Geological Conditions

Transcripción

PORTO
Jornadas “TÚNELES Y EXCAVACIONES EN GRANITO” Abril 2010
PORTO
Project and construction of
Underground
U
de g ou d stations
stat o s a
and
d tu
tunnels
es
(TBM and NATM) in heterogeneous
masses for Metro do Porto.
António Viana da Fonseca ([email protected])
António Topa Gomes ([email protected])
Jornadas
Jornadas“TÚNELES
“TÚNELES YY EXCAVACIONES
EXCAVACIONES EN
EN GRANITO”
GRANITO” Abril
Abril 2010
2010
1
Metro do Porto
Project and
construction
System of Light Metro of the
Metropolitan Area of Porto
Metro do Porto
INDEX

The Project
 Geological Conditions
 Tunnels:
- TBM (sellection and adaptations) and other solutions
- Monitoring and Control Tunnels
Underground stations:
pp
or unsupported
pp
shafts ((arch effects))
- Cut and Cover: active support
- Cavern with access shafts (unsupported) and mining by NATM
Building Risk Analysis:
- Surveying Procedures (limits and alerts; reactions and solutions)
2
Metro do Porto
And there has been a
POPULAR MYTH
An underground metro
would never be a reality
in Porto !!!
The granite is impenetrable?...
Metro do Porto
The Project
3
Metro do Porto. Routes
Reconvertion of more than
50Km of existing lines.
Construction of 13 km of
surface
f
new lines.
li
Construction of 7 Km of
tunneling new lines.
Construction of 2 Principal
Interface Structures.
74 Stations with decks of 70m
length and 0,30m height.
11 Underground Stations.
19 Rehabilitation and
modernization of existing
Surface Stations.
44 New Surface Stations.
Metro do Porto. Routes
9
8
7
14
6
-
Túnel (Tuneladora)
E st. Heroísm o
E st. 24 de A gosto
Trindade (D . Redes p/ Trincheira)
M atosinhos - P .I. V ia Rápida
p/ V ia
M atosinhos - D esvios Redes p
P M O Guifões
Ram al acesso P M O Guifões
M aia (D esvios Redes e P lataform a)
13
6
6
1
2
3
4
5
6
7
8
9
Main Undergro
ound Stations
L eg en d a:
Frentes
F
ren tes de
d eObra
O b raactiv as
Frentes
de
obra
emem
Jan/20
01
activas
O
u t/2001
activas
em
FEV
2002
12
5
Line S
11
15
Line C
4
10
1
3
2
Tunneling new lines
4
Metro do Porto
Geological Conditions
Metro do Porto. Geological Conditions
Distribution of Porto Granite
Iberian Granites
5
Geological complexity of the region
Do uro
r
Rive
SZ
PT
CIZ
OMZ
1
2
3
4
5
6
CIZ – Central Iberian Zone;
OMZ – Ossa-Morena
O
M
Z
Zone;
PTSZ – Porto-Tomar Shear
Zone;
(1) Cenozoic cover deposits;
(2) Cambrian – CIZ (Schist and
Graywacke Complex);
(3) Precambrian
metassediments – OMZ;
(4) Madalena granite (late
orogenic);
(5) Ermesinde granite (hybrid
sin-tectonic);
(6) Porto granite (peraluminous
sin-tectonic)
Prevailling conditions of Porto Granite - “All Weathering Grades“
irregular geometry between weathered and sound rock mass
6
Erratic profiles of highly weathered to sound granitic masses
Metro do Porto. Geotechnical Characterisation
Fract.
RQD
NSPT
Geomechanical
Group
G1
G2
G3
G4
G5
G6
G7
Weathering
(W)
W1
W2
W3
W4
W5
W5/W6
n.a.
Fracturation
(F)
F1-F2
F2-F3
F3-F4
F4-F5
n.a.
n.a.
n.a.
GSI
NSPT
65-85
45-65
30-45
15-30
n.a.
n.a.
> 50
< 50
var.
RO
OCK
G1
G2
G3
G4
Ru (Mpa)
90-150
30-90
10-35
1-15
(kN/m3)
25-27
25-27
23-25
22-24
SOIL
Geomechanical classification & characterization
G5
G6
G7
NSPT
> 50
< 50
variable
 (kN/m3)
19-21
18-20
18-20
mb
7.45
32
3.2
0.98
0.67
s
Ed (GPa)
6.9E-2
35
7 5E-3
7.5E-3
10 7
10.7
7.5E-4
1.0
0
0.4
c’ (Mpa) ’ (°) Ed (GPa)
0.01-0.05 32-36 0.05-0.20
