A two-phase seismic design methodology for reinforced concrete frame- corrugated steel plate shear wall connected to beam only

Wen C., Zuo J., Zhu B., Sun H., Guo Y., Zheng W., Deng L.

Feng X., Yu J., Carvelli V., Guo H.

In this study, a foam-infilled corrugated CFRP panel was proposed to improve the bearing capacity and energy dissipation of infill panels for steel plate shear wall (SPSW) as an effective lateral force resisting system in constructions. The horizontal corrugated CFRP panels were fixed to both sides of the inner steel plate, and polyethylene terephthalate (PET) foams were infilled between the steel plate and the corrugated panel. With the aim of fully exploiting the strength, the interaction between the infill panel and the boundary frame elements was investigated to guide the design of vertical boundary elements (VBEs) and horizontal boundary elements (HBEs). Equations for the shear buckling strength of the CFRP-steel sandwich shear wall (CFSSW) were analytically obtained to facilitate the design of the buckling restraining effect. Theoretical analyses of the force transfer mechanism between the wall panel and the boundary frame element were also presented. In addition, finite element models were developed to investigate the effect of the bending stiffness of the VBE on the load carrying capacity. Based on the theoretical and numerical analyses, the response of single-span two-story FE models for SPSW and CFSSW with steel frames (SF) were compared to further evaluate the hysteretic behavior of CFSSW. Finally, simplified models for CFSSW with tension-compression and tension-only trusses were proposed to facilitate practical design.

Zhang X., Nie R., Zhang C., Sun S., Chen Y., Chen W.

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

Li Y., Wang W., Su S., Quan C., Jia Y., Mi J., Xu J.

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

Zhang X., Chen Y., Qiao H., Kong W., Zhang C., Pan J., Zhang W.

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

Farahani S., Akhaveissy A.H.

The experiences of past earthquakes show that the moment-resisting reinforced concrete structures suffered damage due to the inherent brittle behaviors of concrete and lack of structural stiffness. The configuration of buckling restrained brace (BRB) in RC frame is widely increased for the development of the reinforced concrete buckling‐restrained braced (RC-BRB) dual system since the implementation of BRBs can significantly improve the dissipative capacity and lateral stiffness of the main reinforced concrete frames. On the other hand, the structural damage amount is strongly related to the induced displacements and deformations during an earthquake. Therefore, the robust design method must take into account the displacement as the main designing parameter to control the damage of the structures. To this end, researchers have proposed the direct displacement-based design (DDBD) method, which employs displacement as a main designing criterion throughout the design process. In this study, a DDBD method for dual RC-BRB frames is developed by considering the ultimate capacity of BRB elements. New yield displacement and stiffness expressions are proposed to determine the characteristics of the equivalent single-degree-of-freedom (SDOF) system. The developed method is evaluated by designing twelve RC-BRB frames corresponding to different storey numbers and two types of BRB configurations. The Numerical model is developed and validated using available experimental data to be used in the nonlinear time-history analysis (NTHA). In order to gauge the performance of the developed DDBD method, the seismic behavior of designed frames subjected to 20 real ground motions is investigated through NTHA procedure. In addition, the expressions for the design displacement profile of the RC-BRB frames are provided as a function of relative height using the average maximum displacements calculated from NTHA outputs. The developed design displacement profile leads to significant improvements in the coefficient of determination, R2, which is increased from 0.69 for low-rise to 0.98 for high-rise frames. The results indicate that the RC-BRB frames designed by the developed DDBD method can successfully achieve the desired performance objectives. Furthermore, the comparison between the estimated results and the corresponding ones obtained from NTHA indicates that the proposed displacement profile expressions can be found to be efficient and effective for estimating the displacements of the RC-BRB dual frames.

Jin S., Wang Q., Zhou J., Bai J.

• A new multi-grid corrugated steel plate shear wall is proposed. • Three half-scale multi-grid CoSPSWs were statically tested. • The effects of the corrugated profile and layouts and connecting stiffeners were investigated. • The out-of-plane stability and energy dissipation capacity are verified. 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.

Vaziri E., Gholami M., Gorji Azandariani M.

The corrugated steel plate shear wall (CSPSW) system is a lateral force-resisting system, about which many studies have been carried out in recent years. In the present study, the behavior of this system is investigated by pushover analysis. For this purpose, twenty CSPSWs structures are designed with width-to-height ratio (L/H) of 2.5, 2, 1.4, and 0.85, and the number of floors 1, 2, 4, 6, and 10 were designed and analyzed using the ABAQUS finite element software package. The results of this study show that the initial stiffness of CSPSWs is high and reaches its ultimate capacity at a thrust ratio of 0.1%; on the other hand, after the buckling in the infill plate, the stiffness and base shear of the plate shear wall (PSW) significantly decreases. Also, the results show that the infill plate tolerates a higher percentage of shear force before the buckling of the plate, but after buckling, the frame tolerates a higher percentage of the shear force. In multi-story structures, the boundary frame with shear performance in the lower floors has a more effective role in bearing shear force. Moreover, in the present study, an equation is presented for calculating the tension field inclination angle. According to the equation, the tension field inclination angle depends only on the PSW aspect ratio. Finally, a method is presented for estimating the uniform force–displacement curve of the single- and multi-story CSPSW systems. This method is obtained based on the corrugated plate-frame interaction (PFI) and was confirmed with the force–displacement curve of experimental specimens and numerical models.

