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Layman's terms please! Tower collapse issue

Please explain to me how a 5/8" plate (in the weak axis) over the course of 208ft is going to brace a column against buckling.

The spandrels? They are fitted between and hold the perimeter columns together at every floor, i.e. restrict movement in in/out and sideways. Length 3 ft or so! Weak axis? x, y or z? We live in 3-D.

But topic is collapse in layman's terms! That Bazant, Seffen and Nist treat as a 1-D problem - vertically/down - rigid upper block = hammer = all points; hitting a line in the weak axis! Perfect alignment and no movements in/out or sideways. Not possible in 1-D of course! And it simplifies the MATHs! That really turned my wit the seamy side without!
 
The spandrels? They are fitted between and hold the perimeter columns together at every floor, i.e. restrict movement in in/out and sideways. Length 3 ft or so! Weak axis? x, y or z? We live in 3-D.

But topic is collapse in layman's terms! That Bazant, Seffen and Nist treat as a 1-D problem - vertically/down - rigid upper block = hammer = all points; hitting a line in the weak axis! Perfect alignment and no movements in/out or sideways. Not possible in 1-D of course! And it simplifies the MATHs! That really turned my wit the seamy side without!

OK, Heiwa. I thought you took structures courses? Which is the weak axis with regards to bending? Here's a representation of the spandrel piece you're talking about:

1253247e192a710dce.gif


Its dimensions are 5/8" in the X axis, 3'-0" in the Y axis, and IIRC they were about 3'-4" in the Z axis if they went from column to column.

Please calculate the I value (resistance to bending) for each axis of a rectangular section of A36 steel with these dimensions. Show your work.
 
Actually you don't even have to do that. It is intuitively obvious that the spandrels would provide no meaningfull resistance to movement in and out of plane.
 
It is quite intuitive but I thought that this might be a good opportunity for Heiwa to show some semblance of competence on a relatively simple problem. There were much more difficult sections to calculate in my 2nd year structures course.
 
Show your work.

Local I = b x t x t x t/12 but quite irrelevant. You have to look at the complete wall from roof to ground i.e. all columns + all spandrels (and floors if attached) + supporting side walls and do a grid analysis 3-D. Quite easy actually. No serious local deformations of the wall, e.g. bending due to static vertical loads even with some floors disconnected. Remember that the North wall didn't bulge even with 38 columns failed and four floors disconnected.

What about Bazant/Seffen/Nist I-D analysis of the whole tower? One nail hit by one hammer?
 
Do you consider that to be an appropriate level of structural analysis in response to the questions raised?

How peculiar.

I note that you've avoided my challenge. Quelle surprise!
 
Dave, Heiwa should defend himself. But as he already said he thinks about a kind of cd to explain the telescoping. I think that is consistent with a compaction above the weakest zone and an antenna failing first. Of course robust math and good observation is needed to prove that and that’s one of the reasons that I’m an agnost concerning this. One thing that I remember from the past is that the zone with the fire is not the impact zone, seen from the north side there is a failure left down and one at the right and more up. And as been mentioned in this thread a model is a model and an approach of the real situation. David B. Benson’s example of compacted layer of floors works well within that model, which means there is a crush-up and crush-down and that zone is in fact responsible for collapsing the next story and so on, the intact stories above follow that avalanche.

One of the things we see in the south towers collapse is that the top section indeed looks destroyed. The problem is that what we see is not always what is, it is hard to measure because of the smoke and dust. Of course a destroyed section’s mass is not lost, there is no difference in kinetic energy, the only difference is that if small pieces are responsible to crush a story the energy is not applied at the same time, for an easy example if n floors apply their kinetic energy at the same time it is (1/2)nmv^2, if this is just sufficient to collapse a next story then if it is applied per floor (remember I’m talking about the model and not about funnelling etc, which should split the energies and makes it much more complex) then that floor will be arrested. In the extreme situation that you drop 100% powder on the building it cannot transfer all its momentum at the same time and there will be no global collapse (it is a perfect damper that’s why far jumpers don’t land on concrete!), but that’s not what happened. And I disagree with M*Hans that the solid block is a worst case situation; it’s the most favourable situation.
 
Regarding buckling:

This is a concept that the general public (and heiwa) has no knowledge of. A member in compression is considered braced if the supporting member can develop at least 2% of force in the compression member and have a route back to a perpendicular lateral system. For Heiwa's ridiculous claim to be validated he would have to show that the spandrel plate would be sufficient to carry a force equal to 2% of each column at that level and deliver it back to the moment frame in the other direction. This plate has a length of 208ft between supports, and is loaded by roughly 15kips at every 3ft or so.

It's just silly to claim that it these columns would be braced by the spandrel in the weak axis.
 
