project and construction of underground stations and tunnels--.pdf

1

PORTO

Jornadas “TÚNELES Y EXCAVACIONES EN GRANITO” Abril 2010

PORTO

Project and construction of

Underground stations and tunnels U de g ou d stat o s a d tu e s

(TBM and NATM) in heterogeneous

masses for Metro do Porto.


António Viana da Fonseca ([email protected])

António Topa Gomes ([email protected])


2

Metro do Porto

Project and construction


System of Light Metro of the Metropolitan Area of Porto

The Project

Geological Conditions

Metro do Porto

INDEX

Tunnels:

- TBM (sellection and adaptations) and other solutions

- Monitoring and Control Tunnels

Underground stations:

- Cut and Cover: active support or unsupported shafts (arch effects)


pp pp ( )

- Cavern with access shafts (unsupported) and mining by NATM

Building Risk Analysis:

- Surveying Procedures (limits and alerts; reactions and solutions)

3

And there has been a

POPULAR MYTH

Metro do Porto

POPULAR MYTH

An underground metro would never be a reality

in Porto !!!


in Porto !!!

The granite is impenetrable?...

Metro do Porto

The Project


4

Reconvertion of more than

50Km of existing lines.

Construction of 13 km of

f li

Metro do Porto. Routes

surface new lines.

Construction of 7 Km of

tunneling new lines.

74 Stations with decks of 70m

length and 0,30m height.

Construction of 2 Principal

Interface Structures.


11 Underground Stations.

19 Rehabilitation and

modernization of existing

Surface Stations.

44 New Surface Stations.

Legenda:

1 - Túnel (Tuneladora)2 - Est. Heroísmo3 - Est. 24 de Agosto4 - Trindade (D . Redes p/ Trincheira)5 - Matosinhos - P .I. V ia Rápida6 - Matosinhos - D esvios Redes p/ V ia

9

Frentes de Obra activ as em Jan/2001

Fren tes de O b ra activas em O u t/2001Frentes de obra activas em FEV 2002

ou

nd

Sta

tio

ns

Metro do Porto. Routes

p7 - PMO Guifões8 - Ramal acesso PMO Guifões9 - Maia (Desvios Redes e P lataforma)

5

6

7 8

6

612

11

1314

15

Mai

n U

nd

erg

ro

Line S


1

23

4

10

11 15

Tunneling new lines

Line C

5

Metro do Porto

Geological Conditions


Metro do Porto. Geological Conditions

Distribution of Porto Granite

Iberian Granites


6


Geological complexity of the region

CIZ – Central Iberian Zone; OMZ O M Z

PTSZ

Douro River

OMZ – Ossa-Morena 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);


Z

OMZ

CIZ

21 3 4 5 6

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

7


Erratic profiles of highly weathered to sound granitic masses


Metro do Porto. Geotechnical Characterisation

Geomechanical Group

Weathering (W)

Fracturation (F)

GSI NSPT

Geomechanical classification & characterization

RQD NSPTFract.

Group (W) (F)G1 W1 F1-F2 65-85 -G2 W2 F2-F3 45-65 -G3 W3 F3-F4 30-45 -G4 W4 F4-F5 15-30 -G5 W5 n.a. - > 50G6 W5/W6 n.a. n.a. < 50G7 n.a. n.a. n.a. var.

Ru (Mpa) (kN/m3) mb s Ed (GPa)G1 90-150 25-27 7.45 6.9E-2 35G2 30-90 25-27 3 2 7 5E-3 10 7OC

K


G2 30-90 25-27 3.2 7.5E-3 10.7 G3 10-35 23-25 0.98 7.5E-4 1.0 G4 1-15 22-24 0.67 0 0.4

NSPT (kN/m3) c’ (Mpa) ’ (°) Ed (GPa)

G5 > 50 19-21 0.01-0.05 32-36 0.05-0.20G6 < 50 18-20 0-0.02 30-34 0.02-0.07G7 variable 18-20 0 27-29 <0.05

SO

ILR

O

8

Metro do Porto. Geotechnical Characterisation

Number of boreholes (1st phase):classical (drilled) and DPR (continuous parameter recording)

