Streamed on
June 26, 2024 / 16:00
(in your local time, 24-hour format)
Join this one hour session to learn about linear buckling analysis for steel connection design in IDEA StatiCa.
During this webinar, we will use IDEA StatiCa connection models to explain how to use the linear buckling analysis during your design process.
The Buckling load factors and their associated buckling mode shapes are derived from linear buckling analysis (sometimes called Eigenvalue Buckling or Euler Buckling analyses). This analysis is mathematically similar to a modal analysis. However, it does not give stresses or displacements. The buckling modes indicate the shape of the structure when it buckles because buckling is a state of collapse, not a deformation.
From the linear buckling analysis results, we will help you identify where the buckling is predicted and how serious it is.
The designer needs engineering judgment, and IDEA StatiCa provides numerical results to let the user make informed design decisions.
The participants who attend the live webinar will receive a certificate of attendance.
Find the webinar video at the end of the webinar summary.
The traditional design method uses mathematical equations to calculate the strength of structural elements and systems. Although accurate equations have been developed for most common conditions, only empirical or semi-empirical equations are available for some connection elements. Design guidance is unavailable for many situations encountered in design practice. In these cases, simplified models are typically used to characterize the behavior of connection elements.
The J4 of the AISC building specification and the AISC manual Chapter 9 provide formulae for designing plates and elements part of the connections.
In the J4 chapter of AISC 360, the plates are classified by the slenderness ratio, which we will discuss later in this webinar.
IDEA StatiCa Connection can perform linear buckling analysis of a model of a joint. The results are predicted in buckling modes. The critical load at which buckling of the perfect model occurs is calculated for each buckling mode. Critical load is presented by multipliers of the load acting on the joint. The user can determine the safe buckling design according to the buckling mode and critical load multiplier.
The buckling mode shapes show the results of eigenvalue linear elastic analysis. These are normalized vectors so that the maximum displacement has a magnitude of 1 and does not represent actual magnitudes of deformation at critical loads. They show the predicted buckle shape of the eigenmode and the critical point, and from there, you determine if that is a global or local issue in your connection.
By default, we show six buckling mode shapes, but you can calculate more by setting the value in the Code setup. To see more shapes, click on the shapes in the table.
First, it is necessary to identify the type of buckling on the plates to assess whether your connection will fail. There are two main categories: global and local.
The category selection depends on where the red spot is in the different mode shapes; the first mode shape is always the most critical.
We have defined limit factors to help the users make design decisions using IDEA StatiCa linear buckling analysis. We took the AISC limit state from J4, used the limit slenderness ratio, and, from there, got the critical buckling limit factors. With that slenderness ratio, we avoid cases where inelastic buckling could control.
The slenderness ratio equals 25, so we use that on the elastic critical stress formula. We get a value of 458 ksi. For the A36 Steel, the ratio gives us a limit factor of 12.7. That is how the global limit factors were determined.
We use the limiting width-to-thickness ratio λr from AISC 360, Table B4.1a for the member local factors. Bo Doswell collaborated with us to evaluate connecting bracket plates. This research aimed to develop practical design guidelines for the buckling strength of bracket plates that can be implemented with LBA.
A critical buckling load ratio limit of 3 has been evaluated for bearing stiffeners (report coming soon), coped beams, and beam-over-column connections.
Gusset plates have been identified in the global buckling category; however, their stability depends on how many edges are restrained.
See the following picture to see the first mode of each joint:
Depending on where the critical buckling shape is, the selection of the recommended buckling limit factors:
