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Pushing the Limits of Cable Stayed Bridges – The Partially Earth Anchored Solution
Bergen, Norway
Steve Kite, Associate Director, Arup
6th Symposium on Strait Crossings Extreme Crossings and New Technologies
2
Outline
Current Cable Stayed Bridges Challenges for longer spans Partially Earth Anchored System Aerodynamics Construction Stay Cable Vibrations Conclusions
3
Research Project
Research Stages Stage 1 – Feasibility Study Stage 2 – Specimen Design
Research Partners Arup GS Engineering & Construction Professor Niels Gimsing
Current Cable Stayed Bridges
5
Stonecutters Bridge, Hong Kong
1018m main span
6
Sutong Bridge, China
1088m main span
7
Russky Bridge in Vladivostok, Russia
1104m main span
8
Increase in Span Lengths
Emergence of long span cable stay bridges
10
Spans greater than 1200m
Suspension Bridge form More costly to construct and maintain Less redundancy in load paths Almost impossible to replace the cable system Dehumidification of the main cable system
Challenges for longer cable stayed spans
12
Challenges for longer cable stayed spans
Compressive stresses in the deck require substantial strengthening of the deck
During the cantilever erection, the cable-stayed main span depends entirely on the strength and stiffness of the deck for lateral stability
Longest stay cables will be several times that of the longest hanger cables in a suspension bridge which means that problems related to individual cable vibration will be more severe
13
Bridge Type Studied
Dual 2-lane road Main spans of 1400m, 1600m and 1800m studied Design criteria taken as those from Incheon Bridge,
Korea
14
Deck Plate Thickness (fy = 460 MPa)
Plate thicknesses for 1400m, 1600m, 1800m spans
Impractical beyond 1400m span
15
Governing aspects
Axial force from Permanent Loads Wind buffeting forces Aerodynamic stability Galloping and flutter
Aerodynamic serviceability Vortex shedding and low wind speed buffeting
1
16
Critical Design Stages
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Buffeting Deflections
Buffeting deflections are significant However, stresses due to wind buffeting are
generally less than the in-service wind stresses
In-service [m] Max-cantilever [m]
Span Mean wind Buffeting Total Mean
wind Buffeting Total
1400 4.7 4.1 8.8 6.4 6.3 12.8
1600 7.4 6.3 13.7 10.2 10.0 20.2
1800 10.0 8.3 18.3 13.9 13.7 27.6
Design 10-minute mean wind speed at deck level during construction = 49.5 m/s Iu = 13.9%, Iv = 11.1%, Iw = 7.0%.
Partially Earth Anchored System
19
Partially Earth Anchored System
Introduce a global tension into the deck by anchoring some of the stay cables to the ground
Axial force diagram for PEA cable stayed bridge (Gimsing)
20
Partially Earth Anchored System
Longest back stay cables fixed to anchor blocks
1400m 400m 400m
21
Key Benefits
Lower compression forces in the deck than a self anchored cable stay bridge
Smaller anchorages and more economical cable system than a suspension bridge
22
Wind Effects
Transverse Displacements
Transverse Bending Moment
Tra
nsve
rse
Dis
plac
emen
t (m
)
Local Chainage
NON-LINEAR
STATIC
Ver
tical
Ben
ding
Mom
ent (
kNm
)
Local Chainage
NON-LINEAR Max.
STATIC Max.
Construction Challenges
24
Construction Challenges
If construction case governs then no benefit to partially earth anchored system
Need a technique to build the bridge whilst limiting in the axial load in the deck
Partially Earth Anchored System
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Challenge is How to Construct It?
Partially Earth Anchored System
Option A
Option B
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Tie-cable System
Temporary longitudinal restraint connection between deck and tower
Deck erected by the balanced cantilever method. Erection proceeds until the length of the cantilever is such that the axial deck forces due to wind and gravity would exceed the in-service forces.
