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thanks Rapt

Hi Rapt, good question on orientation. I have annotated JSN's image with a blue line to indicate the rest of the bar. This also neatly illustrates the part of the bar I had considered to be fully anchored in Case 1. From reading your comments, i believe you are saying that Case 1 is correct?

this is interesting - i have read the above and the code again a few times and with the benefit of Just some nerd's diagram i would have gone with Case 1. I have seen this applied in the design office multiple times and potentially incorrectly (and by people trying to do the right thing not by...

Equation 3.2 gives an upper limit "but not greater than 3.6". I cant see how this can be interpreted another way. To be clear, this is mobilising 3.6 x the weight of a component, ie 3.6G. For some wider context AS1170.4, Cl 8.2(1) has a similar type clause but it is limited to 0.5Wc

3.6

i havent checked and happy to stand corrected : i also thought that cast-in bolts were not within the scope of AS5216. I had always used the ASI connection guides. i follow the logic of using AS4100 / AS5216 and reducing the tensile strength of a bolt to less than that in a steel connection...

CPEng and MIEAust just commercial titles. CPEng does give some credibility and stamp of honour, primarily as there is not much else around that is known. It isnt however a gold standard of competence by any means. IStructE is held in much higher regard but is lesser known and can do all the...

Try Again!

whenever i have gone down the path to look at live loads i have found most are historic. The 1981 AS1170.1 has more detail and alludes this to apply to hall ways/corridors (ie narrower spaces?) see attached extract ps - how do you place a screenshot into a post?

TMD's in pedestrian bridges are very common, so this is a normal reply. I see no reason why having 2 locations is a problem either. Best to talk to a TMD supplier such as GERB. Without knowing much about the bridge construction, 1% seems high for critical damping of a pure structural element...

as already said construction aspects are important. depends if they want to get the slab down first, or get some walls and columns up first so they can get the upper floor going. usually the slab down first is the norm i see so they dont have to be working on dirt for as long. some further...

regarding the use of compression reo and concrete annulue - the NCC 2019 has commentary on the use (well non-use) of compression reo in blockwalls - ie it overwrites AS3700. bit of a silly place to put a limitation in my opinion as most engineers dont keep up to date with NCC changes. it is in...

@bodgy engineer - can you give some guidance on the AS1170.4 discussion paper you mention, ie author or how to get it? am curious about the tilt-up industrial buildings. Thanks

hi agent666, you mention grout sleeve above - can you elaborate on what these are? or are you refering to the Reid product? I did try to use the Reid product a few years ago but couldnt due to them being cast-iron and thus not ductile.

if its a wall that has its panel joint at a floor, then my first thought it that central dowels are ok. If the panel joint is not at a wall, then its two layers of dowels. when you refer to tension laps to dowels - are you saying you effectively have 3 layers of vertical reo - one on each face...

i have understood to be a "discontinous" edge only, and thus not to boxes or inside angles of an L wall

to my mind the solution depends on loads. use of grouted ducts is pretty common in my experience and can develop full anchorage. anchoring/stressing them down seems heavy handed unless the loads require it. there is some useful info in the NZ standards / publications of detailing around the...

as already said large warehouse floors dont have joints (well larger spacing joints) as they are actively designed, whereas alot of domestic houses use simpler approaches. With fibre replacement, generally up to 20-25m seems the norm (in Australia). With PT can be further. The costs of joints...

i see where you are coming from but for a typical blade columns of say 1000x300, this would give ties at 500cts which wont do much for confinment. given the smallest realistic typical 0column width is around the 200-250 dimension this sets ties at 100-125 where confinement would be good i was...

i would've expected per face. as for permanent formwork wall systems, they need LOTS of care on site, they are notorious for not having proper compaction / placement and being full of voids. The NSW building commissioner is very vocal against them.