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Originally posted by esdad71
reply to post by psikeyhackr
Still standing means they are still standing. Not the entire buildings but the core and outer columns, you know, the ones you keep saying where crushed along with all of your concrete.
This thread seems to be about being able to give stars to friends rather than keeping up a good conversation.
Originally posted by exponent
I specifically asked for this utter idiocy to be kept out of this thread.
Azp you have provided an excellent debate in this thread, and while I do think you are wrong I can't easily prove it in a few sentences. We have a 4 day weekend over here so hopefully I will find the time, if not I will respond to you early next week.
Originally posted by NIcon
If this is the position of the NIST Investigation, why is this "critical amount of inward bowing" never examined in the report? Where is the measurement of this "critical amount" to differentiate it from a non-critical amount? Where is the examination of this "snapping" of columns? He makes pretty darn clear this is what happened before the top "started moving downward."
If this is not the position of the NIST Investigation, then why is, at the time, the active leader of the NIST Investigation presenting this as a certainty? Did he come to the wrong conclusion of the very same report he lead? Should we yell and scream that Shyam is out spreading "disinformation" like I see so many on here accusing the "conspiracy" sites of doing?
Originally posted by esdad71
reply to post by ANOK
I have explained, posted pictures and videos that show how the core columns were severed.
There are accounts from survivors.You cannot argue that there were no columns were severed. Not all, I believe less than 10% severed and 25% damaged. The south tower had most of the damage to one corner of the inner core. The north was more to the center.
When this happens, the bulk of the load would transfer to the outer columns. It has to transfer somewhere. This is where the sagging trusses of multiple floors comes into play also. There are plenty of pictures of this.If it is trying to compensate for the inner columns damage as well as being bowed by the sagging floors it is no longer stable.
That is why I talked about 2 distinct situations, one where the compressive diagonals are intact (and the truss can be seen as one body),
"Department of Civil and Structural Engineering, University of Sheffield" does the trick for me. If you give me reason to doubt their qualification, I may further investigate. Better yet, show they are not qualified.
There is definitely catenary action in their simulation. But during the time there is catenary action, all truss members are still intact, so the truss should be able to hold as it is designed to do. That means your calculations do not apply to the model, and you have not to proved it to be wrong.
Azp you have provided an excellent debate in this thread, and while I do think you are wrong I can't easily prove it in a few sentences. We have a 4 day weekend over here so hopefully I will find the time, if not I will respond to you early next week.
Originally posted by Azp420
This situation would generate no significant pull-in force on the columns so is irrelevant.
The truss was not designed to hold anything with tension in the top chord.
I strongly disagree that the ~85kN pull-in force claimed by the model was as a result of catenary action while all truss members were intact (although the poorly and confusing way it is written doesn't help). Perhaps you could quote some relative sections to clear this up? If you are able to show that this is indeed the case I would like to do some calculations to determine what is going on with the internal forces. Taking their word for it is not good enough for me.
It is of my opinion and understanding that a properly designed and typical truss is physically unable to carry a load via a catenary mechanism while all of its elements are intact.
I would also like to add that the report we have been discussing also casts doubt over whether the bolts would be able to transfer the pull-in force to the column.
The unprotected models under 4.8kN/m2 and 3.9kN/m2 loadings are shown in Fig 6 to have their first local instability at 16.1 and 18.0 minutes of the standard fire.
Originally posted by -PLB-
You mean the situation where the truss is still intact? If yes, can you show what you base this on?
You mean the situation where the truss is still intact? If yes, can you show what you base this on?
In the text it sais:
The unprotected models under 4.8kN/m2 and 3.9kN/m2 loadings are shown in Fig 6 to have their first local instability at 16.1 and 18.0 minutes of the standard fire.
If you look at the figure you will notice the lines stop at these times. Additionally, there is a label in the figure pointing to these points that says "2nd compression diagonal buckles".
It can be seen from Fig 7 that the horizontal reaction changes in direction from outward to inward at 11.7 minutes of the standard fire. This occurs as yielding spreads from mid-span outwards in the members of the bottom chord.
Originally posted by Azp420
You mean the situation where the truss is still intact? If yes, can you show what you base this on?
Yes, the truss cannot exert a pull-in force on the column and carry the load in a regular way, which is with compression in the top chord. If the top chord somehow gets into tension due to catenary action with the other members intact (in my opinion this would be extremely unlikely) then the other members will essentially just be hanging there as dead weight.
The bottom chord begins to yield at 11.7 minutes. 11.7 minutes comes before 16.1 and 18.0 minutes. You cannot ignore this. 11.7 minutes is the point where the top chord supposedly starts taking most of the imposed load in tension.
Therefore my calculations still stand, the report and model are rubbish.
It seems to me that as long as all members are intact the truss still behaves like a regular beam. Catenary action happens progressively, until a member fails.
The text is not clear when exactly the top chord takes the majority of the load.
It can be seen from Fig 7 that the horizontal reaction changes in direction from outward to inward at 11.7 minutes of the standard fire. This occurs as yielding spreads from mid-span outwards in the members of the bottom chord. Once this condition occurs, the moment resistance of the composite truss, generated by the lever arm between top and bottom chords, begins to cease to carry the majority of the load. The load-carrying mechanism changes progressively to catenary action, shown in Fig. 8(c), in which both the slab and top chord carry most of the imposed load in tension rather than in balanced compression and tension with the bottom chord.
I don't see a reason to assume that already happened during the simulation.
But again, email the writers and get it cleared up, if you think this is a relevant issue.
