where are the stay cables? an investigation....pti dc45.1-12 recommendations for stay cable design,...
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![Page 1: Where are the Stay Cables? An Investigation....PTI DC45.1-12 Recommendations for Stay Cable Design, Testing and Installation Section 4.2: Acceptance Testing of stay cables ... •Design](https://reader036.vdocuments.us/reader036/viewer/2022071115/60fe4d56beeb9d215b2ce438/html5/thumbnails/1.jpg)
Where are the Stay Cables?An Investigation.
Khaled ShawwafTechnical Director & Vice President (Retired)
2015 PTI Convention- Houston, April 26- 28
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The first known drawing of a cable stayedbridge: by Fautus Verantius, ~1595, VeniceSpan estimated about 30 meters
The first modern cable stayed bridge ! Stromsund Bridge, 1956 - 182 m
The longest cable stayed bridge ! Russky Bridge, 2013 - 1104 m
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Cable Stayed Bridges are very efficientand visually attractive !
As spans get longer there are increaseddemands on the performance
of the stay cables
Longer spans are more flexible
Large displacements & rotations
Longer cable lengths result in largechanges in sag
Cable systems should haveenhanced performance to meet
these demands
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• In the global analysis of the bridge, cables are usually modeled as linemembers with axial stiffness only -> Hinge ends !
• This is acceptable and leads to accurate results for the sectional forces of the bridge members and the axial forces in the cables
• In reality, cables have a significant flexural stiffness and are subjectedto static and fatigue bending stresses that may be significant -> Fixed ends !
What causes these bending stresses?
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PERMANENT BENDING STRESSES, fc:Fabrication and construction tolerances• Discussed in this paper!
VARIABLE BENDING STRESSES, fv:Angle Change at the anchors due to:
Change in axial force and sagStructural displacements and rotations Differential temperature
Cable oscillations
• Not discussed in this paper!
DEVICES TO REDUCE BENDING STRESSES fv:Elastic supports for strands at anchorages • Discussed in this paper!
Bending stressesare independentof cable stiffness!
Fixed Support ! Bending stresses: local and dependon N , ϕ and E
aE 2
Transverse load on cable pipes!
ϕ
N
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PTI DC45.1-12Recommendations for Stay Cable Design, Testing and Installation
Section 4.2: Acceptance Testing of stay cables
Tests of 3 representative stay cable specimens shall be carried out…
…The anchorages of the stay cable specimens shall be supported on wedge-shaped shim plates, creating angular deviations of 0.01 radians…
Test: 2 million cycles of fatigue loading and subsequent tensile strength
(0.6 degree)
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Mexico: To correct deviation therecess pipe was cut and bent about 20 degrees. Discovered by DSI during inspection someyears after bridge completion.
USA: Bridge in Midwest.Cable deviation wastoo large. Pipe cut at topof deck, welded to ovalplate and bolted down.
How large are actual cable deviations ?No data is available !
During construction of Pitt River Bridge, DSI measured the position of all 96 cables at the tower and deck level after final stressing
USA: East Coast.No room to place theneoprene bearingdiscs. Heat bendingwas considered torealign the pipe.
Things don’t always work out !
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• Pitt River Bridge, Vancouver, BC: 96m + 190m + 96 m. Composite steel deck & concrete towers.• Cables: Middle plane ~60 strands and sides are ~30 strands; 8 cables each side of towers. Total= 96.• Cables cross each other in the towers and anchored in a welded steel assembly at the deck.
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Cable Installation Finished Cables
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Strands compacted into hex pattern
Bolted clamp- with exitand recess pipes
Tower showingsteel Exit pipes& stressing tails
Measuring devicebolted to anchorageat deck level
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-60
-40
-20
0
20
40
60
-40 -30 -20 -10 0 10 20 30 40
DECK
TOWER
Measurement Data, mm• 96 measurements each at towers
and deck = 192 Total• Location of measuring points from face
of anchors: Towers: 3.13 to 5.35 mDeck : 1.42 & 1.98 m
Limit shown in red: 25 mm• Differences between Deck and Tower ! • Accuracy ± 5 mm !
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0
10
20
30
40
50
60
70
80-5
0
-45
-40
-35
-30
-25
-20
-15
-10 -5 5
10
15
20
25
30
35
40
45
50
55
Mo
re
Horizontal Deviations, X mm
0
5
10
15
20
25
30
35
40
-50
-45
-40
-35
-30
-25
-20
-15
-10 -5 5
10
15
20
25
30
35
40
45
50
55
Mo
re
Vertical Deviations, Y mm
Horizontal Deviations, X mm:• Almost perfect bell curve• Variation between -30 to +30 mm• About 74% are less than < 10 mm• Only influenced by setup accuracy
Vertical Deviations, Y mm:• Unsymmetrical distribution• Variation between -50 to +50 mm• About 37% are less than < 10 mm• About 62% are +ve: High• Influenced by many factors !
