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Immersed tube tunnelsCoentunnel project
1
Ir. R.W.M.G. Heijmans
Content
• Basic concept• Coentunnel project• Production and installation• Calculations immersed tube tunnel
- Load cases- Models
• Analysis structural integrity 1st Coentunnel• Tunnel equipment
2
Immersed tube tunnels
• Crossing rivers, lakes and estuaries• Places just below river- or seabed• Short landside approaches
3
Immersed tube tunnelDefinitions
4
Immersed tube tunnelJoints
5
Transport
6
Positioning
7
Immersion
8
Placing and coupling
9
Construction joint
10
• Neoprene-steel waterstops
• Shear keys fortransfer of vertical, horizontal and torsion loads
Immersion joint
11
• Gina gaskets for transfer of horizontal loads and first waterproofing• Omega gasket for secondary waterproofing
FoundationSandflowing
12
Ballasting and back filling
13
Project; Coentunnellocation
Existing Coentunnel 12 tubes with 2 traffic lanes
Interfaces
Two tunnels:2 x 2 lanes in one direction3 lanes in the other direction+ 2 tidal flow lanes
Overview
Production of tunnel elements
Traditional casting basin• Tunnel floor and walls/roof
cast separately• Traditional formwork• Tunnel elements can be
curved
19
Casting yard in Barendrecht
Countermoulding of the tunnelfloor
21
Casting yard
22
Casting yardTraditional formwork
23
Early age crack controlHydratation stresses
• Actual stress �0,5 fctm
24
Busan Geoje Fixed LinkCasting yard
25
Busan Geoje Fixed LinkMoving formwork
26
Oresund production facility
27
Production facility OresundFormwork
28
Sea transport route Barendrecht - Amsterdam
OTAOSailing route tunnel elements
Waves:Operational transport criterium:Hsig <= 2.0 mTz <= 4.5 s, Tp = 6.0 sHTE3 <= 0.20 mSurvival conditionsHsig = 3.5 mTz = 7.0 s, Tp = 9.0 sHTE3 = 0.40 m
Bulkheads with pivot supports
Bulkhead supports
32
Concrete bulkhead and Gina gasket
33
Sea transport
2nd CoentunnelTransport phase, Amsterdam locks
Dia 35
Supports of the tunnel elements
Immersion with pontoons
37
Immersion with pontoons
38
OTAOImmersion Tunnel Element 1
OTAOImmersion Tunnel Element 1
Primary support of the tunnel element
41
Secundary supports
Secondary supports
43
Ballast tanks
Ballast tanks
45
OTAOImmersion Tunnel Element 2/3
Immersion process
47
Immersion of Tunnel Element 4
48
Immersion operation
49
FoundationSand flowing
50
• Temporary foundation blocks
• Hydraulic jacks for controlling the vertical position of the element
• Flow pipes cast in theStructure
Sand pancakes
51
Installation gravel bed
52
Scraded gravel bed•Gravel is placed in ridges across the tunnel trench•Vertical accuracy is controlled by a heave compensation system
Gravel bed
53
Concrete wedges
54
Closure joint
55
• Installation of underwater formwork• Sprayed concrete
Sprayed concrete application in closure joint
56
Immersed tube tunnelStructural design
• Bouyancy and uplift stability• Permanent loads:
- Self weight- Water pressure- Earth pressure- Ballast concrete
• Temperature variations• Traffic loads• Special load cases
- Falling anchors- Sinking ships- Shear keys
Bouyancy and uplift stability• Rebar in RC minimum 2,04% 160[kg/m3]• Rebar in RC maximum 2,55% 200[kg/m3]• minimum volume weight concrete 2310 [kg/m3]• maximum volume weight concrete 2382 [kg/m3]• Total volume weight RC minimum 2423 [kg/m3]• Total volume weight RC maximum 2521 [kg/m3] • minimum volume weight water 1000 [kg/m3]• maximum volume weight water 1030 [kg/m3]
• Required SF Bouyancy 1,04• Required SF uplift stability 1,06
58
Floating stability during sea transport
Requirements from Det Norske Veritas:• The metacenter must be at least 1 meter above the buoyancy
point • Up until an angle of 30 degrees a stabilizing moment must be
present
59
Floating stability
60
Floating stability
61
Scale model tests in wave tank
62
Special load cases: Falling anchorsDesign procedure
- Determine the number of ship movements per yearover the tunnel for each ship class, and anchor weight.
