before a board of inquiry east west link ......joint recipient of the first nz geotechnical society...
TRANSCRIPT
EXPERT EVIDENCE OF PETER JAMES MILLAR ON BEHALF
FONTERRA BRANDS (TIP TOP) NEW ZEALAND LIMITED
VIBRATION
22 MAY 2017
B S Carruthers / S H Pilkinton P +64 9 367 8000 F +64 9 367 8163 PO Box 8 DX CX10085 Auckland
BEFORE A BOARD OF INQUIRY EAST WEST LINK PROJECT
UNDER Resource Management Act 1991
AND
IN THE MATTER Notices of requirement for designations and
resource consent applications by the New
Zealand Transport Agency for the East West Link
Project.
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TABLE OF CONTENTS
1. INTRODUCTION ...................................................................................................... 1
2. CODE OF CONDUCT .............................................................................................. 3
3. SCOPE OF EVIDENCE ............................................................................................ 3
4. CONSTRUCTION WORKS AT TIP TOP SITE ........................................................ 4
5. TIP TOP'S VIBRATION SENSITIVITY AND ADVERSE EFFECTS ........................ 6
6. ASSESSED EFFECTS OF VIBRATION ASSOCIATED WITH CONSTRUCTION . 9
7. CONCLUSION ........................................................................................................ 10
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1. INTRODUCTION
1.1 My full name is Peter James Millar. I am employed by Tonkin & Taylor
Ltd, an environmental and engineering consultancy firm, as a senior
geotechnical engineer and Tonkin & Taylor's Business Development
Manager. I am based in the company's Auckland Office.
1.2 I hold the degree of Masters of Engineering 1st Class from the University
of Auckland. I am a Fellow of the Institution of Professional Engineers
New Zealand, a member of the New Zealand Geotechnical Society Inc
and New Zealand Society for Earthquake Engineering Inc. I was the
joint recipient of the first NZ Geotechnical Society Award and have
received a Fulton Downer Gold Medal – President's Award and the
Turner Award from IPENZ.
1.3 I have 40 years' post-graduate experience in geotechnical engineering.
My Masters' thesis work involved a study of the slope stability and
strength of weathered and jointed rock. I was then employed by the
Ministry of Works and Development for 17 years during which time I
undertook design for the Rangipo Underground Power Station and
tunnels followed by a period of construction supervision of the
excavation of the main caverns using blasting techniques. During the
latter 10 years of my employment with the Ministry, I was section
manager of the geomechanics group, and undertook investigations and
geotechnical design on many major hydroelectric and roading projects
throughout New Zealand. This included work on a number of tunnel
projects as well as geophysical investigations using explosive sources
and assessments of construction vibrations.
1.4 Since joining Tonkin & Taylor in 1987, I have provided specialist
geotechnical services on many projects in New Zealand and the South-
East Asia Pacific region. I was geotechnical group manager from 1992
to 2006 after which I was appointed Managing Director of the Tonkin &
Taylor Group. I stepped down from the Managing Director position in
2010 to return to a consulting role. Over the past 26 years I have been
responsible for the design of foundations of many of the major building
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developments in the Auckland CBD. I have also held senior technical
roles in and been a Board member of the Waterview Connection
Alliance responsible for constructing the twin road tunnels on the
Western Ring Route, and the Northern Gateway Alliance, which has
undertaken construction of both the Albany to Puhoi Motorway and the
replacement of the Newmarket Viaduct. I am also currently on the
board of the Memorial Park Alliance road underpass project in
Wellington.
1.5 My previous experience that is particularly relevant to the current
applications includes:
(a) appearing as an expert witness regarding the vibration effects
for the Waterview Connection project;
(b) appearing as an expert witness on vibration and design
matters, and construction observation during the Central
Interceptor, Hobson Bay Tunnel and Vector Tunnel projects;
(c) appearing as an expert witnesses and observing design and
construction for the Brightside Hospital basement excavations,
which used blasting to remove basalt rock;
(d) involvement with the Canterbury Earthquake Foundation Trials
using explosives to simulate seismic ground motion;
(e) involvement with the Museum of New Zealand, Te Papa
Tongarewa, as the Foundation Design Engineer which
included assessment and design of ground treatment using
dynamic compaction and the monitoring of vibration effects on
neighbouring properties;
(f) assessment of traffic and construction works for vibration-
sensitive structures and buildings, including Auckland,
Waikato, Napier and Christchurch Hospitals; and
(g) assessment of the effects of blasting at many quarries
throughout New Zealand.