Work

Drilled Boreholes

Conventional rotary Parameters recording (DPR)

Nº Comp.(m) Nº Comp.(m)

LINE C 122 3522 18 592

LINE S 75 2068 11 288

LINE J 10 560 - -

Stations Line 'C' 74 1164 - -

Stations Line 'S' 117 3004 - -

TOTAL 398 10318 29 880

Work Conventional rotary Parameters recording (DPR)


10,5 m

17,0 m

26,4 m

Metro do Porto. Geological Conditions vs operation mode

Quality of Porto Granite andpossible alternative EPB operation modes

1. Granitic mass sound or slightly weathered, noweathered material in the discontinuities.

Operation mode-TBM

OP

EN

mo

de

2. Granitic mass with very weathered material infractures; these fractures may communicate withoverlaying parts of completely weathered granite.

3. Very weathered or completely weathered granite(almost granular soil with little or no cohesion).

4 Very weathered or completely weathered granite

NeC

LO

SE

Dm

od

e


4. Very weathered or completely weathered granitewith blocks of the rock core.

5. Mixed conditions with both sound mass and comp-letely weathered granite appearing in the face.

In all cases the water table is above the tunnel crown

D

9

Metro do Porto. “Campanhã” Station - Assessment of Geology

g7 g6 g5 g4 g3 g2Line S

(underground)


Metro do Porto. “Campanhã” Station - Assessment of Geology

g7 g6 g5 g4 g3 g2Line C

(underground)


10


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“


11


Weathered Granite (left) underlaying Sound Granite (right) in Places



fresh

weathered

fresh granite


granite

12


Multiple solutions

Diverse weathering



Multiple solutions


13


Mixed solutions



Same station, North Side versus South Side

Unsupported shafts: the importance of waterlevel lowering


14


North Side: Preparing the breakthrough of TBM

Jet-Grouting Type II


Sou

th S

ide

Preparing the

“intrusion” of the TBM -

nails of fibreglass

Tunnels

TUNNELING BORING MACHINE

“Earth Pressure Balance”


15

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


16

Metro do Porto. Tunnel geometry

D

A

DD

A

Geometry

A

C

B

C

LV

F+T

MV

CD

A

C

B


INTERNAL GABARIT MINIMUM CURVES’ RADIOS MAXIMUM SCALES

- TBM 1: 7,80 m - Horizontal: 200 m - Scale: 140 mm

- TBM 2: 8,00 m - Vertical: 500 m

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

17

Tunnels. TBM (EPB) - Ring Support

Supportin rings – a PUZZLE !!!


Tunnels. TBM (EPB) - Ring Support


18

Tunnels. TBM – Earth Pressure Balance (EPB)

Overburden thickness ranges:

Project conditions

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


PortoWeathered 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.


19

Metro do Porto. TBM - Geological Conditions


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.

The water table is located 10-25m above the tunnel, rarely following the shape of the surface topography.


Metro do Porto. TBM - Geological Conditions


Weathered “Granito do Porto“ exhibits a METASTABLE structure, whichWeathered 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.

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) with no register ) The vast number of these


handmade water tunnels), with no 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...).

20

Tunnels. TBM

TUNNELING BORING MACHINE

Selection Criteria


Selection Criteria

Geology - Criteria for Selection of TBM (Babendererd et al 2004)

Rock Strength Rock Structure Water Ingress

Jointing Grain size

Unilat. compr.

MPa

cohesion Cu

KN/m²

Face Support

Shield Lining Install.

