“…In FE modeling, nonlinear geometry behavior, strain hardening effects, large deformation, and post-buckling behavior were considered for S4R elements (Gorji Azandariani, 2021). A nonlinear dynamic method (Explicit dynamic) was used to analyze finite element models (Wang et al, 2015). Figure 5.The geometry, meshing, and boundary conditions of finite element models: (a) C-SPSW and (b) pin FUSE.…”
Section: Nonlinear Finite Element Methodsmentioning
Coupled steel plate shear wall (C-SPSW) is one of the resisting systems with high ductility and energy absorption capacity. Energy dissipation in the C-SPSW system is accomplished by the bending and shear behavior of the link beams and SPSW. Energy dissipation and floor displacement control occur through link beams at low seismic levels, easily replaced after an earthquake. In this study, an innovative coupled steel plate shear wall with a yielding FUSE is presented. The system uses a high-ductility FUSE pin element instead of a link beam, which has good replaceability after the earthquake. In this study, four models of coupled steel plate shear walls were investigated with I-shaped link beam, I-shaped link beam with reduced beam section (RBS), box-link beam with RBS, and FUSE pin element under cyclic loading. The finite element method was used through ABAQUS software to develop the C-SPSW models. Two test specimens of coupled steel plate shear walls were validated to verify the finite element method results. Comparative results of the hysteresis curves obtained from the finite element analysis with the experimental curves indicated that the finite element model offered a good prediction of the hysteresis behavior of C-SPSW. It is demonstrated in this study that the FUSE pin can improve and increase the strength and energy dissipation of a C-SPSW system by 19% and 20%, respectively.
“…In FE modeling, nonlinear geometry behavior, strain hardening effects, large deformation, and post-buckling behavior were considered for S4R elements (Gorji Azandariani, 2021). A nonlinear dynamic method (Explicit dynamic) was used to analyze finite element models (Wang et al, 2015). Figure 5.The geometry, meshing, and boundary conditions of finite element models: (a) C-SPSW and (b) pin FUSE.…”
Section: Nonlinear Finite Element Methodsmentioning
Coupled steel plate shear wall (C-SPSW) is one of the resisting systems with high ductility and energy absorption capacity. Energy dissipation in the C-SPSW system is accomplished by the bending and shear behavior of the link beams and SPSW. Energy dissipation and floor displacement control occur through link beams at low seismic levels, easily replaced after an earthquake. In this study, an innovative coupled steel plate shear wall with a yielding FUSE is presented. The system uses a high-ductility FUSE pin element instead of a link beam, which has good replaceability after the earthquake. In this study, four models of coupled steel plate shear walls were investigated with I-shaped link beam, I-shaped link beam with reduced beam section (RBS), box-link beam with RBS, and FUSE pin element under cyclic loading. The finite element method was used through ABAQUS software to develop the C-SPSW models. Two test specimens of coupled steel plate shear walls were validated to verify the finite element method results. Comparative results of the hysteresis curves obtained from the finite element analysis with the experimental curves indicated that the finite element model offered a good prediction of the hysteresis behavior of C-SPSW. It is demonstrated in this study that the FUSE pin can improve and increase the strength and energy dissipation of a C-SPSW system by 19% and 20%, respectively.
“…The flexural stiffness of beams and columns (i.e. boundary elements) is an important index for the design of SPSW, which has a great effect on the full use of infill plate strength and the shear capacity of the whole structure 28 . However, it is difficult to find a proper flexural stiffness of the frame member due to frame–plate interaction.…”
Section: Proposed Flexural Stiffness Threshold Theoretical Models Of ...mentioning
The main problems of steel plate shear walls in current studies can be grouped into two categories: the unexpected bulky column or column failure in fully connected steel plate shear walls (FCSPSWs), and the low shear capacity in steel plate shear walls attached to the beam only (BOSPSW). Therefore, a partially connected steel plate shear wall with vertical square tube stiffeners (PCSPSW‐VSTS) is proposed in this work. There are three contribution points. Firstly, flexural stiffness thresholds of beams for BOSPSW and PCSPSW‐VSTS are proposed to ensure the uniform partial tension fields in the infill plates. Secondly, theoretical models of tension field inclination angles in BOSPSW and PCSPSW‐VSTS are proposed. Comparison results using proposed theoretical models, experiments, and simulations indicate that the proposed equations for the inclination angle can accurately predict the direction of principal tension stress for BOSPSW and PCSPSW‐VSTS. Thirdly, the shear capacity theoretical model of PCSPSW‐VSTS is proposed, which agrees well with experimental and numerical results. Besides, parametric studies of PCSPSW‐VSTS are conducted to investigate energy dissipation behavior and the effect of various stiffeners, which show that the square tube stiffener is efficient and economical, and the behavior of PCSPSW‐VSTS is better than that of FCSPSW in terms of shear capacity and energy dissipation. The proposed theoretical models can be adopted to develop the performance‐based seismic design of BOSPSW and PCSPSW‐VSTS. The proposed theoretical models avoid the simulation, the experiment, and the complicated solution of governing equations, which are suitable for designing buildings with SPSW in high‐intensity areas.
In this study, tension field inclination angle (α), which forms on thin steel plate of steel plate shear walls, is investigated. For this purpose, nonlinear finite element models of selected experimental steel plate shear wall specimens in literature were created. Afterwards, the results of the nonlinear analyses of finite element models and the results of experimental investigations were compared and a good agreement was attained. After creating and validating the models, the correlation of the inclination angle with different plate parameters such as plate thickness, boundary elements stiffness, width to height ratio of walls were studied. Steel plate shear walls with different aspect ratios were modelled and various boundary element cross sectional areas and plate thicknesses were used. It was observed that inclination angle is not very sensitive to plate thickness and boundary element cross sectional areas, but aspect ratios have an apparent effect on the tension field inclination angle. The analysis results showed that the inclination angle takes almost a constant value above 0.01 drift ratio. Moreover, it is observed that the tension field inclination angle develops mostly between 35°-45°.
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