Download - The Niagara Tunnel Facility Project
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Cycle de conférences LCH 2013
«The Niagara Tunnel Facility Project»
presented by Helmut Wannenmacher
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Cycle de conférences LCH 2013
Tunnel
The Falls Whirlpool
Intake The TBM
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Cycle de conférences LCH 2013
The Niagara Tunnel Facility Project «NTFP»
Introduction and Historical Development
The NTFP: Excavation and Support
Economical Lining Design – Passive Pre-stressed Concrete Lining
Constructional Aspects of Passive Pre-stressed Concrete Lining
Lessons learnt ?
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Cycle de conférences LCH 2013
Introduction and Historical Development
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Cycle de conférences LCH 2013
112°
R6300R7220
Final LiningWaterproofingShotcreteRock Mass 600
Introduction _ NTFP Factbox
Tunnel Length: 10’2 km Diameter external: 14’400 mm Diameter internal: 12’600 mm Lining thickness: 600 mm Flow rate: 500m3/sec capacity : 1,6 TWh Water pressure max.: 13 bar
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Cycle de conférences LCH 2013
Introduction
Discharge US: 3’087 m3/secDischarge CAN: 1’824 m3/sec
2013: 2’324 m3/secResidual flow:
¼ of overall energy production of Ontario (CAN) and New York (US)
2’832 m3/sec
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Cycle de conférences LCH 2013
Introduction
Construction of a twin tunnel back in the 1950 ties
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Cycle de conférences LCH 2013
Introduction
International Control Structure
Ice ControlGate
Gate
NewIntake
ABOVE THE FALLS
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Cycle de conférences LCH 2013
Introduction NTFP
Cellular cofferdam with extensive grouting measures to avoid seepage into the open pit
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Cycle de conférences LCH 2013
Sir Adam Beck I / II and Pump Storage Reservoir and Generating Station
Introduction NTFP _ Historical Development
1922
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Cycle de conférences LCH 2013
Introduction NTFP _ Historical Development
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Cycle de conférences LCH 2013
Introduction NTFP _ Historical Development
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Cycle de conférences LCH 2013
Introduction NTFP _ Historical Development
Diameter : 15.5 mSupport : 200 mm flanged, half circular I beams with channel lagging
in between
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Cycle de conférences LCH 2013
Introduction NTFP _ Historical Development
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Cycle de conférences LCH 2013
Introduction NTFP _ Historical Development
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Cycle de conférences LCH 2013
Introduction NTFP _ Historical Development
Bench Drilling
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Cycle de conférences LCH 2013
Introduction NTFP _ Historical Development
Bench Complete
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Cycle de conférences LCH 2013
Introduction NTFP _ Historical Development
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Cycle de conférences LCH 2013
Introduction NTFP _ Historical Development
ConcreteForms
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Cycle de conférences LCH 2013
Introduction NTFP _ Historical Development
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Cycle de conférences LCH 2013
The NTFP: Excavation and Support
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Cycle de conférences LCH 2013
The NTFP: Excavation and Support• Limestone• Sandstone• Claystone- Queenston
Shale 60% (swelling)
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Cycle de conférences LCH 2013
The NTFP: Excavation and Support
World’s largest open hard rock TBM>> Big Becky<<
4 m 10 m 14.40 m
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Cycle de conférences LCH 2013
The NTFP: Excavation and Support
