02-hålogalandsbrua iabse denmark mini-seminar 2013.ppt [read-only] [compatibility mode]
TRANSCRIPT
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Nov 2012 Norsk Ståldag 2012
Hålogaland Suspension Bridge, Narvik, Norway
Narvik
Bjerkvik
IABSE Denmark Mini-seminar 2013
Lars Jensen COWI A/S
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June 2009 Hålogaland Bridge, Strait Crossings 2009
Introduction
Scope of Work:
� Basic design for 2 suspension bridge solutions incl. construction costestimates
� Detailed design for 1 suspension bridge solution
COWI Team:
� COWI Project management, global and aerodynamicanalyses, cable structures, steel box girder, cable anchorages, approach viaducts
� Dissing+Weitling Architect
� Johs Holt Pylons incl. foundations
� NGI Expert rock cable anchorages and foundations
Client: Norwegian Public Roads Administration, Region North
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Nov 2012 Norsk Ståldag 2012
Hålogalandsbrua
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Hålogaland Bridge
2007-2008: Basic Design and construction cost estimates
2009-2010: Tender Project (Detailed Design)
2012: Financing finally approved by Stortinget
2012: Tender documents finalised
2012 (Oct): Road and rock works tendered
2013 (Feb): Concrete works tendered – contract in June
2013 (Apr): Steel and cable works tendered – contract in August
2017: Bridge to be completed
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Bridge layout
Challenges:
� Aerodynamic issues
� Inclined cable system
� Pylon foundations at level -30 m
� Transition from Clients standard rules to Eurocode during the project period
� Eurocode – Hålogaland Bridge is the first suspension bridge in Norway designed in accordance with Eurocode
� International contractors and suppliers?
– Text on all drawings is in Norwegian as well as English
– Particular specifications prepared in Norwegian as well as English
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Bridge layout
Characteristics:
� Single span suspension bridge
� Second longest main span in Norway, 1145 m
� Span to sag ratio is 9.5
� Cables anchored directly to the rock
� Vertical navigation clearance 40 m above high water
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Bridge deck
Cross section:
� Closed steel box girder
� Total width of bridge deck 18.6 m
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Bridge deck
General arrangement:
� Deck panel: 14 mm deck plate, 6 mm trough stiffeners
� Bottom panel: 8 mm bottom plate, 6 mm trough stiffeners
� Diaphragms each 4.0 m
� Steel grade: NS EN 10025 S355N or M
� Steel quantity 7100 t – equivalent to 480 kg/m2
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Bridge deck
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Bridge deck
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Bridge deck
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Main cables
General arrangement:
� 5.38 mm wires – breaking strength 1770 MPa
� Design is based on air spinning as constructionmethod – similar to Hardanger Bridge
� 19 strands in main span – each having 328 wires
� 6232 wires in total - area 0.142 m2
� Cable diameter after compaction 0.478 m
� Additional strands in side spans due to local site constraints
� Tender is also open for PPWS as constructionmethod – 60 strands in main span each having91 wires of 5.75 mm diameter
� Steel quantity approx 4000 t
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Main cables
Dead load, cables 16%
Dead load, steel deck 40%
Dead load, pavement 18%
Dead load, equipment 4%
Dead load, total 78%
Traffic 16%
Wind and temperature 6%
Distribution of unfactored tension for 1770 MPa cables
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Main cablesApplication of high strength steel
General data for main
cables
Unit 1570 MPa 1770 MPa 1860 MPa
Cable area m2 0.165 0.142 0.133
Cable, diameter mm 515 478 464
Cable steel quantity t 4675 4020 3780
Cable wires – breaking strength:
� 1570 MPa – Storebælt, Denmark (opened 1998)
� 1770 MPa – Akashi-Kaikyo, Japan (opened 1998)
� 1860 MPa – Yi Sun-Sin, Korea (opened 2012)
� 1960 MPa – 3 bridges under construction, Korea (planned 2014-2018)
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Main cablesApplication of high strength steel
Cable wire
strength
Area ∆∆∆∆-quantity Deflection Cable
diameter
1570 MPa 116% + 655 t 89% 0.52 m
1770 MPa 100% - 100% 0.48 m
1860 MPa 94% - 240 t 105% 0.46 m
Conclusions:
� Cable forces due to dead load and cable quantities are reduced by adopting the highest possible cable wire strength
� Thereby significant cost savings are obtained in cables and anchorages
� Related savings are obtained in pylons, foundations and construction time
� Smaller wind load due to smaller cable diameter
� Slightly increased deflections
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Pylons
General arrangement:
� Slender
� A-shaped, concrete, inclined cable planes
� Simple geometrical shape
� Light appearance due to tapering downwards
� Landmark for the region
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Cable structuresSaddles
Tower saddles:
� Welded steel structures
� Steel grade:NS EN 10025 S460N eller M
� Ribs: 50-60 mm
� Troughs: 80-120 mm
� Quantity approx 50 t
� "Open" structures – easy to inspect and maintain
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Cable structuresHangers
General arrangement:
� Locked coil cables – 130 t
� EN 12385-10 – 1570 MPa
� Min breaking load 4.89 MN
� Diameter 70 mm
� Painted
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Cable structuresCable clamps
General arrangement:
� Cast steel or welded steel structures – 50 t
� Membrane: 20 mm
� Eye plate: 55 mm, 15 mm cheek plates
� Stål grade: Cast steel NS EN 10293 G20MN5+QT eller NS EN 10025 S355NL
� Bolts easy to inspect and replace
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Aerodynamic issues
Challenges:
� Document sufficient critical wind speed
� Avoid vortex shedding excitation of the steel box girder
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Critical wind speedBackground
Requirement for Hålogaland bridge is 63.1 m/s
Documented critical wind speed for box girder suspension bridges
upper limit?
