Challenge: Demonstrate Sagging floor Trusses Pulling in Perimeter Columns

Please review the NIST quote in post 285.

Ill have to read the report where that quote was extracted from. You're focusing too much on One factor and not defining a consequence to your readings. The quote is also incomplete and clearly doesn't limit itself to one factor. The excerpt alone is not enough to go by
 
Ill have to read the report where that quote was extracted from. You're focusing too much on One factor and not defining a consequence to your readings. The quote is also incomplete and clearly doesn't limit itself to one factor. The excerpt alone is not enough to go by
This is a very simple challenge to demonstrate that a sagging floor truss will pull in the perimeter wall. Ozeco41 posted on another thread that "catenary sag is a very effective force multiplier" but does not provide any basis for the statement. The NIST report mentions catenary in relation to the sagging floor truss, so maybe that is what he meant. He got angry at me for challenging him on such a simple concept. Understandable. Quite simply, his statement is incorrect unless he can demonstrate that a sagging truss will actually pull in the perimeter columns.
 
This is a very simple challenge to demonstrate that a scagging floor truss will pull in the perimeter wall. Ozeco41 posted on another thread that "catenary sag is a very effective force multiplier" but does not provide any basis for the statement. The NIST report mentions catenary in relation to the sagging floor truss, so maybe that is what he meant. He got angry at me for challenging him on such a simple concept. Understandable. Quite simply, his statement is incorrect unless he can demonstrate that a sagging truss will actually pull in the perimeter columns.

You may say its a simple challenge but I fail to understand how a challenge is regarded as a challenge when it lacks a clear beginning and end focus. I'm not even sure what the importance of the issue is because you aren't explaining it. You gave me a quote from the NIST report and you clearly think ozecos wrong in what ever context he had spoken about it but not much of anything past that.


I have no problem with you disagreeing on something but I'm left scratching my head on the exact implications you're trying to convey beyond simply trying to prove someone's statement wrong
 
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Not sure where you are going with this whole topic.
1) I don't think "sagging floor truss" alone is the cause for observed IB. Your FEA's assist in that viewpoint.

2) I know that "something" caused the observed IB, or more likely "somethings".

I have been actively refuting Tony's constant nonsense on another thread, within which, due to dropping clanger after clanger, he invented his new "theory" that immediately prior to release "24 outer core columns were removed, which caused multi-storey pull-in of the perimeters until they failed".

That theory is utter nonsense, due to many facts, including the rather terminal fact that "multi-story pull-in" of the perimeter post-release is not seen in the video record.

Tony has now abandoned that thread, resurfacing over here making assertions about the impossibility of pull-in.

Pull-in which is fact, and that occurred many minutes prior to release.

I find that amusing.

What do YOU think caused IB ? As I'm sure you're aware, it's been discussed in depth over at the911forum, including me producing animations depicting possible action of the core as a cause.

But I see you are making a lot of new friends over here.
Whatever that is supposed to mean is irrelevant. Tony has made false statements. I have refuted them. What else would you expect ?

If I make false statements, refute them.

If you make false statements, I'll refute them too.

I'm not interested in personalities. Quite happy to refute the likes of tfk, W.D.Clinger, or anyone else...when they are wrong.

It's all good ;)

Don't get yourself backed into a corner. It never turns out well.


Have you presented the exact set-up of your FEA here ? (I haven't looked)

That would include things like:

1) Load on perimeter (proportion of 13+ storeys above)
2) Heat.
3) Core damage.
4) Potential disconnections.

You know, a few scenarios to see what happens in different situations.
 
This is a very simple challenge to demonstrate that a sagging floor truss will pull in the perimeter wall. Ozeco41 posted on another thread that "catenary sag is a very effective force multiplier" but does not provide any basis for the statement. The NIST report mentions catenary in relation to the sagging floor truss, so maybe that is what he meant. He got angry at me for challenging him on such a simple concept. Understandable. Quite simply, his statement is incorrect unless he can demonstrate that a sagging truss will actually pull in the perimeter columns.
The best part of your inside job CD challenge. It does not matter why the perimeter were bowed in, they are load bearing, and that bowing was part of the collapse initiation in some form, no matter why they bowed. Your challenge is nonsense, and has been explained by other engineers in papers. Papers you can't refute, but you say you did; the Big lie.

The best part, 911 was no an inside job, there was no CD. You will not be able to take physics, or anything and generate evidence for a fantasy. Best to debate this at Loose Change, where there are no engineers, save a few who are unable to get past the fantasy of an inside job.

