Load will go where it is stiffest. The vertical supports for the ridge beam are likely to be the stiffest part so i would expect the load to transfer via the ridge beam to the vertical end supports.
However I'm not sure how your intersecting sloped LVLs will 'lock everything together' but I...
Early 1900 would be iron nails so they're as likely to have rotted through after 110 years. Can you not inspect the nails and/or the hole they came from?
I assume you mean the modern code requirement but I don't believe there would be one for lath and plaster. Here we'd replace with...
I had drafted a longish reply but the save draft function hasn't worked!
In short - yes arching action in the wall above is reasonable. If the joists are in good condition and mortared in then they shouldn't necessarily affect that, but prudent to allow for it. The load from the floor would be...
I think 'strut' is just a historical term rather than any literal compression meaning.
https://www.screwfix.com/p/simpson-strong-tie-herringbone-joist-struts-480mm-25-pack/765TJ
Getting the right tension might be a challenge using rolls of strapping.
We don't have the same regulatory environment in the UK, so we don't have stamping.
But I do have a somewhat similar relationship with a repeat client, I provide some engineering advice on discrete parts for many projects. Then occasionally they will drop a big project on my lap.
What I have...
You can do a very simple area assignment as a rough order of magnitude (essentially half the P7), but for detailed design because of the combination of columns and walls I would model this in a suitable structural design programme.
I long ago switched to using lowercase on my drawings. It is easier to read and less prone to misinterpretation.
But before that, yes I would always use the correct case for units.
Need to be clear about what you want to do.
Resist the force without damage, or resist the force but destruction of the bollard is acceptable.
Generally, specifying a pre-designed and tested system is the easiest route out.
No... CBRs aren't suitable for this. They need to do a plate loading test.
This is safety critical. Don't put your name to a kN/m^2 derived from a CBR.
Presumably it's an assessment rather than a design.
12.3.1(2) of Eurocode 2... But basically don't do it. Plain concrete has a brittle failure mode and even if what it is resisting is unimportant, you don't want a lump of concrete snapping off and failing. The only uses should be in...
I don't think the argument is to fully ignore it, the question is whether it is 'worthwhile'. Given the other half of uplight mostly counteracts the uplift overturning and the roof length is small, the overall effect is likely to be negligible and can be ignored.
I'd do a quick order of...
It's a bit of fudge. SCI guidance allows normal, nominally pinned baseplates and apply base fixity for SLS cases - so no additional design required. It's worth having a squint at the particular guidance on it:
https://steelconstruction.info/images/4/45/SCI_P399.pdf
Chapter 7.4
UK practise is to assume some level of base fixity. Either 20% (for serviceability deflection) or 10% (for stability).
Eurocodes has never set out any deflection criteria because they couldn't get agreement so it's all done on secondary design guides. THat might change in the later editions...
