lake mead intake no 3 tunnel - eth z
TRANSCRIPT
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Schuerch, R., 2015, Lake Mead Intake No 3 Tunnel 7.5.2015
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Lake Mead Intake No 3 Tunnel
Roberto Schuerch, ETH Zurich
Lake Mead
Lake Mead Intake No 3 Tunnel
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Lake Mead
Intake Structure
Sadd
le Is
land
Access Shaft
Intake Tunnel
Lake
shor
e D
rive Water
Treatment
Facility
N
0.5 km
5 km
Lake MeadTunnel
Las Vegas
Hoover Dam
Lake Mead Intake No 3 Tunnel
Power, flood control, water storage, regulation, recreation
Hoover Dam (1934-1936)
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1983
2015
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2015
highest water level
today’s water level
Intake Nr. 1
Intake Nr. 2
Intake Nr. 3
260
280
300
320
340
360
380
1980 1990 2000 2010 2020
Year
2.7 m/Year
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shaft
Lake Mead Intake No 3 Tunnel
tunnel intake structure
±0
-100m
hydr. pressure ≤ 14 bar 1000 m
Length 4.75 km
Diameter 7.2 m
metamorphic rocks
Lake Mead Intake No 3 Tunnel
±0
-100m
1000 m
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sedimentary rocks
Lake Mead Intake No 3 Tunnel
±0
-100m
1000 m
Major hazard scenarios
Face instability
fs
seepage forces fs
contour lines of piezometric head
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Major hazard scenarios
Face instability
Jamming of the shield
Unmanageable high water inflow
hybrid TBM ø 7.22 m
Closed mode:Screw conveyor retractedMucking-out via hydraulic circuitFace support by pressurized slurry
Open mode:Screw conveyor mounted
Lake Mead Intake No 3 Tunnel
±0
-100m
1000 m
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Aid to decision making – consulting tasks
Design phase (based upon excepted geological conditions): - Tunneling operational plan (TOP)- Tunneling condition assessment report (TCAR)
Excavation phase:- Decision support during excavation- Decision Tree (applies in case of deviations from the expected geological
conditions)- Analysis and interpretation of TBM data and of geological conditions
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TOP – operational modes
Open mode (OM) excavation
Closed mode (CM) excavation at low (4.5 bar)high (4.5-10 bar) and very high support pressure (> 10 bar)
Auxiliary measures:
permanently
minor disassembly
drainage via 3/6 boreholes
- Drainage boreholes
- Grouting
Experience of TBM tunneling
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11.02.2012
08.09.2012
06.04.2013
02.11.2013
31.05.2014
27.12.2014
+0 25+00 50+00 75+00 100+00 125+00 150+00
Station [ft]
±0
-100m
Metamorphic rock: 53 m/month
Sedimentary rock: 192 m/month
Tunnel advance
±0
-100m
1000 m
Advance12%
Ring built12%
Stop76%
Overall TBM utilization:
±0
-100m
Tunnel advance
±0
-100m
1000 m
0% 10% 20% 30%
Overall
Metamorphic rock
Sedimentary rock
Netto advance / total time [-]
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TBM operation
±0
-100m
±0
-100m
1000 m
Open modeClosed mode
0% 25% 50% 75% 100%
Open mode
Closed mode at low to high support pressure (< 10 bar)
Closed mode at very high support pressure (> 10 bar)
Percentage of tunnel length [-]
design applied
0% 25% 50% 75% 100%
Open mode
Closed mode at low to high support pressure (< 10 bar)
Closed mode at very high support pressure (> 10 bar)
Percentage of tunnel length [-]
design applied
±0
-100m
TBM operation
±0
-100m
1000 m
Open modeClosed mode
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Encountered geological conditions
±0
-100m
±0
-100m
1000 m
0% 25% 50% 75% 100%
Metamorphic rock
Sedimentary rock
Fault zones
Percentage over the tunnel alignment [-]
prognosed
encountered
Metamorphic rock
±0
-100m
1000 m
Highly fractured rock mass
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Highly fractured rock mass
Extremely high water inflow when lowering the support pressure
Metamorphic rock
±0
-100m
1000 m
372 m3/hr
Highly fractured rock mass
Extremely high water inflow when lowering the support pressure
Maintenance works not possible (unmanageable amount of water)
Metamorphic rock
±0
-100m
1000 m
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“pop-rock”
Highly fractured rock mass
Extremely high water inflow when lowering the support pressure
Maintenance works not possible (unmanageable amount of water)
Face inspection dangerous due to local instabilities (sudden rockfall)
Metamorphic rock
±0
-100m
1000 m
Cutterhead repair in the metamorphic rock
Metal pieces of the cutterhead at the separation plant
Drop of the TBM penetration
Inspection/maintenance required
