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I see. I had a large flood gate where the plate was s275 and beams/columns s355. And other than weldability I didn't know why the designer chose to use 2 different types

Does biaxial loading or column / beam automatically lead to torsion and hence torsional buckling?

If S355 is stronger than S275 - why would you use S275? I may be wrong but I can't see much difference in price.

Why would you have transverse ribs between 2 lateral beams when the deflection is lateral? Thinking about a bridge deck that is

I believe I should have explained where I saw this design. It's a flood defence structure whereby the steel gate leaf is connected to a vertical post and vertical post connected to the foundation. But the steel post is filled with concrete. Could this be for lateral torsional buckling? Or to...

Thank you. Just to confirm the only axial loading is the self weight. The diag force is lateral

If I have a force going into a hinge and hinge into a cantilever column at an angle - will it cause torsional buckling? Other than shear and bending I'm wondering if I should also account for torsion also. I've sketched out the structure in the attached. There are 2 hinges and they're connected...

Hello, Obviously steel rebar within concrete has its benefits and uses. But when or why would you choose to use a box or c shape steel section and fill it with concrete?

Hello, I have a miter gate which will act in cantilever .. but I'm confused about the forces acting on the gate and the likely modes of failure. The geotechnical failure modes make sense. But with the gates hanging at an angle to the supports - are they like to experience torsion/buckling...

Thank you everyone.... Some things to have a think about!

Okay interesting. But when about the Cemex Vurtua range using a geopolymer binder? What are thoughts on this? Or Cemfree using GGBS? Could additives increase curing times?

I'm looking to reduce CO2 in my concrete however I need a concrete that achieves its strength fast. I've been looking at fly ash, cemfree and Cemex Vurtua however, they all appear to have slower curing times. Am I missing something? Is there any concretes that are lower CO2 but will achieve a...

Hello, I'm very new to retaining sheet pile walls. I'm assuming that if a pile refuses or bridged over a utility for example that the force is shared between the longer piles on either side? Or is this not exactly the case? If it is the case, if they're not strong enough to take the additional...

Also -if it's silty clay - how can there be no cohesion as the GI states?

Ah I see... would you say 3 x 10-7 is low permeability? I placed this clay layer as a boundary for seepage

I have a connection for a flood gate that needs to be attached to a concrete pillar. Logically - it seems that the connection needs to be further away from the concrete edge to avoid cracking, than that you would calculate if it was a rebar and nominal distance. Therefore, how do you...

Is clay stronger than granular i.e. if you were to assume a conservative value for soil strength - would it be right to assume purely granular as a worse case scenario? (As a finger in air assumption prior to procurring GI)

Hello, I have GI report which states the ground condition as made ground. And shows in most locations no cohesion. However, the permeability is quite low at 1x10-6 m/s. So I'm confused - on the one hand it suggest a granular type material but on the other suggests there should be quite a bit...

This is the thing - I'm not sure where D is in relation to my example as I have no seepage cut off. The flow path is impacted by length it is travelling under the embankment only. This is why I didn't know if I should consider D to be the length of the embankment footing, or the keyed in depth...

Okay - so I've taken a look at that guidance (albeit it says the flow net is a poor example), and I have re-adjusted my squares. Does this seem about right? (attached). It appears I'm not having a lot of luck with part 2 of my question about heave... Oldestguy - how come heave never entered the...