Horizontal tie cables are introduced to connect the deck cantilevers together with a beneficial tension force
Deck erection continues by the cantilever method
After mid-span closure the temporary deck / tower connection is released and the temporary tie cables are de-tensioned and removed
Partially Earth Anchored System
27
Tie-cable System
Partially Earth Anchored System
28
Erection Sequence
Cantilever until temporary forces are governing
Partially Earth Anchored System
29
Erection Sequence
Install tie cable and stress against tower
Partially Earth Anchored System
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Erection Sequence
Continue cantilevering whilst incrementally increasing the tie force
Partially Earth Anchored System
31
Erection Sequence
Install second cable
Partially Earth Anchored System
32
Erection Sequence
Continue cantilevering and controlling tie forces
Partially Earth Anchored System
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Erection Sequence
Deck closure
Partially Earth Anchored System
34
Erection Sequence
Remove ties and transfer tension to the deck
Partially Earth Anchored System
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Tie Cable Construction
Advantages: Reduce axial compression in the deck Reduce bending moment in the deck due to wind load Reduce deflection of the bridge due to wind load
Lateral Displacement at Cantilever Tip (m) under
Without Tie Cables With Tie Cables
Mean Wind 6.4 3.0 Buffeting Wind 6.3 3.6
Total 12.8 6.6
Partially Earth Anchored System
36
Estimated Total Steel Quantity
In-service Condition Traditional Cantilever Construction Tie-cable Construction
29,700 ton 41,700 ton 30,600 ton
Partially Earth Anchored System
37
Basis of Economic Comparison
Typical cable stay bridge - Foundations 20 – 25% - Towers & piers 5 – 10% - Cable system 10 – 15% - Deck 30 – 35% - Miscellaneous 15 – 20%
Comparison of steel superstructure quantities Cable steel taken as 1.5 times cost of deck steel Construction cost of suspension bridge anchorage
15% to 35% of superstructure
Partially Earth Anchored System
Relative cost of deck, cables and anchorages
Span
Self Anchored Cable Stay Bridge
Suspension Bridge
Partially Earth Anchored Cable Stay Bridge
Stay Cable Vibrations
40
Cable damping
Longer cables more susceptible
Even with a textured surface, a damping ratio of approximately 0.5% to critical is still required (3.14% log-dec)
For ultra-long cables it is difficult to achieve this damping in practice
Stay Cable Vibrations
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Concept of optimal damping
Stay Cable Vibrations
Cable damping calculations
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xc
Damper geometry
xc tends to be governed by bridge geometry As L increases, xc/L decreases
Stay Cable Vibrations
44
Damping achievable
0.000
0.010
0.020
0.030
0.040
0.050
1000 1200 1400 1600 1800
x c/L
op
timal
dam
ping
Main Span Length (m)
Single damper at fixed absolute distance from cable end
xc/l Optimal damping (log-dec)
45
Position of external damper for 1400m span
xc = 20m ~5m
Stay Cable Vibrations
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Stay Cable Damping
Stay Cable Vibrations
0.000
0.010
0.020
0.030
0.040
0.050
1000 1200 1400 1600 1800
Min
imum
xc/L
Main Span Length (m)
One or two dampers to achieve 3.15% log-dec damping
Single Damper (xc/L)
Damper at Each End (xc/L)
47
Tower Side Damper
Stay Cable Vibrations
48
Tower Side Damper
Stay Cable Vibrations
49
Challenges and Solutions
Beyond ~1200m, control of cable vibrations will start to become difficult with traditional systems
Up to ~1500m span, the addition of a tower side damper will be an effective means of controlling vibrations
Beyond ~1500m span, as well as a tower side damper cross cables could be needed
Stay Cable Vibrations
Conclusions
51
Conclusions
Stay Cable Bridges with spans > 1200m pose significant technical challenges
Suspension Bridges likely to be more economical compared with traditional cable stayed bridges
Partially earth anchored system offers benefits by reducing the deck quantities required
Very long stay cables require additional damping to control vibrations
Technology available to increase the maximum cable stayed span beyond today’s 1104m record