KGA Geotechnical Limited
Supporting the Construction Industry since 1990
7A William Pickering Drive | Albany | Auckland | P O Box 302 361 | North Harbour | Auckland 0751
Phone 09 478 6655 | [email protected] | www.kga.co.nz
9585-6A
1 June 2018
GEOTECHNICAL ENGINEERING INVESTIGATION
SUBDIVISION
223 FALLS ROAD (LOTS 1 TO 47)
WARKWORTH
Prepared For:
SF Estate Ltd
PO Box 95
Victoria Street West
Auckland 1142
Geotechnical Engineering Investigation 9585-6A
Subdivision - 223 Falls Road (Lots 1 to 47), Warkworth
1 June 2018
CONTENTS
1. INTRODUCTION ...............................................................................................................................1
2. SITE DESCRIPTION .........................................................................................................................1
3. PROPOSED DEVELOPMENT..........................................................................................................2
4. DESK STUDY....................................................................................................................................2
4.1 Published Geology and Regional Geomorphology...............................................................3
4.2 Geomorphological Walkover.................................................................................................3
5. FIELD EXPLORATION .....................................................................................................................4
5.1 Hand Auger Boreholes .........................................................................................................4
5.2 Machine boreholes................................................................................................................5
5.3 CPT Probes ..........................................................................................................................5
6. SUBSURFACE CONDITIONS ..........................................................................................................6
7. MECHANISM OF FAILURE..............................................................................................................8
8. LABORATORY TESTING.................................................................................................................9
9. SLOPE STABILITY.........................................................................................................................10
9.1 Relic Slopes ........................................................................................................................12
10. GEOTECHNCIAL CONSIDERATIONS ..........................................................................................13
10.1 Underfill drainage................................................................................................................13
10.1.1. Northern Instability Feature (Lots 17 to 27) ........................................................................13
10.1.2. Gully Infill Drainage.............................................................................................................14
10.2 EARTHWORKS OPERATIONS .........................................................................................14
10.2.1. General ...............................................................................................................................14
10.2.2. Gully Materials ....................................................................................................................15
10.2.3. Filling...................................................................................................................................15
10.2.4. Excavation ..........................................................................................................................16
10.2.5. Pre-existing fill.....................................................................................................................16
10.2.6. Batter Slopes ......................................................................................................................17
10.2.7. Compaction Control ............................................................................................................18
10.3 Roading Subgrades ............................................................................................................18
10.3.1. Main Road...........................................................................................................................18
10.3.2. Common Access.................................................................................................................19
10.4 Retaining Structures ...........................................................................................................19
10.4.1. General Retaining Comment ..............................................................................................19
10.4.2. Road Alignment Retaining Structures.................................................................................19
10.4.3. Gravity Type Wall................................................................................................................20
10.4.4. Timber Pole Retaining Wall Type .......................................................................................20
Geotechnical Engineering Investigation 9585-6A
Subdivision - 223 Falls Road (Lots 1 to 47), Warkworth
1 June 2018
11. FINISHED BUILDING PLATFORMS..............................................................................................21
12. ENGINEERING OBSERVATIONS AND TESTING ........................................................................21
13. LIMITATIONS..................................................................................................................................22
Attachments:-
Sheet 1 Site Plan
Sheet 2 Proposed Subdivision Layouts and Subsoil Drainage Plan
Sheets 3A-3C Cross Sections
Sheets 4A-4Y Hand Auger Borehole Logs AH1 to AH25
Sheets 5A-5D Scala Penetrometer Results
Sheets 6A-6E Machine Borehole Logs and Photographs
Appendices:-
Appendix A – Proposed Design Drawing Set by Chester Consultants Ltd
Appendix B - Slope Stability Calculations
Appendix C - CPT Results
Appendix D - CU, Multi-Stage Triaxial Testing
Appendix E – Unconfined Compressive Strength (UCS) with Young’s Modulus
Appendix F – KGA Initial Geotechnical Assessment, Ref: 9585-3, dated 2 September 2016
Geotechnical Engineering Investigation 9585-6A
Subdivision - 223 Falls Road (Lots 1 to 47), Warkworth
1 June 2018 1
1. INTRODUCTION
At the instruction of SF Estate Ltd we have carried out a geotechnical engineering investigation for
the proposed residential subdivision (Lots 1 to 47) at 223 Falls Road, Warkworth.
Our scope was to carry out a detailed desk study of available geotechnical information for the site,
perform a detailed site walkover, and supplement existing in house geotechnical data (KGA
Geotechnical Initial Geotechnical Assessment Report, Ref: 9585-3, dated 2 September 2016,
attached as Appendix F) with an additional twenty five hand auger boreholes, five machine holes
and six static cone penetrometer tests (CPT) probes. The information has been used to assess the
ground conditions, review site stability and provide general geotechnical considerations for the
proposed development.
This report is prepared in support of an application to Auckland Council for a Resource Consent for
the subdivision.
2. SITE DESCRIPTION
The subject property is legally described as Lot 2 DP 210933 with a total plan area of 92023m². It is
irregular in plan shape and bounded to the north by Falls Road, to the south by Falls Road River
Esplanade Reserve, and to the east and west by rural residential properties.
Historic instability was noted close to the existing barn structure and within the neighbouring
property to the east. Active shallow instability in the form of soil creep in the northwestern part of the
property was also present on the moderate to steep slopes on the property.
An existing barn structure is situated central along the northern boundary of the property, and an
existing dwelling with swimming pool and tennis court is located approximately 70m along a
driveway extending to the south of Falls Road. Other shed and outhouse structures are scattered
around the property.
A detailed description of the geomorphology of the property can be found in Section 5.0 of the
September 2016 report (Appendix F). In general, the ground surface at the property is governed by
a series of ridges and gully features.
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The northern portion of the property falls at varying grades to the south and southwest from the
ridgeline along Falls Road. A series of steep sided bush lined gully features incise the property,
draining to the Mauhurangi River to the south. A prominent river cliff feature is situated along the
southern portion of the property, with an alluvial plain at the southwest of the property. Some
amount of ground modification involving excavation and filling has taken place around the existing
access tracks, sheds, tennis court and dwelling at the property.
The subject area comprises of the proposed new Lots, a central access road and other accesses, as
shown on the Proposed Design Drawing Set by Chester Consultants Ltd (CCL) (presented in
Appendix A). The western portion of the property is not included.
3. PROPOSED DEVELOPMENT
The concept drawing, provided to us by Buckton Surveyors Ltd shows that it is proposed to
subdivide the property at 223 Falls Road into 47 Lots (not including the original dwelling), plus a
Future Auckland Council Property at the western portion of the site. Lots 1 to 47 are to become rural
residential properties. Preliminary earthworks drawings provided by CCL indicate that formation of
the subdivision will involve modification of the ground profile by excavations into the ground of up to
approximately 4.5m for the proposed road access through the main gully area, and filling by up to
approximately 4m for the proposed road adjacent to proposed Lot 27.
The drawings indicate that retaining walls up to 2m high will support cut and fill faces at various
locations for Lot formation.
4. DESK STUDY
A review of available in-house geotechnical information relevant to the site was made as part of the
desk study. The information identifies that nearby properties are underlain by residual soils derived
from weathering of Waitemata Group materials (Pakiri Formation).
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4.1 Published Geology and Regional Geomorphology
The geology of the site and surrounding area is detailed on the Geological Map of New Zealand,
Map 3, Auckland (Scale 1:250,000). This shows the northern and northeastern portions of the
property to be underlain by mudstone and graded sandstone of the Pakiri Formation, part of the
Waitemata Group. It is described as having alternating thick-bedded mudstone, volcanic-rich,
graded sandstone and siltstone. These materials weather to variable strength silts and clays at
shallow depths. The southern portion of the property, situated adjacent to the Mahurangi River, is
shown to be underlain by Holocene river deposits which may comprise sand, silt, mud and clay with
local gravel and peat beds; these types of deposits are often variable in strength.
Historic aerial images viewed for the regional area indicate the presence of a pronounced
headscarp feature within the properties at 91 and 93 Falls Road (to the east of the subject site) with
hummocky ground identified downslope of the scarp feature, including the subject site. The
headscarp is likely the result of historic ground movement which may have also cause movement of
the subject site. Secondary instability has later occurred, as evident by the observations of small
scale head scarps across the site, and may mask features of the larger slope movement.
The Mahurangi River meanders along the southwestern site boundary. On a wider scale, the
Mahurangi River meanders in a similar scale both upstream and downstream of the site, suggesting
that the meander is due to natural river process and underlying ground, rather than a local event on
the site causing a diversion of the stream. The erosion of the outside bends of the stream and the
deposition on the inside bends further indicates the meanders being driven by natural river erosion
and deposition processes.
4.2 Geomorphological Walkover
A detailed geomorphological walkover of the property was carried out on the 21 August 2016,
details of which are contained in our Initial Geotechnical Assessment Report (Appendix F).
Reference should be made to this report for the geomorphological description of the site. The
current investigation undertaken has not significantly changed or altered the outcome of the
geomorphological mapping, however, we have also included an assessment of the regional
geomorphology.
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5. FIELD EXPLORATION
To supplement our existing information for the site, and to develop a subsurface ground model,
twenty five hand auger boreholes and five machine boreholes were drilled, along with six CPT
probes at the site. The hand augers were drilled by Soil Investigations Ltd, and DCN Drilling Ltd
carried out the machine drilling and CPT probes at the approximate locations shown on the attached
Site Plan (Sheet 1).
5.1 Hand Auger Boreholes
Hand auger boreholes were drilled between 26 and 31 October 2016. The borehole locations were
selected to provide representative indications of the subsurface ground conditions across the site
where previous data was limited and to verify site conditions.
The boreholes were advanced using a 50mm diameter hand auger and were designated to be taken
to a depth of 5 metres or until effective refusal was reached, whichever being the shallower. Many
hand auger boreholes could not be advanced to 5m depth due to a dense material being
encountered as indicated in Table 6.1 in Section 6.0.
The subsurface conditions encountered at each borehole location were logged in general
accordance with ‘The guidelines for the classification and description of soil and rock for engineering
purposes’, December 2005 as outlined by the NZ Geotechnical Society.
A calibrated shear vane, used in accordance with New Zealand Geotechnical Society Guideline for
Hand Held Shear Vane Test, 2001 was used at regular depths of 0.5m in the drilled holes to
measure soil strengths, both in situ and remoulded. The vane shear strengths shown on the
attached logs have been corrected in terms of BS 1377:1990.
Scala penetrometer testing was subsequently undertaken through the base of each borehole with a
view to establishing a general indication of soil resistance for a further 2m beyond the base of each
borehole, or until effective refusal was encountered, whichever being encountered first. Effective
refusal was encountered within 2m below the base of all boreholes, with the exception of AH3, AH5,
AH6, AH7 and AH17. It should be noted that the results of this testing are indicative only and are
not to be used for any analytical purposes.
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The hand auger borehole logs and Scala penetrometer test results are presented on the attached
Sheets 4A to 4Y and 5A to 5D respectively.
5.2 Machine boreholes
Five machine boreholes, MH1 to MH5 were drilled at selected locations across the site. The
boreholes were advanced using both HQ open barrel and NQ size triple tube barrels, when
required. The drilling was supervised by a geologist from KGA, who logged and photographed the
core in general accordance with ‘The guidelines for the classification and description of soil and rock
for engineering purposes’, December 2005 as outlined by the NZ Geotechnical Society. Logs of the
machine boreholes and core photographs are presented as Sheets 6A to 6E.
On completion of the drilling, 32mm diameter piezometers (standpipes) were installed within all
machine boreholes with a response zone over the depths indicated in Table 1. A double standpipe
installation was carried out within borehole MH4 to provide additional groundwater data.
Table 1 - Standpipe Installation Details
Pipe Details(response
Zone)MH1 MH2 MH3 MH4 MH5
Standpipe 1 2 – 6m 2 – 6m 0.5 – 2.5m 9 – 11m 2 – 4m
Standpipe 2 N/A N/A N/A 14 – 16m N/A
The site was subsequently revisited to measure the level of standing groundwater after the effects of
drilling had dissipated. Details of groundwater monitoring are discussed further in Section 6.
5.3 CPT Probes
The CPT probes were carried out by DCN Drilling Ltd with the use of a Pagani rubber track mounted
remotely operated hydraulic rig. CPT probes were pushed until effective refusal was encountered.
CPT results are attached as Appendix C.
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6. SUBSURFACE CONDITIONS
Reference must be made to the attached borehole logs and CPT data presented in Appendix C for
more detailed descriptions of the strata underlying the site. It should be noted that whilst the
combined site investigation data provides a good indication of the soil properties across a site, it
must be accepted that subsurface conditions can and will vary away from the test positions in a way
that only becomes apparent at the time of construction. The subsurface ground conditions
encountered during this investigation are summarised below and in Table 2.
Topsoil
A surface veneer of topsoil up to 0.4m thick was encountered within all the boreholes. The topsoil
thickness was generally 0.2m in thickness.
Fill
Fill was encountered in boreholes AH8, AH9 and AH12. These boreholes were located central to
the site, near to disturbed ground from construction of access tracks and farm structures.
The fill material comprised variable strength and consistency silts and clays with intermixed
organics, topsoil and fine gravels. Vane shear strengths in the fill ranged from 68kPa to in excess of
104kPa. Based on this the fill is deemed to be non-engineered.
Alluvial Soils
Alluvial soils comprising silty clays and clayey silts and sands with localised intermixed organics
were identified underlying the topsoil/fill in the boreholes AH8, AH9 and AH24 drilled at the central
portion of the site, within the narrow gully areas. Vane shear strengths in the alluvial material
ranged from 19kPa to 68kPa. It is anticipated the extent of the soft alluvial material is localised in
extent within the gully features.
Northland Allochthon Group Soils
Soils interpreted to be Northland Allochthon Group soils were found in auger boreholes AH12 and
AH13 below topsoil and fill material to depths of 2.1m before it became to dense to hand auger. The
materials comprised generally of silts and clays with some friable materials logged. Vane shear
strengths ranged from 104kPa to UTP (unable to penetrate). These boreholes were situated close to
the existing farm track and the inferred Allochthon soils may comprise fill placed as part of the track
formation.
Geotechnical Engineering Investigation 9585-6A
Subdivision - 223 Falls Road (Lots 1 to 47), Warkworth
1 June 2018 7
Volcanic Soils
Volcanic soils comprising clays and silts were identified underlying topsoil in AH7, AH10 and AH11
to depths of up to 1.1m (AH10). Vane shear strengths ranged from 95kPa to 163kPa. The volcanic
soils were observed at the central portion of the site.
Colluvial soils / Firm to stiff residual soils
Soils determined to be colluvial in origin displayed similar material properties to those of the firm to
stiff Pakiri Formation soils. The materials comprised predominantly silts with varying clay and fine
sand content. These soils were observed in machine boreholes MH4 and MH5 and in hand auger
boreholes AH5, AH20, AH21 and AH22. Vane shear strengths in the colluvial material ranged from
18kPa to 199kPa. The colluvial materials are interpreted to make up the majority of the soils present
immediately downslope of the scarp feature at the northern central part of the site, and also the
upper soils of the steep sided valley features at the site.
Stiff to very stiff residual soils
Stiff to hard silts with varying clay and sand content were identified across the majority of the site
(AH1 to AH19, AH23 to AH25 and MH1). Vane shear strengths ranged from 48kPa to UTP.
