Images attached. Just playing with the Ks value, there seems to be a sweet spot around 450mm where increasing the thickness gives diminishing returns and actually lowers the capacity at the 600 thickness mark. It's annoying as sometimes its more economical to design a thicker foundation and use...
Hey guys,
I've been using the original 2018 version of AS3600 and the changes to the Vuc capacity of beams has been brought to my attention.
It seems embarrassingly reckless to remove the reduction of concrete shear capacity in the 2018 version only to significantly reduce the capacity in a...
Hi Guys,
Just was having a browse of the AS3600 Commentary regarding shear reinforcement development.
8.3.2.4 states
"Shear reinforcement shall be deemed to be anchored provided the following criteria are
met:"
b) "The fitment spacing shall comply with Clause 8.3.2.2. Provided the hook...
Yeah basically I'm saying the straight section contributes the 50%, so Case 1 is my understanding how it works. The difference between the two cases is quite amplified when you're looking at large diameter bars
Yes so the cog gives you 50%, but the additional 0.5Lst in the other direction gives you the full capacity of the bar at that location. So the total bar length is slightly less than the full Lst required for a straight bar
Ok so by your logic, if the cog + straight length of 0.5Lst only develops 50% of the bar capacity, then why wouldn’t you just put the straight length of 0.5Lst by itself? Or am I misinterpreting what you’re saying?
The way the code is written it says in the commentary the cog itself contributes 50% and the straight extension provides the other 50%. At least in my understanding
Hi guys,
Just had a bit of a discussion at work regarding how developed (in terms of strength) a cogged bar is at 0.5Lst past the back of the cog.
My understanding has always been that if you have a standard cog to AS3600 and provide a straight length in the other direction of 0.5 x Lst then...
In regards to 5.8.5.3, what is meant by "For self-anchored tanks, the pressure relief devices shall be adequate to prevent internal pressure from exceeding
the tank design pressure as determined in F.4.1 (subject to the limitations in F.4.2 and F.4.3, as applicable). In...
Yes I’m aware I need both. I was hoping to specify an emergency vent using manufacturer info. Can “free vents” be sized via numerical methods? Or do you need manufacturer information to do this ?
The client wants 100% redundancy on the venting plus originally wanted a frangible roof, which I’m not sure we can do with this tank so it was suggested to provide emergency venting instead. I’ve looked through API 2000 and am a bit confused how you calculate nozzle sizes from the flow rate ...
Hi all,
I'm designing a diesel tank 14m Diameter, 15m high tank with a fixed roof (rafters and roof plate).
Max inlet flow rate = 870 m^3/h DN250
Max outlet flow rate = 440 m^3/h DN250
Tank is at atmospheric pressure
I'm a Structural Engineer and haven't had any exposure to the Venting...
Hi Gents,
I don't do a lot of concrete design, reinforced concrete footings mainly. I was always taught to check "beam shear" in concrete at do from the support. While reading AS 3600 it says regarding checking shear near a support in the attached image. In regards to checking Shear at do from...
Thanks so much JStephen. I had a contractor complain that the fabrication was "impractical" to profile the reinforcement plate in lieu of just doing something similar to the detail circled in blue above. I didn't really have an answer other than "the code says so". I'd be interested to know why...
Hi all,
Little bit of confusion from Figure 5.12 about what is allowed in regards to welding reinforcing bottom plate and the other bottom plates. Section D shows a bevelled Reinforcing bottom plate with full pen butt weld with 32mm overlap (which appears to be around the shell interface, but...