0-0.02
30-34 0.02-0.07
0
27-29
<0.05
7
Metro do Porto. Geotechnical Characterisation
Number of boreholes (1st phase):
classical (drilled) and DPR (continuous parameter recording)
Drilled Boreholes
Work
Conventional rotary Parameters recording (DPR)
Nº
Comp.(m)
Nº
LINE C
122
3522
18
Comp.(m)
592
LINE S
75
2068
11
288
LINE J
10
560
-
-
Stations Line 'C'
74
1164
-
-
Stations Line 'S'
117
3004
-
-
398
10318
29
880
TOTAL
26,4 m
17,0 m
10,5 m
Metro do Porto. Geological Conditions vs operation mode
Quality of Porto Granite and
possible alternative EPB operation modes
OPEN
N
mode
e
1. Granitic mass sound or slightly weathered, no
weathered material in the discontinuities.
Operation
mode-TBM
2. Granitic mass with very weathered material in
fractures; these fractures may communicate with
overlaying parts of completely weathered granite.
4 Very weathered or completely weathered granite
4.
with blocks of the rock core.
CLOSED
D
mode
3. Very weathered or completely weathered granite
(almost granular soil with little or no cohesion).
5. Mixed conditions with both sound mass and completely weathered granite appearing in the face.
In all cases the water table is above the tunnel crown
8
Metro do Porto. “Campanhã” Station - Assessment of Geology
Line S
(underground)
g7
g6
g5
g4
g3
g2
g3
g2
Metro do Porto. “Campanhã” Station - Assessment of Geology
Line C
(underground)
g7
g6
g5
g4
9
The Geological Model
Features in weathered masses of granitic and other
igneous rocks.
R. Fell et al. 1992
Weathering profile
Begonha and Braga, 2002
Geology of Porto Granite
“All Weathering Grades“
10
Weathered Granite (left) underlaying
Sound Granite (right) in Places
fresh
granite
weathered
granite
11
Diverse
weathering
Multiple
solutions
Multiple solutions
12
Mixed solutions
Same station, North Side versus South Side
Unsupported shafts: the importance of water
level
lowering
13
North Side: Preparing the breakthrough of TBM
Jet-Grouting
Type II
South Side
Preparing
the
“intrusion” of
the TBM nails of
fibreglass
Tunnels
TUNNELING BORING
MACHINE
“Earth Pressure Balance”
14
Metro do Porto. Geological Conditions for TUNNELING
Tunneling - assesment of geology
Predicted geology for the Heroismo mined station, assessment by Transmetro
Tunnels. Geological and Geotechnical Conditions
Geological mapping at the face
15
Metro do Porto. Tunnel geometry
Geometry
D
D
D
A
A
D
A
C
C
C
A
C
B
B
F+T
MV
LV
INTERNAL GABARIT
MINIMUM CURVES’ RADIOS
MAXIMUM SCALES
-  TBM 1:
7,80 m
- Horizontal:
200 m
- Scale:
-  TBM 2:
8,00 m
- Vertical:
500 m
140 mm
Gabarit: Gabarit taking the vehicule dynamics, Catenarie, Free passage (0.70m), tubes for
cables, Via (STEDEF type), Signals, Ilumination…
Tunnels. TBM - project
Project conditions
Tunneling internal diameter:
7.8 – 8.0m
Lined with a tapered universal ring:
1.4m long and 300mm thick
Consisting of :
6+1 pre-cast, reinforced concrete segments
The tappered rings allow:
a minimum radius of 200m
16
Tunnels. TBM (EPB) - Ring Support
Supportin rings – a PUZZLE !!!
Tunnels. TBM (EPB) - Ring Support
17
Tunnels. TBM – Earth Pressure Balance (EPB)
Project conditions
Overburden thickness ranges:
10m – 30m
With a minimum value of:
3m – 4m
underneath sensitive buildings
(more than 2000 buildings in the influence zone)
A complex geologic ambient:
Weathered Granite
Porto
Weathered Granite
