Prestressed column
Prestressed column
(OP)
Hi folks,
Let's assume we have a long column (10.0m height ) and cross section of column is 0.3*0.3 m. which we can't have the lateral restraint to reduce the slenderness ratio due to the architectural concept. This column are spacing 6.00 m. and have to support roof truss span of 25.0 m. Do anybody have an idea that if we prestress this column, it's gonna help the slender problem or not?
Thanx
OAP
Let's assume we have a long column (10.0m height ) and cross section of column is 0.3*0.3 m. which we can't have the lateral restraint to reduce the slenderness ratio due to the architectural concept. This column are spacing 6.00 m. and have to support roof truss span of 25.0 m. Do anybody have an idea that if we prestress this column, it's gonna help the slender problem or not?
Thanx
OAP






RE: Prestressed column
The axial loads of so slender colums are likely to be small, there being the moments, or flexure, what is going to dominate te behaviour at failure. Hence a moderate increase in compression is unlikely to force the compression side fragile failure, and contrarily will retard the tensile side failure.
Other way said, with some prestress, your section is to stay more integral and with more stiffnes along a bigger range of solicitations, what opposes to buckling (Inertia factor in the Euler equation).
However, if your prestress is excessive, buckling you won't help, because if geometrically central straightens the member, but you may get end squashing, hence fragile compression side failure; yet it is unlikely you go near such prestress.
So in my view and prior to some verification by calculation it is likely that a moderate level of prestress on a given member reinforced with some passive rebar will allow it take a somewhat higher load.
RE: Prestressed column
RE: Prestressed column
RE: Prestressed column
Prestressing would help a free-standing column subject to significant moments. I doubt it would help much, if any, in a regular column.
The prestressing does not change the properties of the column section, thus, the buckling load would be the same than a regular concrete column of the same dimensions.
Prestressing does not increase the capacity of the column to compressive loads.
Prestressing will increase creeping in the column, and might introduce some additional stresses in the beams supported by that column.
The column you described seems to be very close to the upper limit for slenderness given by ACI 318-89, para. 10.11.4.1. Maybe increasing slightly the column size it would comply with the code.
Good Luck!
AEF
RE: Prestressed column
I have further question as in case of slender column as I mention above, if I do the non-linear structural analysis and the result shown me that the magnitude of the bending moment don't have any different from linear analysis, let say 3% diff. Can I use the bending moment from the non-linear analysis to design the column section without using the moment magnifier? If I can, what are things which I will concern?
Thanks again
OAP
RE: Prestressed column
The material one it seems from your description you have, then the question is if you have the moment values from a P-Delta analysis at the factored level consistent with the final (nonlinear) sectional properties in use.
RE: Prestressed column
Now if you prestress it,you are applying the prestress at every point on the column.So what is the effective length?
->"0"("ZERO")
Right?
Hence slenderness will not at all come in the way as the effective length is reduced to "0".I suppose prestressing is a most ideal means of solving the slenderness problem unless proved uneconomical
RE: Prestressed column
Hence prestress does not solve the slenderness problem, is just something more to consider in the problem.
Furthermore, in a extremely slender column or wall, the perfect centering of the load becomes critical, since any eccentricity will severy affect the initial stress status...this then MAY add to the buckling induced stresses to cause the failure before than if there was not prestress. In this case extremely tight tolerances would be required, and even then the lack of homogeneity of concrete could cause similar behaviour to that described. Hence my clause in 1st paragraph "for moderately slender columns".
RE: Prestressed column
What i am trying to point out(or thinking) is not the intensity of prestress or the quantum of slenderness.I am trying to say since the prestress is going to act on every point on the column , this almost nullifies the effective length of the column(effective length be reduced to "zero"),then how will slenderness come into effect?
RE: Prestressed column
Now, for your perfecty centered prestress, prestress becomes uniform, hence prestress ITSELF won't be making the member more prone to buckling that was prior to prestress.
Yet the purpose of any structural member is to sustain loads, for columns mainly compressive loads. These will need be checked according to the science of construction to ascertain if they are safe, if contemplated presently according to what specified in the mandatory code. These checks one way or other need to address the modes of failure, as one colleague put here, squashing or buckling, failure in any case.
Now imagine a hollow HSS section prestressed perfectly centered. You can readily see that if you compress such column from both ends such member, or the same made part of some structure, it has the ability to buckle and in fact will if the distance between restraint points does not ensure strength enough for the force applied, or if you want, if one squashing or local mode of failure does not prevails.
Respect your statement, what you can attest is not that the buckling length is zero, but that there's no trend in the perfectly central prestress to buckle out of perfect equality between the section's stresses.... something by the way also understood for any buckling, to later make the assumption of that in real structures some initial imperfection there is.
The buckling length needs yet be determined for the MEMBER in appropriate way (as long as we proceed in our customary memeber by member checks, there are other seminal promising procedures through P-Delta and other Advanced -mostly steel- Structural design).
RE: Prestressed column
Under the action of the prestressing force application, with internal tendons that are in CLOSE contact with the element being prestressed it is not possible to buckle the member whilst prestressing it. The reason is that, as long as the tendons and concrete are in close contact, they will "deflect" together, and any lateral movement of the concrete will be followed by a corresponding movement of the tendon, but since the tendon is in a field of applied tension this will counteract the tendency for the memebr to buckle. Again, this is under the application of the prestress force and assuming NO external loadings. If there is a significant space between the internal tendon and the concrete, such that lateral movement can occur before engaging the tendon, then buckling effects can arise.
As an analogy, If you take say an "S" shaped (or any generally curved, in single, reverse or mulitple curvature) concrete element under the effects on concentric INTERNAL prestress, during the prestressing force application the curved shapes will NOT tendon to straighten NOR buckle. IF the prestress was eccentric there would be a deflection of the shape (due to the Pxe), BUT again, no tendency to buckle.
If the member is EXTERNALLY prestressed, then the above is NOT true.
To demostrate this concept to students, I have taken small rigid styrene foam blocks (say 1" in size and angled on opposite ends) with a concentric hole. Assemble say 10 blocks to form a curved shape (C, S, other) and thread an elastic band in the center. Use a match stick to grip one end (dead-fixed end) then pull on the other end (live end). The "prestress" provides uniform P/A and there is no tendency to straighten NOR buckle because the INTERNAL tendon (under tension) will balance any column action effects. You can keep appplying tension to the elastic band and the block memeber will not produce and global opening of the joints etc and no buckling.
BUT, under the application of an EXTERNAL load to an already PRESTRESSED ELEMENT the member can buckle, as per other axially loaded structural members. The only real advantage to prestressing a column is the delay in the onset of cracking, and the increased moment capacity (so you can argue you have extra stiffness since less cracked, so a net gain in global slenderness effects). There will be a decrease in the axial load capacity depending on the level of axial prestress applied.
RE: Prestressed column
RE: Prestressed column
I think the tensile limits imposed at tranfer of prestress are to control cracking and not much to do with buckling.
The prestress can only be a "contributor" to buckling in so far as eccentric prestress will laterally "deflect" the member and this initial deflection, under the action of an EXTERNAL axial load, may induce more bending, which will inturn introduce secondary moments associated with buckling (P-delta). You also have to consider the external moments and their sign (direction) to correctly evaluate the buckling behaviour.
For a prestressed column, is would not be practical to provide eccentric prestress, and all of the appplication i have experience with are CONCENTRIC prestress.
BUT at the time when the prestressing is taking place, provided the tendon is internal and "in contact" with the concrete it will not buckle.
As an example, if you have a 100m long, 100mm thick precast panel with concentric prestress via a duct and a P-T tendon and you stress it over this 100m (very slender with high l/r) will it buckle? I say it will not due to the internal tendon in close contact. BUT, if you apply the prestress via external jacking or external tendons and no tendon internal, of the concrete then it will buckle because this is analgous to an EXTERNAL LOAD.
Sorry if I appear to be repeating myself, or if I misinterpreted you response.
RE: Prestressed column
Respect that eccentrical prestress is not seen for columns, that is general for precast, but to some extent common in portal frames over highways, and even on whole buildings prestressed of the back of a sustaining core or structure are made to help stability by direct counteraction of prevailing cantilevering bending forces.
RE: Prestressed column
I strongly agree with ingenuity.
and strongly disagree with ishvaaag
What we are talking about here is totally two seperate issues. and these are external loading vs. internal loading.
In general, buckling load limit can not be increased significantly by prestressing the column, other than improving the moment capacity over the expence of the compression capacity.
The external load carrying capacity of a column just before its buckling failure is greatly influenced by the columns cross sectional geometric properties.
RE: Prestressed column
I say it will NOT for reasons I have stated above. Any other opinions?
RE: Prestressed column
The commentary says "if the tendon is in complete contact with the member being prestressed, or is an unbonded tendon in a duct not excessively larger than the tendon, it is not possible to buckle the member under the prestressing force being introduced".
RE: Prestressed column
"In general, buckling load limit can not be increased significantly by prestressing the column, other than improving the moment capacity over the expence of the compression capacity"
I haven't said otherwise. It is only the fact of having the compressive forces where tensile action is expected to develop at the factored level what can be of some benefit, be it from buckling or other solicitation.
Ingenuity
If you have draped tendons in the bench for fabrication, concreted -internal, close contact- and the eccentrical prestress surpasses the flexural capacity of the section, when you release the tie-downs the beam wil snap, cracked under a movement out of the straight initial alignment anc caused by an eccentrical compressive force, internal prestress. Not exactly buckling, but quite close to. It is feasible to ruin a member by excessive internal eccentrical prestress alone.
RE: Prestressed column
I agree it is possible "to ruin a member by excessive internal eccentrical prestress alone" but the failure is compressive via concrete crushing not buckling.