- Determine the probability of anchor loss per schips movement
- Determine the probability that a ship is over the tunnel
- Determine the anchor mass based on theacceptable residual risk
Falling anchorsDesign anchor load probability 1E-6
3425
1.E-09
1.E-08
1.E-07
1.E-06
1.E-05
100 1000 10000 100000
Ankermassa [kg]
Ove
rsch
rijdi
ngsk
ans
per j
aar
Cijfers Haven: ankerverlies
RWS-analyse 2005
1.E-06
max. binnenvaartanker: 2500 kg
1
2
3
Falling anchorsValank study
Falling anchorsspread of the load
F
b
2V1 / b
x
y
Special load cases: Sinking shipsLoad modelling of high ships
h e
h k
Ls
�l�Ls
�RLs
qw,e qw,0
h o
R
qg Fl
x
�l�Ls
�FLs
F
Sinking shipsLoad modelling of low ships
x*R
Rtot
R
Sinking shipsLoading zones
zeeschepen binnenvaart binnenvaart
zinkvoeg/sluitvoeg
mootvoeg
Sinking shipsStatistics
• Cumulative probability distribution of sinking ship load
Conclusion:• For seafaring ships an
acceptable risk of 1x10-6equals a load of 122 kN/m2on the tunnel. Dutch guidelines specify 150 kN/m2.
• For barges the maximum loadis 50 kN/m2.
122
1.E-08
1.E-07
1.E-06
1.E-05
1.E-04
1 10 100 1000
Verdeelde belasting q [kN/m2]
Ove
rsch
rijdi
ngsk
ans
1.E-06
150
Shear key loads
Longitudinal behavior of the tunnel
72
• Temperature effects• Differential settlements• Uneven loads
Immersion joint with Gina gaskets
73
Stiffness Gina gasket
74
Soil spring variations
• ROBK guideline:- One sand body missing- Room for interpretation-> variation of
stiffness of 50%• 3D-analysis and beam model
Shear key loadsSand flow pancakes
k
k
��k
k
k
k
k
k
stortmoot 20-25 m
15 m
15 m
k
k
��k
� k
k
k
k
k
stortmoot 20-25 m
15 m
15 m
Loads and section forces
77
Soil spring variations
Damwand op ¾ van de moot.
Damwand op ½ van de moot.
Locatie Belasting Bedding Variant Opmerkingen
Oost West Oost West
Groundcover
1 1 1 1 A11vv
1 1 1 ½ A11vh
1 1 ½ 1 A11hv
1 1 ½ ½ A11hh
¾ ¾
½
½A11hh-driekwart
½ ½ ½ ½ A11hh-half
Water stops
79
Shear key forces
Shear key forcesTAND- EN BLOKKRACHTEN, MAXIMALE BELASTING
van links naar rechts: onderblokkracht, bovenblokkracht, tandkracht
Tand- en blokkrachten max. belasting insteekhaven
-500
500
1500
2500
3500
4500
5500
Tand
1
Tand
2
Tand
3
Tand
4
Tand
1
Tand
2
Tand
3
Tand
4
Tand
1
Tand
2
Tand
3
Tand
4
Krac
ht [k
N]
B11vvB11vhB11hvB11hhB01vhB10hvB10hhB01hh
Tand- en blokkrachten max. belasting vaargeul
-2000
0
2000
4000
6000
8000
10000
Tand
1
Tand
2
Tand
3
Tand
4
Tand
1
Tand
2
Tand
3
Tand
4
Tand
1
Tand
2
Tand
3
Tand
4
Krac
ht [k
N]
G11vvG11vhG11hvG11hhG10hvG01vhG10hhG01hh
Tand- en blokkrachten max. belasting grondaanvulling oevers
-500
500
1500
2500
3500
4500
5500
Tand
1
Tand
2
Tand
3
Tand
4
Tand
1
Tand
2
Tand
3
Tand
4
Tand
1
Tand
2
Tand
3
Tand
4
Krac
ht [k
N]
A11vvA11vhA11hvA11hhA11hh-1/2A11hh-3/4
Shear key forces
1 m
�V
Shear key load in a 2D framework calculation is thedifference in shear force DV over one meter of the 3D model
Framework calculation
Framework calculationsRounding off of bending moments
Design of the shear keys
• Bearing pressure• Longitudinal reinforcement
• Pressure in thediagonal
• Confinement of thediagonal
• Combination ofcompression and bending
Prestressing of the tunnel element
86
Prestressing
• Influence factors- Length tunnel
element- Point loads
bulkheads- Curvature tunnel
element- Waves - Location support
jacks- Distribution ballast
tanks
87
Roughened face of TE for increased friction
88
Loading situation in floating condition
89
Floating tunnel elements
Prestressing
91
Operational conditionWave: Hs = 2 m T = 6 sec
Survival conditionWave: Hs = 3 m T = 9 sec
Prestressing
92
Design for fire loadsCFD-calculations
93
Design for fire loadsRWS-fire curve
94
T-rebar < 250 °CelsiusT-concrete < 380 °Celcius
Design for fire loads
95
Temperature gradients in the structure with heat resistent cladding
Fire test
96
1st Coentunnel integrity + separation-wall
Cross-section
Loading and boundary conditions
Severe scenario’s
• Realistic approach (PLAXIS-calculations)• Worst-case approach
Scenario calculations
• Results:- Displacements- Bending moments and shear
forces
- Input for 3D-model
Deformations?