Generally vane shear strengths were greater than 100kPa.
Inferred Dense material
The Scala penetrometer test results indicated effective refusal in boreholes AH4, AH8 to AH16, AH
18 to AH23 and AH25 at depths of between 1.15m (AH8) and 6.85m (AH21). The results indicate a
stiffer material underlies the site at these locations, which we have inferred to be ‘dense’ residual
oxidised layers of the underlying Waitemata Group material. Based on machine borehole data
adjacent to some of the hand auger boreholes the underlying Waitemata Group rock was found at
depths below the effective refusal found in the hand auger boreholes and therefore effective refusal
of the Scala probe cannot be used as an indication of rock head.
Waitemata Group Rock
Waitemata Group rocks were encountered in all machine boreholes (MH1-MH5). Depths to rock
(SPT N value >50) ranged from 2.3m (MH3) to 16.8m (MH4). The materials were generally
described as unweathered grey sandstone, occasionally interbedded with finer siltstones. MH1
encountered a 0.9m thick volcaniclastic submarine debris flow deposit from 6.2m depth. The
volcaniclastic was defined as matrix supported with sub-rounded to sub-angular clasts of siltstone.
The rock strengths were logged as very weak to moderately strong.
Geotechnical Engineering Investigation 9585-6A
Subdivision - 223 Falls Road (Lots 1 to 47), Warkworth
1 June 2018 8
Groundwater
Groundwater levels were recorded on the day of drilling, and upon periodic return visits which are
presented in Table 2. It must be acknowledged that the groundwater levels within the machine
boreholes were measured during a period when Auckland had higher than average seasonal
rainfall. However this may be higher groundwater levels are expected after periods of prolonged
rainfall and during the winter months.
Table 2 - Groundwater levels recorded in Machine Boreholes
HoleID
Groundwater measurements (m)
Depth toGroundwater
(m)Jan 2017Standpipe Fill / Topsoil Alluvium
Colluvium/volcanic/
firm to stiffresidual
soils
Stiff to verystiff residual
soils
Densematerial
(possiblebedrock)
MH11
0.2 1.1 6.2 From 6.2 4.22
MH2 2 0.2 1.05 6.3 From 6.3 5.5
MH31
0.2 1.5 2.3 From 2.3 1.2 (gully)2
MH41
0.2 16.4 From 16.4 8.42
m begl – metres below existing ground level *inferred from Scala penetrometer testing -not encountered
∆holes blocked ∆∆not located ^damp ┴ too dense to hand auger
7. MECHANISM OF SLOPE FAILURE
The site shows evidence of land slide movement, including a large scale feature to the east of the
site, beyond the property boundary.
Exposed rock outcrops were examined and these indicated a massive structure with no defined
bedding. Within the boreholes, the Waitemata Group rock was noted to be intact with sub horizontal
bedding. No defects associated with potential slip planes were identified within the rock encountered
in the machine boreholes or within the rock outcrops observed at the site. The depth of soil across
the site is variable with a relatively sudden transition from soil to rock. This suggests that the
underlying rock has not been sheared or deformed as in a deep seated block slide.
The soils were generally identified as Waitemata Group soils, with possible colluvium identified in
only three boreholes (MH2, MH5, AH5).
Geotechnical Engineering Investigation 9585-6A
Subdivision - 223 Falls Road (Lots 1 to 47), Warkworth
1 June 2018 9
The mechanism of the large scale feature to the east of the site is difficult to define. The site
walkover and subsurface investigation did not identify any evidence of movement within the rock
mass, indicating mass movement of the soil as the more likely mechanism. The watercourse is
meandering in a similar pattern both upstream and downstream of the site and observations indicate
that natural stream processes of erosion and deposition is occurring. The meandering of the
watercourse is likely the result of natural stream processes, however, we cannot exclude the
possibility that historical slope movement has not affected the stream alignment in the past.
The soils were generally identified as Waitemata Group soils, rather than colluvium which is
indicative of slope movement. It is possible that the large scarp feature identified to the east of the
site comprised a block type movement sliding over the rock, which has resulted in the soils retaining
its natural structure. Secondary, rotational failures have then occurred within the overlying soil
mantle, with high ground water levels a likely contributing factor.
8. LABORATORY TESTING
Two push tube samples and three core samples were taken from within the machine boreholes for
laboratory testing. The push tube samples were taken from machine boreholes MH4 and MH5, with
samples sent to Babbage Geotechnical Laboratory for consolidated undrained (CU), multi stage
triaxial shear strength testing. The three core samples were tested by OPUS Laboratory for
Unconfined Compressive Strength (UCS). The results obtained are summarised in Tables 3 and 4,
with laboratory reports attached as Appendix D and E respectively.
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Subdivision - 223 Falls Road (Lots 1 to 47), Warkworth
1 June 2018 10
Table 3 - CU Multi Stage test results
Cycle’s(effective
cellpressure)
MachineBorehole
GeologySample
LithologyDepth
(m)
Effective StressPath Parameters
CalculatedParameters from
Lab Results
Parametersadopted for
stability analysisfor Section 5
s’ (σ1’+ σ3’)/2
t’ (σ1’- σ3’)/2
C’(kPa)
ɸ’ (degrees)
C’(kPa)
ɸ’ (degrees)
100kPa MH4Pakiri Fm
Soils
SILT, fineto coarse
sandy.
9.0 –9.5
82 20
8.05 30.5 3 28
200kPa MH4Same as
above156 92
400kPa MH4Same as
above265 146
100kPa MH5Pakiri Fm
Soils /Colluvium
SILT, fineto coarse
sandy.
3.0 –3.5
103 53
200kPa MH5Same as
above184 99
400kPa MH5Same as
above314 162
Table 4 - UCS Summary of Test Results
Machine Hole Drill Core SizeSample
LithologyBulk Density
(t/m3)
Strain @Failure (%)
UCS MaxStress (MPa)
MH1 HQTT Sandstone 2.4 0.62 27
MH2 HQTT Sandstone 2.45 0.68 37
MH3 HQTT Sandstone 2.35 0.77 28
9. SLOPE STABILITY
The borehole information and site observations have been used to create the geological cross
sections presented as Sheets 3A to 3C. It should be noted that ground conditions shown on the
cross sections are inferred from the borehole points. Of the five cross sections, two are considered
to represent the critical cross sections requiring further slope stability analysis.
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The analyses were undertaken on Section 3-3 and Section 5-5’ under static and seismic conditions.
The analysis has been carried out for the proposed finished profile as presented on the drawings by
CCL. The locations of the cross sections are shown on the Site Plan. Details of the stability
analyses are contained in Appendix B.
The static slope stability analyses considered long and short term conditions assuming normal and
elevated groundwater levels, respectively. The maximum credible elevated ground water level is
assumed to be close to ground surface across the site.
Effective shear strength parameters were used for all the analyses and are based on laboratory test
results obtained during our investigation and our past experiences with similar soils in the wider
Auckland region. Table 5 displays the material properties used in the analyses.
Table 5 - Material Properties Used in Analysis
MaterialUnit Weight
(kN/m³)Effective stress
Cohesion c’ (kPa)
Effective StressAngle of internal
friction ϕ’ (°)
Proposed engineered fill 18 5 30
Inferred colluvium 18 2 24
Firm to stiff residual soil 18 3 28
Stiff to very stiff residual soil 18 5 30
Dense material / inferred bedrock 20 10 40
Seismic analyses were carried out using the pseudo static analysis method assuming a peak ground
acceleration of 0.12g, obtained using the guidelines in NZS1170 Part 5:2004, assuming a 150 year
earthquake event. The site has been classified as Class C.
Slope stability analyses were undertaken using the computer program SLIDE by Rocscience. The
Spencer method, a limit equilibrium method, was chosen using circular surfaces. Planar (block)
surfaces along the interface of the inferred rock and soil were also analysed, these returned higher
factor of safety values than the circular surfaces and therefore circular surfaces were adopted for
assessment purposes. The analyses indicate that the stability of the proposed finished profile has
acceptable factors of safety. A summary of the results of the stability analyses is given in Table 6.
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Table 6 - Result of Slope Stability Analysis
Cross Section Loading Condition
Factor of Safety
CalculatedMinimum Value
MinimumAcceptable*
Comment
5-5'
Long Term 1.6 1.5 OK
Short Term 1.3 1.3 OK
Seismic 1.2 1.2 OK
3-3’
Long Term 1.3 1.5See Section
9.5.2
Short Term 1.1 1.3See Section
9.5.2
Seismic 1.0 1.2See Section
9.5.2
* Factor of safety guidelines are according to Auckland Council ‘Code of Practice for Land Development and
Subdivision, Section 2 Earthworks and Geotechnical Requirements’ September 2013.
9.1 Relic Slopes
Evidence of shallow soil creep along the steeply sloping gullies (western boundary of Lots 42 to 46,
and along the southern gully slope south of Lots 41 and 42) at the site has been observed. Rock
has been mapped outcropping in the southern gully feature, adjacent to Lots 41 and 42.
Where the proposed road intersects and/or is adjacent to the steep ground, support should be
designed to minimise the risk of shallow instability undermining the road. Our initial test information
in this area indicates that the soil mantle on this portion of sloping ground is between 2m to 3m
deep. We recommend that further investigation is carried out in this area as part of the detailed
design process to confirm the ground conditions along the alignment of the road and to optimise the
design in these areas.
Similarly additional site investigation along sections of the road, (particularly near to where Section 3
is shown on Sheet 1) is recommended to confirm depth to rock and provide more optimised design
parameters for the retaining structures. Further details are addressed in Section 9.5.2.
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Observations during the geomorphological mapping exercise, and the borehole investigations, we
determine the slopes are currently stable, however adjacent Lots (Lots 40-46) will need building
platform setbacks applied to them.
10. GEOTECHNCIAL CONSIDERATIONS
The land is generally suitable for the proposed development provided the following geotechnical
considerations are undertaken and the earthworks are carried out in a controlled manner.
The following items have been addressed in further detail and should be considered in construction:
Bulk underfill drainage
Gully infill drainage
Relic steep slopes adjacent to proposed lot boundaries
Earthworks operations
Roading subgrades
Retaining structures
10.1 Underfill drainage
Underfill drains should be installed within the existing gullies where infrastructure or filling is to be
constructed, and any localised seepages identified during construction must be positively drained.
Indicative locations of these drains are shown on Sheet 2 attached; the final layout will depend on
site observations during earthworks.
10.1.1. Northern Instability Feature (Lots 17 to 27)
As stated in Section 6.0, it was found that a thickened colluvial soil layer is present within the
existing instability feature at the central northern part of the site, adjacent to the existing shed and
access track.
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Counterfort / subsoil drainage will be required to control groundwater levels to maintain slope
stability. The locations of all underfill and subsoil drains must be recorded on as-built plans by a
registered surveyor, which should be submitted as part of the completion documentation. These sub
fill drains will be required to be taken back into the existing slope beneath fill area, with drain depth
dependent on available fall to outlet. The drainage should be installed preferably along lot
boundaries where feasible.
The sub fill drains should have the following minimum design requirements:
2.0m in depth below the bottom of the fill level
A geotextile separation cloth, such as Bidim A19 geotextile or similar should be used to fully
wrap the drain.
Backfilled with drainage metal.
Minimum 0.6m in width.
A 160mm diameter Highways grade perforated drainage coil.
Minimum 1m clay capping layer.
We recommend the sub fill drains are taken up to the accessway between proposed Lot 12-13 and
Lots 17-18, where flushing points can be installed for necessary future maintenance.
10.1.2. Gully Infill Drainage
Gully infill drainage will be required along sections of the main road where the alignment is proposed
to traverse gully features. Subsoil drainage will be required to pick up the ground water and
discharge to the downslope side of the main road.
All drainage must be discharged in a controlled manner into a stormwater system or at engineer
designed outfall structures.
10.2 EARTHWORKS OPERATIONS
10.2.1. General
The bulk earthworks for the development will comprise of significant cut and filling operations to form
the building platforms and accessways. Generally, filling is to take place at the northern portion of
the site. Cutting of the head and upper portions of the landslip feature is proposed to create a
gentler sloping smooth profile in this area.
Geotechnical Engineering Investigation 9585-6A
Subdivision - 223 Falls Road (Lots 1 to 47), Warkworth
1 June 2018 15
Filling will be taking place at the toe of the steeply sloping ground within the gully feature and at the
downslope portion of the site which will generally enhance the slope stability in this area. Benching
of the existing ground is necessary prior to placement of fill.
Earthworks operations will need to be carefully planned due to the variable nature of the soils
present. All earthworks and drainage works are to be carried out in accordance with NZS4404:2010
– Land Development and Subdivision Infrastructure, NZS 4431:1989, Code of Practice for Earth Fill
for Residential Development and related documents and local standards. Provision should be made
for undercutting of any soft, weak or unsuitable materials found, especially at low-lying or gully
features.
10.2.2. Gully Materials
Our investigation has identified the presence of multiple gully features at the site. In the earthwork
areas where the main road is planned to traverse these gully features, soft organic gully soils have
been noted. These materials should be removed and replaced with suitably compacted clay or
hardfill to provide in the gully floors an appropriate base for benching and keying of fill to reduce
consolidation effects from fill surcharging and to maintain slope stability.
All gully areas will need to be inspected prior to placement of subsoil drainage and filling to ensure
soft or organic materials have been removed and effective drainage is installed.
10.2.3. Filling
Filling operations are understood to utilise mainly borrow material from the site, which will
predominantly comprise residual and colluvial soils. These soils should be suitable for placement
for fill provided they are conditioned to achieve optimum soil moisture levels.
Our experience of similar soils from nearby sites is that they require significant drying or conditioning
to enable placement as engineered fill. Cuts of up to 4m depth are proposed and may intercept
groundwater; materials sourced from these areas are likely to require a more intensive conditioning
process.
We recommend that following installation of underfill drainage, the proposed fill placement
commences at the base of the central northern sloping ground to provide toe support and reduce
the risk of inducing any slope movements.
Geotechnical Engineering Investigation 9585-6A
Subdivision - 223 Falls Road (Lots 1 to 47), Warkworth
1 June 2018 16
Drainage must be installed beneath the fill areas prior to the filling operations. All benching
operations should be in accordance with NZS4404:2010 and should be agreed with the earthworks
contractor to minimise the risk of potential stability issues.
A suitable location for any temporary stockpiles at the site should be subject to specific design to
minimise the potential for underlying soil movement.
Current Chester’s cut and fill drawings indicate up to 2.0m of fill is proposed to be placed in the
northwestern corner of the Lot, which is proposed to be retained. We recommend that no fill is
placed in the northwestern corner of Lot 42 due to loading of the steep gully slope below.
10.2.4. Excavation
Excavations for the proposed road alignment through the main gully area (central portion of the site
adjacent to Lots 33-37) are likely to intercept rock. From our borehole investigation the rock in this
area is noted to be generally moderately strong and relatively intact.
Excavatability of the rock should be confirmed; however it is envisaged to range from easy to hard
ripping rock in the upper residual to highly weathered rock. Based on the results from the UCS
testing in the unweathered Pakiri Formation rock, these rocks could be very difficult to excavate,
especially where the road alignment is cut into parts of the unweathered rock mass (adjacent to Lots
33 to 35), and rock breaking equipment may be required where the rock mass is relatively free from
defects/joint sets.