Back in the 1980's i was involved with a university research and testing project that tested to failure prestressed beams with eccentric prestress under the application of the internal prestressing. We were validating a ultimate strength approach to the strength at transfer of PSC beams - not "stresses" since a true limit state code does not talk about "permissible stresses".
As we incremented the prestressing force, crack developed, then the cracks increased substantially, then as the prestressing force was increased the area of concrete in compression was decreasing, whilst the compressive force acting on it was increasing. As the prestress was increased further, the concrete crushed at midspan, very dramatically. I have a cool photo that we took with a fast shutter speed and a trip switch that shows the beam basically exploding upwards.
What is also interesting is that if you use a permissible stress approach to compressive stresses at transfer (eg 0.60 fci to ACI 318) and compare it with a strength approach at transfer, the 0.60fci limits are UN conservative! In the real world, it is not a big concern because the typical amounts of prestress (P/A) we usually apply to concrete are low compared fci and fc.
Taro,
thanks for the ACI reference - it is the first time I have read section 18.2. Thanks.
RE: Prestressed column
Let me ask another related question: If we apply an external compressive force P1 to a column prestressed with a prestressing force P2, what would be the compressive stress in the concrete and the tensile stress in the pestressing tendon?
When P1 < P2
fc = (P1+P2)/Ac ?
fs = (P2-P1)/As ?
When P1 > P2
fc = P1/Ac ?
fs = nil ?
Thanks in advance
AEF
RE: Prestressed column
1. Generally and practically, internal prestressing will not increase NOR decrease the buckling load of a PSC column. You can argue that under large external moments is it a little stiffer (less cracking = larger EI = less magnified moments) so you may justify a higher l/r ratio - but this is small effect.
2. Assuming elastic conditions, regardless of the magnitude of the initial prestressing force, P2, under the action of an external axial load, P1, the elastic stress on the concrete will be:
P2/Ac + M2/Ic + P1/At + M1/It
where P1 and M1 are the externally applied axial load and moment, respectively. M2 is P2xE2, where E2 is the eccentricity of the prestress force P2. Ac and Ic are the concrete section properties and At and It are the transformed section properties which account for the now-bonded condition that the column sustains under external load. You can use just gross section properties (Ac and Ic) for all the elastic calcs and the error will be small. Transformed area concept to calculate At and It can be a pain and the extra work is not often worth the small gain - unless there is lots of rebar.
The above is exactly the same as what you would do for a PSC beam - you just have the extra P1/At (external axial load) to deal with. Basically superposition of stresses.
To correctly calculate the change in stress of the prestressing steel you do need to calculate the strain in the concrete then, multiple this by Es to get steel stress. To get the actual stress in the prestressing steel under loads P1,M1, then you need to subtract the above from the initial prestressing stress in the steel: P2/As.
For ultimate strength analysis (not service stresses) you would normally construct the moment-axial(thrust) interaction diagram, and use strain compatibility approach - like any prestress section from first principles. This will provide you with a section ultimate strength curve.
To do the above strain compatibility strength analysis a computer program is best employed - there are not too many that will handle prestressing for axially loaded members that I am aware. I use RAPT that can analyze an irregular shaped section (with voids too) and irregular reinforcing arrangement (including post-tension and pretensioning). The M-N is tabulated and plotted, including the tension part of the M-N interaction curve. Also works for RC too.
HTH
RE: Prestressed column
Any idea?
CRP
RE: Prestressed column
The example I put, valid as well for post-tensioned beams wich excessive prestress is not customarily labeled a buckling case because we are normally dealing with beam behaviour that we try to favorably modify trough prestress.
Yet in any case and compared with what we have in a doubly pinned buckled column, we have
same kind of curvature (buckled shape)
eccentrical compression (under compression)
failure either in the compressive or tensile side
and stating that this is not buckling may be accepted under the need to agree on some terminology, but not respect the similitude of the kind of failure where it occurs.
This mode of failure of course is normally prevented by mere care in fabrication and prestress transfer, but may develop if unawarely concrete of deficient stress is prestressed or post-tensioned.
Respect gain on buckling load being moderate, well, in about that is in what the question at some moment turned unto, and again I think it would be more proper to re-state the question on if one would be able to meet a higher load than without the prestress, and it is obvious that there are situations where such is the case, out of mere growth of standing inertia of the section or of direct clever counteraction of some otherwise clearly predominating mode of failure.
On the other hand, for very slender elements except great care is exercised in the position of the prestressing elements, even with moderate prestress one can even get accidental tensile action from prestress, and this will be detrimental where the estochastically variable orientation of the buckling under the loads or simply the flexure induced by the end boundaries' forces sums initial tensile stress to such tensile action, and initial compressive stress to the compressive action. In this case the initially locked prestress, even moderate, turns out to be not favorable.
And similar considerations can be made for short-columns if unreasonable tolerances on eccentricity are allowed.
RE: Prestressed column
Thanks for answering my question and explaining it so well.
AEF
RE: Prestressed column