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Cycle de conférences LCH 2013
The NTFP: Excavation and Support
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Cycle de conférences LCH 2013
The NTFP: Excavation and SupportRock Mass Behaviour
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Cycle de conférences LCH 2013
Economical Lining Design – Passive Pre Stressed Concrete Lining
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Cycle de conférences LCH 2013
1. Premises of a watertight lining to avoid seepage
2. Postulation of an uncracked lining
3. Economical and sustainable allocation of lining type
General limitations of a passive pre- stressed concrete lining systems are:
Internal Water pressure up to ~ 25 bar for fair rock mass
Good to fair/ (local weak) rock mass conditions
Economical Lining Design
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Cycle de conférences LCH 2013
KW
En
zin
ge
rbo
de
n
19
67
KW
Ka
un
ert
al
19
63
KW
Fra
gn
an
t 1
96
8
PS
W D
rake
nsb
erg
19
81
PS
W K
üh
tai 1
97
9
NT
FP
20
13
Lin
tha
l 20
15
UW
ST
B 2
01
2
Lin
tha
l 20
15
OW
DS
T 2
01
2
0
2
4
6
8
10
12
14
16
18
20
0 2 4 6 8 10 12
SLENDERNESS RATIO "SR" [m/m]
TE
NS
ILE
RIN
G F
OR
CE
"Z
" [M
N/m
]
Slenderness ratio and internal water pressure define indirectly the effort of geotechnical measurements for pre- stressing works
Area with high effort of monitoring works
Economical Lining Design _ History
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Cycle de conférences LCH 2013
Final LiningContact Grouting
WaterproofingInterface Grouting
Rock massShotcrete
• Rock support (anchors and shotcrete)
Economical Lining Design _ Assembly of layers
• Rock mass grouting
• Installation of membrane PE-VLD
• Installation unreinforced concrete lining
• Pre- stressing final lining – high pressure(gap membrane and shotcrete/ rock mass)
Workflow unreinforced pre-stressed concrete lining
• Contact grouting - low pressure(gap final lining and membrane)
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Cycle de conférences LCH 2013
+prock
+pliner
+ r(ro)
tensioncompression
- r(ro)
allow. concrete
1
p o.w
ater
+prock
+pliner
+ r(ro)
tensioncompression
- r(ro)
allow. concrete
2
p o.w
ater
+prock
+pliner
+ r(ro)
tensioncompression
- r(ro)
allow. concrete
Rock mass stress-strainrelationship
3
p o.w
ater
+prock
+pliner
+ r(ro)
tensioncompression
- r(ro)
allow. concrete
4
p o.w
ater
p o.w
ater
+prock
+pliner
+ r(ro)
tensioncompression
- r(ro)
allow. concrete
Waterproofingstress-strainrelationship
p i
5
Phase 1: Initial gap of concrete lining and rock mass
E. L. D._Analytical Graphical Design Method
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Cycle de conférences LCH 2013
32
+prock
+pliner
+ r(ro)
tensioncompression
- r(ro)
allow. concrete
1
p o.w
ate
r
+prock
+pliner
+ r(ro)
tensioncompression
- r(ro)
allow. concrete
2
p o.w
ate
r
+prock
+pliner
+ r(ro)
tensioncompression
- r(ro)
allow. concrete
Rock mass stress-strainrelationship
3
p o.w
ate
r
+prock
+pliner
+ r(ro)
tensioncompression
- r(ro)
allow. concrete
4
p o.w
ate
rp o
.wate
r
+prock
+pliner
+ r(ro)
tensioncompression
- r(ro)
allow. concrete
Waterproofingstress-strainrelationship
p i
5
Phase 2: Contact grouting (Closure of initial gap - bedding of lining )
E. L. D._Analytical Graphical Design Method
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Cycle de conférences LCH 2013
33
+prock
+pliner
+ r(ro)
tensioncompression
- r(ro)
allow. concrete
1
p o.w
ater
+prock
+pliner
+ r(ro)
tensioncompression
- r(ro)
allow. concrete
2
p o.w
ater
+prock
+pliner
+ r(ro)
tensioncompression
- r(ro)
allow. concrete
Rock mass stress-strainrelationship
3
p o.w
ater
+prock
+pliner
+ r(ro)
tensioncompression
- r(ro)
allow. concrete
4
p o.w
ater
p o.w
ater
+prock
+pliner
+ r(ro)
tensioncompression
- r(ro)
allow. concrete
Waterproofingstress-strainrelationship
p i
5
Phase 3: passive pre-stressing of lining and rock mass
E. L. D._Analytical Graphical Design Method
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Cycle de conférences LCH 2013
34
+prock
+pliner
+ r(ro)
tensioncompression
- r(ro)