10.2.5. Pre-existing fill
Our investigation has identified the presence of existing (non-engineered) fill at the site (current
access tracks). During our investigation we located some gully muck material underneath a section
of fill (MH3). These materials are expected to be limited in lateral extent and should be removed
prior to filling and construction of the proposed road. Intermixed topsoil was identified through the
material, and a topsoil layer was identified at the interface between the fill and underlying alluvial
soils, where encountered. Based on this it is likely that the topsoil layer wasn’t stripped prior to the
placement of the fill. The depth of the fill was found to be approximately 1.3m (AH12) deep in
places.
Geotechnical Engineering Investigation 9585-6A
Subdivision - 223 Falls Road (Lots 1 to 47), Warkworth
1 June 2018 17
Complete undercutting of the fill should be achievable, as the extent of the fill is likely to be limited to
where the existing road traverses the gully areas. Due to the pastoral use of the land other areas of
non-engineered fill may be present at the site.
10.2.6. Batter Slopes
Permanent excavations in the natural soils should be formed to a general maximum slope gradient
of 1 vertical (V) on 4 horizontal (H) for cuts up to 3m high. Slopes that are steeper or higher than this
will be subject to specific engineering design. Drainage measures will be required where
groundwater or seepages are intercepted.
Provided sufficient planting and stormwater control is implemented, the batter face above the road
cutting along the main gully area can be formed at a maximum gradient of 1 vertical on 2 horizontal,
subject to observation of the face by a suitably qualified geotechnical engineer during construction.
Engineered fill batter slopes should be formed to a maximum slope gradient of 1V on 3H for fills up
to 4m high, fill slopes steeper or higher than this will be subject to specific engineering design and
will likely require geogrid reinforcing in the front face. This may affect batter slopes downslope of the
proposed road.
The proposed batter slope on the downslope edge of the main road (between Lots 27 and 28) over
the gully is shown to be at a slope gradient of 1 vertical on 3 horizontal. Provided the loose and
organic gully materials are removed to expose stiff to very stiff soils, and appropriate sub-soil
drainage is installed, the proposed batter slope should be suitable for design.
Temporary excavations should be limited to a maximum slope gradient of 1V on 1.5H for cuts up to
3m in height; beyond this specific design will be required.
Geotechnical Engineering Investigation 9585-6A
Subdivision - 223 Falls Road (Lots 1 to 47), Warkworth
1 June 2018 18
10.2.7. Compaction Control
Our recommended compaction control criterion for engineered fill is the minimum shear strength and
maximum air voids method as follows:
Air Voids Percentage
Structural Fill Average value of any 10 consecutive tests
not more than 10%
Maximum single value 12%
Vane shear strength (corrected)
Structural Fill Average value of any 10 consecutive tests
not less than 140kPa
Minimum single value 120kPa
10.3 Roading Subgrades
10.3.1. Main Road
The proposed main road is situated along portions of both proposed cut and filled ground. Based on
the results of our investigation and our experience of the soils in the area, a California Bearing Ratio
(CBR) of 2% is appropriate for preliminary design for the residual soils. Areas of fill may achieve
higher CBR values of up to 5%, however we recommend that penetration resistance and soaked
CBR testing be carried out on the subgrade to confirm the design values. Higher CBR values will be
present where road formation is into rock.
The road alignment through the main gully area (central to site) is to be formed upslope of and over
the existing track so that minimal fill is required on downslope edge. From our investigation,
relatively shallow, hard rock is present in this area. Excavations into rock may be hard digging.
Excavated rock faces should be free standing subject to inspection, but any soil mantle above will
need to be retained. We recommend further testing is carried out along the alignment at detailed
design stage to confirm rock / soil mantle depths to confirm retaining wall heights. The downslope
side of the road will either need to be filled and retained, or suspended. Consideration should be
made for any service trenches along parts of road which may be within the rock, as the rock will
prove difficult to trenching.
Geotechnical Engineering Investigation 9585-6A
Subdivision - 223 Falls Road (Lots 1 to 47), Warkworth
1 June 2018 19
10.3.2. Common Access
The common access at the central north of the site will be situated on weaker residual/colluvial soils.
To enhance stability in this area, re-contouring of the scarp feature by cutting into the upper part of
the slope and filling the downslope section to create a gentler smoothed profile (approx. 6°-8°) will
be undertaken enhancing the site stability.
10.4 Retaining Structures
10.4.1. General Retaining Comment
Retaining structures are indicated within the proposed development on the CCL Drawings. The
ground conditions across the site are variable in terms of soil strength and composition; therefore
different geotechnical design parameters for the walls are presented below:
Retaining walls with granular backfill being used behind may adopt effective stress shear strength
parameters of cohesion (c’) of 0kPa and an internal friction angle (Ø’) of 30° would be appropriate
for the retained soils. A coefficient of active earth pressure (KA) must be selected to reflect the
ground profiles above the walls and a minimum value of 0.4 is generally recommended.
With the exception of the retaining structures mentioned in Section 9.4.2 and 9.4.3, generally the
retaining structures may be designed for undrained shear strength of the founding soils of 75kPa. A
bulk unit weight of 18kN/m³ is appropriate for the backfill material.
Retaining walls constructed in areas of significant cut (particularly downslope of proposed Lots 2,
and 17 to 18) may encounter saturated sandy materials during construction. Provision to case the
holes during drilling should be considered.
10.4.2. Road Alignment Retaining Structures
Sheet 2 ‘Proposed Development Plan’ Indicates sections of the road where different retaining
structures may need to be used due to ground conditions.
The downslope edge of the road adjacent to Lot 42 has up to 1.0m of fill required to form subgrade
level, as shown on the CCL Proposed Cut and Fill Plan, drawing no: 210. This section of road may
be supported by either gravity wall or timber pole retaining wall structures.
Geotechnical Engineering Investigation 9585-6A
Subdivision - 223 Falls Road (Lots 1 to 47), Warkworth
1 June 2018 20
The final wall type will depend on subsurface conditions (limited subsurface information in this area).
Soil creep acting in the upper 2.0m on the slopes below the road will need to be considered in
design.
We recommend further investigation along critical sections of the road alignment at the detailed
design stage for confirmation of ground conditions, including soil creep and final retaining wall type.
10.4.3. Gravity Type Wall
Up to 4.0m of cut is proposed along a section of road as indicated on CCL Cut and Fill Plan
(drawing no: 210 appended). The proposed retaining wall is upslope of the main road, through the
central gully and adjacent to Lots 33 to 37 (shown on attached Sheet 2 as retaining wall Type 2).
Rock is observed to be outcropping along part of the existing farm track, indicating cuts for the
proposed main road will be into the underlying unweathered rock.
Retaining structures in this area should consist of gravity type walls to retain the upper soil mantle
overlying the unweathered rock, as it will be extremely difficult to auger into the underlying rock. The
gravity wall should be constructed with a minimum setback of 1.5m from the top of the rock face. An
ultimate unfactored bearing capacity for the foundation rock of 450kPa may be adopted in design.
The rock face may be left unsupported at a steep angle, provided that no adverse joint sets or
bedding planes are observed. Provisions for shotcreting and/or anchoring of the rock face should be
made if these rock defects are observed during excavation.
10.4.4. Timber Pole Retaining Wall Type
Proposed retaining wall structures are shown between Lots 1 and 2, Lots 17-18, Lots 19-22 and
along the eastern alignment of the accessway adjacent to Lots 33 - 36 (shown on attached Sheet 2
as retaining wall Type 1). These walls are shown to be between 1-2m of retained height. The ground
conditions indicate a pile type wall would be suitable for use in these locations such as a timber pole
retaining wall.
In ground support will be required to support the accessway to Lots 42-46 where it is located within
5m of the steep slopes. The support should be designed to accommodate up to 1.5m of potential
soil creep on the steeply sloping ground. Supports should be spaced at 3x pile diameter and taken
to found a minimum depth of 4m or 1m into the underlying rock.
Geotechnical Engineering Investigation 9585-6A
Subdivision - 223 Falls Road (Lots 1 to 47), Warkworth
1 June 2018 21
11. FINISHED BUILDING PLATFORMS
Provided the subdivision earthworks is carried out in accordance with the above recommendations,
NZS4431, NZS4404 and all local standards, the finished near level building platforms should be
suitable for construction of lightweight timber framed dwellings in accordance with NZS3604:2011.
From our experience of similar soils from nearby sites the expansive class of the near surface
natural soils is likely to fall within the range of moderately (Class M) to highly expansive (Class H2)
to AS2870. Expansive soil testing will need to be carried out as part of the geotechnical completion
report.
Lot specific restrictions will also be addressed in the geotechnical completion report, including but
not limited to, comment on allowable bearing capacities, the presence of retaining structures,
drainage easements, limits of cuts and fills, limits on development in relation to natural and batter
slopes.
Based on the information provided, Building Restriction Lines (BRL) will need to be defined at the
completion of the earthworks for the following Lots:
Lots 33 to 37
Lots 40 to 41
Lots 42 to 45
Any finished lot profiles which are moderately sloping will be subject to specific design in the
Completion Report due to sloping ground.
12. ENGINEERING OBSERVATIONS AND TESTING
The following observations are required by a suitably qualified geotechnical engineer / geologist
familiar with the contents of this report in order to prepare the required completion documentation for
the earthworks:
Subgrade soils and undercut excavations to confirm material type and suitability prior to any
filling or covering.
Subsurface drainage installation and extents.
Ground conditions within retaining structure foundation excavations.
Geotechnical Engineering Investigation 9585-6A
Subdivision - 223 Falls Road (Lots 1 to 47), Warkworth
1 June 2018 22
Fill placement including compaction control testing.
Observation of the main road excavations, particular attention will be needed to the exposed
rock and whether it displays adverse jointing or not.
Further site specific investigation will be required at the time of preparing the geotechnical
completion report for areas of the site that have been cut or not affected by the earthworks. It is
anticipated that hand auger boreholes will provide sufficient information for this.
13. LIMITATIONS
This report was prepared in the context defined in Section 1.0 above and must not be relied upon by
any other party other than that for whom it was prepared and the relevant Territorial Authority. It has
been compiled with respect to the brief given to us, and must not be relied upon in any other context
or recreated for any other purpose. Given the inherent variability of soils there may be conditions at
the site which have not been uncovered by this investigation.
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Vane ShearStrength (KPa)
Corrected(Per NZGS Guideline)
Geol
. Uni
t Field vane (peak)
50 100 150 Remoulded
Job No: Project:
Borehole Location:Surface Conditions:
Notes :
Shear Vane No. Drilled By Date Drilled Drill Method .......................
200
Grou
ndw
ater
Prepared for:
........................
...................... ...........................
Dept
h (m
)
Grap
hic
Log
1
2
3
4
5
1
2
3
4
5
1
2
3
4
FILL TOPSOIL
SILTsandy
SAND CLAY SILT SILTclayey
ORGANICsoils
Dept
h (m
)
LithologicKeysee site plan
Hand Auger Soil Investigations LtdGeotechnical Soil Testing SpecialistsPH 021 627 709
Sheet 1 of 1
26th Oct 2016BM
AUGERHOLE LOG AH 1kga Geotechnical Ltd
Geovane1990
Gentle slope, Grass
223 Falls Rd, Warkworth
Note: Logged in accordance with 'The guidelines for the classification and description of soil and rock for engineering purposes' Dec 2005 as outlined by The NZ Geotechnical Society Inc. The subsurface data described above has been determined at this specific borehole location. Such data will not identify any variations away from this location . Plasticity referred to above is based on insitu moisture content on the day of testing .
J009585
113
49
104
52
159
73
122
70
107
43
162
95
92
43
73
28
110
37
92
34
W A
I T
E M
A T
A
G R
O U
P
S O
I L
S
( P
akiri
Fo
rmat
ion
)
Shearvane Correction Value for Geovane1990is 1. 528 (calibrated 23/05/16)
2nd
Nov
embe
r 2
016
(day
of d
rillin
g)
End of Borehole 5.0m (Target Depth)
TOPSOIL
SILT, some clay, brownish orange, mottled brown, very stiff, moist, low plasticity
Reddish orange, mottled light grey
Trace of clay, trace of sand (fine), brownish grey, mottled orange, very stiff, moist, non plastic
Some clay, trace of sand (fine), brownish grey, very stiff, moist, low plasticity
Clayey, trace of sand (fine), grey, mottled orange, very stiff, moist, low to medium plasticity
Some clay, trace of sand (fine), brown, mottled grey, stiff, moist to wet, low plasticity
Occasional limonite gravels and staining
Trace of clay, trace of sand (fine), dark grey, mottled brown, very stiff, moist, non plastic
Stiff to very stiff, wet, dark grey
4A
Vane ShearStrength (KPa)
Corrected(Per NZGS Guideline)
Geol
. Uni
t Field vane (peak)
50 100 150 Remoulded
Job No: Project:
Borehole Location:Surface Conditions:
Notes :
Shear Vane No. Drilled By Date Drilled Drill Method .......................
200
Grou
ndw
ater
Prepared for:
........................
...................... ...........................
Dept
h (m
)
Grap
hic
Log
1
2
3
4
5
1
2
3
4
5
1
2
3
4
FILL TOPSOIL
SILTsandy
SAND CLAY SILT SILTclayey
ORGANICsoils
Dept
h (m
)
LithologicKeysee site plan
Hand Auger Soil Investigations LtdGeotechnical Soil Testing SpecialistsPH 021 627 709
Sheet 1 of 1
26th Oct 2016BM
AUGERHOLE LOG AH 2kga Geotechnical Ltd
Geovane1946
Gentle slope, Grass
End of Borehole 3.1m (Too Dense to Auger)
223 Falls Rd, Warkworth
Note: Logged in accordance with 'The guidelines for the classification and description of soil and rock for engineering purposes' Dec 2005 as outlined by The NZ Geotechnical Society Inc. The subsurface data described above has been determined at this specific borehole location. Such data will not identify any variations away from this location . Plasticity referred to above is based on insitu moisture content on the day of testing .
J009585
86
33
89
15
208+
208+
UTP
UTP
W A
I T
E M
A T
A
G R
O U
P
S O
I L
S
( P
akiri
Fo
rmat
ion
)
Shearvane Correction Value for Geovane1946is 1. 487 (calibrated 23/02/16)
Grou
ndw
ater
no
t E
ncou
nter
ed
2nd
Nov
embe
r 2
016
(day
of d
rillin
g)
TOPSOILSILT, some clay, brown, very stiff, moist, low plasticity
CLAY, silty, light brown, mottled orange, stiff, moist, medium plasticity
Orange, mottled light brown, occasional limonite gravels and staining
SILT, some clay, orange, mottled light grey, very stiff, moist, low plasticity, frequent limonite gravels and staining
SILT, brownish orange, mottled light grey, very stiff, moist, non plastic, frequent limonite gravels and staining
Very stiff to hard, frequent weakly cemented clasts (1-2mm)
Common hard cemented clasts ( to 1mm)
4B
Vane ShearStrength (KPa)
Corrected(Per NZGS Guideline)
Geol
. Uni
t Field vane (peak)
50 100 150 Remoulded
Job No: Project:
Borehole Location:Surface Conditions:
Notes :
Shear Vane No. Drilled By Date Drilled Drill Method .......................
200
Grou
ndw
ater
Prepared for:
........................
...................... ...........................
