Auxiliary measures applied in the tunnel construction of the Jonica

Transcription

Salvatore Lieto (ASTALDI S.p.A.)
Paolo Perazzelli (ETH Zurich)
Auxiliary measures applied in the tunnel
construction of the Jonica motorway
Kolloquium
Bauhilfsmassnahmen im Tunnelbau
ETH Zürich
Outline
Project overview
Tunnel construction problems and design changes
Conclusions
Project overview
Old motorway
Taranto
Jonica motorway (490 km)
Reggio Calabria
Project overview
New motorway
Taranto
Completed Sections
Launched
Assigned and
not launched
In design
Reggio Calabria
Project overview
Taranto
ASTALDI S.p.A. as General Contractor
Section 3 (Sibari - Roseto Capo Spulico)
Completed Sections
Launched
Assigned and
not launched
In design
Section 2 (Squillace - Simeri Crichi)
Section 1 (Gerace - Marina di Gioiosa Jonica )
Reggio Calabria
Project overview
“Strada extraurbana principale – Cat. B (D.M. 5 novembre 2001) ”
Two-lane dual carriageway (lane width 3.75 m)
Velocity: 70 - 120 km/h
Total length 11.3 km
Project overview
Costs of the project = 354 Ml €
GERACE
TRIGONI
Two-tube tunnels
n° 5; l = 2.6 km
TIMPA PERGOLA
Two-tube cut-and-cover tunnels
n°7; l = 1.1 km
LIMBIA
Viaducts
n° 7; l = 2.5 km
Project overview
ground surface
water table
H = 4.5 m – 75 m
I = 30-35 m
9.75 m
1.75
9.4 m
3.75
3.75
0.5
11.9 m
B
total length of the tunnels (L = 5.2 km)
35%
H>2B
35%
2B>H>B
30%
H<B
Upper Pliocene
Lower Pleistocene
Holocene
Project overview
Qt Quaternary deposits
(superficial deposits)
Qt
Pl
Pl Monte Narbone formation
(gravelly sand)
Ap Trubi formation
(silty clay, clayey silt)
Sp Trubi formation
Pl 25% (clayey sandy silt)
z [m]
total length of the tunnels (L = 5.2 km)
5% 20%
Pl
Sp
75%
Ap
Outline
Project overview
Conclusions
Ap
Limbia Tunnel Carr. Nord
L = 385 m
120 m
Pl (gravelly sand)
80
40
0
considered section
Pl : Monte Narbone formation (gravelly sand)
0%
0%
Granulometry
granulometry
50%
100%
50%
100%
Gravel
Sand
cohesion c’ = 0
friction angle I’ = 30°– 45°
0
0
90
Dr [%]D =100%
=100
Limbia
R
100
NSPT
V’v [kPa]
relative density Dr = 40 - 80%
DR=80%
80
200
80
AS36
70
N SPT
ʍ'v (kPa)
200
80
60
60
300
60
40
50
45
40
400
400
40
40
Limbia
500
30
AS36
Limbia 1
600
35
20
30
20
600
0
0
10
20
20
30
40
40
50
60
60
70
80
80
NSPT
NSPT
25
10
0
0
0,0
0
0,5
1,0
1,5
2,0
2
5,0
)
250 V’ [kPa]ʍ (kg/cm
500
v
2,5
3,0
3,5
4,0
4,5
24 m
drainage
A
B
C
jet grouting columns
reinforced
with steel pipes
10.3 m
reinforced
with fiberglass bolts
1.25
9
A
B
C
Installation every 9 m of advance
14
18
length of round= 0.75 m
0.6 m
A-A
B-B
(after exc.)
drainage
0.72
0.67
C-C
0.8 m
1.5 m
9.7
0.4 m
shotcrete and steel ribs 13.8
15.4
In situ jet grouting tests
Mono fluid system
Column
[-]
Design diameter
[m]
Column
[-]
1
3
5
7
2
[MPa]
40
40
35
35
[-]
2
2
2
2
[mm]
2.4
2.4
2.4
[-]
1
1
1
[l/min]
57
57
[l/m]
380
[mm/s]
5
Grout pressure
Number of nozzles
Nozzle Diameter
W-C ratio by weight
Grout flow rate par nozzle
Injected grout volume per unit length
Average lifting speed of the monitor
Observed diameter
[m]
1
3
5
7
2
4
6
8
4
6
8
40
40
35
35
2
2
2
2
2.4
2.4
2.4
2.4
2.4
1
1
1
1
1
53
53
143
119
155
133
333
442
398
108
90
117
100
5.7
4
4.5
13.3
16.0
11.5
13.3
0.85 - 0.95
0.44 - 0.5
0.8
0.75 - 0.85
0.4
0.39 - 0.48 0.62 - 0.71 0.55 - 0.65
10.3 m
9m
5m
10.3 m
9m
10.3 m
9m
5m
10.3 m
9m
advance rate [m/day]
2
1.5
1
0.5
original design
0
0
5'000
10'000
15'000
20'000
25'000
costs [€/m]
Limbia Tunnel Carr. Nord
L = 385 m
120 m
Pl (gravelly sand)
80
40
0
new design
advance rate = 0.25 m/day
A-A
A
15-35 m
4
drainage
10 m
1.25
12 m
A
1.2
shotcrete and steel ribs
A-A
A
B
15-35 m
4
drainage
10 m
C
C
1.25
A
A
B
B
12 m
1.2
C-C
B-B
1m
0.9 m
14.3
1.2 m
A
B
Mono fluid system
Grout pressure
40 MPa
Number of nozzles
2
Nozzle Diameter
4 mm
