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Mexico City, 16-05-2014
A record breaking cable stayed bridge and
future developmentsRusski Island Bridge, Vladivostok, Russia
Erik MELLIER Technical Director Freyssinet
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Milestones in the Recent Cable StayedBridge History
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Normandy Bridge (France) 1992/1994
2141 m long bridge
854 m steel main span (world longest)
2600 tons of Stay Cables
Semi-bonded strand
(galvanized, waxed and sheathed)
Cross-ties
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Vasco de Gama Bridge (Portugal) 1996/1998
> Main span 420m
> 192 stays, 1700 tons
> Development of the duct with double helicalfillet to mitigate rain/wind induced vibration
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Ting Kau Bridge (Hong Kong) 1996/1998
Central Spans of 448 and 475 m
3060 tons
Longest Stay Cable in the world): 465 m
Fast track erection: 1,000 tons of stay installed in 1 Month
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Oresund Bridge (Denmark) 1998/1999
Main span : 490m
Road/Train Bridge : 2300 tons of stay cables
Dampers on all the cables
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Millau Viaduct (France) - 2004
Tallest Bridge in the world, main span : 342m
Watertightness testing
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Rion-Antirion Bridge (Greece) 2004
3 x 560m span
Paraseismic deviator at anchorages
Pendular dampers
Striking protection
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The Russki Island BridgeVladivostok, Russia
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Golden Horn Bridge- 737 m main span
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The Russky Island Bridge - 1104 m main span
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The 10 longest cable stayed spans in the World
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Key facts
Main span : 1104 m
Pylon height : 319 m
Longest stay cable : 582 m Designed and built in 4 ans
Minimum temperature during construction operation : -30 C
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Concrete Cross Section
Side spans
Counterweight to balance the shortness of side spans
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Steel Cross Section Main Span
Main Span + 70 m in side spans
With : 25,96 m
Depth : 3,20 m
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Pyons
A shaped
Height 319 m
13 m footings
240 two meter
diameter piles
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Stay Cables
21 cables per fan, 24 m bottom anchorage spacing in main span
27 to 86 150 mm strands per stay, 1860 Mpa strength
2960 km of strands
Russian flag colors
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Parties involved
Designer: Mostovik
Main contractor : USK Most
Sub constractor on the peninsulaside : Mostovik
Designer and supplier of the stays :Freyssinet
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Construction schedule
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Some design results reflecting how aultra long cable stayed span behaves
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Dy_max = 1.85m
Dx_max = 50cm
Deflection under traffic loads
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1.03 m at each jointThe deck is longitudinally free (no fixed point), centered by the stays
and braked by longitudinal dampers at the abutments
Longitudinal thermal movements
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Vibration modes
Mode shape Frequency (Hz)
Transversal bending n1 0.081
Vertical bending n1 0.176
Vertical bending n2 0.207
Transversal bending n2 0.213
Vertical bending n3 0.273
Torsion 0.492
1
2
3
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Maximum displacement:
5 cm longitudinally
15 cm transversally
Its high flexibility makes thebridge insensitive to
earthquakes
Seismic behavior
0.00
0.05
0.10
0.15
0.20
0.25
0.30
0.35
0.40
0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00
Pseudoa
cceleration(
g)
Period (s)
Eurocode 8
Mostovik
0.35 g
HORIZONTAL - FAULT NORMAL - MORGAN DATA
-1.5000
-1.0000
-0.5000
0.0000
0.5000
1.0000
1.5000
0 2000 4000 6000 8000 10000 12000
time (ms)
acc.
