Hysteresis finite element model for evaluation of cyclic behavior and performance of steel plate shear walls (SPSWs)

Structures ◽  
2021 ◽  
Vol 29 ◽  
pp. 30-47
Author(s):  
Mojtaba Gorji Azandariani ◽  
Majid Gholhaki ◽  
Mohammad Ali Kafi
Keyword(s):  
Finite Element ◽  
Finite Element Model ◽  
Steel Plate ◽  
Shear Walls ◽  
Element Model ◽  
Cyclic Behavior ◽  
Steel Plate Shear Walls ◽  
And Performance

An innovative system of coupled steel plate shear wall with pin FUSE in link beam: Cyclic behavior and energy dissipation

2021 ◽  
pp. 136943322110542
Author(s):  
Mahdi Usefvand ◽  
Ahmad Maleki ◽  
Babak Alinejad
Keyword(s):  
Finite Element Method ◽  
Finite Element ◽  
Energy Dissipation ◽  
Steel Plate ◽  
Shear Walls ◽  
Shear Wall ◽  
High Ductility ◽  
The Finite Element Method ◽  
Steel Plate Shear Walls ◽  
Steel Plate Shear Wall

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.

Rotational behavior and modeling of bolted glulam beam-to-column connections with slotted-in steel plate

2020 ◽  
Vol 23 (9) ◽  
pp. 1989-2000
Author(s):  
Xiaoluan Sun ◽  
Yiheng Qu ◽  
Weiqing Liu ◽  
Weidong Lu ◽  
Shenglin Yuan
Keyword(s):  
Finite Element ◽  
Finite Element Model ◽  
Numerical Method ◽  
Steel Plate ◽  
Element Model ◽  
Constitutive Law ◽  
Rotational Behavior ◽  
Rotational Stiffness ◽  
Glulam Beam ◽  
Bolt Diameter

In this article, the rotational behavior of typical bolted glulam beam-to-column connections with slotted-in steel plate was studied in the numerical method. In order to describe the complicated behavior of wood more closely, an elastic–plastic damage constitutive law combining the Hill yielding criterion and a modified Hashin failure criterion was embedded in the commercial ABAQUS software in the form of a VUMAT subroutine. Subsequently, a three-dimensional finite element model based on the constitutive law proposed was established, with the failure mode and moment–rotation curve compared to some similar experiments. Based on this finite element model, a parametric study concentrating on the influence of the width of the beam, bolt diameter, and assembly clearance was carried out. It was found that the numerical method using the proposed constitutive law showed a good capacity to study the rotational behavior of the connections. Besides, the initial rotational stiffness increased with the increase in beam width and bolt diameter, and the assembly clearances between bolts and bolt holes would affect the initial rotational stiffness while the assembly clearance between beam and column affected little.

Seismic Design and Performance of Self-Centering Steel Plate Shear Walls

2012 ◽  
Vol 138 (1) ◽  
pp. 22-30 ◽  
Author(s):  
Patricia M. Clayton ◽  
Jeffrey W. Berman ◽  
Laura N. Lowes
Keyword(s):  
Seismic Design ◽  
Steel Plate ◽  
Shear Walls ◽  
Steel Plate Shear Walls ◽  
And Performance

scholarly journals Connection of infill panels in steel plate shear walls

1999 ◽  
Vol 26 (5) ◽  
pp. 549-563 ◽  
Author(s):  
A Schumacher ◽  
G Y Grondin ◽  
G L Kulak
Keyword(s):  
Finite Element ◽  
Cyclic Loading ◽  
Steel Plate ◽  
Shear Walls ◽  
Element Model ◽  
Shear Wall ◽  
Experimental Program ◽  
Steel Plate Shear Wall ◽  
Infill Panels ◽  
Welded Connection

The behaviour under cyclic loading of unstiffened steel plate shear wall panels at their connection to the bounding beams and columns was investigated on full-size panel corner details. Four different infill panel connection details were tested to examine and compare their response to quasi-static cyclic loading. The load versus displacement response of the details showed gradual and stable deterioration at higher loads. The formation of tears in the connection details did not result in a loss of load-carrying capacity. In addition to the experimental program, a finite element model was developed to model the behaviour of one of the infill plate corner connection specimens. Results from the analysis showed that the finite element method can be used to obtain the load versus displacement behaviour of an infill panel-to-boundary member arrangement.Key words: cyclic loading, hysteresis, shear wall, steel, welded connection.