RQD Distance

< 0.02 mm

< 0.06 mm

Face Support

Shield Lining Install. Volumeper 30m³

Consequences on

> 250 - - - - 100 - 90 %

> 2 m - - unlimited pump capacity

250 90 2 0

Tunnels. Geology vs Tunneling Boring Machine

250

- 100

- behind

TBM

90- 75 %

2.0-

0.6 m - - behind TBM unlimited pump capacity

100

- 50

- behind

TBM

75 - 50 %

0.6 -

0.2 m - possible behind TBM > 20 l/s pump capacity

Rock 50 -

25 - recom.

behind TBM

50 - 25 %

0.2 -

0.06 m

possibly mech.

recom. in

TBM area

> 10 l/s face support

25 - 5

- recom. < 25 %< 0.06

m mech. required under shield > 5 l/s face support

5 - 1

recom. required under shield

< 25 %< 0.06

m

mech., possibly

EPB/Slurry required under shield > 2 l/s methodology

< 1 > 30 - required under shield

< 25 %< 0.06

m vary

mech., possibly

EPB/Slurryrequired under shield > 2 l/s methodology


Soil 30 -

10 recom. required

under shield

> 30 % mech.,

possibly EPB/Slurry

required 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

under shield immed. grout. > 10 % < 30 %

EPB / Slurry

required


> 2 l/s methodology

0

required required

under shieldimmed. grout. > 10 % < 20 %

EPB / Slurry

required


> 2 l/s methodology

21

Metro do Porto. TBM - Design

Tunneling Design ApproachTBM Advance Plan

Due to the extreme variability, EPB‘s OPERATED IN CLOSED MODE.


Tunnels. Geology vs Tunneling Boring Machine

GeologyWeathered Granite Different Cohesion Different Permeability !...


22


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








“report on the evaluation of the TBM working parameters“,

containing the definition of the reference value and the relevant

operational range for:


23











- 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.
















24































25

















Cutter Head Diam.:

Injection of Conditioning Additives into Tool Gap

EPB Characteristics

Cutter Head Diam.:8.74 – 8.94m

Max. Tunneling Thrust Force:

70,613 kNMax. Cutterhead Thrust Force:

22,200 kNMax. Cutterhead Torque:


12,900 kNBreakaway Torque:

15,000 kNTotal Installed Power:

Approx. 4 MW

26

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

Additives

WeatheredGranite

Working Chamber

ScrewConveyer


Pressure CellsCutter Head

27


Range of Slurry- and EPB- TBM ApplicationConsidering Grain-size Distribution

80

90

100

[ % ]Ton Schluff Sand Kies Steine Blöcke

fein mittel grob fein mittel grob fein mittel grob

Slurry-TBM drives12

3

8

0

0,002 0,06 2 63 2000,006 0,02 0,2 0,63 6,3 20 100

10

20

30

40

50

60

70

1000

80

90

100

1. Lyon2. Hamburg3. Grauholztunnel4. Wesertunnel5. Zürich, Hermetschloo-Werdhölzli 6. Zürich, Thalwil7. Portland, Gravel Alluvium8. Wittenberg (polymer suspension)

54

6

7


Grain-size [mm]

0

0,002 0,06 2 63 2000,006 0,02 0,2 0,63 6,3 20 100

10

20

30

40

50

60

70

1000

9. Essen, U-Bahn Los 32/33

EPB-TBM drives

10. Milano, Passante Ferroviario9

10 11. Metro Porto11


Slurry limitation

High content of fines < 0,06 mm

requires expensive separation process

EPB limitation

³


High permeability k > 10-³

requires intensive conditioning

28


Monitoring of the EPB machine



Control of Excavated Material(weight) ( g )


Reaction procedure :

29

Tunnels. TBM (EPB) - Emergency

In an emergency situation

Unpredictable situation occurs

Meanwhile:

The instructions are implemented O.K.?

The excavation proceeds

The responsible engineer is called


Emergency Procedure

The foreman is called

Emergency Procedure

The supervisor and managerare advised

Tunnels. TBM (EPB) - Emergency


30

Tunnels. TBM (EPB) – Failure!

Two Major Accidents !...


The second, in 12 Jan. 2001, was dramatic !...

A sink hole was induced after 30m of the passing of the face.

Tunnels. TBM (EPB) – Failure!

A house was swallowed andan old lady was killed !...


31

F th bl t

Tunnels. TBM (EPB) – Solution

From the problem to the solution !


