Finite Element Analysis of Light Gauge Steel Plate Shear Walls

2012 ◽  
Author(s):  
E.B. Machaly ◽  
S.S. Safar ◽  
M.A. Amer
Keyword(s):  
Finite Element Analysis ◽  
Finite Element ◽  
Steel Plate ◽  
Shear Walls ◽  
Element Analysis ◽  
Steel Plate Shear Walls

scholarly journals Seismic Performance of CFST Frame-Steel Plate Shear Walls Connected to Beams Only

2021 ◽  
Vol 2021 ◽  
pp. 1-13
Author(s):  
Qin Rong ◽  
Zhonghui Zhao ◽  
Lanhui Guo ◽  
Xiaomeng Hou ◽  
Li Lin ◽  
...  
Keyword(s):  
Finite Element ◽  
Seismic Performance ◽  
Composite Structures ◽  
Steel Plate ◽  
Seismic Analysis ◽  
Shear Walls ◽  
Element Analysis ◽  
Seismic Region ◽  
Steel Plate Shear Walls ◽  
Finite Element Software

The safety and cost of structures composed of concrete-filled steel tube (CFST) frame-steel plate shear walls (SPSWs) with two-side connections are governed by the seismic performance. The response modification factor R and displacement amplification factor Cd are important seismic performance factors. In this paper, nonlinear seismic responses of 10-story, 15-story, and 20-story CFST frame-SPSWs (CFST-SPSWs) are studied. A nonlinear finite element model which includes both material and geometric nonlinearities is developed using the finite element software OpenSees for this study. The accuracy of model was validated by comparing with experimental results. Nonlinear seismic analysis shows that CFST-SPSWs, in high seismic region, behave in a stable and ductile manner. Also, R and Cd of CFST-SPSWs were evaluated for the structure models using incremental dynamic analysis (IDA), and the average values of 3.17 and 3.05 are recommended, respectively. The recommended R value is greater than the value (2.8) in the “Chinese Code for seismic design of buildings” for composite structures, indicating the code is conservative. The structural periods provided by current code are generally lower than the periods calculated by finite element analysis. Research results show that R and Cd increase with increasing story number, span number, and structural period. Ductility reduction factor Rμ increases with increasing span number and decreasing story number. Overstrength factor Rs increases with increasing story number and decreasing span number.

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.

Design of Pull Box Members on the Landing Pier Using Finite Element Analysis of a Steel Plate

2017 ◽  
Vol 4 (3) ◽  
pp. 111-118
Author(s):  
Sungwon Kim ◽  
◽  
Hyemin Hong ◽  
Taek Hee Han ◽  
Seung Nam Seo ◽  
...  
Keyword(s):  
Finite Element Analysis ◽  
Finite Element ◽  
Steel Plate ◽  
Element Analysis

Nonlinear Finite Element Analysis of Shearwalls with Various Types of Openings

2011 ◽  
Vol 194-196 ◽  
pp. 1900-1903
Author(s):  
Baek Il Bae ◽  
Hyun Ki Choi ◽  
Chang Sik Choi
Keyword(s):  
Finite Element Analysis ◽  
Finite Element ◽  
Coupling Effect ◽  
Shear Walls ◽  
Nonlinear Finite Element Analysis ◽  
Nonlinear Finite Element ◽  
Structural Safety ◽  
Structural Walls ◽  
Element Analysis ◽  
Wall Area

The installation of new opening is necessary for remodeling project, house merging type. Current structural design code cannot provide the deterministic way for designing the shear walls with openings. So many engineers prefer to retrofit the perforated wall area for the structural safety. For the safe design of retroftitting, for the perforated structural walls, we carried out nonlinear finite element analysis to find the coupling effect of remaing walls. Specifically, many types of shapes were considered and various area of rectangular openings were analyzed. For the effective retrofitting, door shape and such area about 20% of wall is appropriate for retrofitting of reinforced concrete shearwalls.

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.

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