Weathered “Granito do Porto“ exhibits a METASTABLE structure,, which
can accentuate a potential for collapse, depending on the high porosity
and reduced cohesive strength of the loosed/leached residual soil.
18
Metro do Porto. TBM - Geological Conditions
Porto
Weathered Granite
Weathered “Granito do Porto“ exhibits a METASTABLE structure,, which
The water table is located 10-25m above the tunnel, rarely following the
shape of the surface topography.
Metro do Porto. TBM - Geological Conditions
Porto
Weathered Granite
Weathered “Granito
Granito do Porto“
Porto exhibits a METASTABLE structure, which
The water table is located 10-25m above the tunnel, rarely following the
shape of the surface topography.
ADITIONALLY: a large number of old wells and “minas“ (old and small
handmade water tunnels),
tunnels) with no register...).
register ) The vast number of these
elements have modified the hydro-geological characteristics of the
ground; so, the water MOVES NOT ONLY IN THE POROUS MEDIUM
AND FRACTURES, but ALSO ALONG THESE CHANNELS (MINAS...).
19
Tunnels. TBM
TUNNELING BORING MACHINE
Selection Criteria
Tunnels. Geology vs Tunneling Boring Machine
Geology - Criteria for Selection of TBM (Babendererd et al 2004)
Rock Strength
Unilat.
compr.
MPa
cohesion
Cu
KN/m²
Face
Support
Shield
> 250
-
-
-
250
100
Rock
-
Jointing
RQD Distanc
e
100
>2m
90 %
90
75 %
2.0
2
0
0.6 m
0.6
0.2 m
-
behind
TBM
100
50
-
behind
TBM
75
50 %
50
25
-
recom.
behind
TBM
50
0.2
25 % 0.06 m
25
5
-
recom.
5
1
<1
Soil
Rock Structure
Lining
Install.
recom. required
< 25 %
Grain size
< 0.02
mm
< 0.06
mm
< 0.06
m
Water Ingress
Face
Support
Shield
Lining Install.
-
-
-
-
behind TBM
Volume
per 30m³
Consequences
on
unlimited
pump capacity
unlimited
pump capacity
-
possible
behind TBM
> 20 l/s
pump capacity
possibly
mech.
recom.
in
TBM
area
> 10 l/s
face support
mech.
required
under shield
> 5 l/s
face support
under
shield
< 0.06
< 25 %
m
mech.,
possibly required
EPB/Slurry
under shield
> 2 l/s
methodology
< 0.06
< 25 %
m
under shield
> 2 l/s
methodology
required
under
shield
vary
mech.,
possibly required
EPB/Slurry
30
10
recom. required
under
shield
> 30 %
mech.,
possibly required
EPB/Slurry
under shield
> 2 l/s
methodology
10
5
recom. required
under shield
immed.
grout.
> 20 %
< 50 %
EPB /
Slurry
required
under shield
immed.
grout.
> 2 l/s
methodology
5
1
required required
> 10 %
< 30 %
EPB /
Slurry
required
under shield
immed.
grout.
> 2 l/s
methodology
< 20 %
EPB /
Slurry
required
under shield
immed.
grout.
> 2 l/s
methodology
> 30
0
-
under shield
immed.
grout.
under shield
immed.
required required
grout.
> 10 %
20
Metro do Porto. TBM - Design
Tunneling Design Approach
TBM Advance Plan
Due to the extreme variability, EPB‘s OPERATED IN CLOSED MODE.
Tunnels. Geology vs Tunneling Boring Machine
Geology
Weathered Granite
Different Cohesion Different Permeability !...
21
TBM Advance Plan
Due to extreme variability, the EPB‘s OPERATED IN CLOSED MODE.
A special care to avoid any excessive displacements or subsidence due
to volume loss ahead, above and behind – implied a PAT (“Plan of
Advance of TBM“), which included, in adition to design information, a
TBM Advance Plan
“report on the evaluation of the TBM working parameters“,
containing the definition of the reference value and the relevant
operational range for:
22
TBM Advance Plan
- face support pressure;
- apparent density of the muck in the chamber;
- weight to be extracted a each ring;
- longitudinal grouting pressure and volume; and,
- aditional bentonite slurry injection volume and pressure.
TBM Advance Plan
23
TBM Advance Plan
TBM Advance Plan
24
TBM Advance Plan
EPB Characteristics
Injection of Conditioning Additives into Tool Gap
Cutter Head Diam.:
8.74 – 8.94m
Max. Tunneling
Thrust Force:
70,613 kN
Max. Cutterhead
Thrust Force:
22,200 kN
Max. Cutterhead
Torque:
12,900 kN
Breakaway Torque:
15,000 kN
Total Installed
Power:
Approx. 4 MW
25
Tunnels. Criteria for selection of TBM
Selection of TBM
Type of Face Support: (1) Pressurized Slurry
Selection of TBM
Type of Face Support: (2) Pressurized Earth Paste (EPB)
Fill
Weathered
Granite
Working Chamber
Additives
Cutter Head
Screw
Conveyer
Pressure Cells
26
Range of Slurry- and EPB- TBM Application
Considering Grain-size Distribution
Ton
Schluff
fein
Sand
mittel
grob
fein
Kies
mittel
grob
fein
Steine
mittel
Blöcke
[%]
grob
100
1
2
8
90
3
80
4
5
70
6
60
50
40
30
Slurry-TBM drives
1. Lyon
2. Hamburg
3. Grauholztunnel
4. Wesertunnel
5. Zürich, Hermetschloo-Werdhölzli
6. Zürich, Thalwil
7. Portland, Gravel Alluvium
8. Wittenberg (polymer suspension)
20
7
10
0
0,002
0,006
0,02
0,06
0,2
0,63
2
6,3
20
63
100
200
1000
100
90
80
70
60
50
9
40
10
EPB-TBM drives
9. Essen, U-Bahn Los 32/33
10. Milano, Passante Ferroviario
11. Metro Porto
11
30
20
10
0
0,002
0,006
0,02
0,06
0,2
0,63
2
6,3
20
63
100
200
1000
Grain-size [mm]
Slurry limitation
High content of fines < 0,06 mm
requires expensive separation process
EPB limitation
High permeability k > 10-³
requires intensive conditioning
27
Monitoring of the EPB machine
Control of Excavated Material
(
(weight)
g )
Reaction procedure :
28
Tunnels. TBM (EPB) - Emergency
In an emergency situation
The responsible engineer is called
Unpredictable situation occurs
The instructions are implemented
O.K.?
The excavation proceeds
Meanwhile:
The foreman is called The supervisor and manager
are advised
Emergency Procedure
Emergency Procedure
Tunnels. TBM (EPB) - Emergency
29
Tunnels. TBM (EPB) – Failure!
Two Major Accidents !...
Tunnels. TBM (EPB) – Failure!
The second, in 12 Jan. 2001,
was dramatic !...
A sink hole was induced after 30m
of the passing of the face.
A house was swallowed and
an old lady was killed !...
30
Tunnels. TBM (EPB) – Solution
From the
F
th problem
bl
to
t
the solution !
Panel Specialists
A. Cardoso (FEUP)
S. Babendererde
E. Hoek
P. Marinos (NTUA)
Tunnels. TBM (EPB) - Classical
The special case of Porto
Requirements for Closed Mode
Geological Risks
Weathered Granite in all stages with variable cohesion
and variable permeability
Classical EPB- TBM Process Risks
- No sensitive control instrumentation
- Overcharge of TBM operator for decisions to adapt
operation procedure to changed ground conditions
31
Classical EPB - TBM
Operation mode
open mode
semi open mode
closed mode
not clearly defined
Criteria ?
Muck extraction
via belt conveyor
Open mode?
Muck extraction
via screw conveyor
Closed mode?
Classical EPB - TBM
Control instrumentation not sensitive enough to react on frequent
changes of geotechnical properties in heterogeneous geology.
O
Operation
i Panel
P
l
Process steering by operator
without reliable automatism
32
Earth Press
sures Sensors: (7+2) a
and (9+2)
Tunnels. TBM (EPBm) - Face Support