Total number of Data: 192
1.0
0.5
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0
5
10
15
20
25
30
35
40
5 10 15 20 25 30 35 40 45 50 55 More
Radial Deviations, D mmTotal Number = 192: 96 readings each at thetowers and deck level
Radial Deviations, D mm:• About 33% > 25 mm and 7.8% > 35 mm. Maximum deviation 55 mm
• Excessive deviations makes it difficult to install neoprene bearings and dampers• Adjustability should be provided to accommodate these deviations ! • How was this provided in Pitt River Bridge cables?
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Neoprene discs
Holes for compression bolts
CableCable clamp
Exit pipe
Cable adjustability for the Pitt River Bridge:• Compressed neoprene discs act as visco-elastic damper – Short & medium length cables • Based on field measurements, eccentric holes were cut in the neoprene discs• This allowed large adjustability without changes to the recess/exit pipe connection flange• Holes in neoprene discs are cut by water jet: accurate and fast. Accommodated 55 mm!
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0
10
20
30
40
50
60
0.2 0.4 0.6 0.8 1 1.2 1.4 More
Angle Deviations, degrees
Total Number = 192: 96 readings each at thetowers and deck level
Angle Deviations, ϕ degrees:• About 28% > 0.6 degrees, and 8.9% > 0.8 degrees• Some deviations exceed the values used in the PTI cable acceptance tests ! • Impact of temperature and actual cable force on cable position and measurements !• Built in angle deviations ϕ cause permanent static bending stresses in the strands• Permanent bending stresses cause fretting that may reduce strand fatigue life• Let us take a look at bending stresses that occur during service stage
aE 2
Bending stress:
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Cable bending stresses during service are due to angle changes in the cables
Consider an angle change ϕ = 1.0 degree = 0.0175 radiansAxial stress in the cable σa = 0.4 fsu = 744 Mpa
Elastic modulus of the strands E = 195,000 MPa
aE 2Bending stress at the anchorage =
= 422 Mpa = 0.23 fsu !
• Some measures are provided to reduce this bending stress. How?• Provide flexible support to the strands some distance in front of the wedges !
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0 0.1 0.2 0.3 0.4 0.50
100
200
300
400
500
Bending Stress MPa, 1.0 deg, N=0.4 Pu
s1 x( )
s2 x( )
s3 x( )
x
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.80
100
200
300
400
500
Bending Stress MPa, 1.0 deg, N=0.4 Pu
s1 x( )
s2 x( )
s3 x( )
x
No Support, k = 0
k = 1,000 kN/m
k = 5,000 kN/m
Cable Bending Stresses- Vary k & a:• Angle change 1.0 degree• Axial load N= 0.4 Pu (PTI allowable 0.45)• Effects of support location a: 300 & 600 mm • Effects of support stiffness k: 1000 & 5000 kN/m• Stress at anchor reduces to less than 20%• Stress at support about half of k = 0 !• Design stress at support is less than peak shown
Support Stiffness:
a
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Neoprene discs inside anchors are compressed after strand installation. Provide flexible lateral support to the strands and seal the anchor body.
Recess Pipe
Exit Pipe
Anchor-Ring Nut & Bearing PlateDe-tension Tails &Protection Cap
Visco-elastic (rubber) damperinstallation becomes difficult withlarge deviations
Cable System
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0 0.1 0.2 0.3 0.4 0.55 10
3
0
5 103
0.01
0.015
0.02
Bending Moments, kN.m
M1 x( )
M2 x( )
M3 x( )
x
No Axial Force
N = 0.2 Pu, kN
N = 0.4 Pu, kN
Effects of cable axial force on Bending Moments:• Angle change = 1.0 deg & Support stiffness = 1,000 kN/m• Flexible support location at 300 mm from wedges
• When N = 0, cable behaves like a beam: simple bending• Axial force tends to magnify and localize bending
Cable Bending: complex interaction between N, k and support location ‘a’
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Clevis Cable System7 to 91 Strands
There is a way to avoid Bending Momentsin Cables by using Clevis anchorages
Provencher Bridge
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SUMMARY: Cable Bending
• Imposed rotations at ends cause bending stresses in cables
• Axial force magnifies & localize bending stresses in stay cables
• Fabrication and construction tolerances result in permanent bending stresses
• Field measurements of cable deviations were made on 192 anchorages
• During service, angle changes at ends cause transient bending stresses:* Structural displacements & rotations due to Live Loads* Sag variations due to LL and differential temperature* Cable oscillations- wind induced and parametric
• Bending stresses impact the Strength and Fatigue design of cables
• Cable anchorages should include means to reduce bending stresses
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Thank You