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I'd suggest that the contour maps are what they are. Use the table where you can, otherwise go off what everyone's done on previous Projects. There was a point in time here in Melbourne where i saw other Companies designs using Z=0.09 where 0.08 had been used since the dawn of time. I got this...

Is anyone able to send a copy of the draft through? The download location is inaccessible now with the comment period finishing up.

It's about 'how the Builder would form up the inside face'? If the transfer beam is a few floors up does the Builder need to erect a scaffold inside the shaft to be able to access the edge formwork. That would be a lot more work compared to providing couplers etc. given the connection is able to...

With the blockout detail - What do you do when there's a lift shaft on the other side? In Melbourne and in my experience Concrete Structure Sub-Contractor's would not be able to / be willing to build this.

Do you need the continuity by design? Personally I wouldn't entertain continuity through a core wall unless it was a cantilever beyond the core wall. Keyboxes are the way to go for the majority of situations. For transfer beams you can use couplers (ancon produce 'coupler boxes' for ease of...

What are you thinking Trenno? An updated imperial formula? Or a 'minimum FEA modelling standard' type approach? I feel like until the AS better contemplates more complex building behaviour (torsion modes etc.) the 'minimum base shear % of static' is the codes best defence against engineers...

Also, you should post as3600 topics in the as3600 code forum.

If you're designing a Shear Wall it's an idealised cantilever from the base to the top. If it's a slender cantilever, you'll have a lesser inplane shear capacity.

thread744-501807 Following on from this thread - is anyone able to help refer me to the international standards that limit ductility assumptions where a building has seismic torsional sensitivities?

Refer AS3600-2018 amendment 2. 11.2.1.a.ii & b.ii have been updated to refer to 10.7.1.b only (4% max reo limit). When checking a wall segment 'as a Column' the lower limits are the normal 0.15% / 0.25% to 11.7.1 or that required by the Column design check. Remember to keep clause 11.7.4 in...

Priyan Mendis' book, "Design of High-strength Concrete Members", Section 4.4 "Laterally confined concrete columns-calculation of confinement pressures" includes the equation & example below.

Also, don't use bridging to form a truss. Bridging is just for purlin capacity design.

Given you have (vertical) wall bracing under the rafters, the member you've called a strut can easily be analysed as a simply supported over the 6.0m span. This member would typically be called a "wind header". To resist lateral wind loads (from the wall system - which presumably spans...

Hi Rapt, Firstly, thanks a lot for the time that you put into posting on this forum. Secondly, is there any update that you are able to share about the 3600-2018 commentary? There was a posting from December last year that mentioned it may be coming out this year.