W-C ratio by weight
1
160 l/min
Injected grout volume
per unit length
733 l/m
800 l/m
933 l/m
Average lifting speed
of the monitor
7.3 mm/s
6.7 mm/s
5.7 mm/s
0.9
0.9
0.9
0.5 m
4.5 m
Design values
Dt =1.2 m
Observed
Dm =1.04 m
1.2
Lt = 2.1 m
Lm =2.03 m
1.2
Lt = 2.1 m
Dt =1.2 m
Dm =1.06 m
Lm =2.07 m
Dt =1.2 m
1.2
Lt = 2.1 m
Dm =1.25 m
Lm =2.15 m
Mono fluid system
Design values
Grout pressure
40 MPa
Number of nozzles
2
Nozzle Diameter
4 mm
W-C ratio by weight
1
160 l/min
Injected grout volume per unit length
969 l/m
Average lifting speed of the monitor
5.5 mm/s
Injected grout volume
per unit length
733 l/m
800 l/m
933 l/m
Average lifting speed
of the monitor
7.3 mm/s
6.7 mm/s
5.7 mm/s
0.9
0.9
0.9
0.5 m
4.5 m
Design values
Dt =1.2 m
Observed
Dm =1.04 m
1.2
Lt = 2.1 m
Lm =2.03 m
Dt =1.2 m
Dm =1.06 m
1.2
Lt = 2.1 m
Lm =2.07 m
Dt =1.2 m
1.2
Lt = 2.1 m
Dm =1.25 m
Lm =2.15 m
12 m
12 m
12 m
12 m
2
1.5
1
new design
0.5
original design
0
0
5'000
10'000
15'000
20'000
25'000
costs [€/m]
Trigoni Tunnel Carr. Sud
L = 880 m
Ap (silty clay)
120 m
80
40
0
considered section
Ap Trubi formation (silty clay, clayey silt)
0%
granulometry
50%
100%
Sand
Silt
Clay
90
60
plasticity index (%)
c’ [kPa]
60
30
50
CH
40
0
30
CL
20
10
CL-ML
0
0
20
OL
ML
OH
MH
20 40 60 80
limit liquid (%)
30
I’ [°]
100
40
B
A
grouted steel forepolings
9.8 m
fiberglass bolts
12
1.25
12
A
16
concrete invert
length of round = 0.75 m
A-A
installation every 12 m of advance
B
18 m
60-110 fiberglass bolts
(density 0.5 - 0.9 bolts/m2)
B-B (after exc.)
48 steel forepolings
(spacing 0.4 m)
surface fractures induced by the excavation
excavation faces
0.2 m
uv
uv
uh1+uh2
uh1
uh2
re-profiling of the tunnel section in
order to guarantee the minimum
clearance profile
design threshold
0
monitoring stations in a distance of 24 m from the tunnel face
2.0
1.5
1.0
0.5
original design
0.0
0
5'000
10'000
15'000
20'000
25'000
costs [€/m]
Trigoni Tunnel Carr. Sud
L = 880 m
Ap (silty clay)
120 m
80
40
0
new design
A-A
A
12-16 m
2.5 m
11 m
C
C
24 m
1.5 m
A
concrete invert
length of round = 1 m
bored piles of lean concrete
C-C
bored piles of lean concrete
13.7 m
1.35 m
1.5 m
1.35 m
bottom of the bored piles
0.2 m
uv
uv
uh1+uh2
uh1
uh2
new design
tunnel convergences strongly reduced
0
monitoring stations in a distance of 24 m from the tunnel face
2.0
1.5
new design
1.0
0.5
original design
0.0
0
5'000
10'000
15'000
20'000
25'000
costs [€/m]
Gerace Tunnel Carr. Nord
L = 553 m
120 m
H=4–6m
Sp (clayey sandy silt)
Ap (clayey silt)
80
40
0
considered sections
Ap Trubi formation
(clayey silt)
granulometry
50%
0%
Sp Trubi formation
(clayey sandy silt)
100%
0%
granulometry
50%
100%
Sand
Silt
Clay
Sand
Silt
Clay
90
90
60
60
c’ [kPa]
c’ [kPa]
30
30
0
0
20
30
20
40
30
40
I’ [°]
I’ [°]
B
A
grouted steel forepolings
9.8 m
fiberglass bolts
12
1.25
A
concrete invert
length of round = 0.75 m
A-A
12
B
installation every 12 m of advance
16
18 m
60-110 fiberglass bolts
(density 0.5 - 0.9 bolts/m2)
B-B (after exc.)
48 steel forepolings
(spacing 0.2-0.4 m)
Face instability
2.0
1.5
1.0
0.5
original design
0.0
0
5'000
10'000
15'000
20'000
25'000
costs [€/m]
Gerace Tunnel Carr. Nord
L = 553 m
H=4–6m
120 m
Sp (clayey sandy silt)
Ap (clayey silt)
80
40
0
new design
lean concrete
A
Steel reinf. I6 15x15
ground
surface
A-A
15.2
1.5
2
3.1
9.8 m
24-36 m
1.25
A
concrete invert
length of round = 1 m
14 m
Carr. Sud
Carr. Nord
2.0
1.5
new design
1.0
0.5
original design
0.0
0
5'000
10'000
15'000
20'000
25'000
costs [€/m]
Conclusions
Contractual obligations (construction time and costs) &
uncertainties in the design phase
flexibility in the execution phase

Auxiliary measures applied in the tunnel construction of the Jonica

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