Dept
h (m
)
Grap
hic
Log
1
2
3
4
5
1
2
3
4
5
1
2
3
4
FILL TOPSOIL
SILTsandy
SAND CLAY SILT SILTclayey
ORGANICsoils
Dept
h (m
)
LithologicKeysee site plan
Hand Auger Soil Investigations LtdGeotechnical Soil Testing SpecialistsPH 021 627 709
Sheet 1 of 1
26th Oct 2016BM
AUGERHOLE LOG AH 3kga Geotechnical Ltd
Geovane1946
Gentle slope, Grass
End of Borehole 5.0m (Target Depth)
223 Falls Rd, Warkworth
Note: Logged in accordance with 'The guidelines for the classification and description of soil and rock for engineering purposes' Dec 2005 as outlined by The NZ Geotechnical Society Inc. The subsurface data described above has been determined at this specific borehole location. Such data will not identify any variations away from this location . Plasticity referred to above is based on insitu moisture content on the day of testing .
J009585
107
48
80
18
89
18
48
15
86
21
110
27
164
80
134
42
140
62
143
48
W A
I T
E M
A T
A
G R
O U
P
S O
I L
S
( P
akiri
Fo
rmat
ion
)
Shearvane Correction Value for Geovane1946is 1. 487 (calibrated 23/02/16)
Grou
ndw
ater
no
t E
ncou
nter
ed
2nd
Nov
embe
r 2
016
(day
of d
rillin
g)
TOPSOILCLAY, silty, brownish orange, stiff to very stiff, moist, medium plasticity
Reddish orange
Stiff
SILT, some clay, reddish orange/orange, stiff, moist, low plasticity, frequent weakly cemented clasts (1-3mm)
SILT, reddish orange/orange, firm to stiff, moist, non plastic
Stiff, moist to wet, frequent weakly cemented clasts (1-3mm)
Very stiff
Some clay, reddish orange/orange, mottled light brown, frequent weakly cemented clasts (1-3mm)
Clayey, reddish orange, mottled light brown, very stiff, moist, low plasticity
4C
Vane ShearStrength (KPa)
Corrected(Per NZGS Guideline)
Geol
. Uni
t Field vane (peak)
50 100 150 Remoulded
Job No: Project:
Borehole Location:Surface Conditions:
Notes :
Shear Vane No. Drilled By Date Drilled Drill Method .......................
200
Grou
ndw
ater
Prepared for:
........................
...................... ...........................
Dept
h (m
)
Grap
hic
Log
1
2
3
4
5
1
2
3
4
5
1
2
3
4
FILL TOPSOIL
SILTsandy
SAND CLAY SILT SILTclayey
ORGANICsoils
Dept
h (m
)
LithologicKeysee site plan
Hand Auger Soil Investigations LtdGeotechnical Soil Testing SpecialistsPH 021 627 709
Sheet 1 of 1
26th Oct 2016RF
AUGERHOLE LOG AH 4kga Geotechnical Ltd
DR 2053
Crest of steep slope, Grass
End of Borehole 4.4m (Too Dense to Auger)
Shearvane Correction Value forDR 2053 is 1. 522 (calibrated 14/08/15)
223 Falls Rd, Warkworth
Note: Logged in accordance with 'The guidelines for the classification and description of soil and rock for engineering purposes' Dec 2005 as outlined by The NZ Geotechnical Society Inc. The subsurface data described above has been determined at this specific borehole location. Such data will not identify any variations away from this location . Plasticity referred to above is based on insitu moisture content on the day of testing .
J009585
169
37
188
35
108
21
93
29
172
38
UTP
195
35
207+
UTP
W A
I T
E M
A T
A
G R
O U
P
S O
I L
S
( P
akiri
Fo
rmat
ion
)
Grou
ndw
ater
no
t E
ncou
nter
ed
2nd
Nov
embe
r 2
016
(day
of d
rillin
g)
TOPSOILCLAY, silty, brownish orange, very stiff, moist, medium plasticity
SILT, some clay, reddish orange, very stiff, moist, low plasticity
Trace of sand (fine to medium), brownish orange/orange, very stiff, moist, non plastic, common weakly cemented clasts (1-2mm)
Stiff tto very stiff
Very stiff, grey, mottled dark orange, occasional lense of fine SAND
SAND (fine), silty, orange/dark orange, mottled grey, medium dense, moist, non plastic
SAND (fine), silty, brownish orange/orange, mottled grey, medium dense, moist, non plastic
SILT, trace of sand (fine to medium), brownish orange/orange, very stiff, moist, non plastic
4D
Vane ShearStrength (KPa)
Corrected(Per NZGS Guideline)
Geol
. Uni
t Field vane (peak)
50 100 150 Remoulded
Job No: Project:
Borehole Location:Surface Conditions:
Notes :
Shear Vane No. Drilled By Date Drilled Drill Method .......................
200
Grou
ndw
ater
Prepared for:
........................
...................... ...........................
Dept
h (m
)
Grap
hic
Log
1
2
3
4
5
1
2
3
4
5
1
2
3
4
FILL TOPSOIL
SILTsandy
SAND CLAY SILT SILTclayey
ORGANICsoils
Dept
h (m
)
LithologicKeysee site plan
Hand Auger Soil Investigations LtdGeotechnical Soil Testing SpecialistsPH 021 627 709
Sheet 1 of 1
26th Oct 2016RF
AUGERHOLE LOG AH 5kga Geotechnical Ltd
DR 2053
Toe of steep slope, Bushclad
End of Borehole 3.7m (Too Dense to Auger)
Shearvane Correction Value forDR 2053 is 1. 522 (calibrated 14/08/15)
223 Falls Rd, Warkworth
Note: Logged in accordance with 'The guidelines for the classification and description of soil and rock for engineering purposes' Dec 2005 as outlined by The NZ Geotechnical Society Inc. The subsurface data described above has been determined at this specific borehole location. Such data will not identify any variations away from this location . Plasticity referred to above is based on insitu moisture content on the day of testing .
C O
L L
U V
I U M
J009585
80
6
65
5
18
3
UTP
W A
I T
E M
A T
A
G R
O U
P
S O
I L
S
( P
akiri
Fo
rmat
ion
)
2nd
Nov
embe
r 2
016
(day
of d
rillin
g)
NA
NA
NA
NA
TOPSOILSILT, clayey, brown, mottled orange and grey, stiff, sensitive, moist, low to medium plasticity, occasional intermixed friable SILT
CLAY, silty, brownish orange, stiff, sensitive, moist to wet, medium to high plasticity, frequent intermixed fine to medium sandy SILT
SILT, trace of clay, orange, very soft saturated, non plastic, common weakly cemented clasts (1-3mm)
Sandy (fine to medium), brownish orange, mottled grey, loose, saturated, frequent siltstone clasts (2-20mm)
SAND (fine to medium), grey, mottled orange, very loose, saturated, frequent siltstone clasts (2-20mm), poor sample recovery
SAND (fine to medium), silty, grey, dense, moist, non plastic
4E
Vane ShearStrength (KPa)
Corrected(Per NZGS Guideline)
Geol
. Uni
t Field vane (peak)
50 100 150 Remoulded
Job No: Project:
Borehole Location:Surface Conditions:
Notes :
Shear Vane No. Drilled By Date Drilled Drill Method .......................
200
Grou
ndw
ater
Prepared for:
........................
...................... ...........................
Dept
h (m
)
Grap
hic
Log
1
2
3
4
5
1
2
3
4
5
1
2
3
4
FILL TOPSOIL
SILTsandy
SAND CLAY SILT SILTclayey
ORGANICsoils
Dept
h (m
)
LithologicKeysee site plan
Hand Auger Soil Investigations LtdGeotechnical Soil Testing SpecialistsPH 021 627 709
Sheet 1 of 1
26th Oct 2016VC
AUGERHOLE LOG AH 6kga Geotechnical Ltd
Geovane1990
Moderate slope, Grass
End of Borehole 5.0m (Target Depth)
223 Falls Rd, Warkworth
Note: Logged in accordance with 'The guidelines for the classification and description of soil and rock for engineering purposes' Dec 2005 as outlined by The NZ Geotechnical Society Inc. The subsurface data described above has been determined at this specific borehole location. Such data will not identify any variations away from this location . Plasticity referred to above is based on insitu moisture content on the day of testing .
J009585
141
58
119
61
110
46
153
37
49
28
110
52
95
28
55
18
89
37
119
76
W A
I T
E M
A T
A
G R
O U
P
S O
I L
S
( P
akiri
Fo
rmat
ion
)
Shearvane Correction Value for Geovane1990is 1. 528 (calibrated 23/05/16)
2nd
Nov
embe
r 2
016
(day
of d
rillin
g)
TOPSOIL
CLAY, silty, brown, mottled orange, very stiff, moist, medium plasticity
High plasticity, reddish orange, mottled brown
SILT, clayey, light grey, mottled reddish brown, very stiff, moist, low plasticity, occasional weakly cemented clasts (2-5mm)
Some clay, reddish orange, firm to stiff, moist to wet, low plasticity
Free water encountered
Trace of clay, reddish brown, mottled orange, very stiff, moist, non plastic
SILT, reddish orange/orange, stiff, moist to wet, non plastic
Very stiff
4F
Vane ShearStrength (KPa)
Corrected(Per NZGS Guideline)
Geol
. Uni
t Field vane (peak)
50 100 150 Remoulded
Job No: Project:
Borehole Location:Surface Conditions:
Notes :
Shear Vane No. Drilled By Date Drilled Drill Method .......................
200
Grou
ndw
ater
Prepared for:
........................
...................... ...........................
Dept
h (m
)
Grap
hic
Log
1
2
3
4
5
1
2
3
4
5
1
2
3
4
FILL TOPSOIL
SILTsandy
SAND CLAY SILT SILTclayey
ORGANICsoils
Dept
h (m
)
LithologicKeysee site plan
Hand Auger Soil Investigations LtdGeotechnical Soil Testing SpecialistsPH 021 627 709
Sheet 1 of 1
26th Oct 2016RF
AUGERHOLE LOG AH 7kga Geotechnical Ltd
DR 2053
Moderate slope, Grass
End of Borehole 5.0m (Target Depth)
Shearvane Correction Value forDR 2053 is 1. 522 (calibrated 14/08/15)
223 Falls Rd, Warkworth
Note: Logged in accordance with 'The guidelines for the classification and description of soil and rock for engineering purposes' Dec 2005 as outlined by The NZ Geotechnical Society Inc. The subsurface data described above has been determined at this specific borehole location. Such data will not identify any variations away from this location . Plasticity referred to above is based on insitu moisture content on the day of testing .
J009585
163
65
132
59
110
29
99
27
113
29
134
35
94
34
89
29
73
35
85
37
W A
I T
E M
A T
A
G R
O U
P
S O
I L
S
( P
akiri
Fo
rmat
ion
) VO
LCAN
ICDE
POSI
TS
Grou
ndw
ater
no
t E
ncou
nter
ed
2nd
Nov
embe
r 2
016
(day
of d
rillin
g)
TOPSOIL
CLAY, silty, brownish orange, very stiff, moist, medium plasticity
SILT, clayey, brownish orange, mottled red, very stiff, moist, low to medium plasticity
Some clay, pink, mottled light grey and orange, very stiff, moist, low plasticity, frequent weakly cemented clasts (2-5mm)
SILT, pink, mottled orange, stiff to very stiff, moist, non plastic, occasional lense of low plasticity SILT with some clay
Very stiff, trace of sand (fine), pink/purple
Stiff, pink, mottled light grey
Moist to wet, orange/dark orange, mottled light grey, occasional limonite gravels and staining
4G
Vane ShearStrength (KPa)
Corrected(Per NZGS Guideline)
Geol
. Uni
t Field vane (peak)
50 100 150 Remoulded
Job No: Project:
Borehole Location:Surface Conditions:
Notes :
Shear Vane No. Drilled By Date Drilled Drill Method .......................
200
Grou
ndw
ater
Prepared for:
........................
...................... ...........................
Dept
h (m
)
Grap
hic
Log
1
2
3
4
5
1
2
3
4
5
1
2
3
4
FILL TOPSOIL
SILTsandy
SAND CLAY SILT SILTclayey
ORGANICsoils
Dept
h (m
)
LithologicKeysee site plan
Hand Auger Soil Investigations LtdGeotechnical Soil Testing SpecialistsPH 021 627 709
Sheet 1 of 1
26th Oct 2016RF
AUGERHOLE LOG AH 8kga Geotechnical Ltd
DR 2053
Watercourse
End of Borehole 1.1m (Too Dense to Auger)
Shearvane Correction Value forDR 2053 is 1. 522 (calibrated 14/08/15)
223 Falls Rd, Warkworth
Note: Logged in accordance with 'The guidelines for the classification and description of soil and rock for engineering purposes' Dec 2005 as outlined by The NZ Geotechnical Society Inc. The subsurface data described above has been determined at this specific borehole location. Such data will not identify any variations away from this location . Plasticity referred to above is based on insitu moisture content on the day of testing .
GUL
LYIN
WAS
H
J009585
24
5
UTP
W A
I T
E M
A T
A
G R
O U
P
S O
I L
S
( P
akiri
Fo
rmat
ion
) F
I L L
2nd
Nov
embe
r 2
016
(day
of d
rillin
g)
TOPSOIL/SILT, with intermixed clayey SILT
SILT, clayey, brownish grey/grey, soft, moist to wet, low to medium plasticity
SILT, hard, moist, non plastic, dark orange limonite stained
4H
Vane ShearStrength (KPa)
Corrected(Per NZGS Guideline)
Geol
. Uni
t Field vane (peak)
50 100 150 Remoulded
Job No: Project:
Borehole Location:Surface Conditions:
Notes :
Shear Vane No. Drilled By Date Drilled Drill Method .......................
200
Grou
ndw
ater
Prepared for:
........................
...................... ...........................
Dept
h (m
)
Grap
hic
Log
1
2
3
4
5
1
2
3
4
5
1
2
3
4
FILL TOPSOIL
SILTsandy
SAND CLAY SILT SILTclayey
ORGANICsoils
Dept
h (m
)
LithologicKeysee site plan
Hand Auger Soil Investigations LtdGeotechnical Soil Testing SpecialistsPH 021 627 709
Sheet 1 of 1
26th Oct 2016RF
AUGERHOLE LOG AH 9kga Geotechnical Ltd
DR 2053
Watercourse
End of Borehole 2.1m (Too Dense to Auger)
Shearvane Correction Value forDR 2053 is 1. 522 (calibrated 14/08/15)
223 Falls Rd, Warkworth
Note: Logged in accordance with 'The guidelines for the classification and description of soil and rock for engineering purposes' Dec 2005 as outlined by The NZ Geotechnical Society Inc. The subsurface data described above has been determined at this specific borehole location. Such data will not identify any variations away from this location . Plasticity referred to above is based on insitu moisture content on the day of testing .
G U
L L
Y
A L
L U
V I U
M
J009585
29
3
19
5
30
5
UTP
W A
I T
E M
A T
A
G R
O U
P
S O
I L
S
( P
akiri
Fo
rmat
ion
) IN
WAS
H /
FI
LL ?
2nd
Nov
embe
r 2
016
(day
of d
rillin
g)
TOPSOIL/SILT
SILT, clayey, grey, mottled orange, soft to firm, wet, medium plasticity
CLAY, silty, grey, mottled orange, soft, saturated, high plasticity, frequent minor organic inclusions
Poor sample recovery
SILT, clayey, grey, stiff, saturated, low to medium plasticity
SILT, dark grey, hard, moist, non plastic
4I
Vane ShearStrength (KPa)
Corrected(Per NZGS Guideline)
Geol
. Uni
t Field vane (peak)
50 100 150 Remoulded
Job No: Project:
Borehole Location:Surface Conditions:
Notes :
Shear Vane No. Drilled By Date Drilled Drill Method .......................