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2. CODE OF CONDUCT
2.1 I confirm I have read the Code of Conduct for Expert Witnesses 2014
contained in the Environment Court Practice Note and I agree to comply
with it. My qualifications as an expert are set out above. I confirm that
the issues addressed in this brief of evidence are within my area of
expertise, except where I state I am relying on what I have been told by
another person. I have not omitted to consider material facts known to
me that might alter or detract from the opinions expressed.
3. SCOPE OF EVIDENCE
3.1 This statement of evidence is on behalf of Fonterra Brands (New
Zealand) Limited ("Fonterra "). It addresses the vibration effects of the
New Zealand Transport Agency's ("Transport Agency ") proposed
East West Link ("Project ") on the operation of Fonterra's ice-cream
production facility at 113 Carbine Road, Mount Wellington ("Tip Top
Site "). In particular, my statement:
(a) discusses the construction works at the Tip Top Site and how
the vibration generating activities can be regulated;
(b) describes the Tip Top Site's vibration sensitivity and potential
adverse effects of the Project's construction; and
(c) identify amendments to the proposed conditions that I consider
are necessary to avoid, remedy or mitigate these adverse
vibration effects.
3.2 In preparing this evidence, I have read:
(a) The Assessment of Environmental Effects for the Project and
the accompanying Construction Noise and Vibration
Assessment TP8 ("Vibration Assessment ").
(b) The relevant sections of the following statements of evidence
on behalf of the Transport Agency
(i) Acoustics – Construction – Siiri Wilkening;
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(ii) Planning Effects and Conditions – Lesley Hopkins; and
(iii) Design and Construction – Noel Nancekivell.
(c) The evidence of Jon Styles, acoustics and vibration, for the Auckland Council.
3.3 In addition to my statement, Ms Larisa Thathiah and Ms Karen Foster
provide statements of evidence on behalf of Fonterra regarding the
effects of the Project on the Tip Top Site, which I have read. I share
the concerns expressed in these statements and agree with
amendments to the conditions recommended by Ms Foster. Where
necessary, I refer to aspects of their evidence.
4. CONSTRUCTION WORKS AT TIP TOP SITE
4.1 In order to connect the Project to the southbound lanes of State
Highway 1, an on-ramp will be constructed in close proximity to the Tip
Top Site.
4.2 The construction works proposed will extend close to the Tip Top Site's
western boundary and are expected to include excavation and retention
works to form and support a cut face at the boundary. The Transport
Agency is proposing to install anchors in the rock face that will extend
beneath the Tip Top Site.
4.3 A large part of the main Tip Top production building, as well as the head
office building, are founded on a basalt lava flow. The proposed
excavations will require the removal of competent strong basalt rock.
There are rock exposures evident at the western boundary and it is
expected the rock will extend from the crest of the Tip Top Site, where
the buildings are located, down to the level of the staff carpark, which
occupies the North Western and Northern perimeters. A copy of a
Transport Agency borehole drilled in the Tip Top Site's staff carpark is
attached to my evidence as Appendix A.
4.4 The Site is identified on the Vibratory Rolling Map, produced by the
Transport Agency, attached to my evidence as Appendix B. This
indicates the Site will be affected by the compaction works during the
construction of the pavement. However, the potential effects of the
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proposed excavation works are not identified on this map, nor on the
Vibro and Impact Piling Risk Map, produced by the Transport Agency,
attached to my evidence as Appendix C. The proposed excavation
works have not been addressed by the Vibration Assessment.
4.5 My understanding, consistent with Ms Wilkening's evidence on behalf
of the Transport Agency,1 is that a building condition survey would be
required to monitor and assess the effects of the pavement compaction
works. However the proposed excavation is also of concern.
4.6 The precise excavation method has not yet been determined by the
Transport Agency. However, the basalt rock is massive and strong such
that I expect it will require the use of large rock breaker equipment or
blasting for excavation. The Vibration Assessment recommends the
criteria provided in the Transport Agency's Guide Vibration Criteria be
applied.2 These are similar to but not the same as the AUP:OP criteria.
4.7 If rock breaker equipment is used then it is expected this work will be
slow. The continuous vibrations (and noise) could be disturbing to
occupants of the adjacent office buildings within the Tip Top Site and
may impact on the underground services shown on Appendix D .