Bahrami Zadeh H., Mahjoub R., Raftari M., Fathi Sepahvand M.

• Seismic design of the steel plate shear wall with rigid beam-column connections. • The theory of plastic mechanism control is proposed with reference to SPSW. • Presenting an accurate design procedure to achieve the global mechanism. • Seismic performance of the designed SPSWs using the nonlinear static analyses. The present study deals with the seismic design of steel plate shear walls (SPSWs) using the theory of plastic mechanism control (TPMC). The TPMC is based on the theory of kinematic rigid-plastic, which by applying the second-order effects, can prevent the development of undesirable generic mechanisms such as soft stories, and it can ensure that the structure reaches the global mechanism. The global mechanism is a mechanism in which the damage distribution is uniform, and therefore, the maximum energy dissipation in the structure can be fulfilled. The present study first presents the seismic design provisions of the SPSW and then the SPSW design algorithm using TPMC. For practical examples, three frames including three-, six-, and nine-story frames with SPSW were designed using the proposed algorithm. For validation of the design procedure, the designed frames were evaluated by means of non-linear static analysis, showing that the frames can reach the global mechanism and their excellent seismic performance.

Bai J., Zhang J., Jin S., Du K., Wang Y.

In this paper, a simplified seismic design method of high-rise frame-steel plate shear wall (SPSW) system was proposed based on the multi-modal-analysis under the framework of performance-based seismic design. The seismic response of high-rise SPSW system was simplified to first and multiple-modal equivalent single degree-of-freedom (SDOF) oscillators. The dual frame-SPSW structure was decomposed into a frame system and SPSW system by controlling the relative contribution of SPSW system, and they were correspondingly simplified to a series of F-SDOF oscillators and S-SDOF oscillators. The analytical models of F-SDOF and S-SDOF oscillators were developed using the modal pushover analysis. By assuming the system responding linearly elastic for higher modes, the equivalent SDOF oscillator (D-SDOF) for the frame-SPSW system was developed by combining the F-SDOF and S-SDOF oscillators in parallel for each mode of vibration. The design procedure was developed based on the comparison of displacement thresholds against the displacement demands derived using the SRSS combination. A 15-story frame-SPSW system was adopted to verify the feasibility and demonstrate the design process of the simplified method. The result also shows the seismic demands derived by the equivalent dual SDOF oscillators have good consistency with that by frame-SPSW structure. • The multiple-modal equivalent SDOF oscillators were developed for the frame system and SPSW system. • A simplified multi-modal-analysis-based seismic design approach for high-rise frame-SPSW systems was proposed. • Demonstration of a case structure was provided and the efficiency was greatly improved.

Sun G., Wei X., Gu Q., Wang Y.

In order to reasonably predict the seismic demand of composite partially-restrained steel frame-reinforced concrete (RC) infill walls with concealed vertical slits (PSRCW-CVS) subjected to the near-fault earthquake records with strong velocity-pulse effect, an innovative performance-based plastic design (PBPD) approach is developed in current study. The maximum effective cyclic energy (MECE), which can reflect this phenomenon that the structural dissipated input energy from near-fault pulse earthquake record commonly focuses on the largest yield excursion, is introduced and adopted as a new design indicator (ΔEh,max). The design base shear is determined according to the instantaneous energy balance concept and pre-selected desirable yield mechanism, which considers that the MECE demand obtained from MECE spectrum at target ductility ratio is equivalent to the instant energy supply from structural components. Additionally, the MECE calculating formula of each component of PSRCW-CVS structure is also provided. Four PSRCW-CVS illustrations (5-storey and 10-storey) with different target ductility ratio were designed according to the proposed PBPD methodology, and their seismic behaviors corresponding to the rare earthquake level were assessed through nonlinear time-history analysis method using the selected near-fault earthquake records with velocity-pulse effect. The analytical results show that four PSRCW-CVS structures can achieve the intended seismic behavior in terms of MECE, inter-story drift ratio, and residual inter-story drift ratio. The PSRCW-CVS structure exhibits the ideal progressively developed plastic mechanism. The reliability and reasonability of this PBPD method combined with MECE spectrum are verified, and it can be easily extended to other dual lateral load resisting systems.

Zhai Z., Guo W., Li Y., Yu Z., Cao H., Bu D.