Transfer of Support Pressure

33
Tunnels. TBM (EPBm) - Modified
SPECIAL FEATURES OF EPBM
The following modifications were made to the configuration:
 SET UP OF AN ACTIVE SECONDARY FACE SUPPORT (SFSS):
an automatic SYSTEM that pumps bentonite slurry into the
excavation chamber, whenever the pressure drops below a
preset value;
34
preset value;
 INSTALATION OF AN EMERGENCY DOUBLE PISTON PUMP
(EDPP) AFTER THE SCREW CONVEY,
in order to deal with the liquid muck and uncontrollable
support pressure oscillations;
preset value;
 INSTALATION OF AN EMERGENCY DOUBLE PISTON PUMP
(EDPP) AFTER THE SCREW CONVEY,
in order to deal with the liquid muck and uncontrollable
support pressure oscillations;
 INSTALATION OF A SECOND BELT SCALE,
in order to cross-check results of the first scale; and
35
SIGNIFICANT ADJUSTMENTS TO THE DRIVING SOFTWARE
THREE AUTOMATIC ALARM SYSTEMS:
SIGNIFICANT ADJUSTMENTS TO THE DRIVING SOFWARE
1.
EXCEEDING THE EXTRACTED WEIGHT upper
pp limit,,
automatically stops the advance;
36
1.
pp limit,,
2.
EXCEEDING THE FACE SUPPORT PRESSURE lower limit,
automatically switches on the SFSS;
1.
pp limit,,
2.
3.
EXCEEDING THE APPARENT DENSITY OF THE MUCK lower
limit; AND
37
1.
pp limit,,
2.
3.
EXCEEDING THE APPARENT DENSITY OF THE MUCK lower
limit; AND
the KEY POINT is the utilization of
CONTINUOUS ANALYSIS OF THE TBM PERFORMANCE
(REAL TIME and BACK-ANALYSIS)
The solution for Metro do Porto TBM
Additive Face Support System
Sensitive crown area
prone to unintended
pressure drop
Additional slurry
injection system
Drops of
predetermined
support
pressure will
be
automatically
compensated
by slurry
injection.
38
The solution for Metro do Porto TBM - EPBM
Secondary Face Support System (SFSS)
Suspension
S
spension
Container
Pressure Control
Tunnels. TBM – Earth Pressure Balance (EPBm)
Earth Pressure
es Sensors: (7+2) and
d (9+2)
Modified operation of the EPBM machine with
an Active Secondary Face Support System
Scheme from
Babendererde,
Cardoso, Hoek,
Marinos, report
to Metro do Porto,
2001
39
Porto EPBM
40
Combined Tool
Arrangement
Disks and
Shave Bits
Control of the extracted muck weight
The TBM incorporates a conveyor belt system for the removal;
The Weight was measured by using TWO BELT SCALES

