Not every ultimate design situation assumes zero tensile capacity of concrete, the most evident example being bending capacity of plain concrete footings and pedestals.
Anyway, 11.7.3 is a clause that defines reinforcement detailing, not ultimate design, in particular prescribes when 2 layers...
I see your point however I believe section 8 is not really applicable for shear walls in this case, that's just an assumption taken when calculating the beam flexural strenght. But concrete has a tensile strength per-se, as per clause 3.1.1.3.
Regarding your second comment, generally I consider...
Hi everyone
I would like to bring to everyone's attention these two apparently contradictory clauses from AS3600.
Clause 11.2.1 says
Braced walls where in-plane horizontal forces, acting in conjunction with the axial forces, are such that where a horizontal cross-section of the wall
[...]
(b)...
@Rav01
I see a few issues in your k-value calculation.
1. you apply a stiffness reduction to the column. However, these are intended for lateral resisting elements (so they should be applied when analyzing lateral loads, not gravity loads), and it's unconservative for the k-value calculation to...
There is no reason for a storey to have zero drift other than some errors in the calculation.
Unlike diaphgram drifts, storey drifts should be calculated independent from drift assignemnt and should never be zero.
I'd suggest you to import the $et file and re-run the model
Actually, sometime ago I took some interest in this matter and created a little tool that plotted all the raw data on a map (actual towns only), you can hover on it and see all the different values for each location, for whoever interested you can find it attached here (download and open with...
I don't think that's correct. That's a 10% probability in 50 years, which is actually a 475y return period.
500y return period will be roughly 1.05 times that, so 0.033
See below the 2018 map
That's quite concerning actually, it goes to show how these assessments can be relied upon only to...
I know, but I'm not going take a forum comment itself as a reliable source and consider it the official position of the committee.
I don't know, the idea that I can have basically a whole core with boundary elements only around doors doesn't sit too well with me. But maybe it's just me...
Yes I know that thread, I even commented on it :-) however I dont see any references to the claim that a discontinuous edge is only at free ends and doors, just some other people saying what is their understanding.
Generally speaking, I believe geometric discontinuities are not limited to a...
My understanding is that the logic of using such high Z values compared to the actual, newly calculated values, is the dramatic increase in acceleration on 2500y return period earthquake typical of low seismicity zones, so if we designed at 500y for the real Z value, that one time in history...
mmmh...the more I look into this the less I am convinced this is right
I have found few instances where the definition of "end zones" and "boundary regions" is applied to compound walls corners and wall instersections.
For example...
JSN, glad it seems we are more or less on the same page on this
Yes but doing so we are saying boundary elements should be detailed at all walls and at all levels, all the way up to roof - it seems a bit excessive. Maybe it could be avoided for the levels where cracking does not occour with...
Yeah, exactly.
Also, looking at other codes (EC, NZS) the neutral axis depth considered when determining the boundary element region is generally calculated at ultimate limit state, never for the "uncracked" gross section.
I believe the reason for the code indicating the use for the gross...
The neutral axis depth calculation is based on linear-elastic cracked analysis
Which part would not prevent the use of the cracked section? Is it the "gross cross section" part? If we do that and use the "uncracked" section then the neutral axis will always sit in the middle of the wall, which...