The performance-based plastic design (PBPD) method generally relies on the nonlinear response of equivalent elastic-perfectly-plastic single degree of freedom system. It usually cannot achieve the design of three performance objectives simultaneously and may not consider the high mode effect of structure, which is significant for high-rise building. In this paper, a trilinear force-displacement model indicating three prescribed performance objectives at three seismic hazard levels is adopted to improve the PBPD method. The proposed improved PBPD method is derived based on multiple degrees of freedom system, while the high-mode effect and post-yield stiffness of the structure is considered. It can be used for designing seismic resilient fused high-rise buildings. A novel dual system composed of steel energy-dissipative column (EDC) and moment resisting frame (MF) is employed for application of the proposed method. This dual system has its fuse members decoupled from the gravity-resisting system, and the performance-based design of this system is discussed as well as its application for high-rise buildings. To demonstrate the effectiveness of the proposed method, a 20-story EDC-MF structure system is designed using the improved PBPD method. A detailed numerical model of the designed EDC-MF system is then built, and nonlinear dynamic response analyses at different seismic intensities are performed to verify the actual structure performance. Results show that the designed structure can achieve the prescribed yielding mechanism and performance objectives at three seismic hazard levels, and the EDC-MF system can be effectively applied to high-rise building as a seismic resilient fused structure.

Bai J., Cheng F., Jin S., Ou J.

Due to the stable hysteretic behavior, buckling-restrained braces (BRB) have been increasingly adopted in reinforced concrete (RC) frame structures to develop a dual structural system. This investigation aims to quantify the seismic behavior of newly-constructed reinforced concrete BRB frames (RC-BRBFs). The force–deformation characteristic of dual RC-BRBFs is firstly presented and the yield displacement is derived using the story shear ratio resisted by BRB system. The seismic design procedure of dual systems for different BRB configurations (including single diagonal, V-type and inverted V-type), is developed using the performance-based plastic design approach by considering BRB postyield behavior, design target drift and global yield mechanism. 126 RC-BRBF structures corresponding to different story numbers, BRB configurations and story shear ratios are designed. The influence of story shear ratios on the design results is analyzed. The seismic response of structures subjected to 22 ground motions is investigated and compared in terms of yield mode, maximum interstory drift ratio, BRB maximum ductility and cumulative ductility, and residual drift ratio. The relationship between actual and design normalized story shear of BRBs is demonstrated and a fitting equation is proposed to quantify the actual story shear ratios. The analytical results of the present study can provide quantified insights to the seismic design of RC-BRBF structures.

Farzampour A., Mansouri I., Lee C., Sim H., Hu J.W.

As the design methodology of the corrugated steel shear wall (CSSW) has not yet been included in the design standards, this paper presents a step-by-step design procedure based on the corrugated panel-frame interaction (CPFI). To ensure that the plastic hinges occur at the beam ends and not within the beam span or in the columns, a reduced beam section (RBS) connection was used in steel plate shear walls (SPSWs). In this paper, the corrugated steel shear wall with a reduced boundary beam section (RBS-CSSW) is presented as a promising type of lateral-load‐resisting system. Analytical equations were proposed to estimate the strength of RBS-CSSW based on the frame plastic hinge development considering the interactive shear buckling stress in the corrugated panel. The equations of strength estimation for RBS-CSSW were also evaluated by comparing their results with the numerical results of the two models. The comparison showed that the strength based on the proposed analytical equations were accurate (with more than 95% accuracy) compared to the strength from the FE pushover analyses for the two models.

Ke K., Yam M.C.

A noteworthy feature of the hybrid steel moment resisting frames (MRFs) with energy dissipation bays (EDBs) is the damage-control behaviour characterised by concentration of plastic damages in the energy dissipation bay (EDB) under earthquakes. This paper presents a design methodology for conducting the damage-control design of hybrid steel MRFs with EDBs. First, the structural damage-control behaviour quantified by the classical bilinear kinematic hysteretic model with significant post-yielding stiffness ratio is clarified utilising the test results extracted from a large-scale quasi-static test programme. Then, based on the seismic energy balance of single-degree-of-freedom systems incorporating significant post-yielding stiffness ratios, the design philosophy and governing energy balance equations featuring the damage-control behaviour of low-to-medium rise hybrid steel MRFs with EDBs under earthquake ground motions are presented. Subsequently, a stepwise design procedure that can be used to search for a design strategy of a hybrid steel MRF with EDBs under expected ground motions is developed. Three low-to-medium rise prototype structures are designed by the proposed methodology, and the seismic responses of the systems are evaluated by pushover analyses and nonlinear response history analyses based on numerical models validated by the test results. The results indicate that all the prototype hybrid steel MRFs with EDBs can achieve the damage-control behaviour with the prescribed drift threshold, and hence the post-earthquake residual deformations are also mitigated. Since the proposed method is a direct-iterative design procedure, it also retains practical attractiveness and will facilitate the seismic design of hybrid steel MRFs with EDBs.