allow. concrete
1
p o.w
ate
r
+prock
+pliner
+ r(ro)
tensioncompression
- r(ro)
allow. concrete
2
p o.w
ate
r
+prock
+pliner
+ r(ro)
tensioncompression
- r(ro)
allow. concrete
Rock mass stress-strainrelationship
3
p o.w
ate
r
+prock
+pliner
+ r(ro)
tensioncompression
- r(ro)
allow. concrete
4
p o.w
ate
rp o
.wate
r
+prock
+pliner
+ r(ro)
tensioncompression
- r(ro)
allow. concrete
Waterproofingstress-strainrelationship
p i
5
Phase 4: Pre-stress losses
E. L. D._Analytical Graphical Design Method
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Cycle de conférences LCH 2013
35
+prock
+pliner
+ r(ro)
tensioncompression
- r(ro)
allow. concreteLining stress-strain
relationship
1
p o.w
ater
+prock
+pliner
+ r(ro)
tensioncompression
- r(ro)
allow. concreteLining stress-strain
relationship
2
p o.w
ater
+prock
+pliner
+ r(ro)
tensioncompression
- r(ro)
allow. concreteLining stress-strain
relationship
Rock mass stress-strainrelationship
3
p o.w
ater
+prock
+pliner
+ r(ro)
tensioncompression
- r(ro)
allow. concreteLining stress-strain
relationship
4
p o.w
ater
p o.w
ater
+prock
+pliner
+ r(ro)
tensioncompression
- r(ro)
allow. concreteLining stress-strain
relationship
Waterproofingstress-strainrelationship
p i
5
Phase 5: Operational phase
E. L. D._Analytical Graphical Design Method
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Cycle de conférences LCH 2013
Constructional Aspects of Passive Pre-stressed Concrete Lining
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Cycle de conférences LCH 2013
Constructional Aspects_Membrane
Specs waterproofing membrane: 3 layers of a modified VLD PE 2 additional layers of PP fleece
Detection of voids with high voltage measurements upon installation
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Cycle de conférences LCH 2013
Constructional Aspects_Grout Line
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Cycle de conférences LCH 2013
Grouting section: grout barrier
INTA
KE
OU
TL
ET
Total 4 grout lines per section (bay)
Grout section consists of two grout lines
Arch: length ~30,8 m
Invert: length ~14,4 m
Arch
Invert
3,6 to 3,8 m
Constructional Aspects_Grout Line
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Cycle de conférences LCH 2013
40
Direct line for filling of an initial gap Improved tube a manchette lines with two rubber sleeves Limitation of grout lines length to 15 m Procedure for pressure tests
Constructional Aspects_Grout Line (lessons learnt)
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Cycle de conférences LCH 2013In
take
Low Point
Grouting carrier(mixer, agitator, pumps,cement)
Pre-monitoring carrier
Working carrier (grouting)
Post-monitoring carrier
Grouting Direction
Constructional Aspects_Grouting Setup
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Cycle de conférences LCH 2013
S1
Interface Grouting Carrier
Section n+5 Section n+4 Section n+3 Section n+2 Section n+1
Pre-Monitoring Carrier
S6
Working Platform
section n
S5S4S3S2
Post-Monitoring Carrier
• Premises: Monitoring length must cover the area of influence
• Monitoring length NTFP is about 80 -100 m.
Monitoring length = area of influence
Constructional Aspects_comb. Monitoring/ Grouting Concept
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Cycle de conférences LCH 2013
Kops-Vallüla, AUT1948internal 2.7m
Drakensberg, S.A.1979-81internal 6.5
Amlach, AUT 1989internal 3.3m
NTFP, CAN2012internal 12.6m
Constructional Aspects_Development of Monitoring Systems
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Cycle de conférences LCH 2013
Boundaries Conditions for Development of a Laser System
Accuracy: Accuracy real time < 1 mm Accuracy static 3/10
mm
Traffic: no influence of ongoing traffic
(strict order)
Grout Control System: Interactive control of grout works on basis of deformation measurement
Constructional Aspects_Specifications Monitoring System
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Cycle de conférences LCH 2013
FILLINGPHASE
PRESTRESSING PHASE
Constructional Aspects_ Monitoring and Interpretation
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Cycle de conférences LCH 2013
