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France, S. (2017) Tunnelling through volcaniclastic grit; monitoring and management of groundwater effects on the
Waterview Connection Project Proc. 20th NZGS Geotechnical Symposium. Eds. GJ Alexander & CY Chin, Napier
1
Tunnelling through volcaniclastic grit; monitoring and management of
groundwater effects on the Waterview Connection Project
S J France
Beca Ltd, Auckland, NZ.
[email protected] (Corresponding author)
Keywords: groundwater, drawdown, tunnelling, volcaniclastic grit, Waterview Connection
ABSTRACT
The NZ Transport Agency’s Waterview Connection project involves the construction of 5 km of
motorway to complete Auckland’s Western Ring Route. Half of this new link is twin 14.5 m
diameter tunnels constructed by Tunnel Boring Machine with 16 sequentially excavated cross-
passages. Over most of the tunnelled length the excavation is through weak interbedded
sandstones and mudstones; however, a 150 m long zone of moderately strong volcaniclastic grit
was identified during site investigations.
This zone was characterised by steeply dipping, fractured and faulted, higher permeability rock
which might allow a direct groundwater-surface water connection to overlying Oakley Creek, and
increased the risk of drawdown in overlying contaminated and compressible soils. This zone was
identified as one of the highest risk areas in terms of potential adverse effects resulting from
groundwater drawdown and ground settlement.
Monitoring during drained maintenance stops recorded inflows to the tunnel excavation of up to
30 L/s with near instantaneous drawdown at distances of almost 200 m, and, air bubbles in the
creek coincident with the TBM location confirming the connection between groundwater and
surface water. Visual inspections and instrumented monitoring were used to regularly inform
drive parameters and negligible adverse effects were recorded as a result of the drawdown during
tunnelling. Pre-excavation fissure grouting was undertaken ahead of cross-passage excavations to
limit groundwater inflows and drawdown, and monitoring confirmed the effectiveness of this
technique in these materials. These proactive mitigation measures meant that negligible adverse
effects were recorded as a result of the drawdown.
1 PROJECT INTRODUCTION
The Waterview Connection project involves the construction of 5 km of 6-lane motorway through
and beneath Auckland’s western suburbs, linking two existing State Highways to complete a
motorway ring route around the city. Half of this new link will be in tunnels and the remaining
half comprises surface highways and approach trenches (Figure 1).
The segmentally lined mainline tunnels were constructed using a 14.5 m diameter Earth Pressure
Balance Tunnel Boring Machine (“the TBM”). The mainline tunnels are linked by 16 sequentially
excavated, nominally 6 m diameter cross-passages.
2 GEOLOGICAL CONDITIONS AND IMPLICATIONS FOR TUNNELING AND EXCAVATION
2.1 Geological Setting
France, S. (2017) Tunnelling through volcaniclastic grit; monitoring and management of groundwater effects on the Waterview Connection Project
2
The project is located in the western-central suburbs of Auckland, with the tunnel alignment
broadly following the incised valley of Oakley Creek, between the Mt Albert (Owairaka) Volcano
to the east and the Great North Road/Blockhouse Bay Ridge to the west (Figure 1).
Figure 1: Location map for the project (modified after France et al, 2011)
Tertiary age, weak sandstones and mudstones of the East Coast Bays Formation (ECBF), form
the bedrock in the project area and outcrop in the Great North Road / Blockhouse Bay Road Ridge
and locally within Oakley Creek. Compressible Tauranga Group alluvium fills the paleo-valley
of Oakley Creek and is encountered within the present-day valley of Oakley Creek and beneath
the basaltic lava flows to the east of the Creek.
Mt Albert (Owairaka) Volcano erupted onto a now buried paleo-ridge of ECBF and lava flows
in-filled the paleo-valley to the north, west and south. The current position of Oakley Creek
roughly follows the western edge of the lava flows. Uncontrolled back-filling of historic quarries
within the basaltic lava flows has resulted in pockets of landfill adjacent to the Creek.