The Challenge is on you, and you have failed. Poor Tony will have to challenge the photo, and say it is fake. We have 5 minutes of bowed perimeter; and the perimeter holds the gravity load shared with the core. Tony has to deny evidence to have his nonsensical real CD deal. Two engineers unable to be rational on 911 for unknown reasons. Who did it? Who is behind your fantasy.

Are you behind the missing jolt? Why is it no one in 911 truth has the same story? Right, you guys have no evidence. You think you have some, but you all made up your own set of fake evidence, safe in your secret hiding place of fantasy. Write up your paper and see of you can fool a journal like Tony did.
 
You may say its a simple challenge but I fail to understand how a challenge is regarded as a challenge when it lacks a clear beginning and end focus..
I think everyone would agree that the NIST report concludes that perimeter column pull in was due to sagging floor trusses from the intense heat? If you disagree, then we are on the same page.

Have you presented the exact set-up of your FEA here ? (I haven't looked)

That would include things like:

1) Load on perimeter (proportion of 13+ storeys above)
2) Heat.
3) Core damage.
4) Potential disconnections.

You know, a few scenarios to see what happens in different situations.
I did them quite some time ago. Basically I recreated the floor truss tests from NIST NCSTAR 1-6B. All of the information regarding geometry, material (including concrete and rebar), loading (100 psf), etc. were given.

The analysis was checked against the test results provided by the NIST to ensure my sag results were equal to or worse than the NIST results.

I also recreated the Usmani model some time ago. All of this information is on the 911freeforum, although I am not actively posting there anymore.
 
There was no mention of eccentric loading nor p-delta with reference to the perimeter columns. If you find mention of either in the NIST report, please point me to it.

P-delta is part of a normal engineering analysis. There's nothing special or unusual about P-delta contributing to a compression member failure.

NIST also doesn't state whether open-web shaped failed through Compression Flange Yielding, Lateral-Torsional Buckling, Compression Flange Local Buckling, Tension Flange Yielding or combined Axial and one of the previous bending failure modes. That doesn't mean that they don't exist. It's just a level of detail that is not necessary.
 
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enik your silly and dishonest nonsense continues. Whilst ever you persist in deliberately misrepresenting what I say I will from time to time expose your untruths.

You have the gall to post this bit of rubbish conflating several unrelated issues. All of them relying on your deliberately ambiguous writing.
This is a very simple challenge to demonstrate that a sagging floor truss will pull in the perimeter wall. 1 Ozeco41 posted on another thread that "catenary sag is a very effective force multiplier"2 but does not provide any basis for the statement.3 The NIST report mentions catenary in relation to the sagging floor truss,4 so maybe that is what he meant. 5 He got angry at me for challenging him6 on such a simple concept.7 Understandable.8 Quite simply, his statement is incorrect9 unless he can demonstrate that a sagging truss will actually pull in the perimeter columns.10

1 That was your original OP for his thread. I demonstrated some months back that you had reduced the topic scope to a simplified abstraction which did not represent the real WTC collapse event.

2 Correct. It was a simple and correct statement in support of a totally different explanation. I have already explained in this thread and in detail why it was true. You have not responded to that explanation. The truth of my original claim does not in anyway depend on the OP challenge of this thread.

3 False on at least three grounds:
a) It was and remains a self explanatory simple bit of applied physics for which which no honest competent engineer should need any explanation. It is axiomatic.
b) I have already explained in some detail both why it is correct and why your claims are false;
c) Your original false claim was in another thread where your transparent intention was to assist Tony Sz's false claims by derailing THAT thread.

4 As irrelevant as the fact that man has walked on the moon. I said nothing about NIST. What NIST says has nothing to do with my simple and true statement of a basic fact of physics.

5 What I meant AND why I said it was obvious in the original setting on another thread. And I have explained it previously in this thread despite your false claims to the contrary.

6 I simply rebutted your dishonest nonsense. No anger. Objective reasoning when I should possible have ignored your nonsense.

7 Your projection. My concept was simple. I find it hard to believe that you could not understand the simple concept AFTER it has been explained in language suitable for a ten year old.