(m/s)
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Vref = 44m/s at deck level
Max. displacements :
-1.90/+0.85 m vertically
+/- 2.55 m transversally
Wind behavior
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The Technology : Compact cables withhigh damping
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Technical Challenges
TECHNICAL CHALLENGES :
Ultra long cables (580 m)
Critical temperatures (-40/+60C)
Compact stays to reduce drag Dampers : High logarithmic dec
Monitoring
Challenging installation schedule
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H2000 range
Stuffing boxBending filtration
Leaktightness
Injection chamberUnsheathed strandWax injection
WedgeFatigue proofed
H2000 stay cable range
Including a patented bending filtration device
Tested protection for
Water ingress
Vibrations and fatigue
Designed for inspection
& maintenance
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Factors influencing the drag
The cables are acting like a sail whose drag is significant
Dairdrag CDUF =2
2
1
The compact system
Curve force
deck/stay Deck
& pylon
staysTransverse
bending
Span
200 600400 800 1,000
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Compact PSS systemStandard PSS system
Compact strands
Tightly fitted pipes
Special installation procedure with dedicatedmethodologies
20 % drag reduction
The Compact System
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Bai Chai bridge, Vietnam
Indian River bridge, USA
Chambal bridge, India
Golden Horn bridge, Russia
Russky Island bridge, Russia
Bai Chai
Russky
The Compact System - references
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Dampers
5 x Semi-actif pistons
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Dampers Internal Radial Dampers (IRD)
Internal Radial Dampers (IRD) :
A three piston damper placed at the formwork tubeextremity (deck level).
Damping in all directions Low temperature sensitivity
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Dampers Internal Radial Dampers (IRD)
Stroke: +/- 90mm
Flexible structure : Large deflections due to live loads
Long cables : largemovement amplitude
=> Large stroke
Log dec : 4%, Temperature : -40/+60C,
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Dampers Pendular External Dampers (PED)
Tablier
Oscillationsdes Cables
Pendular External Dampers
Articulated structure transferring and amplifying thecable movement to two hydraulic pistonshydrauliques placed at deck level
=> Optimised efficiency thanks to distance to thebottom anchorage
Damping in all directions Low temperature sensitivity
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Distance from the anchorage:
8.4m 16 m
Height : 4 et 5 m
Pistons :
Passive
Semi active
Stroke : +/- 100 and +/-150 mm
Log dec : 6%
Dampers Pendular External Dampers (PED)
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PED with passive dampers :
Stroke +/-100mm ou +/-150mm
Fatigue qualification : 2 million cycle testes
Temperature qualification : Tests at 40 C and +60 C
Test de caractrisation 40CCeq
123
2
1
3
Crit
Cpassive piston
Dampers Pendular External Dampers (PED)
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PED with semi-active pistons :magneto-rheologicaltechnology
Stroke+/-150mm Working principle : the piston
viscosity in adjusted consituously tothe measured vibration mode. Theviscosity is potimal at any time.
Ceq
123
2
1
3
Crit
Cpassive piston
4
Ceq
123
Crit
< -----Csemi-actif ----->
4
Dampers Pendular External Dampers (PED)
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Damping performance : in situ testing
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Monitoring
Permanent monitoring system: 48 accelerometers & 48 load cells
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Control System :
Load cells
Accelerometers
Monitoring
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Construction Cable installation
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Cable Installation - Challenges
Design :
Compact System
Ultra long cables (580 m)
Flexible structure
Environment :
Highly cold : installation with -30C and wind
Schedule :
Working 24 / 7
Adapation
Material, equipements
Procedures
On site training
Optimised installation cycle
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Th ff f ld h k hi ffi i
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The effect of cold weather on workmanship efficiency
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I t ll ti K d t
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Russky Island Bridge (Russia)
MOSTOVIK CK MOCT
20/07/2011 1st red cable
19/10/2011 1st blue cable
06/01/2012 1st white cable
23/03/2012 last Freyssinetcable installed
12/04/2012 Closure of
the Bridge
10/03/2012 worldrecord longest cable
30/08/2011 1st red cable
21/11/2011 1st blue cable
21/01/2012 1st white cable247 days84 pairs
Average cycle : 6 days
Installation Key dates
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I t ll ti W ki l
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Installation Working places
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Installation Working cycle
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H - 48 hrs : Preparation
Duct welding 24 7
Equipment preparation
Anchorage installation
Installation Working cycle
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Installation Working cycle
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H- 24 hrs : Checks
Equipment
Strand
Anchorages and duct
Installation Working cycle
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Installation Working cycle
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H- 10 hrs : Equipment installation
Hydraulic tools pre-heating
Threading equipment installation on the deck
Installation Working cycle
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Installation Working cycle
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H - 5 hrs : Checking
Temporary tools Master strand preparation
QR checking
High level of traceability :
Preparation
Installation
Results
Installation Working cycle
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Installation Working cycle
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H- 2 hrs : Stay pipe lifting
Checking of wind forecast
600 trolleys used forlongest stay pipes
Installation Working cycle
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Installation Working cycle
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D Day: Erection
2 shifts
Special care to information transfer
Installation Working cycle
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Installation Working cycle
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D Day : Cable erection
Compact system, 20% drag reduction
Installation Working cycle
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Installation Working cycle
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Installation Working cycle
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Russki Island Bridge ConstructionMilestones
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Construction de louvrage
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The next record :The 3rd Bosphorus CrossingIstanbul, Turkey
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GEOGRAPHY A NEW LINK BETWEEN EUROPE ANDASIA
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Istanbul
rd !os"#orus !ridge
The northen crossing over theBosphorus Strait.