u1 u2
Star-lichaamsverplaatsing
90 m
�u30
u1 u2
Kromming
90 m
�u30
Rigid body motion Curvature
3D-model 30 m
• Damage assessment- Current situation (normal crack-pattern)- Add. WC-forces (no additional cracks…)- …and diamond cases (damage)
• Robustness assessment- Damage boundaries
Incomplete foundation
Immersion joints
Gina
Roof
Shear key (ring-shaped dowel)
Floor
Immersion joints
�q xy = ½Vy
�� = ½Vy
druk trek
�q xy = ½Vy
�� = ½Vy
Dw arskracht
Contactspanningen ringdeuvel
ø12
ø16
ø19
ø28
Vfailure: 2800-3400 kNVreal.: 600-1200 kNVworst case: 3570 kN
Large cracks expected before reinforcement activation. gasket will not function anymore.
Immersion joints
�q xy = ½Vy
�� = ½Vy
druk trek
�q xy = ½Vy
�� = ½Vy
Dw arskracht
Contactspanningen ringdeuvel
ø12
ø16
ø19
ø28
Vfailure: 2800-3400 kNVreal.: 600-1200 kNVworst case: 3570 kN
Large cracks expected before reinforcement activation.
gasket will not function anymore.
�q xy = ½Vy
�� = ½Vy
druk trek
�q xy = ½Vy
�� = ½Vy
Dw arskracht
Contactspanningen ringdeuvel
ø12
ø16
ø19
ø28
Vfailure: 2800-3400 kNVreal.: 600-1200 kNVworst case: 3570 kN
Large cracks expected before reinforcement activation.
gasket will not function anymore.
Immersion joints
Concluding…
• Robustness analysis points out:- Robustness calculated in DIANA agrees with RWS risk
diamond- No significant damage in tunnel parts due to worst case
scenario’s- Immersion joints and closure joint are weak parts due to
possible shear failure, which leads to water inflow.
Typical cross section with separation wall
110
Separation wall
111
• Tubes are screwed in• Tubes have Larssen interlock
connections• The void on the in- and
outside is filled with grout
Plaxis FEM calculation
112
Free water surface around a sailing ship
113
Bed level – attenuated bow and stern wave pressure gradients
Stern wave gradient zone Bow wave gradient zoneLowered steady pressure
Attenuated pressure (dhs)Pressure change zone length (Ls)
Attenuated pressure (dhf)Pressure change zone length (Lf)
Zone for stern wave slope Lss Zone for bow wave slope Lfs
2nd CoentunnelCurrent effect on separation wall
114
Return flow
Tunnel Technische Installations:
• MTM(traffic management)• Power supply• Lighting• Drainage• Ventilation• Fire suppression• Communication
115
Traffic management system
• Motor vehicle Traffic Management (MTM)(Verkeersmanagement)- Automatic signalling based on traffic image- Traffic lights and matrix indicator panels- Height detection- CCTV camera observation:
- Speed control- Traffic control- Smoke detection
116
Traffic systems
• Traffic control• Optimizing traffic flow• Detection of accidents• Control during calamities
117
Electrical power supply
• low voltage distribution device
118
Tunnel lighting
• Entrance lighting• purpose:
- Prevent black hole effect - Traffic safety
119
Drainage pumps & pump sumps
• Goal:- To prevent aquaplaning at rainfall- Safe disposal of liquid fuel 4m2/min
120
Drainage system precipitation curves
121
Regenkrommen volgens Braak
0
20
40
60
80
0 20 40 60 80 100 120 140 160 180 200Tijdsduur t [min]
Nee
rsla
g N
[mm
]2 jaar
5 jaar
10 jaar
50 jaar
250 jaar
Drainage system
122
Effective area of pump sump:150 m2Pump capacity: 50 l/s
Tunnelventilation & over-pressure installation escape gallery
123
- Longitudinal ventilation with jet fans- over-pressure ventilation of escape gallery and
staircases- Escape doors to the central gallery every 100
meter- Purpose:
- Traffic emission- Reduction of NOx, CO, Benzene centration- Maintain visibility
- Smoke control during fire:- Smoke free evacuation of passengers- Smoke free access of emergency services
Ventilation, clusters of jet fans
124
Escape doors
• Designed:• 1 hour @ 1100-1350 °C• Hydrocarbon fire
125
Firefighting
126
Communication, Control & transmission
- Communication- Intercom in emergency cabinets- HF radio antenne- Load speakers- Pictograms for excape routes
- SCADA, (central) control systems & transmission
- PLC’s, copper of glass fibre connections in the tunnel, service buildings and traffic control center
127
for your attention.
the result …
128
…. and thanks
Imagine