P
Proved
d an accuracy off 3
3-4%;
4%
41

P
Proved
d an accuracy off 3
3-4%;
4%
HOWEVER, to adjust the reference value and the operation

It was NECESSARY TO EXECUTE FREQUENT FACE MAPPING
(under pressure by visualization) and to estimate the GROUND
IN SITU DENSITY, at least every 15m (horizontal survey);

P
Proved
d an accuracy off 3
3-4%;
4%

Also necessary to SUBSTRACT the weight of the
Also,

CONDITIONING AGENTS ADDED during excavation (average
20-30m3 of water with polymer) !
42

P
Proved
d an accuracy off 3
3-4%;
4%

Also necessary to SUBSTRACT the weight of the
Also,

CONDITIONING AGENTS ADDED during excavation (average 2030m3 of water with polymer) !

ADITIONAL CONDITION: tunnel with very tight curves (R=200m)
=> the balances were not correctly loaded (<accuracy)
Installation for Conditioning
injection
Injection of Additives
Foam generator
43
Management of face support pressure
As important as the weight control, this PARAMOUNT factor was:

Assured by
y IMPOSING A
MINIMUM EFFECTIVE
PRESSURE;

ie, the support pressure
SHOULD BE TRANSMITTED
from the bulkhead to the face
VIA SOLID PARTICLE and NOT
ONLY through the pore
pressure or compressed air.
Natural Ground: Clay as
Support Medium
Management of face support pressure
As important as the weight control, this PARAMOUNT factor was:

Assured by IMPOSING A MINIMUM EFFECTIVE PRESSURE;

ie, the support pressure SHOULD BE TRANSMITTED from the
bulkhead to the face VIA SOLID PARTICLE and NOT ONLY through
the pore pressure or compressed air.
CONSEQUENCE:

CHAMBER MUST ALWAYS BE FULL OF “SOLID” MIXTURE with
adequate density (around 14kN/m3)
As additional safety measure,

THE REFERENCE SUPPORT PRESSURE WAS DEFINED AND
MEASURED AT THE TOP OF THE BULKHEAD (1m below the tunnel
crown), so that the other pressures were higher
44
Face with Gravel and Stones - Conditioning is required
Management of face support pressure (cont.)
The density of the muck was
evaluated systematically by

measuring pressures at
different bulkhead heights
(dividing the difference in
pressure by the height
between monitoring
points).
Elements of Face
Pressure
Even with all this management care

instantaneous density figures fluctuated significantly (apparent!!!)
45
Earth Pressure
es Sensors: (7+2) and
d (9+2)
Control of Support Pressure and extracted muck weight
Advance Force
Cutter Head
Rotation
Pressurized
Earth Paste
Additives
Screw
Conveyor
Rotation
Pressure Cells
Conditioning agents
Both polymer and foam have proved to work successfully!