4.8 An alternative is to use blasting methods. Blasting may accelerate the
works close to the Tip Top Site and allow for disturbance to be limited
to agreed times when occupants are expecting the blasts to occur. The
Vibration Assessment does not specifically identify any blasting that will
be used during the Project's construction. However, it notes in Section
7.2 that, if blasting is carried out, vibration is required to comply with the
criteria set out in BS5228-2.3
4.9 The Vibration Assessment also notes4 that construction and demolition
activities must be controlled to ensure any resulting vibration does not
1 Evidence of Ms Siiri Wiklening, at [10.30]. 2 Transport Agency, Technical Report 8, Construction Noise and Vibration Assessment, November 2016. 3 Transport Agency, Technical Report 8, Construction Noise and Vibration Assessment, November 2016, at [7.2]. 4 Transport Agency, Technical Report 8, Construction Noise and Vibration Assessment,
November 2016, at [4.3.1].
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exceed the criteria in DIN 4150-3:1999.5 These criteria have been
widely used in New Zealand for blasting vibration limits and are applied
in the AUP:OP.
4.10 An option for the Transport Agency, to further accelerate construction
works adjacent to the Tip Top Site, is to seek agreement with Fonterra
for the use of higher criteria for selected sections of the works. The DIN
standards include high margins to prevent structural damage to
buildings and services, and an increase above the Proposed Vibration
criteria may permit acceleration of the excavations without causing an
unacceptable risk of damage.
4.11 I note also the retention of the cut face may require the installation of
bolts or anchors to achieve adequate stability. These would need to be
drilled beneath the Tip Top site. The method of drilling is expected to
utilise percussion drilling methods. While the vibrations generated by
these drilling methods will attenuate quickly (and not affect the existing
buildings), the potential effects on nearby services need to be
considered. The potentially affected services are discussed below.
5. TIP TOP'S VIBRATION SENSITIVITY AND ADVERSE EFFE CTS
5.1 The Tip Top Site contains a number of structures that may be adversely
affected by vibration associated with construction, as well as a range of
vibration sensitive infrastructure and services. I have not undertaken a
detailed assessment of these buildings or infrastructure but make the
following observations from my site visit:
(a) Structures : The structures on the site in proximity to the
proposed works include the head office building, the boiler and
engine room, and a number of storage tanks constructed on
concrete plinths. These tanks, along with the engine room, are
shown on the Underground Services Drawing, attached to my
evidence as Appendix D . The structures appear to be mostly
founded on basalt rock except for parts of the engine room
which is partly founded on alluvial soils. These structures are
not considered to have a particularly high sensitivity to
5 German Industrial Standard DIN 4150-3 (1999): Structural Vibration – Part 3.
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vibrations, and I consider the generally accepted (DIN 4150-3)
criteria for vibrations for commercial and industrial buildings
would be suitable. However, I expect the basalt rock that lies
beneath the main production and head office buildings to
exhibit relatively high transmission characteristics (with a low
attenuation exponent). A condition assessment of these
buildings should be undertaken prior to any construction works
related to the Project taking place to provide baseline data.
This survey should identify critical elements that may require
specific mitigation measures to prevent construction vibration
damaging the structures and / or disturbing the Tip Top Site's
operations.
(b) Underground Wet Services: A number of wet services at the
Tip Top Site, including storm water drainage and sewage, are
located in close proximity to State Highway 1 and the area
where construction works will occur. These services are shown
in Appendix D . The main storm water drain that gathers and
discharges water collected from the buildings feeds into a
public storm water system. This crosses the Tip Top Site's
western boundary and, I understand, passes beneath State
Highway 1. Other collected storm water from paved areas is
disposed to soakage. Tradewaste and sanitary sewers are
also located close to the Tip Top Site's western boundary. The
Vibration Assessment does not provide any criteria for
services. While these services will generally have reduced
sensitivity to vibrations, this is dependent on the type and
condition of the systems. As these services are in close
proximity to the proposed works, I recommend a condition
survey be undertaken to determine the sensitivity of these
services to vibration effects and any identified strengthening or
isolation measures completed before construction
commences to protect them from vibration damage.
(c) Earthenware Pipe : During my site visit, I also observed a
shallow earthenware pipe, not shown on Appendix D , close to
the western boundary and proposed construction works areas.