A. Cardoso (FEUP) S. Babendererde E. HoekP. Marinos (NTUA)

Panel Specialists

The special case of PortoRequirements for Closed Mode

Geological Risks

Tunnels. TBM (EPB) - Classical

Geological Risks

Weathered Granite in all stages with variable cohesionand variable permeability

Classical EPB- TBM Process Risks


- No sensitive control instrumentation

- Overcharge of TBM operator for decisions to adaptoperation procedure to changed ground conditions

32

Classical EPB - TBM

Operation mode open modesemi open modeclosed mode not clearly defined

Criteria ?


Muck extractionvia belt conveyor

Muck extractionvia screw conveyor

Criteria ?

Open mode? Closed mode?


O i P l Process steering by operator

Control instrumentation not sensitive enough to react on frequentchanges of geotechnical properties in heterogeneous geology.

Classical EPB - TBM


Operation Panel Process steering by operatorwithout reliable automatism


33

Tunnels. TBM (EPBm) - Face Support

and

(9+

2)

sure

s S

enso

rs:

(7+

2) a


Ear

th P

ress


Transfer of Support Pressure


34

The following modifications were made to the configuration:

Tunnels. TBM (EPBm) - Modified

SPECIAL FEATURES OF EPBM



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;


35






an automatic SYSTEM that pumps bentonite slurry into the excavation chamber, whenever the pressure drops below a preset value;

INSTALATION OF AN EMERGENCY DOUBLE PISTON PUMP (EDPP) AFTER THE SCREW CONVEY,

in order to deal with the liquid muck and uncontrollable


in order to deal with the liquid muck and uncontrollable support pressure oscillations;






an automatic SYSTEM that pumps bentonite slurry into the excavation chamber, whenever the pressure drops below apreset value;

INSTALATION OF AN EMERGENCY DOUBLE PISTON PUMP (EDPP) AFTER THE SCREW CONVEY,

in order to deal with the liquid muck and uncontrollable


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

36

THREE AUTOMATIC ALARM SYSTEMS:

SIGNIFICANT ADJUSTMENTS TO THE DRIVING SOFTWARE




1. EXCEEDING THE EXTRACTED WEIGHT upper limit,

SIGNIFICANT ADJUSTMENTS TO THE DRIVING SOFWARE


pp ,

automatically stops the advance;


37





pp ,


2. EXCEEDING THE FACE SUPPORT PRESSURE lower limit,

automatically switches on the SFSS;






pp ,




3. EXCEEDING THE APPARENT DENSITY OF THE MUCK lower limit; AND


limit; AND

38





pp ,




3. EXCEEDING THE APPARENT DENSITY OF THE MUCK lower limit; AND


limit; AND

CONTINUOUS ANALYSIS OF THE TBM PERFORMANCE

(REAL TIME and BACK-ANALYSIS)

the KEY POINT is the utilization of

The solution for Metro do Porto TBMAdditive Face Support System


Sensitive crown areaprone to unintendedpressure drop

Additional slurryinjection system

Drops of predeterminedsupport pressure will beautomatically compensated


compensatedby slurry injection.

39

S spension


The solution for Metro do Porto TBM - EPBMSecondary Face Support System (SFSS)

SuspensionContainer


Pressure Control

Tunnels. TBM – Earth Pressure Balance (EPBm)

Modified operation of the EPBM machine with an Active Secondary Face Support System

d (

9+2)

es S

enso

rs:

(7+

2) a

nd


Scheme from Babendererde, Cardoso, Hoek, Marinos, report to Metro do Porto, 2001E

arth

Pre

ssu

re

40



Porto EPBM



41


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 d f 3 4% Proved an accuracy of 3-4%;


42






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);









Also necessary to SUBSTRACT the weight of the


Also, necessary to SUBSTRACT the weight of the

CONDITIONING AGENTS ADDED during excavation (average 20-30m3 of water with polymer) !

43








Also necessary to SUBSTRACT the weight of the


Also, necessary to SUBSTRACT the weight of the

CONDITIONING AGENTS ADDED during excavation (average 20-30m3 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

44


Management of face support pressure

As important as the weight control, this PARAMOUNT factor was:

Assured by IMPOSING A yMINIMUM EFFECTIVE PRESSURE;

ie, the support pressure SHOULD BE TRANSMITTED from the bulkhead to the face VIA SOLID PARTICLE and NOT ONLY through the pore


Natural Ground: Clay as Support Medium

ONLY through the pore pressure or compressed air.