IGS 35, radial deformation over time
-2.4
-4.0
-3.5
-3.0
-2.5
-2.0
-1.5
-1.0
-0.5
0.0
0.5
1.0
08.0
9.20
11 0
0:00
10.0
9.20
11 0
0:00
12.0
9.20
11 0
0:00
14.0
9.20
11 0
0:00
16.0
9.20
11 0
0:00
18.0
9.20
11 0
0:00
20.0
9.20
11 0
0:00
22.0
9.20
11 0
0:00
24.0
9.20
11 0
0:00
26.0
9.20
11 0
0:00
28.0
9.20
11 0
0:00
30.0
9.20
11 0
0:00
time / date
rad
ial
def
orm
atio
n [
mm
]
radial strain due to IG: - 3.8 10-4
radial deformation due to IG: - 2.4 mmpoint of time: 27.09.2011
result of strain gauges
result of strain gaugesFILLINGPHASE
PRE-STRESSINGPHASE
S2 S1
IGS 32 IGS 33 IGS 34 IGS 35 IGS 36 IGS 37 IGS 38
S4S1 S3
Development of radial deformation due neighboring grouting works
Constructional Aspects_ Monitoring and Interpretation
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Cycle de conférences LCH 2013
Section140, differential deformation (developed view)
Date/Time: 02.04.2012 20:40
Ovalisation: 4.00 mm
m. rad. Deformation -1.38 mm
Constructional Aspects_ Monitoring and Interpretation
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Cycle de conférences LCH 2013
Section140, differential deformation (developed view)
Date/Time: 02.04.2012 23:39
Ovalisation: 5.10 mm
m. rad. Deformation -2.24 mm
Constructional Aspects_ Monitoring and Interpretation
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Cycle de conférences LCH 2013
Section140, differential deformation (developed view)
Date/Time: 03.04.2012 00:40
Ovalisation: 4.60 mm
m. rad. Deformation -2.33 mm
Constructional Aspects_ Monitoring and Interpretation
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Cycle de conférences LCH 2013
Section140, differential deformation (developed view)
Date/Time: 03.04.2012 01:10
Ovalisation: 4.80 mm
m. rad. Deformation -2.46 mm
Constructional Aspects_ Monitoring and Interpretation
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Cycle de conférences LCH 2013
Section140, differential deformation (developed view)
Date/Time: 03.04.2012 01:45
Ovalisation: 5.00 mm
m. rad. Deformation -2.48 mm
Constructional Aspects_ Monitoring and Interpretation
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Cycle de conférences LCH 2013
Section140, differential deformation (developed view)
Date/Time: 03.04.2012 02:15
Ovalisation: 5.10 mm
m. rad. Deformation -2.49 mm
Constructional Aspects_ Monitoring and Interpretation
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Cycle de conférences LCH 2013
Section140, differential deformation (developed view)
Date/Time: 03.04.2012 02:46
Ovalisation: 5.50 mm
m. rad. Deformation -2.49 mm
Constructional Aspects_ Monitoring and Interpretation
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Cycle de conférences LCH 2013
Section140, differential deformation (developed view)
Date/Time: 03.04.2012 03:12
Ovalisation: 5.10 mm
m. rad. Deformation -2.65 mm
Constructional Aspects_ Monitoring and Interpretation
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Cycle de conférences LCH 2013
Section140, differential deformation (developed view)
Date/Time: 03.04.2012 03:40
Ovalisation: 5.30 mm
m. rad. Deformation -2.70 mm
Constructional Aspects_ Monitoring and Interpretation
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Cycle de conférences LCH 2013
Section140, differential deformation (developed view)
Date/Time: 03.04.2012 04:24
Ovalisation: 6.80 mm
m. rad. Deformation -2.78 mm
Constructional Aspects_ Monitoring and Interpretation
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Cycle de conférences LCH 2013
Section140, differential deformation (developed view)
Date/Time: 03.04.2012 04:57
Ovalisation: 7.10 mm
m. rad. Deformation -2.91 mm
Constructional Aspects_ Monitoring and Interpretation
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Cycle de conférences LCH 2013
Section140, differential deformation (developed view)
Date/Time: 03.04.2012 05:30
Ovalisation: 8.80 mm
m. rad. Deformation -3.60 mm
Extensometer 5-6
2
4
6
8 7
5
3
1
Lining 03.04.2012 05:34
interpolation of splines is based on cubic spline interpolation method
Constructional Aspects_ Monitoring and Interpretation
