTRACT FROM AUTHOR]

Buried circular corrugated steel arches (BCCSAs) are often adopted in underground engineering. However, the current design specifications cannot accurately estimate the BCCSA's load-bearing capacity due to the complicated interaction between the soil and the arch. This paper presents the strength design recommendations for deeply buried circular corrugated steel arches with various rise–span ratios under axial compression and under combined axial compression and bending moment respectively, with meeting a proposed width–thickness ratio limit of the BCCSA for local buckling prevention. At first, a finite element model (FEM) of sinusoidally corrugated steel plate (S-CSP) for analyzing its local plate buckling under axial compression (FEM-l) is established, and this FEM can eliminate other possible buckling modes except the local buckling mode by constraining the out-of-plane displacement at the crest and valley lines in S-CSPs. Through FEM-l, the local buckling behaviors of S-CSPs are studied and the width–thickness ratio limit of S-CSPs under axial compression for local buckling prevention is determined in terms of a design principle that local buckling of plate elements does not occur before fully sectional yielding. Then, a global arch-spring model of BCCSA is established for analyzing its elastic global buckling, with considering the interaction between the soil and arches by simplifying the radial restraint of soil as radial unidirectional springs around the arch. The normalized slenderness of BCCSA in the arch-spring model is obtained from its elastic global buckling load calculated by theoretical derivation with bidirectional spring assumption. Finally, the ultimate load-bearing capacity of BCCSAs is calculated by employing elastoplastic finite element models under axial compression and under combined axial compression and bending moment respectively. Based on extensive numerical results obtained in this study, the conservative strength design methods for BCCSAs are proposed in practical engineering applications. [Display omitted] • Local buckling prevention is implemented by proposed width–thickness ratio limit. • The soil radial restraint is equivalent to unidirectional radial springs. • Initial imperfection amplitude affects the load-bearing capacity of the arch much. • Axial compression stability coefficient under various rise–span ratios is proposed. • Load-bearing capacity is proposed for combined axial compression and bending. [ABSTRACT FROM AUTHOR]

An effective way for improving the global load-carrying capacity of a steel arch with a welded hollow section is to increase the height of its webs. However, the high and thin web may buckle locally, which will affect the global load-carrying capacity and should be taken into account in predicting the global strength of the arch. This paper presents a numerical investigation for the in-plane strength and design for pin-ended circular steel arches with a welded hollow section, focusing on the effects of web local buckling by the large deformation inelastic analysis in association with a finite shell element model. The circular steel arches subjected to a radial load uniformly distributed along the arch length, a load uniformly distributed over the full span of the arch, or/and over the half span of the arch and their various combinations are considered in the investigation of their failure modes and strengths. The initial global and local geometric imperfections as well as residual stresses are included in the finite element model. It is found that web local buckling influences the global strength of the steel arches significantly and needs to be accounted in formulate their strength design formulas. The parameters related to the web local buckling and global buckling of the arch are thoroughly explored. It is found that the stability coefficients of arches under the nominal uniform axial compression are related to the equivalent normalized web height-to-thickness ratio of the cross-section and the normalized slenderness of the arch, and accordingly the design formula of the stability coefficients is proposed by including their effects. In addition, a design formula for predicting the strengths of the arches under a load uniformly distributed over the full span is developed by introducing a corrective coefficient into the stability coefficient, and it is found that the corrective coefficient is related to the arch rise-to-span ratio and slenderness of the arch. Furthermore, a general interaction design formula is developed for predicting in-plane strength of the arches under general in-plane loading such as a load uniformly distributed over the half span of the arch and various combinations of a full span uniform load and a half span uniform load. Comparisons with the finite element results demonstrate the proposed design formulas can provide good predictions and/or lower bound predictions for the strengths of the steel arches with a welded hollow section [ABSTRACT FROM AUTHOR]

This paper investigates the elastic buckling behavior of steel trapezoidal corrugated shear walls (STCSWs) with vertical stiffeners. On the basis of an orthotropic plate model, by utilizing the theorem of minimum potential energy and the Ritz method, the buckling loads of stiffened STCSWs can be precisely calculated using MATLAB. Then, a value of transition rigidity of stiffener is suggested and, hence formulas of elastic buckling coefficients of stiffened STCSWs are proposed. Finally, the verification of proposed formulas using a FE model shows that the formulas are validated and applicable in estimating the elastic buckling loads of stiffened STCSWs. [ABSTRACT FROM AUTHOR]