200
Grou
ndw
ater
Prepared for:
........................
...................... ...........................
Dept
h (m
)
Grap
hic
Log
1
2
3
4
5
1
2
3
4
5
1
2
3
4
FILL TOPSOIL
SILTsandy
SAND CLAY SILT SILTclayey
ORGANICsoils
Dept
h (m
)
LithologicKeysee site plan
Hand Auger Soil Investigations LtdGeotechnical Soil Testing SpecialistsPH 021 627 709
Sheet 1 of 1
26th Oct 2016BM
AUGERHOLE LOG AH 10kga Geotechnical Ltd
Geovane1946
Gentle slope, Grass
End of Borehole 3.3m (Too Dense to Auger)
223 Falls Rd, Warkworth
Note: Logged in accordance with 'The guidelines for the classification and description of soil and rock for engineering purposes' Dec 2005 as outlined by The NZ Geotechnical Society Inc. The subsurface data described above has been determined at this specific borehole location. Such data will not identify any variations away from this location . Plasticity referred to above is based on insitu moisture content on the day of testing .
VOLC
ANIC
DE
POSI
TS
J009585
152
42
95
33
149
24
86
18
UTP
128
33UTP
W A
I T
E M
A T
A
G R
O U
P
S O
I L
S
( P
akiri
Fo
rmat
ion
)
Shearvane Correction Value for Geovane1946is 1. 487 (calibrated 23/02/16)
Grou
ndw
ater
no
t E
ncou
nter
ed
2nd
Nov
embe
r 2
016
(day
of d
rillin
g)
TOPSOILCLAY, silty, brownish orange, very stiff, moist, medium plasticity
SILT, some clay, brownish orange, very stiff, moist, low plasticity
Stiff to very stiff, light brown, frequent weakly cemented clasts (1-3mm)
SILT, some clay, orange, mottled light grey, very stiff, moist, low plasticity
SILT, orange, mottled light grey, very stiff, moist, non plastic
Brownish grey, mottled orange, common waekly cemented clasts (to 1mm)
Some clay, grey, mottled orange, stiff, moist, low plasticity, frequent weakly cemented clasts (1-5mm)
Trace of sand (fine), grey, very stiff, moist, non plastic
Some clay, grey, mottled orange, very stiff, moist, low plasticity
Trace of sand (fine), grey, hard, moist, non plastic
4J
Vane ShearStrength (KPa)
Corrected(Per NZGS Guideline)
Geol
. Uni
t Field vane (peak)
50 100 150 Remoulded
Job No: Project:
Borehole Location:Surface Conditions:
Notes :
Shear Vane No. Drilled By Date Drilled Drill Method .......................
200
Grou
ndw
ater
Prepared for:
........................
...................... ...........................
Dept
h (m
)
Grap
hic
Log
1
2
3
4
5
1
2
3
4
5
1
2
3
4
FILL TOPSOIL
SILTsandy
SAND CLAY SILT SILTclayey
ORGANICsoils
Dept
h (m
)
LithologicKeysee site plan
Hand Auger Soil Investigations LtdGeotechnical Soil Testing SpecialistsPH 021 627 709
Sheet 1 of 1
26th Oct 2016VC
AUGERHOLE LOG AH 11kga Geotechnical Ltd
Geovane1990
Moderate slope, Grass
End of Borehole 4.4m (Too Dense to Auger)
223 Falls Rd, Warkworth
Note: Logged in accordance with 'The guidelines for the classification and description of soil and rock for engineering purposes' Dec 2005 as outlined by The NZ Geotechnical Society Inc. The subsurface data described above has been determined at this specific borehole location. Such data will not identify any variations away from this location . Plasticity referred to above is based on insitu moisture content on the day of testing .
J009585
119
58
141
89
119
34
153
83
150
49
128
55
UTP
214+
UTP
W A
I T
E M
A T
A
G R
O U
P
S O
I L
S
( P
akiri
Fo
rmat
ion
)
Shearvane Correction Value for Geovane1990is 1. 528 (calibrated 23/05/16)
2nd
Nov
embe
r 2
016
(day
of d
rillin
g)
VOLC
ANIC
DE
POSI
TS
TOPSOIL
CLAY, silty, brown, mottled orange, very stiff, moist, medium plasticity
SILT, clayey, trace of sand (fine), brownish orange/orange, very stiff, moist, low to medium plasticity
Trace of clay, trace of sand (fine), light brown, mottled orange, very stiff, moist, non plastic
Light grey, mottled orange
Clayey, light grey, mottled orange, very stiff, moist, low to medium plasticity, occasional intermixed pockets of friable SILT
Moist to wet, orange, mottled light grey
SILT, orange, mottled grey, very stiff, moist, non plastic
Dark grey
4K
Vane ShearStrength (KPa)
Corrected(Per NZGS Guideline)
Geol
. Uni
t Field vane (peak)
50 100 150 Remoulded
Job No: Project:
Borehole Location:Surface Conditions:
Notes :
Shear Vane No. Drilled By Date Drilled Drill Method .......................
200
Grou
ndw
ater
Prepared for:
........................
...................... ...........................
Dept
h (m
)
Grap
hic
Log
1
2
3
4
5
1
2
3
4
5
1
2
3
4
FILL TOPSOIL
SILTsandy
SAND CLAY SILT SILTclayey
ORGANICsoils
Dept
h (m
)
LithologicKeysee site plan
Hand Auger Soil Investigations LtdGeotechnical Soil Testing SpecialistsPH 021 627 709
Sheet 1 of 1
27th Oct 2016BM
AUGERHOLE LOG AH 12kga Geotechnical Ltd
Geovane1946
Moderate slope, Grass
End of Borehole 2.1m (Too Dense to Auger)
223 Falls Rd, Warkworth
Note: Logged in accordance with 'The guidelines for the classification and description of soil and rock for engineering purposes' Dec 2005 as outlined by The NZ Geotechnical Society Inc. The subsurface data described above has been determined at this specific borehole location. Such data will not identify any variations away from this location . Plasticity referred to above is based on insitu moisture content on the day of testing .
J009585
104
39
68
18
137
27
UTP
F I L
L
Shearvane Correction Value for Geovane1946is 1. 487 (calibrated 23/02/16)
2nd
Nov
embe
r 2
016
(day
of d
rillin
g)
NORT
HLAN
D A
LLOC
HTHO
N D
EPOS
ITS
?
SILT, dark brown, stiff to very stiff, moist, non plastic, frequent fine gravel inclusions
CLAY, silty, orange, brown, very stiff, moist, medium plasticity, occasional intermixed friable SILT, occasiobnal fine gravel inclusions
TOPSOIL, buried
SILT, some clay, dark brown, very stiff, moist, low plasticity with frequent intermixed dark greenish grey friable SILT
Very stiff to hardCLAY, silty, dark grey, mottled brown, very stiff, moist, medium plasticity with intermixed friable SILT, occasional fine gravels
Stiff, free water encountered
4L
Vane ShearStrength (KPa)
Corrected(Per NZGS Guideline)
Geol
. Uni
t Field vane (peak)
50 100 150 Remoulded
Job No: Project:
Borehole Location:Surface Conditions:
Notes :
Shear Vane No. Drilled By Date Drilled Drill Method .......................
200
Grou
ndw
ater
Prepared for:
........................
...................... ...........................
Dept
h (m
)
Grap
hic
Log
1
2
3
4
5
1
2
3
4
5
1
2
3
4
FILL TOPSOIL
SILTsandy
SAND CLAY SILT SILTclayey
ORGANICsoils
Dept
h (m
)
LithologicKeysee site plan
Hand Auger Soil Investigations LtdGeotechnical Soil Testing SpecialistsPH 021 627 709
Sheet 1 of 1
27th Oct 2016BM
AUGERHOLE LOG AH 13kga Geotechnical Ltd
Geovane1946
Moderate slope, Grass
End of Borehole 1.1m (Too Dense to Auger)
223 Falls Rd, Warkworth
Note: Logged in accordance with 'The guidelines for the classification and description of soil and rock for engineering purposes' Dec 2005 as outlined by The NZ Geotechnical Society Inc. The subsurface data described above has been determined at this specific borehole location. Such data will not identify any variations away from this location . Plasticity referred to above is based on insitu moisture content on the day of testing .
J009585
104
28
UTP
NORT
HLAN
D A
LLOC
HTHO
N D
EPOS
ITS
?
Shearvane Correction Value for Geovane1946is 1. 487 (calibrated 23/02/16)
2nd
Nov
embe
r 2
016
(day
of d
rillin
g)
TOPSOIL
SILT, some clay, dark brown, very stiff, moist, non plastic
CLAY, silty, orange, mottled brown, stiff to very stiff, moist, medium plasticity
SILT, trace of sand (fine)reddish brown, mottled orange and grey, very stiff, moist, non plastic
4M
Vane ShearStrength (KPa)
Corrected(Per NZGS Guideline)
Geol
. Uni
t Field vane (peak)
50 100 150 Remoulded
Job No: Project:
Borehole Location:Surface Conditions:
Notes :
Shear Vane No. Drilled By Date Drilled Drill Method .......................
200
Grou
ndw
ater
Prepared for:
........................
...................... ...........................
Dept
h (m
)
Grap
hic
Log
1
2
3
4
5
1
2
3
4
5
1
2
3
4
FILL TOPSOIL
SILTsandy
SAND CLAY SILT SILTclayey
ORGANICsoils
Dept
h (m
)
LithologicKeysee site plan
Hand Auger Soil Investigations LtdGeotechnical Soil Testing SpecialistsPH 021 627 709
Sheet 1 of 1
27th Oct 2016VC
AUGERHOLE LOG AH 14kga Geotechnical Ltd
Geovane1990
Moderate slope, Grass
End of Borehole 4.0m (Too Dense to Auger)
223 Falls Rd, Warkworth
Note: Logged in accordance with 'The guidelines for the classification and description of soil and rock for engineering purposes' Dec 2005 as outlined by The NZ Geotechnical Society Inc. The subsurface data described above has been determined at this specific borehole location. Such data will not identify any variations away from this location . Plasticity referred to above is based on insitu moisture content on the day of testing .
J009585
95
34
128
86
95
24
122
49
180
31
76
34
214+
UTP
W A
I T
E M
A T
A
G R
O U
P
S O
I L
S
( P
akiri
Fo
rmat
ion
)
Shearvane Correction Value for Geovane1990is 1. 528 (calibrated 23/05/16)
2nd
Nov
embe
r 2
016
(day
of d
rillin
g)
TOPSOILCLAY, silty, orange, mottled brown, very stiff, moist, medium plasticity
SILT, clayey, orange, mottled brown, stiff to very stiff, moist, low to medium plasticity
CLAY, silty, light grey, mottled orange, very stiff, moist, medium plasticity
SILT, some clay, light grey, mottled orange, stiff, moist, low plasticity, occasional limonite gravels and staining
Trace of clay, orange, mottled light brown, very stiff, wet, non plastic, frequent limonite gravels and staining
Free water encountered
Clayey, brownish grey, mottled orange, stiff, moist to wet, lowto medium plasticity
Some clay, trace of sand (fine), very stiff, moist to wet, lowplasticity
Trace of clay, trace of sand (fine), dark grey, very stiff, moist, non plastic
4N
Vane ShearStrength (KPa)
Corrected(Per NZGS Guideline)
Geol
. Uni
t Field vane (peak)
50 100 150 Remoulded
Job No: Project:
Borehole Location:Surface Conditions:
Notes :
Shear Vane No. Drilled By Date Drilled Drill Method .......................
200
Grou
ndw
ater
Prepared for:
........................
...................... ...........................
Dept
h (m
)
Grap
hic
Log
1
2
3
4
5
1
2
3
4
5
1
2
3
4
FILL TOPSOIL
SILTsandy
SAND CLAY SILT SILTclayey
ORGANICsoils
Dept
h (m
)
LithologicKeysee site plan
Hand Auger Soil Investigations LtdGeotechnical Soil Testing SpecialistsPH 021 627 709
Sheet 1 of 1
27th Oct 2016VC
AUGERHOLE LOG AH 15kga Geotechnical Ltd
Geovane1990
Gentle slope, Grass
End of Borehole 5.0m (Target Depth)
223 Falls Rd, Warkworth
Note: Logged in accordance with 'The guidelines for the classification and description of soil and rock for engineering purposes' Dec 2005 as outlined by The NZ Geotechnical Society Inc. The subsurface data described above has been determined at this specific borehole location. Such data will not identify any variations away from this location . Plasticity referred to above is based on insitu moisture content on the day of testing .
J009585
134
43
144
61
134
73
150
61
119
49
159
73
79
37
141
89
43
18
46
24
W A
I T
E M
A T
A
G R
O U
P
S O
I L
S
( P
akiri
Fo
rmat
ion
)
Shearvane Correction Value for Geovane1990is 1. 528 (calibrated 23/05/16)
Grou
ndw
ater
no
t E
ncou
nter
ed
2nd
Nov
embe
r 2
016
(day
of d
rillin
g)
TOPSOIL
CLAY, silty, orange, mottledv brown, very stiff, moist, high plasticity
Orange, mottled light grey, frequent limonite gravels and staining
SILT, clayey, light grey, mottled orange, very stiff, moist, low to medium plasticity, occasional lense of light grey friable SILT
Some clay, light grey, mottled orange, very stiff, moist, low plasticity, frequent weakly cemented clasts (2-5mm)
Trace of clay, trace of sand (fine), light grey, stiff, moist, nonplastic
Moist to wet
4O
Vane ShearStrength (KPa)
Corrected(Per NZGS Guideline)
Geol
. Uni
t Field vane (peak)
50 100 150 Remoulded
Job No: Project:
Borehole Location:Surface Conditions:
Notes :
Shear Vane No. Drilled By Date Drilled Drill Method .......................
200
Grou
ndw
ater
Prepared for:
........................
...................... ...........................
Dept
h (m
)
Grap
hic
Log
1
2
3
4
5
1
2
3
4
5
1
2
3
4
FILL TOPSOIL
SILTsandy
SAND CLAY SILT SILTclayey
ORGANICsoils
Dept
h (m
)
LithologicKeysee site plan
Hand Auger Soil Investigations LtdGeotechnical Soil Testing SpecialistsPH 021 627 709
Sheet 1 of 1
27th Oct 2016BM
AUGERHOLE LOG AH 16kga Geotechnical Ltd
Geovane1946
Moderate slope, Plant debris
End of Borehole 4.2m (Too Dense to Auger)
223 Falls Rd, Warkworth
Note: Logged in accordance with 'The guidelines for the classification and description of soil and rock for engineering purposes' Dec 2005 as outlined by The NZ Geotechnical Society Inc. The subsurface data described above has been determined at this specific borehole location. Such data will not identify any variations away from this location . Plasticity referred to above is based on insitu moisture content on the day of testing .