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Cycle de conférences LCH 2013
Constructional Aspects_ Monitoring and Interpretation
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Cycle de conférences LCH 2013
-5.0
-4.5
-4.0
-3.5
-3.0
-2.5
-2.0
-1.5
-1.0
-0.5
0.00 5 10 15 20 25
rad
ial d
efo
rmat
ion
[m
m]
pre-stress pressure [bar]
data
behaviour of final lining - average
behaviour of final lining - boundary range
behaviour of final lining - boundary range +/- 25%
0%
20%
40%
60%
80%
100%
0%
20%
40%
60%
80%
100%
Constructional Aspects_ Monitoring and Interpretation
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Cycle de conférences LCH 2013
0.0
5.0
10.0
15.0
20.0
25.0
30.009
.09
.12
15:1
5:0
0
09.0
9.1
2 15
:30:
00
09.0
9.1
2 15
:45:
00
09.0
9.1
2 16
:00:
00
09.0
9.1
2 16
:15:
00
09.0
9.1
2 16
:30:
00
09.0
9.1
2 16
:45:
00
09.0
9.1
2 17
:00:
00
09.0
9.1
2 17
:15:
00
09.0
9.1
2 17
:30:
00
09.0
9.1
2 17
:45:
00
09.0
9.1
2 18
:00:
00
09.0
9.1
2 18
:15:
00
09.0
9.1
2 18
:30:
00
09.0
9.1
2 18
:45:
00
09.0
9.1
2 19
:00:
00
09.0
9.1
2 19
:15:
00
09.0
9.1
2 19
:30:
00
09.0
9.1
2 19
:45:
00
09.0
9.1
2 20
:00:
00
09.0
9.1
2 20
:15:
00
09.0
9.1
2 20
:30:
00
09.0
9.1
2 20
:45:
00
09.0
9.1
2 21
:00:
00
Pre
ssu
re [
bar
]F
low
rat
e [l
/min
]
date / time
Pressure
Pressure Test
flow rate
strain gauge
Constructional Aspects_ Monitoring and Interpretation
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Cycle de conférences LCH 2013
-2.5
-2.0
-1.5
-1.0
-0.5
0.0
08.0
9.2
012
06.
00
08.0
9.2
012
09.
00
08.0
9.2
012
12.
00
08.0
9.2
012
15.
00
08.0
9.2
012
18.
00
08.0
9.2
012
21.
00
09.0
9.2
012
00.
00
09.0
9.2
012
03.
00
09.0
9.2
012
06.
00
09.0
9.2
012
09.
00
09.0
9.2
012
12.
00
09.0
9.2
012
15.
00
09.0
9.2
012
18.
00
09.0
9.2
012
21.
00
10.0
9.2
012
00.
00
rad
ial
de
form
atio
n [
mm
]
date /time
Mobile Deformation Monitoring
Strain Gauge
09.09.2012 20:46
-2.2
8
mm
mm
Date / Time
Ovalisation
Radial deformation
Mobile Monitoring Results due to IG
Start Value due toContact Groutingand Filling Phase
Constructional Aspects_ Monitoring and Interpretation
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Cycle de conférences LCH 2013
Constructional Aspects_ Monitoring and Interpretation
Observation of pre-stressing losses before watering up Antithesis of doctrine , to be investigated by a phd study !!!!!!!!
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Cycle de conférences LCH 2013
Lessons learnt ?
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Cycle de conférences LCH 2013
• Effective und risk minized operation of pre-stressing works due to dection in time (spalling and overstressing may lead to damage of structure and personal)
• Full scale documentation and detection of area with insufficient pre-stressing (Intervention)
• Amortisation of initial cost due to shortage of time for pre-stressing works.• System is now fully developed (after 10 km) and can be rented !!!!!!!!!
ContraContraProPro
(Higher initial investment for monitoring system)
Qualified und experienced personal necessary for set up and monitoring
Intense work preparation
(Higher initial investment for monitoring system)
Qualified und experienced personal necessary for set up and monitoring
Intense work preparation
Pre-stressed pressure tunnels work! Combined grouting / deformation (full
face) is the key to success Full face monitoring is valuable for
geotechnical monitoring and data interpretation and documentation for owner
In time decision making , no delays (costs)
Pre-stressed pressure tunnels work! Combined grouting / deformation (full
face) is the key to success Full face monitoring is valuable for
geotechnical monitoring and data interpretation and documentation for owner
In time decision making , no delays (costs)
Conclusion
Conclusion
Lessons learnt
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Cycle de conférences LCH 2013
Operation
Supervisor
Shift Engineer
Foreman
Technicans Pumps
Operator Pumps
Design & Monitoring
P.P-S.C.L.
Experienced design team
Geotechnical Eng. on site
Mechatronics
Mechatronics Electricians
Software Engineers
Lessons learnt