Originally posted by Azp420
Trusses never behave like regular beams. Also, just because something "seems" to your uneducated opinion, doesn't make it so.
Seems pretty clear to me.
It had already happened during the simulation, whether your beliefs allow you to see it or not. It was, after all, a catenary action simulation.
I see no need to email the authors. I'm satisfied that my interpretation of the report is accurate and see nothing to gain by obtaining clarification on a bunk model. This doesn't affect my beliefs regarding 9/11.
You, on the other hand, listed this report as one your fundamental evidences to justify your belief in the official version of events. If you don't want to gain clarification for yourself so be it, faith can fill the void which you once considered credible evidence (though I have no doubt your faith will assure you it is still credible, based on the University of Sheffield mention).
It also "seems" like that according to Wikipedia. I have no reason to believe Wikipedia is wrong and you are right. You will have to make clear why regarding the (intact) truss to behave similar as a beam is wrong, just asserting it does not cut it.
Yes, "shown in Fig. 8(c)". That is where that condition is depicted. It nowhere says that this condition was simulated.
In fact, it is pretty clear to me it was not, as they say simulation ended at first buckling of a compressive member, depicted in 8(b), which happens before situation 8(c).
You claim things that are simply not stated in the paper.
The burden of proof that your claims are correct is on you.
It is just not realistic to expect that I present your case to the authors
If you just don't care, then thats ok, we will just leave it at that.
Originally posted by Azp420
It says that this condition began to occur after 11.7 minutes. Read it carefully and with a mind that is unfiltered by beliefs.
Neither the diagrams or written report are laid out in chronological order (poor, I know, but I'm not choosing to base my beliefs on this garbage). As I pointed out earlier, the report claims compressive buckling occurs after there has already been widespread tension yielding.
Also, why would they give an in depth description of the top chord taking most of the load in tension, if this was not a result of their model? Why would they dedicate amount of words to pure speculation, and not make it clear that it was merely speculation and not a result of the model? Your interpretation doesn't add up.
Through a progressive load redistribution process, illustrated in Fig. 8(b), the compressive diagonals then successively buckle at the same temperature. Eventually, this series of local instabilities causes the remaining part of the composite truss to collapse through tension of the slab and top chord.
Such as?
I've provided mathematical proof for all my claims. I've assumed a moderate level of understanding and glossed over some of the basic stuff but have always been happy to clarify or go into more depth.
Present your case then and get them to clarify that you have interpreted correctly, that the top chord never took the majority of the load when achieving the maximum pull in force. That's just a suggestion. I like to ensure my beliefs are based on solid evidence.
It's been fun debating with you. I'm sorry that I can come off a bit harsh at times.
The paper states that the simulation ends when the first compressive diagonal fails. Agreed?
This is before situation 8(c) is reached. Agreed? I don't see why this doesn't add up.
Let me ask you this: Do you believe there is a period where a pull force is exerted at all? If not, why? If so, how large do you predict this pull force would be?
You claim things that are simply not stated in the paper.
Such as?
I am talking about your claim that the top chord carries (nearly) all the load in their simulations. I think that never happened, and my reasoning is explained above.
I may drop them a mail, but I really think the mail should include your case. If you can give a short summery of your case I can include it unedited.
Originally posted by Azp420
Disagree.
As I pointed out in my last post, page 5 is not written in chronological order (for some strange reason and is the cause of all this confusion). The diagrams are labeled in the order they are referred to, not in chronological order either. 8(c) actually comes before 8(b).
I have no idea why it was written like that, it's madness.
Under the maximum deflections which I have seen estimated I don't believe a significant pull-in force due to catenary action is possible. 85kN is around the upper limit of pull-in force the bolts can take, so at this deflection the top chord is required to carry bending also, which it would be unable to do.
It was stated in the paper. I posted the relevant section several times and then bolded the exact wording.
Let me know if you still disagree with me and maintain that the diagrams are in chronological order and I'll whip something up.
The 11.6 degrees I calculated from the claimed deflection, which was the same as the deflection you quoted me. I posted a link to the equations I used in a previous post.
Not sure where you got that. I showed that under "full" or majority catenary action, the claimed actions are not possible, leaving the majority of load to still be carried in bending. I later showed them to also be not possible for a minority catenary action, with the bending moments easily failing the chord.
The truss applying no weight was the hypothetical argument you brought up when you were claiming my equation was wrong at a zero degree deflection. I showed you that it was actually correct, and that the equation I used would correctly produce an applied load of zero to an undeflected catenary, as it is only possible to have an undelfected catenary if there is no load applied to it.
Originally posted by bsbray11
Aww come on, you were the one to start it again, with your arguments of "you're wrong because you left out a word,"
The only question that should remain for you at this point is 'which would happen first?': a column section being completely ripped out at the bolts and spandrel plates by a truss, or the truss itself failing?
Originally posted by ANOK
Yes I can say NO columns were severed for two reasons, 1. No evidence, 2. Not physically possible. An aluminum plane can not sever 4" thick box columns. That would mean the plane would have to go through the first 4" wall of the first box column, then the next 4" thick wall of the box column, not to mention the two 4" thick side walls of the box column. All that after it's KE was reduced from flying through the outer mesh columns. Do you forget about that?
Originally posted by exponent
Uh, not sure that was me.
The only question that should remain for you at this point is 'which would happen first?': a column section being completely ripped out at the bolts and spandrel plates by a truss, or the truss itself failing?
There's no way that the image you're showing is accurate. I don't think NIST used more than about 6kips force anywhere in the conclusion, and this would not be anywhere near a significant enough force.
What likely happened