øvre grænse?
0
20
40
60
80
100
120
140
0 20 40 60 80 100
Cri
tical
win
dsp
eed
(m
/s),
win
dtu
nn
el te
sts
Span/main cable distance
Storebælt (østbro)
Höga Kusten
Bosporus 1
Bosporus 2
Severn
Lillebælt
Askøy
Trekantsambandet
Humber
Hålogaland spænd/afstand kabler
øvre grænse?
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Critical wind speedWind tunnel tests
Criticalwind speed:
71 m/s
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Vortex shedding excitation
The box section is arranged in such a way that the slope of the lower inclined side plates is at 15.8 degrees in relation to the horizontal bottom plate
< 16°°°°
Thereby the sensitivity to vortex shedding excitation is reduced and it is not required to install guide vanes
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Corrosion Protection Systems for Cables
New system:
� Dehumidification by dry air flow through the cables in addition to galvanizing of the cable wires
� Effectiveness is proven on suspension bridges in Denmark, Sweden, France and Japan
Background for new system:
� Nowadays design lifetime up to 200 years is required (Messina Bridge)
� Life Cycle Costs for bridges shall be minised
� System is developed based on experience gained from application of dehumidification systems in closed steel box girders
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Corrosion Protection Systems for Cables
Features of dehumidification system:
� Complete corrosion protection of the cables
� Cables enclosed in an atmosphere with relative humidity below 60% - thereby corrosion cannot occur
� System provides overpressure in the cables - thereby water/moisture cannot enter the cables through any leaks
Dehumidification system comprises 3 major components:
� Sealing system for the cables
� Dehumidification system producing and blowing dry air through the cables
� Control and monitoring system for system functionality, relative humidity, temperature, flow and pressure
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Corrosion Protection Systems for Cables
Component 1: sealing system:
� Elastomeric wrap for cable sections between cable bands
� Applied under tension with a 50% overlap
� Special details developed for cable bands etc. using combinations of sealer strips and adhesive caulk
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Corrosion Protection Systems for Cables
Component 2: dehumidification system:
� Produces dry air and blows it through the cables – max 40% relative humidity at injection points
� Overpressure inside the sealed cables - at injection points max. 2.5 kPa
� Components: dehumidification plants, injection points and exhaust points
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Corrosion Protection Systems for Cables
Component 3: control and monitoring system:
� Temperature, relative humidity, flow and pressure are measured at all injection and exhaust sleeves for permanent monitoring of system operation and documentation of corrosion protection
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Corrosion Protection Systems for Cables
Hålogaland Bridge:
� Handbook 185 requires dehumidification of main cables
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Nov 2012 Norsk Ståldag 2012
Hålogalandsbrua, hengebrualternativ
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Nov 2012 Norsk Ståldag 2012
Hålogalandsbrua, hengebrualternativ
![Page 32: 02-Hålogalandsbrua IABSE Denmark Mini-seminar 2013.Ppt [Read-Only] [Compatibility Mode]](https://reader030.vdocuments.site/reader030/viewer/2022033107/577cc7861a28aba711a13651/html5/thumbnails/32.jpg)
Nov 2012 Norsk Ståldag 2012
Hålogalandsbrua, hengebrualternativ
![Page 33: 02-Hålogalandsbrua IABSE Denmark Mini-seminar 2013.Ppt [Read-Only] [Compatibility Mode]](https://reader030.vdocuments.site/reader030/viewer/2022033107/577cc7861a28aba711a13651/html5/thumbnails/33.jpg)
Nov 2012 Norsk Ståldag 2012
Hålogalandsbrua, hengebrualternativ
![Page 34: 02-Hålogalandsbrua IABSE Denmark Mini-seminar 2013.Ppt [Read-Only] [Compatibility Mode]](https://reader030.vdocuments.site/reader030/viewer/2022033107/577cc7861a28aba711a13651/html5/thumbnails/34.jpg)
Nov 2012 Norsk Ståldag 2012
Hålogalandsbrua, hengebrualternativ
![Page 35: 02-Hålogalandsbrua IABSE Denmark Mini-seminar 2013.Ppt [Read-Only] [Compatibility Mode]](https://reader030.vdocuments.site/reader030/viewer/2022033107/577cc7861a28aba711a13651/html5/thumbnails/35.jpg)
Nov 2012 Norsk Ståldag 2012
Hålogalandsbrua, hengebrualternativ
![Page 36: 02-Hålogalandsbrua IABSE Denmark Mini-seminar 2013.Ppt [Read-Only] [Compatibility Mode]](https://reader030.vdocuments.site/reader030/viewer/2022033107/577cc7861a28aba711a13651/html5/thumbnails/36.jpg)
Nov 2012 Norsk Ståldag 2012
Hålogalandsbrua, hengebrualternativ
![Page 37: 02-Hålogalandsbrua IABSE Denmark Mini-seminar 2013.Ppt [Read-Only] [Compatibility Mode]](https://reader030.vdocuments.site/reader030/viewer/2022033107/577cc7861a28aba711a13651/html5/thumbnails/37.jpg)
Nov 2012 Norsk Ståldag 2012
Hålogalandsbrua, hengebrualternativ
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Nov 2012 Norsk Ståldag 2012
Hålogalandsbrua, hengebrualternativ