Waitemata Harbour
Mt AlbertVolcano
20 m
20 m
40 m
40 m
20 m
60 m
40 m
60 m
40 m80 m
100 m
Auckland CitySH16
Waitakere City
Oakley Creek
Northern Portal[cut'n'cover]
Southern Portal[cut'n'cover]
Driven Tunnels
Phyllis StLandfill
N
0 m 400 m
Fill
TGA: Tauranga Group Alluvium
ECBF: East Coast Bays Formation Sandstone / Siltstone
AVT: Auckland Volcanic Formation Tuff
AVL: Auckland Volcanic Formation Lava
Topographic contour (20 m interval)
Major road
Groundwater spring
LEGEND
Surface highw ay
TunnellingReach 3
Northern Portal[cut'n'cover]
FillTGA: Tauranga Group AlluviumECBF: East Coast Bays Formation Sandstone / SiltstoneAVT: Auckland Volcanic Field TuffAVL: Auckland Volcanic Field Lava
Topographic contour (20 m interval)Major roadGroundwater springSurface Highway
France, S. (2017) Tunnelling through volcaniclastic grit; monitoring and management of groundwater effects on the Waterview Connection Project
3
2.2 Characterisation of Geological Conditions for Tunnelling
The Well-Connected Alliance developed a 3D geological model from the geotechnical
investigation data (over 500 locations) and used it to generate geological long and cross sections
to assess tunnelling conditions. Six tunnelling reaches were identified based on predominant
lithology, hydrogeology and geological structure. Over most of the tunnelled length (5 reaches)
the tunnelling and cross passage excavation is through typical, weak ECBF.
However, within the ECBF are lenses of a stronger, coarse grained volcaniclastic grit (commonly
referred to as Parnell Grit). Reach 3 comprises 500 m of interbedded weak ECBF and lenses of
the stronger grit, but with a central ~150 m long zone in which the tunnel excavation was wholly
within the grit. The rock in this zone was also characterised by steeply dipping joints and folded
bedding.
2.3 Characterisation of the Grit in Reach 3
In total 155 in-situ (slug, packer or pumping) tests were undertaken in the East Coast Bays
Formation over the wider project area. The geometric mean and median of all tests is
approximately 3 x 10-7 m/s, typical of ECBF, with 85 % of all test results falling in the range of
1 x 10-8 m/s to 5 x 10-6 m/s (Figure 2).
Figure 2: Permeability test results from typical ECBF and Reach 3 grit
Whilst a broad trend between permeability and rock strength was identified, review of spatial
trends indicated that the highest permeability values were associated with the steeply dipping,
openly jointed volcaniclastic grit beds located within Reach 3.
The 41 No. in-situ tests undertaken in Reach 3 indicated permeability values of up to 1 x 10-4 m/s
(Figure 2). Pumping tests indicated peak flows (from a 250 mm diameter well) of up to 16 l/s and
sustained flows of almost 10 l/s. Recorded drawdown during the pumping testing indicated a clear
SW-NE structural control on the extent of drawdown and the potential for drawdown to extend
to distances of up to 500 m.
The locations of tests that indicated high permeability, the observed structural control on
drawdown and indications of boundary features in the pumping test all coincide with the mapped
extent of thick, channel filling grit (Figure 3).
0%
5%
10%
15%
20%
25%
30%
35%
5E-10 to1E-10
1E-9 to5E-10
5E-9 to1E-9
1E-8 to5E-9
5E-8 to1E-8
1E-7 to5E-8
5E-7 to1E-7
1E-6 to5E-7
5E-6 to1E-6
1E-5 to5E-6
5E-5 to1E-5
5E-5 to1E-4
% o
f S
am
ple
s
K Values (m/s)
Typical ECBF Reach 3 Grit
France, S. (2017) Tunnelling through volcaniclastic grit; monitoring and management of groundwater effects on the Waterview Connection Project
4
Figure 3: Inferred extent of high permeability (k) grit within Reach 3 (labelled boreholes
are referred to in text or subsequent figures)
2.4 Implications for Tunnelling and Excavation
Defects recorded in boreholes and surface lineaments suggest that Oakley Creek likely follows
larger scale geological structures, whilst geological mapping of the creek identified that the
steeply dipping grit beds observed at the depth of the tunnel extend to the surface, potentially
allowing a direct groundwater-surface water connection to the overlying creek.
Additionally, land-use at the surface of Reach 3 comprises sports fields (Phyllis Reserve) that
have been created on a former landfill with no basal liner. Hence any drawdown from tunnelling
or excavation could result in contaminant migration, whilst settlement at the surface could allow
cracking of the landfill cap and / or ponding of surface water that might result in increased leachate
generation.
Reach 3 was therefore identified as one of the highest risk areas in terms of potential adverse
effects resulting from groundwater drawdown and ground settlement. The use of an EPB-TBM
that could be operated in a closed and pressurised mode, was expected to limit the potential for
groundwater inflows and drawdown during tunnelling. However, open drained stops were
required for planned maintenance of tail brushes, changing of cutting tools etcetera, and one such
stop was proposed to be undertaken immediately prior to entering Reach 3 to allow optimal TBM
operation through this zone.