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

45


Face with Gravel and Stones - Conditioning is required



Management of face support pressure (cont.)

measuring pressures at

The density of the muck was evaluated systematically by

Elements of Face

measuring pressures at different bulkhead heights (dividing the difference in pressure by the height between monitoring points).


Even with all this management care

instantaneous density figures fluctuated significantly (apparent!!!)

Elements of Face Pressure

46


Control of Support Pressure and extracted muck weight

d (

9+2)

Additives

Advance Force

Cutter HeadRotation

ScrewConveyorRotation

es S

enso

rs:

(7+

2) a

nd


Pressure CellsPressurizedEarth Paste

Ear

th P

ress

ure


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


47


Effects on Filtration of Different Conditioning Agents

Bentonite Slurry

96% water

Limitedfiltration

Pressurizedearth paste

Conditioned with:

96% water4% solids

Filter cakeof water

Deepfiltrationof slurry

Poresblockedby polymerbundle

Polymer Slurry

99,8% water0,2% pseudo solids


Forcestransferredgrain to grain

High filtrationof air andwater

Foam

91% air8,8% water0,2% foaming agent(300-600 l air/m3 soil)


Earth Paste Conditioned with Foam

Proper ConditioningEarth Paste when airdiffused after TBM stopp g diffused after TBM stop


48

Face conditions and TBM parameters


Analysis of the TBM operational parameters allows the

d t ti f d diti ( i il l t il d illi

Thanks to frequent face surveys, it was possible to

detection of ground conditions (similarly to oil drilling or

geotechnical investigations campaigns – DPR...).

Combination of

CUTTER HEAD THRUST, ADVANCE SPEED and DISC WEAR


CALIBRATE THE INTERPRETATION PARAMETRICAL

ANSWER, to avoid systemathic survey of the face!

Thanks to frequent face surveys, it was possible to

Tunneling (TBM - EPBm)

2 Unitsworking simulta-neously


49

TBM ADVANCE RATES AND PRODUCTION


It made possible to achieve very good results in

1. Average daily production: 5 rings = 7m;

2. Best day (06/02/2002): 13 rings = 18.2m;

3 B t k (7 13 O t b 2002) 56 i 78 4

TBM operated 24-24h in six-day week, one of which was used to execute

cutterhead maintenance under hyperbaric conditions, leading to:


3. Best week (7-13 October 2002): 56 rings = 78.4m;

4. Best month (August 2003): 180 rings = 252m.

VERY POSITIVE AND ABOVE THE USUAL STANDARD!

Tunnels. TBM (EPBm) – Starting trenches


50

Tunneling (TBM - EPBm)

2 TBM

Working in

Working out


Tunnels NATM

TUNNELS NATMTUNNELS NATM


51

Tunnels NATM

Tunnel J

• 300 m long

C ti 30 2• Cross-section – 30 m2

• Average Cover – 18 m

• Relatively competent materials


0.00

0.00 0.00

Tunnels NATM

Tunnel J


52

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 shotcretemembrane reinforced with a wire mesh or total substitution of the existent lining;


g;

- Watertighness and drainage of the tunnel, collecting water in the leaking points.

53

Tunnels NATM

Lapa Tunnel


Tunnels NATM

Lapa Tunnel


54

Cut & Cover Excavations

CUT & COVER EXCAVATIONSCUT & COVER EXCAVATIONS


Underground stations


55

Cut & Cover Stations

24 Agosto Station

• Diaphagm walls

• Universal solution for the tender phase

• Enormous difficultiesfor the construction



24 Agosto Station


Diaphagm Wall Underpinned Diaphagm Wall Berlin type Wall

56


24 Agosto Station Longitudinal Section



24 Agosto Station Cross Section


57


24 Agosto Station Cross Section



Solutions With Piles

• The smaller dimension allowed to pass over different materialsmaterials

• 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


58


Trindade Station



Aliados Station


59


Lima Station



S. Bento Station


60


Water table lowering during excavation

• Settlements due to water table lowering were reduced (historic cyclic and seasonal variations)(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