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I expect that, if this pipe is still in use, the mortared jointing will
be highly sensitive to any construction vibrations. If the pipe is
still in use, a condition assessment should also be undertaken
prior to the works and any identified strengthening or isolation
measures completed before construction commences to
protect it from vibration damage.
(d) Underground Power Cables: The location of underground
11kV and 400kV voltage power cables used to power the Tip
Top Site are shown in red and pink, along with an electrical
switching box, shown on Appendix D. These cables are
located within 1 – 2 meters of the Tip Top Site's western
boundary with State Highway 1 at a depth of 1.2m. This is
located in the area affected by the substrata designation and
continues north through the permanent designation (see
Appendix B to Ms Foster's evidence for Fonterra).
Accordingly, these must be specifically addressed by the
CNVMP. Unless they are relocated, the presence of these
cables may present major limitations on any of the excavation
options and the installation of rock anchors as well as present
a significant risk for other work activities.
(e) Pavements: As Ms Thathiah explains in her evidence,6 with
the exception of chocolate and chemicals, all delivery vehicles
for all other ingredients and packaging operate on the
pavements and turning circle close to the Tip Top Site's
western boundary. The continued and uninterrupted access
to this turning circle is critical to operations. During excavation
works associated with the cut face and the sub-strata
designation, truck access may be limited until the face is fully
supported. The vibrations generated by use of rock breakers
are unlikely to result in cracking to the surfacing but vibrations
and gases generated from close blasting may result in some
damage to the pavement and turning circle surfacing. Unless
excessive lateral deformations occur as a result of face
6 Evidence of Ms Thathiah on behalf of Fonterra.
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movement, I expect this damage will be minor and surface
repairs will be adequate.
6. ASSESSED EFFECTS OF VIBRATION ASSOCIATED WITH
CONSTRUCTION
6.1 The application documents, maps, and technical reports as well as the
evidence provided by Ms Siiri Wilkening on behalf of the Transport
Agency,7 identify the Tip Top Site as falling partially within the red (high
risk) and yellow (medium risk) zones for vibration rolling during
pavement compaction.
6.2 I generally concur with the Transport Agency that the “road building”
activities (such as compaction plant) are unlikely to significantly affect
the structures at the Tip Top Site or result in high levels of disturbance
to its occupants. These aspects of construction will generally be applied
after excavation to the road subgrade level which will be below the
majority of the Tip Top operations.
6.3 However, the subgrade is likely to comprise basalt rock and its
proposed excavation has not been included in the assessment to date.
I note the transmission characteristics of the basalt are likely to be
higher than is generally applied to assess attenuation. Accordingly, the
zones identified in the Transport Agency's Risk Zone Maps may need
to be reviewed to include all construction activities. In addition I consider
the following assessments need to be undertaken by the Transport
Agency:
(a) Assessment of the effects of works carried out by rock breaker
/ blasting or any drilling for the substrata works beneath the
truck-turning circle in the South Western corner of the site. The
requirement to excavate strong basalt rock needs to be
addressed with reference to the method of excavation required
and the high transmission characteristics of these materials.
7 Page 16, para 10.30
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(b) Specific assessment of the effects of services in proximity to
the works, particularly the buried 11KV cables adjacent to the
Tip Top Site's boundary.
6.4 I have noted above that the use of a rock breaker plant operating to
comply with the proposed noise and vibration limits may result in a slow
excavation of the basalt rock. In my experience, if carefully managed,
there may be advantages in using controlled blasting to accelerate the
works and minimise the period of disturbance and disruption to the Tip
Top Site. Provided the issues of protection for underground power
cables and other nearby services can be addressed, there would be
benefits in developing agreed conditions that would enable the
excavation works to be completed in the shortest possible time.
7. CONCLUSION
7.1 The Transport Agency's assessment appears to overlook the fact that
the works in the vicinity of the Tip Top Site will encounter strong basalt
rock, and that this will require excavation. As a consequence, the
vibration effects of that excavation on the Tip Top Site have not been
identified or assessed. The proximity of buried high voltage cables and
other underground services may also require specific assessment,
particularly in relation to the installation of ground anchors.
7.2 These are all matters that can be covered in the CNVMP. It is surprising
that a draft CNVMP has not yet been prepared or provided, nor have
any mitigation options been proposed. Conditions need to be imposed
to ensure that the Project will not have adverse vibration effects on the
Tip Top Site, and that Fonterra is involved in the finalisation of that plan
given the likely exceedances of the criteria.