Further, the cross passages were sequentially excavated, and an enlarged (~9 m diameter) cross
passage (XP12) was required in Reach 3 to form the tunnel’s low point sump. It was identified
during the early stages of the project that pre-excavation fissure grouting would be required at
XP12 (and several other cross passages) to ensure safe working conditions and reduce
groundwater inflows during excavation.
BH709
BH529 BH732
DH833
BH730
~150 m
N
XP12
France, S. (2017) Tunnelling through volcaniclastic grit; monitoring and management of groundwater effects on the Waterview Connection Project
5
3 GROUNDWATER EFFECTS DURING TUNNELLING AND EXCAVATION
3.1 Drained Maintenance Stop
Immediately prior to entering the highest risk zone, the TBM was stopped for a planned period of
maintenance and replacement of the tail brushes, a critical tool for maintaining face pressure and
reducing groundwater inflows during tunnelling. The TBM was stopped on 15th July 2014 and
immediate peak groundwater inflows of 30 l/s occurred at the tunnel face, though these rapidly
reduced over a few days to ~10 l/s which was then maintained for the 2 week duration of the stop.
Instantaneous drawdown of 18.5 m was recorded in the nearest piezometer (BH732) located 35 m
from the face of the TBM, with drawdown approaching near steady state conditions and a
maximum 26.3 m drawdown at the end of the two week stop.
As with the earlier pumping testing, a clear structural control on drawdown was observed, with a
near-instant response in groundwater level recorded at distances of more than 200 m away,
including at BH529 located on the opposite side of Oakley Creek (i.e. across what might often be
considered a “groundwater divide”, Figure 4 and Figure 7).
Figure 4: Extent of drawdown at end of drained maintenance stop (boreholes are labelled
on Figure 3)
Recovery of groundwater levels was equally rapid, with most piezometers recovering to 50 % to
85 % of their pre-strop water levels within 7 days, and all fully recovering within 2 months. The
only exception being BH529, which some 3 years later has still not fully recovered with an
apparent permanent drawdown of 5 m relative to pre-tunnelling conditions.
3.2 TBM Tunnelling Induced Effects on Groundwater and Surface Water
Generally, where tunnelling was undertaken in both the typical ECBF and the more permeable
volcaniclastic grit, and with a closed and pressurised face, there was negligible recorded
drawdown of the groundwater level.
12.2
~150 m
N
0.8
0.9
1.4
2.1
0.94.9
0
0
1.7
6.2
10.1
10.6
10.9
10.7
0.0
2.2
2.9
8.1
9.7
3.810.8
0.0
0.0
15.214.7
26.3
2.0
France, S. (2017) Tunnelling through volcaniclastic grit; monitoring and management of groundwater effects on the Waterview Connection Project
6
In some areas, where there was a concern over mechanical ground movements at the surface, the
TBM was operated at a higher face pressure in order to allow optimal performance (and hence
speed) through the area of concern, while also limiting mechanical movements and groundwater
inflows. Reach 3 was identified as one such area as a result of the large groundwater inflows
during the maintenance stop, the occurrence of contaminated land fill at the surface, and the close
proximity of buildings (with known weather-tightness issues) within 30 m of the tunnel
alignment.
As this was also an area of potential connection between groundwater and surface water, twice-
daily visual inspections of the creek were undertaken, in addition to continuous stream gauging,
in order to visually assess if any irregularities in flow were occurring. During one of these
inspections air bubbles were noted rising from the creek bed (Figure 5), coincident with the TBM
location, confirming the connection between groundwater and surface water.
Figure 5: Photo of air bubbles observed in Oakley Creek during tunnelling and map
showing TBM location at time
The TBM face pressure was slowly lowered until the bubbles reduced to an acceptable level,
whilst still maintaining minimal groundwater inflows to the face or drawdown in adjacent
piezometers. Daily monitoring of piezometers in the immediate area was then used as a check
against the TBM drive parameters (that were set early in the design phase) to confirm the optimal
operational pressure.
BUILT RINGS
APPROX. CUTTERHEAD LOCATION
OAKLEY CREEK
INITIAL OBSERVATION OF BUBBLES
BUILT RINGS
CUTTER HEAD LOCATION
INITIAL OBSERVATION OF BUBBLES
France, S. (2017) Tunnelling through volcaniclastic grit; monitoring and management of groundwater effects on the Waterview Connection Project
7
3.3 Cross-passage XP12 Excavation
Prior to cross passage excavation, narrow (76 mm) diameter probe-holes were undertaken from
the completed south-bound tunnel, to confirm geological conditions and allow measurements of
groundwater inflows to determine if pre-excavation grouting was required. The recorded inflows
to the probe-holes indicated that peak inflows to the larger cross passage excavation of 30 l/s to
80 l/s might occur, with sustainable flows of 10 – 20 l/s (i.e. comparable to that observed during
the maintenance stop).