Combining Raod and Rail traffic
Part of the Marmara Motorway(3rd Istanbul Ring Raod)
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BRIDGE CHARACTERISTICS
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High Rigidity Suspension Bridge combining stiffening cables andsuspension cables
597 m322 m
1408 m 378 m378 m
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BRIDGE CHARACTERISTICS
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TunnelAt GradeElevated
2 railway tracks
8 traffic lanes (2 x 4)
2 walkways
58 m
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BRIDGE CHARACTERISTICS
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Back spans: post tensioned, multi cell concrete deck
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BRIDGE CHARACTERISTICS
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Towers
320 m height
Reinforced concrete withsteel boxes
Slip forming construction
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STIFFENING CABLES CHARACTERISTICS
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Strand type: Galvanized semi bonded
1960 MPa strength
Quantity: 8,500 tons of strands
Units: 75 to 151 strands
Cable length: 150 to 600 m
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Parties Involved
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Owner: General Directorate of Highways (KGM)
3rd Ring Road Concessionaire : ICTAS / ASTALDI Joint Venture
3rd Crossing Main Contractor : Hyundai (Korea)
Designers:
Michel Virlogeux Consultant (France)
T-ingnirie J.-F. Klein - (Switzerland)
Bureau dEtudes Greisch (Belgium)
Stiffening cable supplier : Freyssinet
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A new generation of dampers
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Bakc Span : External Hydraulic Dampers
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Cables S22b to
S10M:External
HydraulicDampers
H
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Main span : Cross links for long cables
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Cables 11to 22:
CrossLinks
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Cross Link technology
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A damping connection between two adjacent cables
Taking the benefit of the relative movement existingbetween two adjacent cables due to differentfrequencies and connection at different heights
High efficiency due to large distance from anchorage
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Cross Link technology
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Cross link principle
Attached between two stiffening cables at about 10m high : High efficiencydue to significant distance from anchorage,
Assymetrical hydraulic piston : avoid out of plane cable motions due tolimited force in compression.
Compression : F = 0
Traction : F = C.v
v
F
Compression Traction
7-12m
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Cross Link technology
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A Freyssinet SFD (Seal Free Damper) piston
No working joint
Robust guides working within the oil bath
No possibility of leakage No maintenance
2 axis articulation to allow movement
around the cable
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Design of Cross Links - criteria
P f 6 0 % i ll
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Performance: > 6.0 % vertically
Calculated on modes 1, 2, 3 & 4
Stroke needed = +/- 600 mm
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P t t t t i
Cross Link testing
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Prototype test campaign
Performed at Eucenter Pavia Italy (Prof. Calvi)
Performance tests at several amplitudes : +/- 35, +/-70 & +/- 105mm
Fatigue tests : 80km cumulative
stroke
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P t t t t i lt
Cross Link testing
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A = +/-35 mm;A = +/-70 mm
A = +/-105 mmPrototype test campaign: results
=> Real behaviour of the piston matching the expected unsymetrical behavior.
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Case study: release of several cables together
Cross Link modeling
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Case study: release of several cables together
3D model able to simulate out-of-
plane movements
Cross Links modelling
Logarithmic decrement assessment Remarkable efficiency
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Logarithmic decrement assessment Remarkable efficiency
=> Assessed globally for the several cables connected as a single cablevibrating uses the reaction of others to dissipate energy through the CrossLink piston
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Cross Link aesthetics
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Current 3rd
Bosphorus CrossingConstruction Progress
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Thank you foryour attention
3rd International Bridge Seminar
Mexico City 15-17 May 2014 104
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