Peter James Millar
22 May 2017
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Appendix A
Tip Top Transport Agency Bore Hole
2/06
/201
6 4:
20:0
0 p.
m.
VE
HQ
3H
Q3
HQ
3H
Q3
HQ
3H
Q3
0.0-1.5m: no recovery - vacuum extracted.
Soft, clayey SILT, some fine sand; orange brown; moist, highplasticity.
Stiff to very stiff, silty fine to medium SAND; orange mottled darkbrown; moist, non plastic.
Soft, silty CLAY, minor fine sand; brown mottled red; moist, highplasticity.
Moderately strong to strong, SW, grey, highly vesicular, BASALT.Defects: widely spaced.
3.5m: UW.
4.3m: slightly vesicular4.3m: defect: very steeply inclined, 150mm persistence, undulating,smooth, very narrow, clay infill, FeO stained.
5.0m: defect: subhorizontal, undulating, smooth, very narrow, clayinfill, FeO stained.
6.1m: moderately vesicular.
6.6m: SW.6.7-7.5m: zone of very closely spaced defects. Defects generallyundulating, rough, narrow, clay infilled.
8.0m: defect: subvertical, 200mm persistence, undulating, smooth,very narrow, clay infill, FeO stained.8.2-8.7m: zone of very closely spaced defects. Defects generally,undulating, rough, narrow, clay infilled.8.4m: defect: very steeply inclined, undulating, smooth, verynarrow, clay infill, FeO stained.8.8m: highly vesicular.8.8m: defect: very steeply inclined, undulating, smooth, verynarrow, clay infill, FeO stained.9.0m: defect: moderately inclined, undulating, smooth, very narrow,clay infill, FeO stained.
9.5m: defect: steeply inclined, undulating, smooth, very narrow, clayinfill, FeO stained.
Fill
AV
F -
Bas
alt
0 %
70 %
100
%10
0 %
100
%93
%10
0 %
100
%10
0 %
47 %
50 %
80 %
Con
cret
eB
ento
nite
Gra
vel
HJ3/6/161/6/16
EQUIPMENT:DRILL METHOD:DRILL FLUID:
DRILLED BY:
LOGGED BY:SHEAR VANE No:
FOR EXPLANATION OF SYMBOLS AND ABBREVIATIONS SEE KEY SHEETA4 Scale 1:50
DIAMETER/INCLINATION:
DATE FINISHED:DATE STARTED:
N111McMillan Drilling Group
DA
ILY
WA
TE
R L
EV
EL
DRILLING
96 mm/ 90°
HQ3/PT/SPT/VEPolymer/Water
ME
TH
OD
GR
AP
HIC
LO
G
SOIL / ROCK DESCRIPTION
DE
PT
H (
m)
1
2
3
4
5
6
7
8
9
IN-SITU TESTS
GE
OLO
GIC
AL
UN
IT
MO
NIT
OR
ED
WA
TE
R L
EV
EL
CA
SIN
G
INS
TR
UM
EN
TA
TIO
N
R L
(m
)
11
10
9
8
7
6
5
4
3
2
SA
MP
LES
SPT'N'C
OR
E R
EC
OV
ER
Y
RQ
D
FLU
ID L
OS
S
SV (kPa)
N/A
BE
CA
LIB
1.0
7.4
(EW
L).G
LB L
og B
EC
A M
AC
HIN
E B
OR
EH
OLE
FIN
AL
EA
ST
WE
ST
LIN
K S
ITE
INV
ES
TIG
AT
ION
S C
OM
BIN
ED
.GP
J <
<D
raw
ingF
ile>
> 0
7/07
/201
6 09
:05
8.3
0.00
4 D
atge
l Lab
and
In S
itu T
ool -
DG
D |
Lib:
Bec
a 1.
07.4
201
6-01
-15
Prj:
Bec
a 1.
07 2
014-
12-1
6BH2016
SHEET 1 of 3
JOB NUMBER:PROJECT: East West Link
CLIENT:SITE LOCATION: Onehunga to East Tamaki
4216210
CIRCUIT: NZTM Visitor Carpark, Tip Top FactoryCOORDINATES:
NZ Transport Agency
R L: 11.187 mDATUM: MSL
COORDINATE ORIGIN: dGPSN 5,912,199.584 mE 1,764,479.764 m ACCURACY: ±0.01m
MACHINE BOREHOLE LOG
BOREHOLE No:
COMMENTS:AVF: Auckland Volcanic FieldTerminated at target depth.