Figure 6: Geological cross section through XP12 (grey line indicates canopy tube, red line
indicates probe drilling). NB: ECBF comprises grit (steeply dipping out of page).
During probe-hole drilling, and canopy tube drilling, immediate drawdowns of up to 1.5 m were
observed in the ECBF at a distance of 14 m from probe-holes (BH732, Figure 7), with detectable
drawdown (0.5 m) recorded at a distance of more than 200 m (DH833 and BH529).
Figure 7: Observed drawdown at select monitoring locations in Reach 3 (distances are
relative to outer edges of XP12)
BH732
Oakley Creek regional GWL
perched GWL
~15 m
WEST EAST
ECBF
TGA
FILL
0
5
10
15
20
25
30
Jun-14 Aug-14 Nov-14 Mar-15 Jun-15 Aug-15 Nov-15 Feb-16 May-16
Dra
wd
ow
n (
m)
rela
tive
to
1st
Ju
ly 2
01
4
BH732 (14 m away) BH730 (65 m away) BH709b (95 m away) DH833 (195 m away) BH529 (210 m away)
drained stop
probe drilling @ XP12 & XP13
1st TBM passage
canopy tube installation
@ XP12
excavatation @ XP12
fissuregrouting@ XP12
2ndTBM passage
data loggermanual reading
France, S. (2017) Tunnelling through volcaniclastic grit; monitoring and management of groundwater effects on the Waterview Connection Project
8
A cementitious grout, targeting larger aperture joints was selected (Maclean et al, 2017) with
grouting carried out by a specialist grouting contractor, through grout ports pre-installed in the
segmental lining. Having observed the connection between TBM pressure at depth and Oakley
Creek, care was taken to limit grouting pressures to reduce the risk of grout being ejected at the
surface, with visual inspections of the creek and piezometer monitoring undertaken to confirm.
The cross passages were excavated in a series of short advances with spraying of shotcrete for
temporary support. Prior to shotcreting the excavated face was logged by an Engineering
Geologist and a visual estimation of seepage was made. Pre-excavation grouting was observed
to be highly effective in reducing groundwater inflows. At XP12, groundwater was mainly
observed as isolated seepage from occasional joints with the flow estimated to be less than l/s.
The grouting was also effective in limiting the magnitude of drawdown at distance (Figure 6),
which, for the 9 m diameter excavation (open and dewatered for 5 months), was not significantly
greater, and in some cases was less (BH709b) than observed during short term drilling and testing
of the probe-holes. The magnitude of drawdown was also less than observed during the drained
maintenance stop and flow gauging of Oakley Creek confirmed no impacts on creek flows.
4 CONCLUSIONS
Site investigations and observations from tunnelling through a discrete zone of moderately strong,
jointed volcaniclastic grit, identify that significant groundwater flows and groundwater drawdown
can propagate rapidly through the high permeability, but low storativity joints and fractures that
often accompany these materials. The extent of drawdown was strongly structurally controlled,
with drawdown occurring preferentially in a SW-NE direction, at distances of greater than 200 m
and beneath the opposite side of Oakley Creek.
Although no impact on base flows in Oakley Creek was noted, connection to the creek was
confirmed by the propagation of air bubbles to the surface. Visual inspections and instrumented
monitoring were used to regularly inform TBM drive and grouting parameters to reduce the
effects at the surface.
Peak groundwater inflows of 30 l/s and sustained inflows of 10 l/s occurred in open excavations
through the grit. However, monitoring confirms that fissure grouting was successful in
significantly reducing groundwater inflows and controlling the magnitude of drawdown at
distance.
The monitoring results confirm the need for monitoring, and proactive management of
groundwater effects, when grit is encountered in deep excavations or tunnelling projects.
5 ACKNOWLEDGEMENTS
The writer would like to thank the NZ Transport Agency and its Well-Connected Alliance
partners for permission to publish details of the project, and also Ann Williams for her review of
this paper.
REFERENCES
France, S.J., Williams, A. & Cammack, E. (2011) Western Ring Route – Waterview Connection
Driven Tunnel: Assessment of Groundwater Effects. Proceedings of the 14th
Australasian Tunnelling Conference. The Press, London.
Maclean, H.J., Cartwright, S. and Giauque, A. (2017) Fissure grouting and rock defect
characterisation for the Waterview cross passage tunnels. in prep.