POLYMERS couldn’t help to reduce the very high tool-wear rate…

FOAM greatly reduced the wear rate, BUT required more complex
and smoother operation of the screw conveyor.
Excessive wear
46
Effects on Filtration of Different Conditioning Agents
Conditioned with:
Pressurized
earth paste
Limited
filtration
of water
Bentonite Slurry
96% water
4% solids
Filter cake
Deep
filtration
of slurry
Pores
blocked
by polymer
bundle
Polymer Slurry
99,8% water
0,2% pseudo solids
Foam
Forces
91% air
transferred
grain to grain 8,8% water
0,2% foaming agent
(300-600 l air/m3 soil)
High filtration
of air and
water
Earth Paste Conditioned with Foam
Proper
p Conditioning
g
Earth Paste when air
diffused after TBM stop
47
Face conditions and TBM parameters
Analysis of the TBM operational parameters allows the
d t ti off ground
detection
d conditions
diti
( i il l tto oilil d
(similarly
drilling
illi or
geotechnical investigations campaigns – DPR...).
Combination of
CUTTER HEAD THRUST, ADVANCE SPEED and DISC WEAR
Thanks to frequent face surveys, it was possible to
CALIBRATE THE INTERPRETATION PARAMETRICAL
ANSWER, to avoid systemathic survey of the face!
Tunneling (TBM - EPBm)
2 Units
working
simultaneously
48
It made possible to achieve very good results in
TBM ADVANCE RATES AND PRODUCTION
TBM operated 24-24h in six-day week, one of which was used to execute
cutterhead maintenance under hyperbaric conditions, leading to:
1.
Average daily production: 5 rings = 7m;
2.
Best day (06/02/2002): 13 rings = 18.2m;
3
3.
B t week
Best
k (7
(7-13
13 October
O t b 2002)
2002): 56 rings
i
= 78
78.4m;
4
4.
Best month (August 2003): 180 rings = 252m.
VERY POSITIVE AND ABOVE THE USUAL STANDARD!
Tunnels. TBM (EPBm) – Starting trenches
49
Tunneling (TBM - EPBm)
2 TBM
Working in
Working out
Tunnels NATM
TUNNELS NATM
50
Tunnels NATM
Tunnel J
•
300 m long
•
C
Cross-section
ti
– 30 m2
•
Average Cover – 18 m
•
Relatively competent materials
0.00
0.00
0.00
Tunnels NATM
Tunnel J
51
Tunnels NATM
Tunnel J
•
Final Lining - Shotcrete
Tunnels NATM
Lapa Tunnel
Rehabilitation of na existent tunnel
- creation of a 50 cm thickness invert in the zone passing over tunnel J;
- contact injection along the entire tunnel in order to guarantee the contact
between the support and the ground;
- lining recover by water under pressure and adding a thin shotcrete
membrane reinforced with a wire mesh or total substitution of the existent
g;
lining;
- Watertighness and drainage of the tunnel, collecting water in the leaking
points.
52
Tunnels NATM
Lapa Tunnel
Tunnels NATM
Lapa Tunnel
53
Cut & Cover Excavations
CUT & COVER EXCAVATIONS
Underground stations
54
Cut & Cover Stations
24 Agosto Station
• Diaphagm walls
• Universal solution for
the tender phase
• Enormous difficulties
for the construction
24 Agosto Station
Diaphagm Wall
Underpinned Diaphagm Wall
Berlin type Wall
55
24 Agosto Station
Longitudinal Section
24 Agosto Station
Cross Section
56
24 Agosto Station
Cross Section
Solutions With Piles
• The smaller dimension allowed to pass over different
materials
• New equipments have a great torque and can easily
perforate W4 materials
• Initial concern with the water table position:
• Initial solutions were watertigh (in the walls)
• Drainage during construction
57
Trindade Station
Aliados Station
58
Lima Station
S. Bento Station
59
Water table lowering during excavation
• Settlements due to water table lowering were reduced
(historic cyclic and seasonal variations)
• There was a significant gain in the soil stiffness and
strength
• Working conditions were more favourable
• In any case, it was impossible to excavate without a bottom
