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We've been treating most of our cut ends (I say most as occasionally I forget...) I am nervous to put protection on the post ends in this instance though as I imagine it will interfere with the epoxy bond I've got some 16mm rod that we are planning to epoxy at the junction for the 'structural'...

The thing is tied at the top and has 'rails' each side so this is basically just a shear connection in the primary overturning direction only Sideways the rails buttress it, and the tie at the top means we don't need a moment connection The finish needs to be a) durable and b) not slop around...

This one coming at you from the wonderful world of DIY I've put a 125sq post in for my (low) retaining wall, don't like it, and wish I'd used a 150mm square post to match some others I put in previously The problem is, it's concreted 600mm into the ground and I don't feel like pulling it out...

Book, those are some decent shakes so that supports the building having decent capacity This suggests that you might actually achieve reasonable capacity if you do the full analysis on it - perhaps enough to add a 4th floor on it Why not just do the investigations and do the numbers? That seems...

I wouldn't say seismic rage, but I would say that I am very passionate about seismic risk as my adult life and career has been shaped by the earthquakes here Some people experienced immediate consequences as their loved ones got flattened inadequate buildings Others are still suffering less...

Appreciate the balanced response, TLHS It does not change my view though All this 'it originally had 4 floors so have we really changed the load blah blah' is academic arguments that are more akin to lawyers arguing a technicality than engineering judgement As engineers we are concerned with...

Book, my perspective comes as someone with extensive experience in seismic assessment, retrofit, and alteration in a high seismicity country I got into structural engineering specifically because of the time that I spent working in and around damaged and destroyed buildings following my city's...

We've designed some similar stairs here, though not identical - a couple of snips below Typical construction here is an RHS stringer then welded SHS stubs welded to a flat plate that solid timber treads are attached to It creates a pretty hidden detail, it's nice Typical RHS is 200x100 (8x4 in...

Depends on the size of panel but I typically would design it as a 'pier and spandrel' model The pier reinforcement continues vertically the whole way to the top and the spandrel reinforcement extends to the far end of the panel past the opening This is assuming a seismic design and a decent size...

Interesting responses - clearly some big differences between countries The answer here is 110% a Big, Fat, NO WAY I would be astounded if someone accepted the argument that you can arbitrarily add another story to a building just because '100 years ago it had one' The building is probably...

In short: yes When you say raft slab I'm assuming you mean a constant thickness slab? This is important as you'd want all your load to be on the same bearing layer I wouldn't describe soil deflection under load as a 'failure' - more a fundamental principle... Excessive settlement...

I don't understand your question

I suppose I should specify: I've assumed residential work. If this is commercial then I would agree with not showing fitout walls.

Here, we develop our plans from the architect's, so the walls should be in the same place. Occasionally a wall shifts slightly etc - if it's a significant change then the onus is on the architect to notify us after we issue our Coordination drawings to them If it's minor, it will often get...

This feels like a question with a specific context in mind The short answer is probably: for context and consistency It's much easier for the contractor to build what you've designed if your drawings more closely match the architectural drawings i.e. you show the same walls as they do It also...

I assume this is one of those cases of reverse engineering something that has been found to cause better results So each engineer may have their own interpretation of WHY it works - but at the end of the day, the most important thing is that we follow the rules of thumb that have been provide to...

I'm not sure exactly how your code works, but a number of factors come into play 1/ We typically design with 5% values (95% of timber is stiffer) so when you have multiple members being engaged a higher value is taken to reflect the very low probability of all of them being 5% timber 2/ The...

I don't think I've ever checked shear friction at a monolithic joint But we always provide top and bottom steel from beam into column, so it's never going to be an issue Our code gives interface friction mu = 1.4 at monolithic interfaces with a section change, so you get 1.4 x As x fy = a very...

Going off memory here and not cross-referencing with ETAG blah blah - I assume cracked concrete for almost any anchor design, particularly if it's primary structure A portal frame base will always be a high load area and therefore high risk of cracking the concrete around it - I think there is...

You're opening a can of worms you may regret.... Design of post installed anchors for portals is a hot topic in the office I normally consider cracked concrete - I think there is a separate certification for anchors rated into flexural tension zones?