Double-corrugated-plate shear wall (DCPSW), which is composed of two identical corrugated plates and assembled by connecting bolts, is an innovative type of lateral force resistant device for high-rise building structures. In this paper, the shear resistant behavior of the DCPSW is investigated via tests and additional finite element (FE) parametric study. First, the test results of two DCPSW specimens subjected to monotonic in-plane shear loads are reported. Second, FE models are introduced to perform simulations on the shear resistant behavior of the test specimens; it is seen that the numerical results fit well with the test results, and hence the FE models for simulations of the DCPSWs are validated. Then, an additional parametric study is presented by changing the geometrical parameters including aspect ratio, bolt column number, corrugation amplitude and dimensions of boundary elements of the DCPSWs. As a result, the effects of these parameters on the shear resistant behavior of the DCPSWs are further revealed. It is shown that the ultimate shear resistance of the DCPSWs increases with the increase of aspect ratio, bolt column number and corrugation amplitude, yet the dimensions of the boundary elements have little effect on the shear resistance of the embedded corrugated plates. Finally, by analyzing the results of the parametric study, some design remarks are concluded to provide valuable references for the design of the DCPSWs in practice. • DCPSWs achieve better stability behavior under shear loads over ordinary CPSWs. • Tests of two DCPSW specimens subjected to monotonic shear loads are reported. • Global buckling failure mode governs the failure of the DCPSW. • FE models are validated to well predict the shear resistant behavior of the test specimens. • Parametric study was performed to reveal the effect of design parameters on shear resistant behavior. [ABSTRACT FROM AUTHOR]

• A vertically oriented double corrugated steel plate shear wall is proposed. • The elastic buckling behavior of the wall is affected by the bolt spacing. • The compressive and shear stability coefficients are established. • The stability of the wall affects the correlation curve of N/N u - V / V u. As a novel structural component, the Double Corrugated Steel Plate Shear Wall (DCSPSW) is formed by interlocking two corrugated steel plates using high-strength bolts. This paper investigates the global stability design methods for DCSPSWs under combined shear and compression loads. Firstly, this paper examines the elastic buckling performance of DCSPSWs under horizontal shear loads and vertical compression loads separately. A bolt spacing factor (η) is introduced to reflect the influence of bolt spacing on the elastic buckling stress of DCSPSWs. Then, based on extensive finite element analysis (FEA), this paper investigates the elastoplastic buckling behavior of DCSPSWs under shear loads and compression loads and establishes the corresponding stability curves to predict ultimate load-bearing capacity. It is found that the stability coefficients (φ s and φ c) are closely related to the normalized slenderness ratios (λ ns and λ nc). A smaller bolt spacing allows the DCSPSWs to exhibit improved elastic and elastoplastic stability. Finally, this study investigates the load-bearing performance of DCSPSWs under combined shear and compression loads and proposes the design formulas. The results show that the correlation curve of N / N u - V / V u can provide a conservative and accurate design. The research findings of this paper are advantageous for promoting the application of the innovative DCSPSWs. [Display omitted] [ABSTRACT FROM AUTHOR]

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

• Sectional properties of RCTCs are calculated theoretically and numerically. • Torsional buckling with more than 1 wave is observed in both RCTCs and RBCs. • The elastic torsional buckling load of RCTCs and RBCs is accurately predicted. • Design methods for RBCs undergoing torsional buckling are proposed. • A limit dimension of RBCs is presented to prevent their torsional buckling. The built-up radially battened column (RBC) has found its promising application in public buildings due to its aesthetical form and good load-bearing capacity. Like the X-shaped column, torsional buckling may be the major failure mode of the RBC under axial compression. However, current specifications lack rational design methods for the torsional buckling strength prediction of this innovative column. This paper will focus on the torsional buckling behaviour of the RBC and propose its corresponding strength design formulas. At first, the key sectional properties of the radially continuous-web tube columns (RCTC) are derived theoretically and are proven to be consistent with the numerical calculation result. Then, a finite element model (FEM) using the shell element of RCTC is established, accordingly, the elastic torsional buckling behaviour of RCTCs is investigated, and an expression for accurately estimating the elastic torsional buckling load of RCTCs is proposed. Afterward, the FEM of built-up RBCs is established to conduct the elastic buckling analysis and elastoplastic bearing capacity prediction. The elastic torsional buckling load of built-up RBCs is predicted by modifying the expression for RCTCs via the number of battens and the proportion of the area of battens. A key design parameter, the normalized slenderness ratio, is also obtained. Finally, the strength design recommendation of the RBCs for torsional buckling is presented on the ground of numerous elastoplastic FEM results by changing the normalized slenderness ratio, and a limit RBCs' dimension that can prevent the built-up RBC from the torsion buckling is further proposed. These results are expected to guide the design of the RBC and promote its application in engineering. [Display omitted] [ABSTRACT FROM AUTHOR]