J009585
134
57
86
48
54
21
59
12
68
18
86
15
UTP
W A
I T
E M
A T
A
G R
O U
P
S O
I L
S
( P
akiri
Fo
rmat
ion
)
Shearvane Correction Value for Geovane1946is 1. 487 (calibrated 23/02/16)
Grou
ndw
ater
no
t E
ncou
nter
ed
2nd
Nov
embe
r 2
016
(day
of d
rillin
g)
131
24
TOPSOILSILT, some clay, dark brown, mottled orange, very stiff, moist, low plasticity
Brownish orange
CLAY, silty, orange, stiff, moist, medium plasticity
SILT, orange, mottled brown, very stiff, moist, non plastic
CLAY, silty, orange, stiff, moist, medium plasticity
SILT, some clay, trace of sand (fine), light brownish grey, mottled orange, stiff, moist to wet, low plasticity
Light brown
Wet, difficult sample recovery
Very stiff, orange, mottled light brownish grey
Very stiff to hard, brownish grey, mottled orange
4P
Vane ShearStrength (KPa)
Corrected(Per NZGS Guideline)
Geol
. Uni
t Field vane (peak)
50 100 150 Remoulded
Job No: Project:
Borehole Location:Surface Conditions:
Notes :
Shear Vane No. Drilled By Date Drilled Drill Method .......................
200
Grou
ndw
ater
Prepared for:
........................
...................... ...........................
Dept
h (m
)
Grap
hic
Log
1
2
3
4
5
1
2
3
4
5
1
2
3
4
FILL TOPSOIL
SILTsandy
SAND CLAY SILT SILTclayey
ORGANICsoils
Dept
h (m
)
LithologicKeysee site plan
Hand Auger Soil Investigations LtdGeotechnical Soil Testing SpecialistsPH 021 627 709
Sheet 1 of 1
27th Oct 2016VC
AUGERHOLE LOG AH 17kga Geotechnical Ltd
Geovane1990
Moderate slope, Grass
End of Borehole 5.0m (Too Dense to Auger)
223 Falls Rd, Warkworth
Note: Logged in accordance with 'The guidelines for the classification and description of soil and rock for engineering purposes' Dec 2005 as outlined by The NZ Geotechnical Society Inc. The subsurface data described above has been determined at this specific borehole location. Such data will not identify any variations away from this location . Plasticity referred to above is based on insitu moisture content on the day of testing .
J009585
141
89
171
61
144
64
138
52
125
43
186
64
186
61
171
73
214+
214+
W A
I T
E M
A T
A
G R
O U
P
S O
I L
S
( P
akiri
Fo
rmat
ion
)
Shearvane Correction Value for Geovane1990is 1. 528 (calibrated 23/05/16)
Grou
ndw
ater
no
t E
ncou
nter
ed
2nd
Nov
embe
r 2
016
(day
of d
rillin
g)
TOPSOILCLAY, silty, orange, mottled brown, very stiff, moist, medium plasticity
Reddish orange/orange
SILT, some clay, reddish brown, mottled orange, very stiff, moist, low plasticity
Trace of clay, reddish brown, mottled orange, very stiff, moist, non plastic, occasional lense of medium plastic clayey SILT
Some clay, brownish grey/grey, very stiff, moist, low plasticity, occasional lense of medium plastic clayey SILT
Brownish grey, mottled orange, occasional weakly cemented clasts (2-5mm)
4Q
Vane ShearStrength (KPa)
Corrected(Per NZGS Guideline)
Geol
. Uni
t Field vane (peak)
50 100 150 Remoulded
Job No: Project:
Borehole Location:Surface Conditions:
Notes :
Shear Vane No. Drilled By Date Drilled Drill Method .......................
200
Grou
ndw
ater
Prepared for:
........................
...................... ...........................
Dept
h (m
)
Grap
hic
Log
1
2
3
4
5
1
2
3
4
5
1
2
3
4
FILL TOPSOIL
SILTsandy
SAND CLAY SILT SILTclayey
ORGANICsoils
Dept
h (m
)
LithologicKeysee site plan
Hand Auger Soil Investigations LtdGeotechnical Soil Testing SpecialistsPH 021 627 709
Sheet 1 of 1
31st Oct 2016VC
AUGERHOLE LOG AH 18kga Geotechnical Ltd
Geovane1990
Flat, Grass
End of Borehole 5.0m (Target Depth)
223 Falls Rd, Warkworth
Note: Logged in accordance with 'The guidelines for the classification and description of soil and rock for engineering purposes' Dec 2005 as outlined by The NZ Geotechnical Society Inc. The subsurface data described above has been determined at this specific borehole location. Such data will not identify any variations away from this location . Plasticity referred to above is based on insitu moisture content on the day of testing .
J009585
156
67
214+
153
79
171
73
104
46
122
58
83
40
110
55
UTP
UTP
W A
I T
E M
A T
A
G R
O U
P
S O
I L
S
( P
akiri
Fo
rmat
ion
)
Shearvane Correction Value for Geovane1990is 1. 528 (calibrated 23/05/16)
Grou
ndw
ater
no
t E
ncou
nter
ed
2nd
Nov
embe
r 2
016
(day
of d
rillin
g)
TOPSOIL
CLAY, silty, orange, mottled brown, very stiff, moist, medium plasticity
Reddish brown, mottled orange
SILT, clayey, reddish brown, mottled orange, very stiff, moist, low to medium plasticity, occasional lense of medium plastic clayey SILT
Orange, mottled brown
Some clay, orange, mottled brown, very stiff, moist, low plasticity, occasional weakly cemented clasts (2-5mm)
Stiff
Trace of clay, reddish brown, mottled light grey and orange, very stiff, moist, non plastic
4R
Vane ShearStrength (KPa)
Corrected(Per NZGS Guideline)
Geol
. Uni
t Field vane (peak)
50 100 150 Remoulded
Job No: Project:
Borehole Location:Surface Conditions:
Notes :
Shear Vane No. Drilled By Date Drilled Drill Method .......................
200
Grou
ndw
ater
Prepared for:
........................
...................... ...........................
Dept
h (m
)
Grap
hic
Log
1
2
3
4
5
1
2
3
4
5
1
2
3
4
FILL TOPSOIL
SILTsandy
SAND CLAY SILT SILTclayey
ORGANICsoils
Dept
h (m
)
LithologicKeysee site plan
Hand Auger Soil Investigations LtdGeotechnical Soil Testing SpecialistsPH 021 627 709
Sheet 1 of 1
28th Oct 2016VC
AUGERHOLE LOG AH 19kga Geotechnical Ltd
Geovane1990
Flat, Grass
End of Borehole 5.0m (Target Depth)
223 Falls Rd, Warkworth
Note: Logged in accordance with 'The guidelines for the classification and description of soil and rock for engineering purposes' Dec 2005 as outlined by The NZ Geotechnical Society Inc. The subsurface data described above has been determined at this specific borehole location. Such data will not identify any variations away from this location . Plasticity referred to above is based on insitu moisture content on the day of testing .
J009585
183
92
214+
153
73
125
67
122
34
134
43
159
58
141
73
199
43
156
55
W A
I T
E M
A T
A
G R
O U
P
S O
I L
S
( P
akiri
Fo
rmat
ion
)
Shearvane Correction Value for Geovane1990is 1. 528 (calibrated 23/05/16)
Grou
ndw
ater
no
t E
ncou
nter
ed
2nd
Nov
embe
r 2
016
(day
of d
rillin
g)
TOPSOIL
CLAY, silty, orange, mottled brown, very stiff, moist, medium plasticity
SILT, clayey, orange, mottled brown, very stiff, moist, low to medium plasticity, frequent weakly cemented clasts (to 1mm)
Some clay, reddish brown, mottled orange, very stiff, moist, low plasticity, frequent weakly cemented clasts (2-5mm)
Trace of clay, reddish brown, mottled orange, very stiff, moist, non plastic
No clay content, reddish orange/orange, mottled light grey, occasional lense of low to medium plastic clayey SILT
4S
Vane ShearStrength (KPa)
Corrected(Per NZGS Guideline)
Geol
. Uni
t Field vane (peak)
50 100 150 Remoulded
Job No: Project:
Borehole Location:Surface Conditions:
Notes :
Shear Vane No. Drilled By Date Drilled Drill Method .......................
200
Grou
ndw
ater
Prepared for:
........................
...................... ...........................
Dept
h (m
)
Grap
hic
Log
1
2
3
4
5
1
2
3
4
5
1
2
3
4
FILL TOPSOIL
SILTsandy
SAND CLAY SILT SILTclayey
ORGANICsoils
Dept
h (m
)
LithologicKeysee site plan
Hand Auger Soil Investigations LtdGeotechnical Soil Testing SpecialistsPH 021 627 709
Sheet 1 of 1
28th Oct 2016VC
AUGERHOLE LOG AH 20kga Geotechnical Ltd
Geovane1990
Moderate slope, Grass
End of Borehole 4.5m (Too Dense to Auger)
223 Falls Rd, Warkworth
Note: Logged in accordance with 'The guidelines for the classification and description of soil and rock for engineering purposes' Dec 2005 as outlined by The NZ Geotechnical Society Inc. The subsurface data described above has been determined at this specific borehole location. Such data will not identify any variations away from this location . Plasticity referred to above is based on insitu moisture content on the day of testing .
J009585
199
122
180
79
138
28
119
40
122
40
125
52
83
34
UTP
UTP
W A
I T
E M
A T
A
G R
O U
P
S O
I L
S
( P
akiri
Fo
rmat
ion
)
Shearvane Correction Value for Geovane1990is 1. 528 (calibrated 23/05/16)
Grou
ndw
ater
no
t E
ncou
nter
ed
2nd
Nov
embe
r 2
016
(day
of d
rillin
g)
TOPSOIL
CLAY, silty, orange, mottled brown, very stiff, moist, medium plasticity
Reddish brown, mottled orange
SILT, clayey, reddish brown, mottled light grey, very stiff, moist, low to medium plasticity, frequent weakly cemented clasts (2-5mm)
Trace of clay, reddish orange, mottled light grey, very stiff, moist, non plastic, occasional weakly cemented clasts (2-5mm)
Light grey, mottled reddish orange, occasional lense of low to medium plastic clayey SILT
Clayey, reddish orange, mottled light grey, stiff, moist to wet, low to medium plasticity
Trace of clay, reddish orange, mottled light grey and pink, very stiff, moist, non plastic
4T
Vane ShearStrength (KPa)
Corrected(Per NZGS Guideline)
Geol
. Uni
t Field vane (peak)
50 100 150 Remoulded
Job No: Project:
Borehole Location:Surface Conditions:
Notes :
Shear Vane No. Drilled By Date Drilled Drill Method .......................
200
Grou
ndw
ater
Prepared for:
........................
...................... ...........................
Dept
h (m
)
Grap
hic
Log
1
2
3
4
5
1
2
3
4
5
1
2
3
4
FILL TOPSOIL
SILTsandy
SAND CLAY SILT SILTclayey
ORGANICsoils
Dept
h (m
)
LithologicKeysee site plan
Hand Auger Soil Investigations LtdGeotechnical Soil Testing SpecialistsPH 021 627 709
Sheet 1 of 1
28th Oct 2016VC
AUGERHOLE LOG AH 21kga Geotechnical Ltd
Geovane1990
Steep slope, Grass
End of Borehole 5.0m (Target Depth)
223 Falls Rd, Warkworth
Note: Logged in accordance with 'The guidelines for the classification and description of soil and rock for engineering purposes' Dec 2005 as outlined by The NZ Geotechnical Society Inc. The subsurface data described above has been determined at this specific borehole location. Such data will not identify any variations away from this location . Plasticity referred to above is based on insitu moisture content on the day of testing .
J009585
150
58
134
61
153
79
122
79
104
61
156
73
79
61
110
67
107
52
104
46
W A
I T
E M
A T
A
G R
O U
P
S O
I L
S
( P
akiri
Fo
rmat
ion
)
Shearvane Correction Value for Geovane1990is 1. 528 (calibrated 23/05/16)
2nd
Nov
embe
r 2
016
(day
of d
rillin
g)
TOPSOIL
CLAY, silty, brown, mottled orange, very stiff, moist, medium plasticity
SILT, clayey, orange, mottled brown, very stiff, moist, low to medium plasticity, occasional weakly cemented clasts (1-2mm)
SILT, clayey, orange, mottled brown, very stiff, moist, low to medium plasticity, occasional weakly cemented clasts (2-5mm)
Stiff to very stiff, occasional lense of medium plastic CLAY
Some clay, reddish brown, mottled orange, stiff to very stiff, moist, low plasticity, occasional weakly cemented clasts (2-5mm)
CLAY, silty, orange, mottled brown, very stiff, moist, medium plasticity, with intermixed friable SILT
4U
Vane ShearStrength (KPa)
Corrected(Per NZGS Guideline)
Geol
. Uni
t Field vane (peak)
50 100 150 Remoulded
Job No: Project:
Borehole Location:Surface Conditions:
Notes :
Shear Vane No. Drilled By Date Drilled Drill Method .......................
200
Grou
ndw
ater
Prepared for:
........................
...................... ...........................
Dept
h (m
)
Grap
hic
Log
1
2
3
4
5
1
2
3
4
5
1
2
3
4
FILL TOPSOIL
SILTsandy
SAND CLAY SILT SILTclayey
ORGANICsoils
Dept
h (m
)
LithologicKeysee site plan
Hand Auger Soil Investigations LtdGeotechnical Soil Testing SpecialistsPH 021 627 709
Sheet 1 of 1
28th Oct 2016VC
AUGERHOLE LOG AH 22kga Geotechnical Ltd
Geovane1990
Moderate slope, Grass
End of Borehole 5.0m (Target Depth)
223 Falls Rd, Warkworth
Note: Logged in accordance with 'The guidelines for the classification and description of soil and rock for engineering purposes' Dec 2005 as outlined by The NZ Geotechnical Society Inc. The subsurface data described above has been determined at this specific borehole location. Such data will not identify any variations away from this location . Plasticity referred to above is based on insitu moisture content on the day of testing .
J009585
128
64
134
62
92
34
110
67
89
49
214+
165
40
141
104
196
67
98
34
W A
I T
E M
A T
A
G R
O U
P
S O
I L
S
( P
akiri
Fo
rmat
ion
)
Shearvane Correction Value for Geovane1990is 1. 528 (calibrated 23/05/16)
2nd
Nov
embe
r 2
016
(day
of d
rillin
g)
TOPSOIL
CLAY, silty, orange, mottled brown, very stiff, moist, medium plasticity
Reddish orange/orange
SILT, clayey, orange, mottled reddish brown, stiff to very stiff, moist, low to medium plasticity, occasional lense of friable SILT
Reddish orange, mottled light grey
Light grey, mottled orange
CLAY, silty, light grey, mottled orange, very stiff, moist, medium to high plasticity
SILT, trace of clay, light grey, mottled orange, frequent limonite gravels and staining, very stiff, moist to wet, non plastic
Wet
4V
Vane ShearStrength (KPa)
Corrected(Per NZGS Guideline)
Geol
. Uni
t Field vane (peak)
50 100 150 Remoulded
Job No: Project:
Borehole Location:Surface Conditions:
Notes :
Shear Vane No. Drilled By Date Drilled Drill Method .......................
200
Grou
ndw
ater
Prepared for:
........................
...................... ...........................