Regarding buckling:

This is a concept that the general public (and heiwa) has no knowledge of. A member in compression is considered braced if the supporting member can develop at least 2% of force in the compression member and have a route back to a perpendicular lateral system. For Heiwa's ridiculous claim to be validated he would have to show that the spandrel plate would be sufficient to carry a force equal to 2% of each column at that level and deliver it back to the moment frame in the other direction. This plate has a length of 208ft between supports, and is loaded by roughly 15kips at every 3ft or so.

It's just silly to claim that it these columns would be braced by the spandrel in the weak axis.

The spandrels proved themselves when 38 columns on the North wall was cut in two locations ... and the wall above and below the hole remained in position. No columns fell down. How was that possible? All floors hanging on the wall above and no support below ... and the wall and all its columns above did not drop free fall. And no columns above or above were bent in/out etc. Did the spandrels assist?

Actually it appears Newtons Bit, apart from the general public, has feeble knowledge of how a grid of columns and spandrels behave in compression.

But topic must be in layman's terms and I will not expand.
 
Actually it appears Newtons Bit, apart from the general public, has feeble knowledge of how a grid of columns and spandrels behave in compression.

I hate to break the news to you, but Newtons Bit, and others, have shown YOU to be the one with feeble knowledge.

Wanna know a good one? I have showed your posts to a few of my more academic friends from the engineering department down at the college when they are over for a few beers. They think you are hilarious. I know that means nothing to you, but these folks are people whom I respect and whose expertise is without question.

I realize this thread is about layman's terms, but they say the same thing that everybody who knows what they are talking about here says; they dare you to submit a paper to a respected journal. In fact, they DOUBLE DARE you.

Then after quite a few more beers go down their opinion towards your 'paper' gets a little too salty to repeat here.

Good times...
 
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But topic must be in layman's terms and I will not expand.


Oh, feel free to get as technical as you need to, to correctly answer Minadin's and Newton's Bit's questions. I'll try my best to keep up... :rolleyes:

Respectfully,
Myriad
 
The spandrels proved themselves when 38 columns on the North wall was cut in two locations ... and the wall above and below the hole remained in position. No columns fell down. How was that possible? All floors hanging on the wall above and no support below ... and the wall and all its columns above did not drop free fall. And no columns above or above were bent in/out etc. Did the spandrels assist?

Actually it appears Newtons Bit, apart from the general public, has feeble knowledge of how a grid of columns and spandrels behave in compression.

No Heiwa, stop dodging. I know it's difficult to stop doing, as it is the only thing you are apparently good at. We were talking about your BIRDCAGE analogy, remember that? This is the WTC that has no floors. You have argued that the spandrels in the weak axis will brace the columns in compression. And now you've given an example where not only are the floors still intact, but one where the spandrels are in bending about their STRONG axis. Do you understand the differences here? Yes or no.

But topic must be in layman's terms and I will not expand.
I'm going to go ahead and hypothesize that this is because you are unable to put any argument in engineering terms. Everyone who has been following the past few pages of this thread is more than capable of following engineering discussions. They aren't intimidated by discussions with math. They're a good audience. They'll admit it if you can prove me wrong.
 
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...


I'm going to go ahead and hypothesize that this is because you are unable to put any argument in engineering terms. Everyone who has been following the past few pages of this thread is more than capable of following engineering discussions. They aren't intimidated by discussions with math. They're a good audience. They'll admit it if you can prove me wrong.
I concur. The shallow of expertise demonstrated by Heiwa would not dampen the soles of a High School physics student's feet.
I wonder if that boat company knows he's smearing their name?
 
I concur. The shallow of expertise demonstrated by Heiwa would not dampen the soles of a High School physics student's feet.
I wonder if that boat company knows he's smearing their name?

I have a problem that Heiwa can solve that will
a) show us that he knows a little bit about engineering
b) show him that the spandrels don't brace the columns in the wall in the out-of-plane direction


Question: What is the compressive capacity of a 14" thick x 208ft x 1000ft tall wall? Assume that the wall is loaded by a distributed force (i.e. no local failures at the point of loading) and that the top and bottom of the wall are considered pinned (k = 1) for simplicity. The wall is made of a material that has a yield strength of 36ksi and a modulus of elasticity of 29,000ksi.

How about it Heiwa. Will you have a go at it? Show your work, show us that you really can do this stuff and I will defend you whenever accuses you of not being a real engineer.
 
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I have a problem that Heiwa can solve that will
a) show us that he knows a little bit about engineering
b) show him that the spandrels don't brace the columns in the wall in the out-of-plane direction


Question: What is the compressive capacity of a 14" thick x 208ft x 1000ft tall wall? Assume that the wall is loaded by a distributed force (i.e. no local failures at the point of loading) and that the top and bottom of the wall are considered pinned (k = 1) for simplicity. The wall is made of a material that has a yield strength of 36ksi and a modulus of elasticity of 29,000ksi.

How about it Heiwa. Will you have a go at it? Show your work, show us that you really can do this stuff and I will defend you whenever accuses you of not being a real engineer.
Material density?
I'm guessing .283 lbf/in^3 (.000733lb/in^3)
 

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