8 Whatever that lie by innuendo means.

9 Prove it. The basic bit of physics is the claim that if a rope is tied tautly between two end points and a sideways force is applied to the middle of the rope the pull in on the end points will be several times larger than the applied sideways force. So you need to show that the "end pull in" will NOT be larger than the applied force. Best of luck proving that one. BTW Tony Sz understood the point in its original setting so my use of the example was effective for the purpose I used it.

10 Two untruths - in reverse order:
a) It was a stand alone comment about a physics reality which explains but does not rely on pulling in the WTC columns. All same as a simple assertion that "Gravity pulls downwards" is (1) True and (2) does not apply only to WTC. By the way that is an "analogy" so use it as such.
b) The truth of the original statement AND the truth of "gravity pulls downwards" do not require my proof

AND there are two more bits of lie by innuendo nonsense in this section 10 but I will leave them for you to find for yourself.

Please desist from your dishonest nonsense. It is tiresome rebutting your falsehoods, especially when you pretend that I have not already explained and you do not address those earlier explanations.
 
P-delta is part of a normal engineering analysis. There's nothing special or unusual about P-delta contributing to a compression member failure...
I shouldn't need to do this Newton but given enik's nonsense I will make it explicitly clear for the record that:
1) I fully understand the engineering concepts and
2) I agree with your usage of them earlier in the thread.

NIST also doesn't state whether open-web shaped failed through Compression Flange Yielding, Lateral-Torsional Buckling, Compression Flange Local Buckling, Tension Flange Yielding or combined Axial and one of the previous bending failure modes. That doesn't mean that they don't exist. It's just a level of detail that is not necessary.
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The present bit of enik nonsense is nothing to do with this thread.

If he persists in his shallowly disguised personal attack I will not waste the effort again. I will simply reference this previous explanations.
 
Tony has now abandoned that thread, resurfacing over here making assertions about the impossibility of pull-in.

Pull-in which is fact, and that occurred many minutes prior to release.

I find that amusing.
So do I. Specifically I find the fact of pull in minutes before release amusing. ;)

It says something about sequencing. :rolleyes:

OR "Delayed action gravity" :boggled:
 
In a simple lay persons example what I said was that if you tie a rope between two fixed points - say between two columns - and then pull the rope sideways it will result in:
1) A force pulling the columns together;
2) ...which will be multiple times larger than the pull you apply sideways to the rope.

Rotate from horizontal to vertical and that is the mechanism of "catenary sag pull in". And the "engineering" application to WTC collapse is no more complicated than the "lay persons example".

Maybe Grizzly Bear or Jaydeehess can translate (the bolded part), hopefully with an image.
 
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Maybe Grizzly Bear or Jaydeehess can translate (the bolded part), hopefully with an image.

Oh, I believe that I could leave that to other engineers, perhaps femr can restate the concept in another fashion for you.
My foray into the discussion referred to the idea that while unsagging caternary forces would increase load on remaining perimeter columns, that introducing sag would further shift the CoG to further increase that load.
 
So do I. Specifically I find the fact of pull in minutes before release amusing. ;)

It says something about sequencing. :rolleyes:

OR "Delayed action gravity" :boggled:

Did Tony ever address this fact? My recollection is that he only pointed out that this pull in 'only' occurred on one face of the structure. My understanding from that was, that he was assuming a different mechanism for this pull in than he proposed for the four sided pull in he says occurred once the outer core columns had been blown apart and dropped some unknown distance.
 
I think everyone would agree that the NIST report concludes that perimeter column pull in was due to sagging floor trusses from the intense heat? If you disagree, then we are on the same page.

I did them quite some time ago. Basically I recreated the floor truss tests from NIST NCSTAR 1-6B. All of the information regarding geometry, material (including concrete and rebar), loading (100 psf), etc. were given.

The analysis was checked against the test results provided by the NIST to ensure my sag results were equal to or worse than the NIST results.

I also recreated the Usmani model some time ago. All of this information is on the 911freeforum, although I am not actively posting there anymore.

1-6B is a test on a floor assembly with insulation. 911, insulation was knocked off. You are using tests which do not match the conditions on 911. Matching NIST work on as built and as specified floors is not going to give results seen on 911.

Where is your inside job? Who did it? Good luck with this challenge. Simple questions. Why can't 911 truth agree on a single plot?

1-6B has nothing to do with why the WTC failed, it is part of the "was the WTC Towers built right" purpose of NIST. It is funny you are using test on good floors as data for the compromised WTC floors. You ignore this issue as if it is invisible; like your inside job.