Dept
h (m
)
Grap
hic
Log
1
2
3
4
5
1
2
3
4
5
1
2
3
4
FILL TOPSOIL
SILTsandy
SAND CLAY SILT SILTclayey
ORGANICsoils
Dept
h (m
)
LithologicKeysee site plan
Hand Auger Soil Investigations LtdGeotechnical Soil Testing SpecialistsPH 021 627 709
Sheet 1 of 1
27th Oct 2016BM
AUGERHOLE LOG AH 23kga Geotechnical Ltd
Geovane1946
Moderate slope, Grass
End of Borehole 4.5m (Too Dense to Auger)
223 Falls Rd, Warkworth
Note: Logged in accordance with 'The guidelines for the classification and description of soil and rock for engineering purposes' Dec 2005 as outlined by The NZ Geotechnical Society Inc. The subsurface data described above has been determined at this specific borehole location. Such data will not identify any variations away from this location . Plasticity referred to above is based on insitu moisture content on the day of testing .
J009585
161
80
107
51
95
36
92
21
125
42
UTP
107
36
140
39
UTP
W A
I T
E M
A T
A
G R
O U
P
S O
I L
S
( P
akiri
Fo
rmat
ion
)
Shearvane Correction Value for Geovane1946is 1. 487 (calibrated 23/02/16)
Grou
ndw
ater
no
t E
ncou
nter
ed
2nd
Nov
embe
r 2
016
(day
of d
rillin
g)
TOPSOIL
SILT, some clay, brownish orange, very stiff, moist, low plasticity
Reddish orange, occasional weakly cemented clasts (1-5mm)
Trace of clay, reddish orange, mottled light grey and pink, stiff to very stiff, moist, non plastic
Pinkish red, mottled light grey and brown
Very stiff, frequent limonite staining
Grey, mottled orange and brown, common weakly cemented clasts (to 1mm)
Very stiff to hard, brownish grey, moist to wet, trace of sand (fine)
4W
Vane ShearStrength (KPa)
Corrected(Per NZGS Guideline)
Geol
. Uni
t Field vane (peak)
50 100 150 Remoulded
Job No: Project:
Borehole Location:Surface Conditions:
Notes :
Shear Vane No. Drilled By Date Drilled Drill Method .......................
200
Grou
ndw
ater
Prepared for:
........................
...................... ...........................
Dept
h (m
)
Grap
hic
Log
1
2
3
4
5
1
2
3
4
5
1
2
3
4
FILL TOPSOIL
SILTsandy
SAND CLAY SILT SILTclayey
ORGANICsoils
Dept
h (m
)
LithologicKeysee site plan
Hand Auger Soil Investigations LtdGeotechnical Soil Testing SpecialistsPH 021 627 709
Sheet 1 of 1
26th Oct 2016BM
AUGERHOLE LOG AH 24kga Geotechnical Ltd
Geovane1946
Gentle slope, Water flow path
End of Borehole 5.0m (Target Depth)
223 Falls Rd, Warkworth
Note: Logged in accordance with 'The guidelines for the classification and description of soil and rock for engineering purposes' Dec 2005 as outlined by The NZ Geotechnical Society Inc. The subsurface data described above has been determined at this specific borehole location. Such data will not identify any variations away from this location . Plasticity referred to above is based on insitu moisture content on the day of testing .
A L
L U
V I A
L
D
E P
O S
I T S
J009585
68
18
59
27
51
15
48
9
140
33
131
33
164
42
208+
208+
UTP
W A
I T
E M
A T
A
G R
O U
P
S O
I L
S
( P
akiri
Fo
rmat
ion
)
Shearvane Correction Value for Geovane1946is 1. 487 (calibrated 23/02/16)
2nd
Nov
embe
r 2
016
(day
of d
rillin
g)
TOPSOILSILT, dark brown, stiff, moist, non plastic
ORGANIC SILT, dark brown/black, stiff, moist, non plastic, frequent fine rootletsCLAY, silty, orange, mottled grey, stiff, moist, high plasticity
SILT, some clay, brown, mottled grey and orange, firm to stiff, wet, low plasticity, frequent decomposing wood inclusions
Moist to wet
CLAY, silty, grey, firm, saturated, high plasticity, frequent weakly cemented clasts (1-5mm), poor sample recovery
SILT, some clay, trace of sand (fine), dark greenish grey, mottled brown, very stiff, moist to wet, low plasticity
Light grey, mottled orange
Grey, mottled orange
4X
Vane ShearStrength (KPa)
Corrected(Per NZGS Guideline)
Geol
. Uni
t Field vane (peak)
50 100 150 Remoulded
Job No: Project:
Borehole Location:Surface Conditions:
Notes :
Shear Vane No. Drilled By Date Drilled Drill Method .......................
200
Grou
ndw
ater
Prepared for:
........................
...................... ...........................
Dept
h (m
)
Grap
hic
Log
1
2
3
4
5
1
2
3
4
5
1
2
3
4
FILL TOPSOIL
SILTsandy
SAND CLAY SILT SILTclayey
ORGANICsoils
Dept
h (m
)
LithologicKeysee site plan
Hand Auger Soil Investigations LtdGeotechnical Soil Testing SpecialistsPH 021 627 709
Sheet 1 of 1
27th Oct 2016VC
AUGERHOLE LOG AH 25kga Geotechnical Ltd
Geovane1990
Flat, Grass
End of Borehole 1.8m (Too Dense to Auger)
223 Falls Rd, Warkworth
Note: Logged in accordance with 'The guidelines for the classification and description of soil and rock for engineering purposes' Dec 2005 as outlined by The NZ Geotechnical Society Inc. The subsurface data described above has been determined at this specific borehole location. Such data will not identify any variations away from this location . Plasticity referred to above is based on insitu moisture content on the day of testing .
J009585
214+
UTP
UTP
W A
I T
E M
A T
A
G R
O U
P
S O
I L
S
( P
akiri
Fo
rmat
ion
)
Shearvane Correction Value for Geovane1990is 1. 528 (calibrated 23/05/16)
Grou
ndw
ater
no
t E
ncou
nter
ed
2nd
Nov
embe
r 2
016
(day
of d
rillin
g)
TOPSOIL
CLAY, silty, orange, mottled brown, very stiff, moist, medium plasticity
SILT, some clay, brownish grey, mottled orange, very stiff, moist, low plasticity
SILT, brownish grey, hard, moist, non plastic
UTP
4Y
Scala Penetrometer Results - Blows Per 50mm Penetration
Soil Investigations LtdPO Box 47-559 Ponsonby Ph 021 627 709
Job Name: 223 Falls Rd, WarkworthJob No: J009585
Date: October, 2016Tested By: BM/VC
Augerhole No AH1 AH2 AH3 AH4 AH5 AH5 AH6 AH7Start Depth (m) 5.00m 3.10m 5.00m 4.40m 3.70m cont'd 5.00m 5.00m
50 25+ 1.5 8 16 4 1 sunk
100 1.5 6 12 5 1 0.5
150 sunk 2 6 5 7 1 0.5
200 3 11 3 1 1
250 1 2 25+ 6 1 1
300 1 2 6 1 2
350 2 3 4 1 2
400 1 3 3 2 2
450 2 4 2 2 1
500 1 4 3 2 2
550 2 4 3 2 2
600 2 4 3 1 2
650 2 4 4 2 3
700 3 3 5 2 3
750 2 3 3 2 4
800 3 2 5 2 4
850 3 2 15 3 3
900 4 2 12 3 4
950 3 2 6 3 5
1000 3 3 6 3 5
1050 3 3 9 3 5
1100 4 5 8 3 5
1150 3 6 8 4 4
1200 3 5 5 3 3
1250 4 3 6 3 4
1300 5 4 5 3 4
1350 19 4 3 3 4
1400 25+ 5 3 4 4
1450 7 4 3 5
1500 8 4 4 5
1550 8 4 4 6
1600 8 3 4 5
1650 5 4 4 6
1700 5 6 4 6
1750 4 6 5 7
1800 4 7 6 8
1850 5 7 8 8
1900 5
1950 5
2000 5
End Depth (m) 6.40m 3.15m 6.85m 4.65m 6.85m 6.85m 6.85m
5A
Scala Penetrometer Results - Blows Per 50mm Penetration
Soil Investigations LtdPO Box 47-559 Ponsonby Ph 021 627 709
Job Name: 223 Falls Rd, WarkworthJob No: J009585
Date: October, 2016Tested By: BM/VC
Augerhole No AH8 AH9 AH10 AH11 AH12 AH13 AH14 AH15Start Depth (m) 1.10m 2.10m 3.30m 4.40m 2.10m 1.10m 4.00m 5.00m
50 25+ 25+ 10 6 25+ 6 3 1
100 8 5 3 4 1
150 8 5 1 6 1
200 6 25+ 2 6 1
250 5 4 8 1
300 6 2 9 1
350 4 3 9 1
400 8 2 25+ 1
450 14 4 1
500 10 3 2
550 8 3 2
600 25+ 3 2
650 6 1
700 6 2
750 6 2
800 5 1
850 16 1
900 25+ 2
950 2
1000 3
1050 3
1100 5
1150 6
1200 4
1250 4
1300 4
1350 5
1400 6
1450 6
1500 8
1550 8
1600 6
1650 8
1700 12
1750 16
1800 25+
1850190019502000
End Depth (m) 1.15m 2.15m 3.90m 4.60m 2.15m 2.00m 4.40m 6.80m
5B
Scala Penetrometer Results - Blows Per 50mm Penetration
Soil Investigations LtdPO Box 47-559 Ponsonby Ph 021 627 709
Job Name: 223 Falls Rd, WarkworthJob No: J009585
Date: October, 2016Tested By: BM/VC
Augerhole No AH16 AH17 AH18 AH19 AH20 AH21 AH22 AH23Start Depth (m) 4.20m 5.00m 5.00m 5.00m 4.50m 5.00m 5.00m 4.50m
50 19 1 1 0.5 sunk 1 10
100 19 0.5 1 1 0.5 1 25+
150 12 0.5 1 0.5 1 1
200 8 1 1 2 0.5 2
250 8 0.5 1 1 1 1 3
300 8 0.5 2 2 1 1 3
350 25+ 0.5 1 2 1 2 3
400 0.5 2 2 2 2 4
450 1 2 3 2 2 4
500 1 4 3 3 3 5
550 1 3 2 3 3 5
600 2 3 3 4 3 4
650 2 4 2 4 3 5
700 4 5 2 5 2 5
750 4 4 4 5 3 6
800 4 4 3 6 3 5
850 3 5 3 6 4 5
900 3 6 3 5 4 6
950 4 6 4 5 4 6
1000 3 5 5 6 5 7
1050 3 8 5 6 5 6
1100 4 6 6 7 5 7
1150 3 7 6 7 6 7
1200 4 7 7 7 6 7
1250 3 6 7 8 7 8
1300 3 8 6 8 7 10
1350 3 8 6 10 6 10
1400 4 12 6 9 7 8
1450 4 10 8 8 7 12
1500 4 16 10 9 7 9
1550 5 25+ 13 9 6 9
1600 5 16 10 8 13
1650 6 25+ 10 10 16
1700 8 13 10 25+
1750 9 25+ 12
1800 10 10
1850 9 11
190019502000
End Depth (m) 4.55m 6.85m 6.55m 6.65m 6.25m 6.85m 6.70m 4.60m
5C
Scala Penetrometer Results - Blows Per 50mm Penetration
Soil Investigations LtdPO Box 47-559 Ponsonby Ph 021 627 709
Job Name: 223 Falls Rd, WarkworthJob No: J009585
Date: October, 2016Tested By: BM/VC
Augerhole No AH24 AH25Start Depth (m) 5.00m 1.80m
50 3 7
100 4 25+
150 4
200 4
250 4
300 3
350 2
400 1
450 3
500 2
550 5
600 4
650 5
700 4
750 7
800 6
850 6
900 7
950 9
1000 10
1050 9
1100 8
1150 10
1200 9
1250 12
1300 11
1350 8
1400 9
1450 8
1500 7
1550 12
1600 13
1650 12
1700 10
1750 13
1800 13
1850190019502000
End Depth (m) 6.80m 1.90m
5D
Ge
ne
rate
d b
y G
ER
OC
Co
re-G
S
Created: 23/03/2017 12:13:41 p.m.
Dep
th
Insta
llati
on
SP
T
MH1
PROJECT:
North Star Estates LTD
HOLE NO.:
CLIENT:
Geotechnical Investigation 9585
JOB NO.:
Meth
od
MACHINE BOREHOLE LOG
223 Falls Road, WarkworthSITE LOCATION:
CO-ORDINATES:
OPERATOR:RIG:
START DATE:
END DATE:
DATUM:
0mE, 0mN ()
DCNTractor
Ground Surface
12/12/2016
12/12/2016
TCR
(%)
RQD
(%)
25
50
75
25
50
75
Fra
ctu
re
Sp
acin
g(m
in/a
v/m
ax)
Gro
un
dW
ate
r
Sam
ple
Geo
log
ical
Un
it
Description
Gra
ph
ic L
og
Van
e S
hear
Str
en
gth
(k
Pa)
Topsoil with clayey silt and sand; dark brown. Firm, moist. Plant fibres/rootlets common. (TOPSOIL)
Sandy SILT with clay; brown. Stiff to very stiff, moist, moderate plasticity. Rootlets. (COLLUVIUM)
Silty CLAY with some sand; light brown. stiff to very stiff, moist, moderately to highly plastic.
Sandy SILTS with trace clay; mottled orange/pink/brown/cream. Firm to stiff, moist, no plasticity. Exhibits 'quick' behaviour in parts. Highly weathered transitional Pakiri formation? (WAITEMATA GROUP SOILS)
Unweathered grey CONGLOMERATE; moderately strong to strong. Matrix supported with rounded to sub-angular clasts of siltstone. (WAITEMATA GROUP - ROCK)
Unweathered grey SANDSTONE; moderately strong to strong.
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
N = 3
1, 0
0, 1
1, 1
N = 2
1, 0
0, 1
0, 1
N = 2
1, 1
0, 1
0, 1
N =
50
2, 5
50
N =
50
50
N =
50
50
RO
ISP
TR
OIS
PT
RO
ISP
TR
OIS
PT
RO
ISP
TR
OIS
PT
RO
3.5m - 6.2m: Oxidation/manganese oxide weathering along fractures
7.1m: Sub horizontal (~10 degrees) contact between conglomerate and the underlying sandstone.
21/0
3/2
017
13/1
2/2
016
14/1
2/2
016
T SC
OL
.W
AIT
EM
AT
A G
RO
UP
SO
ILS
WA
ITE
MA
TA
GR
OU
P -
RO
CK
10
06
01
00
10
01
00
10
01
00
10
01
00
10
09
2
92
93
67
10
0
96
196/43
119/61
82/46
61/7
125/20
UTP/-
Page 1 of 2
HOLE DEPTH: 10.65m
REMARKS
Notes & Abbreviations
Soils logged in accordance with 'The guidelines for the classification and description of soil and rock for engineering purposes' December 2005, NZGS
Water
Out Flow In Flow
Shear Vane
Corrected as per NZGS GuidelinesVane No.:1984UTP = Unable To Penetrate+ = Peak Exceeded- = No Result
Standing Water Level
Water Level At Time Of Drilling
6A
Ge
ne
rate
d b
y G
ER
OC
Co
re-G
S
Created: 23/03/2017 12:13:41 p.m.