61


Sequential Excavation Method


Marquês

Station




Salgueiros

Station

62




Bolhão

Station




63


Sequential Excavation MethodPhase 0 Phase 1

2,0m

2,0m

Phase 2

Phase 0

Phase 3

2,0m

Phase 4

Phase 1

Phase 2

Phase 3 till Final Phase

Surface preparation, watertable lowering and cap beamconstruction

Partial or total excavation ofthe first ring

Shotcrete of the first ring

Sucesive excavation of aringollowed by immediateshotcreting until reaching thebottom of the excavation

NF


Last but one Phase Final Phase

H=

20m

Raio




64


Salgueiros Station



Salgueiros Station

R1.60

79.95

WP 14

WP 15 WP 16

WP 1

WP 2 WP 3

WP 4

R1.65

1.60

0

25

.40

38

.27

Primary lining Final lining

WP 10WP 11

WP 12

WP 13 WP 6

WP 5

WP 7

WP 8WP 9

Well Points


6.60

3.6

01

2.0

2

2.00

0.30

0.60

0.45

28.

09 0.60

2.4

5

65

Cut & Cover stations




66





67

Mining stations

MINING STATIONSMINING STATIONS


Mining stations


Lima Station Marquês Station

68

Mining stations


Heroísmo Station Faria Guimarães station

Mining stations


Bolhão station

69

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


70

Mining stations


Heroísmo Station

Mining stations


Faria Guimarães Station

71

Mining stations



Mining stations



72

Mining stations


Heroísmo station

Mining stations


Heroísmo station

73

Mining stations


Lima station sttion

Mining stations


Lima station

74

Mining stations


Lima station

Mining stations


Lima station

75

Mining stations


Marquês station

Mining stations


Bolhão station

76

Mining stations


Bolhão station

Mining stations


Bolhão station

77

Mining stations


Bolhão station

Mining stations


Bolhão station

78

Mining stations


Faria Guimarães station

Mining stations



79

Mining stations



Mining stations



80

Mining stations



Mining stations



10 mm20 mm30 mm40 mm

81

Mining stations

Estação Lima Heroísmo

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


Inflexion point (m)

9,74 11,24

Mining stations

NATM excavations

Estação Heroísmo Marq êsEstação Heroísmo Marquês

Section (m2) 232 182

Cover(m) 13 18

Maximum Settlment(mm)

9,5 19,4

Volume loss (%) 0,32 0,49

Inflexion point


Inflexion point (m)

14,7 18,2

82

Mining stations

NATM excavations

Distância ao eixo túnel (m)0

Ajuste de Gauss - Marquês

-10-20-30-40 10 20 30 40 50-500

5

10

sent

amen

to (

mm

)

010203040 10 20 30 40 5050

5

10

5

10


15

20

Ass

Medições Ajuste

15

20

15

20

Mining stations

NATM excavationsRua de Faria Guimarães/Rua de Fonseca Cardoso - Lado Este

Perfil longitudinal de assentamentos (alvos automáticos)

5,0

1596A2.1

1597A2.1

1598A2.1

1599A1.1

1599A2.1

1601A1.1

1601A2.1

1603A1.1

1602A1.1

1602A2.1

1623A3.1

1624A1.1

1625A1.1

1625A2.1

1626A1.1

1628A1.1

1629A1.1

1629A2.1

1681A1.1

G l i C i

-35,0

-25,0

-15,0

-5,0

Ass

enta

men

to (

mm

)

Poço Fonseca Cardoso

Galeria Cais

PoçoFaria

Guimarães


-65,0

-55,0

-45,0

04/02/04 16/02/04 01/03/04 16/03/04 29/03/04 12/04/04 29/04/04 17/05/0426/05/04 31/05/04 07/06/04 14/06/04 21/06/04 28/06/04 05/07/04 12/07/0419/07/04 26/07/04 02/08/04

83

Acknowledgments:

M t d P t d N t


Metro do Porto and Normetro;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 2010

project and construction of underground stations and tunnels--.pdf

Documents

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