Yes, we I did a thesis; Defense was an A, must of been the hundreds of hours of lab work.
Here is your thesis.
enik - Inside Job Evidence is in the Physics of WTC #1.
Defend it.
 
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Did Tony ever address this fact?A My recollection is that he only pointed out that this pull in 'only' occurred on one face of the structure.B My understanding from that was, that he was assuming a different mechanism for this pull in than he proposed for the four sided pull in he says occurred once the outer core columns had been blown apart and dropped some unknown distance.C

A Partly. He posted the "Core Columns Cut" claim as the cause of perimeter column pull in or "IB". Femr pointed out the the IB occurred minutes before collapse. I then asked Tony where he got the "delayed action gravity" and followed up with one of my "bleedingly obvious" comments that buildings do not remain standing with their columns removed. (Hence my reference to "delayed action gravity" :rolleyes:) I still think it is bleedingly obvious but AFAICS no one from either side of this discussion agrees with me. Apart from making me feel lonely that is a bit of a worry.
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B That was his immediate goalpost shift after femr and I had shown how silly his first version of the claim was. So far I have not carved that modified version into shreds. femr may have - I haven't checked.

C The real problem is in two parts.
(i) Tony has no coherent model of the collapse mechanism from pre-initiation through cascade failure initiation then transition to ROOSD progression. So every claim he makes is stand alone with zero surrounding context. Naturally he falls flat on his face with every claim. I am one of several who could present a coherent model - I prefer not to in this thread because we are already way of topic. However I have twice in this thread offered to discuss it with Tony AND leaving CD in the range of options. He has ignored my offers for several obvious reasons.
(ii) Tony is playing truther style tactics refusing to engage in legitimate debate which requires that he either present his own hypothesis OR rebut the extant "No CD" hypotheses. (Or both ;))The purpose of these truther tactics being to stop discussion progressing by keeping it going round in circles.
 
Oh, I believe that I could leave that to other engineers, perhaps femr can restate the concept in another fashion for you.
A waste of time. Enik is playing games pretending that he doesn't understand catenary sag. BTW Enik's nonsense is a silly bit of twisting of an explanation I gave to Tony Sz which Tony fully comprehended.

If I put it down to 10 year old understanding level:
Step One: The Principle. Fix a rope tightly between two trees. Lean sideways on the middle of the rope. The force pulling the trees together is a lot bigger than the force you applied. That is the ten year old bit. If this nonsense continues I may try it on my six year old grandson and see if he agrees. Then take photos and post them. So that is the principle proved.

Step Two: Apply Principle to Specific. Enik is getting pedantic about "catenary sag" despite my offer to Tony in the original context to any change to the words. To translate from the pushed rope version to "catenary" needs two changes - first make the forces act vertically rather than horizontally - second make it distributed load along the rope. I doubt that my 6yo grandson could do that conceptual change. BUT I refuse to believe than any engineer doesn't comprehend the simple two changes.

Enik is playing silly games.

...My foray into the discussion referred to the idea that while unsagging caternary forces would increase load on remaining perimeter columns, that introducing sag would further shift the CoG to further increase that load.
You are heading in the right direction of explanation. Your conclusion of "further increase that load" is 90% correct. Actually it weakens the column# rather than increases the load. Same effect however - the column fails easier.


# To be ultra pedantic at the cost of also making it sound more complicated it actually applies the load to the column in a different way which puts the column in a weaker configuration. And it may get foggier still if I make it any clearer. :boggled: :boxedin:
 
Whether or not there was inward bowing of the south wall it can be safely said not to have had much of an affect on stability. A three sided vertical section (or a channel type structural section) is nearly as stable as a vertical box section. Most of the stability comes from having at least two corners and normal sides.

This is why John Skilling was able to say the Twin Towers could have one exterior face and its corners completely removed and be missing half the columns from the two normal side walls and the building could still take a 100 mph wind.
 
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John Skilling was able to say the Twin Towers could have one exterior face and its corners completely removed and be missing half the columns from the two normal side walls and the building could still take a 100 mph wind.

Yeah...but could it stand?

Not (entirely) facetious. Did he actually mean it could be expected withstand a 100 mph wind in that condition for, oh, say...90 minutes?
 
Yeah...but could it stand?

Not (entirely) facetious. Did he actually mean it could be expected withstand a 100 mph wind in that condition for, oh, say...90 minutes?

By saying the building in that condition "could take a 100 mph wind", with no other qualifiers, he meant continuously.
 
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