Detailed worked example for the design of a steel member experiencing bending and compression, designed according to SANS 10162-1. Copyright Stellenbosch University.
Thanks so much, prof. Very useful info. Highly appreciated
@learnmathwithprivilege
Жыл бұрын
What is the effect of flange restraint in the middle of the section when we have a uniaxial bending .
@richard_walls
Жыл бұрын
It prevents lateral torsional buckling (for Mr) and flexural buckling (for Cry).
@recebaga9382
4 жыл бұрын
thank you teacher, appreciate what you are doing, very valuable videos
@GenaEnSamIAm
3 жыл бұрын
Baie Baie dankie!!
@structuralchannel2507
2 жыл бұрын
Hii sr what will be the value of ω2 when one end is free and other end is fixed.. Like cantilever in hoarding strutures
@firesun
2 жыл бұрын
When the compression flange at one end lacks proper lateral support then conservatively use w2 = 1.0
@paneristovski5512
4 жыл бұрын
Nice work.Can you to make examples for steel connections on elevated temperatures according eurocode.Tanx
@firesun
4 жыл бұрын
Possibly when we run our course in the future. Thanks
@phakamileskosana580
4 жыл бұрын
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?
@firesun
4 жыл бұрын
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.
@michaelwest-russell1700
3 жыл бұрын
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?
@richard_walls
3 жыл бұрын
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
@michaelwest-russell1700
3 жыл бұрын
@@richard_walls Thank you, an important clause that I missed!
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