Arch buckling
Arch buckling
(OP)
Hello,
I need to design a steel pedestrian bridge that the middle span is hanged on an arch that pass over it.
How do I take into account the arch geometry for buckling calculation?
I think I need to reduce the effective length, but I an not sure, and if it is the effective length I do not know the amount of the reduction.
Please advice.
Any reference will be great.
Thanks.
I need to design a steel pedestrian bridge that the middle span is hanged on an arch that pass over it.
How do I take into account the arch geometry for buckling calculation?
I think I need to reduce the effective length, but I an not sure, and if it is the effective length I do not know the amount of the reduction.
Please advice.
Any reference will be great.
Thanks.






RE: Arch buckling
An expert is a man who has made all the mistakes which can be made in a very narrow field
RE: Arch buckling
http://fil
http://fil
Thanks
RE: Arch buckling
For out of plane buckling, you can reduce the buckling length by adding bracing between the arches.
BA
RE: Arch buckling
RE: Arch buckling
BAretired: Can you please point me to a reference that I can see what you suggests? I need a solid reference in case I want to include these solutions in my static calculation notes.
JStephen: My concern is about the arch buckling.
Thanks again.
RE: Arch buckling
For a uniformly compressed hinged circular arch it is found that the critical compressive stress is the same as for a hinged prismatic bar with a length equal to the developed length of half arch: this only in part supports and explains the suggestion by BAretired (but is only true when the half opening angle is small in comparison to π).
Timoshenko also treats what is likely your case, the parabolic arch with a load uniformly distributed along the span, but this requires tabulated values that are in the book (page 303 2nd ed.).
These treatments do not account for the interaction of the arch with the bridge, that's not necessarily negligible, though neglecting it is on safe side. IMO this interaction comes out because the arch buckles with half going downwards and the other half going upwards: so some bending occurs in the bridge influencing the buckling load. However I don't know if such a treatment can be found anywhere in the literature.
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RE: Arch buckling
BA
RE: Arch buckling
Another load case that might be of interest is circular rings subject to in-plane compression. It sounds similar to the first arch case above.
RE: Arch buckling
Just to make sure, I have fixed arch at both ends,
If I use le=0.5*l I think it is conservative.
l represents the WHOLE arch length and not just projection line.
Please advice.
RE: Arch buckling
BA
RE: Arch buckling
I considered live load only on half of the middle span.
RE: Arch buckling
In this case I would suggest that this is the only sensible way to do it, since any results using standard formulas or tables will only give an order of magnitude result at best. Also deflection and/or dynamic behaviour are quite likely to control the design, and you are going to need an analysis including geometric non-linear effects for that as well.
Doug Jenkins
Interactive Design Services
http://newtonexcelbach.wordpress.com/
RE: Arch buckling
I'm not sure what you mean by geometric non-linearity or how you would go about analyzing it...with or without a frame analysis program.
BA
RE: Arch buckling
Doug Jenkins
Interactive Design Services
http://newtonexcelbach.wordpress.com/
RE: Arch buckling
You run one analysis and come up with ΔX and ΔY for each node as well as axial forces, shear forces and bending moments on each of the twenty or thirty members.
You modify the X and Y coordinates by adding ΔX and ΔY to each X and Y coordinate and carry out a second analysis. You get new ΔX and ΔY which you add to the revised coordinates from the previous step.
You continue the process for as many iterations as you wish and if the coordinates converge, you have stability. If they diverge, you have buckling.
Is that the way it works?
BA
RE: Arch buckling
That's one way to do it, and in my opinion the best way, especially in this case where you may want to incorporate non-linear (no compression) behaviour in the cables from the arch to the walkway. It is also possible to incorporate the effect of deflections in the frame stiffness matrix, but I would have to remind myself on the applicability of that approach.
Doug Jenkins
Interactive Design Services
http://newtonexcelbach.wordpress.com/
RE: Arch buckling
BA
RE: Arch buckling
However, there was one major caveat. He modeled in slight geometric irregularities into his model. I believe he must have run two or three models. Because the irregularities (on the order of L/500 at mid span) were intended to approximate the buckled shape of the structure.
The drawback to this is that you have to have a good idea of what the buckled shape is BEFORE you do your analysis. But, the major benefit is that the frame analysis should provide an excellent estimation of the elastic buckling of the structure.
For what it's worth, the Direct Analysis Method described in the AISC code tries to do something very similar with it's modeling of initial displacements or notional loads. The biggest difference is that for buidling type structures the buckled shape is basically just a cantilever and is extremely easy to estimate. An arch, on the other hand, is not quite so simple.
RE: Arch buckling
A frame analysis needs an "initial deflection" in order to iterate the P-Delta and predict buckling. Sometimes this can be provided by applied lateral loads, or applied gravity loads. But, other times, it must be introduced into the model by the user. Especially, for cases where the controlling buckled shape may be complex.
RE: Arch buckling
I believe that the arch can be designed assuming a straight member with a length of one half the curved length of the centerline. If the arch centerline follows the funicular curve of the bending moment, there is no bending at any point along the arch, so we would have a case of plain buckling.
If the arch centerline does not follow the funicular curve, then we can consider a straight member with combined axial load and bending moment which also can be solved by hand methods.
If one half of the arch is loaded and the other half unloaded, the loaded half may carry pure axial thrust, but the unloaded half would carry combined thrust plus substantial bending moment. It is this condition which I would expect would usually govern the design of the arch.
If a frame analysis is used, it seems to me that, at least for the unbalanced load case, it would not be necessary to model slight geometric irregularities into the arch.
If the arch is circular or any other shape which does not follow the funicular curve, it should not be necessary to model slight irregularities because there are bending moments even in the case of symmetrical loading.
BA
RE: Arch buckling
The critical load case for any arch bridge will be due to assymetrical live loading (not necessarily half the span loaded) combined with wind loading. Even under dead load for a structure that exactly followed the funicular shape for final dead load (which in practice no arch ever does), there will be significant deflections locked in during construction, which should be included in the analysis. The effect of this is that there will be far from the unstable equilibrium position that exits in a straight compression member, so you don't need to add imperfections.
My recommendations would be:
- Analyse the structure with a suitable frame analysis program that allows for a construction sequence analysis and includes geometric non-linearity.
- Use lower bound stiffness values for everything, including foundations.
- Don't forgat to allow for creep, shrinkage and cracking if there is any concrete involved.
- Carry out the analysis at the Ultimate Limit State, i.e. apply load factors to the loads in the analysis, don't scale the output member actions by a load factor.
- Use influence lines to estimate critical load configurations.
- Investigate load conditions around these configurations, since the behaviour is non-linear and the influence lines are not strictly applicable.
Doug Jenkins
Interactive Design Services
http://newtonexcelbach.wordpress.com/
RE: Arch buckling
I am about to print this thread and go over it very thoroughly.
Probably a few more questions will pop up.
Thanks again.
Ido