Seismic performance of steel beam to column connection with tapered beam flange Abaqus

Product Overview

In this project, the steel beam-to-column moment connection with tapered beam flanges is modeled in Abaqus and its seismic behavior under cyclic loading is investigated.

The numerical model is developed based on the experimental study reported in the reference research paper. The Abaqus results are compared with the experimental results of specimen W1-L05 to evaluate the ability of the numerical model to reproduce the observed cyclic behavior and hysteretic response of the connection.

The tapered beam flange is designed to promote extensive yielding and plastic deformation within the beam section away from the column face, allowing the connection to develop ductile behavior under cyclic loading.

Model Description

The numerical model represents the W1-L05 steel beam-to-column moment connection with tapered beam flanges. The connection consists of a link beam, a stub beam, a box column, and two continuity plates located inside the column.

The tapered beam flange region is modeled to reproduce the geometry of the experimental connection and to investigate its behavior under cyclic loading. The model includes the main connection components and the required material definitions, interactions, boundary conditions, and analysis settings in Abaqus.

The required material properties, interactions, boundary conditions, loading procedure, and analysis settings are defined in Abaqus to reproduce the behavior of the experimental connection.

Cyclic Loading

In this problem, cyclic loading is applied to the end of the beam.

The loading history is defined using the Amplitude option in Abaqus. The connection is then subjected to repeated loading and unloading cycles.

The structural response of the connection is investigated throughout the nonlinear cyclic analysis.

Hysteresis Response

After completing the cyclic analysis, the Abaqus results are extracted to obtain the force–displacement hysteresis diagram of the connection.

The numerical hysteresis response is compared with the laboratory results reported in the reference article.

At larger deformation levels, local buckling develops in the beam flanges and web, causing a gradual reduction in strength. However, the connection can still sustain large cyclic deformations and continue to dissipate energy before reaching failure.

Deformation Under Cyclic Loading

The deformation behavior of the W1-L05 connection is investigated throughout the cyclic loading process. As the applied cyclic displacement increases, yielding initially develops in the beam flange near the tapered region and gradually spreads through the tapered beam flange.

With further cyclic loading, extensive inelastic deformation develops within the tapered zone, allowing the beam to undergo significant plastic deformation away from the column face. This behavior promotes the formation of the plastic hinge in the beam section rather than directly at the beam-to-column interface.

At larger deformation levels, local buckling develops in the beam flange and web, leading to a gradual reduction in the flexural strength of the connection. The observed deformation and failure behavior of the W1-L05 specimen demonstrates the ability of the tapered beam flange connection to accommodate large cyclic deformations while maintaining stable inelastic behavior.

Experimental Validation

The numerical results obtained from Abaqus are compared with the laboratory results reported in the reference article.

The comparison focuses on the force–displacement hysteresis response of the connection under cyclic loading.

This project has been validated, which means that the results obtained from Abaqus are similar to the results reported in the article. In other words, this project is based on the experimental study.

Key Features

• Seismic analysis of a steel beam-to-column connection.
• Tapered beam flange modeling.
• Link beam and stub beam modeling.
• Column and continuity plate modeling.
• Cyclic loading applied to the end of the beam.
• Nonlinear analysis under cyclic loading.
• Force–displacement hysteresis response.
• Comparison with laboratory results.
• Validated Abaqus numerical model.
• Complete Abaqus model files.
• Excel file for amplitude loading.
• Excel file containing numerical results.
• Reference research paper.
• Step-by-step video tutorial.

What You Will Learn

• How to model a steel beam-to-column connection in Abaqus.
• How to model a tapered beam flange.
• How to model the link beam and stub beam.
• How to model the column and continuity plates.
• How to define the material properties of the model.
• How to define interactions between the structural components.
• How to define the boundary conditions of the model.
• How to apply cyclic loading to the end of the beam.
• 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 laboratory results.
• How to validate an Abaqus model using 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, cyclic loading procedure, and reported results.