Final
BOREHOLE LOCATION:
BH
2016
HQ
3H
Q3
HQ
3H
Q3
HQ
3H
Q3
SP
TH
Q3
PT
HQ
3S
PT
Moderately strong to strong, SW, grey, highly vesicular, BASALT.
10.1m: defect: gently inclined, undulating, rough, narrow, clay infill.
10.4m: defect: subhorizontal, undulating, rough, narrow, clay infill.10.5m: slightly vesicular.10.6m: defect: gently inclined, planar, narrow, clay infill.
10.9m: defect: moderately inclined, undulating, rough, narrow, clayinfill.10.95m: defect: very steeply inclined, undulating, rough, verynarrow, clay infill.
11.85m: defect: moderately inclined, undulating, rough, verynarrow, clay infill.
12.5m: defect: moderately inclined, undulating, rough, very narrow,clay infill.12.6m: defect: steeply inclined, undulating, rough, narrow, clay infill.
12.6-13.2m: no recovery: Driller comment: void.
Moderately strong to strong, SW, grey, slightly vesicular, BASALT.13.2-13.5m: zone of closely spaced defects recovered as smallangular blocks.
13.5-14.8m: no recovery.
Firm to stiff, CLAY, some silt, minor fine sand; greenish grey; wet,high plasticity
Firm, fine sandy SILT, minor organics; dark grey; moist, lowplasticity. Organics: fibrous.
Soft, clayey SILT, trace fibrous organics; grey; moist, high plasticity.
16.5m: no organics; light grey.
18.0-18.5m: undisturbed tube.
Soft to firm, silty CLAY, some fine sand; grey; moist, high plasticity,micaceous.
AV
F -
Bas
alt
Tau
ran
ga
Gro
up
UT
1
001223
N=8
0000
100
%10
0 %
60 %
13 %
100
%10
0 %
100
%10
0 %
10 %
100
%0
%
80 %
100
%37
%
Ben
toni
teS
and
Gra
vel
San
dB
ento
nite
HJ3/6/161/6/16
EQUIPMENT:DRILL METHOD:DRILL FLUID:
DRILLED BY:
LOGGED BY:SHEAR VANE No:
FOR EXPLANATION OF SYMBOLS AND ABBREVIATIONS SEE KEY SHEETA4 Scale 1:50
DIAMETER/INCLINATION:
DATE FINISHED:DATE STARTED:
N111McMillan Drilling Group
DA
ILY
WA
TE
R L
EV
EL
DRILLING
96 mm/ 90°
HQ3/PT/SPT/VEPolymer/Water
ME
TH
OD
GR
AP
HIC
LO
G
SOIL / ROCK DESCRIPTION
DE
PT
H (
m)
11
12
13
14
15
16
17
18
19
IN-SITU TESTS
GE
OLO
GIC
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UN
IT
MO
NIT
OR
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WA
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EV
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CA
SIN
G
INS
TR
UM
EN
TA
TIO
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R L
(m
)
1
0
-1
-2
-3
-4
-5
-6
-7
-8
SA
MP
LES
SPT'N'C
OR
E R
EC
OV
ER
Y
RQ
D
FLU
ID L
OS
S
SV (kPa)
N/A
BE
CA
LIB
1.0
7.4
(EW
L).G
LB L
og B
EC
A M
AC
HIN
E B
OR
EH
OLE
FIN
AL
EA
ST
WE
ST
LIN
K S
ITE
INV
ES
TIG
AT
ION
S C
OM
BIN
ED
.GP
J <
<D
raw
ingF
ile>
> 0
7/07
/201
6 09
:05
8.3
0.00
4 D
atge
l Lab
and
In S
itu T
ool -
DG
D |
Lib:
Bec
a 1.
07.4
201
6-01
-15
Prj:
Bec
a 1.
07 2
014-
12-1
6BH2016
SHEET 2 of 3
JOB NUMBER:PROJECT: East West Link
CLIENT:SITE LOCATION: Onehunga to East Tamaki
4216210
CIRCUIT: NZTM Visitor Carpark, Tip Top FactoryCOORDINATES:
NZ Transport Agency
R L: 11.187 mDATUM: MSL
COORDINATE ORIGIN: dGPSN 5,912,199.584 mE 1,764,479.764 m ACCURACY: ±0.01m
MACHINE BOREHOLE LOG
BOREHOLE No:
COMMENTS:AVF: Auckland Volcanic FieldTerminated at target depth.