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Cutterhead repair in the metamorphic rock
Metal pieces of the cutterhead at the separation plant
Drop of the TBM penetration
Inspection/maintenance required
→ 3 campaign of grouting
400 Tons of grouted cement
Cutterhead repair in the metamorphic rock
Metal pieces of the cutterhead at the separation plant
Drop of the TBM penetration
Inspection/maintenance required
→ 3 campaign of grouting
→ unsuccessful due to geometrical limitation of the drilling pattern(but enough to carry-out maintenance at the slurry lines)
High water inflow
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Cutterhead repair in the metamorphic rock
CH repair in a isolated pegmatite block of sound rock
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Cutterhead repair in the metamorphic rock
Niche excavation in front of the cutterhead (April 1, 2013 to April 12, 2013)
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Cutterhead repair in the metamorphic rock
11.02.2012
08.09.2012
06.04.2013
02.11.2013
31.05.2014
27.12.2014
+0 25+00 50+00 75+00 100+00 125+00 150+00
Station [ft]
Cutterhead repair in the metamorphic rock
±0
-100m
1000 m
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Clogging
Tmc3
Silt or clay Sand Gravel
0%
25%
50%
75%
100%
Sedimentary rock
±0
-100m
1000 m
0%
10%
20%
30%
40%
50%
60%
Penetration [mm/rev]
open modeclosed mode
Tmc3
Sedimentary rock
±0
-100m
1000 m
Clogging
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Sedimentary rock
Clogging
Soil-like muck
±0
-100m
1000 m
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Clogging
Soil-like muck
Mucking-out difficulties in open mode (for Q > 25 m3/h)
Sedimentary rock
±0
-100m
1000 m
Workingchamber
(p = psupport)
Drillingchamber(p = patm)
Damage of the cascade sealing system (leakage between pressurized chambers) due to the unexpected length over which the TBM had to be operated at extremely high support pressure
Cascade sealing
Repair of the cascade sealing system
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Repair of the cascade sealing system
Niche excavation in front of the CH Forward push of the cutterhead for sealing substitution
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Repair of the cascade sealing system
±0
-100m
±0
-100m
1000 m
11.02.2012
08.09.2012
06.04.2013
02.11.2013
31.05.2014
27.12.2014
+0 25+00 50+00 75+00 100+00 125+00 150+00
Station [ft]
Open modeClosed mode
17.12.2014
TBM-docking
±0
-100m
±0
-100m
1000 m
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Tremie concrete
Intake structure
Construction of the intake structure
TBM-docking
Final TBM approach to the intake structure:- Closed mode with full compensation of the hydrostatic pressure during breakthrough (“flooded shaft” principle)- No advance exploration or grouting (risk of concrete cracking and/or blow-out)
TBM-docking
TBM
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Intake structure
“Soft-eye” (0.5 m fiberglass-reinforced concrete wall)
Excavation of the “soft-eye“ (breakthrough)
TBM-docking
TBM
TBM-parameters for breakthrough:
- Thrust force dependent on the advance in the soft-eye
- Small penetration (about 1.5 mm/rev)
- High rotational speed (3.5-4.5 rpm)
35
38
41
44
47
0 100 200 300 400
Th
rust
fo
rce
[MN
]
Penetration in the soft-eye x [mm]
x
TBM-docking
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Final position of the TBM
TBM-docking
TBM
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Photo
Underwater inspection
TBM-docking
TBM
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Bulkhead
Bulkhead
Lowering of the bulkhead and emptying of the intake chamber
Intake chamber
TBM-docking
TBM
Bulkhead
TBM-docking
TBM Photo
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Thickness of the collapsed soft-eye 12 cm only!
TBMPhoto
TBM-docking
The end
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References
Anagnostou, G., Cantieni, L., Nicola, A., Ramoni, M. (2010) Lake Mead No 3 Intake Tunnel – Geotechnical aspects of TBM operation Tunnelling. North American Tunnelling Conference, Portland, 125-135.
Anagnostou, G. (2014) Some critical aspects of subaqueous tunnelling. WTC 2014, Iguassu Falls.
Anagnostou, G., Schuerch, R., Ramoni, M. (2014) TBM tunnelling in complex rock formations. MIR 2014, Torino, 307-331.
Nickerson, J., Bono, R., Cimiotti, C., Moonin, E. (2015) Lake Mead Intake No. 3 – TBM Tunneling at High Pressures. RETC2015, New Orleans.
Nicola, A., Nickerson, J., Bono, R., Donadoni, N., Anagnostou, G., Schürch, R., Zingg S. (2014) Lake Mead Intake Tunnel No. 3 – A step beyond the limits. Swiss Tunnel Congress, Lucerne, 166-173.