Cyclic analysis of the steel plate shear wall with stiffeners Abaqus

Product Overview

In this project, the cyclic behavior of a cross-stiffened steel plate shear wall is investigated using Abaqus.

The HBC specimen is modeled based on the experimental study reported in the reference paper. The model includes the steel plate, cross stiffeners, columns, middle beam, top beam, and continuity plate.

The numerical results are compared with the experimental results to evaluate the ability of the Abaqus model to reproduce the structural response of the experimental specimen under cyclic loading.

Model Description

The HBC specimen has a 1350 mm span and a total height of 2750 mm. The clear dimensions of each steel infill plate are 1200 × 1200 mm, with a plate thickness of 4 mm.

The steel infill plates are reinforced with 40 × 4 mm cross stiffeners. The stiffeners are arranged symmetrically on both sides of the infill plate to form smaller plate cells.

The geometry, material properties, interactions, boundary conditions, and analysis settings are defined in Abaqus according to the information provided in the reference study.

Buckling Analysis and Initial Imperfection

The project consists of two main analysis stages: buckling analysis and hysteresis analysis.

First, a buckling analysis is performed to determine the buckling modes of the steel plate shear wall.

The obtained buckling modes are then used to introduce an initial geometric imperfection into the numerical model.

This procedure helps the numerical model better represent the initial imperfections of the experimental specimen.

Cyclic Loading

A cyclic loading is applied to the steel plate shear wall according to the loading protocol used in the reference study.

The loading history is defined using the Amplitude option in Abaqus.

The structure is then analyzed under repeated loading and unloading cycles to investigate its nonlinear hysteretic behavior.

Deformation Under Cyclic Loading

As the cyclic displacement increases, local buckling gradually develops in the cell plates of the steel plate shear wall, and diagonal tension bands become more pronounced.

At larger displacement levels, the first-story steel plate develops significant out-of-plane deformation and global buckling. The deformation of the first-story plate becomes considerably larger than that of the second-story plate.

The results also show that the cross stiffeners divide the infill plate into smaller cell plates and effectively restrain its out-of-plane deformation.

Results and Hysteresis Response

The force and displacement results are extracted from Abaqus after completing the cyclic loading analysis.

These results are processed to obtain the force–displacement hysteresis diagram of the steel plate shear wall.

The hysteresis response provides information about the nonlinear behavior of the structure during repeated loading and unloading cycles.

Experimental Validation

The numerical results obtained from Abaqus are compared with the experimental results reported in the reference paper.

The comparison focuses on the force–displacement hysteresis response and the overall structural behavior under cyclic loading.

The numerical results show good agreement with the experimental results reported in the reference study.

Key Features

• Cyclic analysis of a steel plate shear wall with stiffeners.
• Modeling of the steel plate and stiffeners.
• Modeling of columns, middle beam, and top beam.
• Modeling of the continuity plate.
• Buckling analysis and extraction of buckling modes.
• Initial geometric imperfection based on buckling modes.
• Cyclic loading using the Amplitude option.
• Nonlinear hysteresis analysis.
• Force–displacement hysteresis response.
• Comparison with experimental results.
• Complete Abaqus model files.
• Excel file for amplitude loading.
• Excel file containing numerical results.
• Research paper.
• Step-by-step video tutorial.

What You Will Learn

• How to model a steel plate shear wall with stiffeners in Abaqus.
• How to model the steel plate, columns, beams, and stiffeners.
• How to define the geometry and material properties of the model.
• How to define the required interactions and constraints.
• How to define the boundary conditions.
• How to perform a buckling analysis.
• How to extract buckling modes from Abaqus.
• How to define an initial geometric imperfection using buckling modes.
• How to define cyclic loading using the Amplitude option in Abaqus.
• How to perform nonlinear analysis under cyclic loading.
• How to obtain a force–displacement hysteresis diagram.
• How to extract and process Abaqus results using Excel.
• How to compare numerical and experimental results.

Reference

This project is based on the experimental study provided in the reference research paper.

The paper is included with the project files and can be used to review the experimental configuration, loading protocol, and reported results.