Detailed worked example for the design of a steel member experiencing bending and compression, designed according to SANS 10162-1. Copyright Stellenbosch University.
How would I be able to check the minimum section size that will meet all of the checks without going through the process of elimination for each individual section?
Most commonly LTB governs behaviour. So you could check that first. Otherwise, you need to setup a spreadsheet and then can quickly check different sizes. Beam-column design is something you only do by hand at university (to learn the principles), and after that you automate the process.
Great descriptive lecture! Quick question - when you reach the lateral-torsional buckling equations (18:42), you state that fe = min(fey, fez, feyz), however in SANS 10162-1:2011 section 13.3.2a) states that fe = min(fex, fey, fez) for doubly symmetric sections. Why is this?
Dear Michael. Hope all is going well in practice since leaving Stellenbosch. You are correct that for a section in compression the resistance is based upon fex, fey and fez. However, in Section 13.8.2 for beam-columns it specifically notes that compressive resistance is based upon "weak-axis or torsional-flexural buckling". However, for a doubly symmetric section feyz = min (fey, fez) so it actually does not matter. Thanks Richard
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That was really helpful
Thank you very much
Thanks so much, prof. Very useful info. Highly appreciated
thank you teacher, appreciate what you are doing, very valuable videos
What is the effect of flange restraint in the middle of the section when we have a uniaxial bending .
It prevents lateral torsional buckling (for Mr) and flexural buckling (for Cry).
Awesome lecture!
How would I be able to check the minimum section size that will meet all of the checks without going through the process of elimination for each individual section?
Most commonly LTB governs behaviour. So you could check that first. Otherwise, you need to setup a spreadsheet and then can quickly check different sizes. Beam-column design is something you only do by hand at university (to learn the principles), and after that you automate the process.
Baie Baie dankie!!
Great descriptive lecture! Quick question - when you reach the lateral-torsional buckling equations (18:42), you state that fe = min(fey, fez, feyz), however in SANS 10162-1:2011 section 13.3.2a) states that fe = min(fex, fey, fez) for doubly symmetric sections. Why is this?
Dear Michael.
Hope all is going well in practice since leaving Stellenbosch.
You are correct that for a section in compression the resistance is based upon fex, fey and fez. However, in Section 13.8.2 for beam-columns it specifically notes that compressive resistance is based upon "weak-axis or torsional-flexural buckling". However, for a doubly symmetric section feyz = min (fey, fez) so it actually does not matter.
Thanks
Richard
@@richard_walls Thank you, an important clause that I missed!
Nice work.Can you to make examples for steel connections on elevated temperatures according eurocode.Tanx
Possibly when we run our course in the future. Thanks
Hii sr what will be the value of ω2 when one end is free and other end is fixed..
Like cantilever in hoarding strutures
When the compression flange at one end lacks proper lateral support then conservatively use w2 = 1.0
very good