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Is there any way you can reduce the eccentricity or make the connection pinned?

Thanks dik. That makes sense, very confusing that the net capacity often comes out greater than the gross capacity though!

Hi, Can anyone offer a reason why you can use the ultimate strength of steel (fu,p) when checking the net section of an end plate for shear? Rather than the tensile strength of steel (fy,p) for the gross section... The extract attached is from SCI Simple Joints to Eurocode 3. Thanks, Steve...

Crikey, thanks HTYRKAK! Only 10^3 out!

Hi all, I am verifying a scaffold design and can't find any guidance for allowable bearing on concrete. The pads are 12" by 18" and result in a bearing pressure of 69kN/m2. For base plate design I would usually limit to 0.4* fcu = 0.4* 40kN/m2 = 16kN/m2. Does this apply in the same way or...

Thanks all. I just don’t understand why if you crushed a cube of the same concrete you would reach somewhere around 1.0fcu but if you’re checking a base plate say then the code limits you to 40% of that. In my mind a cube should be weaker as there is less confinement.

Hello all Can someone please explain the difference between bearing strength and compressive strength? I just don't get it. In the British code BS 8110 the bearing strength is 0.4*comp. strength and I use it for checking under the compression zone for base plates etc but I just don't get why I...

Is it good practice to fill any unused drill holes in a member? Do you simply fill with weld and grind back flush? I'm thinking low risk areas: flanges where there's no moment, web where there's low shear etc.

Single bolt in a plate. It's a lifting point. So 1 of 1.

Ok thanks

Hi all, Can I one bolt connection experience block shear or does it only apply to multiple rows? Thanks

Thanks Dave, I've responded

Not able to weld unfortunately as the channel members are already in place. How do you design a bevel weld, do you do it as a fillet weld but change the angle to suit the rounded edge on the hollow section?

Blimey. So it does hturkak. Thanks for that I was going a bit snow blind.

Hi all, I've got a newly applied torsional moment to an RHS which is currently fasted to a PFC on both ends with a single bolt. Please see attached sketch. If I attach a flat bar to the top of the RHS and tie it back to the PFC does this provide torsional restraint? I have been looking at...

Definitely Dave! That's exactly what I'm looking for. I'll respond to your reddit thread For anyone else who is interested here's the link: https://www.reddit.com/r/StructuralEngineering/comments/lmjex2/chartership_study_group/

Thanks for your advice everyone :) and good luck kostast88!

Thanks for the advice Trenno much appreciated :)

Hello Is anybody out there preparing for the IStructE exam? I'm planning to take it later in the year and am looking for a study buddy to talk through practice exams and general preparation. Thanks

Hello everyone I just watched an interesting talk on youtube by Colin Caprani who's a lecturer in structural engineering. He discusses the problems with spreadsheets from the perspective of an academic but a lot of this translates to practising engineers too. I find checking spreadsheets...