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I normally only assume them at 1.0 but see below. Take a look at BS EN 1993-1-1 BB.1, it allows a reduction in the Lcr value. For buckling in the plane of the truss beam: The buckling length can be taken as equal to 90% of the system length (Node to Node distance) IF the truss members are...

Usually, Discharge end and tail-end are supported on a different frame from the conveyor. All the loads on the idler and conveyor will be dead vertical loads + weight of the material carrying. Similar principal but different story when the conveyor is going around a curve. You would then need...

Cheers everyone! I will get cracking on. I will post back if I have any further questions. Meanwhile, Can someone answers regarding hand calcs? 1) How do I go about checking the web in buckling and tranvese strength when you have varying height of the web? (i.e; which height to use? Min height...

@JoshPlum Am I modelling it wrong? I have considered the base as fixed where as it in going to be sat on top of a steel column. I think fixed support condition on the flange is causing the problem? Would you not recommend using FEA for connection designs? Or is this one of those times where...

See the attached picture. I don't quite get what you mean. Nevermind. I'll try it.

Anyone? (I tried to do a FEA. It is showing that the web has yielded at the cut out where it meets the bottom flange. I think I'm modelling it wrong.)

Hi Eng-Tip-ers, I've got a tapered I section for verification check as shown in the attached picture against Eurocode. There is not up-lift nor moments being transferred from top of the flange. All of the loads are in compression and shear. 1) How do I go about checking the web in buckling and...

It is best to analyse the steel columns as pinned, even if in reality would be semi-rigid, because BM in frame members from pinned base analysis is usually conservative so it is justifiable. Fixed Base = expensive foundation cost

If you just weld the overlapping beams, the top flange would be unrestraint and might result in distortion in beam web with bending. Maybe you could run an endplate and back it up to the supporting beam??

Correct me if I'm wrong but in my understanding, you just need temperature change for calculation of axial elongation in steelwork using STAAD (Temperature change = Max Temp - Ambient). You would need more information if you were to consider bending caused by temperature change. I don't know...

You could either join iStructE or ICE. Chartered through iStructE requires you to sit throught 6 hours long design exam and passing rate is around 30%(If you get it, you are the man!). With BSc or BEng like my case, you need a bit of further learning to be Chartered.

I might just do that. Give it a full depth end plate connection and design only for axial and shear.

None taken! :D There is one chartered engineer who will be checking it after I've done everything. Sorry, but Could you care explaining why I need an offset on the diagonal beam?

I think what he means was to resolve the axial load into compression and shear going to the column using triangle of force? That's what I have done for now. Got around 70kN of shear like @KookK suggested. And I need to check my column web for buckling from compression after that I assume. What I...

Thanks everyone. Not in STAAD analysis I've modeled. Inventor model wasn't done by me and I need to check back if their centreline meet each other. But by looking at it, it seems so? These connections were done by draftsmen and I am here to check and change to whatever it is necessary. Main...

Hi everyone, It is my first post here. I've been lurking around and reading answers to questions I've for a while now. I've just graduated last year and I'm in my training period. I still have a lot to learn and a lot of questions I need answers to. And for a fact I know there are lots of...