Dep
th
Insta
llati
on
SP
T
MH1
PROJECT:
North Star Estates LTD
HOLE NO.:
CLIENT:
Geotechnical Investigation 9585
JOB NO.:
Meth
od
MACHINE BOREHOLE LOG
223 Falls Road, WarkworthSITE LOCATION:
CO-ORDINATES:
OPERATOR:RIG:
START DATE:
END DATE:
DATUM:
0mE, 0mN ()
DCNTractor
Ground Surface
12/12/2016
12/12/2016
TCR
(%)
RQD
(%)
25
50
75
25
50
75
Fra
ctu
re
Sp
acin
g(m
in/a
v/m
ax)
Gro
un
dW
ate
r
Sam
ple
Geo
log
ical
Un
it
Description
Gra
ph
ic L
og
Van
e S
hear
Str
en
gth
(k
Pa)
Unweathered grey SANDSTONE; moderately strong to strong.
EOH: 10.65m
11.0
12.0
13.0
14.0
15.0
16.0
17.0
18.0
19.0
N =
50
50R
OIS
PT
WA
ITE
MA
TA
G
RO
UP
-
RO
CK
10
0
96
Page 2 of 2
HOLE DEPTH: 10.65m
REMARKS
Notes & Abbreviations
Soils logged in accordance with 'The guidelines for the classification and description of soil and rock for engineering purposes' December 2005, NZGS
Water
Out Flow In Flow
Shear Vane
Corrected as per NZGS GuidelinesVane No.:1984UTP = Unable To Penetrate+ = Peak Exceeded- = No Result
Standing Water Level
Water Level At Time Of Drilling
KGA Geotechnical Limited 6 Omega Street | Albany | Auckland | New Zealand | P O Box 302 361 | North Harbour | Auckland 0751
Phone 09 478 6655 | Fax 09 478 6169 | [email protected] | www.kga.co.nz
MH1
0.0m – 2.6m Tray 1 of 4
2.6m – 5.2m Tray 2 of 4
17 February 2017 2
5.2m – 7.5m Tray 3 of 4
7.5 – 10.65m Tray 4 of 4
Ge
ne
rate
d b
y G
ER
OC
Co
re-G
S
Created: 8/03/2017 2:40:02 p.m.
Dep
th
Insta
llati
on
SP
T
MH2
PROJECT:
North Star Estates LTD
HOLE NO.:
CLIENT:
Geotechnical Investigation 9585
JOB NO.:
Meth
od
MACHINE BOREHOLE LOG
223 Falls Road, WarkworthSITE LOCATION:
CO-ORDINATES:
OPERATOR:RIG:
START DATE:
END DATE:
DATUM:
0mE, 0mN ()
DCNTractor
Ground Surface
12/12/2016
13/12/2016
TCR
(%)
RQD
(%)
25
50
75
25
50
75
Fra
ctu
re
Sp
acin
g(m
in/a
v/m
ax)
Gro
un
dW
ate
r
Sam
ple
Geo
log
ical
Un
it
Description
Gra
ph
ic L
og
Van
e S
hear
Str
en
gth
(k
Pa)
Topsoil. (TOPSOIL)
Sandy SILT with trace clay; dark brown to brown. Stiff to very stiff, moist, low to no plasticity. (COLLUVIUM)
Sandy SILT; light brown, cream, orange mottling. Loose to moderately dense, moist, no plasticity. Remnant bedding/banding present. (WAITEMATA GROUP SOILS)
Silty SAND; reddy brown and orange and black. Loose becoming more dense, moist, no plasticity. Sub horizontal remnant bedding/banding.
SAND with silt; light brown and orange. Loose to dense, moist, no plasticity. Oxidised banding present. Sub-horizontal to sub-vertical bedding. (WAITEMATA GROUP - TRANSITIONAL)
SAND; orange and light grey. Medium dense to dense, moist, no plasticity.
Moderately weathered creamy brown SANDSTONE. Weak to moderately strong. Closely to moderately widely spaced fractures; moderate to sub-vertical oxidised fractures. (WAITEMATA GROUP - ROCK)Unweathered grey to dark grey SANDSTONE. Weak to strong. Gently to moderately inclined fractures. Moderately to widely spaced fractures. Oxidation/weathering has altered adjacent rock mass.
EOH: 9.03m
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
N = 2
1, 0
1, 0
0, 1
N =
22
2, 5
5, 7
5, 5
N =
10
2, 2
2, 3
2, 3
N =
50
4, 9
12, 38
N =
50
50
N =
50
50
RC
ISP
TR
CIS
PT
RC
ISP
TR
CIS
PT
RC
ISP
TR
CIS
PT
3.8m: Becoming to dense to drill open barrel.
5.1m - 5.3m: Very steeply inclined to sub-vertical laminated bedding
6.0m - 6.1m: Fine to medium grained gravels.
6.1m - 6.2m: sub horizontal laminated bedding
6.4m - 6.9m: Sub vertical and sub horizontal joints. oxidised on fractures. Undulating smooth to undulating rough.
7.1m: Very steeply inclined joint (~60 deg). Oxidised. Undulating rough.
T SC
OL
LU
VIU
MW
AIT
EM
AT
A G
RO
UP
SO
ILS
WA
ITE
MA
TA
GR
OU
P -
TR
AN
SIT
ION
AL
WA
ITE
MA
TA
GR
OU
P -
RO
CK
Gro
un
dw
ate
r N
ot
En
co
un
tere
d
10
01
00
10
01
00
48
10
01
00
10
01
00
100
92
20
10
0
70
168/15
122/15
92/27
UTP/-
Page 1 of 1
HOLE DEPTH: 9.03m
REMARKS
Notes & Abbreviations
Soils logged in accordance with 'The guidelines for the classification and description of soil and rock for engineering purposes' December 2005, NZGS
Water
Out Flow In Flow
Shear Vane
Corrected as per NZGS GuidelinesVane No.:1984UTP = Unable To Penetrate+ = Peak Exceeded- = No Result
Standing Water Level
Water Level At Time Of Drilling
6B
KGA Geotechnical Limited 6 Omega Street | Albany | Auckland | New Zealand | P O Box 302 361 | North Harbour | Auckland 0751
Phone 09 478 6655 | Fax 09 478 6169 | [email protected] | www.kga.co.nz
MH2
0.0m – 3.0m Tray 1 of 3
3.0m – 6.3m Tray 2 of 3
17 February 2017 2
6.3m – 9.03m Tray 3 of 3
Ge
ne
rate
d b
y G
ER
OC
Co
re-G
S
Created: 23/03/2017 12:20:45 p.m.
Dep
th
Insta
llati
on
SP
T
MH3
PROJECT:
North Star Estates LTD
HOLE NO.:
CLIENT:
Geotechnical Investigation 9585
JOB NO.:
Meth
od
MACHINE BOREHOLE LOG
223 Falls Road, WarkworthSITE LOCATION:
CO-ORDINATES:
OPERATOR:RIG:
START DATE:
END DATE:
DATUM:
0mE, 0mN ()
DCNTractor
Ground Surface
13/12/2016
13/12/2016
TCR
(%)
RQD
(%)
25
50
75
25
50
75
Fra
ctu
re
Sp
acin
g(m
in/a
v/m
ax)
Gro
un
dW
ate
r
Sam
ple
Geo
log
ical
Un
it
Description
Gra
ph
ic L
og
Van
e S
hear
Str
en
gth
(k
Pa)
Topsoil with gravel.
Organic clayey SILT; dark brown and dark grey. Soft to firm, moist to wet, low to moderate plasticity. Common brown and black coloured plant fibres. Becoming less organic rich towards base of the unit. (ALLUVIUM)
SAND with silt; light grey, becoming browny orange. Loose to dense, moist, no plasticity. (WAITEMATA GROUP SOILS)
SAND; dark grey. dense to very dense, moist, no plasticity.
Unweathered grey SANDSTONE. Moderately strong to strong. Laminated bedding of dark grey to black mudstone (carbonaceous) material. Fining upwards. Gently to moderately inclined bedding. (WAITEMATA GROUP - ROCK)
Unweathered grey SANDSTONE. Moderately strong to very strong.
Unweathered grey to dark grey SILTSTONE. Moderately strong to strong. Sub-horizontal bedding.
EOH: 6.03m
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
N = 3
0, 0
1, 0
1, 1
N =
50
50
N =
50
50
N =
50
50
RC
ISP
TR
CR
CR
CIS
PT
RC
ISP
TR
CIS
PT
5.4m: Very steeply inclined joint (~70 deg). Undulating smooth to undulating rough.
21/0
3/2
017
14/1
2/2
016
AL
LU
VIU
MW
AIT
EM
AT
A
GR
OU
P
SO
ILS
Mw
g-r
60
10
01
00
10
06
71
00
10
01
00
97
10
0
90
49/15
61/6
23/3
UTP/-
Page 1 of 1
HOLE DEPTH: 6.03m
REMARKS
Notes & Abbreviations
Soils logged in accordance with 'The guidelines for the classification and description of soil and rock for engineering purposes' December 2005, NZGS
Water
Out Flow In Flow
Shear Vane
Corrected as per NZGS GuidelinesVane No.:1984UTP = Unable To Penetrate+ = Peak Exceeded- = No Result
Standing Water Level
Water Level At Time Of Drilling
6C
KGA Geotechnical Limited 6 Omega Street | Albany | Auckland | New Zealand | P O Box 302 361 | North Harbour | Auckland 0751
Phone 09 478 6655 | Fax 09 478 6169 | [email protected] | www.kga.co.nz
MH3
0.0m – 1.95m Tray 1 of 3
1.95m – 5.0m Tray 2 of 3
17 February 2017 2
5.0m – 6.03m Tray 3 of 3
Ge
ne
rate
d b
y G
ER
OC
Co
re-G
S
Created: 23/03/2017 12:21:13 p.m.
Dep
th
Insta
llati
on
SP
T
MH4
PROJECT:
North Star Estates LTD
HOLE NO.:
CLIENT:
Geotechnical Investigation 9585
JOB NO.:
Meth
od
MACHINE BOREHOLE LOG
223 Falls Road, WarkworthSITE LOCATION:
CO-ORDINATES:
OPERATOR:RIG:
START DATE:
END DATE:
DATUM:
0mE, 0mN ()
DCNTractor
Ground Surface
13/12/2016
14/12/2016
TCR
(%)
RQD
(%)
25
50
75
25
50
75
Fra
ctu
re
Sp
acin
g(m
in/a
v/m
ax)
Gro
un
dW
ate
r
Sam
ple
Geo
log
ical
Un
it
Description
Gra
ph
ic L
og
Van
e S
hear
Str
en
gth
(k
Pa)
Gravel. (FILL)
CLAY with silt and minor sand; brown to dark orange with creamy and red mottling. Stiff to very stiff, moist, moderate to hhigh plasticity. (WAITEMATA GROUP SOILS)
SILT with sand and trace clay; dark red, brown and pink. Soft to stiff, moist to wet, no to minor plasticity. Common remnant sub horizontal bedding.
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
N = 4
1, 0
1, 1
1, 1
N = 4
1, 0
1, 1
1, 1
N = 2
1, 0
0, 1
0, 1
N = 4
1, 0
0, 1
1, 2
N = 4
1, 0
1, 0
1, 2
N = 4
1, 0
1, 1
1, 1
RC
ISP
TR
CIS
PT
RC
ISP
TR
CIS
PT
RC
ISP
TR
CD
PIS
PT
16/1
2/2
016
21/0
3/2
017
F IL LW
AIT
EM
AT
A G
RO
UP
SO
ILS
10
01
00
10
01
00
71
10
01
00
10
01
00
10
01
00
10
01
00
10
01
00
153/76
111/60
110/70
58/27
33/12
49/15
61/6
92/11
Page 1 of 2
HOLE DEPTH: 18.04m
REMARKS
Notes & Abbreviations
Soils logged in accordance with 'The guidelines for the classification and description of soil and rock for engineering purposes' December 2005, NZGS
Water
Out Flow In Flow
Shear Vane
Corrected as per NZGS GuidelinesVane No.:1984UTP = Unable To Penetrate+ = Peak Exceeded- = No Result
Standing Water Level
Water Level At Time Of Drilling
Ge
ne
rate
d b
y G
ER
OC
Co
re-G
S
Created: 23/03/2017 12:21:14 p.m.
Dep
th
Insta
llati
on
SP
T
MH4
PROJECT:
North Star Estates LTD
HOLE NO.:
CLIENT:
Geotechnical Investigation 9585
JOB NO.:
Meth
od
MACHINE BOREHOLE LOG
223 Falls Road, WarkworthSITE LOCATION:
CO-ORDINATES:
OPERATOR:RIG:
START DATE:
END DATE:
DATUM:
0mE, 0mN ()
DCNTractor
Ground Surface
13/12/2016
14/12/2016
TCR
(%)
RQD
(%)
25
50
75
25
50
75
Fra
ctu
re
Sp
acin
g(m
in/a
v/m
ax)
Gro
un
dW
ate
r
Sam
ple
Geo
log
ical
Un
it
Description
Gra
ph
ic L
og
Van
e S
hear
Str
en
gth
(k
Pa)
SILT with sand and trace clay; dark red, brown and pink. Soft to stiff, moist to wet, no to minor plasticity. Common remnant sub horizontal bedding.
SAND with silt; light brown, orange, pick. Loose, moist to wet, no plasticity. Oxidation/manganese staining common along bedding/joint planes.
Silty SAND; cream. Very loose to loose, moist to wet.
SAND with silt; dark orange and cream. moderate dense to dense, moist to wet, no plasticity, exhibits 'quick' behaviour in parts. Oxidation/manganese staining common along bedding/joint planes.
Highly weathered dark cream to light brown SANDSTONE. Very weak. (WAITEMATA GROUP ROCK)
Unweathered dark grey SANDSTONE. Moderately weak to hard. Moderately widely spaced fractures, gently to steeply inclined, undulating rough aperture. Oxidised on fracture surfaces.
EOH: 18.04m
11.0
12.0
13.0
14.0
15.0
16.0
17.0
18.0
19.0
N = 4
0, 1
0, 0
2, 2
N = 7
1, 0
0, 2
3, 2
N = 4
1, 0
0, 0
2, 2
N = 11
2, 2
2, 2
3, 4
N =
50
15, 50
N =
50
50
I S P T
RC
ISP
TR
CIS
PT
RC
ISP
TR
CIS
PT
RC
ISP
TR
CIS
PT
17.6m: Steeply inclined (~45 deg) joint. Some oxidation on fracture surface. Planar rough to undulating smooth.
WA
ITE
MA
TA
GR
OU
P S
OIL
SW
GR
10
01
00
10
01
00
10
01
00
10
01
00
10
01
00
75
35/3
29/3
119/6
UTP/-
Page 2 of 2
HOLE DEPTH: 18.04m
REMARKS
Notes & Abbreviations
Soils logged in accordance with 'The guidelines for the classification and description of soil and rock for engineering purposes' December 2005, NZGS
Water
Out Flow In Flow
Shear Vane
Corrected as per NZGS GuidelinesVane No.:1984UTP = Unable To Penetrate+ = Peak Exceeded- = No Result
Standing Water Level
Water Level At Time Of Drilling
KGA Geotechnical Limited 6 Omega Street | Albany | Auckland | New Zealand | P O Box 302 361 | North Harbour | Auckland 0751
Phone 09 478 6655 | Fax 09 478 6169 | [email protected] | www.kga.co.nz
MH4
0.0m – 2.5m Tray 1 of 7
2.5m – 4.95m Tray 2 of 7
17 February 2017 2
4.95m – 7.5m Tray 3 of 7
7.5 – 10.95m Tray 4 of 7