Final
BOREHOLE LOCATION:
HQ
3S
PT
HQ
3S
PT
HQ
3S
PT
HQ
3S
PT
Soft to firm, silty CLAY, some fine sand; grey; moist, high plasticity,micaceous.
Soft, silty fine to medium SAND, minor clay, minor organics; greybrown mottled black; wet, low plasticity. Organics: fibrous.
Hard, clayey SILT; grey; moist, low plasticity. [Extremely weak, MW,Siltstone]
Extremely weak, SW, grey, homogenous, silty fine SANDSTONE.
23.0m: very weak.
END OF LOG @ 25.8 m
Tau
ran
ga
Gro
up
Wai
tem
ata
Gro
up
01
N=1
000122
N=5
3121724
9/30mmN=50+
1337/24mm
N=50+
122128
22/70mmN=50+
100
%0
%10
0 %
100
%76
%0
%10
0 %
0 %
Cut
tings
HJ3/6/161/6/16
EQUIPMENT:DRILL METHOD:DRILL FLUID:
DRILLED BY:
LOGGED BY:SHEAR VANE No:
FOR EXPLANATION OF SYMBOLS AND ABBREVIATIONS SEE KEY SHEETA4 Scale 1:50
DIAMETER/INCLINATION:
DATE FINISHED:DATE STARTED:
N111McMillan Drilling Group
DA
ILY
WA
TE
R L
EV
EL
DRILLING
96 mm/ 90°
HQ3/PT/SPT/VEPolymer/Water
ME
TH
OD
GR
AP
HIC
LO
G
SOIL / ROCK DESCRIPTION
DE
PT
H (
m)
21
22
23
24
25
26
27
28
29
IN-SITU TESTS
GE
OLO
GIC
AL
UN
IT
MO
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OR
ED
WA
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EV
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CA
SIN
G
INS
TR
UM
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TA
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N
R L
(m
)
-9
-10
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-12
-13
-14
-15
-16
-17
-18
SA
MP
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BE
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ile>
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014-
12-1
6BH2016
SHEET 3 of 3
JOB NUMBER:PROJECT: East West Link
CLIENT:SITE LOCATION: Onehunga to East Tamaki
4216210
CIRCUIT: NZTM Visitor Carpark, Tip Top FactoryCOORDINATES:
NZ Transport Agency
R L: 11.187 mDATUM: MSL
COORDINATE ORIGIN: dGPSN 5,912,199.584 mE 1,764,479.764 m ACCURACY: ±0.01m
MACHINE BOREHOLE LOG
BOREHOLE No:
COMMENTS:AVF: Auckland Volcanic FieldTerminated at target depth.
Final
BOREHOLE LOCATION:
12
3314272
Appendix B
Transport Agency Vibratory Rolling Risk Zone Map
Plot Date: 15/11/2016 Plotted by: Ben Peyton File: W:\CAD\ArcGIS\TGI\55_Workspaces\01_mxd\Noise & Vibration (NV)\DRAFTS\GIS-NV-AEE-003-Roller-Vibration-Noise.mxd
Auckland-Hamilton
MotorwayState Highway 1
Tiatia Road
Car
mon
t Pla
ce
Mon
ahan
Roa
d
Auckland-Hamilton
MotorwayClem
owD
rive
Auckland-Hamilton
Motorway
GIS
@be
ca.c
om
Scale: 1:2,000
Drawn Drafting Check
Designed Design Check
Reviewed
Design Manager
Approved
Alliance Manager
Original Size:
A3
Contract No
PA4041
Drawing Title
NOISE AND VIBRATION
Drawing Number Rev No.
AIssued StatusNo
A ISSUED FOR INFORMATION ONLY Bap
Drawn Check'd App'd
SWSW 15/11/16
Date
The information shown on this drawing is solely for the
purpose of supporting application under the RMA for
resource consents and/ or designations.
All information shown is subject to final design and
review for compliance with any approved consents
and/ or designations.
This Drawing must not be used for construction.
DISCLAIMER
13
3314272
Appendix C
Transport Agency Vibro and Impact Piling Risk Zones Map
14
3314272
Appendix D
Tip Top Underground Services
MALE TOILETS
MALE SHOWERS
POWDERSTORE