The interaction diagram can be extended downward to include combined tension + bending, the region between (D) and (E) in the following pic.
It's just often not shown on interaction diagrams because the usual case is compression + bending. I believe that constructing a straight line between the...
Currently I'm working on a spreadsheet to calculate characteristic strength values based on test data (mainly concrete cylinder strength, but in theory could apply for anything).
The gist of it is as follows:
Calculate sample mean (x̄)
Calculate sample standard deviation (s)
Based on number of...
@Smoulder called it correctly
I checked a simple example of L = 500mm, cross section of 25x10mm / 10x25mm, with number of divisions from n = 2-9. I checked a few different scenarios, depending on whether the end segments are both stiff or both flexible, or one of each. And I made sure that the...
@GregLocock, will definitely look at that as an alternative approach, thanks
@Smoulder, agree, it seems like the solution would end up being similar to that
As far as finding a closed solution to the critical buckling load, I'm basically stuck at this point.
My thinking is that the variation...
OK, it turns out this could be more straightforward than I first thought :LOL:
I was playing around with this in a FE software. As an assumption, I modelled the stiffer parts as fully rigid elements. I don't think that would be unreasonable, e.g., for a typical plate with aspect ratio of 5, the...
I saw one of these brackets holding up a kitchen benchtop and it got me thinking about how the buckling capacity of this twisted strut would compare to the equivalent untwisted version?
I suppose it basically boils down to something similar to below (ignoring the twist itself):
Does anyone...
Have a look at "What Did and Did Not Cause Collapse of World Trade Center Twin Towers in New York?" by Z. Bazant.
He goes into a lot of interesting detail about the particle size distribution of the concrete debris formed in the collapse of the towers, the amount of energy it would have taken...
It is not common to consider vehicle loading in combination with the design earthquake (at least based on the codes I'm familiar with). Which code is this designed to?
Those piers are super slender. I wonder if there was a loss of support caused by the piers deflecting or twisting due to something like wind, crane forces, etc.
To chime in, newtowns and pascals (when written out as units) are always spelt in lower case
Our notes are always in upper case, but when it comes to units I will insist on the correct case being used, e.g., MPa, kN, mm, etc.
Another thing that bugs me is not having a space between the number...
@Euler07, thanks for the reply. I have to admit I'm not aware of any legal requirements for AS 5100 to be followed. Usually it is stated in the contract.
Occasionally we will dip our toes into other design codes where AS 5100 is silent, but since the use of deformed fitments is so clearly...
I had to look this up, but they seem to be called stayed columns, there are a few papers about them that might give you theoretical buckling loads.
I would probably consider an FE model.
My guess is it is could be related to creep. Any initial imperfections or curvature in the columns will be magnified by creep, which would have the effect of reducing the effective buckling load over time. The qualifier of Le/d < 50 in NDS might be a hint that for stockier columns, it is maybe...
I'll chime in and suggest what I think is missing from recent graduates - perhaps not really related to the specific class you're talking about (Design for Natural Hazards). Unfortunately I think a lot of this cannot be taught in an academic setting, and some people just never seem to develop...
Here is a quick comparison of AS 3600 and AS 5100.5 regarding provision for high strength (> 500 MPa) reinforcement:
AS 3600 (including up to Amendment 2 as of 2021)
Scope allows for reinforcement up to 800 MPa, with a limit of 600 MPa to be assumed for ultimate limit states unless noted...