The concrete-infilled double steel corrugated-plate walls (CDSCWs) consist of two steel corrugated plates (SCPs), infilled concrete and two boundary elements. The two SCPs are connected by high-strength bolts and the spacing between the two SCPs is filled with concrete. The two vertical boundary elements are installed at both sides of CDSCWs. The sectional load-bearing performance of CDSCWs only under uniform compression has been investigated previously by the authors. But CDSCWs under a combination of compression and in-plane bending moment are applied in practice widely and commonly. Therefore, this paper presents the corresponding sectional load-capacity design method of CDSCWs under a combination of compression and in-plane bending moment. Firstly, an experimental investigation on sectional load-capacity of an I-shaped CDSCW specimen subjected to combined compression and in-plane bending moment is completed. The experimental results reveal a high axial load-bearing efficiency of the SCPs in the CDSCW specimen, and also validated the finite element (FE) model adopted in this study. Then, the FE numerical simulation is applied to systematically analyze the load-bearing performance of CDSCWs subjected to the combination of compression and in-plane bending moment. The coefficient φ sp is introduced to consider the local buckling of compressive zone and the weakening effect of tensile-compressive transition zone in SCPs. The coefficient β c is introduced to consider the weakening effect of tensile-compressive transition zone in concrete and the adverse cooperative effect among SCPs, concrete and boundary elements owing to their different ultimate strains at the ultimate state of CDSCWs. As a result, the N - M correlation curve for predicting the sectional load-bearing capacity of CDSCWs under both the uniform compression and in-plane bending moment is then established and also verified by the experimental results. • CDSCWs have favorable sectional load-bearing capacity. • FE analyses are used to study the load-bearing mechanism of CDSCWs under in-plane combined compression-bending loads. • The weakening effects of local buckling, tensile-compressive transition zone and cooperative performance are considered. • Cross-sectional load-capacity design formulae for CDSCWs are proposed. • An experiment of an I-shaped CDSCW specimen is conducted to investigate the cross-sectional capacity. [ABSTRACT FROM AUTHOR]

The orthogonal double corrugated plate shear wall (ODCPSW) is composed of the wall element and the vertical edge members. The wall element consists of two identical corrugated plates installed in an orthogonal pattern, and high-strength bolts are adopted to directly connect them at the corrugation valley regions. The vertical edge members may be installed in two sides of the ODCPSW by employing single steel plates. Since the strong axis of one corrugated plate coincides with the weak axis of the other corrugated plate, the flexural rigidity of each corrugated plate in its weak axis can be improved significantly, thus enhancing its shear resistance. An ODCPSW is connected with frame beams by T-shaped fishplates, leading to characteristic of a flexible layout, standardized design and production, and assembly construction. This paper studies the shear-resistant capacity of the ODCPSW theoretically and numerically to obtain its strength design method. First, the orthogonal double corrugated plates are transformed into orthogonal plates, and accordingly the rigidity constants, including flexural rigidity constants ( D x = D y ) and torsional rigidity constants (H), are defined and introduced as basic feature in investigating its behaviors. Then, the formula for predicting the shear elastic buckling load of ODCPSW is obtained by fitting its elastic buckling coefficient form the elastic buckling analysis results of a large number of examples. Then the normalized height-to-thickness ratio, as a key design parameter, is established from the shear elastic buckling load. Finally, the shear-resistant capacity of the ODCPSWs is investigated by using numerical examples. The shear-resistant capacity of the ODCPSW may be considered to be equal to the superposition of that of the ODCPSW with two vertical sides simply supported and that of the moment-resistant frame formed by two edge members. • Flexural rigidity constants (D x = D y) and torsional rigidity constants (H) are defined and introduced. • Shear elastic buckling load of ODCPSW is obtained by fitting its elastic buckling coefficient. • Shear-resistant capacity and design of the ODCPSWs is obtained. [ABSTRACT FROM AUTHOR]