protection and guarantying that no water lowering would
occur
Water table lowering during excavation
60
Sequential Excavation Method
Marquês
Station
Salgueiros
Station
61
Bolhão
Station
62
Phase 2
2,0m
Phase 1
2,0m
Phase 0
Phase 0
Surface preparation, water
table lowering and cap beam
construction
Phase 1
Partial or total excavation of
the first ring
NF
Phase 2
Shotcrete of the first ring
Phase 4
2,0m
Phase 3
Phase 3 till Final Phase
Sucesive excavation of aring
ollowed by immediate
shotcreting until reaching the
bottom of the excavation
Last but one Phase
Final Phase
H=20m
Raio
63
Salgueiros Station
Salgueiros Station
79.95
WP 16
WP 15
WP 2
WP 14
WP 3
0.60
WP 1
WP 4
R1
.65
WP 5
25.40
38.27
1.60
Primary lining
Final lining
WP 13
WP 6
Well Points
WP 7
WP 12
WP 10
WP 9
WP 8
0.30
2.00
6.60
WP 11
28.09
2.45
12.02
3.60
0.45
0.60
0.60
64
Cut & Cover stations
65
66
Mining stations
MINING STATIONS
Mining stations
Lima Station
Marquês Station
67
Mining stations
Heroísmo Station
Faria Guimarães station
Mining stations
Bolhão station
68
Mining stations
• Drainage during construction
• Final design support is “Functionally watertight”
• Several excavation phases
• Excavation in soil – Lattice girder were adopted
• Excavation was performed generally under the protection of
an umbrella formed by horizontal jet-grouting
• In Faria Guimarães face reinforcement was adopted
p
Mining stations
69
Mining stations
Heroísmo Station
Mining stations
Faria Guimarães Station
70
Mining stations
Mining stations
71
Mining stations
Heroísmo station
Mining stations
Heroísmo station
72
Mining stations
Lima station sttion
Mining stations
Lima station
73
Mining stations
Lima station
Mining stations
Lima station
74
Mining stations
Marquês station
Mining stations
Bolhão station
75
Mining stations
Bolhão station
Mining stations
Bolhão station
76
Mining stations
Bolhão station
Mining stations
Bolhão station
77
Mining stations
Mining stations
78
Mining stations
Mining stations
79
Mining stations
Mining stations
10 mm
20 mm
30 mm
40 mm
80
Mining stations
TBM information
Estação
Lima
Heroísmo
Section (m2)
62,8
62,8
Cover(m)
15
18
Maximum
Settlment(mm)
9,3
8,1
Volume loss (%)
0,36
0,36
Inflexion point
(m)
9,74
11,24
Mining stations
NATM excavations
Estação
Heroísmo
Marq ês
Marquês
Section (m2)
232
182
Cover(m)
13
18
Maximum
Settlment(mm)
9,5
19,4
Volume loss (%)
0,32
0,49
Inflexion point
(m)
14,7
18,2
81
Mining stations
NATM excavations
Ajuste de Gauss - Marquês
Distância ao eixo túnel (m)
-50
50
-40
40
-30
30
-20
20
-10
10
0
10
20
30
40
50
Asssentamento (mm)
0
5
5
5
10
10
10
15
15
15
20
20
20
Medições
Ajuste
Mining stations
NATM excavations
Rua de Faria Guimarães/Rua de Fonseca Cardoso - Lado Este
Perfil longitudinal de assentamentos (alvos automáticos)
1596
A2.1
1597 15981599 1599
A2.1 A2.1 A1.1 A2.1
1601
A1.1
1601
A2.1
1603
A1.1
1602
A1.1
1602
A2.1
1623
A3.1
1624
A1.1
1625
A1.1
1625 1626
A2.1 A1.1
1628
A1.1
1629 1629
A1.1 A2.1
1681
A1.1
5,0
G l i C
Galeria
Cais
i
-5,0
Poço
Faria
Guimarães
Assentamento (mm)
-15,0
Poço
Fonseca
Cardoso
-25,0
-35,0
-45,0
-55,0
-65,0
04/02/04
26/05/04
19/07/04
16/02/04
31/05/04
26/07/04
01/03/04
07/06/04
02/08/04
16/03/04
14/06/04
29/03/04
21/06/04
12/04/04
28/06/04
29/04/04
05/07/04
17/05/04
12/07/04
82
Acknowledgments:
 Metro
M t do
d Porto
P t and
d Normetro;
N
t
Prof. Luís Ribeiro e Sousa;
 Prof. Paul Marinos;
 Dr. Siegmund Babendererde.
OBRIGADO PELA VOSSA ATENÇÃO !
THANK YOU FOR YOUR ATTENTION !
António Viana da Fonseca
& António Topa Gomes
@ FEUP 2010Jornadas “TÚNELES Y EXCAVACIONES EN GRANITO” Abril 2010
83

Geological Conditions

Transcripción

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