Performance of Type D and Type LD steel plate walls

2010 ◽  
Vol 37 (1) ◽  
pp. 88-98 ◽  
Author(s):  
Anjan K. Bhowmick ◽  
Gilbert Y. Grondin ◽  
Robert G. Driver
Keyword(s):  
Finite Element ◽  
Finite Element Model ◽  
Steel Plate ◽  
Element Model ◽  
Strain Rate Effects ◽  
Type D ◽  
Moment Resisting ◽  
Seismic Records ◽  
Seismic Regions ◽  
Moderate Seismic Regions

A finite element model is developed to study the behaviour of unstiffened steel plate walls. The model includes both material and geometric nonlinearities and strain rate effects. The model is first validated using the results from quasistatic and dynamic experimental programs. The validated finite element model is then used to study the performance of four storey and eight storey steel plate walls with moment-resisting beam-to-column connections under spectrum compatible seismic records for Vancouver and Montreal. Two different steel plate wall types defined in the current Canadian standard CAN/CSA-S16–01 are considered, namely, Type D (ductile) and Type LD (limited-ductility) plate walls. All the Type D walls, designed according to the capacity design provisions, exhibit better inelastic seismic responses than the Type LD plate walls. The analyses of eight storey steel plate walls show that in high seismic regions, such as Vancouver, medium- to high-rise Type LD plate walls may exhibit yielding in columns in intermediate floors. The study also shows that in more moderate seismic regions, like Montreal, Type LD plate walls behave in a stable and ductile manner and can be used for low- to medium-rise buildings.

scholarly journals Seismic Behavior of Nonductile RC Frame Slotted with Corrugated Steel Plate Shear Walls

2021 ◽  
Vol 2021 ◽  
pp. 1-23
Author(s):  
Ningning Feng ◽  
Changsheng Wu
Keyword(s):  
Finite Element ◽  
Boundary Conditions ◽  
Seismic Behavior ◽  
Steel Plate ◽  
Concrete Strength ◽  
Shear Walls ◽  
Slit Width ◽  
Rc Frame ◽  
Steel Plate Shear Walls ◽  
Rc Frames

Two specimens of nonductile reinforced concrete (RC) frame (ND-1) and nonductile RC frame retrofitted by corrugated steel plate shear walls slotted with columns (ND-2) are established by finite element. These specimens have same dimensions and steel skeletons. Finite element models had been verified by the existing experimental results. The hysteresis curves, skeleton curves, ductility, and stiffness curves of Specimen ND-1 and Specimen ND-2 are compared. The results show that the reinforcement effect is significant. Twenty-four models are built to study the seismic behavior on different influence parameters. The parameters are slit width, thickness of corrugated steel plate shear walls, concrete strength of nonductile RC frame, and boundary conditions of corrugated steel plate shear walls at slotted parts. The results indicate that the strength is declined with the increase of slit width. With the increase of thickness and concrete strength, the strength and stiffness are enhanced. The strength is larger with the boundary than without. Slit width and thickness have an important impact on the stiffness. Concrete strength and boundary conditions have little impact on stiffness. The strengthened nonductile RC frames have enough ductility.

scholarly journals Performance of low rise concealed truss composite shear walls with external columns

2018 ◽  
Vol 38 (2) ◽  
pp. 131-142
Author(s):  
Dan Zhang ◽  
Zhong Tao ◽  
Lei Zhang
Keyword(s):  
Finite Element ◽  
Finite Element Model ◽  
Experimental Studies ◽  
Shear Walls ◽  
Element Model ◽  
Monotonic Loading ◽  
Test Results ◽  
Flat Steel ◽  
Composite Shear ◽  
Constant Axial Load

A review on the previous studies shows that limited analytical or experimental studies on the low-rise concealed truss shear walls with external columns under monotonic loading have already been conducted. The combination of concealed truss was welded to I-shaped steel frame and flat steel support. Two different aspect ratio composite shear walls were tested under static monotonic loading, and the failure mode, bearing capacity, ductility and stiffness were explored. A finite element model was developed and used to simulate the composite shear walls under constant axial load and lateral loading. The comparison of test results confirmed that the finite element model could predict the behavior of composite shear walls accurately. Meanwhile, stress analyses of the specimens were studied to simulate stress distribution of reinforcement, and to analyze the steel of composite shear wall with external columns at different loading stages. Taken together, this study could be a basis for developing an accurately simplified model.

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