The document discusses operational analyses of pressure tunnel and shaft grouting operations. It aims to improve lining quality and couple the lining to the rock mass through pressurized grouting. Basic principles show that grouting introduces a defined filling of gaps and leads to deformation of the lining and rock. Structural grouting targets include deformation rate, effective grouting pressure, and grout volume. Different grouting methods like borehole grouting and sleeve hole grouting are analyzed and sleeve hole grouting is determined to be more effective for structural grouting applications. Cycle analyses of grouting operations also aim to optimize processes and reduce time spent on handling and additional works.

1. Operational analyses of pressure tunnel
and shaft grouting operations
by Helmut Wannenmacher, Sewerin Sabew and Andreas Heizmann

2. 2
Operational analyses of pressure tunnel and shaft grouting operations
Objective:
 an improvement of the lining quality &
 a defined coupling of the lining and the rock
mass
Basic Principles:
 Pressurized grouting introduces a defined
filling of a gap/ void and leads to a
deformation of the lining and rock mass.
 Defined relationship of grouting pressure /
grouted volume and deformation
Structural Grouting

3. 3
Grouting targets
Structural grouting targets:
 deformation rate
 effective grouting pressure and
 volume / grout take.
0%
50%
100%
-5.0
-4.5
-4.0
-3.5
-3.0
-2.5
-2.0
-1.5
-1.0
-0.5
0.0
0 5 10 15 20 25
radialdeformation[mm]
effective grouting pressure [bar]
0%
20%
40%
60%
80%
100%
© Wannenmacher/ Krenn 2013
-2.5
-2.0
-1.5
-1.0
-0.5
0.0
08.09.201206.00
08.09.201209.00
08.09.201212.00
08.09.201215.00
08.09.201218.00
08.09.201221.00
09.09.201200.00
09.09.201203.00
09.09.201206.00
09.09.201209.00
09.09.201212.00
09.09.201215.00
09.09.201218.00
09.09.201221.00
10.09.201200.00
radialdeformation[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 to
Contact Grouting
and Filling Phase
© Wannenmacher/ Krenn 2013

4. 4
High pressure borehole grouting for passive pre-stressed pressure tunnel
10
0
relativefrequency[-]
liter / borehole [l/bh]
5
20
30
40
50
60
70
80
90
100
150
200
300
400
500
600
100
High pressure borehole grouting for passive pre-stressed pressure tunnel
GroutVol.
perbay[l]

5. 5
High pressure borehole grouting for passive pre-stressed pressure tunnel
Volumepergrout
line[liter]
Grout sections
40
80
120
1 2 3 84 5 96 7 10 11 12
0 M.S.2
M.S.1
Observation:
Large deviations in grout take of primary and secondary holes
Minor grout take insufficient to wet the circumference of the interface
Borehole grouting system inadeqaute to crack the bonding of the lining/ shotcrete – rock mass interface
(shear bond strength of ~ 0.5 MPa )
BH.
Volume
Mean rad. deformation [mm]
40
80
120
0
-0.4
-0.6
-0.2
-1.0
-0.8
-0.6
-1.5
-2.0
Target deformation [mm]

6. 6
High pressure sleeve hole grouting for passive pre-stressed pressure tunnels
High pressure sleeve hole grouting for passive pre-stressed pressure tunnels

7. 7
High pressure sleeve hole grouting for passive pre-stressed pressure tunnel
Losses due to untight
radial joints
Avg. deformation
≈ 0.35 mm ⩠ 0.35 l/m2
Avg. grout take
≈ 4 l/m2
Min. grout take to heal imperfections
≈ 3.65 l/m2

8. 8
High pressure sleeve hole grouting for passive pre-stressed pressure tunnels
Grouting pressure
@manometer [bar]
Back calculated effective grouting
pressure @interface [bar]

9. 9
Low pressure borehole grouting for contact grouting of a shaft
Grout Take < 2l:
7%
Grout Take ≥ 2 ≤ 7l:
68%
Grout Take > 7l:
25%
Borehole Volume = 2 Liter
Low pressure borehole grouting for contact grouting of a shaft

10. 10
Low pressure borehole grouting for contact grouting of a shaft
Grouting Flow Test to simulate dense rock mass conditions (kf = 10-7 – 10-11 m/s)

11. 11
Low pressure borehole grouting for contact grouting of a shaft
Grouting Flow Test to simulate dense rock mass conditions (kf = 10-8 – 10-11 m/s)
© Weh 2014

12. 12
40μm= 0.04mm
Low pressure borehole grouting for contact grouting of a shaft

13. 13
High pressure sleeve hole grouting for passive pre-stressed pressure tunnels
Borehole Grouting:
Unfavourable orientation for crack initiation for borehole grouting.
Local grouting point with a spotwise and local sphere of loading.
Comparision of sleeve hole to borehole grouting for structural grouting
Sleeve Hole Grouting:
Favourable orientation for crack initiation for sleeve hole grouting, due to encasing in plastic wrap.
Uniform grouting due to defined perforations in the tube a manchette system along the perimeter.
Anti Bonding Agent are in favour.

14. 14
The effective pressure acting within the gap of the final lining to rock mass correlates with the induced deformation.
Frictional loss is a system immanent parameter, which varies over time in relation on the filling grade.
Formulation of a grouting criteria for structural grouting
Final remarks on structural grouting

15. 15
Cycle analyses of pressure tunnel grouting analyses
Grouting i.g. is repetitive operation consisting of manipulation & handling work, intrinsic grouting.
The grouting time is considered to certain extent for the execution of parallel works, as installation of packers, etc.
…
Cycle analyses of pressure tunnel grouting analyses

16. 16
Cycle analyses of pressure tunnel grouting analyses
Übersetzen und erklären
0
200
400
600
800
0 10 20 30 40 50
Häufigkeit
Dauer [min]
Verteilung
Umsetzdauer [min]
Verteilung
Injektionsdauer [min]
Annahme
Injektionsdauer
Kalkulation [min]
Annahme
Umsetzdauer
Kalkulation [min]
MWUmsetzen
MWInjektion Reduktion 74.4%Reduktion 57%
Distribution Additional
Works/ Handling Time [min]
Distribution Grouting
Time [min]
Calculated Grouting
Time [min]
Calculated Time for
Additional Works [min]
Reduction 74%Red. 57%
Avg.Grouting
Time[min]
Avg.Time
Handling[min]

17. 17
Thank you for audience !
Operational analyses of pressure tunnel and shaft grouting operations
Harry
Norbert
Roman
Michael