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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...

While money is a necessity, when it comes to court work it shouldn't be a consideration in terms of the opinion given - because whichever side you are instructed by, the opinion must be independent. No-one should ever be 'paid on results' for court work so you can put it to one side in this...

An engineering report is the company. Insurance and trading is all under the company name and so it make sense that it speaks as the fictional person that is the legal entity of the company. (Although the practical effect is that it's written in neutral and factual terms.) A legal report...

I have long held the belief that the sign of a good architect is a good roof.

Imagine a fin plate welded to the column - it's like that but two of them. You can't simplify it to quite the same extent but treating the welds as lines, two vertical welds is not difficult to analyse.

Build a timber shutter and use pourable non-shrink grout is the usual method here.

Why do you think 200mm is OK?

"The structural engineer said it was safe, get on in there..." Report findings of fact, the ramifications of those facts and options to mitigate. The decision to enter or not, or to apply mitigations, shouldn't rest with you.

Just out of interest - how are they going to build it if it is that tight?

Yes - I think the different factors are: - design resistance (lever arm, steel%, ULS & SLS, crack widths etc) - effect on joint stiffness - design complexity for additional locations to check the design - formwork complexity especially insitu - reinforcement complexity - extra haunch bars -...

Something that Obvis Ltd in the UK have is Reveal4D. But it hasn't been released publicly yet. They showcase it on their 'bridge of the month' articles like this one: https://www.billharveyassociates.com/bom/138-melkington It is designed for bridge modelling/surveying (and would have been very...

It's going back a few years but when I designed precast concrete culverts then standard moulds always have chamfers - because for us, concrete was cheap and steel was expensive. The design checks were at the face of the wall using full depth of the haunch (large d) and at the start of the...

I would stick with the 0.6kPa. Also - an allowance for solar panels in the permanent action is a good idea. Assuming a symmetric truss, he wind uplift will likely control the design due to the buckling of the lower chord. Assuming PH is Philippines, presumably snow load isn't a concern...

Could you estimate the safe load by considering the shear capacity of a box section the same size as the short side of the rectangular box? The failure mode is pretty much the same and I don't think the longer length would make a significant difference...?

Think I'd be going for a secant CFA pile wall. This is fairly specialised work so depending on the stage of the project, aim for plenty of space for the permanent structure and the temporary works, such as whalers supporting the piles not interfering with the construction of the permanent...

No polythene in foundations here. Won't do any harm but I also don't think it'd do much good. Polythene against organic top soil is not going to last all that long.

That's not what I took it to mean. I took it if you've been using rounded up values in the calculations then by the time you get to a utilisation of 1.02, it may have little significance.

It'd work but not be very economical - a mono pitched or flat roof would simplify the fabrication a bit, as you say haunches are unlikely to be required. Have you made full use of slack horizontal deflection limits and partial base fixity at SLS?