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Some pretty serious looking issues here.
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Hernando de Soto Bridge (I-40 Mephis) 19
- Thread starter human909
- Start date
Most likely the PT bars will be stressed with a multiple center-hole hydraulic rams.
Based upon info of 4 Jun 21 posts above, the 8 x 3" dia PT bars shall provide 3,000,000 lbf of preload, so that is only 365 kips per PT bar (about 54 ksi service stress for an ultimate tensile capacity of 150 ksi). So a 200 ton capacity ram would 'theoretically' work.
Elongation over 150 feet will be approx 3.5"
For scale, the following photo is a 200-ton center hole ram over vertical rock anchors (PT rods of 2-1/4" diameter). Stroke is 8" and weights approx 320 lb. 4" dia center hole.
Based upon info of 4 Jun 21 posts above, the 8 x 3" dia PT bars shall provide 3,000,000 lbf of preload, so that is only 365 kips per PT bar (about 54 ksi service stress for an ultimate tensile capacity of 150 ksi). So a 200 ton capacity ram would 'theoretically' work.
Elongation over 150 feet will be approx 3.5"
For scale, the following photo is a 200-ton center hole ram over vertical rock anchors (PT rods of 2-1/4" diameter). Stroke is 8" and weights approx 320 lb. 4" dia center hole.
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Hydraulic Bolt Tensioning rams are likely going to be used, as they allow tightening the nuts with out interfering with the ram.
(NordLock)
These are often used on slew ring bolts, and other similar bolted connections where it is desirable to avoid twisting the bolt when applying tension.
(NordLock)These are often used on slew ring bolts, and other similar bolted connections where it is desirable to avoid twisting the bolt when applying tension.
Craig Neth
Computer
Lots of updates today!
From Link:
Here's the latest on materials/fabrication:
[ul]
[li]3,000 bolts for the post-tensioning (PT) arrived Wednesday. Crews are replacing old with the new one by one.[/li]
[li]The PT weldments/anchors, fabricated by G&G Steel out of Russellville, AL, will be delivered this weekend.[/li]
[li]The PT rods are being fabricated. The first shipment is expected Monday, 6/14.[/li]
[li]Steel strengthening plates and splice plates for the permanent repair are also being fabricated. No timeline yet for delivery.[/li]
[/ul]
Construction work expected through the weekend:
[ul]
[li]Hang additional rigging for Phase II work[/li]
[li]Finish miscellaneous steel removal for PT and Phase II work[/li]
[li]Attachment of PT anchors/weldments to the tie-beam[/li]
[li]Hang PT rod supports from floor beams in preparation for PT rod delivery on Monday[/li]
[li]Install Lower PT supports and protection on the platform[/li]
[li]Cut holes in floor beams for PT rods[/li]
[li]Remove and replace stiffeners at floor beams[/li]
[/ul]
From Link:
Here's the latest on materials/fabrication:
[ul]
[li]3,000 bolts for the post-tensioning (PT) arrived Wednesday. Crews are replacing old with the new one by one.[/li]
[li]The PT weldments/anchors, fabricated by G&G Steel out of Russellville, AL, will be delivered this weekend.[/li]
[li]The PT rods are being fabricated. The first shipment is expected Monday, 6/14.[/li]
[li]Steel strengthening plates and splice plates for the permanent repair are also being fabricated. No timeline yet for delivery.[/li]
[/ul]
Construction work expected through the weekend:
[ul]
[li]Hang additional rigging for Phase II work[/li]
[li]Finish miscellaneous steel removal for PT and Phase II work[/li]
[li]Attachment of PT anchors/weldments to the tie-beam[/li]
[li]Hang PT rod supports from floor beams in preparation for PT rod delivery on Monday[/li]
[li]Install Lower PT supports and protection on the platform[/li]
[li]Cut holes in floor beams for PT rods[/li]
[li]Remove and replace stiffeners at floor beams[/li]
[/ul]
Craig Neth
Computer
It is interesting that with each 3" dia PT bar I was expecting each to pass through the bearing plate, however, based upon the photo they must be terminating the 3" dia PT bar before the bearing plate and transferring to a 6 bar/bolt yoke connection for preloading etc.
Craig Neth
Computer
Grady Hillhouse did a nice summary of the bridge today on his Practical Engineering YouTube Channel:
Craig Neth
Computer
Tdot posted a picture on twitter today that shows the PT bars being installed, you can now see how they are transferring the load to the previously installed weldments.
Craig Neth
Computer
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Craig Neth
Computer
Update today, and a picture of the failure area:
Here's a slightly bigger view of the fracture area picture, scraped from the Word doc. Does the fellow inside have to run the plasma cutter???
Link
Here's a slightly bigger view of the fracture area picture, scraped from the Word doc. Does the fellow inside have to run the plasma cutter???
Link
∧ Note the curved cut traced out for specimen "2B"; they must think there's still load flowing through that inboard plate, and so do I.
Based on the photos posted by IRstuff above on that weld seam split, and the photos of the rest of the crack, I'm thinking the tie never had its load significantly relieved. Methinks <15% was redistributed.
Based on the photos posted by IRstuff above on that weld seam split, and the photos of the rest of the crack, I'm thinking the tie never had its load significantly relieved. Methinks <15% was redistributed.
When the span expands and contracts due to temperature changes, does it push the piers back and forth slightly or will there be some type of sliding or rolling support to accommodate expansion/contraction cycles?
Could an issue with either the design or maintenance of that support led to the excess tension on the tie beam?
Bill
--------------------
Ohm's law
Not just a good idea;
It's the LAW!
Could an issue with either the design or maintenance of that support led to the excess tension on the tie beam?
Bill
--------------------
Ohm's law
Not just a good idea;
It's the LAW!
waross, the answer is probably both, and that's covered pretty well in the Structural Health Monitoring Paper (link above in post by 3DDave).
a pdf on the retrofit which shows some of the post-retrofit bearings:
[URL unfurl="true"]https://cdn.trccompanies.com/legacy/images/121-Schamber.pdf[/url]
The original design would have had some form of rockers or sliders to accommodate the length variation. It would be interesting to see if the new bearings had a higher friction load as compared to the prior arrangement but I have not found details on the prior bearings to compare to.
a pdf on the retrofit which shows some of the post-retrofit bearings:
[URL unfurl="true"]https://cdn.trccompanies.com/legacy/images/121-Schamber.pdf[/url]
The original design would have had some form of rockers or sliders to accommodate the length variation. It would be interesting to see if the new bearings had a higher friction load as compared to the prior arrangement but I have not found details on the prior bearings to compare to.
Anyone know what the tie load would have been? The SHM paper leads me to think it's nominally around 6000kip per tie.
So then is the 3000kip post-tension load on the rods meant to take just half the load off the damaged member? I suppose that is a possibility.
So then is the 3000kip post-tension load on the rods meant to take just half the load off the damaged member? I suppose that is a possibility.
Craig Neth
Computer
From their FB page, this image of the fractured piece:
#ICYMI Monday in Memphis, the fractured piece of the I-40 Hernando DeSoto bridge was removed. On Tuesday, crews began installing new plates. Updates are posted on Monday and Friday each week. 3 days ago
Craig Neth
Computer
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