Deflection calculation on bar bundles when lifting
Deflection calculation on bar bundles when lifting
(OP)
HI,
need some help to calculate the deflection curve.
18 M in length each bar is 24 dia bar bundle has 31 bars,weights 2T metric, has 9 -equally placed straps-how to calculate the deflection when the bar bundle is been lifted by a 10T crane or by a forklift.
Strap strength is 17KN per strap.
Need some help in calculating this.
need some help to calculate the deflection curve.
18 M in length each bar is 24 dia bar bundle has 31 bars,weights 2T metric, has 9 -equally placed straps-how to calculate the deflection when the bar bundle is been lifted by a 10T crane or by a forklift.
Strap strength is 17KN per strap.
Need some help in calculating this.






RE: Deflection calculation on bar bundles when lifting
RE: Deflection calculation on bar bundles when lifting
Sorry for the questions.....but I am not use to working in metric.
RE: Deflection calculation on bar bundles when lifting
a 24 Dia bar @18 M Length with 32 no's of bars weights 2T (standard)
when the bundle is lifted it should have minimum deflection which doesn't affect the quality of the bar.
RE: Deflection calculation on bar bundles when lifting
Again: what does that mean? 24 mm diameter? I need a dimension here.
Speaking of that, what are the lengths of your straps?
RE: Deflection calculation on bar bundles when lifting
the strap Width is 32MM, Strength is 17 KN
RE: Deflection calculation on bar bundles when lifting
I asked for its length.
RE: Deflection calculation on bar bundles when lifting
RE: Deflection calculation on bar bundles when lifting
Assuming support points 0.5 m either side of the centre, and simply supported beam calculation, the end deflection would be:
Assuming the bars are melted down to form a solid cylinder of 136 mm diameter: 27 mm
Assuming 24 mm diameter bars free to slip with no friction: 8600 mm
So the actual deflection should be somewhere in that range.
Assuming the straps were done up tight I'd guess towards the lower end of the range, but try it and see (or ask someone who works with lifting 18 m long bars) would seem the most reliable way to check.
Apart from the deflections, moving a 2 tonne mass of 18 metre length with a fork lift sounds risky to me.
Doug Jenkins
Interactive Design Services
http://newtonexcelbach.wordpress.com/
RE: Deflection calculation on bar bundles when lifting
Some sites still use forklift may be 2 to move the bundles,but not a standard practice.
RE: Deflection calculation on bar bundles when lifting
Total length does not matter.
The answer... two pickup points, each 0.207 x total length from the end. That is, each pickup point is 3.73 meters from the end of the 18 meter long bundle.
Minimum moment is probably a better critera than minimum deflection, but the answer is probably about the same.
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RE: Deflection calculation on bar bundles when lifting
I did a forklift calc (with 2 pick up points near the middle a couple of feet apart) and came up with ridiculously high deflections. I'd forget about that.
RE: Deflection calculation on bar bundles when lifting
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RE: Deflection calculation on bar bundles when lifting
I take those 9 points to be tie points, not pick up points. If the bundle acts reasonably close to a composite section and is lifted somewhere near the points indicated by slide rule era, then deflections would not be a problem.
Doug Jenkins
Interactive Design Services
http://newtonexcelbach.wordpress.com/
RE: Deflection calculation on bar bundles when lifting
the 9 points are tie points not pick points.
RE: Deflection calculation on bar bundles when lifting
Agreed. (That is, if he can tolerate about 13 inches of deflection.)
RE: Deflection calculation on bar bundles when lifting
Can anyone share cals done?
RE: Deflection calculation on bar bundles when lifting
RE: Deflection calculation on bar bundles when lifting
As a former bridge contractor handling long rebar individually and in bundles with cranes, keeping the bending stress in the rebar below the yield strength is what is important. If bending stress is satisfactory, deflection is NOT important. Long bars can bend (deflect) a ridiculous amount without damage.
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RE: Deflection calculation on bar bundles when lifting
RE: Deflection calculation on bar bundles when lifting
Mecheng described two cases - lifting the bundle with a forklift and lifting with a 10T crane. Lifting with a forklift will create two fixed lifting points - what is the spacing of the forks? The second scenario is the 10T crane, which is not a very large crane. If you lift the bundle by attaching two slings at 3.7m from the ends (0.207*L) and set the slings at 60deg to the horizontal, you need around 9.2m to the crane hook, which may be too much for the 10T crane. How far does your 10T crane have to reach? I suspect you won't get much range with a 10T crane lifting a 2T load.
RE: Deflection calculation on bar bundles when lifting
2 - If not you should provide a spreader beam with 4 or 5 lifting points, adjustable in length and position all along the beam, so that to reduce the deflection (for me in this case you don't need anymore the straps). Such a beam can be used either with the crane or with the fork lift
3 - You can use the formulas for continuous beam
4 - Why not to ask the still mill to know what they do ? If they don't handle properly your bars are already over-stressed.
RE: Deflection calculation on bar bundles when lifting
When lifting loose bars, the two loops in the sling act as temporary ties. During the lift, rebar deformations near the pick points "lock" together to give a fair amount of group action to the bars in the bundle. If a lifting beam were used the loops from it would do the same thing.
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RE: Deflection calculation on bar bundles when lifting
RE: Deflection calculation on bar bundles when lifting
Is this a good assumption? Unless the bundles are assembled very tightly, what you have is thirty one bars bending individually. Definitely, this affects your bending analysis.
--
JHG
RE: Deflection calculation on bar bundles when lifting
another day in paradise, or is paradise one day closer ?
RE: Deflection calculation on bar bundles when lifting
I though exactly the same thing... then realized that is not really true for rebar (been a long time since I was a bridge contractor). The "deleted" post above is after I realized my mistake. The reason the bars don't act individually is, again, the deformations. Even in a loosely bound bundle, the rebar are incredibly well "wedged" together. For example, no way one bar could be pulled out of a loose bundle.
IMHO, the assumption by IDS is pretty reasonable. What I question: Is a tightly bound bundle of rebar is anywhere close to circular? Another time where the deformations come into play. They are going to make a circular shape fairly hard to achieve. If not circular, the properties (I, S, etc.) of the bundle vary depending on how it is oriented.
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RE: Deflection calculation on bar bundles when lifting
Agreed. That's why in the deflection quote I gave above, it is based on the "I" of 31 bars....without considering the benefit of the "Ad2" term in the parallel axis theorem. You really don't know what that "d" is going to be.
RE: Deflection calculation on bar bundles when lifting
The solid bar is the lower bound deflection assumption. Bars bending individually is the upper bound, which I also gave the deflection for. We can be sure that the actual deflection will be much less than the upper bound, but there is no simple way to know exactly how much less, other than measuring it. But if the upper bound deflection is OK we don't need to know the exact deflection anyway.
Sure, but if the cross section is roughly circular the I value including voids is going to increase, and lifting the bars is going to tend to lengthen the vertical axis, which will also increase the I about the horizontal axis, so I think the solid bar assumption is a conservative estimate of the upper bound stiffness.
So if we have two lift points at say 3.75 m from the end, the deflections will be very small and we just need to check the stress.
For a single bar the maximum (unfactored) stress would be 184 MPa, and the maximum stress in bars acting as a group would be much less than that.
As for the number and strength of the tie points, I don't think there is any simple way to calculate that. As was suggested earlier, I'd ask the supplier what they do.
Doug Jenkins
Interactive Design Services
http://newtonexcelbach.wordpress.com/